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HomeMy WebLinkAboutpitkin.eh.264320402005 (2007)Pitkin County Environmental Health & Natural Resources Department Permit for an Individual Sewage Disposal System 0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611 Phone 970-920-5070 / FAX 970-920-5077 Permit # 07028 Parcel ID # 264-204-02-005 Type of permit New( X',) Repair( ) Addition/Remodel to House( CDU ONLY Name of Owner Alice IKoelle Street Address 2003 ,juniper Hill Road Property legal description Lot 1, Block 9, Filing 1, Brush Creek Village Subdivision Size of lot 2.36 acres Total square footage of the house Water source Brush Creek Metro District # of bedrooms in house Caretaker unit Detached # of bedrooms in caretaker unit Designed for what # rooms (list) Designed by Mailing Address Perc rate 60 # of offices, lofts & similar sized rooms in house Total square footage of the caretaker unit M. # of offices, lofts & similar sized rooms in caretaker unit TWO Bedrooms in CDU Permit information Sopris Engineering, LLC 502 Main Street, Suite A3, Carbondale, CO 81623 Profile hole depth 9ft Depth to groundwater or bedrock Minimum Septic tank capacity >9 ft 750 Minimum Absorption area 813 sf Comments Septic permit approved per compliance with the engineer design and specifications dated September 21, 2006 and plans stamped 12/5/06. Any changes must be approved by this department and the design engineer prior to them being made. Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. The design is for a 1250 gallon two compartment septic tank witp/fi er assembly. Effluent will be dosed to a 4distribution box for equal distribution to two beds each with two rows o 11 Eljen In -Drain units per row for a total of 44 units. Perforated distribution pipes will be placed on the center of each unit. Clean sand will be placed as follows: a minimum of 6 inches below the units, a minimum of 12 inches of between the units and a 6 inch minimum between the units and the sidewalls. This department does not endorse any brand of products. This permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an as -built letter to this department. This department must also be called for an inspection with a minimum of 48 hours advanced notice. The owner has the responsibility that all components are inspected and maintained on a regular basis by qualified personnel. Revegetation over the area of the field is very important for the functioning of the system. Pitkin County has guidelines that must be followed to assure the plants that are introduced are appropriate for the conditions of the area. The use of native plants is strongly encouraged Permit approved by: Date: ` Z1, C/O `7 Plans and specifications bf the pro ed individual seer ge disposal system hAe been reviewed and are considered satisfactory. Permission is hereby bfanted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department. As -built drawings must be included with this permit before the final approval will be issued. Expiration Date: —,/ 0 Zz 7 Installer: l� k'�Y1) License Number: L )I Final approval: (�(�,� fll ✓ 46 Date: 11 12jilco PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM 0405 Castle Creek Road, Suite 10, Aspen Colorado 81611 Phone (970) 920-5070 Fax (970) 920-5077 Name of OWNER , of /� -t Owner's Mailing Address t_1 141,11 -5 City, State, Zip kpR ✓` �� f I Business Phone: -70 7Y g- /q Z( Home Phone: - �(l E-mail Address: (� 1\ �'e �^1�� Q k o�'`�` Primary Contact Person (all communication regarding this permit will go through this person) Name A_1_ U V130t_[,— Company Contact Mailing Address �,� _ f"< /�!n T_ City, State, Zip %�CS'P C, -D b (( Business Phone: i -7o 9Z / o Cell Phone: �7� �Z/ Fax :9? LS --3 E-mail Address: Parcel ID # (available from assessor's office�--- at 920-5160 or at www.pitkinassessor.org) Building Permit # (if available) Street address of property Legal Description: Lot ,Block ,Filing _� ,Subdivision Size of lot: acres. Type of proposed structure: C'-1) Vk Total square feet of house # of bedrooms (potential) in houses Caretaker Unit: Attached ( ) Detached (x ) Total area(sq. ft.) of caretaker unit -I z # of bedrooms (potential) in caretaker unit Permit is for: New Home Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( ) Water: Private well ( ) Spring ( ) Stream ( ) Community/Public Water System ( ) If community system: Name of system The fee for a ISDS application is $600 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours, a rate of $100 per hour will be charged. The maximum fee is $1000. The basic fee of $600 is due at the time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before final approval of the ISDS permit. Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals and permits have been obtained. The Pitkin County Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by the applicant or his/her representatives. The owner assumes full responsibility in case of failure of the system. Signature of applicant (��� Date Iq27 �� b Received by Receipt # Date l O G:\isds\isds applic\isdsapp rev072904.doc Pitkin County Environmental Health Department Contact Log Sheet Name: Parcel lD#: Address: Dater Person Spoken To Comments /Action to be Taken Initials Time L4 A J2 - LI ►' �� TS �� c C4 1. OL -11 4 Page 1 of 1 Nancy Mackenzie From: Paul Rutledge [paulr@sopriseng.com] Sent: Wednesday, August 08, 2007 9:09 AM To: Nancy Mackenzie Subject: Alice Koele-2003 Juniper Hill Road-OWS field conditons revision -Pitkin Cty Permit #07028 Nancy The Koelle OWS is beginning to be constructed. I have had discussions with the Builder, Paul Whistler and the excavator, Larry Martin. The final house layout and envelopes was slightly altered in the final approved 1041 documents. The topographical information by Lines in Space was incomplete within the area of the treatment/absorption field. The actual field conditions, finished floor elevations and surface elevations will allow for the OWS system to gravity discharge from the tank through the D -box to the field. The field In -Drain units should have a maximum cover of 3 feet located in the general area as delineated on the design plan. Therefore the need for a pump is not necessary to lift effluent to the D -box. The over sized 1250 gallon tank will remain. I or the contractor will contact you for an inspections when the components are installed. The gravity system and as - built locations of components will be delineated on the As -Built Record drawing. If you have any questions please call me. Paul 8/8/2007 Nov.26 2007 3:58PM Alice Koelle P.O. Box 2871 Aspen, CO 81612 Carla Block Pitkin County Envirdnm 0405 Castle Creek Road Aspen, CO 81612 SOPRIS ENGINEERING LLC 6 Health Department 970 704 0313 p.2 November 26, 2007 RE: AS -BUILT, On-site Wastewater System (OWS), — Lot 1, Block 9, Brush Creek Village, Filing 1, Pitkin, County, Colorado, SE Job No, 25229.01 Permit Number: 07028 Parcel Number: 2645-204-02-005 Dear Alice and Carla: Pursuant to requirements, this letter provides documentation that the new Onsite Wastewater System (OWS) recently installed at the above referenced site is in general compliance with the permitted design. Sopris Engineering inspected the excavations and the installation of system components at various times during construction prior to final backfill. An inspection prior to final backfill was conducted on August 23, 2007 with Paul Rutledge, Carla! Block and Larry Martin on the site_ The system constructed on site was designed and built to serve the needs of a 2 -bedroom ADU atl 865 Medicine Bow Road, on Lot 1, Block 9, Brush Creek Village, Subdivision, Filing 1. Sopris Engineering performed several visits to inspect and document the as built conditions of the constructed system. We have coordinated our efforts with the general contractor and the earthmoving contractor, Larry Martin Excavation, which constructed the system. The as built conditions and installation of the new OWS components is in compliance with the permitted design specifications for the system and the design change documented in our Email to Nancy Mackenzie, Pitkin County Environmental Health, dated August 8, 2007. The final house layout and envelopes was slightly altered in the final approved 1041 documents. The topographical information by Lines in Space was incomplete within the area of the treatment/absorption field. The actual field conditions, finished floor elevations and surface elevations allowed for the OWS system to gravity discharge from the tank through a D -box to the field. The field In -Drain units have a maximum cover of 3 feet located in the general area as delineated on the design plan. Therefore the need for a pump was not necessary to lift effluent to the D -box. The over sized 1250 gallon tank was installed. The System was installed in accordance with Pitkin County Regulations; the design presented in the Sopris Engineering Report and the design drawing, dated September 21, 2006. A 1250 -gallon dual compartment concrete septic tank was installed with appropriate inletfoutlet sanitary tees and an effluent filter in the tank's outlet tee. The effluent from the septic tank gravity discharges to a Tuf-Tite distribution box located between the tank and the field. The effluent is equally distributed via 4 individual distribution lines to each In -Drain Row in the 2 Geotextile/sand treatment beds. A total of 44 Elgen In -Drain units were installed in two beds with 2 rows of 11 units per bed. The system meets required setbacks and is installed within the general locations indicated on the plans. The exposed soils after grubbing were suitable and consistent across the field. Additional observations of the soils within the field were performed during construction indicating that the soils are consistent with the descriptions in the geotechnical report. No excess rocks, fractured bedrock, or clay hard pan was encountered. 502 Main Street • Suite A3 • Carbondale, CO 81623 - (970) 704-0311 - Fax (970) 704-0313 SepRit ENGINEERING • LLC civil consultants Nov 26 2007 3:5 PM SOPRIS ENGINEERING LLC 970 704 0313 p.3 Alice Koelle Carla Block SE Job No. 25229.01 November 26, 2007 Page 2 The In -Drain units were installed at level grade in the bed excavations over 6" of sand placed from a level depth of 24"-36" below the s ace grades. The sand was placed over native soil and within a minimum 12" between the In - drains and 6" betwec n the bed sidewalls around the perimeter of the excavations. A minimum separation distance of 6 foot is maintained 3etween the In -drain treatment beds. Individual 4" perforated distribution piping was placed on the center of each In Drain row and run the entire length. The ends of each pair of distribution pipes are joined with a header pipe. The system is plumbed for equal distribution. Inspection ports were installed at the terminal ends of the perforated distribution pipes and at the head of the two outer beds. The distribution pipes and the In -Drain units are covered with filt4r fabric. The beds were backfilled with suitable excavated soil to the finished grade. The top of the field is graded' slightly above the existing grades to allow positive drainage away from the field surface OWS Operation and Maintenance The re establishment of vegetative cover over the field and responsibility for inspection and maintenance of the system will remain with the Lot Owner or the owners representative. All components of the engineered OWS shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Owner. The OWS should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, absorption field and other system components should be visually inspected bi-annually for debris, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filter shouldbe cleaned every six months and at the time of pumping. Absorption fields should be maintained with suitable vegetative cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. If you have any question or need any additional information, please call. Sincerely, SOPRIS ENGINEERING, LLC Paull Liqedge on S DESIGN CALCULATIONS - for Pitkin Owner's Name A Iioe K:.. Parcel ID #.:.' House Size (sq. ft.) (75 gpd, 100 gpd, or 130 gpd) 75 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House "' 77'' ,.', Number of Bedroom$ 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 300 State Review Required? no Perc Rate (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 525 Minimum tank capacity 656.25 gallons 3 Absorption Area (-Q/ 5 X SQRT perc rate) f A = 813 sq. ft. of absorption area required 52 gravelless chamber units without reduction # of Perc Holes Required: 3 QUICK 4 9_8 A = 406j66325 sq.ft. with 50% reductionTRENCHES 41 gravelless chamber units with reduction STANDARD A= 40666325 sq.ft. with 50% reductionTRENCHES 26 gravelless chamber units with reduction Q36 25 EQ36 units in TRENCHES QUIC--------- - -- K4-EQ36 X07-- - -- 53 SETBACK FROM WELL # of feet = 100 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 50 SETBACK FROM DRY GULCH # of feet = 25 QUICK 4 9.2 569.32855 sq ft 30% reduction BED 62 chamber units with reduc. 569.32855 sq ft 30% reduction BED 37 chamber units with reduc. 46 EQ36 units in a BED :• Alice Koelle P.O. Box 2871 Aspen, CO 81612 DEC 1 1 ^1006 PITKIN WUM Y tWW)NW_NTAL HEALTH & NATURAL RESOURCES September 21, 2006 RE: Proposed Residential On-site Wastewater System (OWS), — Lot 1, Block 9, Brush Creek Village, Filing 1, Pitkin County, Colorado, SE Job No. 25229.01 Dear Alice: Pursuant to your request this letter presents our findings in regard to the feasibility and design for an Onsite Wastewater System (OWS) at the above referenced Site. Our evaluation of the site conditions is based on information provided by you and others for use in supporting your application to Pitkin County. Our recommendations are in accordance with Pitkin County and the State of Colorado ISDS Regulations. We have reviewed the information forwarded to us, conducted a site visit, formulated an OWS design and created a site plan with construction details as part of our scope of work. Conclusions Based on our findings we believe that the design and installation of an approved OWS is feasible in accordance with the Regulations. We recommend that new 1250 -gallon dual compartment septic tank be installed with an installed with a simplex effluent pump assembly that will dose effluent to a distribution box for discharge to a 560 square foot treatment/ absorption system. Effluent will gravity discharge from the distribution box to an engineered filter/soil absorption bed system utilizing a synthetic absorption/treatment media in a bed configuration. Effluent will be distributed equally through perforated distribution lines running the length of the treatment media in the bed. The OWS will be installed within the general location as delineated on the plan. Our design is outlined below. Site Location and Existing Conditions The subject site is located on a single family lot on Lot 1, Block 9, Brush Creek Village, Filing 1, Pitkin, County, Colorado. The site is situated in Section 20, T 9 S, R 85 W of the 6th P.M. The site is located at the North West corner of Medicine Bow and Juniper Hill Drive. The Site comprises approximately 2.36 acres. A 2 -bedroom ADU is proposed on the site and will be served by a new onsite wastewater system. The site has varying slopes (2%-30%) toward the east southeast. The natural slope within the septic envelope is less than 30%. The site is vegetated with grasses, bushes, and gambel oak. Domestic water is supplied by a central system. Proposed Site Conditions It is our understanding that you intend to construct a 2 -bedroom ADU. The proposed improvements will include a new OWS system with appropriate site grading. The proposed absorption field area has suitable soil for receiving effluent treated through a select media in the proposed beds. Due to the existing site utilization, soil conditions and desire to avoid excess disturbance to the site we believe it is desirable to 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 PRI ENGINEERING • LLC civil consultants SO S LA © Alice Koelle SE Job No. 25229.01 September 21, 2006 2 utilize an enhanced absorption/treatment system for good secondary treatment of the effluent and recovery by infiltration into the ground. Subsurface Conditions A subsurface investigation conducted on October 27 & 28, 2005 by CTL Thompson, Inc. (CTL). The CTL report is dated December 2, 2005, Job Number GS04645-120. The subsoil encountered at the site in the vicinity of the proposed absorption field consists of 1 foot of sandy clay topsoil overlying sandy clay with shale fragments. Groundwater was not encountered to a depth of 10 feet in the test profile pit at the time of the investigation. Percolation testing utilized four test holes 33-37 inches deep yielded similar absorption rates. The slowest measured rate was 60 minutes per inch and the fastest measured rate was20 minutes per inch. The average percolation rate is approximately 50 minutes per inch. A rate of 60 minutes per inch is used in the absorption area design calculations for the soils ability to accept treated water. We expect the soils to be adequate to allow infiltration of the design volume of effluent treated by the synthetic and select imported media. We recommend that a synthetic absorption/treatment media over sand filter media be used for secondary treatment. The synthetic and sand filter media will provide secondary treatment of wastewater and recovery of the treated effluent by percolation into the native alluvial soils. Additional evaluations will be performed to confirm assumption made and assess any design changes that may be required. Design Criteria The proposed ADU will have a total of 2 bedrooms. The design flow is calculated as follows: Single family home — equivalent 2 bedroom population @ 2 person /bedroom = 4 persons. From the Pitkin County I. S. D. S. Regulations: Max. Design flow (Qd) _ # of people x (avg. flow) x 1.75 gal/person/day. Gallons per day per person for the subject house = 75 gal/person/day Assume maximum 2 people daily population Qd = 4*75* 1.75* =525 gal/day Design flow Qd = 525 gpd V Septic Tank Design Based on Design Flow Qd. Qd = 525 gal/day Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) V = 525 gal/day * 1.25 days = 656 gallons Use a dual compartment 1250 -gallon concrete septic tank. ® Alice Koelle SE Job No. 25229.01 September 21, 2006 3 A 1250 -gallon tank will provide approximately 600 gallons of excess storage capacity. The standard rule of thumb for upsizing tank capacity when utilizing a pump system is to increase the tank capacity by one size, assuming 250 - gallon standard capacity increments. The design calls for the pump floats to be set to provide 3" of draw down that equates to approximately 90 gallons. Therefore approximately 500 gallons of excess capacity is maintained over the minimum required 1000 -gallon tank. The &sing volume is slightly less since there is a lag effect of draw down levels in the tank chambers and the pump basin.hies effect results in the lowest liquid level occurring in the pump vault at the off float level. We believe that the size of the tank is adequate to provide effective detention of the effluent Absorption/Treatment System Design The effluent will be treated underground by distribution through as hetic media over 6" of filter sand. The majority of treated effluent will be absorbed into the native soils below the beds. Influent from the septic tank will beequals dist_ ributed through the entire length and width of each Bed. -The bed is designed to treat effluent through the bio mat that will form on the synthetic Emmen In -Drain units to be installed over the sand filter media. The sand filter media will provide additional treatment and allow for absorption o t e re e e-Muent into the soil. We do not expect a bio mat to form on the native soil therefore the acceptance rate of the soil will be maintained to allow for recovery of the design flow volumes. We are utilizing the guidelines approved by the State of Colorado for sizing these types of absorption/treatment systems. The preferred synthetic absorption/treatment media is the Elgen In -Drain system over 6" of filter sand. The Elgen In -Drain units are a 7" deep by 24" wide by 48" long synthetic distribution/treatment product, which efficiently distributes effluent over the product's entire horizontal and vertical surface areas. The additional sand provides additional treatment and promotes distribution over the entire area in the trench. We do not anticipate that a conventional bio mat will form on the excavated bed surface because the system is designed to form bio mat in the synthetic media. The sizing of the trench system is per the guidelines approved by the State of Colorado for sizing of the incorporated Eljen In -Drain system. The State allows an equivalency of 4.7 sf per linear foot of conventional systems. We recommend the use of 8 units per bedroom for treatment based on typical usage. However based on the design percolation rate and distribution requirements we recommend that the in -drain units be installed over the length of the required absorptive area. We recommend the standard placement of concrete sand 6" in depth below the Elgen In -Drain units. Based upon the design percolation rate, the standard absorption area equation yields: A (S.F.) = (Qd *(t) v) x 1.5: where A = Area; Qd = flow (gal/day) 5 t = time in minutes per inch = 25 Qd = 525 gpd A = 525 * 60 ''/' = 813sq. ft. 5 4 Alice Koelle SE Job No. 25229.01 September 21, 2006 4 Treatment /Absorption Field Design Apply sizing credit reduction of 4.7 SF equivalent absorption area per L.F. of a single In -Drain distribution row. In -Drain units. A = 813 gpd L(credit reduction)= A / 4.7 = 813 / 4.7 = 173 L.F. of distribution rows A(reduction) = Treatment surface area equal to 173 L.F. x 2 FT = 346 S.F. required The In -Drain units are 4 feet long, 2 feet wide installed with 6" of sand on either side. Therefore the number of Eljen In -Drain units required equals 173 L.F. / 4 FT = 43 units. Use 44 units. Use 48 Eljen In -Drain units providing for an initial treatment surface of 346 S.F. of In -drains over approximately 560 S.F. of select sand 6" deep. Install (2) beds with 2 distribution rows each 46 FT long, with 11 In -Drain units per each row. The In -Drain units will be set in the bed excavation over 6" of sand placed from a level depth of 24"-48" below the surface grades. The sand will be placed over native soil and within a minimum 12" between the In -drains and 6" between the bed sidewall around the perimeter of the excavation. A minimum separation distanc __Qf 6_fout_wi 1 be maintained between the In -drain treatment beds. Individual 4" perforated distribution piping will be placed on the center of each In -Drain row and -run the entire length. The ends of the distribution vipes will be joined with a header pipe. The distribution pipes and the In -Drain units shall be covered with filter fabric placed down the sides of the excavation. The trenches will be backfilled with suitable excavated soil to the finished grade. The top of the field shall be graded slightly above the existing grades to allow positive drainage away from the field surface. Distribution System The effluent from the septic tank will be transported to a distribution box (flow splitter basin) by a simplex pump assembly in the secondary compartment of the septic tank. The field will b used er each dosing pump cycle through the distribution piping. The pressurized transport line will be insta ed to allow drain back of effluent to prevent freezing. tT�e vault filter should be inspected every six months. Maintenance shall include cleaning t e filter needed and after periodic pumping of the tank. The effluent will be equally distributed across the treatment media by perforated distribution pipes running the length of each row of In -Drains. The pressurized transport line from the septic tank to the distribution box (flow splitter basin) shall be 1.5" PVC. Individual 4" PVC distribution lines from the distribution box will be routed to a header pipe at each bed that connects to 4" perforated distribution laterals running the length of each In -Drain row. The perforated distribution pipe will be installed on the center top of the In - drain units with the orifices oriented to drip at a diagonal_dQwnward_5 and 7 o'clock). The distribution pipe and the In Drain units will be covered with filter fabric. The effluent will distribute along the entire length of the bed. An inspection port should be installed on the ends of each perforated distribution pipe. C7 OWS Operation and Maintenance Alice Koelle SE Job No. 25229.01 September 21, 2006 5 The engineered system shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall inspect the OWS and to perform all maintenance and repairs necessary to ensure that the system is operating as designed. The components of the OWS will be inspected within 30 days of being placed into operation and therea#er every six months. The effluent filter shall be maintained when the tank is pumped or as needed. Suitable risers, lids, component handles and extensions on the tank and filter assemblies will be installed to provide easy access from the surface. We recommend a periodic inspection and maintenance procedure be performed every 6 months The OWS should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, absorption field and other applicable system components should be visually inspected bi-annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 4 - 6 years. The effluent filters should be cleaned every six months and at the time of pumping. Absorption fields should be maintained with suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. Construction and Inspections Prior to construction of the permitted system the engineer should be contacted by the contractor and owner to provide adequate time to discuss the system components, answer questions, resolve any conflict issues and schedule inspection site visits based on construction progress. Regulations require that the Design Engineers of record perform site inspections of the permitted system during construction and provide "As - Built" documentation of the installed system after construction is complete. The Regulations further require site inspections and approval by the County Environmental Health Department of the exposed components of the system prior to backfilling. Therefore the County Environmental Health Department should also be contacted and notified of the construction schedule. General Notes 1) All materials and installation practices shall conform to the State Individual Sewage Disposal Regulations. 2) All sewer lines and distribution lines in the system shall be Schedule 40 or SDR -35 PVC unless specified otherwise on the plans and shall be watertight. 3) Add a two-way clean out on the service line from the proposed house. 4) The system shall be plumbed to distribute effluent to the field rows with equal distribution. 5) The contractor shall ensure that the concrete septic tank is watertight and that an effluent filter is installed in the outlet tee per the manufactures recommendations. 6) The bed area must be protected to prevent damage from vehicular or livestock traffic and graded to allow surface water to runoff the top and around the bed. Alice Koelle SE Job No. 25229.01 September 21, 2006 6 7) The In -Drain units shall be installed level each trench. The distribution pipe and the In -Drain units will be covered to the bottom of the trench with filter fabric to prevent the migration of fines. 8) A final cover of soil suitable for vegetation, a minimum 12" deep, shall be placed from the top of the filter fabric to the finished surface grade. 9) Every effort shall be made to minimize the damage to surrounding land and vegetation on either side of the bed. 10) The bed must be seeded and mulched or covered with vegetative ground cover. Our design and recommendations are based upon data supplied to us by others. If subsurface or site conditions are found to be different from those presented in this report, we should be notified to evaluate the effect it may have on the proposed OWS. If you have any question or need any additional information, please call. Sincerely, t*TLITHOMPSON SOILS AND FOUNDATION INVESTIGATION ACCESSORY DWELLING UNIT KOELLE RESIDENCE 1946 MEDICINE BOW ROAD PITKIN COUNTY, COLORADO Prepared For: MS. ALICE KOELLE P.O. Box 2871 Aspen, CO 81612 Project No. GS04645-120 234 Center Drive I Glenwood Springs, Colorado 81601 Telephone: 970-945-2809 Fax: 970-945-7411 December 2, 2005 TABLE OF CONTENTS SCOPE SUMMARY CONCLUSIONS SITE CONDI IONS PROPOSED ONSTRUCTION SUBSURFA E CONDITIONS EARTHWOR Excavations Sub -Excavation Fill and Backfill FOUNDATIO Footi gs on Undisturbed Clay Footings on Structural Fill FLOOR SYSTEMS AND SLABS -ON -GRADE BELOW -GRADE CONSTRUCTION SURFACE D�AINAGE PERCOLATION TESTING LIMITATIONS FIGURE 1 -APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS FIGURE 2—SUMMARY LOGS OF EXPLORATORY BORINGS FIGURES 3 AND 4 — SWELL CONSOLIDATION TEST RESULTS TABLE I — SUMMARY OF LABORATORY TEST RESULTS APPENDIX A — PERCOLATION TEST RESULTS MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:AGSO4645.000\12012. Reports\GSO4645 120 Rt.doc 1 1 2 2 3 4 4 4 5 6 6 7 7 9 9 10 10 SCOPE This report presents the results of our soils and foundation investigation for the planned accessory dwelling unit (ADU) for the Koelle Residence at 1946 Medicine Bow Road in Pitkin County, Colorado. We conducted the investigation to evaluate the subsurface conditions at the site and provide foundation recommendations for the proposed construction. Our report was prepared from data developed during our field exploration, laboratory testing, engineering analysis and our experience with similar conditions. This report includes a description of the subsurface conditions found in our exploratory borings, our opinions and recommendations for design and construction of foundations, floor systems, and geotechnical and construction criteria for details influenced by the subsoils. Our recommendations were developed based upon our understanding of the planned construction. If actual construction will differ significantly from the descriptions in the report, we should be informed so that we can check that our recommendations are appropriate. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. Subsurface conditions encountered in our exploratory borings for the building consisted of about 1 foot of sandy clay "topsoil", 16 to 17 feet of sandy clay and 1 to 2 feet of weathered shale underlain by shale bedrock of the Mancos Formation. Our experience with materials derived from the Mancos formation is that the weathered shale is generally highly expansive. The associated clays typically possess potential for low amounts of expansion. Free ground water was not found in our exploratory borings during drilling operations. 2. The proposed residence can be constructed on footing foundations supported by the native sandy clay. Our experience in the area indicates footings supported by the native soils will result in acceptable performance, provided a high degree of care is taken to prevent wetting of the subsoils below and adjacent to the building. The risk of differential settlement of foundations due to wetting of the subsoils can be reduced if footing foundations are supported by a minimum 3 feet thick mat of densely compacted, structural fill. Design and construction criteria for both foundation alternatives are presented in the report. MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645.120 S:IGSO4645.00002012. Reports\GSO4645 120 R1.doc 1 3. We judge potential risk of differential heave and associated damage will be low for slab -on -grade construction supported by the native sandy clay at the site if wetting of the subsoils is prevented. Slabs -on -grade supported by a 3 feet thick mat of densely compacted, structural fill will perform better than slabs on the undisturbed clay if the soils are wetted. 4. Surface drainage should be designed to provide for rapid removal of surface water away from the residence. A foundation drain should be installed around below -grade areas. SITE CONDITIONS Brush Creek Village is a residential subdivision located northwest of the intersection of State Highway 82 and Brush Creek Road in Pitkin County, Colorado. The subject site is an approximately 2.4 acre parcel located north of the intersection of Juniper Hill Drive and Medicine Bow Road. The Koelle Residence is a two-story, wood -frame building in the central part of the lot. The accessory dwelling unit (ADU) building envelope is in the south part of the property. Ground surface at the site generally slopes moderately to steeply down to the northeast. The ADU building envelope is located on a gently sloping topographic bench. Vegetation is native grasses and weeds. Steep slopes are immediately to the west. PROPOSED CONSTRUCTION Building plans were not provided to us. We understand the accessory dwelling unit will be aj two-story, wood -frame building. No basement or crawl space is planned. Garage and mechanical spaces will be in the lower level. Slab -on -grade floors are des red in the lower level. We expect maximum excavation depths will be less than 6 fee, . Foundation wall loads are expected to vary between 1,000 and 3,000 pounds per lineal foot. Maximum interior column loads are anticipated to be about 30 kips. If construction will differ significantly from the description above, we should be informed so that we can provide geotechnical engineering input. N f MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 aiM c ` S:\GS04645.000k120\2. ReporWGSO4645 120 R1.doc N P SUBSURFACE CONDITIONS Subsurface conditions below the planned building were investigated'by drilling two exploratory borings (TH-1 and TH-2) at the approximate locations shown 1. Drilling operations were directed by our field representative who logged on Figure the soils and bedrock encountered in the borings and obtained samples. Graphic logs of the soils and bedrock encountered in our exploratory borings are presented on Figure 2. Subsurface conditions encountered in our exploratory borings for the building consisted of ab ut 1 foot of sandy clay "topsoil", 16 to 17 feet of sandy clay and Ito 2 feet of weathered shale underlain by shale bedrock of the Mancos Formation. Free ground water was not found in our exploratory borings during drilling operations. Field penetration resistance tests and observations during drilling inwased the hard. was very stiff, the weathered shale was hard, and the shale bedrock fie Samples obtained in the field were returned to our laboratory where ham leld classifications were checked and typical samples selected for testing. One p clay and one s mple of the weathered shale were selected for one-dimensional, swell- ing. the test procedure, X� the samples at natural moisture content consolidation sting. were loaded with 1,000 psf and then flooded. The resulting volume change (i.e., swell ay sample tested exhibited 0.1 percent or consolidation) was then measured. The cl Y` weathered shale sample swelled 5.0 percent. Our experience with expansion. The w is �A materials derived from the Mancos formation indicate that the weathered shall for ' . generally highly expansive. The associated clays typically possesses potentia low amounts of expansion. Our laboratory test results for this investigation are consistent with our experience. Results ofswell-consolidation testing are shown o Figures 3 and 4 and laboratory test results are summarized on Table MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645A20 S,\GSO4645.000\120\2. Reports\GSO4645 120 R1.doc 3 �Ir EARTHWORK Excavations We understand that maximum excavation depths of about 6 feet will be required to attain planned foundation elevation for the building. Excavations for foundation and utilities will be predominantly in the clay soil. We anticipate excavations can be accomplished using conventional, heavy-duty excavation equipment. Sides of excavations will need to be sloped or braced to meet local, state and federal safety regulations. The clay will classify as a Type B soil based on OSHA standards governing excavations. Temporary slopes greater than 5 feet in death should be no steeper than 1:1 (horizontal to vertical) in Type B soils. Contractors should identify the soils encountered in the excavation and refer to OSHA standards to determine appropriate slopes. We do not expect excavations to construct the building will encounter significant ground water. Some ground water seepage may be encountered during spring snowmelt. We expect dewatering (if needed) can be accomplished by sloping excavation floors to gravity discharges or to temporary sumps where water can be removed by pumping. Sub -Excavation Our laboratory testing and experience indicate that the sandy clay present under the site possesses the potential for slight expansion when wetted under building loads. Differential heave and associated damage may occur if foundations and floor slabs are supported directly on the undisturbed clay and the clay soils below the building are subsequently wetted. The risk of differential heave of foundations Ind floor slabs due to wetting of the subsoils can be reduced if these elements are supported by a minimum 3 feet thick mat of densely compacted, structural fill. MS. ALICE KOELLE ACCESSORY DWELLING UNIT 4 KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:\GS04645.0001120\2. ReporWGSO4645 120 R1.doc ire A technique involving removal (i.e. sub -excavation) of the natural soils to a depth of at least 3 feet below foundation and floor slab elevations and replacement with densely compacted, structural fill could be used to enhance foundation and floor slab performance. The bottom of the sub -excavated area should extend laterally at least 2 feet outside the building footprint. The bottonh of the sub -excavated area should be scarified to a depth of at least 8 inches, moisture -conditioned and compacted. The excavated soils free of organics, debris and rocks larger than 3 inches in diameter can be re -used as structural fill. Structural fill should be moisture treated to between 1 percent below and 3 percent above of optimum moisture content and compacted to at least 98 percent of standard Proctor (ASTM D 698) maximum dry density. Additional moisture required to increase the existing moisture content to the specified moisture content should be uniformly mixed into the fill soil prior to compaction. Mixing of additional water into the structural fill and achieving recommended fill density can be difficult in small areas. We can assist the contractor in developing an effective mixing approach. The actual thickness of fill lift that can be properly compacted will depend on the type of compaction equipment. We recommend use of a large, sheepsfoot compactor. In order for the procedure to perform properly, close control of fill placement to specifications isi required. Our representative should observe placement and test compaction of the fill. Fill and Backfill Fill and Wickfill will be required adjacent to the residence. Proper placement and compaction is critical to reduce infiltration of surface water. The on-site soils, free of organic rr�atter, debris and rocks larger than 4 inches in diameter can be used as fill and backfill. Fill and backfill should be placed in loose lifts of 10 inches thick or less, moisture -conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. Placement and compaction of fill and backfill should be observed and tested by a representative of our firm during construction. MS. ALICE KOELLE ACCESSORY DWELLING (UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:IGS04645.000112012. Reports1GSO4645 120 R1.doc 61 FOUNDATION `0 The proposed ADU can be constructed on footing foundations supported by the native sandy clay. Our experience in the area indicates footings supported by the native soils will result in acceptable performance, provided a high degree of care is taken to prevent wetting of the subsoils below and adjacent to the building. Differential movement and associated damage may occur if footing foundations are supported directly on the native clay and the clay soils below the building are wetted. The risk of differential settlement of foundations due to wetting of the subsoils can be reduced if footing foundations are supported by a minimum 3 feet thick mat of densely compacted, structural fill. The sub -excavation process is outlined in the Sub - Excavation section. Design and construction criteria for both foundation alternatives are presented below. Drilled pier foundations can be used if the owner desires to further reduce the risk of building movement. CTL I Thompson, Inc. can provide geotechnical criteria for drilled piers, if requested. Footings On Undisturbed Cla 1. Footings supported by the undisturbed, natural clay should be designed for a maximum soil bearing pressure of 3,000 psf . Soils loosened during the forming process for the footings should be removed or re -compacted prior to placing concrete. 2. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes may be required, depending upon foundation loads. 3. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or soft soil pockets. We recommend reinforcement sufficient to span an unsupported distance of at least 15 feet. Reinforcement should be designed by the structural engineer. MS. ALICE KOELLE 6 ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645.120 S:\GSO4645.000\120\2. Reports\GSO4645 120 R1.doc 4. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at least 42 inches below exterior grades for frost protection. The Pitkin County building department should be consulted to verify the required depth. 5. The completed foundation excavation should be observed by a representative of our firm prior to placing concrete forms to confirm that subsoils are suitable for support of designed footings. Footings On Structural Fill 1. Footings supported on densely compacted, structural fill should be designed for a maximum soil bearing pressure of 3,000 psf on the structural fill. Soils loosened during the forming process for the footings should be removed or re -compacted prior to placing concrete. 2. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum. dimensions of 24 inches by 24 inches. Larger sizes may be required, depending upon foundation loads. 3. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or soft soil pockets. We recommend reinforcement sufficient to span an unsupported distance of at least 12 feet. Reinforcement should be designed by the structural engineer. 4. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at least 42 inches below exterior grades for frost protection. The Pitkin County building dlepartment should be consulted to verify the required depth. 5. The sub -excavation process should be monitored by a representative of our firm. Our representative should observe placement and test compaction of structural fill. FLOOR SYSTEM AND SLABS -ON -GRADE Slab -on -grade floors are desired in the lower level of the building. We judge potential risk of differential movement and associated damage will be low for slab -on - grade construction supported by the undisturbed, natural sandy clay at this site if wetting of the subsoils is prevented. Differential movement and associated damage MS. ALICE KOELLE ACCESSORY DWELLING UNIT 7 KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:IGS04645.000112012. ReportslGSO4645 120 R1.doc Ln go may occur if floor slabs are supported directly on the undisturbed clay and the clay soils below the building are wetted. Slabs -on -grade supported by a 3 feet thick mat of densely compacted, structural fill will perform better than slabs on the undisturbed soils if the subgrade soils are wetted. Recommendations for sub -excavation are presented in the ub-Excavation section. The most positive method to mitigate floor movement is the construction of a structural floor with an air space between the floor and the subgrade soils. The structural floor is supported by the foundation system. Structural floors in basements result in deeper excavation depths and increased lateral loads on foundation walls. Ventilation of crawl spaces must be provided. A structurally supported floor would involve significant construction costs, especially in garage areas. We recommend the following precautions for slab -on -grade construction at this site. These precautions will not prevent movement from occurring, they tend to reduce damage if slab movement occurs. 1. Slabs should be placed directly on the exposed subgrade soils. Provision of a sand or gravel layer beneath the slab is not recommended because it increases the possibility of a single source of water wetting the entire area supporting the slab. 2. Slabs should be separated from exterior walls and interior bearing members with a slip joint which allows free vertical movement of the slabs. These joints must be maintained by the home owner to avoid transfer of movement to load-bearing members. 3. Use of slab bearing partitions should be minimized. Where such partitions are necessary, a slip joint allowing at least 1 inch of free vertical slab movement should be used. Doorways and stairwells should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. 4. Underslab plumbing should be eliminated where feasible. Where such plumbing is unavoidable, it should be pressure tested for leaks during construction. Plumbing and utilities which pass through slabs should be isolated from the slabs. Gas and water lines leading to slab - .,supported appliances should be constructed with flexibility. Heating MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:%GS04645.000\120\2. Reports%GSO4645 120 R1.doC N Ll CAwl and and air conditioning systems supported by slabs should be provided with flexible connections capable of at least 1 inch of vertical movement so that slab movement is not transmitted to the duct work. 5. Exterior patio and porch slabs should be isolated from the residence. These slabs should be well -reinforced to function as independent units. Movements of these slabs should not be transmitted to the residence foundations. 6. Frequent control joints should be provided in accordance with American Concrete Institute (ACI) recommendations to reduce problems associated with shrinkage and curling. We advocate use of an additional joint about 3 feet away from and parallel to foundation walls. BELOW -GRADE CONSTRUCTION We were told that no below -grade areas, such as a basement or crawl space, are planned in the ADU. If areas in the lower level will be below exterior grades, we should be informed. CTL I Thompson, Inc. will need to provide recommendations for lateral earth pressures and subsurface drain systems. SURFACE DRAINAGE Surface drainage is critical to the performance of foundations, floor slabs, and concrete flatwork. We recommend the following precautions be observed during w construction and maintained at all times after the ADU is completed: 1. The ground surface surrounding the exterior of the residence should be sloped to drain away from the residence in all directions. We recommend providing a slope of at least 6 inches in the first 5 feet around the residence. A drainage swale should be incorporated into Landscaping above the building to direct surface drainage around the building. 2. The residence should be provided with gutters and downspouts. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and downspout extensions should be provided at all discharge points. Snow should not be allowed to accumulate adjacent to the building. MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:IGSO4645.00002012. Reports1GS04645120 R1.doc ■ 3. Backfill around foundation walls should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. 4. Landscaping should be carefully designed to minimize irrigation. Plants used near foundation walls should be limited to those with low moisture requirements; irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of the foundation. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; the application of additional waterwill increase the likelihood of slab and foundation movements. 5. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the residence. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to control weed growth and allow some evaporation to occur. PERCOLATION TESTING CTL I Thompson, Inc. performed percolation testing in the proposed area of the individual sewage disposal system (ISDS) for the ADU. Our field representative directed drilling of a profile boring (Profile) and percolation borings (P-1 through P-4) at locations shown on Figure 1. Graphic logs of the soils encountered in the profile and percolation borings are shown on Figure 2. Our field representative prepared the pits for percolation testing on October 27, 2005 and performed the tests the following day. Test results are presented in Appendix A. Our percolation test results indicate that a design percolation rate of about 60 min/inch is appropriate. LIMITATIONS Our ex loratory borings were located to obtain a reasonably accurate picture of subsurface conditions. Variations in the subsurface conditions not indicated by our borings will occur. MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:1GSO4645.0=12012. Reports\GSO4645 120 R1.doc 10 ��r db EM This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing under similar conditions in the locality of this project. No other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report, please call. CTL THOMPSON, INC. dward R. White, E.I. Staff Engineer Reviewed by: Ject D. Kellog Engine'e'r.`;' � W ori 3 ERW:JDK:cd s a ^�3 a� I Z I O 7,^ •,,, (5 copies sent) ��'%�1 ° Agy•RR 'FR ,`' MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:\GSO4645.000\120\2. Reports\GSO4645 120 R1.doc SCALE: 1'= 20' EC=.RD iP Alice Koelle pcoe PAsk%noe I go kiedkAne Bow P48d Project No. GS04645-120 - 61 ,XA25 K BENCHMARK: SE ASSUMED ELEV. TBANK EG RD v DRAINAGE Dl1 ApproxiMate Locations of Exploratory Borings ■ LO 0 co N O N O M O\LO \ O LO O 0 N 1993 U1 UOIJDA913 MENNEEN�uuuuiiuuu 1993 U1 UOIJDA913 ow N O v o Qf 0 20 0 IN O\ L O 7 D m N N M O v to v y� o0 \ \ \ \ \ \ \ \ \ aOI Le Z 7 o C— N c Q« v o a .0—vac C EE 0 x V M O C 3+� TJ �- O C p� C M w ago X. X= o a30 a vc� w•� 0. � �iov �� o o c 00 n�� E o I ml coi zoo ►L- a F- ^ N M O Elevation In Feet 3 o ,o ` o c'ao 00 L- n ow N O Qf 0 20 IN, IN O\ 0 J \ \ \ N M L W \ \ \ \ \ \ \ \ \ N O IN IN, O N M M V � Lo ISIS I ml O Qf 0 IN, IN O\ N M O ENRON W ..................... 6• ............ .................... ------ I --- - -- - -- - - - -----------. ....... . ..... ---------------- ................. 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O 0 .................. ...... z U) .......... ......... ....................... a-....._...........: .......... ...... ------- ii0k�§16N CONSTAN U.1 PRESSUREIDOO T, 0 VVETTING. . ... 11 ....... I ..... I .............. ..... .... .. .. .. ... ................. L ............ 0 ............................. . .............. .... . ... ................. U ...... ... .. . ....... . ...... ----------- ------- ...... .... .. .......... .......... ............ ........ ... .... .. .. .................. .. ......... . ..... .. .... ............ . ....... ........... ........ ....... ............... .......... ........... ............ r ....... . ...... .... . ... . .. . ......... ........... *r-* T ....... ...... ......... ..................... . ...... I ...................... . ........... ....... ........... . r-1411, ........ .......... ..... • ................... . ..... -- - ------- - - .. .. . ....... .............. ........ .. I ..... I .... .................... ......... 10 100 0.1 1.0 APPLIED PRESSURE - KSF NATURAL DRY UNIT WEIGHT= jig PCF Sample of CLAY, SANDY (CL) 12.3 % NATURAL MOISTURE CONTENT= From TH-2 AT 9 FEET Swell Consolidation Test Results FIG. 3 c N 7 ..................... L ......... . ..... . ............. . ...... .... ... ...... . ........... ..... . ............. ....... ............ r ....... . ....... I I .. . .. . ................. .... ......... .................... ....................... t ..... ............. .................... 5 .................................. `EXPANSION UNDER CONSTANT ........ .... : ........ ....... : ETT..I..N.. di .. 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I .... ... .................... . ............ ........... ..... . .... .......... ....... ............. . ..... .................... . ................. ........... . ....... . ..... . .... . ....... . .. . ...... ........ .................... ........... ........... . ......... -2 ........... .......... 0 ..... ........... ........ ... . ....................... .................... L L ............ ........ ...... -3 .......... .......... ........... ....... ........... ......... ...... ... 4-4-4 .................... ....... ............. -4 .......... .......... ........... ......... ...... --- .... ............. ............ .. . ... . ..... 4 ------------- - ------ -5 ---------- ---------- .. . . . ..................... ....... ........... . ....... . I. ... . .... ... . ..... ............... r ........... .................... .... ..... ............. . ........... . ....... ................... ............ ......... .......... .......... . L ........ ...... .... .............. ... L ......... ................... ............. . .... ............ L ....... ...... ......... .......... 100 0.1 1.0 10 APPLIED PRESSURE - KSF Sample Of WEATHERED SHALE NATURAL DRY UNIT WEIGHT= 126 PCF From TH-2 AT 19 FEET NATURAL MOISTURE CONTENT= 12.3 % Swell Consolidation PROJECT NO. GS04645-120 Test Results FIG. 4 93 v z p Q t Q U LL a g W U U U U J Q U) 0 U) U W J g g hQ=- W C) � CO Q 0 z o LU Wu,NWFco <Z a co W LLJ m~ L J J Q U) _W O w'_ Z CO ~ iL J zLUZ W O O :D Q U) LQL r J w J Q o Cl) U- � Z p a' W d d7 C j o O L6 0 Z J W D O M M M Q Q Z W w O W O LL N Fi t- i C: O cu 2 0 c 0 U N cU U C N N 07 (L) Z C/) O O O O c0 O '0 N Q- 0 - cu 0_c0 c ca a� C 7 m C N 3 0 0 3 N O Z X APPENDIX A PERCOLATION TEST RESULTS MS. ALICE KOELLE ACCESSORY DWELLING UNIT KOELLE RESIDENCE PROJECT NO. GSO4645-120 S:\GSO4645.000\520\2. Reports\GSO4645 120 R1.doc w !RATION AND PREPARATION PERCOLATION TEST 10127105 DATE: 10/28/05 AT START OF SATURATION: 2:00 pm WATER IN BORING AFTER 24 HOURS X YES _ NO r IN WATER PERCOLATION TEST RESULTS DEPTH (MIN/INCH) (INCHES) DEPTH TO WATER DEPTH TIME AT TIME START OF END OF R (INCHES) START OF INTERVAL INTERVAL INTERVAL 0.5 30 INTERVAL M (MINUTES) ( (INCHES) (INCHES) 0.75 35 1:00 15 13.0 14.75 0.75 20 1:15 15 14.75 16.25 1:30 15 16.25 17.25 1:45 15 17.25 18.25 2:00 15 18.25 19.0 2:15 15 16.5 17.0 2:30 15 17.0 17.75 2:45 15 17.75 18.25 3:00 15 18.25 19.0 3:15 15 15.5 16.0 3:30 15 16.0 16.5 3:45 15 16.5 17.25 4:00 15 17.25 18.0 CHANGE PERCOLA- IN WATER TION RATE DEPTH (MIN/INCH) (INCHES) 1.75 9 1.5 10 1.0 15 1.0 15 0.75 20 0.5 30 0.75 20 0.5 30 0.75 20 0.5 30 0.5 30 0.75 20 0.75 20 Fig. A-1 ALICE KOELLE v,,,, c m zinFNCF { r l E KOELLE Fig. A-2 OELLE RESIDENCE RATION AND PREPARATION PERCOLATION TEST ;10127105 DATE: 10/28/05 AT START OF SATURATION: 2:00 pm WATER IN BORING AFTER 24 HOURS - X YES - NO PERCOLATION TEST RESULTS G_ DEPTH TO WATER $" DEPTH TIME AT TIME CHANGE PERCOLA- (INCHES) START OF INTERVAL START OF END OF IN WATER TION RATE INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES) 36 1:00 15 10.75 11.25 0.5 30 1:15 15 11.25 11.5 0.25 60 15 11.5 11.75 0.25 60 1:30 8 15 11.75 12.0 0.25 60 1:45 15 12.0 12.25 0.25 60 2:00 15 12.25 12.5 0.25 60 215 15 12.5 12.75 0.25 60 2:30 15 12.75 13.0 0.25 60 2:45 15 13.0 13.25 0.25 60 3:00 3:15 15 13.25 13.5 0.25 60 3:30 15 12.0 12.25 0.25 60 3:45 15 12.2 5 12.5 0.25 60 15 12.5 12.75 0.25 60 4:00 l E KOELLE Fig. A-2 OELLE RESIDENCE SATURATION AND PREPARATION DATE: 10/27/05 TIME AT START F SATURATION: 2:00 pm PERCOLATION TEST DATE: 10/28/05 WATER IN BORING AFTER 24 HOURS X YES NO PERCOLATION TEST RESULTS CHANGE PERCOLA- IN WATER DEPTH TO WATER HOLE DEPTH TIME AT TIME START OF END OF NUMBER (INCHES) START OF INTERVAL INTERVAL INTERVAL ,INTER(INCHES) (MINUTES) (INCHES) P-3 37 1:00 15 14.0 14.0 1:15 15 14.0 14.0 1:30 15 14.0 14.0 1:45 15 14.0 14.25 2:00 15 11.0 11.25 2:15 15 11.25 11.25 2:30 15 11.25 11.5 2:45 15 11.5 11.75 3:00 15 11.75 11.75 3:15 15 11.75 11.75 3:30 15 11.75 12.0 3:45 15 12.0 12.0 4:00 15 12.0 12.25 CHANGE PERCOLA- IN WATER TION RATE DEPTH (MIN/INCH) (INCHES) 0F56 000.20.200. 0.000.25 60 0 -- 0.25 60 SATURATION AND PREPARATION DATE: 10/27/05 TIME AT START OF SATURATION: 2:00 pm PERCOLATION TEST DATE: 10/28/05 WATER IN BORING AFTER 24 HOURS X YES NO PERCOLATION TEST RESULTS li HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLA- TION RATE (MIN/INCH) START OF INTERVAL (INCHES) END OF INTERVAL (INCHES) P-4 33 1:00 15 20.75 21.0 0.25 60 1:15 15 21.0 21.0 0 -- 1:30 15 21.0 21.0 0 -- 1:45 15 21.0 21.25 0.25 60 2:00 15 11.25 11.5 0.25 60 2:15 15 11.5 11.75 0.25 60 2:30 15 11.75 11.75 0 -- 2:45 15 11.75 12.0 0.25 60 3:00 15 12.0 12.0 0 -- 3:15 15 12.0 12.25 0.25 60 3:30 15 12.25 12.5 0.25 60 3:45 15 12.5 12.5 0 -- 4:00 15 12.5 12.75 0.25 60 ALICE KOELLE KOELLE RESIDENCE PROJECT NO. GSO4645-120 Fig. A-4 P A, GE 01 SU -7-7 oko9c% 8£:00 QAA7. 'AT /FP 02/24/1994 09:08 3039253347 ALICE KOELLE PHOTO PAGE 02 ADM NISTRATTVE DECISION OF THE COMMUNITY DEVELOPMENT D) RECTOR OF PTTNIN COUNTY, COLORADO, APPROVING THE KOELLE MINOR AMENDMENT TO A DEVELOPMENT PERMIT Decision No.)QL-2006 RECITALS 1. Alice Koelle ("Applicant"), has applied to the Community Development Director of Pitkin County, ("Director"), pursuant to Section 2-20-150(b) of the Pitkin County Land Use Code ("Code"), to make a minor modification to the septic envelope for the CDU. 2. The property is located at 1946 Medicine Bow Road and is described as Lot 1, Block 9, Filing 1, Brush Creek Village. 3, The property is zoned AR -10 and contains 2.36 acres. 4. The Hearing Officer granted 1041 Hazard Review, Ridgeline Review and CDU approval pursuant to Determination No. 18-2005. 4. The Applicant submitted a complete application after July 6, 2006, therefore, the application is being considered pursuant to the 2006 Land Use Code. 5. The Director finds that the request is consistent with the requirements of the Land Use Code. APPROVED by the Director, subject to the following conditions: 1. The Applicant shall adhere to all material representations made during the application process. 2. The Applicant shall comply with the provisions of Hearing Officer Determination No. 18- 2005 unless otherwise replaced or amended by the conditions of this approval. 3. Priorto submission of any future building permit applications, the Applicant shall be requi ed to submit for approval by the County Attorney and Community Development an amended Site Plan. The above referenced approvals shall be a condition precedent to finalization and recordation. APPROVED, by the Director, this 2(k day of 2006. Cindy Houben, Community Development Director PID# 264320402005 P239-06 I 530365 ItjPs e III , III9 1 of III 1 I IIIIIIIIIII COUNTY CO R 10/30/Z0. 10:33A 0.00 D 0.00 ish Creek Metropolitan District funiper Hill Road, Aspen, CO 81611 • (970) 923-9209 To Whom It May Concern, The Koelle Property is in BCMD. The home currently has a tap and is being served by the district. Members are allowed to serve whatever development they have with the service. Kevin MQClure, manager Kevin McClure, manager From: "kevin mcclure" <kevin@kevinmcclure.us> To: "alice koelle" <alice_koelle@hotmail.com> Subject: Re: alice koelle Date: Mon, 30 Oct 2006 16:02:47 -0700 ----- Original Message ----- From: alice koelle To: kevin@kevinmcclure.us Sent: Sunday, October 29, 2006 8:17 AM Subject: alice koelle hi kevin. just a note to send you my email address, thanks for taking care of the water letter for me. alice alice_koelleghotmail.com 948-9210 Get today's hot entertainmentog No virus found in this incoming message. Checked by AVG Free Edition. Version: 7.1.408 / Virus Database: 268.13.14/501 - Release Date: 10/26/2006 -Get 4 Alice, Thanks. This will do. Nancy From: alice koelle [mailto:alice_koelle@hotmail.com] Sent: Friday, November 03, 2006 7:35 AM To: Nancy Mackenzie Cc: alice_koelle@hotmail.com Subject: FW: Re: alice koelle hi Nancy, this is a letter from the metro district about my water availability for Alice Koelle, 2003 Juniper Hill Road. Will this do? or do you need a signed original copy? you can email me at this address, or call 970-948-9210. thanks for your help. alice koelle Brush Creek Metropolitan District 500 Juniper Hill Road, Aspen, CO 81611 • (970) 923-9209 10/3 0/06 To Whom It May Concern, The Koelle Property is in BCMD. The home currently has a tap and is being served by the district. Members are allowed to serve whatever development they have with the service. !!II!! J 512407 Page: 1 of 5 I!!II lll!!! ILII I1 I ! II III 111 I I !I 10�, 14/2005 01.30P SILVIR DAVIS PITK IN COUNTY CO R 8.00 D 0.00 DETERMINATION OF THE HEARING OFFICER OF THE COMMUNITY DEVELOPMENT DEPARTMENT OF PITKIN COUNTY, COLORADO, APPROVING THE KOELLE 1041 HAZARD REVIEW, SCENIC OVERLAY/RIDGELINE REVIEW AND SPECIAL REVIEW FOR A CARETAKER DWELLING UNIT Determination No. f-2005 RECITALS I . Alice Koelle ("Applicant") has applied to the Pitkin County Hearing Officer ("Hearing Officer") for approval ofa building envelope within which to construct a caretaker dwelling unit. The building envelope encompasses an area previously disturbed for a corral. 2. The lo� is located at 1946 Medicine Bow Road; and is described as Lot 1, Block 9, Filing 1, Brush Creek Village., 3. The lot contains 2.36 acres and is a nonconforming size lot in the AFR-10 zone district. 4. The Hearing Officer considered this application at a duly noticed public hearing on June 28, 2005, at which time evidence and testimony were presented with respect to this application. 5. Tile Hearing Officer finds that the proposed building envelope is located on slopes of less than 15%, the wildfire hazard is rated as moderate and can be mitigated, that any potential impacts to wildlife are minimal, and that construction within a mancos shale area can be mitigated. 6. The Hearing Officer further finds that the caretaker dwelling unit complies with the special review and GMQS exemption criteria of the Code. NOW THEREFORE BE IT RESOLVED by the Pitkin County Community Development Hearing Officor that he does hereby approve the Koelle 1041 Hazard Review, Scenic Overlay/Ridgeline Review and Special Review for a Caretaker Dwelling Unit, subject to the following conditions, which shall run with the land and be binding on all successors in interest. Prior to submission of any earthmoving, access, or building permit applications, the Applicant shall submit a 11.041 Hazard Review Site Plan to the Community Development Department for approval and recording. The mylar copy of the site plan must be signed by the owners prior to submittal for recording. Prior to submission of the site plan for recordation, the Applicant shall ensure that the northern edge of the proposed driveway is located at least 60' from the southern edge of the Thompson driveway. 2. With the building permit application, the Applicant shall submit a detailed foundation plan that addresses mitigation of the potential settling of the structure due to swelling, shrinking and consolidation of soils. Prior to is$uance of a building permit application for the caretaker unit, the Applicant shall: A. Obtain and the Housing Office shall record a caretaker dwelling unit deed restriction. Actual floor plans of the unit shall be submitted to the Housing Office with the deed restriction. B. 011tain a permit from the Environmental Health Department to construct a septic system for the caretaker unit. R aring Offi�er Determination No. L 2005 ge 2 512407 II lllllllllll llllllllI llIlllll�l lllillll 07/14/200 1:30FI 11EIIlllllID 0.00 SILVIA DAVIS PITKIN COUNTY CO R 0.00 C. Complete a firep lace/wood stove registration form with the Community Development Department, if necessary. D. Obtain a County access/driveway permit to construct a driveway. E. Submit a drainage and erosion control plan for review and approval by the County Engineer. F. Submit a construction management plan for review and approval by the County Engineer showing the locations of staging, material storage and employee and construction traffic parking. G. Pay the applicable road impact fee. 4. Prior to commencement of any earthmoving or construction activity, the Applicant shall stake the corners of the building envelope and install construction fencing around the perimeter of the building envelope. The fencing shall remain in place until a Certificate of Occupancy is issued for the caretaker unit. 5. Prior to issuance of a Certificate of Occupancy for the caretaker dwelling unit, the Housing Office may conductan inspection of the unit for compliance. 6. The Applicant shall comply with the following landscaping and wildfire defensible space mitigation standards: 7. The Applicant shall comply with the following landscaping and wildfire defensible space mitigation standards: A. Brush, debris and non -ornamental vegetation shall be removed within a minimum 10' perimeter around the structure. B. Vegetation shall be reduced to break up the vertical and horizontal continuity of the fuels a minimum of a 30 foot perimeter around the structure. C. Spacing between remaining clumps of brush and vegetation within the 30 foot perimeter shall be a minimum of 1.5 times the height of the fuel. Maximum diameter of the clumps shall be 15 feet. All measurements shall be from the edges of the crowns of the fuel. D. All branches from trees and brush within the 30 foot perimeter shall be pruned to a height of 10 feet above the ground and ladder fuels from around trees and brush shall be removed. E. Tree crown separation within the 30 foot perimeter shall have a minimum of 20 feet between the edges of the crowns, except for aspen trees. Coniferous trees shall not be planted within 20' (as measured from the crown of the tree) of the structure. F. All branches that extend over the roof eaves shall be trimmed and all branches within 15 feet of the chimneys shall be removed. G. All thinned oak brush, serviceberry or chokecherry stumps must be painted with Garlon or an equivalent herbicide to prevent aggressive re -sprouting. H. The Applicant shall be responsible for the continued maintenance of the defensible space vegetation requirements. I. All deadfall within 100 feet of the structure shall be removed. 8. The Applicant shall comply with the following additional wildfire mitigation measures: A. Roofs shall be constructed with a Class A roof covering ora Class A assembly as defined in the -International Building Code (IBC) Section 1505.2. Wood shake/shingle roof coverings are 9. The Applicant shall comply with the following measures to mitigate impacts to wildlife: A. Dogs ishall be kenneled. B. Fencing outside of the building envelope shall comply with the wildlife compatible fencing standards in the Land Use Code. C. Native vegetation shall be maintained outside of the building envelope. D. Install and use bear proof trash containers, as required by the County Code. E. Avoid fruit -bearing trees and shrubs in any landscaping. 10. No development, including, grading, excavation, fill placement, berming, landscaping, vegetation removal or disturbance, entry or ranch gates shall occur outside of the approved building envelope. The only activities that may occur within the landscape envelope are vegetation manipulation to comply with the wildfire hazard mitigation measures contained herein and plantings to provide screening of the residence (subject to compliance with the wildfire mitigation measures). II�III IIII IlII�� Illlll IIII Illlil IIII III �llll III IIII 07/ 4/ 5 01:30P Hearing Officer Determination No. L�2005 SILVIA DAVIS PITKIN COUNTY CO R 0.00 D 0.00 Page 3 prohibited. Roofs with less than a 3:12 pitch are not permitted unless they comply with the following: I ) All roof coverings shall be noncombustible materials and installed on a Class A roof assembly. 2) All roof coverings shall have a surface that shall facilitate the natural process of clearing the roof. 3) 411 roof designs shall facilitate the natural process of clearing roof debris. Protrusions above the roofline, such as parapets, shall be prohibited. 4) hoofs shall be installed as required by the adopted building code and shall have a minimum slope of 1:48. 5) All roof designs, coverings, or equivalent assemblies shall be specifically approved by the Fire Marshal prior to submittal of a building permit application. B. Vents shall be screened with corrosive resistant wire mesh with mesh '/4 inch maximum. C. Roofs and gutters shall be kept clear of debris. D. Yards shall be kept clear of all litter, slash, and flammable debris. E. All flammable materials and firewood/wood piles shall be stored on a parallel contour a minimum of 15 feet away from any structure. F. Weeds and grasses within a 10 foot perimeter of all structures shall be maintained to a height of not more than 6 inches. C. Swirtlming pools or ponds shall be accessible to Fire Department vehicles. H. Fences shall be kept clear of brush and debris. 1. Wood fences shall not connect to the structure. J. Fuel tanks shall be installed underground with an approved container. K. Propane tanks shat l be installed according to NFP A 48 standards and on a contour away from the structure with standard defensible space vegetation mitigation around any above -ground tank. Any wood enclosure around the tank shall be constructed with materials approved for 2 hour fire - resistive construction on the exterior side of the walls. L. Each structure shall have a minimum of one 10 pound approved ABC fire extinguisher placed in a visible and accessible location. M. Addresses shall be clearly marked with 2 inch non-combustible letters and shall be visible and installed on a non-combustible post. N. New utility lines shall be buried within the driveway. 9. The Applicant shall comply with the following measures to mitigate impacts to wildlife: A. Dogs ishall be kenneled. B. Fencing outside of the building envelope shall comply with the wildlife compatible fencing standards in the Land Use Code. C. Native vegetation shall be maintained outside of the building envelope. D. Install and use bear proof trash containers, as required by the County Code. E. Avoid fruit -bearing trees and shrubs in any landscaping. 10. No development, including, grading, excavation, fill placement, berming, landscaping, vegetation removal or disturbance, entry or ranch gates shall occur outside of the approved building envelope. The only activities that may occur within the landscape envelope are vegetation manipulation to comply with the wildfire hazard mitigation measures contained herein and plantings to provide screening of the residence (subject to compliance with the wildfire mitigation measures). 1111111111111111110Page: 5 01:30P 1111111 IIIA 111111 111111 IIII 111111 I II arinK Q.ficer Determination No. Ig -2005 SILVIA DAVIS PITKIN COUNTY CO R 0.00 D 0.00 5=e 4 Areas disturbed by construction shall be revegetated to limit water consumption and additional runoff within one growing season after completion of construction. 12. The exterior of the residence shall be finished in natural, earthtone (blend with the colors of the natural surrounding environment) and non -reflective materials. 13. The Applicant shall comply with the codes and requirements of the Aspen Fire Protection District. 14. The caretaker dwelling unit shall be limited to 1,000 net livable square feet. The kitchen shall contain a minimum of a two burner stove with oven, standard sink, and at least a 6 cubic foot refrigerator plus freezer. A minimum of one off-street parking space shall be provided for the unit. The square footage of the caretaker dwelling unit shall count towards the maximum allowable floor area. 15. Failure tojcomply with these conditions of approval may result in revocation of this permit or any subsequent permits related to this property or vested rights associated with this property. 16. The Applicant shall adhere to all material representations made in the current or prior applications or in public meetings or hearings and shall consider those representations to be conditions of approval, unless amended by other conditions. 17. Statutory vested rights for the approval contained herein are granted pursuant to the Pitkin County Land Use Code,and Colorado Statutes, subject to the exceptions set forth in Pitkin County Land Use Code, § 4-140 and C.R.S., § 24-68-105. The statutory vested rights granted herein shall expire on June 28, 2008. NOTICE OF PUBLIC HEARING PUBLISHED IN THE ASPEN TIMES WEEKLY on the 29"' day of May, 2005. APPROVED AND ADOPTED this 28°i day of June, 2005. PUBLISHED AFTER ADOPTION FOR VESTED REAL PROPERTY RIGHTS in the Aspen Times Weekly on the IZ day of�, 2005. aring OfA-er Determination No. 1 (�- 2005 Re 5 A'FT;E: anis, Administrative A sistant APPROVED AS John Ely, County A COMMUNITY DEVELOPMENT DEPARTMENT HEARING OFFICER OF PITKIN COUNTY, COLORADO James R. True, Hearing Officer Date y o.5 APPROVED AS TO CONTENT: (LL6,-tt ind Houben, Community Development Director 512407 Page: 5 of 5 07/14/2005 01:30F SILVIA DAVIS PITKIN COUNTY CO R 0.00 D 0.00 I Parcel Detail tkin County Assessor/Treasurer Parcel Detail Information Assessor/Ti*asurer Property Search I Assessor Subset Query I Assessor Sales Search Clerk & Recorder Reception Search Basic Building Characteristics Tax Information Parcel Detail I Value Detail I Sales Detail I Residential/Commercial Improvement Detail Land Detail I Photographs Tax Area Account Number Parcel Number 11 Mill Levy 041 =F R003559 264320402005 51.938 KOELLE ALICE PO BOX 2871 ASPEN, CO 81612 Owner Name and Address Legal Description SUB:BESH CREEK VILLAGE BLK:9 LOT:1 DESC: FILING 1 Location Physical Address: 2003 JUNIPER HILL DR ASPEN Subdivision: JFBRUSH CREEK VILLAGE Land Acres: 1273 Improvements: 210,550 Land Sq Ft: FO -- Property Property Tax Valuation Information IFActual Value Assessed Value Land: 430,030 34,230 Improvements: 210,550 16,760 Total: 640,580 50,990 Page 1 of 3 http://pitkinassessor.org/assessor/Parcel.asp?AccountNumber=RO03559 10/26/2006 Parcel Detail Sale Date: 119/8/1998 Sale Price: 475,000 Basic Building Characteristics Number of Residential Buildings: 1 Number of Comm/Ind Buildings: 0 Tax Information Tax Year Residential Building Occurrence 1 Characteristics Amount FIRST FLOOR: 1,256 1/2 STORY: 462 Total Heated Area: 1,718 Property Class: SINGLE FAM RES-IMPROVEMEN Actual Year Built: 1974 Effective Year Built: 1977 Bedrooms: I F3— Baths: Baths: 2 Quality of Construction: GOOD T 12 Exterior Wall: IWOOD SD GO Interior Wall: JFWD PANEL Floor: CARPET Heat Type: ELE.B/B Heating Fuel: ELECTRIC Roof Cover: CEDAR SHAK Roof Structure: GABLE/HIP Neighborhood: BRUSH CREEK VILLAGE Super Nbad: BRUSH CRK AREA Tax Information Tax Year Transaction Type Amount 1997 Tax Amount $2,306.66 1997 Tax Payment: Whole ($2,306.66) 1998 Tax Amount $2,427.72 1998 Tax Payment: First Half ($1,213.86) 1998 F Tax Payment: Second Half ($1,213.86) 1999 Tax Amount $2,399.80 1999 Tax Payment: First Half($1,199.90) http://pitkinassessor.org/assessor/Parcel.asp?AccountNumber=RO03 5 59 Page 2 of 3 10/26/2006 Lot B Lot Z L OF I BL OCA" 9 2, 96 Acl- LEGEND AND NOTES = Q CONTOUR INTERVAL: 2`-O" 1 i0 „+N' s5 R. -NAR CURVE DELTA ANGLE RAD 1'15 ' F CNF Ps„CeSre; C C 2 43.54 49- 60 W 3 +:PwKR -t C 3 48•.7 23” 58' 9'26" 120 0 17071 19 =.-RE H11PA1I C 4 11" 130 00- C 5 1.15'01' 120 OC' •. ....... EDGE OF '0',,. A PARr,ING AREA -Mr--o'hRHEAo :T .. NE BUILDING aVE.O '.NF ARE 5 C I'�i0 DF, J `sElvEv, cE -n� E.SERE NO SLOPES 4 E .0:'_D'NO ENVELOPE Ai.R T -N 5z EK --^_Pp 8 liRnA-cR I I ZKNCNr,ARK PROPERTS -IAS 2 -G-AODRE -:F.S 5E' SPIKE A5 <„wED ELFv GO 00 j � X X65 ANC; a ;: kE BO'4 PCA;; /ON-SItE WA$'EWgTER SVS TEM AREA +50PR IS FNG -11.E NO J5229 011. /\ oapP06E0 DR,'1ER4Y Y NOR SREL FPC .p 9E N run m 60 rRpr L. HERN LINES IN SPACE LAND SURVEYS SECOND KOELLE vG ARC TANGENT _. I CHORO BEAR, AIO 51 31 32.25 59 82 i 28'5 29 E 270 29' 143 76' 262 36 5 26 54 29 E 3 77 95 _6 166 37 N 63 25-T_'W 20. 34 16 191 el IV 78 3.'44'N 86.39' 45 16 9a 54' S 113, •N • AMENDED le 93', 1041 HAZARD REVIEW SITE PLAN PITKIN COUNTY, COLORADO VICINITY MAP w E SCALE: I"= 2000 S SCALE I -2 '� L = Q CONTOUR INTERVAL: 2`-O" �p LEGAL DESCRIPTION PARCEL ID NO. EK --^_Pp 8 liRnA-cR I I ZKNCNr,ARK a 1 \ r /F•. ((/ / 5E' SPIKE A5 <„wED ELFv GO 00 j � X /ON-SItE WA$'EWgTER SVS TEM AREA +50PR IS FNG -11.E NO J5229 011. /\ oapP06E0 DR,'1ER4Y Y NOR SREL FPC .p 9E N run m 60 rRpr L. HERN 1 C2 i �EDGf OF TNF 1+� +\ 6 ytWFc-S7R VEi.Ic _ EEt P K 3 WILDING ENYELpPF. LINE ILII IIIILIIIIIIIIIII ILII) �IIIIIIII ��I VIII ILIILIIIOa 963066,o:es1 je I SEC. 20 _.T.:.9 S R•$S W., 6th P.M. DISCLAIMER 041 ENVIRONMENTAL HAZARD AREAS EXIST THPER, AT M!GNT A+ ECT THE PRn� ANY MPROVEMEYig AND TIE USE AND OCCUPANCY THEREOF WAIVER PROV151014S OF THESE Rc3lLA,iON$ GO NOT N ANYWAY ASSUPE OR 'MP!_. gRFS OUT5I DE OF CE51 NATCD HA All AREA; WILL BE FREE FR4iN1 µAaBD$ ��Rn '. i APP ROVFC M'TIGITICN MEASURES W!L'._ GUARANTEE ?HE SAf ETr c P PnPERTV 0 -SPIV APPLICANT All KOELLE COMMUNITY DEVELOPhENT DIRECTOR ` SECOP:C aME 44ED IOa +AZAPD R ',EW S',E PLAN FOR ALICE CEI BEfP REVIE ANE APPR VCD 9Y THE PI K N �QUN t ..OiMMUNI TY DEVELOPM iN $ C4 Of 2007 APPR04'AL 0 !$ 0 Si iF y _'QR TO ERAaS AND C- I I ON NO-i O kEREON a,,,, a+ #, JBJEC' eR...,. EVEL OPMF 1di 51RECTOR �00 SURVEYOR'S CERTIFICATE S'^DNEY LI NC, COME. 00 HERE3Y Rr!FY FµAT ! AM A REG!SiERED LAND SURVFt',' L NSCO UNDER HE aWS OF THE 5 ATE OF GQ!.ORA00. LAT CHIS SITE PL AP! €REONCQRRµaTECT aSAIDOMSLTF PLAN *A, -DEA OF aPROM1 AN ACCURATE EURV'EYSOQ PROPERTY DESCRIBED HEREON BY ME AND UNDER MY 01 RECT SUPEPV S10N aND "UILDI LY SHOWS THE IOCATI ON AND D'MEN$IONS OF THE PROPERTY AND OF ,,.. BUI LOI NG ENVELOPE THIS SURVEY IS TRUE ANO CORRECT TO 1HE BEST I!NOSW-EDGE AND BELIEF F N 0ITNE$$ WHEREOF I HAVE SET My HAND AND SEAL ��7� A' A.D. zo0,.��gLj/��'- THIS .�_ pAV OF f 1.' r:c.Lt.... ACCEPTANCE FOR RECORDING H S 1041 MAP HAS BEEN ACCEPTED `OR FILING 'N THF OFFICE HE, CLERK AND REGOROE9 OF PI yl COUNTY, C 0 ADO ON TN:$ i BOOK AT PAGE AS RECEPTI�OOnY A 0 2f, ___RK AN RECGRC Lf.4Gi� KOELLE 1041 REVIEW SITE PLAN r 1865 MEDIONE BOW R A SPAN, COLDRADC _ Q' LfNES IN SPACE O 0 O o m � MAIN FLOOR PLAN n 0 �'N\ GARAGE PLAN STRUCTURAL ENGINEERS White Horse Consultants Lary Dope 496 M®.Vah Ave. Cab.Wde O0. 81623 PHONE 970-701-1907 DRAFTSMAN O 0 O o m � PO Box 1x80 Q) Q) U a) QLc) c,0 Date 8-17-0.5 STRUCTURAL ENGINEERS White Horse Consultants Lary Dope 496 M®.Vah Ave. Cab.Wde O0. 81623 PHONE 970-701-1907 DRAFTSMAN LONGHORN DESIGN D. Stdka PO Box 1x80 BASALT, OO 81621 PHONE 970-927-3017 FAX 970-927-6970 Date 8-17-0.5 RENSiDNS DATE DALE Project: - Aprored By SF A GARAGE - 958 MAIN - 988 TbTfi[—T97S- 1 DWG -OLS I e cryo `t®. 2—STORY FRAME HOUSE M 5Q % eA' STAIRWAY CI NE e0w PROPOSED GRADE 2:1 SLOPE MAX. (TYP.) ` 0% FINISH AGGREGATE SURF, CLEAR, GRUB AND STRIP ALL TOPSOIL. SCARIFY, WET TO OPTIMUM MOISTURE CONTENT AND RECOMPACT SUBGRADE A MIN. DEPTH OF 8" TO 959 STANDARD PROCTOR NOTE: EXISTING SUBGRADE SOIL CONDITIONS AND/OR ONSITE MATERIALS MAY BE SUITABLE FOR USE UPON APPROVAL BY THE GEOTECHNICAL ENGINEER. AD SEC y MIN TREATMENTIABSORP77ON FIELD I --NEW SEP77C ENVELOPE GRAPHIC SCALE 10 20 40 ( IN FEET ) 1 inch = 20 ft OVERHEAD ELECT _----INSTALL EROSION LOGS (WADDLES) AT TOE OF CUT & FILL SLOPES TO CONTAIN EROSION SEDIMENTATION. EDGE OF ROAD INSTALL STRAW CHECK DAMS AS NEEDED ON SWALES TO CONTROL EROSION AND SEDIMENTATION BENCHMARK: SET SPIKE ASSUMED ELEV. 100.00' lop 2 s0 PROPOSED DRIVEWAY NORTHERN EDGE TO BE 60' FROM SOUTHERN EDGE OF THE THOMPSON DRIVEWAY AT 2020 JUNPER HILLS ROAD 0' INSTALL 20 LF. 18" CULVERT ztz 1 x.00IW/ :r N U Pt OR I: PV INV. OUT : 100.3t NV R5.0' INSTALL WADDLES AND/OR HAY BALES o AROUND PERIMETER OF CULVERT INLET SWALE \ BUILDING ENVELOPE INSTA SILT FENCE AROUND PERIMETER OF DIS RBANCE AREA (TYP.) sos 9 LIMITS F CONSTRUCTION 69 EROSION CONTROL NOTES. EROSION AND SEDIMENT CONTROL METHODS AND RECOMMENDATIONS RE AS FOLLOWS, INSTALL A SILT FENCE ALONG THE TOE OF THE PROPOSED BERMS, T AND FILL AREAS UN71L THE DISTURBED AREAS ARE STABILIZED WITH VEGETATION. ON THE AREA IS STABILIZED WITH VEGETATION THE SILT FENCING COULD BE REMOVED. IF FEASIBLE PLACE A STRIP OF RESTORATION BLANKET, IMPREGNATED WITH NA77VE GRASS SEED MIX, ALONG THE TOE OF ANY CUT AND FILL AREAS AS N EDED. THIS COULD BE LEFT IN PLACE. OTHER EFFECTIVE METHODS FOR STABILIZA ON INCLUDE THE INSTALLA77ON OF STRATEGICALLY PLACED S77?A W BALES, EARTHEN DIKE , SEDIMENT TRAPS, AND TEMPORARY OR PERMANENT SEDIMENT BASINS 07HER NON-STRUCTURAL METHODS FOR STABIUZA77ON INCLUDE TEMPOR RY SEEDING, PERMANENT SEEDING, MULCHING, GEOTEXTILES, AND VEGETATIVE BUFFER TRIPS DRAINAGE SWALE- 6" OF CLASS 6 AGGREGATE COMPACTED TO 959 STANDARD PP,OCTOR 12" OF CLASS 3 PIT RUN 3" MINUS MATERIAL OR APPROVED ONSITE MATERIAL COMPACTED TO 95% STANDARD PROCTOR DRIVEWAY FILL NOTE: USE SUITABLE 3" MINUS PIT RUN MATERIALS IN DRIVEWAY FILL AREAS PLACED IN MIN. 12" LIFTS AND COMPACTED TO 95% STANDARD PROCTOR. ONSITE MATERIALS MAY BE SUITABLE FOR USE UPON APPROVAL BY THE GEOTECHNICAL ENGINEER. N STA 1+08 TO 1+60 Dl Y .�CONTRACTOR TO CONSTRUCT DRAINAGE SWALE ALONG TOE OF j ANY EXISTING AND PROPOSED CUTS. 2:1 SLOPE MAX. (TYP.) --� UP TO 1.25:1 WITH PERMANENT EROSION PROTECTION AND/OR RETAINAGE 1+92 1+50 DRIVEWAY PROFILE 112 WOODEN ORATTACH FILTER FABRIC FENCE POSTI� ON 8' CENTERS 30" RUNOFF .r 12" MINIMUM—_ — 1 I—III—I I I I I I I— I I�� I I- '�1� —= II=III 11,E 108 /--EDGE ROAD 11004 100 96 .6t 92 DATUM ELEV 1+00 TRENCH APROX. 4" X 4' TYPICAL SILT FENCE CROSS SE "TION N.T.S. + o + `y♦AY• O II `i II fill it 1+92 1+50 DRIVEWAY PROFILE 112 WOODEN ORATTACH FILTER FABRIC FENCE POSTI� ON 8' CENTERS 30" RUNOFF .r 12" MINIMUM—_ — 1 I—III—I I I I I I I— I I�� I I- '�1� —= II=III 11,E 108 /--EDGE ROAD 11004 100 96 .6t 92 DATUM ELEV 1+00 TRENCH APROX. 4" X 4' TYPICAL SILT FENCE CROSS SE "TION N.T.S. 5 a.S 5 OSEDCARAGE FF. EL. =1 .75 2 490 - o 4.09; SING CL GRADE \-FACE STRUCTURE 8" CULVERT N.' HORZ 1 =20' VERT. 1 "-10' rn� 00 Ki 0 R 1+92 1+50 DRIVEWAY PROFILE 112 WOODEN ORATTACH FILTER FABRIC FENCE POSTI� ON 8' CENTERS 30" RUNOFF .r 12" MINIMUM—_ — 1 I—III—I I I I I I I— I I�� I I- '�1� —= II=III 11,E 108 /--EDGE ROAD 11004 100 96 .6t 92 DATUM ELEV 1+00 TRENCH APROX. 4" X 4' TYPICAL SILT FENCE CROSS SE "TION N.T.S. GENERALNOTES: 1. EXISTING CONDITIONS ARE FROM SITE SURVEY AND/OR PLAT INFORMATION BY LINES IN SPACE 2. THE PROPOSED OWS DESIGN AND DETAILS ARE BY SOPRIS ENGINEERING, LLC. 3. THE PROPOSED RESIDENTIAL BUILDING LAYOUT, AND OTHER SITE IMPROVEMENTS BY THE WHITE HORSE CONSULTANTS. 1, THE CONTRACTOR SHALL CONTAIN HIS CONSTRUCTION OPERATIONS WITHIN THE LIMITS OF CONSTRUCTION. CONTRACTOR SHALL NOT OPERATE OUTSIDE THIS AREA WITHOUT THE PRIOR CONSENT OF THE PROPERTY OWNER INVOLVED. 2. ALL UTILITIES BOTH UNDERGROUND OR OVERHEAD, SHALL BE MAINTAINED IN CONTINUOUS SERVICE THROUGHOUT THE ENTIRE CONSTRUCTION PERIOD. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR ANY DAMAGE TO, OR INTERRUPTION OF, SERVICES CAUSED BY THE CONSTRUCTION. 3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO CONSTRUCTION. 4. DESIGN OF ANY OF ROOF DRAINS, GUTTER DOWNPOUTS AND DECK DRAINS IN AND AROUND BUILDING AS NEEDED BY OTHERS. DRAINAGE AND SWMS NOTES: 1. ALL WORK PERFORMED SHALL BE IN ACCORDANCE WITH PITKIN COUNTY DESIGN AND CONSTRUCTION STANDARDS. 2. SURFACE DRAINAGE TO BE COLLECTED AND CONVEYED IN DRAINAGE PIPES AND/OR DRAINAGE SWALES AND ROUTED TO DRAINAGE SWALES AND IN LANDSCAPE AREAS. AVOID ANY CROSS CONNECTION BETWEEN SUB SURFACE AND SURFACE DRAINAGE SYSTEM. 3. ENSURE THAT SURFACE DRAINAGE IS AWAY FROM ALL STRUCTURES IN ALL DIRECTIONS. MAINTAIN POSITIVE DRAINAGE ON SURFACE AROUND HOUSE W1TH A MINIMUM SLOPE AWAY FROM THE EXTERIOR WALLS OF 12" IN THE FIRST 10 FEET ON LANDSCAPED AREAS AND 3" IN THE FIRST 10 FEET ON PAVED SURFACES. IF THIS IS NOT FEASIBLE THE REGRADE SURFACE TO PROVIDE A POSITIVE GRADE AWAY FROM EXTERIOR WALL TO THE EXTENT POSSIBLE AND MITIGATE WITH SURFACE DRAINAGE SWALES AND/OR YARD INLET DRAINS. 4. CONSULT WITH GEOTECHNICAL ENGINEER AND FOLLOW ANY RECOMENDATIONS REGARDING FILL AND COMPACTED AREAS. 5. THE DRAINAGE DESIGN IS BASED UPON INFORMATION SUPPLIED TO US BY OTHERS. IF SOIL OR SITE CONDITIONS ARE FOUND TO BE DIFFERENT FROM THOSE INDICATED, SOPRIS ENGINEERING SHOULD BE NOTIFIED TO EVALUATE THE EFFECT IT MAY HAVE ON THE PROPOSED DRAINAGE SYSTEM. 6. STORMWATER MANAGEMENT FACILITIES WILL CONSIST OF RETENTION/INFILTRATION FACILITIES U77LIZING SURFACE DRAINAGE FEATURES AND DRAINAGE SWALES. THE MAJORITY OF STORM WATER WILL DIRECTLY SHEET FLOW FROM ROOFS AND PAVED SURFACES TO SMALL RETENTION AREAS AND DRAINAGE SWALES. A PORTION OF THE RUNOFF WILL SHEET FLOW OFF ROOFS, HARD SURFACE AREAS AND LANDCAPED SURFACE AREAS FOR SHEET FLOW ACCROS UNDISTURBED VEGETATED AREAS. 7. THE STORM WATER MANAGEMENT FACILITIES ARE DESIGNED TO RETAIN AND ATTENUATE THE DIFFERENCE IN THE PRE AND POST DEVELOPMENT RUNOFF. EROSION CONTROL NOTES: 1. ALL WORK PERFORMED SHALL BE IN ACCORDANCE WITH PITKIN COUNTY DESIGN AND CONSTRUCTION STANDARDS. 2. CONTRACTOR TO UTILIZE "BEST MANAGEMENT PRACTICES TO CONTROL EROSION AND SEDIMENTATION DURING CONSTRUCTION. SEDIMENT TRANSPORT AND EROSION TO OFF SITE AREAS SHALL BE PREVENTED. 3. CONTRACTOR RESPONSIBLE FOR INSTALLATION, INSPECTION, MAINTENANCE AND PERFORMANCE OF TEMPORARY AND PERMANENT EROSION CONTROL. 4. THE CONTRACTOR SHALL MAINTAIN SEDIMENT AND EROSION PROTECTION THROUGHOUT THE CONSTRUCTION OPERATION. SILT FENCES OR OTHER NECESSARY EROSION PROTECTION SHALL REMAIN IN PLACE UNTIL ALL DISTURBED AREAS HAVE BEEN REVEGETATED AND/OR STABILIZED. 5, CONTRACTOR SHALL FIELD VERIFY DURING CONSTRUCTION ALL EROSION CONTROL METHODS AND EXTENT. 6. PERMANENT EROSION CONTROL TO BE PLACED AFTER CUT AND FILL SLOPES ARE IN PLACE. FINISH SLOPES GREATER THAN 2:1 SHALL HAVE PERMANENTLY INSTALLED EROSION CONTROL. 2"X2"X3' STAKE (TYP.) BALES EMBEDDED TO 6" STRAW CHECK DAM DETAIL N.T.S. 25229.01 SITE-OWS- ENHANCEW-WPMP.DWG 9-21-08 DEQ, 1 2000 FSI; rL1N (;()UN.1 Y ENV"Ro NMENTAL HEAiTR NATURAL RESOURCES OPRI3 ENGINEERING, LLC. 502 MAIN STREET, SUITE A3 CARBONDALE, CO 81623 (970) 704-0311 <�elxF !3 /is,A 01 10-10-0 ADD DRIVEWAY SURFACE FOR 2X GARAGE PER NQ DATE REVISION BY LOT 1, BLCK 9, BRUSH CREEK VILLAGE 1865 MEDICINE BOW ROAD PITKIN, COUNTY GRADING AND DRAINGE PLAN EROSION CONTROL RECOMMENDATIONS FOR ALICE KOELLE DES. PER CK. YTN FILE NO. SHEET Z DR. PER DATE 9-21-06 25229.t?1 OF 2 FLOW GENERALNOTES: 1. EXISTING CONDITIONS ARE FROM SITE SURVEY AND/OR PLAT INFORMATION BY LINES IN SPACE 2. THE PROPOSED OWS DESIGN AND DETAILS ARE BY SOPRIS ENGINEERING, LLC. 3. THE PROPOSED RESIDENTIAL BUILDING LAYOUT, AND OTHER SITE IMPROVEMENTS BY THE WHITE HORSE CONSULTANTS. 1, THE CONTRACTOR SHALL CONTAIN HIS CONSTRUCTION OPERATIONS WITHIN THE LIMITS OF CONSTRUCTION. CONTRACTOR SHALL NOT OPERATE OUTSIDE THIS AREA WITHOUT THE PRIOR CONSENT OF THE PROPERTY OWNER INVOLVED. 2. ALL UTILITIES BOTH UNDERGROUND OR OVERHEAD, SHALL BE MAINTAINED IN CONTINUOUS SERVICE THROUGHOUT THE ENTIRE CONSTRUCTION PERIOD. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR ANY DAMAGE TO, OR INTERRUPTION OF, SERVICES CAUSED BY THE CONSTRUCTION. 3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO CONSTRUCTION. 4. DESIGN OF ANY OF ROOF DRAINS, GUTTER DOWNPOUTS AND DECK DRAINS IN AND AROUND BUILDING AS NEEDED BY OTHERS. DRAINAGE AND SWMS NOTES: 1. ALL WORK PERFORMED SHALL BE IN ACCORDANCE WITH PITKIN COUNTY DESIGN AND CONSTRUCTION STANDARDS. 2. SURFACE DRAINAGE TO BE COLLECTED AND CONVEYED IN DRAINAGE PIPES AND/OR DRAINAGE SWALES AND ROUTED TO DRAINAGE SWALES AND IN LANDSCAPE AREAS. AVOID ANY CROSS CONNECTION BETWEEN SUB SURFACE AND SURFACE DRAINAGE SYSTEM. 3. ENSURE THAT SURFACE DRAINAGE IS AWAY FROM ALL STRUCTURES IN ALL DIRECTIONS. MAINTAIN POSITIVE DRAINAGE ON SURFACE AROUND HOUSE W1TH A MINIMUM SLOPE AWAY FROM THE EXTERIOR WALLS OF 12" IN THE FIRST 10 FEET ON LANDSCAPED AREAS AND 3" IN THE FIRST 10 FEET ON PAVED SURFACES. IF THIS IS NOT FEASIBLE THE REGRADE SURFACE TO PROVIDE A POSITIVE GRADE AWAY FROM EXTERIOR WALL TO THE EXTENT POSSIBLE AND MITIGATE WITH SURFACE DRAINAGE SWALES AND/OR YARD INLET DRAINS. 4. CONSULT WITH GEOTECHNICAL ENGINEER AND FOLLOW ANY RECOMENDATIONS REGARDING FILL AND COMPACTED AREAS. 5. THE DRAINAGE DESIGN IS BASED UPON INFORMATION SUPPLIED TO US BY OTHERS. IF SOIL OR SITE CONDITIONS ARE FOUND TO BE DIFFERENT FROM THOSE INDICATED, SOPRIS ENGINEERING SHOULD BE NOTIFIED TO EVALUATE THE EFFECT IT MAY HAVE ON THE PROPOSED DRAINAGE SYSTEM. 6. STORMWATER MANAGEMENT FACILITIES WILL CONSIST OF RETENTION/INFILTRATION FACILITIES U77LIZING SURFACE DRAINAGE FEATURES AND DRAINAGE SWALES. THE MAJORITY OF STORM WATER WILL DIRECTLY SHEET FLOW FROM ROOFS AND PAVED SURFACES TO SMALL RETENTION AREAS AND DRAINAGE SWALES. A PORTION OF THE RUNOFF WILL SHEET FLOW OFF ROOFS, HARD SURFACE AREAS AND LANDCAPED SURFACE AREAS FOR SHEET FLOW ACCROS UNDISTURBED VEGETATED AREAS. 7. THE STORM WATER MANAGEMENT FACILITIES ARE DESIGNED TO RETAIN AND ATTENUATE THE DIFFERENCE IN THE PRE AND POST DEVELOPMENT RUNOFF. EROSION CONTROL NOTES: 1. ALL WORK PERFORMED SHALL BE IN ACCORDANCE WITH PITKIN COUNTY DESIGN AND CONSTRUCTION STANDARDS. 2. CONTRACTOR TO UTILIZE "BEST MANAGEMENT PRACTICES TO CONTROL EROSION AND SEDIMENTATION DURING CONSTRUCTION. SEDIMENT TRANSPORT AND EROSION TO OFF SITE AREAS SHALL BE PREVENTED. 3. CONTRACTOR RESPONSIBLE FOR INSTALLATION, INSPECTION, MAINTENANCE AND PERFORMANCE OF TEMPORARY AND PERMANENT EROSION CONTROL. 4. THE CONTRACTOR SHALL MAINTAIN SEDIMENT AND EROSION PROTECTION THROUGHOUT THE CONSTRUCTION OPERATION. SILT FENCES OR OTHER NECESSARY EROSION PROTECTION SHALL REMAIN IN PLACE UNTIL ALL DISTURBED AREAS HAVE BEEN REVEGETATED AND/OR STABILIZED. 5, CONTRACTOR SHALL FIELD VERIFY DURING CONSTRUCTION ALL EROSION CONTROL METHODS AND EXTENT. 6. PERMANENT EROSION CONTROL TO BE PLACED AFTER CUT AND FILL SLOPES ARE IN PLACE. FINISH SLOPES GREATER THAN 2:1 SHALL HAVE PERMANENTLY INSTALLED EROSION CONTROL. 2"X2"X3' STAKE (TYP.) BALES EMBEDDED TO 6" STRAW CHECK DAM DETAIL N.T.S. 25229.01 SITE-OWS- ENHANCEW-WPMP.DWG 9-21-08 DEQ, 1 2000 FSI; rL1N (;()UN.1 Y ENV"Ro NMENTAL HEAiTR NATURAL RESOURCES OPRI3 ENGINEERING, LLC. 502 MAIN STREET, SUITE A3 CARBONDALE, CO 81623 (970) 704-0311 <�elxF !3 /is,A 01 10-10-0 ADD DRIVEWAY SURFACE FOR 2X GARAGE PER NQ DATE REVISION BY LOT 1, BLCK 9, BRUSH CREEK VILLAGE 1865 MEDICINE BOW ROAD PITKIN, COUNTY GRADING AND DRAINGE PLAN EROSION CONTROL RECOMMENDATIONS FOR ALICE KOELLE DES. PER CK. YTN FILE NO. SHEET Z DR. PER DATE 9-21-06 25229.t?1 OF 2 '9• o e- �s� 2 -STORY FRAME HOUSE Cb, �l ►A' STAIRWAY M of ci NE S-h/ a INSPECTION PORT 4" PERFORATED DISTRIBUTION LATERALS s • , y/ '680es2 000 O O INSPEC77ON NOTE: V I V�<y 699 PROPOSED GRADES AND OWS POUT TO BE VERIFIED BY E CONTRACTOR AND INSPECTED B THE ENGINEER. LA OF PROPOSED TRENCH/BED AND SO! CONDITIONS TO APPROVED BY THE ENGINEERS PRI TO ►NST ON OF ABSORPTION FIELD COMPONENTS. ON'S 1 X nONS; MATERIALS AND BACKFILL TO BE O BYENGINEER. PUMP SYSTEM INSTALLA77 BE ICTED BY QUALIFIED INSTALLER: AND/OR MANUFAC RER REPRESENTATIVE EXISTING GRADE FLOW SPITTER BASIN TWO WAY CLEAN OUT - PROPOSED GRADE PROPOSED ADU LOCATION OF THE FIELD MUST MEET ALL COUNTY SETBACK GENERAL REQUIREMENTS THE IN -DRAIN UNITS IN EACH BED SHALL BE I. INSTALLED AT LEVEL GRAS THE BOTTOM ELEVATION OF EACH BED MAY VARY TO ACHIEVE A MAXIMUM DEPTH OF 4 FEET TO THE INFILTRATIVE SURFACE BELOW THE FINISH GRADE THE SYSTEM SHALL AT MINIMUM 2% SLOPE BE PLUMBED FOR EQUAL DISTRIBUTION THROUGH A DISTRIBUTION BOX /ABSORPTION BEDS n HATH INDIVIDUAL DISTRIBUTION LINES CONNECTED TO THE HEADER PIPE OF EACH BID. ORIENT BIDS TO FOLLOW THE LAND AREA SEPTIC TANK ��IMPLEX CONTOURS ORIENTATIONS, AND LAYOUT 70 BE FIELD DETERMINED TO AT MINIMUM 2% SLOPE BEST FIT EXISTING CONDITIONS. PERIMETER OF IN -DRAIN BED EFFLUENT TRANSPORT 41MA. PERFORATED DISTRIBUTION LATERAL PIPE INSTALLED AT THE TOP CENTER OF THE IN -DRAIN 3 UN17S RUN THE FULL LENGTH OF THE TRENCHES: AT MINIMUM 2% SLOPE ORIENT PERFORATIONS DONAYWARD AT 5 AND 7 SKEM&rflC CROSS SECTION O'CLOCK CAP END HATH SOLID 4" SWEEP 90VTTING AND EXTEND A 4" INSPECTION PORT RISER WITH CAP AT THE SURFACE ON ENDS OF W/ THE DISTRIBUTION PIPE IN EACH TRENCH. SCG ENTERPRISES, INC. ABSORPTIONI'MEATMENT BED USE 44 ERaIEIV IN DRAIN UNITS IN 2 BEDS WITH TWO ROWS HATH 11 UNITS PER ROW. THE 1. 1N -DRAIN UNITS SHALL 13E INSTALLED AT LEMEL BASALT, CO 81621 GRADE OVER 6" OF SELECT FILTER SAND 1N (2) 46 X 6 FEET BEDS FOR A TOTAL 560 SQ. FT. 4. OF HORZONTAL INFILTRATIVE SURFACE: FAX: 970-963-3187 4" INDIVIDUAL DISTRIBUTION LINES TO HEADER PIPE OF EACH BED (TYR) CW" tD DISTRIBUTION BOX W/ RISER AND UD AT THE SURFA km � � TO INCLUDE INLET BAFFLE AND INDIVIDUAL DISTRIBUTION re wmw4ed afire) PIPE CONTROL FITTINGS USE 2 PORT ORENCO FLOW SPUTTER BASIN OR ALTERNATE TO BE APPROVED BY ENGINEER INSTALL OVER MIN. 8" AGGREGATE BASE I7f m t mKhorpe MEASURE DEPTH OF FLOATS FROM TOP COURSE OVER 12" COMPACTED SUBGRADE 3. 1 1/2" PVC SC.HD-40 PRESSURE PIPE TRANSPORT UNE -�---_ HIGH POINT INVERT AT DISTRIBUTION BOX: MAINTAIN A EQUAL TO TOP OF TANK UD MINIMUM DEPTH OF COVER OF 2 FEET OVER TRANSPORT 15 UNE WITH A MINIMUM 2X SLOPE GRADE TO ALLOW THE UNE TO DRAIN EFFLUENT BACK THROUGH THE DRAIN ORIFICE IN Cordrd THE COLD WEATHER PUMP DISCHARGE ASSEMBLY PIPE IN A 24" DIA. 24" HIGH ACCESS RISER, W/ SEALE� BOL NAY TANK ADAPTED OVER SEPTIC TANK SECONDARY -vatrR ktiet Pats CRAM ACCESS OPENING FOR ACCESS TO SIMPLEX PUMP ASSEMBL W/ BIO TUBE VAULT (INSURE WATERTIGHTNESS). RISER TO VE INSULATED UD AT THE SURFACE DEPTH TO 0SI t• kWA Pure TOP OF TAN 0#4 PROPOSED GRADE IS APPROXRMATLEY 2. INST 2 -COMPARTMENT 1250 GALLON CONCRETE SEPTIC TANK HATH AN ORENCO SYSTEMS SIMPLEX Droit Pbrt EFFLU PUMP ASSEMBLY IN THE SECONDARY COMPAR T OF THE SEPTIC TANK. TANK, PIPE CONNEC71 AND RISERS TO BE WATER71GHT. INSTALL A 24 DIA. 24" HIGH ORENCO RISER, W/ SEALED a BOLT DOWN T ADAPTER, OVER SEPTIC TANK PRIMARY CHAMBER A a INSTALL INSULATED UD. ALTERNAnVEE_- U SiEALID CONCRETE RISER AND LID. INSPEC77ON NOTE: V I V�<y 699 PROPOSED GRADES AND OWS POUT TO BE VERIFIED BY E CONTRACTOR AND INSPECTED B THE ENGINEER. LA OF PROPOSED TRENCH/BED AND SO! CONDITIONS TO APPROVED BY THE ENGINEERS PRI TO ►NST ON OF ABSORPTION FIELD COMPONENTS. ON'S 1 X nONS; MATERIALS AND BACKFILL TO BE O BYENGINEER. PUMP SYSTEM INSTALLA77 BE ICTED BY QUALIFIED INSTALLER: AND/OR MANUFAC RER REPRESENTATIVE EXISTING GRADE FLOW SPITTER BASIN TWO WAY CLEAN OUT - PROPOSED GRADE PROPOSED ADU - Effluent Pumping System - 2nd Compartment Drawdown I"I 20 TREATMENT/ABSORPTION FIELD ,-NEW SEPTIC ENVELOPE \ IN CTION PORT `C): \ BUILDING ENVELOPE 4" SEWAGE UNE FROM`" HOUSE O 2X SLOPE TWO-WAY y�$ CLEANOUT 30.5' GRAPHIC SCALE 10 20 40 OVERHEAD ELECT PROPOSED ADU w �` I F.F. EL -103.75t ,EXISTING GRADE i -PROPOSED GRADE 12" 24" 6., 4"PERFORATED PVC (TYP) -7 6' -- I 1' MIN 4" (TYPE A) TY " DON B O HOLES IN M 7" - ' •• •-•-• - �-L_:'{�••`=_ ' :.tip 6" <` '.-4' �-`;�-.�- : _ :..v _� n -.+. •'.- `'•s -' moi.. MIN INSTALLER SHALL INSTALL A 6" LAYER OF CLEAN---/ MEDIUM TO COURSE CONCRETE SAND OR EQUIV. SEE ELJEN IN -DRAIN DESIGN AND INSTALLATION MANUAL FOR DETAILS IN -DRAIN BED DETAIL N.T.S. DISTRIBUTION BOX UD AT GROUND SURFACE PERFORATED RISER 12" ( IN FEET ) 1 inch = 20 ft. OF ROAD BENCHMARK: SET SPIKE ASSUMED ELEV. 100.00' PRESSURE UNE 4" INLET LINE " SOLID PVC GRAVITY FROM SEPTIC TANKNVERT IN DISTRIBUTION PIPES (TYP.) TO ABSORPTION LATERALS FLOW SPLITTER .BASIN DETAIL N.T.S. SWALE so PROPOSED DRIVEWAY NORTHERN EDGE TO BE 60' FROM SOUTHERN EDGE OF THE THOMPSON DRIVEWAY AT 2020 JUMPER HILLS ROAD FIELD DISTRIBUTION & DOSING SYSTEM GENERAL NOTES: I. AN ORENCO SYSTEMS BIOTUBE SIMPLEX PUMP ASSEMBLY SHALL BE \`--EFFLUENT DRAIN LINE 1N -DRAIN TREATMENT AT MINIMUM 2% SLOPE EXISTING CONDIONS ARE FROM SITE SURVEY AND OR PLAT 17 IT / /ABSORPTION BEDS n TANK. DISTRIBUTION LINES SEPTIC TANK ��IMPLEX A PRESSURE DISCHARGE PIPE, AND BIOTUBE PUMP DOSING ASSEMBLY AT MINIMUM 2% SLOPE PUMP VAULT W/ AUTOMATIC CONTROLS AND ALARMS SHALL BE INSTALLED EFFLUENT TRANSPORT ENGINEERING, LLC. UNE 3 THE PROPOSED RESIDENTIAL BUILDING LAYOUT, AND OTHER SITE AT MINIMUM 2% SLOPE MAINTAIN SYSTEM COMPONENTS FROM THE SURFACE. USE INSULATED SKEM&rflC CROSS SECTION COMPONENT DETAIL N.T.S. INSTALLATION CONSULTATION W/ INSTALL QUICK DISCONNECT THREADED COUPLERS ON THE PUMP SCG ENTERPRISES, INC. P.O. BOX 4232 1. ALL MATERIALS AND INSTALLATION SHALL CONFORM TO STATE AND COUNTY BASALT, CO 81621 ACCESS UD TO PROVIDE EASY ACCESS FOR MAINTENANCE OF THE PUMP. OFFICE: 970-963-3748 4. stw soft FAX: 970-963-3187 Condtlk Sod CW" tD PWC hirer we s (bond to talk oektpter km � � Control Parti re wmw4ed afire) TO CONSTRUCTION AND EXCAVATION. MC Sow Boot siflt Cad Q11pe I7f m t mKhorpe MEASURE DEPTH OF FLOATS FROM TOP Wd Tee 3. OF TEE ON FLOAT TREE ASSEMBLY BED. THE SOLID HEADER PIPES CONNECT TO THE 4" PERFORATED EQUAL TO TOP OF TANK UD UNLESS NOTED OTHERWISE. ALL GRAVITY SEWER LINES TO BE INSTALLED ON A 15 Tack Adapter (emit or bolbeb) t"ad laud 1 8.�_Lsw Cordrd EACH ROW OF IN -DRAINS. THE FLOW SPLITTER BASIN SHALL BE AT A F1bd Mean* HIGH POINT TO ALLOW GRAVITY DRAINAGE BACK TO THE PUMP VAULT: -vatrR ktiet Pats ALL PRESSURE LINES TO BE SCHEDULE 40 P.V.C. UNLESS Flo. Yfd" NOTED OTHERWISE. PRESSURE LINES TO BE INSTALLED WITH A MINIMUM 3% 0SI t• kWA Pure CLE. THE DOSING VOLUME SHALL BE 20-30 GALLONS PER DOSING CYCLE. FRw CabWp THE APPROXIMATE DRAWDOWN IN THE TANK IS 3". THE EFFLUNT FROM Droit Pbrt PRESSURE PIPE RUNS. l>sot to Punp Vast - Effluent Pumping System - 2nd Compartment Drawdown I"I 20 TREATMENT/ABSORPTION FIELD ,-NEW SEPTIC ENVELOPE \ IN CTION PORT `C): \ BUILDING ENVELOPE 4" SEWAGE UNE FROM`" HOUSE O 2X SLOPE TWO-WAY y�$ CLEANOUT 30.5' GRAPHIC SCALE 10 20 40 OVERHEAD ELECT PROPOSED ADU w �` I F.F. EL -103.75t ,EXISTING GRADE i -PROPOSED GRADE 12" 24" 6., 4"PERFORATED PVC (TYP) -7 6' -- I 1' MIN 4" (TYPE A) TY " DON B O HOLES IN M 7" - ' •• •-•-• - �-L_:'{�••`=_ ' :.tip 6" <` '.-4' �-`;�-.�- : _ :..v _� n -.+. •'.- `'•s -' moi.. MIN INSTALLER SHALL INSTALL A 6" LAYER OF CLEAN---/ MEDIUM TO COURSE CONCRETE SAND OR EQUIV. SEE ELJEN IN -DRAIN DESIGN AND INSTALLATION MANUAL FOR DETAILS IN -DRAIN BED DETAIL N.T.S. DISTRIBUTION BOX UD AT GROUND SURFACE PERFORATED RISER 12" ( IN FEET ) 1 inch = 20 ft. OF ROAD BENCHMARK: SET SPIKE ASSUMED ELEV. 100.00' PRESSURE UNE 4" INLET LINE " SOLID PVC GRAVITY FROM SEPTIC TANKNVERT IN DISTRIBUTION PIPES (TYP.) TO ABSORPTION LATERALS FLOW SPLITTER .BASIN DETAIL N.T.S. SWALE so PROPOSED DRIVEWAY NORTHERN EDGE TO BE 60' FROM SOUTHERN EDGE OF THE THOMPSON DRIVEWAY AT 2020 JUMPER HILLS ROAD COMPACTED SUBGRADE DIFFERENT FROM CONDITIONS ASSUMED OR INDICATED, WE SHOULD BE NOTIFIED AT THE FOUR CORNERS WITH ��SPEC 1ON�PORTS AANDNORIB RIEDIREBAR�Ir TO EVALUATE ANY EFFECT ON THE PROPOSED OWS IF THE COUNTYVZT ENVIRONMENTAL HEALTH DEPARTMENT REQUESTS CHANGES OR MODIFICATIONS TO THIS DESIGN, WE SHOULD BE CONTACTED TO EVALUATE AND RESPOND TO THE 19. THE ABSORPTON FIELD SURFACES MUST BE SLOPED TO DIVERT TRENCH CROSS-SECTION FOR REQUEST. SURFACE DRAINAGE AWAY FROM THE FIELD. -SDR -a5,26 OR SCHD'--40 J!JEES 7 CONTR MATTOR E SHOULD E VIEW ANY REGARDIONCONSTTHE ISN D PERMIT THE SYSAND TEM. 20• THE ENTIRE ABSORPTION FIELD SURFACE MUST BE REVEGATATED. WITN.T.S. 21. THE ABSORPTION FIELD SHALL BE INSTALLED PER THE REQUIRED SETBACK VEGATA71ON TOPSOIL LAYER MIN. 5" AERATED SOIL ZONE FILL LAYER NATIVE TOPSOIL FILTER FABRIC PERFORATED PVC - DISTRIBUTION PIPE IN -DRAIN UNIT STRAPPING CUSPATED PLASTIC CORE SAND LAYER CONC. SAND NATIVE SOIL 8. IF YOU HAVE ANY QUESTION OR NEED ANY ADDITIONAL INFORMATION, PLEASE DISTANCES: CALL. 10 feet from any property line. 25 feet from any potable water supply line. 20 feet from any occupied dwelling. 100 feet from any well, spring or cistern. 50 feet from any stream or water course. INSTALLATION NOTES 1. THE TREATMENT BEDS SHALL BE EXCAVATED TO LEVEL GRADE. 2. THE WIDTH OF THE EXCAVATION SHALL BE 10" 6'. INSTALL WITH 12" OF SAND BETWEEN ROWS 4'. 4 AND 6" AROUND PERIMETER OF IN -DRAIN UINTS. 3. BOTTOM OF THE BED SHALL BE FREE OF ORGANIC a a. MATERIAL AND ROCKS OVER 3 INCHES IN DIAMETER. 774E BOTTOM OF THE TRENCH SHALL BE SCARIFIED AND RAKED IF SMEARING OCCURS. 4. THE IN -DRAIN UNITS SHALL BE INSTALLED LEVEL END TO END WITH THE PAINTED STRIP 4" FACING UP. 5. INSTALL PERFORATED PIPE OVER THE TOP OF THE IN -DRAIN UNITS ON CENTER AND SECURE WITH ONE ELJEN CLAMP PER UNIT. 6. INSTALL FILTER FABRIC OVER PIPE AND TOP _T OF IN -DRAINS AND DRAPE DOWN THE SIDES OF THE SAND BED/EXCAVATION. 7. BACKFILL IN -DRAIN SYSTEM WITH SUITABLE EXCAVATED FILL FREE OF ROCKS OVER 3 INCHES IN DIAMETER. AVOID EXCESSIVE �" 48' MAX. COMPACTION OF FILL. AVOID COMPACTION DAMAGE TO SYSTEM WITH EXCAVATION EQUIPMENT 8. FINISH GRADE TO PREVENT SURFACE PONDING. REVEGATATE WITH APPROPRIATE GROUND COVER AND PROTECT FROM EROSION. 6" 25229.01 SrrE-OWS- ,• D. 0: NO DATE I REVISION BY LOT 1, BLCK 9, BRUSH CREEK VILLAGE 1865 MEDICINE BOW ROAD PITKIN, COUNTY ON-SITE WASTEWATER SYSTEM OWS PLAN AND SYSTEM DETAILS OPBmS E NGnuE mG, LLC. FOR ALICE KOELLE [VIL CONSULTANTS 502 MAIN STREET, SUITE A3 DES. PER CK. YTN FILE NO. SHEET 2 CARBONDALE, CO 81623 2fi229.01 OF 2 (970) 704-0311 DR. PER DATE 9-21-06 FIELD DISTRIBUTION & DOSING SYSTEM GENERAL NOTES: I. AN ORENCO SYSTEMS BIOTUBE SIMPLEX PUMP ASSEMBLY SHALL BE INSTALLED IN THE SECONDARY CHAMBER OF THE 1,250 GALLON SEPTIC 1 EXISTING CONDIONS ARE FROM SITE SURVEY AND OR PLAT 17 IT / TANK. INFORMATION LINES IN SPACE. 2. A PRESSURE DISCHARGE PIPE, AND BIOTUBE PUMP DOSING ASSEMBLY 2. THE PROPOSED DWS DESIGN AND DETAILS ARE BY SOPRIS W/ AUTOMATIC CONTROLS AND ALARMS SHALL BE INSTALLED ENGINEERING, LLC. COMPONENTS IN THE PUMP VAULT ASSEMBLY. INSTALL WATERTIGHT RISERS CENTERED OVER THE ACCESS PORTS TO EASILY INSPECT AND 3 THE PROPOSED RESIDENTIAL BUILDING LAYOUT, AND OTHER SITE MAINTAIN SYSTEM COMPONENTS FROM THE SURFACE. USE INSULATED IMPROVEMENTS BY THE WHITE HORSE CONSULTANTS. ACCESS LIDS. OWS SYSTEM NOTES 3. INSTALL QUICK DISCONNECT THREADED COUPLERS ON THE PUMP DISCHARGE LINE. EXTEND DISCHARGE UNE UP TO WITHIN 24" OF THE 1. ALL MATERIALS AND INSTALLATION SHALL CONFORM TO STATE AND COUNTY ACCESS UD TO PROVIDE EASY ACCESS FOR MAINTENANCE OF THE PUMP. INDIVIDUAL SEWAGE DISPOSAL SYSTEM (ISDS) REGULATIONS. 4. THE 1.5" PRESURRIZED TRANSPORT LINE SHALL BE INSTALLED TO 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT UTILITY LOCATORS AND UTILITY COMPANIES AS NEEDED FOR FIELD LOCATIONS OF UTILITIES PRIOR DISCHARGE EFFLUENT TO THE ABSORPTION FIELD THROUGH A FLOW TO CONSTRUCTION AND EXCAVATION. SPLITTER BASIN THAT GRAVITY DISCHARGES WITH INDIVIDUAL 4" DISTRIBUTION PIPES CONNECTED TO HEADER PIPE AT THE HEAD OF EACK 3. ALL GRAVITY SEWER LINES TO BE 4" SDR -35, OR SCHEDULE 40 P.V.C. PIPE BED. THE SOLID HEADER PIPES CONNECT TO THE 4" PERFORATED UNLESS NOTED OTHERWISE. ALL GRAVITY SEWER LINES TO BE INSTALLED ON A DISTRIBUTION PIPES RUNNING THE LENGTH OF EACH BED CENTERED OF 2% GRADE. LINES MAY BE STEPPED DOWN BETWEEN 2% RUNS. EACH ROW OF IN -DRAINS. THE FLOW SPLITTER BASIN SHALL BE AT A HIGH POINT TO ALLOW GRAVITY DRAINAGE BACK TO THE PUMP VAULT: 4. ALL PRESSURE LINES TO BE SCHEDULE 40 P.V.C. UNLESS NOTED OTHERWISE. PRESSURE LINES TO BE INSTALLED WITH A MINIMUM 3% 5. CLE. THE DOSING VOLUME SHALL BE 20-30 GALLONS PER DOSING CYCLE. GRADE FOR DRAIN BACK. NO LOW POINTS OR DIPS ARE ACCEPTABLE ALONG THE APPROXIMATE DRAWDOWN IN THE TANK IS 3". THE EFFLUNT FROM PRESSURE PIPE RUNS. EACH DOSING CYCLE WILL BE EQUALLY DISCHARGED TO EACH INDIVIDUAL TRENCH THROUGH THE PERFORATED PRESSURE DISTRIBUTION PIPES. 5. ALL GRAVITY AND PRESSURE LINE TO BE BEDDED IN ROAD BASE OVER COMPACTED TRENCHES AND BACKFILLED WITH A MINIMUM OF 6" SUITABLE ON 6. INSTALL PUMP ASSEMBLY, RISERS, ELECTRICAL SYSTEMS, FLOATS AND SMATERIAL OR ROADBASE. MINIMUM DEPTH OF BURY OF ALL SEWER LINES DISCHARGE LINE PER MANUFACTURES INSTALLATION GUIDELINES. USE AN SERVICE LINES IS 2'. ORENCO SYSTEMS MODEL P3005. THE SYSTEM SHOULD BE INSPECTED BY A QUALIFIED TECHNITION ANNUALLY. 6, INSTALL A TWO-WAY CLEAN OUT ON THE SEWER LINE FROM THE BUILDING. ADDITIONAL CLEANOUTS ARE REQUIRED AT UPSTREAM GRADE BREAKS AND/OR 7. ALL INSTALLATION AND MAINTENANCE SHALL BE PERFORMED BY A WITHIN EVERY 100' OF GRAVITY LINES. QUALIFIED INSTALLER 1N ACCORDANCE WITH THE INSTALLATION & MAINTENANCE GUIDELINES FOR THE ORENCO SYSTEMS BIO -TUBE VAULT 7. THE SEPTIC TANK SHALL BE WATERTIGHT AND INSTALLED LEVEL ON COMPACTED PUMP ASSEMBLY. EARTH. THE TANK SHALL BE CERTIFIED AS WATERTIGHT BY THE MANUFACTURE. ELECTRICAL NOTES (TYPICAL DUPLEX PUMP ASSEMBLIES) THE TANK SHALL BE TESTED FOR WATER71GHTNESS AFTER PLACEMENT AND PRIOR TO BACKFILL. INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL 1• AN ORENCO SYSTEMS PUMP CONTROL PANEL SHALL BE INSTALLED BY A REQUIRED ACCESS POINTS TO THE FINISHED SURFACE GRADE. QUALIFIED INSTALLER IN COORDINATION WITH THE ELECTRICIAN. THE POWER SUPPLY FOR THE PUMP AND CONTROLS SHALL CONSIST OF (1) 8. A SANITARY BAFFLE TEE IS REQUIRED ON THE SEPTIC TANK INLET. INSTALL THE INLET TEE PLUMB AND IN A POSITION TO ALLOW EASY INSPECTION 20 AMP CIRCUIT FOR THE PUMP AND (1) 10 APAP CIRCUIT FOR AND MAINTAlNANCE OF TANK FROM 774E TANK RISERS. CONTROLS. PROVIDE LINE OF SITE DISCONNECT WITH CONTROL BOX. 9. FOR PUMP SYSTEMS: WE RECOMMEND THE INSTALLATION OF AN ORENCO 2. THE ELECTRICIAN SHALL INSTALL ELECTRICAL WNiRES IN CONDUIT FROM BIO -TUBE SCREEN VAULT FOR THE SIMPLEX PUMP ASSEMBLY TO BE INSTALLED THE SERVICE PANEL TO THE CONTROL PANEL. TIN THE TANK OR PUMP BASIN. THE FILTER SHOULD BE INSPECTED EVERY SIX MONTHS. THE EFFLUENT FILTER SHALL BE MAINTAINED AND CLEANED WHEN THE 3. THE ELECTRICIAN OR QUALIFIED INSTALLER SHALL INSTALL ELECTRICAL TANK IS PERIODICALLY PUMPED OR AS NECCESSARY. INSTALL A SUITABLE WIRES IN CONDUIT FROM THE CONTROL PANEL TO THE PUMP ASSEMBLY EXTENSION ON THE FILTER HANDLE IF NEEDED FOR EASY ACCESS IN RISER. JUNCTION BOX IN THE RISER OVER THE PUMP VAULT. INSTALL COLOR CODED WIRES PER CONTROL PANEL DIAGRAM. INSTALL (4) 12 GAUGE 10. THE CONTRACTOR SHALL ENSURE THAT THE SEWER LINES, SEPTIC TANK AND WIRES FOR CONTROLS AND (3) 10 GAUGE WIRES FOR PUMP WITH RISERS ARE WATERTIGHT. ALL PLUMBING FIXTURES AND OWS COMPONENTS CONDUIT SEAL NEAR RISER SPLICE BOX. ELECTRIAN TO COORDINATE SHALL BE INSTALLED AND MAINTAINED TO AVOID SURFACE OR GROUNDWATER W/INSTALLER. FROM ENTERING THE SYSTEM AND TO PREVENT LEAKAGE FROM THE SYSTEM. IN-HOUSE PLUMBING FIXTURES SHALL BE MAINTAINED TO PREVENT EXCESS WATER FROM ENTERING THE SEP71C SYSTEM. TESTING, INSPECTIONS AND CONSTRUCTION MANAGEMENT 1 ADDITIONAL GEOTECHNICAL EVALUATIONS AND INSPECTIONS BY THE ENGINEER TREATMENT ABSORPTION BEDS AND PITKIN COUNTY SHOULD BE PERFORMED DURING INITIAL STAGES OF 11 THE DIMENSIONS AND NOTES SHOWN ON THE PLAN INDICATE MINIMUM AREA, CONSTRUCTION TO VERIFY ASSUMPTIONS MADE FOR THE OWS DESIGN. • LENGTH, WIDTHS AND SEPARATION DISTANCES FOR THE TRENCHES, BED OR ADDITIONAL PROFILE HOLES MAY NEED TO BE EXCAVATED FOR VISUAL MOUNDED ABSORTTON FIELD. INSPECTION BY THE ENGINEER AND THE PITKIN COUNTY ENVIRONMENTAL HEALTH SPECIALIST PRIOR TO CONSTRUCTION OF THE ABSORPTION FIELDS . 12. THE TREATMENT/ABSORPTION BEDS SHALL BE EXCAVATED TO LEVEL GRADE 2. THE EVALUATIONS AND INSPECTIONS MAY RESULT IN MODIFICATIONS TO THE IN NATIVE EARTH. THE EXCAVATION'S BOTTOM AND SIDEWALLS SHALL BE DESIGN THAT MAY INCLUDE FIELD SIZE REVISIONS AND POSSIBLE SOIL SCARIFIED AND/OR RACKED IF SMEARING OCCURS. IF EXCESSIVE LARGE REPLACEMENT IN SELECT AREAS IF NEEDED. SUFFICIENT NOTICE TO THE COBBLES OR BOULDERS ARE ENCOUNTERED IN ANY PART OF THE ENGINEER BY THE PROJECT MANAGER/CONTRACTOR NEEDS TO BE MADE IN EXCAVATION OVER 6" FROM THE PROPOSED INFILTRATIVE BOTTOM SURFACE, ORDER TO SCHEDULE THE SITE INSPECTIONS. OVER EXCVATE AND BACKFILL WITH SAND. 3. PRIOR TO CONSTRUCTION OF THE PERMITTED SYSTEM THE ENGINEER SHOULD BE 13. THE BEDS SHALL BE CONSTRUCTED WITH THE IN -DRAINS UNITS PLACED CONTACTED BY THE PROJECT MANAGER/CONTRACTOR WELL IN ADVANCE TO WITH A MINIMUM 6" LAYER OF CONCRETE SAND BELOW AND ALONG THE TYPICAL YARD LANSCAPED SURFACE PROVIDE ADEQUATE TIME TO DISCUSS THE SYSTEM COMPONENTS WITH THE SIDES OF THE UNITS. FILTER FABRIC SHALL BE PLACED OVER THE OR AGGREATE PAVED SURFACE CONTRACTOR, ANSWER QUESTIONS, RESOLVE ANY CONFLICT ISSUES AND IN -DRAINS, AND DISTRIBUTION PIPE. SCHEDULE INSPECTION SITE VISITS BASED ON CONSTRUCTION PROGRESS. 14. THE MINIMUM COVER OVER THE TOP OF THE !N -DRAIN UNITS SHALL BE 12 4. COUNTY REGULATIONS REQUIRE THAT THE DESIGN ENGINEERS OF RECORD INCHES NOT TO EXCEED 30". THE TRENCH BOTTOM SURFACE AND PERFORM SITE INSPECTIONS OF THE PERMITTED SYSTEM DURING CONSTRUCTION SIDEWALLS SHALL BE SCARIFIED AND RACKED IF SMEARING OCCURS. AND PROVIDE "AS -BUILT" DOCUMENTATION OF THE INSTALLED SYSTEM TO THE j COUNTY AFTER CONSTRUCTION IS COMPLETE. THE REGULATIONS FURTHER 15. THE IN -DRAIN UNITS WILL BE BACKFILLED TO THE SURFACE WITH REQUIRE SITE INSPECTIONS AND APPROVAL BY THE COUNTY ENVIRONMENTAL EXCAVATED MATERIAL VOID OF ROCKS. THE BACKFILL MATERIAL SHALL NOT HEALTH DEPARTMENT OF THE EXPOSED COMPONENTS OF THE SYSTEM PRIOR TO EXCEED 3" DIAMETER. A MINIMUM 6" DEPTH OF TOPSOIL IS TO BE PLACED ;CAVATED MATERIAL COMPACTED BACKFILLING. THEREFORE THE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT ABOVE THE BACKFILL TO THE FINISH SURFACE GRADE. 190% STANDARD PROCTOR SHOULD ALSO BE CONTACTED AND NOTIFIED OF THE CONSTRUCTION SCHEDULE. 16. VERTICAL INSPECTION PORTS SHALL BE INSTALLED ON THE PERFORATED 5. CONTRACTOR SHOULD DISCUSS ISSUES REGARDING SPECIFICATIONS, INSTALLATION DISTRIBUTION PIPE AT THE TERMINAL CORNERS OF EACH BED. JITABLE BACKFILL OR CLASS 6 ROAD BASE AND OPERATION OF OWS MECHANICAL SYSTEMS AND CONTROLS WITH THE MANUFACTURERS REPRESENTATIVE AND/OR THE ENGINEER. 17. ALL INSTALLATION OF IN -DRAIN UNITS SHALL BE IN CONFORMANCE WITH THE MANUFACTURES INSTALLATION INSTRUCTIONS. 6. OUR DESIGN AND RECOMMENDATIONS ARE BASED UPON INFORMATION SUPPLIED TO US BY OTHERS. IF SUBSURFACE OR SITE CONDITIONS ARE FOUND TO BE 18. THE ABSORPTON TRENCHES/BED OR MOUND MUST BE GENERALLY MARKED COMPACTED SUBGRADE DIFFERENT FROM CONDITIONS ASSUMED OR INDICATED, WE SHOULD BE NOTIFIED AT THE FOUR CORNERS WITH ��SPEC 1ON�PORTS AANDNORIB RIEDIREBAR�Ir TO EVALUATE ANY EFFECT ON THE PROPOSED OWS IF THE COUNTYVZT ENVIRONMENTAL HEALTH DEPARTMENT REQUESTS CHANGES OR MODIFICATIONS TO THIS DESIGN, WE SHOULD BE CONTACTED TO EVALUATE AND RESPOND TO THE 19. THE ABSORPTON FIELD SURFACES MUST BE SLOPED TO DIVERT TRENCH CROSS-SECTION FOR REQUEST. SURFACE DRAINAGE AWAY FROM THE FIELD. -SDR -a5,26 OR SCHD'--40 J!JEES 7 CONTR MATTOR E SHOULD E VIEW ANY REGARDIONCONSTTHE ISN D PERMIT THE SYSAND TEM. 20• THE ENTIRE ABSORPTION FIELD SURFACE MUST BE REVEGATATED. WITN.T.S. 21. THE ABSORPTION FIELD SHALL BE INSTALLED PER THE REQUIRED SETBACK VEGATA71ON TOPSOIL LAYER MIN. 5" AERATED SOIL ZONE FILL LAYER NATIVE TOPSOIL FILTER FABRIC PERFORATED PVC - DISTRIBUTION PIPE IN -DRAIN UNIT STRAPPING CUSPATED PLASTIC CORE SAND LAYER CONC. SAND NATIVE SOIL 8. IF YOU HAVE ANY QUESTION OR NEED ANY ADDITIONAL INFORMATION, PLEASE DISTANCES: CALL. 10 feet from any property line. 25 feet from any potable water supply line. 20 feet from any occupied dwelling. 100 feet from any well, spring or cistern. 50 feet from any stream or water course. INSTALLATION NOTES 1. THE TREATMENT BEDS SHALL BE EXCAVATED TO LEVEL GRADE. 2. THE WIDTH OF THE EXCAVATION SHALL BE 10" 6'. INSTALL WITH 12" OF SAND BETWEEN ROWS 4'. 4 AND 6" AROUND PERIMETER OF IN -DRAIN UINTS. 3. BOTTOM OF THE BED SHALL BE FREE OF ORGANIC a a. MATERIAL AND ROCKS OVER 3 INCHES IN DIAMETER. 774E BOTTOM OF THE TRENCH SHALL BE SCARIFIED AND RAKED IF SMEARING OCCURS. 4. THE IN -DRAIN UNITS SHALL BE INSTALLED LEVEL END TO END WITH THE PAINTED STRIP 4" FACING UP. 5. INSTALL PERFORATED PIPE OVER THE TOP OF THE IN -DRAIN UNITS ON CENTER AND SECURE WITH ONE ELJEN CLAMP PER UNIT. 6. INSTALL FILTER FABRIC OVER PIPE AND TOP _T OF IN -DRAINS AND DRAPE DOWN THE SIDES OF THE SAND BED/EXCAVATION. 7. BACKFILL IN -DRAIN SYSTEM WITH SUITABLE EXCAVATED FILL FREE OF ROCKS OVER 3 INCHES IN DIAMETER. AVOID EXCESSIVE �" 48' MAX. COMPACTION OF FILL. AVOID COMPACTION DAMAGE TO SYSTEM WITH EXCAVATION EQUIPMENT 8. FINISH GRADE TO PREVENT SURFACE PONDING. REVEGATATE WITH APPROPRIATE GROUND COVER AND PROTECT FROM EROSION. 6" 25229.01 SrrE-OWS- ,• D. 0: NO DATE I REVISION BY LOT 1, BLCK 9, BRUSH CREEK VILLAGE 1865 MEDICINE BOW ROAD PITKIN, COUNTY ON-SITE WASTEWATER SYSTEM OWS PLAN AND SYSTEM DETAILS OPBmS E NGnuE mG, LLC. FOR ALICE KOELLE [VIL CONSULTANTS 502 MAIN STREET, SUITE A3 DES. PER CK. YTN FILE NO. SHEET 2 CARBONDALE, CO 81623 2fi229.01 OF 2 (970) 704-0311 DR. PER DATE 9-21-06