Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Engineer's Installation Report 06.03.2020
June 3, 2020 Mr. Ted White, P.E. Environmental Health Specialist III Garfield County Public Health 2014 Blake Avenue Glenwood Springs, CO 81601 RE: Freeman OWTS Lot 18, Mountain Springs Ranch Garfield County, Colorado OWTS Design Dear Andy, SSGM www.sgm-inc.com The purpose of this letter is to transmit the repair design regarding the onsite waste water treatment system (OWTS) for Michael Freeman and Carrie Clark located on Lot 18, Mountain Springs Ranch in Garfield County, Colorado, Assessor parcel number 218530100056. The property is accessed by Mountain Springs Road and sits at 4630 Mountain Springs Road, Glenwood Springs, Colorado. The specific location of the property in question is located in Figure 1. 216520300054 21 851 940 0066 PIN 215530100056 ®Report ST' [lFies Bema1 Account 5070028 Owner F 2 EEMAN. MICHAEL A TRUST Physical Address 4630 MOUNIAIN SPRINGS RD G_P•WOOD SPRINGS 81601 Mailing Address 4630 MOUNTAIN SPRINGS ROAD G_E\WOO❑ SPRINGS, CO 81601 land Acres null Land SQFr D 2019 Mill levy 63.0580 218529200069 218529200006 218530100057 Figure 1 - Vicinity Map GLENWOOD SPRINGS 118 West Sixth St, Suite 200 1 Glenwood Springs, CO 81601 1 970.945.1004 6SGM www.sgm-inc.com This replacement onsite wastewater treatment system serves a three bedroom house. The replacement is a soil treatment area intended to provide initially a replacement of two existing zones of an existing NDDS system previously permitted by the County in 2016. As you will see on the schematic drawings and information attached, the home was originally provided an OWTS that consists of a 1250 gallon concrete septic (two compartment Valley Precast) fitted with an Orenco Biotube Pump Vault and an Orenco PF3005 pump. From the pump, the supernatant from the septic tank and Biotube distribute flow to a Model 6405 Automatic Distributing Valve which in turn distributes flow to the NDDS soil treatment area consisting of five (5) zones. From the onset of use, the residents experienced a variety of problems with the lower two zones of the NDDS soil treatment area. Principally, the problems existed in the form of broken transport lines and manifolds coupled with effluent surfacing downhill of both the manifold and soil treatment areas. Subsequent excavation and exploration of the NDDS pipe installations revealed principally that the distribution laterals and manifolds on the lower two zones were significantly out of level in relation to the standard installation tolerances. Rather than replacing the lower two zones with like NDDS zones (in place), it was determined that it would be most efficient to replace the zones with a pressurized gravelless chamber trenches utilizing Infiltrator Quick4 chambers. As you review the attached drawing of the replacement soil treatment area, you will note that the design contemplates the potential of fully replacing the NDDS system with the pressurized gravelless chamber trenches. Currently, the as -built of the existing replacement soil treatment area only replaces the lower two zones with trench 4 and trench 5 of the replacement system. The layout and location of the trenches has considered the potential for future replacements of NDDS zones 1 through 3. Each of the five proposed trenches is to be 84 feet long with 21 Quick4 Infiltrators to comprise the system. Standard end caps are provided on the end of each trench along with inspection ports. During soils testing, no groundwater or bedrock levels were found to exist within 8' of the ground surface (ie., 4 ft. of the bottom of the proposed infiltrators). The two soil profile holes were consistent and a tactile soil analysis revealed the soil type being a soil type 4A of massive structure type and a structureless structure grade. The drawing does depict the location of where the soil tests were performed. Given these conditions, the long-term acceptance rate used for sizing the soil treatment area is 0.15 gallons per square foot per day. We have attached a few pieces of information for your review as it relates to the foregoing discussion. We have provided the following exhibits: Exhibit A: July 22, 2016 Septic Design by All Service Septic (project no. C1231) Exhibit B: October 17, 2018 Observation Letter by All Service Septic Exhibit C: Tactile Soil Testing for Freeman/Clark (SGM, dated 8/12/2019) GLENWOOD SPRINGS 118 West Sixth St, Suite 200 1 Glenwood Springs, CO 81601 1 970.945.1004 Exhibit D: Design Calculations for replacement Chambered Trenches Exhibit E: Installation photos of replacement chambered trenches Exhibit F: Installation drawings for Replacement Soil Treatment Area 6SGM www.sgm-inc.com As noted in the body of this report, Trenches 4 and 5 were installed by Miles Rippy Construction. We had the opportunity to review this installation prior to backfilling and confirm that the installation of these two chambered trenches were in compliance with the design shown. Upon your receipt and review, if you have any questions, please don't hesitate to call. Respectfully, SGM Inc. 1 Jefferey S. Simonson, PE, CFM Principal GLENWOOD SPRINGS 118 West Sixth St, Suite 200 1 Glenwood Springs, CO 81601 1 970.945.1004 EXHIBIT A ALL SIIYICI 33 Four Wheel Drive Rd Carbondale, CO 81623 970-309-5259 July 22, 2016 Project No. C1231 Mike Freeman Mfreeman81601@grnail.com Onsite Wastewater Treatment System Design Lot 18, Mountain Springs Ranch Garfield County, Colorado Mike, ALL SERVICE septic, LLC has completed an onsite wastewater treatment system (OWTS) design for the proposed subject residence. The 35 -acre property is located outside of Glenwood Springs, in an area where OWTSs and wells are necessary. Legal Description: Section: Lot 18, Mountain Springs Ranch SITE CONDITIONS The property is currently undeveloped. A 2 -bedroom single-family residence is proposed. The residence will be served by a private well. This well must be located at least 50 -feet from the septic tank and at least 100 -feet from the soil treatment area (STA). The proposed STA location has an approximate 5% percent slope to the south. The proposed STA is covered with native grasses and vegetation. SUBSURFACE The subsurface was investigated on June 7, 2016 by HP Geotech. Results of this investigation are documented in a report dated June 16, 2016, Job 116 207A (enclosed). Soils observed in the test pit are described as 2 -feet of topsoil overlaying silty clay loam with massive structure. No groundwater was observed at the time of the test pit excavation. Percolation test results measured no percolation in the first hole and 960 minutes per inch (MPI) in the next two holes. STA sizing is based on Soil Type 3A, Sandy Clay Loam with massive structure grade. A long term acceptance rate (LTAR) of 0.3 gallons per square foot will be used to design the OWTS, in accordance with Table 10-1 Soil Type 3A presented in the Garfield County On -Site Wastewater Treatment System Regulations, adopted April 14, 2014. Page 2 Soils in the area of the well excavation: DESIGN SPECIFICATIONS A 2 -bedroom residence is proposed and a future bedroom is contemplated; therefore, the OWTS design is based on 3 -bedrooms. Design Calculations: Wastewater Flow = Q = 75 gal/day x 2 people/bedroom x 3 Bedrooms = 450 gal/day Q / LTAR = 450 / 0.3 = 1500 SF x 2.2 Size Adjustment Factor = 3300 SF 3300 SF / 2 = 1650 lineal feet of drip dispersal pipe 5 sections, each 8' x 66' (5 laterals each section) The system installation will include a new 1250 -gallon, two-compartment Valley Precast concrete septic tank with an Orenco® Biotube Pump Vault and Orenco® PF3005 pump or equivalent pump that is able to achieve 10 gallons per minute and 10 feet of total dynamic head. The control panel for the pump must be installed within line of sight of the septic tank. We recommend Valley Precast out of Buena Vista be contracted to perform start-up on the pump system. The NDDS system has been designed to completely fill 25% - 50% of the distribution laterals in each section each pump cycle. Calculations are as follows: 1.5 -inch Schedule 40 pump transport line to ADV = 10' x .106 gal/foot = 1 gallon (drain back) 1.5 -inch Schedule 40 pipe from ADV to manifold = 100' x .106 gal/foot = 10.6 gallons 2.0 -inch Schedule 40 manifold = 8' x .174 gal/foot = 1.4 gallons 2.0 -inch Schedule 40 laterals (5 laterals, 33 -feet long) = 165' x .174 gal/foot = 28.7 gallons 1 + 10.6 + 1.4 + 28.7 = 41.7 gallons needed to "completely fill" 25-50% of the laterals each dose. The pump floats will be set to dose 45 -gallons each pump cycle. Total drain back from the pump transport line will be 1 gallon, leaving approximately 44 gallons entering the field each pump cycle. Effluent will be pumped through a 1.5 -inch diameter transport line to a Model 6405 Automatic Distributing Valve (ADV), which must be installed in an insulated riser at the high point of the line and must accessible from grade. Effluent will be distributed via 1.5 -inch diameter transport pipes from the valve to five NDDS sections. Each section will consist of a 2 -inch diameter manifold and five 2 -inch distribution laterals, each 66 -feet long. Laterals must be installed with a trencher, with each line 2 -feet on center. Laterals must have %-inch orifice holes at 6 o'clock, 8 -inches on center. Dispersal laterals must be installed a minimum 12 -inches and maximum 30 -inches below grade. A 2 -inch diameter inspection port, connected to the distal end of one lateral in each section must be installed. The inspection ports may be cut to grade and covered with a sprinkler box for access. We Page 3 recommend a threaded cap on the 2 -inch diameter port. The ports shall include a 1/8-1/4" drilled hole, for an air release. The component manufacturers are typical of applications used by contractors and engineers in this area. Alternatives may be considered or recommended by contacting our office. Construction must be according to Garfield County On -Site Wastewater Treatment System Regulations, the OWTS Permit provided by Garfield County Building Department, and this design. REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irritation shall be placed over the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo -fabrics or plastics should not be used over the absorption area. No heavy equipment, machinery, or materials should be placed on backfilled STAs. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. If the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, oras needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non -biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES If design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high water conditions and shall be connected to a control breaker separate from the high water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Excavation equipment must not drive in excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3 -inch. INSTALLATION OBSERVATIONS Page 4 ALL SERVICE septic, LLC must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. ALL SERVICE septic, LLC should be notified 48 hours in advance to observe the installation. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, ALL SERVICE septic, LLC should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Please call with questions. Sincerely, ALL SERVICE septic, LLC Carla Ostberg, MPH, REHS Reviewed By: Richard H. Petz, Pump Selection for a Non -Pressurized System - Single Family Residence Project Freeman Residence / Lot 18, Mountain Springs Ranch Parameters Discharge Assembly Size 1.25 inches Transport Length Before Valve 10 feet Transport Pipe Class 40 Transport Line Size 1.50 inches Distributing Valve Model 6605 Transport Length After Valve 100 feet Transport Pipe Class 40 Transport Pipe Size 2.00 inches Max Elevation Lift 5 feet Design Flow Rate 10 gpm Flow Meter None inches 'Add-on' Friction Losses 0 feet Calculations Transport Velocity Before Valve 1.6 fps Transport Velocity After Valve 0.9 fps Frictional Head Losses Loss through Discharge 0.7 feet Loss in Transport Before Valve 0.1 feet Loss through Valve 3.9 feet Loss in Transport after Valve 0.2 feet Loss through Flowmeter 0.0 feet Add-on' Friction Losses 0.0 feet Pipe Volumes Vol of Transport Line Before Valve 1.1 gals Vol of Transport Line After Valve 17.4 gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 10.0 gpm 9.9 feet Total Dynamic Head, TDH (Feet) 300 250 200 150 PF3015 I PF3010 1 1 PF3007 1 I PF3005 1 100 50 00 Pu mp Data 5 10 15 20 25 Net Discharge (gpm) PF3005 High Head Effluent Pump 30 GPM, 1/2HP 115/230V 10 6011z,200V 3060Hz PF3007 High Head Effluent Pump 30 GPM, 3/4HP 230V 10 60Hz, 200/460V 30 60Hz PF3010 High Head Effluent Pump 30 GPM, 1 HP 230V 10 60Hz, 200/460V 30 60Hz PF3015 High Head Effluent Pump 23 GPM, 1-1/2HP 60 230V 10 60Hz, 200/230/460V 30 60Hz Orenao Systems' Incorporated Changing the Way the World Does Warawntee Legend 30 35 System Curve: Pump Curve: Pump Optimal Rangel Operating Point° Design Point° 40 Ggrit HEPWORTH-PAWLAK GEOTECHNICAL June 16, 2016 Mike Freeman 720 Minter Avenue Glenwood Springs, Colorado 81601 (Mfreeman81601 @amail.com) Hepworth•P;iwl.ik Georechnical, inc. 5020County Road 154 Glcnwcxxl Springs, Colorado 81601 Phone; 970-945.7988 Fmc: 970.945-8454 email: hrgeo@hpgconcch.com Job No. 116 207A Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 18, Mountain Springs Ranch, Mountain Springs Road, Garfield County, Colorado Dear Mr. Freeman: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation design and septic disposal feasibility at the subject site. The study was conducted in accordance with our agreement for professional services to you dated May 23, 2016. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site is beyond the scope of this study. Proposed Construction: The proposed residence will be one story with a loft above a walkout basement and located roughly as shown on Figure 1. Ground floors could be structural above crawlspace or slab -on -grade. Cut depths are expected to range between about 4 to 10 feet. Foundation loadings for this type of construction are assumed to be relatively Tight and typical of the proposed type of construction. The septic disposal system is proposed to be located south and downhill of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The vacant lot is Iocated in the southwest part of the subdivision on a moderately to strongly sloping, south-southeast facing hillside. The building site is located in a small open area of grass and weeds surrounded by dense brush and stands of aspen and scrub oak trees. Scattered basalt boulders are visible on the ground surface and adjacent hillsides. Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 -,- Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and a profile pit with three percolation test holes in the proposed septic disposal area at the approximate designated locations shown on Figure 1A. The Togs of the pits are presented on Figure 2. The subsoils encountered, below about 2 to 21/2 feet of topsoil, consist of medium stiff to very stiff sandy silty clay with scattered basalt cobbles and boulders. Results of swell - consolidation testing performed on relatively undisturbed samples of the sandy silty clay, presented on Figure 3 and 4, indicate low compressibility under existing moisture conditions and light loading and variable low expansion potential when wetted. Results of a USDA gradation analysis performed on a sample of silty clay loam obtained from Profile Pit are presented on Figure 5. The laboratory test results are summarized in Table 1. No free water level was observed in the pits at the time of excavation and the soils were moist to slightly moist with depth. Minor seepage was observed in Pit 1 at the interface of the topsoil and the clay soils. Foundation Recommendations: The stiff to very stiff clay soils are typically expansive when wetted which could result in differential movement of lightly loaded footings. Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 2,500 psf and minimum dead load pressure of 800 psf can be used with a risk of movement. The soils tend to heave when wetted and there could be post -construction foundation movements on the order of 1 to 2 inches. Placing a minimum 3 feet of structural fill such as road base below the footing would help to mitigate the movement potentia! and can be used as a means to eliminate the minimum dead load. The expansion potential of the clay soils should be further evaluated at the time of construction. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. The topsoil and loose disturbed soils encountered at the foundation bearing level within the excavation should be removed to expose the undisturbed natural soils. Voids created by boulder removal should be backfilled with structural fill. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 60 pcf for the on-site soil as backfill. A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. The structural fill should be compacted to at least 98% of standard Proctor density and extend to at least 11/2 feet beyond the footing edge. Floor Slabs: The natural clay soils, below the topsoil, can be used to support lightly loaded slab -on -grade construction with a high risk of heave it the bearing soils are wetted. Job Nr.. 116207A G c tech -3 - Use of a crawlspace is recommended to minimize potential floor movement. If slab-on- (=rade is used, a minimum 3 feet of road base is recommended to reduce the heave potential. To reduce the effects of some differential movement, floor slabs where used should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill should consist of imported granular soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water level was not encountered during our exploration, seepage was observed at the topsoil -clay soil interface. It has been our experience in mountainous areas and where there are clay soils that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Significant seasonal runoff at the topsoil interface has been noted throughout the Mountain Springs Ranch development. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/2 feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be Job No. 116 207A GEOiech -4 - covered with filter fabric and capped with about 2 feet of the on-site, fine grained soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway,areas. A swale will be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires irrigation should be located at least 5 feet from the building and beyond any foundation wall backfill. Percolation Testing: One profile pit and three percolation test holes were excavated on June 7, 2016 at the locations shown on Figure 1 A. The subsoils exposed in the Profile Pit consisted of about 2 feet of topsoil overlying silty clay loam with massive structure. The results of a USDA gradation analysis performed on a sample of silty clay loam obtained from Profile Pit 1 are presented on Figure 5. The sample tested has an USDA Soil Texture Classification of Silty Clay Loam. No free water or evidence of a seasonal perched water table was observed in the pits and the soils were slightly moist to moist. Percolation test holes were hand dug and soaked with water on June 7, 2016. Percolation testing was conducted on June 8, 2016 by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation rates in Holes 2 and 3 were on the order of 960 minutes per inch. Percolation Hole 1 showed no water movement. The rates are slower than typical of a conventional infiltration disposal system. The percolation test results are summarized on Table 2. A professional engineer should design the septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. Job No. 116 207A -5 - This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. OriA C� Tom C Brunner - Staff Engineer Reviewed by: 4 Steven L. Pawlak, P.E. TCB/ksw attachments Figure 1 — Location of Building Area Figure I A — Location of Exploratory Pits and Percolation Test Holes Figure 2 — Logs of Exploratory Pits Figures 3 and 4 - Swell -Consolidation Test Results Figure 5 - USDA Gradation Test Results Table 1— Summary of Laboratory Test Results Table 2 — PercoIation Test Results Job No. 116 207A LOT 18 35.5ac. MOUNTAIN SPRINGS RANCH BUILDING �REA� APPROX,MATE SCALE 1 150' r 1 1 )/ I MOUNTAIN SPRINGS ROAD 116 207A H HEPWORTN•PAWLAK GEOTECHNICAL LOCATION OF BUILDING AREA Figure 1 Noc5 / _ r PROPOSED RESIDENCE I I • PIT 1 106 104 0 APPROXIMATE SCALE 1"=20' P1 • PROFILE — PIT A P 2 P3 - - r N00 g 102 116 207A H Hepworth—Pawlak Geotechnical LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Figure 1A Depth - Feet a 5 10 LEGEND: ti / _J PIT 1 ELEV.= 106' WC=18.2 00=104 PIT 2 ELEV.= 103' WC• 209 DD -99 WC= 12.7 DD -113 PROFILE PIT ELEV.= 99' - i GRAVE_ =1 SAND 13 _J SLi=:50 CLAY -36 _ TOPSOIL; organic silty clay, soft to medium stiff, moist to very moist, dark brown to back. CLAY (CL); slightly sandy, silty, medium stiff to stiff, moist, reddish brown. CLAY (CL); sandy, silty, with occasional basalt cobbles and boulders, stiff to very stiff, slightly moist, brown to reddish brown. 2" Diameter hand driven liner sample. Disturbed bulk sample. Seepage NOTES: 0 5 10 1. Exploratory pits were excavated on June 7, 2016 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided. 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. Water seepage shown on the Togs was observed at the time excavation. Development and fluctuations in water leve' may occur with time. No seepage was observed in Pit 2 and Profile Pit. 7. Laboratory Testing Results: WC — Water Content (%) DD = Dry Density (pcf) Gravel = Percent retained on No. 10 Sieve Sand = Percent passing No. 10 sieve and retained on No. 325 sieve Sift = Percent passing No. 325 sieve to particle size .002mm Clay = Percent smaller than particle size .002mm 116 207A M 11 EPWORTH•PAWLAK GEOTECHNICAL LOGS OF EXPLORATORY PITS Figure 2 Compression % Compression - Expansion % 0 1 2 3 4 0 1 2 3 4 Moisture Content = 18 2 percent Dry Density - 104 pcf Sample of; Sandy Silty Clay From: Pit 1 at 5 Y Feet No movement upon wetting 0.1 1.0 10 APPLIED PRESSURE - ksf 100 Moisture Content — 20.9 percent Dry Density = 99 pcf Sample of: SI'ght y Sandy Silty C'ay From: Pit 2 at 3 Feet Expans on upon wetting 0.1 1.0 10 APPLIED PRESSURE ksf 100 116 207A H HEPWORTH-PAWLAK GEOTECHNICAL SWELL -CONSOLIDATION TEST RESULTS Figure 3 Compression - Expansion % 0 1 2 3 Moisture Content = 12.7 percent Dry Density W 113 pcf Sample of: Silty Clay From: Pit 2 at 7 Feet ------------------O°------s\N\\ Expansion upon wetting 0.1 10 APPLIED PRESSURE - ksf 10 100 116 207A H H EPWORTH•PAWLAK GEOTECHNICAL SWELL -CONSOLIDATION TEST RESULTS Figure 4 ►ki.1-3rf R1]., HYDROMETER ANALYSIS 24 7 HR TIME READINGS 1 MIN 0 45 MIN 15 MIN. 60MIN19MIN 4 MIN. #325 10 20 30 40 50 60 70 BO 90 100 YEN �•i rrr. _ rrr.•� - r_irrr—rrr — — r_— ----rte ■AMM• , — — r_Mo r— r_irrrrr -_r i i SIEVE ANALYSIS U S STANDARD SERIES 1 CLEAR SQUARE OPENINGS #140 #60 #35 #18 #10 #4 3/8' 3/4' 1 1i2' 3" 5' 6 8 100 pm i 11111•11.1 1I al gyri Mill Mill •r1 -- rrrr1i 1 _iit ■riii r_i rrr� _ l i♦ r—i MI ■rr— rrrsi ■ ■�Si �i rrr� ■ ■ rr—rrr� Mpi ■ M i•r—irrr� i,i•Mrr—r—ir— ■- imt r_ . r rr—MI a rr—r—i rrr� =MI. Il MI r_,—���■ir rr� ori r_ r --i — r■rr—r—ii r�rr—r—ii —.r�ri itr—i �i»1IMI r-1iir_ irrr r—i r_ i!__ r—r—i — --isrr—r—i r_—. IN rr_r—i r_rrr�.rr .r�rr—r—i ii 1111111 11,111 rr—r_i rr—r_i rr—moi mmr ..rr _ i iN• rri i rr-1� i PP.•S•�i ••r�r_i wr— a� r_ rr— i i =1 01 IN= rr�r.rr—� rr�r■rr—� rr�r■rr—� rrr. r.,••.prrsrrri rr��rr—wrrrs rr�wrr—r— --rr—r— rr�arr—r— rrr.r.r�r— rr� �• i• rr��rr—r— rr��rr—r— .—err—lam rr��rr—r- 11.irr��rr—r— s�r�rr—r— s_�rr—r- 1—r�rr—r— NMI r_ir�—rr—r— IMI•=ir�rrrir— r_irr�srir- -i--rr—r— r_ r_i r_i��r■rir- 1si iil••.�— ri 1m1--rterir— R_irrr�r•r— r_irrrtr� r_ r•r_ � r� i 1111 rrr�i ii ii ii ir— ii i ii rrrrr. i r�rr_ ter_ Mr_ M r_ r� rr_ rrr r r_ rrrr— r_rr_ r r_ r r_ r r_ rr_ r�r r r_ ■� r r_ rr_ —INr_ r_rr_ -- r_ r r_ -- ^� r r_ r_ r r_ M r_ irr_ irk rry r r_ r� rr�r� err_ r rr� rr� r r_ r r_ eMrs err_ rr�rr_ rr_ rrr rr_ rr_ r i iiia i r�i rrsr UA�ir_A iii r_r r_r s r—rr—i r—rrr�i r•111 —1 rrrrsi r—rrr.1 i rrrr,i rr�r >�wr_ a�rrr�r i rr— i r••r_ —r ii ii ii ii ii ii ii ilk i i rf viii i•iii i•iii •iii .001 .002 .005 .009 ,019 .045 .106 .025 .500 1.00 200 DIAMETER OF PARTICLES IN MILLIMETERS i 90 80 70 60 50 40 30 20 10 0 4 75 9.5 19 0 37.5 76 2 152 203 CLAY SILT 116 207A SAND v RAF 1 RAF 1 MEDIUM iCOARSE G COARSE SMALL 1 GRAVEL 1 % SAND 13 % USDA SOIL TYPE: Silty Clay Loam 1-I Hepworth—Pawlak GeotechnIcal GAAAVFI MEDIUM 1 LARGE CODDLES SILT 50 % CLAY 36 % FROM: Profile Pit at 3 to 5 Feet USDA GRADATION TEST RESULTS Figure 5 Job No. 116 207A SOIL TYPE Sandy Silty Clay Slightly Sandy Silty 11 Clay Silty Clay Silty Clay Loam II USDA SOIL TEXTURE J c V en M J o N c) V'1 a z a t.... w m GRAVEL (%) PERCENT PASSING NO. 200 SIEVE GRADATION 0 z N GRAVEL (%) NATURAL DRY DENSITY (pcf) 0 G1 C1 M NATURAL MOISTURE CONTENT (%) N 00 0-N O 1-- N 00 tri LOCATION DEPTH (ft) 5 1 rn C+ in O M SAMPLE E _. N w O 4 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 116 207A HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P 1 46" 30 6118 61/8 0 No Perc 61/8 61/8 0 61/8 61/8 0 6 1/8 6 118 0 61/8 6118 0 P 2 r 40" 30 61/2 61/2 0 960 6 1/2 6'/Z 0 6Y: 61/Z 0 61/2 6'/Z 0 6'/z 6 3/8 1/8 P 3 46" 30 6 7/8 6 7/8 0 1 960 6 7/8 6 7/8 0 67/8 6'/4 118 6 % 6'44 0 6% 6%4 0 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on June 7, 2016. Percolation tests were conducted on June 8, 2016. The average percolation rates were based on the last three readings of each test. EXHIBIT B ALL sou 6147 Braun Court Arvada, CO 80004 303.908.7823 October 17, 2018 Carrie Clark and Mike Freeman cclark81601©gmail.com mfreeman81601( gmail.com Onsite Wastewater Treatment System Observations Lot 18, Mountain Springs Ranch Garfield County, Colorado Carrie and Mike, Project No. C1231 ALL SERVICE septic, LLC performed an onsite wastewater treatment system (OWTS) observations for the OWTS serving the subject residence. The following are observations and photos from this site visit, along with recommendations for next steps. Observations: 1. Laterals in Zones 4 and 5 dropped coming off the manifold. The manifold was raised approx. 1 -inch (at our request as an attempt at diverting the effluent away from the manifold). Measurements are as follows: • Zone 4 ➢ Lateral 1 — level ➢Lateral 2 - 1 1/2" in 30" >Lateral 3 — 2" in 4' >Lateral 4 — 3" in 3' ➢Lateral 5 — 6" in 4' • Zone 5 ➢ Lateral 1 — 3 1/2" in 30" >Lateral 2 — level ➢Lateral 3 — 2 1/2"" in 4' >Level ➢ Lateral 5 — 5 1/2" in 4' 2. Manifolds not entirely level — although work in this area is ongoing, as well as saturation below the manifolds. 3. Area in from manifolds and continued work has been successfully revegetated. 4. Standing water in Zones 1 and 2 at ENDS of the laterals (approx. 1' below grade, where lateral extends to surface). Ends of laterals in Zones 3, 4, and 5 were dry. 5. During repair time (waiting for better weather), zones 3, 4, and 5 were skipped to the extent possible. Owners document skipping 3 times, which could have resulted in 9 pump cycles being skipped through. 6. Pump counter at 235 cycles. 7. Orifices approx. 1-2" from manifold in several of the laterals in both zones 4 and 5. These were difficult to locate due to mud/dirt on the laterals. Photos from owners during repair process document the orifices in close proximity to the manifolds. We opted NOT to water test to minimize saturation under the manifolds. 8. No additional breaks or cracks were found during previous repair work. Freeman Septic Observations Page 2 Photo of zone 5 manifold zone 5 manifold Zone 4 manifold repaired with fernco hairline fracture in fitting (removed) discovered during our 9/11 visit Freeman Septic Observations Page 3 Field reveg work view of inspection ports and ends of laterals Counter (235) measuring level of laterals from manifold Photos taken during repairs prior to our site visit / pointing to orifices close to manifolds. Report several (not all) laterals in both zones 4 & 5 have orifices within a couple inches of the manifold. Freeman Septic Observations Page 4 RECOMMENDATIONS Plan A: Replace beginning 30" of laterals from manifold with SOLID piping, eliminating orifices in the area of the manifold where the dirt has been disturbed and previous ponding has occurred. Laterals with be secured with fernco fittings. Manifolds will be level and raised slightly with road base, as suggested previously. Repair will be tested and if no water is found surfacing near manifolds, area will be covered. This approach was suggested by Tim Lucas (contractor). We agreed with approach. Plan B: If surfacing continues and we are unable to find the cause, we recommend replacing Zones 4 & 5 with two new zones. Replacement zones would likely be two pressurized gravelless chamber beds, each with two rows of 16 'Quick 4' Low Profile chambers for a total area of 768 more square feet of infiltrative area (384 square feet each bed). We recommend locating the 1.5" diameter pump line for both Zones 4 & 5 so they can be easily uncovered and connected to the new zones if Plan B is necessary. Connection to the pump line should be with glued fittings as these lines will be under pressure. LIMITS: The observations are based on the site visit on 10/17/18. Conditions may change. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Please call with questions. Sincerely, ALL SERVICE septic, LLC 0A,L, Ov-is, Carla Ostberg, MPH, REHS EXHIBIT C Soil Testing for Mike Freeman and Carrie Clark OWTS Lot 18, Mountain Springs Ranch, Glenwood Springs, Colorado Figure 1- Typical Profile Hole Wall Photo Documentation Date: 8/12/19 Figure 3- Septic Tank foreground/New STA background Figure 2- Profile Hole #1 Spoil Pile SSGM SOIL PROFILE TEST PIT LOG (A SEPARATE LOG SHALL BE COMPLETED FOR EACH SOIL PROFILE TEST PIT) Property Address: LOT /8 a.44/151-ilJ LPY44. 16) 60.1 Test Pit Number: Date of Logging: 871e ( l Range of Depth of Soil Horizon, Relative to Ground Surface USDA Soil Texture USDA Soil Structure - Type Soil Structure- Grade Soil Type (Table 10 or "R" Soils ii)Table Redoximorphic Features Present? (Y/N) ® " g n Tc'%1'S0 i L " ° C iASSi•i� 3rrcr iii• • 4a N Is there a limiting layer as defined in Regulation 0-17? 0 Yes O1 No If yes, design document must explain how the limiting condition is addressed. Is Dawson Arkose (DA) or Cemented Sand (CS) present? ❑ Yes 17 No If yes, please answer the following: Is material fractured and/or jointed? 0 Yes 4No What is the cementation class? Is the Dawson Arkose or Cemented Sand a limiting layer per section 8.78.2 of 0-17? 0 Yes ISlo Soil Observation Log SSGM Client/ Address:�1Legal (1t7T 1E6 Description/GPS: Mir .54:10.‘ Date: 84 Z /j Cei Soil Parent Material(s): Till (circle all that apply) Outwash Lacustrine Alluvium Loess Organic Matter Bedrock Granular Platy Blocky Prismatic Single Grain Cmc Landscape Position:Summit (circleone)S!AE Shoulder Back/Side Slope Foot Slope Toe Slope 5tpP 4. Slope Shape: F-- Vegetation: £&ISS /GF Soil Survey Map Unit(s): (_,oct1E7c4 L. ,t Slope (%): Elevation: je 7a S'a /-Par Weather conditions/Time of Day: Zs41q t°M Observation #/Location/Method: **54.4 tfr Depth (in) Texture Rock Matrix Mottle :olor(s' Redox Kindisl Structure Structure Consistence Shane Grade r 0 QattJ� /l/�� Concentrations Depletions Gleyed Granular Platy Blocky Prismatic Single Grain Cmc Weak Moderate Loose Friable Firm fon; Loose - c +��r °�[ 6elvT7Rw. Rigid Concentrations Depletions Gleyed Granular Platy Blocky Prismatic Single Grain massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid •Depletions Concentrations Gleyed Granular Platt' Blocky Prismatic Grain Sinsle ive M massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid Concentrations Depletions Gleyed y Granular Platy Blocky Prismatic Angle Grain massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid Concentrations Depletions Gleyed y Granular Platy Blocky Prismatic Single Grain Massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid Concentrations Depletions Gleyed Granular Platy Blocky Prismatic Sle Grain Single Weak Moderate Strong hoose Loose Friable Firm Extremely Firm Rigid Comments: Certified Statement: I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. due if (License $1) (Date) SSGM 0 Ground Surface 04111 W4l 1 2 3 4 5 6 7 8 1 Soil Profile Test Pit Graphic Log Number: - 1 WIDTH IN FEET 2 3 4 5 6 7 111111111111111111.1111111111 SGM SOIL PROFILE TEST PIT LOG (A SEPARATE LOG 1HALL BE COMPLETED FOR EACH SOIL PROFILE TEST PIT) Property Address: Leer 1 AiouA n.9T-A-7tom(. T'4/A i _.�Ca ,� r..xw Test Pit Number: Z - Date of Logging: int I z7(`� Range of Depth of Soil Horizon, Relative to Ground Surface USDA Soil Texture USDA Soil„ Structure - Type Soil Structure- Grade Soil Type (Table 10 or R „ Soilsil)able Redoximorphic Features Present? (Y/N) / to a ��>, • q of Notes: 0 g -c” .0: - Is there a limiting layer as defined in Regulation 0-17? ❑ Yes No If yes, design document must explain how the limiting condition is addressed. Is Dawson Arkose (DA) or Cemented Sand (C5) present? 0 Yes 14 No If yes, please answer the following: Is material fractured and/or jointed? 0 Yes [pitNo What is the cementation class? Is the Dawson Arkose or Cemented Sand a limiting layer per section 8.76.2 of 0-17? ❑ Yes 13 No Soil Observation Log Client/ Address: L r t Ia't*ilet� Legal Description/GPS: s Date: / c'!/ re k Soil Parent Material(s): Till Outwash (circle all that apply) Lacustrine Alluvium Loess Organic Matter Bedrock Landscape Position:Summit (circle one) Shoulder Baalade Op9 Foot Slope Toe Slope Slope Shape: Fa., Granular Platy Blocky Prismatic singleGroin Massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid Vegetation: Weather conditions/Time of Day: Soil Survey Map Units : osmt Observation #/Location/Method: "'- Slope (%): a' e` ' ,r 'i— Elevation: ' a Depth (in) Texture Rock Frag % Matrix Color(s) Mottle Color(s) Redox Kind(s) Structure Structure Consistence Shape Grade Comments: Certified Statement: I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws (Signature) (License p) (Date) Concentrations Depletions Gleyed Granular Platy Blocky Prismatic Single Grain Massive Weak Moderate Strong Loose - Loose Friable Firm Extremely Firm Rigid g Concentrations Depletions Gleyed Granular Platy Blocky Prismatic singleGroin Massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid Concentrations Depletions Gleyed y Granular platyoek BY Prismatic Single Grain Massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid Concentrations Depletions Gleyed y Granular Platy Blocky Prismatic Single Grain Massive Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid g Concentrations Depletions Gleyed Granular Platy Biocky Prismatic single Grain MassiveRigid Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Concentrations Depletions Gleyed Granular Platy Blocky P smatic Massiveram Weak Moderate Strong Loose Loose Friable Firm Extremely Firm Rigid Comments: Certified Statement: I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws (Signature) (License p) (Date) SSGM Ground Surface 114141ITh444I 1 2 3 4 5 6 7 8 9 0 SOIL 1 Soil Profile Test Pit Graphic Log Number: Z WIDTH IN FEET 2 3 Tr 4 5 1 A>0 6 7 CM N 1 V w v EXHIBIT D OWTS Design Report and Calculations Client: Mike Freeman Carrie Clark Lot 18 Mountain Spgs Date: 15 -Sep -19 Flow Data for the OWTS Design 1 Home Use (3 Bedroom Home) 450 Total= 450 For Home Use, 2 persons per bedroom and 75 gallons per day per person, BOD5 = 0.06 #/person/day Home Use Totals: Soil Data for the OWTS 450 gpd 0.48 #/day 450 gpd 0.48 #/day 2 Data from on-site soil observations: On site textural analysis reveals Massive Clay At a depth of 8', neither bedrock or groundwater have been encountered. Data from the web soil survey indicates a Cochetopa Loam exists. Average of 3 percolation holes: N/A mpi (Soil Tactile Analysis Perfomed) Given the consideration of all data, the Long Term Acceptance Rate to use is 0.15 gallons/sf/day Septic Tank Sizing 3 Flow calculated from above: 450 gpd 48 hour detention time for septic tank sizing; Volume= 900 gpd Install a 1000 gallon tank for three bedrooms (1250 gallon tank in use) Dosing Tank Sizing 4 Flow calculated from above: 450 gpd Dose rate is ADF/4: 112.5 gpd Go with 250 gallon dosing tank (if used) Sizing of Absorption Field or Soil Treatment Area 5 Going with a soil type4A and Treatment Level 1, LTAR = 0.15 g/sf/d For a pressure dosed system, size adjustment factor is 1.0 for a bed configuration For a gravity system, the size adjustment factor shall be 1.2 for a bed configuration For a gravity trench system, adjustment factor = 1.0 For a pressure dosed trench system, adjustment factor = 0.8 For use of chambers: size adustment factor is 0.7 STA= Flow/LTAR 3000 square feet (unfactored) For a chamber system, gravity flow, adjust size to 0.7*3000= Incorporating a pressure dosed system, adjust size to 0.8*2100= For a chamber system in a trench configuration, length= (this would equate to 5 runs of 88 feet each) 2100 square feet 1260 square feet 420 feet (Gravity) With the effective length of a Quick4 chamber at 4', use 21 chambers per trench for five trenches For a chamber system in a trench configuration, length= (this would equate to 5 runs of 84 feet each) 420 feet (Pressure dosed) EXHIBIT E System Installation Mike Freeman and Carrie Clark OWTS Lot 18, Mountain Springs Ranch, Glenwood Springs, Colorado Photo Documentation Date: 9/25/19 • • . • , • - ' . 11.; ..i- .•'• C .- .!'ilj.,.- , •••• Or' '.. ' • ' •••1;•' -- ••• .• • . ........7-'h .?: • ....c • ..1- . . ). t• . r . •,. - . . • •••• , - ,,.... ,.-..:.:D .....,..---__. ....L 41 • - ...." ' •••• .....---J.„si. - ....., - 2..,2 „...._ . ,.. . , -,I:-,%:-.;•;', ...... ....N.--.• •:,.. -!..,.,:::::.,?.,....•,- . .) - ------- 1 : -. 7 • .' :;*' ,. . - ' . - -' - ' . -- . . 4 :.—.7 ','*.r.' At . • •:,' . ..4.' " ,,;•,c)Ziri.:-,,; : 'AI'''. • ' ,.• • - — • lt: - ' ' ' -. ,• i• If f...--' ' Iii. . - . . ...•-- ` • :/.0.'.1- .,_ 7 • ' (.1; -:: ...-' ' .:.: 4 —4' -'''—44Cill* . .. . . , . ' of• ... N!. V.-...:- -., ..L* ,•• . , .,;= • ..- ,1 r , „;,•••^54,.,„....-... • . .-......-.'. - -: .- _fir-')''.., Nit --4.:'-iiir-, / :* '' .4 a...L.. ipr , ,-,•• • • .A ... . . Trenches in progress... end sections still to be installed End section installed, blow off and inspection port Ties to Zones 4 and 5 of existing EXHIBIT F 1: \ 2019 \ 2019-249—Freemon—Clork \ 001 \ H—Dwgs \ Civil \ BoseMops \ Freemon OWTS. dwg Plotted.• 8/27/2019 12:46 PM By: Jeff Simonson EXISTING 1250 GALLON PRECAST CONCRETE SEPTIC TANK WITH ORENCO PF3005 PUMP IN SECOND COMPARTMENT 1 1/2" SCH 40 PUMP TRANSPORT LINE TO AUTOMATIC DISTRIBUTION VALVE 1 1/2" SCH 40 PIPE FROM ADV TO MAN/FOLDS (ROUTING OF PIPE SHOWN SCHEMATIC, CONTRACTOR TO POTHOLE TO VER/FY EXACT LOCATIONS OF TIE IN POINTS) CUT IN NEW 1 1/2" PVC BALL VALVE ON FEED LINE TO EXISTING MAN/FOLDS (TOTAL OF 5, ONE EACH FEED LINE) AUTOMATIC DISTRIBUTION VALVE (EX/ST) EXISTING 4" SOLID WALL WASTE LINE FROM HOUSE / / / / / / / / / / / / / / / 1-1E /� '1 iE3E / / 1_4E / / 2-1E // r2 2--3E 4 / 2E 5E 3-1E 3-2E //. /,' 3-3E / / � / �.3 4E / / / 3-5E / / // // // 4_1E / \� / / 4 4E3E // // // / /l t 4-5E / // /' / / / / / / / / / 5-1E / / / / / / / 5-2E / // /� �/ // // // l 5-3E 5 /r 5...5E // / / / / //j/ / / � <«< \ \ \\ \ \\\\ \\\\ 2W//// \\ \\ 1- 1 1/2" PVC BALL VALVE (TOTAL OF 5, ONE ON EACH INFILTRATOR FEED LINE) Mow • / / / / / / / / / / / / / / 1W/ / // APPROX. 111 LF OF NEW 1 1/2" SCH 40 SOL/D WALL PVC TO CHAMBERED TRENCH 1 (SLOPE TO TRENCH) APPROX. 103 LF OF NEW 1 1/2" SCH 40 SOLID WALL PVC TO CHAMBERED TRENCH 2 (SLOPE TO TRENCH) APPROX. 96 LF OF NEW 1 1/2" SCH 40 SOLID WALL PVC TO CHAMBERED TRENCH 3 (SLOPE TO TRENCH) APPROX. 88 LF OF NEW 1 1/2" SCH 40 SOLID WALL PVC TO CHAMBERED TRENCH 4 (SLOPE TO TRENCH) APPROX. 90 LF OF NEW 1 1/2" SCH 40 SOLID WALL PVC TO CHAMBERED TRENCH 5 (SLOPE TO TRENCH) 1-5W 3 4 / / W / 4g -2W \ \ \ \ \\\ \ \ \ \ \\ X `4 \\ / •3— \ \ / \\�/ / / / / / / / / / �/ // / / �P • z / / / / / /4\5(z. 5/ / / / / / / / / / / / / / / / / / / / / / / / / / /���/ 5 / 5W / / W. / / X42 / � r -3W /N z4 ; 4-5f / 141/ / 5-2W/ / / 3W / / / \ / \'/ 5 4W \ / 5- / \\ \ / \ \ / \ ,/ / / / / / / / / / / / / / / / / / / / / / / / / / / / ., / / / PROVIDE 4" PVC A/R VENT/INSPECTION PORT AT EACH END OF EACH TRENCH (TYP.) • • 1 1/2" PERFORATED SCH. 40 PVC WITH 1/8" PERFORATIONS SPACED AT 24" O.C. IN 12:00 (UPWARD) POS/TION. HANG' PIPE FROM TOP OF CHAMBER US/NG FIBERGLASS/PLASTIC ZIP TIES SPACED AT 24" 0.C., SLOPE LINE A TOTAL OF 1 " FROM NORTH TO SOUTH WITH ONE 1/8" DRAIN LINE IN PIPE AT 6:00 POS/TION AT SOUTH (LOW) END OF PIPE TO DRAIN SOIL TEST HOLE 2 (APPX LOCATION) SOIL TEST HOLE 1 (APPX LOCATION) 0 1' DO 9 o0 0o PROVIDE 4" PVC AIR VENT/INSPECTION PORT AT EACH END OF EACH TRENCH (TYP.) 7 JUIP J 4 • .1,4 IA/ 1 7 7 1• 7 10' PROPERTY SETBACK LINE FOR STA / APPROX. LOCATION OF PROPERTY LINE QUICK4 STANDARD MULTIPORT END CAP ASSURE PROPER DRAINAGE ACROSS BACKFILL INFILTRATOR SYSTEMS INC. QUICK4 STANDARD CHAMBER N 52" INSPECTION PO T ESTABLISH VEGETATIVE COVER NATIVE BACKFILL 8' MAX BURIAL DEPTH 12" MIN., H-10 LOAD AREAS 6" MIN., NON— TRAFFIC AREAS 1 1/2" LATERAL (PVC) WITH 1/8" HOLES IN 12:00 POSITION SPACED AT 24" AND ONE HOLE IN 6:00 POSITION AT BOTTOM D OF PIPE. SLOPE PIPE 1" FROM FRONT OF TRENCH TO BACK. ATTACH PIPE TO INFILTRATOR USING FIBERGLASS ZIP TIES AT 24" O.C. QUICK4 CHAMBER TYPICAL INSTALLATION DETAIL (Not to Scale) AIR VENTS TO EXTEND 36" ABOVE ADJACENT FINISH GRADE 4" A/R VENT, TYP WA ,,BACKFILL, TYP SA Vi S4I INFIL TRA TOR QUICK4 tr GRA VELLESS CHAMBER IN—SITU SOIL, TYP EXCA VA TION 6' MIN EXISTING GRADE 4" DIA. PVC AIR VENT (PAINT GREEN) N 00 (TYP) QUICK4 TRENCH DETAIL NOT TO SCALE NOTE: BOTTOM OF TRENCHES TO BE INSTALLED FLAT, PARALLEL TO SLOPE. TRENCHES DO NOT HAVE TO BE LEVEL TO EACH OTHER (MAY FOLLOW SLOPE OF HILLSIDE) Graphic Scale 0 5 10 20 In Feet: 1" = 10' E 0 ° Or u '(12 — E 0 0 0) �O Vn 3 (if) s •E x �O -I- Z7)v) O 7 leO O � 3(> (p.c. O oo 49 Residence Garfield County, Colorado Job No. 2019-249.001 Drawn by: JSS Date: 08/27/19 QC: PE: RB File: Freeman OVVTS Title: OWTS Replacement Soil Treatment Area Plan Dwg No. 1