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Pitkin.EH.264310201006 (2020)
ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd· Aspen, CO · 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0001.2020.POWT Parcel ID #: 2643-102-01-006 Permit Issued: NEW REPAIR REMODEL/ADDITION TANK ONLY FIELD ONLY AMENDMENT Owner(s): Sorin Equity Partners III, LLC Property Address: 834 Chaparral Dr Legal Description: Size of Lot: 35 Acres Detached Accessory Unit: YES NO Size of Building: 7500 Sq. Ft. Size of Accessory Unit: Sq. Ft. This system is designed to serve 7 bedrooms Designed By: Roaring Fork Engineering Project #: Dated: Phone #: Mailing Address: 592 Hwy 133, Carbondale Fax #: Email Address: Perc Rate: .2 LTAR Profile Hole Depth: 8’ Depth to Groundwater or Bedrock: 8’ Minimum Tank Capacity: 1250 gallons Minimum Absorption Area: 3675 ft2 Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This system will consist of a 2000 gallon 2 compartment tank followed by a 500 gallon dosing tank with an Orenco pump system. The pump will pressure dose to an ADV with 4 zones of chamber beds. Each bed will consist of 78 chambers (3x26), 1.5” PVC with 3/16” holes drilled upwards every 5’ except 1st and last holes for drainage. A flushing valve will be installed a the end of each lateral. Beds must be separated by at least 6’, an observation port must be installed at each corner of each bed. A 100’ setback must be maintained to any well or unlined ditch. 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 within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the syst em by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as-built" drawing must be submitted and approved by EH before final approval of the system will be issued. Issued By: Bryan Daugherty, REHS Date: 5/22/20 Expires: 5/22/21 Installer: License #: Reactivation Authorized by: Final Approval Issued By: Date: New Expiration Date: EH Bryan Daugherty <bryan.daugherty@pitkincounty.com> Online Form Submittal: Septic (OWTS) Construction/Repair Permit Application 1 message noreply@civicplus.com <noreply@civicplus.com>Mon, Jan 6, 2020 at 12:14 PM To: schuyler.clay@pitkincounty.com, ehapps@pitkincounty.com Septic (OWTS) Construction/Repair Permit Application Job Parcel ID 264310201006 Physical Address 834 Chaparral Dr. System Type OWTS (Septic) Type of Permit New System Construction Application Residences 1 No. of Bedrooms 3 Lot 6 Block Field not completed. Filing Field not completed. Subdivision Chaparral Aspen Is this a multi-family structure? No Lot Size 35 acres Living Area Square Footage 7500 (Section Break) Uploads Site Plan 834 Chaparral Dr.- Building Permit Set.pdf Building Floor Plans McMahon Residence_Post-VE Coordination_12-02-2019.pdf Septic Soil Report Field not completed. System Design 834 Chaparral Dr.- OWTS Report 1-6-2020.pdf Additional Reports, etc.Field not completed. (Section Break) Primary Contact Information Primary Contact First Name Tyler Stevens Primary Contact Last Name (Or Company Name) Stevens Primary Contact Email tylers@rfeng.biz Address Primary Contact Address 592 Highway 133 Primary Contact Phone Number 9703792687 Primary Contact City Carbondale Primary Contact State CO Primary Contact Zip 81623 (Section Break) Primary Contact Information (If other than Owner) Primary Contact is Owner?No Owner First Name Tim Owner Last Name (Or Company Name) Sorin Equity Partners III LLC Owner Email Address timmcmahon@lisco.com Owner Mailing Address PO BOX 460 WOODY CREEK , CO 81656 Owner City Woody Creek Owner State CO Owner Zip 81656 Owner Phone 6419191278 Owner Fax Field not completed. Indicate Preferred Method of Payment Debit/Credit Card Payment Contact Email for Debit/Credit Payment tylers@rfeng.biz (Section Break) Designer Information Primary Contact is Designer?Yes (Section Break) PLEASE READ BEFORE SELECTING SUBMIT: By selecting SUBMIT, I certify that I am the owner or representative with the legal authority to agree to the conditions of this permit, the above information is complete and accurate, and that I have provided complete and accurate information in all of the documents included in my application package. I acknowledge that this department may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. Building Permit Instructions If this application is part of a building permit application, please bring a copy of this application to your building Pre-Submittal meeting. To get a copy, either enter your email address to receive a copy of your application, or select "Submit and Print" below. Email not displaying correctly? View it in your browser. Onsite Wastewater Treatment System Report LOT 6 834 CHAPARRAL DRIVE PITKIN COUNTY, CO March 27, 2020 Pg 1 Revised: March 27, 2020 Prepared by Richard Goulding, P.E. Roaring Fork Engineering 592 Highway 133 Carbondale, CO 8162 1 Table of Contents Table of Contents .......................................................................................................................................... 1 1.0 Existing Conditions ........................................................................................................................... 2 1.1 General .......................................................................................................................................... 2 1.2 Soil Conditions .............................................................................................................................. 2 2.0 OWTS Overview .............................................................................................................................. 3 2.1 Design Flow .................................................................................................................................. 4 2.2 Septic Tank Sizing ........................................................................................................................ 4 2.3 Soil Treatment Area Sizing ........................................................................................................... 4 2.4 Setbacks ........................................................................................................................................ 4 2.5 Distribution and Dosing ................................................................................................................ 4 2.6 Head Loss ...................................................................................................................................... 5 2.7 Pump Selection ............................................................................................................................. 5 3.0 Maintenance ...................................................................................................................................... 5 Appendix A: Geotechnical Report ............................................................................................................ 1 Appendix B: Soil Logs, Design Flows and STA Sizing ........................................................................... 2 Appendix C: Dosing Volumes .................................................................................................................. 3 Appendix D: Pump Curves ....................................................................................................................... 4 Appendix E: Product Information ............................................................................................................. 5 2 1.0 Existing Conditions 1.1 General The Project is located at 834 Chaparral Drive in Woody Creek east of Highway 82 and the Roaring Fork River. The site is an undeveloped lot and requires a building permit to build a 4 bedroom, 7-bed, single- family home. The property has an existing well for potable water at the northeast end of the property adjacent to the piped Salvation Ditch, gas, telephone and underground electric lines running along the south edge of the property, north of Chaparral Drive. There are no known existing cable or irrigation lines on the property. The site generally slopes east to west at a 6:1 ± grade. An existing irrigation ditch runs along the north side of the property, just uphill of the piped Salvation Ditch. Above the irrigation ditch is a Wildlife Protection Area. Figure 1 – Vicinity Map 1.2 Soil Conditions A copy of CTL Thompson’s Geotech report from June 25, 2019 is attached showing boring log results at seven different locations on site. Boring TH-7 is the closest to the proposed absorption field. The Geotechnical investigation found that subsoils consist of about nil to 3 inches of sandy clay “topsoil” underlain by clayey to silty sand with lenses of sandy clay and silt and scattered gravel. The site is mapped as an older alluvial fan above an upper gravel terrace. However, the judgement of CTL Thompson is that the alluvial fan is relatively thick within the building envelope, and geological constraints at this site would not inhibit development as planned. No free water was encountered in the borings at the time of drilling. 3 Two profile pits were excavated on July 9, 2019 and observed by Roaring Fork Engineering. The pits generally consisted of about 2 to 4 inches of topsoil, and then from there down, clayey silty and slightly moist soil to a depth of 8 feet. All layers had less than 35% rock. No free water was encountered during excavation. The two pits were of the same composition. Pictures of the typical profile pit are shown below. Soil pit locations can be found on sheet C-15 OWTS LAYOUT. Soil profile pit logs can be found in Appendix-B. Typical OWTS Profile Pit Soil samples of the native material were taken from both soil profile pits, so gradation testing could be performed. The soil passing the No. 10 sieve was tested according to the USDA NRCS Guide to Texture by Feel. The results showed the soil was a Silty Clay (Type 4) since it remained in a ball when squeezed, formed a greater than 2” ribbon while feeling smooth. Given this soil type and an effluent treatment Level of 1, Table 10-1 of the Pitkin County On-Site Wastewater Treatment System Regulations indicates the LTAR (Long Term Acceptance Rate) shall be 0.2 gallons per day per square foot. No secondary treatment is being proposed as all setbacks in Table 7.1 are met with the proposed design. 2.0 OWTS Overview The septic system will be designed in accordance with the Colorado Department of Public Health and Environment’s (CDPHE) Regulation 43 and Pitkin County regulations. A Colorado Department of Public Health and Environment (CDPHE) permit is not required for a system of this size. The wastewater design flows were calculated using section 43.6 of the Pitkin County On-site Wastewater Treatment System Regulations. The design flow used per person is 75 gallons per day. The assumed number of persons per bed is two for design purposes. These daily flows were used along with Section 43.7 to determine the minimum distances between components of the OWTS and the proposed well and pond. 4 Septic tanks will be used to bring the effluent to Treatment Level 1 (TL1). The minimum septic tank size will be 2,100 gallons as required by Section 43.9-B2-of the Pitkin County OWTS Regulations. The required soil treatment area (STA) was determined by section 43.10 of the Pitkin County On-site Wastewater Treatment System Regulations. The dosing volume was worked out to be 197 gallons. See dosing volumes appendix for calculations. The Orenco pump selection software was used to calculate the total dynamic head loss within the system. This information was then used to specify an adequate pump. 2.1 Design Flow The septic field will treat wastewater from the main residence. Pitkin County regulations require the design flow to include two people per bed with each person generating 75 gallons per day. - 7 beds x 2 people x 75 gallons per day = 1,050 gallons per day 2.2 Septic Tank Sizing For 7 beds, the minimum tank size according to the regulations is 2,100 gallons. Two tanks will be used in a series, a 2,000-gallon tank and then a 500-gallon tank. The first tank will be a two-compartment tank while the second tank will have a single compartment and house the Orenco dosing pump. This septic tank will bring the effluent to Treatment Level 1 (TL1) before it is pumped to the soil treatment area. 2.3 Soil Treatment Area Sizing Using the design flow of 1,050 gallons per day and the LTAR of 0.2 gallons per day per square foot, it was determined that the minimum STA is 3,675 square feet for bed configurations. A sizing adjustment factor/reduction of 0.8 has been applied to the soil treatment area as the STA will be pressure dosed. A 0.7 reduction factor has also been applied as chamber beds shall be utilized. 312 Quick 4 Plus infiltrators will be arranged in four beds. Each bed will have 3 rows with 26 infiltrators each. Each bed does not exceed the maximum width of 9 feet and will be spaced 6 feet from the adjacent beds. 2.4 Setbacks According to Table 7-1 of the Pitkin County OWTS Regulations the soil treatment area must be a minimum of 100 feet away from the proposed well and 100 feet away from the pond. 10 feet from lined irrigation ditches. The STA has been positioned to meet these setbacks. The septic tank and sewer lines also meet the required setbacks. 2.5 Distribution and Dosing The soil treatment area will be pressure dosed. The 500-gallon tank will house the Orenco pump and float tree. The pump will discharge into a pressurized 1.5-inch PVC transmission line up to the ADV (Alternating Distribution Valve). From the ADV four separate distribution 1.5-inch PVC pipes will convey effluent to the 1.5-inch PVC manifolds and laterals. The laterals run the entire length of the 5 chambers and are 1.5-inch PVC pipe that are suspended from the top of the chambers. The laterals shall have 1/8” orifice spaced every four feet. The transmission pipe running up to the ADV is sloped back toward the tank so the effluent will drain back into the pump basin when the pump shuts off. This is done to prevent freezing and eliminate stagnant fluid sitting in the line. The dosing volume for each field is based on dosing the field with 0.25” of effluent for each lateral of each zone for a total dosing volume of 197 gallons. The elevations of the floats in the dosing chamber shall be set 21 inches apart to meet this dosing volume. See the appendix for dosing calculations and OWTS drawings. 2.6 Head Loss The Orenco pump selection software was used to determine the total head loss for the system. Using the distribution pipe material, size and length, orifice size and spacing, bends, the max elevation lift, the manifold and the lateral piping configurations, a system curve was created. From this, the minimum pumping requirements were determined. A system curve is provided in the appendix. 2.7 Pump Selection The pump selected for the system is the Orenco PF5005 high head effluent pump. A pump curve, along with product information, can be found within the appendix. 3.0 Maintenance The Owner will follow the operation and maintenance required in Section 43.14 of the Pitkin County On- site Wastewater Treatment System Regulations. Below is a maintenance schedule for the OWTS. Maintenance and Cleaning Frequency Type of Component Inspection/Maintenance Cleaned or Pumped Septic Tanks Every 2 Years Every 2 Years, or As Needed Absorption Areas Every 6 Months N.A. Dosing or Pumping Chambers Every 6 Months Every 4 Years Appendix A: Geotechnical Report I N C O R P O R A T■ D GEOTECHNICAL ENGINEERING INVESTIGATION MCMAHON RESIDENCE HOMESTEAD 6, CHAPARRAL RANCH PITKIN COUNTY, COLORADO Prepared For: SORIN EQUITY PARTNERS 1602 Timberlake Drive Fairfield, IA 52526 Attention: Tim McMahon Project No. GS06371.000-120 June 25, 2019 234 Center Drive I Glenwood Springs, Colorado 81601 Telephone:970-945-2809 Fax:970-945-7411 TABLE OF CONTENTS SCOPE.............................................................................................................................................1 SUMMARYOF CONCLUSIONS.....................................................................................................1 SITECONDITIONS......................................................................................................................... 2 PROPOSEDCONSTRUCTION...................................................................................................... 2 GEOLOGICHAZARDS................................................................................................................... 3 SUBSURFACECONDITIONS........................................................................................................ 4 EARTHWORK................................................................................................................................. 6 Excavations................................................................................................................................ 6 Subexcavation and Structural Fill............................................................................................ 6 FoundationWall Backfill........................................................................................................... 7 FOUNDATIONS............................................................................................................................... 7 FLOORSYSTEMS.......................................................................................................................... 8 Slabs-On-Grade.......................................................................................................................... 8 STRUCTURAL FLOORS AND CRAWL SPACES.......................................................................10 FOUNDATIONWALLS.................................................................................................................10 SUBSURFACEDRAINAGE..........................................................................................................11 SURFACEDRAINAGE.................................................................................................................12 CONCRETE...................................................................................................................................13 SWIMMING POOL CONSTRUCTION..........................................................................................14 PROPOSEDPOND.......................................................................................................................15 ONSITE WASTWATER TREATMENT SYSTEM.........................................................................15 CONSTRUCTION OBSERVATIONS............................................................................................16 STRUCTURAL ENGINEERING SERVICES.................................................................................16 GEOTECHNICALRISK.................................................................................................................16 LIMITATIONS................................................................................................................................17 FIGURE 1 - VICINITY MAP FIGURE 2 -AERIAL PHOTOGRAPH FIGURE 3 - EXISTING SITE CONDITIONS FIGURE 4 - PROPOSED SITE DEVELOPMENT FIGURE 5- SUMMARY LOGS OF EXPLORATORY BORINGS FIGURES 6 AND 7 - SWELL -CONSOLIDATION TEST RESULTS FIGURES 8 THROUGH 10 - GRADATION TEST RESULTS FIGURED 11 AND 12 - FOUNDATION WALL DRAIN CONCEPTS TABLE I - SUMMARY OF LABORATORY TESTING SORIN EQUITY PARTNERS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 C:\Users\twhite\AppData\Local\Box\Box Edit\Documents\MvrvVUQF4UCv3a8lOKX40w==\GS06371.000120 R1.doc SCOPE This report presents results of our geotechnical engineering investigation for the planned McMahon Residence at Homestead 6, Chaparral Ranch in Pitkin County, Colorado. We conducted this investigation to evaluate subsurface condi- tions across the site and to develop geotechnical engineering recommendations for the building construction and other components of the planned site develop- ment. Our report was prepared from data developed from our field exploration, laboratory testing, engineering analysis and experience with similar conditions. This report includes a description of the subsurface conditions encountered in our exploratory borings and presents geotechnical engineering recommendations for design and construction of the building foundation and floor systems, below -grade walls, drain systems, swimming pool and pond. Recommendations contained in this report were developed based on the proposed site development shown on plans dated May 3, 2019 by Poss Architecture and Planning. We should be pro- vided updated plans as the planning process continues so that we can provide ge- otechnical engineering input. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS Subsurface conditions encountered in our exploratory borings drilled across the site consisted of about nil to 3 inches of sandy clay "top- soil" underlain by clayey to silty sand with lenses of sandy clay and silt and scattered gravel. Free groundwater was not encountered in our borings on the day of drilling. Three borings were cased with PVC pipe to allow future checks of groundwater. 2. We judge footing foundations are appropriate for the building. The undisturbed, natural soils at this site possess fair support character- istics. Footings designed with comparatively low bearing pressure can be supported on the undisturbed, natural clayey to silty sand soils. An alternative to enhance potential building performance and increase bearing pressure for design would be supporting footings on a 3-feet thickness of densely -compacted, granular, structural fill. Additional discussion is in the report. SORIN EQUITY PARTNERS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 3. We understand lower level floors in living areas will be structurally - supported by the foundation with crawl spaces below. Slab -on -grade floors are anticipated in garage areas. The undisturbed, natural soils at this site possess fair support characteristics. Potential perfor- mance of interior slabs could be enhanced by sub -excavation of at least 3 feet of soils below slabs and replacement with densely - compacted, granular, structural fill. 4. Exterior foundation wall drains should be provided around below - grade areas of the residence. Surface drainage should be designed and constructed to provide for rapid removal of water away from the residence and exterior concrete flatwork. SITE CONDITIONS Homestead 6 is within the Chaparral Ranch development in Pitkin County, Colorado. A vicinity map with the location of the site is shown on Figure 1. The property is an approximately 35-acre parcel accessed from Chaparral Drive. The property extends from steep mountainside slopes at the northeast to less steep transitional slopes above the valley floor to the west. An aerial photograph of the site is included as Figure 2. Ground surface slopes within the development enve- lope slope down toward southwest at grades between 5 and 15 percent. The Sal- vation Ditch cuts across the property just above the development envelope. Irriga- tion ditches and unimproved roads separate the property into 5 or 6 smaller hay fields. Existing site conditions are shown on Figure 3. It appears the majority of the property was historically flood -irrigated. PROPOSED CONSTRUCTION We were provided schematic design plans by Poss Architecture and Plan- ning showing the proposed development. A conceptual plan by for the McMahon Residence is shown on Figure 4. The residence will include a main level with gar- age space to the north and west of living areas. A lower level living area will be SORIN EQUITY PARTNERS 2 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 below the central part of the building footprint. An upper level will be above the north garage. Main level and lower level living area floors will be structurally - supported by the foundation with crawl spaces below the floors. Slab -on -grade floors are anticipated in garages. Existing ground surface elevations below the building footprint vary be- tween approximately 7670 feet and 7655 feet. It appears the main level finished floor will be at near 7645 feet, the lower level finished floor will be about 7646 feet and the upper level finished floor will be at 7668 feet. Foundation loads for the main residence are expected to vary between 2,000 and 5,000 pounds per lineal foot of foundation wall and maximum interior column loads of 120 kips for the main house. We should be provided with building plans, when available, so that we can adjust our recommendations, if necessary. South of residence will be several lawn areas, pool, hot tub, and fire pit. Grade separation will be facilitated with several "Beamstone" retaining walls. We anticipate these will be constructed with cast -in -place concrete. A small creek channel will be constructed east of the residence to convey water from the Salva- tion Ditch to a proposed pond. It appears the pond will be a non -jurisdictional wa- ter impoundment structure with a retained water height of 10 feet or less. GEOLOGIC HAZARDS We reviewed U.S. Geologic Survey mapping titled, "Geologic Map of the Woody Creek Quadrangle, Pitkin and Eagle Counties, Colorado" by Val L. Free- man (dated 1972). The property is mapped as an older alluvial fan (Qfb) above an upper gravel terrace (Qgc). The alluvial soil is described as poorly -sorted gravel, sand, silt and clay. The gravel terrace is described as sand, gravel, cobbles and boulders. Subsoils encountered in our borings are consistent with the mapped al- luvium. The alluvial fan is relatively thick within the building envelope. Our bor- SORIN EQUITY PARTNERS 3 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 ings did not reach the terrace gravels below the alluvium. We do not believe geo- logic constraints at this site would inhibit development of the site as planned. Groundwater below the site is tributary to the Roaring Fork River. The groundwater level will rise and fall seasonally with water levels in the river, howev- er the development envelope is at an elevation which will not be affected by the free ground water table. The Salvation Ditch appears to be piped above the site, which should prevent most problems from seepage loss. SUBSURFACE CONDITIONS Subsurface conditions were investigated by drilling seven exploratory bor- ings spaced across the site (TH-1 through TH-7) at the approximate locations shown on Figures 2 through 4. Borings were drilled with 4-inch diameter, solid - stem auger and a track -mounted drill rig. Drilling operations were directed by our engineer who logged subsurface conditions encountered in the borings and ob- tained samples. Graphic logs of the subsoils encountered in our exploratory bor- ings are shown on Figure 5. Subsurface conditions encountered in our exploratory borings consisted of about nil to 3 inches of sandy clay "topsoil" underlain by clayey to silty sand with lenses of sandy clay and silt and scattered gravel. Free groundwater was not en- countered in our borings on the day of drilling. Borings TH-2, TH-5 and TH-7 were piped with PVC to facilitate future checks of groundwater. All other borings were backfilled immediately after exploratory drilling was completed. A photograph tak- en during drilling operations is below. SORIN EQUITY PARTNERS 4 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 Drill rig and crew preparing to move away from TH-2 location Three samples of the soils from our borings were selected for one- dimensional, swell -consolidation testing. The samples exhibited no movement to 0.4 percent consolidation when wetted under a load of 1,000 psf. Swell - consolidation test results are shown on Figures 6 and 7. Five samples of the sub- soils selected for gradation analysis contained 4 to 48 percent gravel, 36 to 71 percent sand, and 15 to 48 percent silt and clay sized particles (passing the No. 200 sieve). Gradation test results are shown on Figures 8 through 10. Laboratory test results are summarized on Table I. SORIN EQUITY PARTNERS 5 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 EARTHWORK Excavations We anticipate required excavation depths of about 14 feet to construct the building. Excavations at the site can be accomplished using conventional, heavy- duty excavation equipment. Sides of excavations must be sloped or braced to meet local, state and federal safety regulations. Where excavations cannot be laid-back to safe slopes, earth retention systems, such as soil nails or micropiles, will be required. Earth retention may be required to support the uphill excavation for the lower level. The soils at this site will likely classify as Type B or Type C soils based on OSHA standards governing excavations. Temporary slopes sub- ject to OSHA regulations, deeper than 4 feet and above groundwater should be no steeper than 1 to 1 (horizontal to vertical) in Type B soils and 1.5 to 1 (horizontal to vertical) in Type C soils. Contractors are responsible for site safety and providing and maintaining safe and stable excavations. Contractors should identify the soils encountered and ensure that OSHA standards are met. We can provide designs for earth retention systems, if requested. Subexcavation and Structural Fill We judge footing foundations are appropriate for the building. An alternative to enhance potential building performance would be subexcavation of at least 3 feet of the soils below footings and floor slabs and replacement with densely - compacted, granular, structural fill. Structural fill may also be required to raise grades below floor slabs and exterior concrete flatwork. The excavated on -site soils can be reused as structural fill, below exterior flatwork, provided they are screened to remove rocks larger than 3 inches and that they are free of vegetation and debris. Structural fill below footings and interior slabs -on -grade should be constructed with an imported aggregate base course, such as a CDOT Class 6. SORIN EQUITY PARTNERS 6 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 LA Structural fill should be placed in loose lifts of 8 inches thick or less and moisture -conditioned to within 2 percent of optimum moisture content. Structural fill should be compacted to 98 percent of standard Proctor (ASTM D 698) maxi- mum dry density. Moisture content and density of structural fill should be checked by a representative of our firm during placement. Observation of the compaction procedure is necessary. Foundation Wall Backfill Proper placement and compaction of foundation backfill is important to re- duce infiltration of surface water and settlement of backfill. Ground surface set- tlement of more than 1 percent of backfill thickness is common adjacent to founda- tion walls. Structures placed over backfill zones, such as patios and driveway slabs, will need to be designed to accommodate differential movement. If it is im- portant to limit differential settlement of structures above backfill, the structure should be structurally supported to span over the backfill. The on -site excavated soils can be reused as foundation wall backfill, pro- vided they are screened to remove rocks larger than 3 inches and are free of veg- etation and debris. Backfill should be placed in loose lifts of approximately 10 inches thick or less, moisture -conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of maximum standard Proctor dry density (ASTM D 698). Our representative should be called to check moisture and density during placement. FOUNDATIONS We judge footing foundations are appropriate for the building. The undis- turbed, natural soils at this site possess fair support characteristics. Footings de- signed with comparatively low bearing pressure can be supported on the undis- turbed, natural clayey to silty sand soils. An alternative to enhance potential build- SORIN EQUITY PARTNERS 7 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 ing performance and increase bearing pressure for design would be supporting footings on a 3-feet thickness of densely -compacted, granular, structural fill. Im- ported CDOT Class 6 aggregate base course is recommended. Structural fill should be in accordance with recommendations in the Subexcavation and Struc- tural Fill section. Recommended design and construction criteria for footings are presented below. Footings supported by the undisturbed, natural soils should be de- signed for a maximum net allowable soil pressure of 1,200 psf. Foot- ings supported on a minimum 3-feet thickness of densely - compacted, granular structural fill can be designed for a maximum net allowable soil pressure of 3,500 psf. In either case, the weight of foundation wall backfill on the footings can be neglected. 2. A friction factor of 0.40 can be used to calculate resistance to sliding between concrete footings and the undisturbed natural soils or densely -compacted, granular, structural fill. 3. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum di- mensions of 24 inches by 24 inches. Larger sizes may be required, depending upon foundation loads. 4. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or soft soil pockets. We rec- ommend reinforcement sufficient to span an unsupported distance of at least 12 feet. 5. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at a depth of at least 42 inches below finished exterior grades for frost protection. The Pitkin County building department should be consulted regard- ing required frost protection depth. FLOOR SYSTEMS Slabs -On -Grade We anticipate that slab -on -grade floors will be constructed in garage areas. Exterior slabs -on -grade are also expected for the driveway and other concrete SORIN EQUITY PARTNERS 8 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 flatwork. Potential performance of interior slabs could be enhanced by sub - excavation of at least 3 feet of soils below slabs and replacement with densely - compacted, granular, structural fill. Recommendations in the Subexcavation and Structural Fill section should be followed. We recommend the following precautions for slab -on -grade construction at this site. Slabs should be separated from exterior walls and interior bearing members with slip joints which allow free vertical movement of the slabs. 2. The use of underslab plumbing should be minimized. Underslab plumbing should be pressure tested for leaks before the slabs are constructed. Plumbing and utilities which pass through slabs should be isolated from the slabs with sleeves and provided with flexible couplings to slab supported appliances. 3. Exterior concrete flatwork should be isolated from the buildings. These slabs should be well -reinforced to function as independent units. 4. Frequent control joints should be provided, in accordance with Amer- ican Concrete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling. 5. The International Building Code (IBC) may require a vapor retarder be placed between the base course or subgrade soils and the con- crete slab -on -grade floors. The merits of installation of a vapor re- tarder below floor slabs depend on the sensitivity of floor coverings and building to moisture. A properly installed vapor retarder (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces or products stored on the floor will be sensitive to moisture. The vapor retarder is most ef- fective when concrete is placed directly on top of it. A sand or gravel leveling course should not be placed between the vapor retarder and the floor slab. The placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. SORIN EQUITY PARTNERS 9 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 STRUCTURAL FLOORS AND CRAWL SPACES We understand that the lowest level floors in living areas of the residence will be structurally -supported by the building foundation with crawl spaces below. Design and construction issues associated with structural floors include crawl space ventilation and increased lateral earth pressure loads. The required air space between the floor system and the floor of the crawl space depends on the materials used to construct the floor. Building codes require a clear space of 18 inches between exposed earth and untreated wood floor components. For non - organic systems, we recommend a minimum clear space of 18 inches. This mini- mum clear space should be maintained between any point on the underside of the floor system (including beams and floor drain traps) and the soils. Where structurally supported floors are used, utility connections, including water, gas, air duct, and exhaust stack connections to floor supported appliances, should be capable of absorbing some deflection of the floor. Plumbing that passes through the floor should ideally be hung from the underside of the structural floor and not laid on the bottom of the excavation. It is prudent to maintain the mini- mum clear space below all plumbing lines. Control of humidity in crawl spaces is important for indoor air quality and performance of wood floor systems. We believe the best current practices to con- trol humidity involve the use of a vapor retarder or vapor barrier (10 mil minimum) placed on the soils below accessible subfloor areas. The vapor retarder/barrier should be sealed at joints and attached to concrete foundation elements. FOUNDATION WALLS Foundation walls which extend below -grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Many factors affect the values of the design lateral earth pres- SORIN EQUITY PARTNERS ,� O MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 sure. These factors include, but are not limited to, the type, compaction, slope, and drainage of the backfill, and the rigidity of the wall against rotation and deflec- tion. In general, for a very rigid wall where negligible or very little deflection will occur, an "at -rest" lateral earth pressure should be used in design. For walls that can deflect or rotate 0.5 to 1 percent of wall height (depending upon the backfill types), design for a lower "active" lateral earth pressure may be appropriate. Our experience indicates below -grade walls in typical residences deflect or rotate slightly under normal design loads, and that this deflection results in satisfactory wall performance. Thus, the earth pressures on the walls will likely be between the "active" and "at -rest" conditions. For backfill with the natural soils that are not saturated, we recommend de- sign of below -grade walls at this site using an equivalent fluid density of at least 45 pcf. This value assumes deflection; some minor cracking of walls may occur. If very little wall deflection is desired, a higher design value for the at -rest condition using an equivalent fluid pressure of 50 pcf is recommended. We should be pro- vided with construction plans, when available, so we can confirm these recom- mendations. SUBSURFACE DRAINAGE Surface water from precipitation, snowmelt, and runoff typically infiltrates backfill soils placed adjacent to building foundations. This can cause increased hydrostatic pressures on foundation walls and damp or wet conditions in below - grade areas, such as crawl spaces. To mitigate problems with subsurface water, we construction of perimeter foundation drains around below -grade areas in the residence. SORIN EQUITY PARTNERS 11 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 The foundation drains should consist of 4-inch diameter slotted PVC pipe encased in free draining gravel. A prefabricated drainage composite should be placed adjacent to foundation walls. Care should be taken during backfill opera- tions to prevent damage to drainage composites. Drains should lead to positive gravity outlets, or to sump pits where water can be removed by pumping. Gravity outlets should not be susceptible to clogging or freezing. The drain outlets should be checked at least twice each year to verify they are not blocked. Installation of clean outs along the drain pipes is recommended. Foundation drain concepts are shown on Figures 11 and 12. SURFACE DRAINAGE Surface drainage is critical to the performance of foundations, floor slabs, and concrete flatwork. Surface drainage should be designed to provide rapid run- off of surface water away from the proposed buildings. Proper surface drainage and irrigation practices can help control the amount of surface water that pene- trates to foundation levels and contributes to settlement or heave of soils and bed- rock that support foundations and slabs -on -grade. Positive drainage away from foundations and avoidance of irrigation near foundations also help to avoid exces- sive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. We recommend the following precautions. Performance of foundations and concrete flatwork is influenced by the moisture conditions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed resi- dence. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near SORIN EQUITY PARTNERS ,� 2 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 the foundation also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. rec- ommends the following precautions. The ground surface surrounding the exterior of the residence should be sloped to drain away from the building in all directions. We rec- ommend a minimum constructed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around the residence, where practical. 2. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and/or extensions should be provided at all downspouts so water discharges onto the ground beyond the backfill. We generally recommend against burial of downspout dis- charge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used, and it should slope to an open gravity out- let. Downspout extensions, splash blocks and buried outlets must be maintained by the home owner. 3. Irrigation should be limited to the minimum amount sufficient to main- tain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and maintained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture re- quirements. Irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of founda- tions. Plastic sheeting should not be placed beneath landscaped ar- eas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. CONCRETE Concrete in contact with soil can be subject to sulfate attack. We measured water-soluble sulfate concentrations of 0.00 percent in two samples of the subsoils from our borings at the site. For this level of sulfate concentration, ACI 332-08, Code Requirements for Residential Concrete, indicates there are no special re- quirements for sulfate resistance. SORIN EQUITY PARTNERS 13 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 In our experience, superficial damage may occur to the exposed surfaces of highly -permeable concrete, even though sulfate levels are relatively low. To con- trol this risk and to resist freeze -thaw deterioration, the water-to-cementitious ma- terials ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high-water tables. Concrete should have a total air content of 6% +/- 1.5%. We recommend all foundation walls and grade beams in contact with the subsoils be damp -proofed. SWIMMING POOL CONSTRUCTION Details showing the planned pool construction including depths, were not developed at the time of our investigation. A leveling course of structural fill may be beneficial below the pool footprint. Structural fill should be in accordance with the Subexcavation and Structural Fill section. We recommend placement of a ge- otextile separator fabric above the structural fill (or undisturbed natural soils). We recommend a 6-inch thick drain layer of screened rock between the separator fab- ric and the bottom of the pool shell. In many cases, the bottom and sides of pool shells are integrated and con- structed with concrete or shotcrete. Backside forms for pouring concrete or shot- crete application for wall construction are often set away from the excavation sides. Flowable fill (low -strength concrete) is a positive choice to fill the void be- tween the back of the concrete or shotcrete walls and the excavation sides. Struc- tural fill required to raise grades for the pool deck should be in accordance with the Subexcavation and Structural Fill section. CTL/Thompson, Inc. should be provid- ed detailed pool plans, as they become available, so we can refine our recom- mendations. SORIN EQUITY PARTNERS 14 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 PROPOSED POND Our exploratory borings TH-5 and TH-6 were drilled in the proposed loca- tion of a pond. Conceptual plans provided to us indicate the pond is planned as a non-jursidictional size water impoundment structure. As such, the pond will not be subject to the State Engineer's rules and regulations for construction of jurisdic- tional -sized reservoirs. A "Notice of Intent to Construct a Non -Jurisdictional Water Impoundment Structure" must be filed with Water Division 5 for review by the Dam Safety Engineer. The soils in the pond excavation will primarily be clayey to silty sand. We expect a liner will be required to prevent excessive seepage loss. A synthetic liner is likely a better choice than soil-bentonite mix. Ground water is not likely to be en- countered in the excavation. Drawings show two areas of pond sides sloped at near 1.5 to 1 (horizontal to vertical). The majority of pond slopes appear to be planned at near 7 to 1 (hori- zontal to vertical). Slopes steeper than about 3H to 1V may not be stable during draining of the pond. As pond construction plans progress, we should be provided information to allow consultation. ONSITE WASTWATER TREATMENT SYSTEM Our exploratory boring TH-7 was drilled in the potential area of the Soil Treatment Area (STA) for an Onsite Wastewater Treatment System (OWTS) for the residence. This boring is simply for preliminary information purposes. Design of the OWTS will require excavation of at least 2 profile pits to depths of about 8 feet, based on subsurface conditions at the site. Field and laboratory data from the pits would be used for design of the OWTS system. CTL/Thompson, Inc. can provide a proposal for design of the OWTS system, if requested. SORIN EQUITY PARTNERS 15 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 CONSTRUCTION OBSERVATIONS We recommend that CTL I Thompson, Inc. be retained to provide construc- tion observation and materials testing services. This would allow us the opportuni- ty to verify whether soil conditions are consistent with those found during this in- vestigation. If others perform these observations, they must accept responsibility to judge whether the recommendations in this report remain appropriate. I In our experience, it is beneficial to projects, from economic and schedule standpoints, when there is continuity between engineering consultation and the construction observation and materials testing phases. STRUCTURAL ENGINEERING SERVICES CTL I Thompson, Inc. is a full -service geotechnical, structural, materials, and environmental engineering firm. We understand that a structural engineering firm has been retained for design of the McMahon Residence. We would appreci- ate the opportunity to provide proposals for structural engineering services for your future projects. Our services include structural framing and foundation design for buildings and structures, as well as earth retaining systems. In our opinion, CTL Thompson, Inc. typically provides value to projects from schedule and economic standpoints. GEOTECHNICAL RISK The concept of risk is an important aspect of any geotechnical evaluation. The primary reason for this is that the analytical methods used to develop ge- otechnical recommendations do not comprise an exact science. The analytical SORIN EQUITY PARTNERS 16 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 tools which geotechnical engineers use are generally empirical and must be tem- pered by engineering judgment and experience. Therefore, the solutions or rec- ommendations presented in any geotechnical evaluation should not be considered risk -free and, more importantly, are not a guarantee that the interaction between the soils and that the proposed structure will perform as desired or intended. What the engineering recommendations presented in the preceding sections do consti- tute is our estimate, based on the information generated during this and previous evaluations and our experience in working with these conditions, of those measures that are necessary to help the building perform satisfactorily. This report has been prepared for the exclusive use of the client for the purpose of providing geotechnical design and construction criteria for the pro- posed project. The information, conclusions, and recommendations presented herein are based upon consideration of many factors including, but not limited to, the type of structures proposed, the geologic setting, and the subsurface condi- tions encountered. The conclusions and recommendations contained in the report are not valid for use by others. Standards of practice continuously change in the area of geotechnical engineering. The recommendations provided in this report are appropriate for three years. If the proposed project is not constructed within three years, we should be contacted to determine if we should update this report. LIMITATIONS Our exploratory borings were located to obtain a reasonably accurate pic- ture of subsurface conditions. Variations in the subsurface conditions not indicat- ed by our borings will occur. We should be provided with construction plans, as they become available, so that we can provide geo-structural engineering input. This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing SORIN EQUITY PARTNERS 7 MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 under similar conditions in the locality of this project. No warranty, express or im- plied, is made. If we can be of further service in discussing the contents of this re- port, please call. CTL THN tin Mechling, P.E6,A-5 Senior Principal Engineer..— uWAL JM:JDK:ac cc: Via email evowed BK. Ja4yy��� es D. Kellogg, P.E. ='J Division Manager SORIN EQUITY PARTNERS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 18 Aspen Va711L ;1 - i McMahon Residence 4r "17 0 r � tiP��y.Ra w 9-/4'ts dopy Creek Rd j Lenado Rq w 0 0 0 0 SCALE: 1' = 100, TH-2 TH-1 • TH-3 TH-5 • TH-4 • TH-6 TH-1 APPROXIMATE LOCATION • OF EXPLORATORY BORING. Sorin Equity Partners McMahon Realdence Project No. GS06371.000-120 PROPERTY BOUNDARIES AND IMAGE FROM PITKIN COUNTY GIS WEBSITE. Aerial Photograph Fig. 2 3 SCALE: 1' = 100, TH-1 APPROXIMATE LOCATION • OF EXPLORATORY BORING. Sorin Equity Partners McMahon Residence Project No. GS06371.000-120 SITE CONDITIONS FROM TOPOGRAPHIC SURVEY BY PEAK SURVEYING, INC. DATED AUGUST 7, 2018. Existing Site Conditions Fig. 3 SCALE: 1 ` = 1001 \ �"f \ \' Iluly Colored Sand�lonc '� ♦ _ \�, \ I .6- and Walkway, H-1\ • :�� ;<� IicamAmncWall, .e .S Gravel Driveway �'� nb � �\ \� d A A I.w \\ \ Slone Veneered Walls TH-1 APPROXIMATE LOCATION • OF EXPLORATORY BORING. SITE CONDITIONS FROM SCHEMATIC SITE PLAN BY DHM DESIGN DATED APRIL, 2019. Sohn Equity Partners McMahon Residence Project No. GS06371.000-120 Proposed Site Development Fig. 4 TH-1 TH-2 EL.7656 EL.7663 7,670 7,660 W 7,65000, 7/12 Lu LL OR CD z cc 0 7,640 6/12 0 0 0 L N EL a w 7,630 17/12 m z U Y � W J z w Z 7,620 w O O 0 F 0 w x O m 7,610 J Q U O J_ Q F Q 0 a a g co 2 7,600 w 0 V) w n 7 7,590 TH-3 TH-4 TH-5 TH-6 TH-7 EL.7648 EL.7662 EL.7641 EL.7645 EL.7622 r. MAIN LEVEL 00, FLOOR (EL = 7658) 5/12 - 9112 7/12 LOWER LEVEL 5/12 FLOOR (EL = 7648) 8/12 T o _ "- 8/12 10/12 o 11/12 I= 00, 15/12 I: 12/12 15/12 17/12 BOTTOM OF POND (EL = 7630) LEGEND: 7,670 TOPSOIL, SILTY CLAY, ORGANICS, SCATTERED GRAVEL, LOOSE, MOIST, RUST, BROWN. SAND, CLAYEY TO SILTY, LENSES OF SANDY CLAY AND SILT, SCATTERED GRAVEL, LOOOSE TO MEDIUM DENSE, MOIST, RUST, BROWN. (SC, SC-SM, CL, CL-ML, ML) 7,660 DRIVE SAMPLE. THE SYMBOL 7/12 INDICATES 7 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES. NOTES: 1. EXPLORATORY BORINGS WERE DRILLED ON JUNE 10, 2019 WITH 4-INCH DIAMETER, 7,650 SOLID -STEM AUGER AND A TRACK -MOUNTED DRILL RIG. 2. FREE GROUNDWATER WAS NOT ENCOUNTERED IN OUR BORINGS AT THE TIME OF DRILLING. TH-2, TH-5, AND TH-7 WERE PIPED WITH PVC TO ALLOW FUTURE CHECKS OF GROUNDWATER LEVELS. 3. LOCATIONS OF EXPLORATORY BORINGS ARE APPROXIMATE. ELEVATIONS OF BORINGS 7,640 WERE ESTIMATED FROM GROUND SURFACE CONTOURS SHOWN ON FIG. 3. 4. EXPLORATORY BORINGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS CONTAINED IN THIS REPORT. w uJ 7,630 7,620 4/12 4/12 7,610 11112 7,600 13/12 7,590 SORIN EQUITY PARTNERS SUMMARY LOGS OF EXPLORATORY BORINGS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 FIG. 5 0 -2 -3 Z 0 Cl) -4 Z Q a x W -5 0 Z O -6 U) W a -7 0 0 -g 0.1 APPLIED PRESSURE - KSF Sample of GRAVEL, CLAYEY (C From TH-1 AT 15 FEET 3 2 1 0 Z -2 0 1.0 0.1 1.0 APPLIED PRESSURE - KSF Sample of SAND, CLAYEY (SC) From TH-3 AT gn FFFT SORIN EQUITY PARTNERS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 NO MOVEMENT DUE TO WETTING 10 100 DRY UNIT WEIGHT= 106 PCF MOISTURE CONTENT= 15.4 % ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING 10 100 DRY UNIT WEIGHT= 105 PCF MOISTURE CONTENT= 19.1 % Swell Consolidation Test Results FIG. 6 7 6 5 4 3 2 1 0 -1 -2 -3 Z a e- -5 x w 0 Z -6 O cn w a' -7 a O U -8 0.1 1.0 APPLIED PRESSURE - KSF Sample of SAND, CLAYEY (SC) From TH-5 AT 5 FEET SORIN EQUITY PARTNERS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING 10 100 DRY UNIT WEIGHT= 111 PCF MOISTURE CONTENT= 9.1 % Swell Consolidation Test Results FIG. 7 LA M1 •W1 A 1 WIN 4 W-11 III CCU ��C�CC=CC:N�C�� ACC N��NI�N�N N-���NNNNIN�.N.�N•��I�. C��CCC��CC�C:� 'CppC��C N��NI�N�NN �.NNN�NI�. C ��CCC�C� `�� �pNpCCCC , 3urripie or GRAVEL, CLAYEY (GC) From TH - 1 AT 5/25 FEET GRAVEL 46 % SAND 36 %° SILT & CLAY 18 % LIQUID LIMIT % PLASTICITY INDEX % 'IM III W WM11-1•- „ „ , •, , , „ N- �NCC�CC�� N� ���l�1•, N��CGCCCC�C �—cC=��llll�l=IIIII_I=co:= N-��NNN NNNNNN�.��. C�C��CCC ��� � �N�NI�. •, , , '5ample of SAND, CLAYEY (SC) GRAVEL 7 % SAND 56 % From TH - 2 AT 10 FEET SILT & CLAY 37 % LIQUID LIMIT -- - - - -- PLASTICITY INDEX % SORIN EQUITY PARTNERS Gradation MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 Test Results FIG. 8 •eMiee ee a .e e e ----- ------ -------- ., N�--eeeeeeeeeeeeee--�`—N—eeeee.N--N —N—�--•— N----N ���CC�CCCC�GCC��CC�C�C ' . ----NNN--�---NNNe--ems e.— �e �C�CCCC�i�CC���C�N—,CSC N----NN—�--.NNN----- e---e.— e • C��CC� ., CoCCiCCC�CCD C�CCCCC� �� C�CMIMCpppp N�—eNe,—NNNNNeeeeeeeee�e�NNN--e�.ee- C . �---� ---� NN--N--NNN---.- C� N,��,-em>•�—,��•--u��N—es�-ewe.--,..�,nNe�.ere—,we>•r—e.— ee a ee ee „• e e a •e a e e e ee Jample of SAND, CLAYEY (SC) GRAVEL 8 % SAND 58 % From TH - 4 AT 10 FEET SILT & CLAY 34 % LIQUID LIMIT % PLASTICITY INDEX — % .-• •e ee ee a .e e e '' •' —NNN--NNNNN --_—.• �=� New—Ne�e.Ne��N—eNe�-- �—C=—NCC�N--N—.N —N----- N�---NNN--N--��NN----- :, N----NNN--NIA-NNN----- --N�NC:�N� .NNN---.— �CCC���CBC� CC.��� CC�CC�CC�CC�CiCiCDGCC�CC�CC�CC�CCiC�C=�C ., e N� MIMMOME CC�CCCC e�e�Ne�e.NNN—eN—.— N��e�eN—N_�i N�---N— N--N—.NNN----- C���CCCCCC�-NN—Ci�C�� ee Neese—�em� e�� �r-e�e.e-�-,..�enN,�-e,�—•,�—.— off ee ee• e e , •e e e e, ee 3UMPie Or SAND, CLAYEY (SC) From TH - 5 AT 10 FEET SORIN EQUITY PARTNERS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 _ GRAVEL 14 % SAND 71 SILT & CLAY 15 % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Results FIG. 9 Li KIA .-. • .•-. • •1 11 11 1 1 1 1 MMMMMMMMCM�� C�MMMM:CM� �MM0MM ��MMC�MM� BEE MMBMMMEM 1 C�=�MMBMSEE M� � MMMMMMMMMMM MEE MWE EEZ CMMMMMM;MMM�M MM �MMNEW M� M, MM.Will MMMMMMM:M M�MMCMM:MM M�MMMMMMCMCMM MMMMM:MCCMMMMMM�M :''� �� MMMMMMMMMM:001 - • 1 -=MMMMMMMMMEEN M� CMMM M EMM�MMMMMRMMMIMMMMMMM • 1 �M��MMMOME �MMMMMM� MMMMMMMMM:M M �MMMMMMMCMMM MCCMMMMEM, C�MMMCMMMMMEMWEEM:MMMMMMMMMMCM E mamm MMMMMMMMM MMMMMMMMMCBMMMMEMEMSEE ME 2 1 MM:M CM MMMMMMWOM7MINEW MMMMM 1 MMMMMM MMMMMMMWM MEN CMMMMMEWEEMMMMBCM :1 C�MMMEZE M:MMMMMCMM�MCOEM- CMMMMMM:MMMCM ., MEMSE 1 MM---MMMMM�M-M-I-MMC-M7-IM�MMMMM�M 11 11 1 11 11 11• 1 • 1 i •1 1 1 11 • sample of SAND, CLAYEY (SC) From TH - 6 AT 5 FEET GRAVEL 4 % SAND 4$ % SILT & CLAY 48 % LIQUID LIMIT PLASTICITY INDEX % .-• • • OMANI •1 11 11 1 1 1 1 �CM�MMMMMCMMMMM MEW �MEE MEWEE M�MMBp MMMMMM:MMM MMMMMMMM�M MM�M:MMCMMCMMSEE MM:�M�MMM :CMMMMM�M 1 NEE NEW WEM WE SEE WMMMWMM EE= WE MEN MCMCM E =1 �MMMEN ��MMMMMM�EN El MEN MMC=M�MM�WERMMMMCM MCM:�MMMM:BCMMMMEMMEEM EMM MMMSEE MOM --------------------- , �s����������-��CMMMMM� M CMCMMMMMMMMMMMM�MMMCMMMMMMMMM-M MM�MMMMMMMMMMMMMMWMMMMMMMMM:M=M :1 MMMMMMMMMMM_MMMMCMMCMMMM MMM�M •, �� MMM=CMMMMMMMMMC� MCMMM�M MM:�MMMMMMMMM:MMMMMMMzMMCMMCMA�M�M 11 11 1 11 11 11• 1 • 1 1 •1 1 1 11 • Sample oT From - SORIN EQUITY PARTNERS MCMAHON RESIDENCE PROJECT NO. GS06371.000-120 GRAVEL % SAND % SILT & CLAY % LIQUID LIMIT PLASTICITY INDEX % Gradation Test Results FIG. 10 ................. SLOPE PFR RFPQ .... .... .. ..... .. ... 2-3' .... . .. ..... BACKFILL ................. ................. PREFABRICATED - DRAINAGE SLOPE COMPOSITE PER (MIRADRAIN 6000 OSHA OR EQUIVALENT) COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTEXTILE FABRIC (MIRAFI 14ON OR EQUIVALENT). NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. STRUCTURALLY SUPPORTED ... .. . FLOOR SYSTE14 ......... ... ............. ..................... ................................. .................................. 1� . ..................... 2 8" MINIMUM I- OR BEYOND 1:1 SLOPE FROM BOTTOM OF FOOTING. (WHICHEVER IS GREATER) rCRAWL SPACE -) "MUD SLAB" OR VAPOR BARRIER ATTACH PLASTIC SHEETING TO FOUNDATION WALL 1-4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE LAID IN A TRENCH WITH A SLOPE OF AT LEAST 1/8 INCH DROP PER FOOT OF DRAIN. ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33, NO. 57 OR NO. 67). EXTEND GRAVEL TO AT LEAST 1/2 HEIGHT OF FOOTING. Sorin Equity Partners McMahon Residence Project No. GS06371.000-120 Foundation Wall Drain Concept Fig. 11 e 0 SLOPE 2-3' BACKFlLL� - PREFABRICATED DRAINAGE SLOPE COMPOSITE PER (MIRADRAIN 6000 OSHA OR EQUIVALENT) COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTEXTILE FABRIC (MIRAFI 14ON OR EQUIVALENT). m �o o 2"•.MINIMUM 8" MINIMUM I --- OR BEYOND 1:1 SLOPE FROM BOTTOM OF FOOTING. (WHICHEVER IS GREATER) NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. PROVIDE PLASTIC SHEETING GLUED TO FOUNDATION WALL TO REDUCE MOISTURE PENETRATION PROVIDE POSITIVE SUP JOINT BETWEEN SLAB AND WALL. FLOOR SLAB L 4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE LAID IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33, NO. 57 OR NO. 67). EXTEND GRAVEL TO AT LEAST 1/2 HEIGHT OF FOOTING. Foundation Wall Drain Sorin Equity Partners Concept McMahon Residence Project No. GS06371.000-120 Fig. 12 0 z Fo Cl) N Lu F- O � O O n F M ON m O QO J Z LL O r W a. �a D z O ~ U (7 U C7 a_ Of W ;w Cn U) U) U) U ) U ) Un J Un J J U) r r r ; r } ; r > U U w ¢ ¢ w ¢ w ¢ w r w w w w o w } ❑ ❑ a a ¢ ¢ Z J Z z w W U U U U U U U ¢ U 0 Q Q Q � Z Z 0 Z 0 ¢ >7 ¢ C� C� U¢n c¢n c¢n «q a to a ul U U _Z o uJ UI N W o , In coa0 co U') < z U) z❑ Uzo cfl Cl) m LO W a J z z w a0 wCO w m � 2 o O O O J v O O U) U) ul U) J U) w � J J F- w o O 17 V U) 3: o 0 0 w F- C/) J J W U) ~�x U C� ¢ Z wa J m a❑� w � -- �a N O N N N Ce7 ¢ J J o Z a o o rn o o w ❑ w� az FW- o M V o0 tD c- O r, � r N N Z v O N c- O O gU aW w N lf) O cn O N Lr) w a OU QZ N N C? V V cn 9 9 UO Il t` W!Y O QI- 2 2 2 2 2 2 2 2 2 2 2 2 2 a 00 x W ui a D U) U) w Of a z W D m W O U) _Z ❑ w U) U w U) W H U a z_ W D J w ¢ C7 w z a) m co a Appendix B: Soil Logs, Design Flows and STA Sizing 2" to d" TOPSOIL 7' -8" 8 SOIL PROFIL E PIT / \\ TOPSOIL SIL T Y CL A Y L ESS THAN 35$ ROCK SCALE 1:2 SOIL PROFIL E PIT 2 FVIIJIM 2" to d" TOPSOIL 7' -R" 8' /. SOIL PROFIL E PI TS WERE OBSER VEO ON Jul Y 9, 2019. 2. L OCA TIONS OF SOIL PROFIL E PI TS ARE SHOWN ON THE OW TS L A YOU DESIGN. 3. THE SOIL PROFIL E PIT L OGS ARE ORA WN TO OEP TH. d. L INES BETWEEN MA TERIAL S SHOWN ON THE PROFIL E PIT REPRESENT THE APPROXIMA TE BOUNDARIES BETWEEN THE MA TERIAL S T YPES AND THE TRANSI TIONS MA Y SE GRADUAL L. 5. NO FREE WA TER OR E VIDENCE OF A WA TER TASL E WAS ENCOUNTERED IN El THER SOIL PROFIL E PI T. FL UC TUA TION IN WA TER L E VEL MA Y OCCUR WI TH TIME. 6. NO BED ROCK WAS ENCOUNTERED. PROJECT: 83d CHAPARRAL 0WTS ROARING FORK ENGINEERING DESCRIP TION: SOIL PROFIL E PIT L OG 592 HIGHWA Y 133 DA TE : MARCH 30, 2020 CARBONDAL E, COL ORADO 91623 r DRAWN BY: TRS ph: (970)3d0-d130 f : (866)876-5873 NO T FOR CONS TRUC TION , B A S I C S T A C A L C U L A T O R Except for Soil Type 0, the LTAR may vary, depending on the Soil Type and the Treatment Level of the effluent. You may adjust the LTAR for Soil Types 1‐5 by choosing different Treatment Levels, but for Soil Type "0" the LTAR will always be "1" regardless of Treatment Level. Remember that HLT systems are always pressure‐dosed, so no additional sizing reductions are given for Manufactured or Chamber distribution media for HLT systems. DISCLAIMER: the OWTS Regulations may limit sizing options based on types of systems, effluent application methods, treatment levels, etc. Not all of the sizing options shown in the calculated tables will apply to every system. These calculations must be verified by the design engineer. Enter Design Flow (gpd) 1050 House size in sq ft 7950 Minimum Tank Size 2100 Enter Number of Bedrooms (including office(s), ADU, etc.) 7 Select LTAR 0.2 Flow Per Person 75 Select Effluent Application Factor 0.8 Enter Additional Flow in GPD 0 FOR HLT SYSTEMS w / ANY DIST. MEDIA See Distrbution Media Tabs below for design details T R E N C H S T A 4200 B E D S T A 5250 FOR TL1 w / GRAVEL DISTIRBUTION MEDIA CLICK HERE to go to / return to this TAB T R E N C H S T A 4200 B E D S T A 5250 FOR TL1 w / MANUFACTURED DIST. MEDIA CLICK HERE to go to / return to this TAB T R E N C H S T A 3780 B E D S T A 4725 FOR TL1 w / CHAMBER DISTRIBUTION MEDIA CLICK HERE to go to / return to this TAB T R E N C H S T A 2940 B E D S T A 3675 To Calculate STA Reductions for Deep Gravel CLICK HERE to go to / return to this TAB To Calculate Distirbution Pipe Volume CLICK HERE to go to / return to this TAB C H A M B E R D I S T R I B U T I O N M E D I A W O R K S H E E T The minimum required number of chambers are based on the wastewater flow, LTAR and method of effluent application entered in TAB 1. To change any of those parameters, such as using pressure dosing instead of siphons just click HERE to return to TAB 1 and make changes ‐ this sheet will automatically recalculate with that info. * NOTE: FOR HLT SYSTEMS ‐ WHICH MUST BE PRESSURE DOSED ‐ NO ADDITIONAL SIZING REDUCTIONS ARE PERMITTED FOR USE OF CHAMBERS PER SECTION 16.1.I FOR HLT EFFLUENT*INSTRUCTIONS: Determine the STA from the tables at left that reflects the STA type and T R E N C H S T A 4200 wastewater TL and select it from the drop down list in the YELLOW box below: B E D S T A 5250 3675 FOR TL1 EFFLUENT T R E N C H S T A 2940 B E D S T A 3675 MINIMUM REQUIRED NUMBER OF UNITS ARE SHOWN IN TABLES BELOW ‐ FOR EQUAL EFFLUENT DISTRIBUTION THE NUMBER OF CHAMBERS IN EACH BED ROW OR TRENCH MUST BE EQUAL, WHICH MAY REQUIRE MORE CHAMBERS THAN SHOWN BELOW. DISTRIBUTION LINES ARE REQUIRED WITHIN THE CHAMBERS. ADS PIPE INC UNITS INFILTRATOR SYSTEMS INC UNITS Arc 18 (18" wide trench)525 Quick 4 Plus Standard 306 Arc 24 (24" wide trench)408 Quick 4 Plus Low Profile 306 Arc 36 263 Quick 4 Plus High Capacity 306 Arc 36 HC 245 RESERVED Arc 36 LP 263 RESERVED RESERVED RESERVED RESERVED RESERVED #rows #infiltrators/row Width of System (ft) Length of System (ft) Total Infiltrators Excavation Area (ft2) Total Area of System (ft2) 1 307 3 1228 307 3684 3684 2 154 12 616 308 3696 7392 3 103 21 412 309 3708 8652 4 77 30 308 308 3696 9240 5 62 39 248 310 3720 9672 6 52 48 208 312 3744 9984 7 44 57 176 308 3696 10032 8 39 66 156 312 3744 10296 9 35 75 140 315 3780 10500 10 31 84 124 310 3720 10416 11 28 93 112 308 3696 10416 12 26 102 104 312 3744 10608 13 24 111 96 312 3744 10656 14 22 120 88 308 3696 10560 #rows #infiltrators/row Width of System (ft) Length of System (ft) Total Infiltrators Excavation Area (ft2) 1 307 3 1228 307 3684 2 154 6 616 308 3696 3 103 9 412 309 3708 4 77 12 308 308 3696 5 62 15 248 310 3720 6 52 18 208 312 3744 7 44 21 176 308 3696 8 39 24 156 312 3744 9 35 27 140 315 3780 10 31 30 124 310 3720 11 28 33 112 308 3696 12 26 36 104 312 3744 13 24 39 96 312 3744 14 22 42 88 308 3696 15 21 45 84 315 3780 16 20 48 80 320 3840 17 19 59 76 323 4484 18 18 63 72 324 4500 19 17 66 68 323 4488 20 16 70 64 320 4448 21 15 73 60 315 4380 22 14 77 56 308 4284 23 14 80 56 322 4480 24 13 84 52 312 4342 Trench System Bed System Appendix C: Dosing Volumes Dosing Calculations Project Name: 834 Chaparral Project Number: 2019-26 Date: 1/5/2020 By: RBG 1 Calculate total STA pipe length Variable Description Notes Number of Zones 4 Number of Laterals per Zone 3 Number of Infiltrators per Lateral 26 Number of Infiltrators 312 Llateral Lateral Length 104 ft = #infiltrators * 4 ft/infiltrator Ltotal-lateral Total Pipe Length Per Zone 312 ft 2 Calculate approach pipe system volume Pipe Material PVC Pipe Type Schedule 40 Lapproach Approach Pipe Length 84 ft φpipe Pipe Diameter 1.50 in According to manufacturer ID Pipe Inner Diameter 1.610 in According to manufacturer Vapproach Pipe Volume 1.188 cf = Ltotal*0.25* Π * (ID[in]/12)2 Vapproach Pipe Volume 8.9 gal = Vlateral [cf] * 7.48 gal/cf 3 Calculate manifold pipe system volume Pipe Material PVC Pipe Type Schedule 40 Lmanifold Approach Pipe Length 8 ft φpipe Pipe Diameter 1.50 in According to manufacturer ID Pipe Inner Diameter 1.500 in According to manufacturer Vmanifold Pipe Volume 0.098 cf = Ltotal*0.25* Π * (ID[in]/12)2 Vmanifold Pipe Volume 0.7 gal = Vlateral [cf] * 7.48 gal/cf 4 Calculate lateral pipe system volume Pipe Material PVC According to Pitkin County Regulations Pipe Type Schedule 40 Lmanifold Approach Pipe Length 312 ft φpipe Pipe Diameter 1.50 in According to manufacturer ID Pipe Inner Diameter 1.500 in According to manufacturer Vlateral Pipe Volume 3.829 cf = Ltotal*0.25* Π * (ID[in]/12)2 Vlateral Pipe Volume 28.6 gal = Vlateral [cf] * 7.48 gal/cf 5 Calculate total pipe volume Vtotal Total Pipe Volume 38.3 gal = Vapproach + Vmanifold + Vlateral 6 Calculate dosing/pumping volume required φvault Height 4.67 ft Second chamber (max water elevation) φvault Width 3.88 ft Second chamber φvault Length 3.88 ft Second chamber V/ftchamber Volume of Chamber Per Foot 112 gal/ft According to details and manufacturer Vdosing Estimated Dosing Volume 194 gal 0.25" of water dosed over 4 beds Hcalculated Calculated Operating Depth 1.73 ft = Vdosing / V/ftchamber Hcalculated Calculated Operating Depth 20.78 in = Hcalculated [ft] * 12in/ft Hactual Actual Operating Depth Drawdown 21.00 in Vdosing Actual Dose Volume 197 gal = V/ftchamber * Hactual P:\2019\32-834 Chapparal Drive\12-OWTS\OWTS Calculations Printed: 1/5/2020 Page 1 of 1 Appendix D: Pump Curves Pump Selection for a Pressurized System - Single Family Residence Project Parameters Discharge Assembly Size Transport Length Before Valve Transport Pipe Class Transport Line Size Distributing Valve Model Transport Length After Valve Transport Pipe Class Transport Pipe Size Max Elevation Lift Manifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Cell Lateral Length Lateral Pipe Class Lateral Pipe Size Orifice Size Orifice Spacing Residual Head Flow Meter 'Add-on' Friction Losses 1.50 5 40 1.50 6404 84 40 1.50 0 8 40 1.50 12 104 40 1.50 3/16 5 5 None 0 inches feet inches feet inches feet feet inches feet inches inches feet feet inches feet Calculations Minimum Flow Rate per Orifice Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential 1st/Last Orifice Transport Velocity Before Valve Transport Velocity After Valve 0.97 63 62.8 3 8.7 9.9 9.9 gpm gpm % fps fps Frictional Head Losses Loss through Discharge Loss in Transport Before Valve Loss through Valve Loss in Transport after Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses 11.8 1.0 21.2 17.3 0.5 1.0 0.0 0.0 feet feet feet feet feet feet feet feet Pipe Volumes Vol of Transport Line Before Valve Vol of Transport Line After Valve Vol of Manifold Vol of Laterals per Zone Total Vol Before Valve Total Vol After Valve 0.5 8.9 0.8 32.9 0.5 42.7 gals gals gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 62.8 57.8 gpm feet 0 1020304050607080 0 20 40 60 80 100 120 140 160 Net Discharge (gpm) PumpData PF5007 High Head Effluent Pump 50 GPM, 3/4HP 230V 1Ø 60Hz, 200/230/460V 3Ø 60Hz Legend System Curve: Pump Curve: Pump Optimal Range: Operating Point: Design Point: Appendix E: Product Information 500 Gallon Top Seam - 1 CP Item 0 500T=1CP-HH with High Head Pump DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 23.4 ft2 • f'c ® 28 days; concrete = 6,000 PSI Min. Installation: • Tank to be set on 5" min. sand bed or pea gravel • Tank to be backfilled uniformly on all sides in lifts less than 24" and mechanically compacted • Excavated material may be used for backfill, provided large stones are removed • Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2' below grade • Meets C1644-06 for resilient connectors • Inlet and Outlet identified above pipe • Delivered complete with internal piping • Control Panel to be mounted in sight line of tank • 4' Maximum bury depth ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0'-0" 3'-0" 1'-0" 4'-0" 2'-0" 4'-0" 3'-0" 4'-0" DRY 4' — 0" *Service contracts available for maintenance.* C Q 11 Jv Top �TMK View ID / 20" Clear Access i /24" Minimum Height Wires to uick Disconnect Panel all valve Altemate Flexible Boot �D�'a'gg Height 73" \ . '-Butyl Rubber Sealant e 1 e e Diciaing Secs Invert I Dimensions fil l F— '' W La l 1 54" 3" 1 1 Section - 52" View Pump: • Lowers TSS and improves effluent quality to field • Complete installation (wiring, panel, mounting and start-up procedures) • Complete warranty Net Net Weight i Min. Capacity Lid Tank Total 7' Long x 7' Wide Inlet Outlet Length Width Hgt. 56" below inlet 56" 54"or73" 58" 58" 1 92" 522 gals 1,340 Ibs 4,100 Ibs 5,640 Ibs I O VALLEY PRECAST, Inc. Buena Vista, Colorado Phone: 719-395-6764 Fax: 719-395-3727 Website: wwwmalleyprecastoom Email: frontdesk@valleyprecastoom Item 0 2000 Gallon Top Seam - 2CP 2000T-2CP DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 87.75 ft2 • f'c ® 28 days; concrete = 6,000 PSI Min. Installation: • Tank to be set on 5" min. sand bed or pea gravel • Tank to be backfilled uniformly on all sides in lifts less than 24" and mechanically compacted • Excavated material may be used for backfill, provided large stones are removed • Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2' below grade • Meets C1644-06 for resilient connectors • Inlet and Outlet identified above pipe • Delivered complete with internal piping • 4' Maximum bury depth ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0'-0" 3'-0" 1'-0" 3'-0" 2'-0" 4'-0" 3'-0" 4'-0" DRY 4'-0" 162" •° I TANK ID T AL. ° ° Digging Specs I Invert I Dimensions I Net Capacity Net Weight 15' Long x 8' Wide Inlet Outlet Length Width Height Inlet Side Outlet I Total Lid Tank Total 56" below inlet 56" 53" 162" 78" 68" 1559 gal 507 gal 2066 gal 5420 Ibs 15530 Ibs 20950 Ibs 1% O VALLEY ❑ PRECAST, Inc. Buena Vista, Colorado Phone: 719-395-6764 Fax: 719-395-3727 Website: wwwxalleyprecastcom Email: frontdesk@valleypnecastoom Quick4 INFILTRATOR The Quick4` Plus water technologies Standard Chamber The Quick4 Plus Standard Chamber offers maximum strength through its two center structural columns. This chamber can be installed in a 36-inch-wide trench. Like the original line of Quick4 chambers, it offers advanced contouring capability with its Contour Swivel Connection TL' which permits turns up to 15-degrees, right or left. It is also available in four -foot lengths to provide optimal installation flexibility. The Quick4 Plus All -in -One 12 Endcap, and the Quick4 Periscope are available with this chamber, providing increased flexibility in system configurations. Maximum Strength Size 34"W x 53"L x 12"H (864 mm x 1346 mm x 305 mm) Effective Length 48" (1219 mm) Louver Height 8" (203 mm) Storage Capacity 47 gal (178 L) Invert Height 0.6" (15 mm), 5.3" (135 mm), 8.0" (203 mm), 12.7" (323 mm) Quick4 Plus Standard Chamber Benefits: • Two center structural columns offer increased stability and superior strength • Advanced contouring connections • Latching mechanism allows for quick installation • Four -foot chamber lengths are easy to handle and install • Supports wheel loads of 16,000 Ibs/axle with 12" of cover � I- I � II • Quick4 Plus All -in -One 12 Endcap Benefits: • May be used at the end of chamber row for an inlet/outlet or can be installed mid -trench • Mid -trench connection feature allows construction of chamber rows with center feed, as an alternative to inletting at the ends of chamber rows • Center -feed connection allows for easy installation of serial distribution systems • Pipe connection options include sides, ends or top Quick4 Plus All -in -One Periscope Benefits: • Allows for raised invert installations • 180' directional inletting • 12" raised invert is ideal for serial applications Certified by the International Association of Plumbing and Mechanical Officials (IAPMO) APPROVED in Quick4 Plus Standard Chamber ,2,zzz� 34" Quick4 Plus All -in -One 12 Endcap FRONT VIEW Quick4 Plus All -in -One Periscope �i INFILTRATOR® water technologies QUICK4 PLUS Al -'"'-ONE PERISCOPE i0 Quick4.P`US CHAMBER SYSTEMS • C� �r �rC►:rC� �r►:rC�: C� PRESSURIZED PIPE DRILL ATIONS 48" EFFECTIVE LENGTH FIT SIDE VIEW INFILTRATOR WATER TECHNOLOGIES, LLC ("INFILTRATOR") Infiltrator Water Technologies, LLC STANDARD LIMITED Drainfield WARRANTY (a) The structural integrity of each chamber, endcap, EZflow expanded polystyrene and/or other accessory manufactured by Infiltrator ("Units"), when installed and operated in a leachfield of an onsite septic system in accordance with Infiltrator's instructions, is warranted to the original pur- chaser ("Holder") against defective materials and workmanship for one year from the date that the septic permit is issued for the septic system containing the Units; provided, however, that if a septic permit is not required by applicable law, the warranty period will begin upon the date that installa- tion of the septic system commences. To exercise its warranty rights, Holder must notify Infiltrator in writing at its Corporate Headquarters in Old Saybrook, Connecticut within fifteen (15) days of the alleged defect. Infiltrator will supply replacement Units for Units determined by Infiltrator to be covered by this Limited Warranty. Infiltrator's liability specifically excludes the cost of removal and/ or installation of the Units. (b) THE LIMITED WARRANTY AND REMEDIES IN SUBPARAGRAPH (a) ARE EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE UNITS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE (c) This Limited Warranty shall be void if any part of the chamber system is manufactured by anyone other than Infiltrator. The Limited Warranty does not extend to incidental, consequential, special or indirect damages. Infiltrator shall not be liable for penalties or liquidated damages, including loss of production and profits, labor and materials, overhead costs, or other losses or expenses incurred by the Holder or any third party. Specifically excluded from Limited Warranty coverage are damage to the Units due to ordinary wear and tear, alteration, accident, misuse, abuse or neglect of the Units; the Units being subjected to vehicle traffic or other conditions which are not permitted by the instal- lation instructions; failure to maintain the minimum ground covers set forth in the installation instruc- 91, tions; the placement of improper materials into the system containing the Units; failure of the Units or the septic system due to improper siting or improper sizing, excessive water usage, improper grease disposal, or improper operation; or any other event not caused by Infiltrator. This Limited Warranty shall be void if the Holder fails to comply with all of the terms set forth in this Limited Warranty. Further, in no event shall Infiltrator be responsible for any loss or damage to the Holder, the Units, or any third party resulting from installation or shipment, or from any product liability claims of Holder or any third party. For this Limited Warranty to apply, the Units must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and Infiltrator's installation instructions. (d) No representative of Infiltrator has the authority to change or extend this Limited Warranty. No 4 Business Park Road P.O. Box 768 warranty applies to any party other than the original Holder. The above represents the Standard Old Saybrook, CT 06475 Limited Warranty offered by Infiltrator. A limited number of states and counties have different war- 860-577-7000 - Fax 860-577-7001 ranty requirements. Any purchaser of Units should contact Infiltrator's Corporate Headquarters in 1-800-221-4436 Old Saybrook, Connecticut, prior to such purchase, to obtain a copy of the applicable warranty, and www.inflitratorwater.com should carefully read that warranty prior to the purchase of Units. U.S. Patents: 4,759,661; 5,017,041; 5,156,488; 5,336,017; 5,401,116; 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844 Canadian Patents: 1,329,959; 2,004,564 Other patents pending. Infiltrator, Equalizer, Quick4, and Sidewinder are registered trademarks of Infiltrator Water Technologies. Infiltrator is a registered trademark in France. Infiltrator Water Technologies is a registered trademark in Mexico. Contour, MicroLeaching, PolyTuff, ChamberSpacer, MultiPort, PosiLock, QuickCut, QuickPlay, SnapLock and StraightLock are trademarks of Infiltrator Water Technologies. PolyLok is a trademark of PolyLok, Inc. Ti is a registered trademark of Ti INC. Ultra -Rib is a trademark of IPEX Inc. 0 2016 Infiltrator Water Technologies, LLC. All rights reserved. Printed in U.S.A. PLUS05 0816 6 4 04 Orenco Technical Specifications Data Sheet Model Inlet Size, in. (mm) Outlets Size, in. (mm) Flow Range, gpm (Usec) Max Head, ft (m) Min. Enclosure* V4402A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) VB1217 V4403A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) VB1217 V4404A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) VB1217 V4605A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) RR2418 V4606A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2,52) 170 (51,816) RR2418 V6402A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6403A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6404A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6605A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6606A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 * When using an enclosed basin, choose the next larger -sized diameter. Table 1. Automatic Distributing Valve Assembly Headloss Equations Model Series Equation Operating Range, gpm (Usec) V4400A HL = 0.085 x Q' '5 10 - 40 (0.63 - 2.52) V4600A HL = 0.085 x Q' 11 10 - 25 (0.63 -1.57) V6400A HL = 0.0045 x QZ + 3.5 x (1 - e-119 15 - 70 (0.95 - 4.42) V6600A HL = 0.0049 x Qz + 5.5 x (1 - &111 15 - 70 (0.95- 4.42) 35 g 30 a E 25 y y s 20 7 15 y y 10 a R N = 5 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) NTD-SF-VA-1 Orenco Systems' Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Rev. 2.0, © 03/17 Page 2 of 2 Technical Data Sheet Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 1 of 5 PF Series 60-Hz, 4-inch (100-mm) Submersible Effluent Pumps Applications Our 4-inch (100-mm) Submersible Effluent Pumps are designed to transport screened effluent (with low TSS counts) from septic tanks or separate dosing tanks. All our pumps are constructed of lightweight, corrosion-resistant stainless steel and engineered plastics; all are field- serviceable and repairable with common tools; 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, meeting UL requirements. Orenco’s Effluent Pumps are used in a variety of applications, includ- ing pressurized drainfields, packed bed filters, mounds, aerobic units, effluent irrigation, effluent sewers, wetlands, lagoons, and more. These pumps are designed to be used with a Biotube® pump vault or after a secondary treatment system. Features/Specifications To specify this pump for your installation, require the following: • Minimum 24-hour run-dry capability with no deterioration in pump life or performance* • Patented 1⁄8-inch (3-mm) bypass orifice to ensure flow recirculation for motor cooling and to prevent air bind • Liquid end repair kits available for better long-term cost of ownership • TRI-SEAL™ floating impeller design on 10, 15, 20, and 30 gpm (0.6, 1.0, 1.3, and 1.9 L/sec) models; floating stack design on 50 and 75 gpm (3.2 and 4.7 L/sec) models • Franklin Electric Super Stainless motor, rated for continuous use and frequent cycling • Type SOOW 600-V motor cable * Not applicable for 5-hp (3.73 kW) models Standard Models See specifications chart, pages 2-3, for a list of standard pumps. For a complete list of available pumps, call Orenco. Product Code Diagram PF - Nominal flow, gpm (L/sec): 10 = 10 (0.6) 15 = 15 (1.0) 20 = 20 (1.3) 30 = 30 (1.9) 50 = 50 (3.2) 75 = 75 (4.7) Pump, PF Series Frequency: 1 = single-phase 60 Hz 3 = three-phase 60 Hz Voltage, nameplate: 1 = 115* 200 = 200 2 = 230 4 = 460 Horsepower (kW): 03 = 1⁄3 hp (0.25) 05 = ½ hp (0.37) 07 = ¾ hp (0.56) 10 = 1 hp (0.75) 15 = 1½ hp (1.11) 20 = 2 hp (1.50) 30 = 3 hp (2.24) 50 = 5 hp (3.73) Cord length, ft (m):‡ Blank = 10 (3) 20 = 20 (6) 30 = 30 (9) 50 = 50 (15) Check valve: Blank = no internal check valve CV = internal check valve† * ½-hp (0.37kW) only † Available for 10 gpm (0.6 L/sec), 1/2 hp (0.37 kW) only ‡ Note: 20-ft cords are available only for single-phase pumps through 1½ hp Franklin Super Stainless Motor Franklin Liquid End Discharge Connection Bypass Orifice Suction Connection LR80980 LR2053896 Powered by Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 2 of 5 Technical Data Sheet Specifications Pump Model PF100511 10 (0.6) 0.50 (0.37) 1 115 120 12.7 12.7 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100511CV 10 (0.6) 0.50 (0.37) 1 115 120 12.7 12.7 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100512 10 (0.6) 0.50 (0.37) 1 230 240 6.3 6.3 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF10053200 10 (0.6) 0.50 (0.37) 3 200 208 3.8 3.8 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100712 4, 5 10 (0.6) 0.75 (0.56) 1 230 240 8.3 8.3 8 1 ¼ in. GFP 25.9 (658) 17 (432) 30 (14) 300 PF10073200 4, 5 10 (0.6) 0.75 (0.56) 3 200 208 5.1 5.2 8 1 ¼ in. GFP 25.4 (645) 17 (432) 31 (14) 300 PF101012 5, 6 10 (0.6) 1.00 (0.75) 1 230 240 9.6 9.6 9 1 ¼ in. GFP 27.9 (709) 18 (457) 33 (15) 100 PF10103200 5, 6 10 (0.6) 1.00 (0.75) 3 200 208 5.5 5.5 9 1 ¼ in. GFP 27.3 (693) 18 (457) 37 (17) 300 PF102012 5, 6, 7, 8 10 (0.6) 2.00 (1.49) 1 230 240 12.1 12.1 18 1 ¼ in. SS 39.5 (1003) 22 (559) 48 (22) 100 PF102032 5, 6, 8 10 (0.6) 2.00 (1.49) 3 230 240 7.5 7.6 18 1 ¼ in. SS 37.9 (963) 20 (508) 44 (20) 300 PF10203200 5, 6, 8 10 (0.6) 2.00 (1.49) 3 200 208 8.7 8.7 18 1 ¼ in. SS 37.9 (963) 20 (508) 44 (20) 300 PF150311 15 (1.0) 0.33 (0.25) 1 115 120 8.7 8.8 3 1 ¼ in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF150312 15 (1.0) 0.33 (0.25) 1 230 240 4.4 4.5 3 1 ¼ in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF200511 20 (1.3) 0.50 (0.37) 1 115 120 12.3 12.5 4 1 ¼ in. GFP 22.3 (566) 18 (457) 25 (11) 300 PF200512 20 (1.3) 0.50 (0.37) 1 230 240 6.4 6.5 4 1 ¼ in. GFP 22.5 (572) 18 (457) 26 (12) 300 PF20053200 20 (1.3) 0.50 (0.37) 3 200 208 3.7 3.8 4 1 ¼ in. GFP 22.3 (566) 18 (457) 26 (12) 300 PF201012 4, 5 20 (1.3) 1.00 (0.75) 1 230 240 10.5 10.5 7 1 ¼ in. GFP 28.4 (721) 20 (508) 33 (15) 100 PF20103200 4, 5 20 (1.3) 1.00 (0.75) 3 200 208 5.8 5.9 7 1 ¼ in. GFP 27.8 (706) 20 (508) 33 (15) 300 PF201512 4, 5 20 (1.3) 1.50 (1.11) 1 230 240 12.4 12.6 9 1 ¼ in. GFP 34.0 (864) 24 (610) 41 (19) 100 PF20153200 4, 5 20 (1.3) 1.50 (1.11) 3 200 208 7.1 7.2 9 1 ¼ in. GFP 30.7 (780) 20 (508) 35 (16) 300 PF300511 30 (1.9) 0.50 (0.37) 1 115 120 11.8 11.8 3 1 ¼ in. GFP 21.3 (541) 20 (508) 28 (13) 300 PF300512 30 (1.9) 0.50 (0.37) 1 230 240 6.2 6.2 3 1 ¼ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30053200 30 (1.9) 0.50 (0.37) 3 200 208 3.6 3.6 3 1 ¼ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF300712 30 (1.9) 0.75 (0.56) 1 230 240 8.5 8.5 5 1 ¼ in. GFP 24.8 (630) 21 (533) 29 (13) 300 PF30073200 30 (1.9) 0.75 (0.56) 3 200 208 4.9 4.9 5 1 ¼ in. GFP 24.6 (625) 21 (533) 30 (14) 300 PF301012 4 30 (1.9) 1.00 (0.75) 1 230 240 10.4 10.4 6 1 ¼ in. GFP 27.0 (686) 22 (559) 32 (15) 100 PF30103200 4 30 (1.9) 1.00 (0.75) 3 200 208 5.8 5.8 6 1 ¼ in. GFP 26.4 (671) 22 (559) 33 (15) 300 PF301512 4, 5 30 (1.9) 1.50 (1.11) 1 230 240 12.6 12.6 8 1 ¼ in. GFP 32.8 (833) 24 (610) 40 (18) 100 PF30153200 4, 5 30 (1.9) 1.50 (1.11) 3 200 208 6.9 6.9 8 1 ¼ in. GFP 29.8 (757) 22 (559) 34 (15) 300 PF301534 4, 5 30 (1.9) 1.50 (1.11) 3 460 480 2.8 2.8 8 1 ¼ in. GFP 29.5 (685) 22 (559) 34 (15) 300 PF302012 5, 6, 7 30 (1.9) 2.00 (1.49) 1 230 240 11.0 11.0 10 1 ¼ in. SS 35.5 (902) 26 (660) 44 (20) 100 PF30203200 5, 6 30 (1.9) 2.00 (1.49) 3 200 208 9.3 9.3 10 1 ¼ in. SS 34.0 (864) 24 (610) 41 (19) 300 PF303012 5, 6, 7, 8 30 (1.9) 3.00 (2.23) 1 230 240 16.8 16.8 14 1 ¼ in. SS 44.5 (1130) 33 (838) 54 (24) 100 PF303032 5, 6, 8 30 (1.9) 3.00 (2.23) 3 230 240 10.0 10.1 14 1 ¼ in. SS 44.3 (1125) 27 (686) 52 (24) 300 PF305012 5, 6, 7, 8 30 (1.9) 5.00 (3.73) 1 230 240 25.6 25.8 23 1 ¼ in. SS 66.5 (1689) 53 (1346) 82 (37) 100 PF305032 5, 6, 8 30 (1.9) 5.00 (3.73) 3 230 240 16.6 16.6 23 1 ¼ in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF30503200 5, 6, 8 30 (1.9) 5.00 (3.73) 3 200 208 18.7 18.7 23 1 ¼ in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF500511 50 (3.2) 0.50 (0.37) 1 115 120 12.1 12.1 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500512 50 (3.2) 0.50 (0.37) 1 230 240 6.2 6.2 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500532 50 (3.2) 0.50 (0.37) 3 230 240 3.0 3.0 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF50053200 50 (3.2) 0.50 (0.37) 3 200 208 3.7 3.7 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500534 50 (3.2) 0.50 (0.37) 3 460 480 1.5 1.5 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500712 50 (3.2) 0.75 (0.56) 1 230 240 8.5 8.5 3 2 in. SS 23.7 (602) 25 (635) 31 (14) 300 PF500732 50 (3.2) 0.75 (0.56) 3 230 240 3.9 3.9 3 2 in. SS 23.7 (602) 25 (635) 32 (15) 300 De s i g n g p m (L / s e c ) Ho r s e p o w e r (k W ) Ph a s e Na m e p l a t e vo l t a g e Ac t u a l v o l t a g e De s i g n f l o w am p s Ma x a m p s Im p e l l e r s Di s c h a r g e s i z e an d m a t e r i a l 1 Le n g t h , i n . ( m m ) Mi n . l i q u i d l e v e l , 2 in . ( m m ) We i g h t , 3 l b ( k g ) Ra t e d c y c l e s / d a y Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 3 of 5 Technical Data Sheet Specifications, cont. Pump Model PF50073200 50 (3.2) 0.75 (0.56) 3 200 208 4.9 4.9 3 2 in. SS 23.1 (587) 26 (660) 32 (15) 300 PF500734 50 (3.2) 0.75 (0.56) 3 460 480 1.8 1.8 3 2 in. SS 34.8 (884) 25 (635) 31 (14) 300 PF501012 50 (3.2) 1.00 (0.75) 1 230 240 10.1 10.1 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 PF50103200 50 (3.2) 1.00 (0.75) 3 200 208 5.7 5.7 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF501034 50 (3.2) 1.00 (0.75) 3 460 480 2.2 2.2 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF5015124 50 (3.2) 1.50 (1.11) 1 230 240 12.5 12.6 5 2 in. SS 32.5 (826) 30 (762) 41 (19) 100 PF501532004 50 (3.2) 1.50 (1.11) 3 200 208 7.0 7.0 5 2 in. SS 29.3 (744) 26 (660) 35 (16) 300 PF503012 4, 5, 7, 8 50 (3.2) 3.00 (2.23) 1 230 240 17.7 17.7 8 2 in. SS 43.0 (1092) 37 (940) 55 (25) 100 PF50303200 4, 5, 8 50 (3.2) 3.00 (2.23) 3 200 208 13.1 13.1 8 2 in. SS 43.4 (1102) 30 (762) 55 (25) 300 PF503034 4, 5, 8 50 (3.2) 3.00 (2.23) 3 460 480 5.3 5.3 8 2 in. SS 40.0 (1016) 31 (787) 55 (25) 300 PF505012 5,6,7,8 50 (3.2) 5.00 (3.73) 1 230 240 26.2 26.4 13 2 in. SS 65.4 (1661) 55 (1397) 64 (29) 300 PF505032 5,6,7,8 50 (3.2) 5.00 (3.73) 3 230 240 16.5 16.5 13 2 in. SS 59.3 (1506) 49 (1245) 64 (29) 300 PF751012 75 (4.7) 1.00 (0.75) 1 230 240 9.9 10.0 3 2 in. SS 27.0 (686) 27 (686) 34 (15) 100 PF751512 75 (4.7) 1.50 (1.11) 1 230 240 12.1 12.3 4 2 in. SS 33.4 (848) 30 (762) 44 (20) 100 1 GFP = glass-filled polypropylene; SS = stainless steel. The 1 ¼-in. NPT GFP discharge is 2 7⁄8 in. octagonal across flats; the 1 ¼-in. NPT SS discharge is 2 1⁄8 in. octagonal across flats; and the 2-in. NPT SS discharge is 2 7⁄8 in. hexagonal across flats. Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco® discharge hose and valve assemblies. Consult your Orenco Distributor about fittings to connect hose and valve assemblies to metric-sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® Pump Vault or Universal Flow Inducer. In other applications, minimum liquid level should be top of pump. Consult Orenco for more information. 3 Weight includes carton and 10-ft (3-m) cord. 4 High-pressure discharge assembly required. 5 Do not use cam-lock option (Q) on discharge assembly. 6 Custom discharge assembly required for these pumps. Contact Orenco. 7 Capacitor pack (sold separately or installed in a custom control panel) required for this pump. Contact Orenco. 8 Torque locks are available for all pumps, and are supplied with 3-hp and 5-hp pumps. Materials of Construction Discharge Glass-filled polypropylene or stainless steel Discharge bearing Engineered thermoplastic (PEEK) Diffusers Glass-filled PPO (Noryl GFN3) Impellers Celcon® acetal copolymer on 10-, 20, and 30-gpm models; 50-gpm impellers are Noryl GFN3 Intake screen Polypropylene Suction connection Stainless steel Drive shaft 7/16 inch hexagonal stainless steel, 300 series Coupling Sintered stainless steel, 300 series Shell Stainless steel, 300 series Motor Franklin motor exterior constructed of stainless steel. Motor filled with deionized water and propylene glycol for constant lubrication. Hermetically sealed motor housing ensures moisture-free windings. All thrust absorbed by Kingsbury-type thrust bearing. Rated for continuous duty. Single- phase motors and 200 and 230 V 3-phase motors equipped with surge arrestors for added security. Single-phase motors through 1.5 hp (1.11 kW) have built-in thermal overload protection, which trips at 203-221˚ F (95-105˚ C). De s i g n g p m (L / s e c ) Ho r s e p o w e r (k W ) Ph a s e Na m e p l a t e vo l t a g e Ac t u a l v o l t a g e De s i g n f l o w am p s Ma x a m p s Im p e l l e r s Di s c h a r g e s i z e an d m a t e r i a l 1 Le n g t h , i n . ( m m ) Mi n . l i q u i d l e v e l , 2 in . ( m m ) We i g h t , 3 l b ( k g ) Ra t e d c y c l e s / d a y Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 4 of 5 Technical Data Sheet Using a Pump Curve A pump curve helps you determine the best pump for your system. Pump curves show the relationship between flow and pressure (total dynamic head, or TDH), providing a graphical representation of a pump’s optimal performance range. Pumps perform best at their nominal flow rate. These graphs show optimal pump operation ranges with a solid line and show flow rates outside of these ranges with a dashed line. For the most accurate pump specification, use Orenco’s PumpSelect™ software. Pump Curves Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 24 81012141660 800 700 600 500 400 300 200 100 PF1005-FC w/ ¼" flow controller PF10 Series, 60 Hz, 0.5 - 2.0 hp PF1007 PF1010 PF1020 PF1005 Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 36 12 15 18 21 2490 160 140 120 100 80 60 40 20 0 PF1503 PF15 Series, 60 Hz, 0.3 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 5102025303540150 400 350 300 250 200 150 100 50 0 PF2005 PF2010 PF2015 PF20 Series, 60 Hz, 0.5 - 1.5 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 510202530354045150 800 900 700 600 500 400 300 200 100 0 PF3005 PF3007 PF3010 PF3015 PF3020 PF3030 PF3050 PF30 Series, 60 Hz, 0.5 - 5.0 hp Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 5 of 5 Technical Data Sheet Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 450 400 350 300 250 200 150 100 50 0 10 02040506070809030 PF5050 PF5030 PF5015 PF5010 PF5007 PF5005 PF50 Series, 60 Hz, 0.5 - 5.0 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 10 20 40 50 60 70 80 90 100300 80 90 100 70 60 50 40 30 20 10 0 PF75 Series, 60 Hz, 1.0 - 1.5 hpPF7515 PF7510 Pump Curves, cont. G SITE hIghway 82 Of 18 C1 NOTES AND LEGEND RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S 7 6 0 5 X X X X X X HOMESTEAD 6 35.045AC.± 834 CHAPARRAL DRIVE W EG EG E G EX - U E E X - U E EX-UE EX-UE EX-U E EX-UE EX-UE EX-UE EX-U E T T T T T T T T T T T G G G G G G G G G G FLOWLINE DITCH (TYP.) FENCE DIRT ROAD FLOWLINE DITCH 10' PEDESTRIAN & EQUESTRIAN ACCESS ALONG UPPER IRRIGATION DITCH FOR CHAPARRAL ASPEN HOMEOWNERS ASSOCIATION, INC. & WOODY CREEK VENTURES, LLC KNOW AS THE D'AVIGNON TRAIL PER PLAT BK 58 PG 41 BK 62 PG 99 & REC. NO. 474979 10' PUBLIC TRAIL EASEMENT PER REC. NO. 460243 30' ACCESS EASEMENT PER PLAT BK 58 PG 41 & PLAT BK 62 PG 99 60' UTILITY EASEMENT PER PLAT BK 58 PG 41 & PLAT BK 62 PG 99 30' DRIVEWAY EASEMENT PER PLAT BK 58 PG 41 & PLAT BK 62 PG 99 HOMESTEAD 7 HOMESTEAD 5 HOMESTEAD 3 HOMESTEAD 2 HOMESTEAD 1 HISTORIC AGRICULTURAL EASEMENT THROUGH ALL IRRIGATED LANDS PER PLAT BK 58 PG 41 & BK 62 PG 99 SOUTHERLY OF THIS LINE EXCEPT INSIDE OF DEVELOPMENT & BUILDING ENVELOPES (DIGITIZED FROM PLATS) #5 REBAR & YELLOW PLASTIC CAP L.S. # 19598 FOUND #5 REBAR & YELLOW PLASTIC CAP L.S. # 19598 FOUND SW GOV'T LOT 12 31/4" 1992 BLM ALUM. CAP ON 2 1/2" ALUM. PIPE 1' ABOVE GROUND IN FOUND IN MOUND OF STONE #5 REBAR & YELLOW PLASTIC CAP L.S. # 19598 FOUND WOOD POST WOOD POST TRAIL SHOWN ON PLAT BK 58 PG 41 & BK 62 PG 99 (DIGITIZED) TRAIL SHOWN ON PLAT BK 58 PG 41 & BK 62 PG 99 (DIGITIZED) TRAIL SHOWN ON PLAT BK 58 PG 41 & BK 62 PG 99 (DIGITIZED) 30' DRIVEWAY EASEMENT PER PLAT BK 58 PG 41 FLOWLINE DITCH (TYP.) FLOWLINE DITCH (TYP.) FLOWLINE DITCH (TYP.)FLOWLINE DITCH (TYP.) 18" CMP 36" CMP WELL B U I L D I N G E N V E L O P E P E R P L A T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 B U I L D I N G E N V E L O P E P E R P L A T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 D E V E L O P M E N T E N V E L O P E P E R P L A T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 DEV E L O P M E N T E N V E L O P E P E R PLA T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 FLUME EXISTING ROAD (SHADED) EXISTING ROAD (SHADED) CHAPARRAL DRIVE GRAVEL #5 REBAR & ORANGE PLASTIC CAP L.S. # 19598 FOUND MARKED WITNESS BEARS N54°21'25"E 35.95' TBM EL=7552.65' #5 REBAR & YELLOW PLASTIC CAP L.S. # 19598 FOUND #5 REBAR & YELLOW PLASTIC CAP L.S. # 19598 FOUND #5 REBAR & YELLOW PLASTIC CAP L.S. # 19598 FOUND #5 REBAR & YELLOW PLASTIC CAP L.S. # ILLEGIBLE FOUND #5 REBAR & ORANGE PLASTIC CAP L.S. # 19598 FOUND MARKED WITNESS BEARS S51°51'03"W 10.01' #5 REBAR FOUND TELE. PED. (TYP.) ELECTRIC LINE CENTERLINE 10' HOLY CROSS ELEC. EASEMENT PER REC. NO. 475734 TELEPHONE GASLINE ELECTRIC MANHOLE (TYP.) GASLINE MARKER (TYP.) WILDLIFE PROTECTION AREA ABOVE EXISTING DITCH PER PLAT BK 58 PG 41 & BK 62 PG 99 BRIDGE SALVATION DITCH SALVATION DITCH FLUME 24" CMP TRAIL SHOWN ON PLAT BK 58 PG 41 & BK 62 PG 99 (DIGITIZED) PLAT BK 58 AT PG 41 SHOWS A LABEL CALLING OUT SALVATION DITCH IN THIS AREA. IT IS BELIEVED THAT IS INCORRECT. S 46 ° 3 9 ' 3 7 " W 2 5 3 . 3 6 ' FLOWLINE DITCH (TYP.) EXISTING ROAD (SHADED) FENCE POSTS ONLY FENCE POSTS ONLY D E V E L O P M E N T E N V E L O P E P E R P L A T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 B U I L D I N G E N V E L O P E P E R P L A T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 HOMESTEAD 5 37.910AC.± N 85°52'35" E 1 3 6 2 . 6 4 ' S 0 1 ° 0 9 ' 2 5 " E 6 7 5 . 7 5 ' N 72 ° 0 8 ' 0 6 " W 7 9 9 . 0 8 ' S 54 ° 2 8 ' 0 7 " W 1 6 6 1 . 6 9 ' C1 L1 C2L2 C3 L3 C 4 74 8 5 74 9 0 74 9 5 75 0 0 75 0 5 75 1 0 75 1 5 752 0 75 2 5 75 3 0 75 3 5 75 4 0 75 4 5 7 5 5 0 7 5 5 5 75 6 0 7 5 6 5 7 5 7 0 7 5 7 5 7 5 8 0 7 5 8 5 7 5 9 0 7 5 9 5 7 6 0 0 7 6 0 5 7 6 1 0 7 6 1 5 7620 7625 7630 7635 7640 7645 765 0 76 5 5 76 6 0 7 6 6 5 7 6 7 0 767 5 7 6 8 0 7 6 8 5 76 8 5 768 5 768 5 76 8 0 76 7 5 76 7 0 76 6 5 76 6 0 765 5 7625 76 1 5 7610 7 5 7 0 7 5 6 5 75 6 0 75 5 5 75 5 0 754 5754 0 75 3 5 75 3 0 75 2 5 7 5 2 0 751 5 7510750 5 750 0 7 4 9 5 7 4 9 0 74 8 5 L4 L5 L6 L 7 L8 L9 L 1 0 L11 L12 L 1 3 L1 4 L15 L 1 6 S 67°2 6 ' 4 5 " W 3 2 7 . 4 9 ' S 2 3 ° 2 3 ' 2 3 " W 2 9 9 . 6 0 ' S 52 ° 0 6 ' 0 3 " W 3 3 1 . 6 0 ' S 75°45'2 3 " W 4 2 7 . 7 3 ' S 3 1 ° 2 6 ' 2 4 " W 4 6 3 . 7 4 ' 7 5 7 5 75 8 0 7 5 8 5 75 9 0 75 9 5 76 0 0 76 2 0 763 5 764 0 7645 7650 E E E Of 18 C2 SURVEY RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 18 C3 SITE OVERVIEW RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S E X - U E E X - U E E X - U E E X - U E E X - U E E X - U E E X - U E T T T T T T T T T G G G G G G G G E E X - U E E X - U E E X - U E E X - U E E X - U E E X - U E E X - U E T T T T T T T T T G G G G G G G G E Of 18 C4 DRIVEWAY P&P1 RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 18 C5 DRIVEWAY P&P2 RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 18 C6 DRIVEWAY P&P3 RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 18 C7 HOUSE GRADING RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S .. Of 18 C8 DRAINAGE RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S BUILDING ENV E L O P E P E R P L A T B K 5 8 PG 4 1 & B K 6 2 P G 9 9 BUILDING ENV E L O P E P E R P L A T B K 5 8 PG 4 1 & B K 6 2 P G 9 9 Of 18 C9 STORM PIPING 1 RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S BUILDING ENVELOPE PER PLAT B K 5 8 B U I L D I N G E N V E L O P E P E R P L A T B K 5 8 P G BUILDING ENVELOPE PER PLAT B K 5 8 B U I L D I N G E N V E L O P E P E R P L A T B K 5 8 P G Of 18 C10 STORM P&P 2 RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 2 C11 DRY HYDRANT P&P Of 18 C12 DRY HYDRANT P&P RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 18 C13 FIRE TANK DETAILS RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S S 75°45' 2 3 " W 4 2 7 . 7 3 ' S 75°45' 2 3 " W 4 2 7 . 7 3 ' Of 18 C14 OWTS LAYOUT RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Kb i · · · · · · · · · · · · · · · · · · · · · · · Of 18 C15 OWTS DETAILS RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 18 C16 FOUNDATION DRAINS RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S EX-UE EX- U E T T G G P L A T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 E EX-UE EX- U E T T G G P L A T B K 5 8 P G 4 1 & B K 6 2 P G 9 9 E Of 18 C17 EROSION CONTROL RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S Of 18 C18 DETAILS RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: 83 4 C H A P A R R A L R A N C H PI T K I N C O U N T Y CO L O R A D O 2019-56 FOR TRS RBG 1 BU I L D I N G P E R M I T 1/ 6 / 2 0 1 9 TR S ( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0 6 0 5 E A S T M A I N S T R E E T A S P E N, C O L O R A D O 8 1 6 1 1 BILL POSS AND ASSOCIATES,2019C ARCHITECTURE AND PLANNING, P.C.12.02.2019 McMAHON RESIDENCE 834 CHAPARRAL DRIVE, WOODY CREEK, CO COORDINATION A/C air conditioning A/E architect/engineer AB anchor bolt AC alternating current ACOUS acoustical ADA Americans with Disabilities Act ADDM addendum ADDL additional ADJ adjustable, adjacent AFF above finished floor AGGR aggregate AIA American Institute of Architects AISC American Institute of Steel Construction ALT alternate ALUM aluminum AMP ampere AMT amount ANSI American National Standards Institute APPROX approximate APT apartment ARCH architect (ural) ASHRAE American Society of Heating, Refrigerating, and Air Conditioning Engineers ASTM American Society for Testing and Materials ASI architect's supplemental instructions ASPH asphalt ASSN association AUTO automatic AUX auxillary AV audio/visual AVE avenue AVG average B&B board and batten BALC balcony BD board BITUM bituminous BKG backing BLDG building BLKG blocking BLT IN built-in BLVD boulevard BLW below BM beam BO bottom of BOF bottom of footing BOT bottom BR bedroom BRG bearing BRZ bronze BSMT basement Btu British Thermal Unit BTWN between C Celsius C&P carpet and pad CAB cabinet CALC calculate CANTIL cantilever(ed) CAP capacity CBB cementitious (backer) board CD construction documents CEM cement CER ceramic CIP cast-in-place CJ control joint CL center line CLG ceiling CLR clear (ance) CM centimeter CMU concrete masonry unit CLO closet CO Certificate of Occupancy carbon monoxide COL column CONC concrete CONSTR construction CONSULT consultant CONT continuous CONTR contract/contractor COORD coordinate CORR corrugated CPT carpet CSMT casement CTR center CU FT cubic foot (feet) CU YD cubic yard(s) D deep DBL double DD design development DEMO demolition DEPT department DH double hung DIA diameter DIM dimension DIV division DIAG diagonal DN down DOC document DOUG FIR Douglass fir DTL detail DR door DS downspout DW dishwasher DWG drawing DWR drawer E east EA each EIFS exterior insulation finish system EL elevation ELEC electric (al) ELEV elevator ENCL enclose (ure) ENG engineer EQ equal EQUIP equipment ESMT easement ETC et cetera EXH exhaust EXIST existing EXP expansion EXT exterior EXTN extention F Fahrenheit FAR floor area ratio FD floor drain FIN finish (ed) FIN FLR finished floor FIXT fixture FLASH flashing FLEX flexible FLOUR flourescent FLR floor FND foundation FO face of FOC face of concrete FOS face of stud FP fire place FR fire rating FRMG framing FRZ freezer FSTNR fastener FT feet, foot FTG footing FURN furniture GA guage / Gypsum Association GALV galvanized GC general contractor GL glass/glazing(glazed) GLU LAM glued laminated wood GSKT gasket GWB gypsum wall board GYP PLAS gypsum plaster H high H/C handicap accessible HB hose bibb HC hollow core HDW hardware HDR header HEX hexagon (al) HGR hanger HM hollow metal HORIZ horizontal HR hour HT height HTG heating HVAC heating/ventilation/ air conditioning HVY heavy HWH hot water heater IBC International Building Code ID inside diameter INCL include (ing) INSUL insulation INT interior INV invert JST joist JT joint KIT kitchen KO knock out LAB laboratory LAM laminate(d) LAV lavoratory LAY layer LB pound LBL label LF linear feet(foot) LH left hand LL live load LPT low point LT light LT WT light weight LTL lintel M meter MAINT maintenance MAS masonry MATL material MAX maximum MBR master bedroom MECH mechanical MED medium MEMB membrane MEZZ mezzanine MFR manufacturer MH man hole MIN minimum MIRR mirror MISC miscellaneous MLDG moulding MM millimeter MO masory opening MT mount MTD mounted MTL metal MULL mullion N north NA not applicable NAT natural NFPA National Fire Protection Association NIC not in contract NO number NOM nominal NR noise reduction NRC noise reduction coeffcient NTS not to scale O/over OA overall OC on center OD outside diameter OH overhang OPNG.opening OPH opposite hand OPP opposite OPT optional ORIG original OSHA Occupational Saftey & Health Adminstration PAR parallel PCC precast concrete PERF perforated PERIM perimeter PLAS plaster PLAM plastic laminate PLF pounds per lineal foot PLYWD plywood PNL panel PREFAB prefabricated PREFIN prefinished PRELIM preliminary PRKG parking PSF pounds per square foot PSI pounds per square inch PT pressure treated PTD painted PVC polyvinyl chloride QT quarry tile R radius / riser RA return air RAD radiant RCP reflected ceiling plan RD road / roof drain REBAR reinforcing steel bars REF reference, refrigerator REFL reflect (ed) (ive) (or) REG register REINF reinforce (ed) REQD required REV revis (e) (ed) (ion) RFI request for information RH right hand (ed) RM room RO rough opening ROW right of way RS rough sawn RT right S south SC solid core SCHED schedule SD smoke detector / storm drain (site) / schematic design SECT section SF square foot (feet) SHTHG sheathing SHT sheet SHV shelving SIM similar SM small SPEC specification (s) SPKR speaker SQ square SS standing seam / storm sewer SST stainless steel STA station STC sound trasmission class STD standard STL steel STOR storage STRUCT stucture / structural SUSP suspended SYM symmetrical SYS system T tread T&G tongue and groove TB towel bar TBD to be determined TEL telephone THK thick (ness) THR threshold TO top of TOB top of beam TOC top of concrete TOF top of footing TOJ top of joist TOL tolerance TOPO topography TOS top of slab TOW top of wall TPD toilet paper dispenser TPH toiler paper holder TS tube steel TV television TYP typical UBC Uniform Building Code UC undercut UL Underwriters Laboratories UNFIN unfinished UNO unless noted otherwise VAR varies VCT vinyl composition tile VERT vertical VEST vestibule VG vertical grain VIF verify in field VNR veneer VR vapor retarder W west / width / wide W/with W/O without WC water closet WD wood WDW window WP waterproofing WPT working point WSCT wainscot WWF welded wire fabric WWM welded wire mesh XL extra large XPS extruded polystyrene board (insulation) SYMBOLS USED AS ABBREVIATIONS @ at &and L angle centerline C channel °degrees ø diameter #number d penny perpendicular PL plate NUMERICAL SYMBOLS USED AS ABBREVIATIONS 1st first 2nd second 3rd third 4th fourth 5th fifth 6th sixth 7th seventh 8th eighth ABBREVIATIONS SYMBOLS LEGEND GENERAL NOTES PROJECT DIRECTORY LOCATION MAPBUILDING/ZONING DATA MATERIALS LEGEND 1.THE AIA DOCUMENT A201 "GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION", 1997 AND SUPPLEMENTARY CONDITIONS, AS PREPARED BY THE ARCHITECT, ARE HEREBY MADE A PART OF THESE CONTRACT DOCUMENTS, AND ARE ON FILE AT THE OFFICE OF THE ARCHITECT FOR REFERENCE DURING REGULAR BUSINESS HOURS. 2.THE CONTRACT DOCUMENTS CONSIST OF THE AGREEMENT, THE GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS, GENERAL PROVISIONS, DRAWINGS, SPECIFICATIONS, ADDENDA, AND SUPPLEMENTARY DOCUMENTS AS ISSUED BY THE ARCHITECT IN ACCORDANCE WITH THE GENERAL AND SUPPLEMENTARY CONDITIONS OF THE CONTRACT. DRAWINGS AND SPECIFICATIONS ARE COOPERATIVE AND CONTINUOUS. WORK INDICATED OR REASONABLY IMPLIED IN EITHER SHALL BE PROVIDED AS THOUGH FULLY COVERED BY BOTH. ANY DISCREPANCY BETWEEN THE CONTRACT DOCUMENTS SHOULD BE REPORTED TO THE OFFICE OF THE ARCHITECT IMMEDIATELY. 3.ALL WORK SHALL COMPLY WITH ALL STATE AND LOCAL CODES AND ORDINANCES, AND SHALL BE PERFORMED TO THE HIGHEST STANDARDS OF CRAFTMANSHIP BYJOURNEYMEN OF THE APPROPRIATE TRADES. 4.THE CONTRACT DOCUMENTS ARE INTENDED TO INCLUDE ALL LABOR, MATERIALS, EQUIPMENT, AND SERVICES REQUIRED TO COMPLETE ALL WORK DESCRIBED THEREIN. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO BRING TO THE ATTENTION OF THE ARCHITECT ANY CONDITIONS WHICH WILL NOT PERMIT CONSTRUCTION ACCORDING TO THE INTENTIONS OF THESE DOCUMENTS. THE ARCHITECT SHALL PROVIDE SUPPLEMENTAL INFORMATION REGARDING DESIGN INTENT WHERE ACCOMODATIONS FOR EXISTING CONDITIONS OR WHERE SUFFICIENT INFORMATION IS ABSENT FROM THE CONTRACT DOCUMENTS, IN ACCORDANCE WITH THE GENERAL CONDITIONS. 5.ANY PROPOSED SUBSTITUTION OF SPECIFIED MATERIALS/PRODUCTS SHALL BE PRESENTED TO THE ARCHITECT FOR REVIEW, IN ACCORDANCE WITH PROCEDURES DESCRIBED IN DIVISION ONE (1) OF THE PROJECT MANUAL AND THE GENERAL CONDITIONS. SUBSTITUTIONS WILL BE CONSIDERED ONLY IF A MORE ADVANTAGEOUS DELIVERY DATE OR LESSER COST, WITH CREDIT TO THE OWNER, ARE PROVIDED WITHOUT SACRFICING QUALITY, APPEARANCE, AND/OR FUNCTION. UNDER NO CIRCUMSTANCES WILL THE ARCHITECT BE REQUIRED TO PROVE THAT A PRODUCT PROPOSED FOR SUBSTITUTION IS OR IS NOT EQUAL TO THE QUALITY OF THE PRODUCT SPECIFIED. INITIATING A REQUEST FOR SUBSTITUTION DOES NOT AUTHORIZE THE CONTRACTOR TO CHANGE THE SPECIFIED PRODUCT, UNTIL THE ARCHITECT HAS APPROVED THE SUBSTITUTION. 6.SUBMIT SHOP DRAWINGS, CUT SHEETS AND SAMPLES WHEN REQUIRED BY THE SPECIFICATIONS, FOR REVIEW BY THE ARCHITECT PRIOR TO COMMENCING WITH RELATED WORK. ALL WORK RELATED TO SUCH SAMPLES SHALL CONFORM WITH REVIEWED AND ACCEPTED SAMPLES. WORK WHICH DOES NOT CONFORM SHALL BE REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE. SUB-CONTRACTORS SHALL SUBMIT ALL SUBMITTALS AND SAMPLES FOR REVIEW THROUGH THE GENERAL CONTRACTOR. ALL SUBMITTALS AND SAMPLES SHALL BE SUBMITTED IN SUCH A MANNER, AS TO ALLOW ADEQUATE TIME FOR REVIEW, AS NOTED IN THE SPECIFICATIONS, AND AS NOT TO DELAY WORK IN PROGRESS. 7.ALL WORK SHALL BE ERECTED PLUMB AND TRUE-TO-LINE IN ACCORDANCE WITH BEST PRACTICES OF THE TRADE, MANUFACTURER'S RECOMMENDATIONS FOR THE PARTICULAR PRODUCT, AND IN ACCORDANCE WITH THE SPECIFICATIONS. 8.THE LOCAL GOVERNMENT AGENCIES SHALL BE NOTIFIED BY THE CONTRACTOR WHEN THERE IS NEED OF INSPECTION AS REQUIRED BY THE APPLICABLE CODE OR BY ANY CODE OR ORDINANCE. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY AND CARE OF ADJACENT PROPERTIES DURING CONSTRUCTION, FOR COMPLIANCE WITH FEDERAL AND STATE O.S.H.A. REGULATIONS, AND FOR THE PROTECTION OF ALL WORK UNTIL IT IS DELIVERED COMPLETED TO THE OWNER. 10.ALL DIMENSIONS NOTED TAKE PRECEDENCE OVER SCALED DIMENSIONS. DIMENSIONS NOTED "N.T.S." DENOTES NOT TO SCALE. DIMENSIONS ARE TO FACE OF FRAMING, U.N.O. 11.CONTRACTOR SHALL VERIFY AND COORDINATE ALL OPENINGS THROUGH FLOORS, CEILINGS, AND WALLS WITH ALL ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND OTHER DISCIPLINE DRAWINGS AND SPECIFICATIONS, AS WELL AS EXISTING CONDITIONS. 12.CONTRACTOR WILL ASSUME RESPONSIBILITY FOR ITEMS REQUIRING COORDINATION AND RESOLUTION DURING THE BIDDING PROCESS. THE CONTRACTOR SHALL CONTACT THE ARCHITECT FOR ANY CLARIFICATIONS. THE CONTRACTOR SHALL NOT EXCLUDE FROM HIS BID, ANY ITEMS, AS NOTED IN THE CONTRACT DOCUMENTS, WITHOUT PRIOR WRITTEN AUTHORIZATION OF THE ARCHITECT. CONTRACTOR'S CLARIFICATIONS SHALL NOT OMIT, CHANGE OR REDUCE THE QUALITY OF CONSTRUCTION, AS INDICATED BY THE CONTRACT DOCUMENTS. 13.VERIFY ALL SPACE DIMENSIONS AS SHOWN WITH EXISTING JOB CONDITIONS BEFORE STARTING CONSTRUCTION. 14.WHERE WORK IS INSTALLED OR EXISTING FINISHES ARE DISTURBED, SUCH AREAS SHALL BE REFINISHED TO MATCH THE AREA PRIOR TO THE DISTURBANCE. 15.WHERE WORK IS INSTALLED OR EXISTING FINISHES ARE DISTURBED, SUCH AREAS SHALL BE REFINISHED TO MATCH THE AREA PRIOR TO THE DISTURBANCE. 16.THE CONTRACTOR SHALL CHECK AND VERIFY THE CONTRACT DOCUMENTS WITH FIELD CONDITIONS, CONFIRMING THAT ALL WORK IS BUILDABLE AS AS SHOWN, PRIOR TO PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IMMEDIATELY IF ANY DISCREPANCIES EXIST, PRIOR TO COMMENCEMENT OF WORK, OR AS SOON AS POSSIBLE, THEREAFTER. 17.EACH MISCELLANEOUS ITEM OF CUTTING, PATCHING, OR FITTING IS NOT NECESSARILY INDIVIDUALLY DESCRIBED IN THE CONTRACT DOCUMENTS. NO SPECIFIC DESCRIPTION OF CUTTING, PATCHING, OR FITTING REQUIRED TO PROPERLY ACCOMMODATE THE SCOPE OF WORK SHALL RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY TO PERFORM SUCH WORK AS REQUIRED. 18.ANY QUESTIONS REGARDING THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE CLARIFIED WITH THE ARCHITECT PRIOR TO ORDERING MATERIALS OR PROCEEDING WITH THE RELATED WORK. ALL QUESTIONS SHALL BE IN THE FORM OF A REQUEST FOR INFORMATION IN ACCORDANCE WITH PROCEDURES AS NOTED IN DIVISION ONE (1) OF THE PROJECT MANUAL. 19.ALL ITEMS ARE NEW UNLESS CALLED OUT AS "EXISTING" PROJECT DESCRIPTION SINGLE FAMILY RESIDENCE LEGAL DESCRIPTION HOMESTEAD 6, CHAPARRAL ASPEN, PLAT BOOK 58, PAGE 41 & AMENDED CHAPARRAL ASPEN SUBDIVISION EXEMPTION; PLAT BOOK 62 PAGE 99 834 CHAPARRAL DRIVE, PITKIN COUNTY, CO. ZONING CODE ANALYSIS ZONE DISTRICT:RS-20 ALLOWABLE FLOOR AREA: 10,000 SQ. FT. (WITH 3 TDR'S) ACTUAL CALCULATED FLOOR AREA:9,673.37 SQ. FT. LOWER LEVEL 1,697.17 SQ. FT. GARAGES 2,130.52 SQ. FT. UPPER LEVEL 1,047.75 SQ. FT. EXEMPT GARAGE AREA (750.00) SQ. FT. ROOF OVERHANG > 10' TOTAL AREA 0,000.00 SQ. FT. BUILDING CODE ANALYSIS GOVERNING CODES: 2015 IRC, IMC, IPC, IECC PROJECT: ARCHITECT: McMAHON RESIDENCE 834 CHAPARRAL DRIVE, PITKIN COUNTY, CO. BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P. C. 605 EAST MAIN STREET ASPEN, CO 81611 Telephone: 970 925 4755 Fax: 970 925 2950 Contact: Andy Wisnoski, Partner awisnoski@billposs.com Tony Major, Project Mgr. tmajor@billposs.com CONTRACTOR: JACK WILKIE BUILDER 0020 SUNSET DRIVE, SUITE 3 BASALT, CO 81621 Telephone: 970 927-4226 Fax: 970 9207-4712 Contact:Jack Wilkie jw@jwbinc.com Allyson Decatur allyson@decaturwilkie.com Mark Elice ME@jwbinc.com CONSULTANTS: STRUCTURAL ENGINEER: Telephone: 970 945-1006 Contact: Robert Oddo, P.E. bob@oddogws.com Claire Jacobi, P.E. claire@oddogws.com 713 COOPER AVE., SUITE 200 GLENWOOD SPRINGS, CO 81601 ODDO ENGINEERING, INC. MEP & LIGHTING ENGINEER: Telephone: (970) 748-8520 Contact: Stanton Humphries: stan@aec-vail.com Taylor Critchlow: taylor@aec-vail.com Dan Findley dan@aec-vail.com Chuck Langston chuck@aec-vail.com 40801 HWY 6 & 24, SUITE 214 EAGLE VAIL, CO 81620 P.O. BOX 8489, AVON, CO 81620 ARCHITECTURAL ENGINEERING CONSULTANTS LANDSCAPE ARCHITECT: Telephone: 970 963-6520 Contact:Dave Carpenter dcarpenter@dhmdesign.com Marc Diemer mdiemer@dhmdesign.com 311 MAIN STREET, SUITE 102 CARBONDALE, CO 81623 DHM DESIGN CIVIL ENGINEER: Telephone: 970 340-4130 Fax: 866 876-5873 Contact:Richard Goulding richardg@rfeng.biz Jay Engstrom jaye@rfeng.biz ROARING FORK ENGINEERING TRUE NORTH ARROW EXISTING CONTOURS NEW CONTOURS WALL SECTION ("XX"-DWG. # / "A-3XX"-SHT. #) ELEVATION KEYING ("XX"-DWG. # / "A-2XX"-SHT. #) COLUMN GRID ROOM NAME ROOM NUMBER FLOOR FINISH FLOOR PLAN SPOT ELEVATIONS (BUILDING) SECTION DETAIL KEYING ("XX"-DWG. # / "A-3XX"-SHT. #) CONSTRUCTION TYPE ("W1"-TYPE) TOPO SPOT ELEVATION EXISTING ENLARGED PLAN/DETAIL ("XX"-DWG. # / "A-3XX"-SHT. #) INTERIOR ELEVATION KEYING ("1"-EL. ID / "I-2XX"-SHT. #) DRAWING REVISION WINDOW MARK DOOR MARK TOPO SPOT ELEVATION NEW BUILDING SECTION ("XX"-DWG. # / "A-3XX"-SHT. #) SMOKE DETECTOR JUNCTION BOX 0 NORTH ROOM NAME 101 FLOOR FINISH XXX X T.O. XXX 99'-0"A-2XX X# A3XX X# A3XX X# A-2XX X# X# X# X# A3XX X# 1 0xDyDD8000.00'8000.00'1 A5XX X# W-X SITEWORK: DISTURBED UNDISTURBED STONE / GRAVEL POROUS FILL FIREBRICK MASONRY: BRICK STONE CONCRETE MASONRY UNIT CAST IN PLACE & PRE-CAST GROUT / MORTAR SAND ALUMINUM STEEL STEEL - LARGE SCALE STEEL - SMALL SCALE CARPENTRY: ROUGH FRAMING BLK'G. CONTINUOUS BLOCKING DISCONTINUOUS PLYWOOD FINISHED CARPENTRY BATT / BLANKET LOOSE FILL THERMAL PROTECTION: RIGID FIBERBOARD SPRAYED FOAM SEALANT W/ BACKER ROD CAULK and SEALANT: JOINT FILLER LATH PLASTER PLASTER / BACKING BOARDS: GYPSUM WALL BOARD CEMENTITOUS BACKER UNIT DENS GLASS GOLD STEEL: W### X MAIN LEVEL 5,213.16 SQ. FT. 338.77 SQ. FT. EXEMPT ABOVE-GRADE DECK AREA 69.79 SQ. FT. 592 HIGHWAY 133 CARBONDALE, CO 81623 SURVEYOR: Telephone: 970 625-1954 Fax: 970 579-7150 Contact: Jason Neil peaksurveyinginc.com PEAK SURVEYING, INC. P.O. BOX 1746 RIFLE, CO 81650 POSS INTERIORS, LLC 605 EAST MAIN STREET ASPEN, CO 81611 Telephone: 970 925 4755 Fax: 970 925 2950 Contact: Rachel Guest rguest@billposs.com INTERIOR DESIGNER: BC&E, LLC 1520 WEST CANAL COURT, SUITE 240 LITTLETON, CO 80120 Telephone: 303 350-1000 Contact: Linda McGowan lmcgowan@bce-llc.net WATERPROOFING CONSULTANT: GEOTECHNICAL ENGINEER: Telephone: 970 945 2809 Contact: John Mechling P.E. Jmechling@CTLThompson.com James Kellog P.E. jkellogg@ctlthompson.com CTL THOMPSON, INC. 234 CENTER DRIVE GLENWOOD SPRINGS, CO 81601 OCCUPANCY TYPE: R - 3 CONSTRUCTION TYPE: V - N FIRE SPRINKLER: PER NFPA 13 D (TO BE VERIFIED W/ FIRE PROTECTION DISTRICT) DRIVEWAY ACCESS THE DRIVEWAY SHALL BE SHARED WITH THE ADJACENT LOT (HOMESTEAD 5). UPON DEVELOPMENT OF HOMESTEAD 5, A MAINTENANCE AGREEMENT SHALL BE ENTERED INTO BETWEEN THE TWO LOT OWNERS FOR THE AREA WHERE THE DRIVEWAY IS SHARED. Consultant ARCHITECTURE PLANNING+ ( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0 6 0 5 E A S T M A I N S T R E E T A S P E N, C O L O R A D O 8 1 6 1 1 SHEET TITLE BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. THE INFORMATION AND DESIGN INTENT CONTAINED ON THIS DOCUMENT IS THE PROPERTY OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. NO PART OF THIS INFORMATION MAY BE USED WITHOUT THE PRIOR WRITTEN PERMISSION OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. SHALL RETAIN ALL COMMON LAW STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING COPYRIGHT THERETO. c 2019 PROJECT NO: Issue: 12 / 2 / 2 0 1 9 2 : 3 2 : 0 1 P M McMAHON RESIDENCE 834 CHAPARRAL DRIVE, WOODY CREEK, CO G.0.002 GENERAL INFORMATION 21834.00 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination NORTH Consultant ARCHITECTURE PLANNING+ ( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0 6 0 5 E A S T M A I N S T R E E T A S P E N, C O L O R A D O 8 1 6 1 1 SHEET TITLE BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. THE INFORMATION AND DESIGN INTENT CONTAINED ON THIS DOCUMENT IS THE PROPERTY OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. NO PART OF THIS INFORMATION MAY BE USED WITHOUT THE PRIOR WRITTEN PERMISSION OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. SHALL RETAIN ALL COMMON LAW STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING COPYRIGHT THERETO. c 2019 PROJECT NO: Issue: 12 / 2 / 2 0 1 9 2 : 3 1 : 4 1 P M McMAHON RESIDENCE 834 CHAPARRAL DRIVE, WOODY CREEK, CO A.2.100 FLOOR PLAN -MAIN LEVEL OVERALL 21834.00 SCALE 1/8" = 1'-0"1 FLOOR PLAN - MAIN LEVEL OVERALL NORTH 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination .. 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination Consultant ARCHITECTURE PLANNING+ ( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0 6 0 5 E A S T M A I N S T R E E T A S P E N, C O L O R A D O 8 1 6 1 1 SHEET TITLE BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. THE INFORMATION AND DESIGN INTENT CONTAINED ON THIS DOCUMENT IS THE PROPERTY OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. NO PART OF THIS INFORMATION MAY BE USED WITHOUT THE PRIOR WRITTEN PERMISSION OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. SHALL RETAIN ALL COMMON LAW STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING COPYRIGHT THERETO. c 2019 PROJECT NO: Issue: 12 / 2 / 2 0 1 9 2 : 3 1 : 4 6 P M McMAHON RESIDENCE 834 CHAPARRAL DRIVE, WOODY CREEK, CO A.2.103 FLOOR PLAN -MAIN LEVEL MASTER SUITE 21834.00 SCALE 1/4" = 1'-0"1 FLOOR PLAN - MAIN LEVEL MASTER SUITE NORTH 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination NORTH 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination Consultant ARCHITECTURE PLANNING+ ( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0 6 0 5 E A S T M A I N S T R E E T A S P E N, C O L O R A D O 8 1 6 1 1 SHEET TITLE BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. THE INFORMATION AND DESIGN INTENT CONTAINED ON THIS DOCUMENT IS THE PROPERTY OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. NO PART OF THIS INFORMATION MAY BE USED WITHOUT THE PRIOR WRITTEN PERMISSION OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. SHALL RETAIN ALL COMMON LAW STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING COPYRIGHT THERETO. c 2019 PROJECT NO: Issue: 12 / 2 / 2 0 1 9 2 : 3 1 : 5 2 P M McMAHON RESIDENCE 834 CHAPARRAL DRIVE, WOODY CREEK, CO A.2.120 RCP -MAIN LEVEL OVERALL 21834.00 SCALE 1/8" = 1'-0"1 RCP - MAIN LEVEL OVERALL NORTH 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination a4 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination REFLECTED CEILING PLAN NOTES 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination REFLECTED CEILING PLAN NOTES 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination REFLECTED CEILING PLAN NOTES ALL HEIGHTS ARE MEASURED FROM TOP OF PLYWOOD TO BOTTOM OF FRAMING. 1. Consultant ARCHITECTURE PLANNING+ ( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0 6 0 5 E A S T M A I N S T R E E T A S P E N, C O L O R A D O 8 1 6 1 1 SHEET TITLE BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. THE INFORMATION AND DESIGN INTENT CONTAINED ON THIS DOCUMENT IS THE PROPERTY OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. NO PART OF THIS INFORMATION MAY BE USED WITHOUT THE PRIOR WRITTEN PERMISSION OF BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. BILL POSS AND ASSOCIATES, ARCHITECTURE AND PLANNING, P.C. SHALL RETAIN ALL COMMON LAW STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING COPYRIGHT THERETO. c 2019 PROJECT NO: Issue: 12 / 2 / 2 0 1 9 2 : 3 2 : 0 1 P M McMAHON RESIDENCE 834 CHAPARRAL DRIVE, WOODY CREEK, CO A.2.126 RCP -UPPER LEVEL EAST GARAGE 21834.00 SCALE 1/4" = 1'-0"1 RCP - UPPER LEVEL EAST GARAGE NORTH 1 7.1.2019 DD Progress 2 7.29.2019 Final HOA Review 3 8.22.2019 Permit Submittal 4 10.18.2019 50% CD 5 12.02.2019 Coordination