Loading...
HomeMy WebLinkAbout09.0 Engineering ReportFROARING FORK ENGINEERING Preliminary Engineering Report FOR THE McClure River Ranch PUD Garfield County, CO MCCLURE RIVER RANCH OCTOBER 24, 2019 McClure River Ranch PUD i Engineering Report Preliminary Engineering Report FOR THE McClure River Ranch PUD Garfield County, CO MCCLURE RIVER RANCH Prepared by Roaring Fork Engineering 592 Highway 133 Carbondale, CO 81623 OCTOBER 24, 2019 McClure River Ranch PUD ii Preliminary Engineering Report Table of Contents 1.0 Introduction 1 1.1 Site Location 1 1.2 Site Description 1 2.0 Site Design 1 2.1 Geotech 1 2.2 Roadways and Parking 2 2.3 Grading and Drainage 2 2.4 Hydrology and Hydraulics 3 2.5 Erosion Control and SWMP 4 3.0 Utility Design 4 3.1 Zone Districts 1 & 2 — Domestic Water Supply 4 3.1.1 Zone District 1 Water Demand 4 3.1.2 Zone District 2 Water Demand and Storage 5 3.2 Zone Districts 1 & 2 — Raw Water Supply 6 3.3 Fire Protection Water Supply 6 3.3.1 Zone District 1 Fire Protection 6 3.3.2 Zone District 2 Fire Protection 7 3.4 Zone Districts 1 & 2 — Wastewater Treatment 7 3.4.1 Zone District 1 Onsite Wastewater Treatment System (OWTS) 7 3.4.2 North Septic Field 7 3.4.3 Middle Septic Field 8 3.4.4 South Septic Field 9 3.4.5 East Septic Field 9 3.4.6 Zone District 2 Wastewater Treatment System 10 3.5 Electric Service 10 3.6 Cable 10 3.7 Telephone 10 McClure River Ranch PUD i i i Preliminary Engineering Report List of Exhibits Exhibit A — Geotech Exhibit B — Soil Profiles Exhibit C — NOAA Rainfall Data Exhibit D — Septic Field and Tank Sizing Exhibit E — Water Demand Calculations Exhibit F — Well Water Quality and Pump Test Information McClure River Ranch PUD iv Preliminary Engineering Report 1.0 Introduction This engineering report presented by Roaring Fork Engineering (RFE) addresses the utilities and civil related work that is necessary to ensure the feasibility of the proposed McClure River Ranch PUD. This includes the layout of roadways, structures, utilities, raw water conveyance, and drainage features to ensure the site is sustainable and functions correctly. 1.1 Site Location The development is located south of the Highway 82, north of the Roaring Fork River, between Catherine Store Road and Valley Road. The property is accessed off of the Highway 82 Frontage Road about 0.62 miles east of Catherine Store Road. The legal description of the property is Section: 31, Township: 7, Range: 87 A tract of land in lots 8, 9 & 10 of section 31 and lots 5 &13 in section 32 in Garfield County, Colorado. The parcel is a total of 100.44 acres. 1.2 Site Description The site is divided into two zones. Zone District 1 is the upper bench directly south of Highway 82 that will contain three irrigation ponds, irrigation system including a wet well, two polo fields, six barns with ADUs, a maintenance barn with ADUs, four cabins, and a clubhouse. At this time the three ponds, irrigation system, access road, two polo fields, and one barn have been built along with the required utilities to service them. The site has two accesses of the Highway 82 Frontage Road that were approved by CDOT. An existing 50 foot wide gas easement runs from east to west across the center of the property. The site receives raw water from the Basin Ditch using an existing lateral that runs under Highway 82. The lateral enters the site at the northeast corner of the property where it is measured using a Parshall flume. Flow is then split between the north and south ponds that are used for irrigating the site. All three ponds are hydraulically connected. Any excess water from the irrigation ponds in Zone District 1 is sent to the Middle Ditch on the northern edge of Zone District 2. The lower bench directly north of the Roaring Fork River is considered Zone District 2. It will contain up to 40 dwelling units, a centralized water system, a pond for fire mitigation, and either a centralized wastewater treatment facility or OWTSs. Electrical, communication, domestic water, and gas services to Zone District 2 will all be supplied from the Zone District 1 infrastructure. New transformers, vaults, and pedestals will be added as necessary. No improvements have been made to Zone District 2 at this time. 2.0 Site Design 2.1 Geotech In January of 2008, a Geotechnical report was produced by HP Geotech. This site was deemed to be in the western Colorado evaporite region within the Carbondale collapse center. The report indicates that this create a long term settling or subsidence rate between 0.5 and 1.6 inches every 100 years. HP Geotech also delineated 7 different river terraces across the site stepping down to the Roaring Fork River. Most of the development will take place on the upper terrace out of the wetlands. The delineation of the terraces can be seen within the attached Geotech report. McClure River Ranch PUD 1 Preliminary Engineering Report The soil profile determined by the field exploration shows 0.5 to 3 feet of topsoil overlaying 2 feet of silty sand in Pit 1 and relatively dense, silty sandy gravel containing cobbles and boulders in the remaining pits. This is said to be alluvial deposits. Logs of these exploratory pits and their locations can be found within the Geotech Report. 12 pits were dug with a trackhoe with most depths ranging between 8 and 10 feet deep. The report also states that, judging from Colorado State Engineer's well records, this river alluvium that consists of rounded gravel -to boulder size rocks in a relatively clean matrix extends to depths of 40 to 50 feet. Roaring Fork Engineering excavated six profile pits on September 12, 2017 and two on April 4, 2019. The eight holes were dug within the proposed locations of the four septic fields. Two profile pits per field. Free water was encountered in the two test pits for the northern most field. The excavations yielded similar results as the geotechnical investigation by HP Geotech, with top soil overlaying alluvial glacial silty sandy gravels and cobbles. 2.2 Roadways and Parking The site has two access points off the Old Highway 82 Frontage Road. The distance between these entrances was based on comments from the Colorado Department of Transportation. The west entrance makes its way south between the two polo fields. Passing the barns and cabins while providing access to their respective parking areas. The access then wraps around the east polo field and club house just south of the west polo field to meet the roadway from the east entrance. An asphalt parking lot is proposed for the club house, while gravel roads and parking lots will be provided for the barns and cabins. This road will provide the main circulation through the property. The road will have four inches of asphalt over eight inches of class 6. All non -paved roads and parking areas will have six inches of class 6. Horse and pedestrian trails will parallel and cross this main roadway connecting the clubhouse, barns, cabins and fields. Traffic signage will be used at crossings to promote a safe and inviting environment for visitors, members and residence. These roadways and walkways will be maintained by McClure River Ranch. A meeting was held on September 14, 2017 with Bill Gavette, confirming the preliminary looped layout of the access was adequate and meets the requirements put forth by the Carbondale and Rural Fire Protection District. 2.3 Grading and Drainage The existing topography of the site slopes from the northeast to the southwest following the valley floor, which slopes at about two percent to the southwest. The property is made up of several river terraces stepping down to the river toward the south. The escarpments range from 6 to 20 feet high and have steeper slopes between them of about 50 percent to 70 percent. These terraces lie between 4 and 46 feet above the river. As the grades drop southward, wetlands start to appear along with small ditches and water ways. The major grading features of the site are the two full size polo fields. These fields are sloped from the northeast to the southwest following the natural grade. This helped limit import and export numbers while providing positive drainage. One field sits in the northeast corner of the property, just west of the east entrance. This field runs east to west, while another field to the west runs north to south. McClure River Ranch PUD 2 Preliminary Engineering Report The roadways running between the fields and structures are crowned and drain into sloped grass lined swales or ditches. These swale and ditches will convey runoff to the localized depressions via storm inlets and piping. No curb and gutter is proposed. Snow storage is provided in the road side swales. The clubhouse parking lot will be plowed to the south where the vegetated pervious landscape areas will provide storage. The barns to the west and the interconnecting road will be pushed to the side where grass areas can be utilized. 2.4 Hydrology and Hydraulics Peak Flows were calculated for the 25 -year storm event Rainfall intensity was calculated using a Time of Concentration (Td) determined by the overland flow time. Given below. 0.395(1.1 — C) Lo Td S0.33 0 Runoff Coefficients (C), is a function of the Soil Group (in this case B) and the percentage of impervious area within each sub basin were developed. Lo is the overland flow length, while So is the overland slope. NOAA rainfall data was used to determine the 1 -hour Rainfall depth (Pi) of the 25 -year peak rainfall event. The 25 -year, 1 -hour rainfall depth is 0.95 inches. This rain fall data can be found in the exhibits. The Rainfall Intensity I was determined by the following equation. I = 88.8P1/(10+Ta )1.052 The Runoff Coefficient (C) was then multiplied by the Rainfall Intensity (I) and the acreage of each Major Basin (A) to determine the peak discharge for the Basin. QP CIA Qp Peak Discharge (cfs) A= Area (Acres) I= Rainfall intensity (inches per hour) C= Runoff Coefficient (Unitless) The area of disturbance was split into three separate basins and there will be three separate storm drains discharging to the south. Basin 1 is the western most basin. This encompasses the west polo field and all but one barn. This basin is 20.46 acres. The peak flow was determined to be 2.46 cfs originating from this basin for a 25 -year storm. A storm drain running down the west property line will ultimately collect this runoff. Basin 2 is just east of basin one. It is made up of half of the west polo field and the cabin area. The western access road is also within this basin. This basin is 18.90 acres and produces 3.07 cfs of runoff. Basin 3 is the eastern most basin which handles the rest of the disturbed area. This area is the western half of the west polo field, the west entrance road and the clubhouse. This basin is 4.75 acres and will produce a peak flow of 1.72 cfs. McClure River Ranch PUD 3 Preliminary Engineering Report Localized depressions will be the main form of retention to provide water quality and promote infiltration. Inlet structures, piping, swales, depression and overflow structures will convey runoff through the site. Depressions and drywells were installed in strategic areas to help control and infiltrate surface runoff. The amount of impervious area was used to size the stormwater pipes and structures. The buried storm drains are no less than 12 inches in diameter provide adequate capacity for peak flows. All culverts are a minimum of 18 -inches in diameter and provide adequate capacity for peak flows. The ultimate receiving waters will be Middle Ditch or the Roaring Fork River. 2.5 Erosion Control and SWMP The area of disturbance is larger than one acre, so a Storm Water Management Plan was required and an application was filed with the Colorado Department of Public Health and Environment for the work. During construction, Best Management Practices (BMPs) were used to mitigate sediment transport and erosion due to storm events. Sediment was kept out of the neighboring wetlands and Roaring Fork River during construction activities. Temporary BMPs consisted of silt fence, erosion logs, check dams, storm inlet and drain protection, temporary sediment traps and depressions, berms and surface roughening. These BMPs were maintained and improved during construction. The County vegetation manager inspected the revegetation of the site in September 2019, and determined the site to be revegetated and subsequently released the revegetation security. 3.0 Utility Design 3.1 Zone Districts 1 & 2 - Domestic Water Supply As indicated on the plans, potable water for Zone Districts 1 and 2 will be supplied by the seven new wells. The clubhouse, cabins and Zone District 2 will share Well No. 7. Each Lot in Zone 1 will have its own well for potable water, and the maintenance barn will share Well No. 6 with Lot 6. Pump tests were performed on the wells and water quality samples were taken over a 24-hour period for testing. A pump test for Well No. 7, which will serve the clubhouse, cabins and Zone District 2, indicated the long term yield of the well was approximately 50 to 60 gallons per minute (gpm). 50 gpm was used in the water supply analysis since it was more conservative. This level of production is enough to meet the water demands allocated for Well No. 7. According to the Well Water Quality Analysis memo written by Resource Engineering, the results indicate Well No. 7 meets the basic EPA primary and secondary drinking water standards. Radionuclide testing has been performed and came back negative. Pump tests on wells 1 through 6, which are associated with each barn, indicate they could each supply approximately 15 gpm. The water quality reports and pump test information are provided in the exhibits. The Owners may choose to install water softener systems to treat the hard water. The water softener discharge would be sent to a drywell and not the septic systems. No other treatment is needed or being considered at this time. If treatment was needed in the future it would be designed, permitted and constructed according to the CDPHE standards. 3.1.1 Zone District 1 Water Demand Zone District 1 demands include six horse barns, one maintenance barn, four cabins and a clubhouse. Irrigation demands for the polo fields, barns, cabins, clubhouse, and general landscaping will be met using the properties existing raw water rights from the Basin Ditch. If water from this ditch is turned off McClure River Ranch PUD 4 Preliminary Engineering Report for repairs or some other emergency, irrigation water would be supplied from the Middle Ditch or Lower Ditch through existing water rights. Barns 1 to 6 are each supplied with domestic water through individual wells (Wells No. 1-6). Well No. 7 is shared between the clubhouse, cabins, and Zone District 2. The total average daily demand (ADD) for Zone District 1 is approximately 14,000 gallons or 10 gpm. The maximum day demand (MDD) is expected to be twice the ADD, which is 28,000 gallons or 20 gpm. The water demand breakdown and well yields for Zone District 1 are as follows: • Well No. 1 o Barn 1 ADD = 1,399 gpd (1 gpm) o Well yield = 21,600 gpd (15 gpm) • Well No. 2 o Barn 2 ADD = 1,399 gpd (1 gpm) o Well yield = 21,600 gpd (15 gpm) • Well No.3 o Barn 3 ADD = 1,399 gpd (1 gpm) o Well yield = 21,600 gpd (15 gpm) • Well No. 4 o Barn 4 ADD = 1,399 gpd (1 gpm) o Well yield = 21,600 gpd (15 gpm) • Well No. 5 o Barn 5 ADD = 1,399 gpd (1 gpm) o Well yield = 21,600 gpd (15 gpm) • Well No. 6 o Barn 6 and Maintenance Barn ADD = 3,307 gpd (2.3 gpm) o Well yield = 21,600 gpd (15 gpm) • Well No. 7 o Cabins and Clubhouse ADD = 3,672 gpd (2.6 gpm) o Well yield = 36,000 gpd (50 gpm) The values above indicate each well has adequate yield to meet Zone District 1 demands. Demand calculations are provided in the exhibits. Only some of the water used in Zone District 1 is sent to the septic systems. Some of the water is directed to drywells or is land -applied (hose bibs, etc) as indicated in the notes and calculations provided in the exhibits. 3.1.2 Zone District 2 Water Demand and Storage Zone District 2 demands include up to 40 dwelling units, a community center and a green house. Irrigation demands for Zone District 2 will be met using the property's existing raw water rights. The average daily demand for Zone District 2 is approximately 15,000 gallons or 11 gpm. The maximum day demand is expected to be twice the average daily demand, which is 30,000 gallons. The water demand breakdown and well yield for Zone District 2 is as follows: • Well No. 7 McClure River Ranch PUD 5 Preliminary Engineering Report o Dwelling units, community center, green house ADD = 14,580 gpd (10 gpm) o Well yield = 36,000 gpd (50 gpm) Zone District 2's potable water system will be supplied from the shared Well No. 7 in Zone District 1. This system will likely have a centralized potable water system that includes an underground water storage tank, potable water pumps, and hydropneumatic tanks. The water storage tank would be filled by Well No. 7 when the water level reaches a predetermined set point. At a 25 gpm pump rate (half of the total well output), the well is capable of replenishing the ADD in approximately 10 hours and the MDD in 20 hours. This indicates the well pumping rate is adequate to serve Zone District 2. Demand and storage calculations are provided in the exhibits. The minimum storage volume that will be provided is equal to the total average daily demand. This ensures the ADD can be met even if there is a well pump failure, well pipe break, etc. It is possible the developers of Zone District 2 could drill a new well dedicated to this zone if they decided it was the best option. 3.2 Zone Districts 1 & 2 - Raw Water Supply The raw water supply for Zone District 1 will come from the Basin Ditch lateral that enters the site near the north-east property corner. A diversion structure located after the parshall flume in the northeast corner of the property splits flow between the north and south ponds. The site has a total of three ponds that are all hydraulically connected through existing piping. The north pond is located north of the proposed cabins, the middle pond is located between Lots 3 and 4, and the south pond is located to the east of Lot 1. The three ponds are connected to a centralized pump vault that is used for irrigating the site. The total volume of all ponds is 5.06 acre -ft or 1,650,000 gallons. A trailer mounted emergency pump may be used on the Middle Ditch for emergency irrigation needs in Zone District 1. A small structure with screens and headgates may be used to help filter out debris and sediment from the ditch to aid with the emergency pumping. This emergency raw water irrigation system would only be used if the Basin Ditch was offline. Zone District 2's irrigation demands will be met using the water rights associated with the Middle Ditch. Storage ponds and/or a collection system, such as the emergency intake used for Zone District 1, could be used to supply irrigation water to District 2. A centralized pump system is envisioned at this time. 3.3 Fire Protection Water Supply 3.3.1 Zone District 1 Fire Protection RFE met with Bill Gavette of the Carbondale and Rural Fire Protection District (CRFPD) to discuss the life safety of the development. The barns and additional dwelling units (ADUs) or just the ADUs may require fire sprinkler systems depending on how the barns are designed. The ADUs also require fire separation from the barns. The barns will be evaluated on a case by case basis. The centralized wetwell used to irrigate the polo fields and surrounding landscaping is being used to supply water for the barn sprinkler systems and fire protection. The sprinkler systems will require a flow of 50 gallons at 50 psi for 20 minutes or 1,000 gallons. One pressurized fire hydrant is being provided to McClure River Ranch PUD 6 Preliminary Engineering Report help supplement the dry hydrants connected to the ponds. It is located near the existing raw water irrigation vault. There is approximately one million gallons of water available in the ponds for fire flow when dead storage and ice are considered. This exceeds the required fire flow of 330,000 gallons. If the club house is under 5,000 square feet or 100 occupants it will not require sprinklers. The intent is to keep the clubhouse under these limits. 3.3.2 Zone District 2 Fire Protection As in Zone District 1, it is anticipated fire protection will be supplied from one or multiple ponds in Zone District 2. Fire pumps and underground piping may be required depending on the location of the pond(s). The size of the pond(s) will be determined during the design of Zone District 2. 3.4 Zone Districts 1 & 2 - Wastewater Treatment 3.4.1 Zone District 1 Onsite Wastewater Treatment System (OWTS) As previously discussed in the domestic water section, not all of the water used in Zone District 1 is directed to the OWTSs. All of the water, approximately 6,400 gallons, from the barn ADUs, cabins, clubhouse, and remaining bathrooms will be sent to the onsite systems for treatment. Approximately 4,700 gallons will be directed to drywells for infiltration. This includes water from horse washing, additional washing machine in each barn (ADU washing machine water is sent to the OWTSs), sinks, and hose bib water. No chemicals or hazardous material will be placed into the drywells from any of the previously mentioned sources that could contaminate the groundwater. Approximately 3,000 gallons will be land applied (hose bibs, etc.) or consumed by the horses. Four septic fields will be used in Zone District 1 to mitigate the development's wastewater and will be designed in accordance with the Colorado Department of Public Health and Environment's Regulation 43 and Garfield County regulations. As stated in section 2.1 of this report, RFE performed a tactile and visual investigation by digging two profile pits per field. Soil profile information is attached in the exhibits depicting RFE's findings. This investigation combined with the gradation test from the 2008 HP Geotech report indicates that the alluvial layer below the top soil is Soil Type 1. Septic tanks will be used to bring the effluent to Treatment Level 1 (TL1). Quick 4 Plus infiltration chambers will be utilized along with pressure dosed systems. This results in a Long -Term Acceptance Rate (LTAR) of 0.8. Garfield County requires 75 gallons per person per day and two people per bedroom. The minimum septic tank size was determined using section 43.9 -B1 -a Design Criteria and Components, Septic Tanks, Sizing Requirements, Table 9-1 within the Garfield County On-site Wastewater Treatment System Regulations. Minimum septic tank sizing requires a 48-hour detention time for the average daily flow in order to bring the effluent to Treatment Level 1 (TL1) before it is pumped to the soil treatment areas (STA). The required STA was determined by section 43.10 of the Garfield County On-site Wastewater Treatment System Regulations. 3.4.2 North Septic Field The north septic field treats the waste water from the maintenance barn and Lots 5 and 6. The total number of bedrooms for this system will be 11. - 11 Bedrooms x 2 people x 75 gallons per day = 1,650 gallons per day McClure River Ranch PUD 7 Preliminary Engineering Report The maintenance barn and horse barns will have extra bathrooms/lavatories for employees. The horse barns were estimated to have five people using the bathroom three times a day. The maintenance barn was estimated to have eight people using the bathroom three times a day. The water use per bathroom visit is 2 gallons. - Maintenance Barn = 8 people x 3 uses x 2 gallons = 48 gallons per day - Horse Barn = 5 people x 3 uses x 2 gallons = 30 gallons per day - 3 Horse Barns + 1 Maintenance Barn = 138 gallons per day Total flows =1,788 gallons per day These flows match the quantities presented within the potable domestic water demand report. The system is sized for 2,000 gallons per day to help ensure the longevity of the septic field. The minimum tank size for this system is 4,000 gallons. One single compartment 2,000 -gallon tank will be connected to another 2,000 -gallon two compartment tank. The STA for north system will be a pressure dosed sand mound, in a bed configuration, with low profile Quick 4 infiltrators. The water table was observed at 24 inches deep in this area. It was also determined that in this area there is about 12 inches of top soil overlaying the natural Type 1 soil. Due to the high ground water, the one foot top soil layer will be removed and replaced with approved sand. The total depth of sand will be two feet. This will elevate the bottom of the chambers to three feet above the ground water level as required by Table 7-2. The filtering material used in the sand filter will be clean, coarse sand, all passing a screen sized between 0.25 and 0.60 mm. The uniformity coefficient will be 4.0 or less. Material meeting ASTM 33 for concrete sand, with one percent or less fines passing a 200 -mesh sieve maybe used. Using the design flow of 2,000 gallons per day it was determined that the STA is 1,400 square feet. This field will require a minimum of 117 Quick 4 Plus infiltrators. They will be configured in a bed formation of four rows of 30 infiltrators each. This does not exceed the maximum width of 12 -feet for a bed configuration. 3.4.3 Middle Septic Field The middle septic field will treat wastewater from Lot 4 along with the four cabins in Tract A. The Lot 4 horse barn is assumed to have four bedrooms while the cabins have two bedrooms each. The total number of bedrooms for the south septic field is 12. - 12 Bedrooms x 2 people x 75 gallons per day = 1800 gallons per day The Horse Barn in Lot 4 will have an extra bathroom. The flows are depicted below. - 1 Horse Barn bathroom = 1 barn x 5 people x 3 uses x 2 gallons = 30 gallons per day Total Flow = 1,830 gallons per day These flows match the quantities presented within the potable domestic water demand report. The system will be sized for 2,000 gallons per day to help ensure the longevity of the septic field. The minimum tank McClure River Ranch PUD 8 Preliminary Engineering Report size for this system is 4,000 gallons. One single compartment 2,000 -gallon tank will be connected to another 2,000 -gallon two compartment tank. Using this design flow, the STA for a trenched field, with chambers, comes out to be 1,400 square feet. This will require a minimum of 117 Quick 4 Plus infiltrators. They will be configured in four rows of 30 infiltrators. 3.4.4 South Septic Field The south septic field will treat wastewater from barns on Lots 1, 2 and 3. Each horse barn is assumed to have three bedrooms. The total number of bedrooms for the south septic field is 9. - 9 Bedrooms x 2 people x 75 gallons per day = 1,350 gallons per day Each Horse barn will have an extra bathroom. The flows are depicted below. - 3 Horse Barn bathrooms = 3 barns * 5 people * 3 uses * 2 gallons = 90 gallons per day Total Flow = 1,440 gallons per day These flows match the quantities presented within the potable domestic water demand report. The system was sized for 1,440 gallons per day. The minimum tank size for this system is 2,880 gallons. One single compartment 2,000 -gallon tank was connected to another 2,000 -gallon two compartment tank to ensure the longevity of the system. Using this design flow, the STA for a bed system, with chambers, comes out to be 1,800 square feet. This required a minimum of 150 Quick 4 Plus infiltrators. There are 2 separate beds and are each configured in four rows of 19 infiltrators for a total of 152 infiltrators. 3.4.5 East Septic Field The east septic field is responsible for treating the wastewater generated by the club house. According to Table 6-2 of the Garfield County On-site Waste Water Treatment System Regulations, each member generates 30 gallons of wastewater per day and each employee generates 20 gallons of wastewater per day. The club house is expected to have 30 members and up to 5 employees. It will occasionally host special events so the septic field size was maximized to provide capacity for up to 60 members and guests. If this number is expected to be exceeded for special events, portable toilets will be brought in. - 60 Members/Guests x 30 gallons per day = 1,800 gallons per day - 5 Employees x 20 gallons per day = 100 gallons per day Total Flow = 1,900 gallons per day The system will be sized for 2,000 gallons per day to help ensure the longevity of the septic field. The minimum tank size for this system is 4,000 gallons. One single compartment 2,000 -gallon tank will be connected to another 2,000 -gallon two compartment tank. Using this design flow, the STA for a trenched field, with chambers, comes out to be 1,400 square feet. This will require a minimum of 117 Quick 4 Plus infiltrators. They will be configured in four rows of 30 infiltrators. McClure River Ranch PUD 9 Preliminary Engineering Report 3.4.6 Zone District 2 Wastewater Treatment System Zone District 2 will either treat its wastewater using OWTS's, if the lot sizes are large enough, or use a centralized wastewater collection and treatment facility. If OWTS's are used they will be designed according to Garfield County requirements. Any centralized collection and treatment system will be permitted through the Colorado Department of Public Health and Environment and adhere to their applicable standards/requirements. Any centralized collection and treatment system in Zone District 2 would also be sized to accommodate all uses in Zone 1 per the terms of the PUD approval, and in that scenario OWTSs in Zone 1 would be phased out over time. 3.5 Electric Service Holy Cross Energy is providing electrical service. New transformers and vaults were constructed to provide enough power to the development. Holy Cross and RFE coordinated the locations of their new equipment, so it could easily provide power to Zone District 2 in the future. 3.6 Cable Cable service is being provided by Comcast through the installed conduits and vaults. 3.7 Telephone Telephone service is provided for the development through the installed conduits and vaults. McClure River Ranch PUD 10 Preliminary Engineering Report Exhibit A G&Etech HEPWORTH - PAWLAK GEOTECHNICAL Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 email: hpgen@hpgeotech.cnnt PRELIMINARY GEOTECHNICAL STUDY PROPOSED TCI LANE RANCH SUBDIVISION HIGHWAY 82 AND EAST OF COUNTY ROAD 100 GARFIELD COUNTY, COLORADO JOB NO. 106 0920 MARCH 14, 2008 PREPARED FOR: TCI LANE RANCH, LLC CIO NOBLE DESIGN STUDIO ATTN: JON FREDERICKS, ASLA 19351 HIGHWAY 82 CARBONDALE, COLORADO 81623 Parker 30.3-841-7119 • Colorado Springs 719-633-5562 • Silverrhume 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OP STUDY - 1 SITE CONDITIONS - 1 - REGIONAL GEOLOGIC SETTING - 2 - PROJECT SITE GEOLOGY - 3 - RIVER TERRACES AND DEPOSITS - 4 - EAGLE VALLEY EVAPORITE - 4 - GEOLOGIC SITE ASSESSMENT - 5 - RIVER FLOODING - 5 - SINKHOLES - 5 - EARTHQUAKE CONSIDERATIONS - 6 - RADIATION POTENTIAL - 7 - FIELD EXPLORATION - 8 - SUBSURFACE CONDITIONS - 8 - PRELIMINARY DESIGN RECOMMENDATIONS - 8 - FOUNDATIONS - 9 - BELOW GRADE CONSTRUCTION - 9 - FLOOR SLABS - 9 - SURFACE DRAINAGE - 10 - PAVEMENT SECTION - 10 - LIMITATIONS - 10 - REFERENCES - 12 - FIGURE 1 - PROJECT SITE LOCATION FIGURE 2 - GEOLOGICALLY YOUNG FAULTS AND LARGER HISTORIC EARTHQUAKES FIGURE 3 - WESTERN COLORADO EVAPORITE REGION FIGURE 4 - PROJECT AREA GEOLOGY MAP FIGURE 5 - LOCATION OF EXPLORATORY PITS FIGURE 6 - LOGS OF EXPLORATORY PITS FIGURE 7 - LEGEND AND NOTES FIGURE 8 - SWELL -CONSOLIDATION TEST RESULTS FIGURES 9, 10, 11 & 12 - GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a preliminary geotechnical study for the proposed residential subdivision at TCI Lane Ranch located north ofthe Roaring Fork River and east of the Blue Creek Ranch Subdivision, Garfield County, Colorado. The project site is shown on Figure 1. The purpose ofthe study was to evaluate the geologic and subsurface conditions and their potential impact on the project. The study was conducted in accordance with our proposal for geotechnical engineering services to TCI Lane Ranch, LLC, dated December 20, 2007. We previously conducted percolation testing for a septic system design on the property and presented our findings in a report dated October 31, 2006, Job No. 106 0920. A field exploration program consisting of a reconnaissance and exploratory pits was conducted to obtain information on the site and subsurface conditions. Samples ofthe subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results ofthe field exploration and laboratory testing were analyzed to develop recommendations for project planning and preliminary design. This report summarizes the data obtained during this study and presents our conclusions and recommendations based on the proposed development and subsurface conditions encountered. SITE CONDITIONS The TCI Lane Ranch covers about 100 acres and is located in the Roaring Fork River valley about three and one-half miles upstream of Carbondale, see Figure 1. The property lies to the north of the river and is entirely on the nearly level valley floor. The valley floor has an average slope of about 2 percent down to the west. It is made up of several river terrace levels that are separated by low escarpments. The escarpments are typically about 6 to 20 feet high and have slopes of about 50 to 70 percent. The terrace surfaces lie between about 4 to 46 feet above the river. The Frontage Road for Highway 82 is located along the northern property line. Parts of the southern property line are in Job No. 106 0920 G& tech -2 - the Roaring Fork River channel. The Blue Creek Subdivision borders the property on the west and rural homes and agricultural land are located on the properties to the east. At the time of this study several houses and ranch buildings were located in the east -central part of the TCI Lane Ranch. Much of the ranch is irrigated hay fields and pasture which are located mostly on the higher terrace surfaces. Cottonwood trees, other trees and brush are typical of the vegetation on the lower terraces. Poorly drained wetlands are also present on the lower terraces. PROPOSED DEVELOPMENT The proposed development at the TCI Lane Ranch will be mostly a residential subdivision as shown on Figure 4. A plant nursery will be located in the northwestern part of the property. The lowest terraces along the river will not be developed and undeveloped ground will remain along Highway 82. Eighty-nine residential lots are proposed. Other development facilities will include a network of streets, a community park and other community facilities. If development plans change significantly from those described, we should be notified to re-evaluate the recommendations presented in this report. REGIONAL GEOLOGIC SETTING The project site is in the Southern Rocky Mountains to the west of the Rio Grande rift and to the east of the Colorado Plateau, see Figure 2. The site is in the western Colorado evaporite region and is in the Carbondale collapse center, see Figure 3. The Carbondale collapse center is the western of two regional evaporite collapse centers in western Colorado. It is an irregular-shaped, northwest trending region between the White River uplift and Piceance basin. It covers about 460 square miles. As much as 4,000 feet of regional subsidence is believed to have occurred during the past 10 million years in the vicinity of Carbondale as a result of dissolution and flowage of evaporite from beneath the regions (Kirkham and Others, 2002). The evaporite is mostly in the Eagle Valley Evaporite with some in the Eagle Valley Formation. The Eagle Valley Evaporite is the near surface formation rock below the surficial soil deposits at the project site. It crops Job No. 106 0920 -3 - out on the steep valley side to the south of the river, see Figure 4. Much of the evaporite related subsidence in the Carbondale collapse center appears to have occurred within the past 3 million years which also corresponds to high incision rates along the Roaring Fork, Colorado and Eagle Rivers (Kunk and Others, 2002). This indicates that long-term subsidence rates have been very slow, between about 0.5 and 1.6 inches per 100 years. It is uncertain ifregional evaporite subsidence is still occurring or if it is currently inactive. If still active these regional deformations because of their very slow rates should not have a significant impact on the propose development at the TCI Lane Ranch. Geologically young faults related to evaporite tectonics are present in the Carbondale collapse center but considering the nature of evaporite tectonics, these fault are not considered capable of generating large earthquakes. The closest geologically young faults that are less than about 15,000 years old and considered capable of generating large earthquakes are located in the Rio Grande rift to the east of the project site, see Figure 2. The northern section of the Williams Fork Mountains fault zone Q50 is located about 60 miles to the northeast and the southern section of the Sawatch fault zone Q56b is located about 60 miles to the southeast. At these distances large earthquakes on these two geologically young fault zones should not produce strong ground shaking at the project site that is greater than the ground shaking shown on the U. S. Geological Survey 2002 National Seismic Hazards Maps (Frankel and Others, 2002). PROJECT SITE GEOLOGY The geology in the project area is shown on Figure 4. This map is based on our field observations and is a modification of the regional geology map by Kirkham and Widmann (1997). Near surface formation rock is the middle Pennsylvanian -age, Eagle Valley Evaporite. This regional rock formation was deposited in the central Colorado trough during the Ancestral Rocky Mountain orogeny about 300 million years ago. At the project site the evaporite is covered by a series of Roaring Fork River terraces and deposits that are associated with cyclic periods of deposition and erosion related to glacial and interglacial climatic fluctuations during about the past 35 thousand years. Job No. 106 0920 Ge Gtech -4 RIVER TERRACES AND DEPOSITS Remnants of seven river terrace levels (Qtl through Qt7) are present at the project site. The lower four terraces are probably related to post -Pinedale climatic fluctuations during the past 15 thousand years. Terrace Qtl lies within 4 feet of the river. Terrace Qt2 lies about 6 feet above the river, terrace Qt3 lies about 12 feet above the river and terrace Qt4 is about 22 feet above the river. The Qtl terraces are small river bank terraces and channel bar deposits. The Qt2 terraces are old abandoned river channels that lie below the Qt3 terrace surface. The three higher terraces are probably associated with the late Pleistocene -age, Pinedale glaciations between about 15 and 35 thousand years ago. Terrace Qt5 lies about 38 feet above the river, terrace Qt6 lies about 40 feet above the river and terrace Qt 7 lies about 46 feet above the river. Our exploratory pits show that the alluvial deposits below terrace levels Qt3 through Qt7 are similar. They consist of a thin, less than 1 -foot thick to 3 -foot thick, topsoil formed in soft, silty clay over -bank deposits. The over -bank deposits overlie river alluvium that consists of rounded gravel- to boulder -size rocks in a relatively clean sand matrix. The river alluvium extended to the bottom of the exploratory pits that were excavated to depths of around 9 feet. Judging from water well records in the Colorado State Engineer's data base the river alluvium is probably in the range of 40 to 50 feet deep in the project area. EAGLE VALLEY EVAPORITE The Eagle Valley Evaporite underlies the Roaring Fork River alluvium in the project area and as discussed above may extend to depths of 40 to 50 feet below the terrace surfaces. The Eagle Valley Evaporite is a sequence of evaporite rocks consisting of massive to laminated gypsum, anhydrite, and halite interbedded with light-colored mudstone, fine- grained sandstone, thin limestone and dolomite beds and black shale (Kirkham and Widmann, 1997). The evaporite minerals are relatively soluble in circulating ground water and subsurface solution voids and related surface sinkholes are locally present in these rocks throughout the western Colorado evaporite region where the evaporite is near Job No. 106 0920 Gtech -5 - the surface, see Figure 3. Sinkholes were not observed at the project site during our field work but the snow cover at that time may have obscured sinkholes if present. GEOLOGIC SITE ASSESSMENT Geologic conditions that could present an unusually high risk to the proposed development were not identified by this study but there are geologic conditions that should be considered in the project planning and design. These conditions, their potential risks and possible mitigations to reduce the risks are discussed below. Geotechnical engineering design considerations are presented in the Preliminary Design Recommendations section of this report. RIVER FLOODING The low lying terraces along the Roaring Fork River may be subject to periodic flooding during high river flows. The hydrologic study conducted for the project storm water management plan design should evaluate the potential for river flooding and possible methods to protect project facilities from an appropriate design flood on the river. SINKHOLES Geologically young sinkholes are present in the western Colorado evaporite region mostly in areas where the Eagle Valley Formation and Eagle Valley Evaporite are shallow, see Figure 3. In this region a few sinkholes have collapsed at the ground surface with little or no warning during historic times. This indicates that infrequent sinkhole formation is still an active geologic process in the region. Evidence of sinkholes was not observed at the project site during our field reconnaissance or aerial photographs review but could have been obscured by the snow cover. A field review to look for sinkholes in the proposed building area should be made after the site is clear of snow cover. Although geologically active in the region , the likelihood that a sinkhole will development during a reasonable exposure time at the project area is considered to be low. This inference is Job No. 106 0920 G leStech -6 - based on the large extent of sinkhole prone areas in the region in comparison to the small number of sinkholes that have developed in historic times. Because of the complex nature of the evaporite related sinkholes, it will not be possible to avoid all sinkhole risk at the project site. If conditions indicative of sinkhole related problems are encountered during site specific soil and foundation studies for the houses and other movement sensitive faculties, an alternative building site should be considered or the feasibility of mitigation evaluated. Mitigation measures could include: (1) a rigid mat foundation, (2) stabilization by grouting, (3) stabilization by excavation and backfilling, (4) a deep foundation system or (5) structural bridging. Water features should not be considered close to building sites, unless evaluated on a site specific basis. The home owners could purchase special insurance to reduce their potential risks. Prospective owners should be advised ofthe sinkhole potential, since early detection of building distress and timely remedial actions are important in reducing the cost of building repair should an undetected subsurface void start to develop into a sinkhole after construction. EARTHQUAKE CONSIDERATIONS Historic earthquakes within 150 miles ofthe project site have typically been moderately strong with magnitudes of M 5.5 and less and maximum Modified Mercalli Intensities of VI and less, see Figure 2, The largest historic earthquake in the project region occurred in 1882. It was located in the northern Front Range about 115 miles to the northeast of the project site and had a estimated magnitude of about M 6.2 and a maximum intensity of VII. Historic ground shaking at the project site associated with the 1882 and the other Iarger historic earthquakes in the region does not appear to have exceeded Modified Mercalli Intensity VI (Kirkham and Rogers, 1985). Modified Mercalli Intensity VI ground shaking should be expected during a reasonable exposure time for the houses and other project facilities , but the probability of stronger ground shaking is low. Intensity VI ground shaking is felt by most people and causes general alarm, but results in negligible damage to structures of good design and construction. Job No. 106 0920 Gtech -7 - The houses and other facilities subject to earthquake damage should be designed to withstand moderately strong ground shaking with little or no darnage and not to collapse under stronger ground shaking. Forfirm rock sites with shear wave velocities of 2,500 fps in the upper 100 feet, the U. S. Geological Survey 2002 National Seismic Hazard Maps indicate that a peak ground acceleration of 0.06g has a 10% exceedence probability for a 50 year exposure tirne and a peak ground acceleration of 0.23g has a 2% exceedence probability for a 50 year exposure time at the project site (Frankel and Others, 2002). This corresponds to a statistical recurrence time of about 500 years and 2,500 years, respectively. The soil profiles at the building sites should be considered as Class C, firm rock sites as described in the 2006 International Building Code unless site specific shear wave velocity studies show otherwise. RADIATION POTENTIAL Regional studies by the Colorado Geological Survey indicate that the closest radioactive mineral occurrences to the project site are greater that twenty miles from the site (Nelson -Moore and Others, 1978). Radioactive mineral occurrences are present in the Aspen-Lenado mining district to the southeast and on the southwest flank of the White River uplift to the northwest. Regional studies by the U. S. Geological Survey (Dubiel, 1993) for the U. S. Environmental Protection Agency (EPA) indicate that the project site is in a moderate radon gas potential zone. The 1993 EPA regional radon study considered data from (1) indoor radon surveys, (2) aerial radioactivity surveys, (3) the general geology, (4) soil permeability estimates, and (5) regional architectural practices. It is not possible to accurately assess future radon concentrations in buildings before they are constructed. Accurate tests of radon concentrations can only be made when the buildings have been completed. Because of this, new buildings in moderate to high radon areas are often designed with provisions for ventilation of the lower enclosed areas should post construction testing show unacceptable radon concentrations. Job No. 106 0920 Gtech -8 - FIELD EXPLORATION The field exploration for the project was conducted on January 10 and 15, 2008. Twelve exploratory pits were excavated at the locations shown on Figure 5 to evaluate the subsurface conditions. The pits were dug with a trackhoe and were logged by a representative of Hepworth-Pawlak Geoteehnical, Inc. Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are shown on the Logs of Exploratory Pits, Figure 6. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 6. The subsoils consist of about 1/2 to 3 feet of organic topsoil overlying 2 feet of silty sand in Pit 1 and relatively dense, silty sandy gravel containing cobbles and boulders in the remaining pits. Pit 3 contained a lens of slightly gravelly sand from 4 to 51/2 feet. Laboratory testing performed on samples obtained from the pits included natural moisture content and density and gradation analyses. Results of swell -consolidation testing performed on a relatively undisturbed sample, presented on Figure 8, indicate moderate compressibility under conditions of loading and wetting. Results of gradation analyses performed on large disturbed samples (minus 3 to 5 inch fraction) of the natural coarse granular soils are shown on Figures 9 through 12. The laboratory testing is summarized in Table I. No free water was encountered in the pits at the time of excavation and the subsoils were slightly moist. PRELIMINARY DESIGN RECOMMENDATIONS The conclusions and recommendations presented below are based on the proposed development, subsurface conditions encountered in the exploratory pit, and our experience in the area. The recommendations are suitable for planning and preliminary design but site specific studies should be conducted for individual lot development. Job No. 106 0920 Gc&ech -9 FOUNDATIONS Bearing conditions will vary depending on the specific location of the building on the property. Based on the nature of the proposed construction, spread footings bearing on the natural granular soils should be suitable at the building sites. We expect the footings can be sized for an allowable bearing pressure in the range of 1,500 psf to 3,000 ps£ Compressible silty sands encountered in building areas may need to be removed or the footings designed accordingly as part of the site specific lot study. Nested boulders and loose matrix soils may need treatment such as enlarging footings or placing compacted structural fill. Foundation walls should be designed to span local anomalies and to resist lateral earth loadings when acting as retaining structures. The footings should have a minimum depth of 36 inches for frost protection. BELOW GRADE CONSTRUCTION Free water was encountered in some of the exploratory pits and it has been our experience in the area that the water level can rise and local perched groundwater can develop during times of seasonal runoffand heavy irrigation. In general, all below grade areas should be protected from wetting and hydrostatic pressure buildup by use of an underdrain system. We recommend that slab -on -grade floors be placed near to above existing grade and crawlspaces be kept shallow. Basement levels may not be feasible in the lower lying areas with a shallow groundwater level. Potential groundwater impacts on proposed development should be evaluated as part of the site specific building study. FLOOR SLABS Slab -on -grade construction should be feasible for bearing on the natural granular soils below the topsoil. There could be some post construction slab settlement at sites with compressible silts and sands. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints. Floor slab control joints should be used to reduce damage due to shrinkage cracking. A Job No. 106 0920 Gegtech -10 - minimum 4 inch thick layer of free -draining gravel should underlie building slabs to break capillary water rise and facilitate drainage. SURFACE DRAINAGE The grading plan for the subdivision should consider runoff through the project and at individual sites, Water should not be allowed to pond next to buildings. To limit infiltration into the bearing soils next to buildings, exterior backfill should be well compacted and have a positive slope away from the building for a distance of at least 10 feet. Roof downspouts and drains should discharge well beyond the limits of all backfill and landscape irrigation should be restricted. PAVEMENT SECTION The near surface soils encountered in the exploratory pits below the topsoil typically consisted of silty sandy gravel. The pavement section for the site access roads can be taken as 3 inches of asphalt pavement ori 8 inches of Class 6 aggregate base course for preliminary design purposes. The subgrade should be evaluated for pavement support at the time of construction. Subexcavation of the topsoil and fine-grained soils and replacement with coarse granular subbase material may be needed to achieve a stable subgrade in some areas. LIMITATIONS This study has been conducted according to 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 field reconnaissance, review of published geologic reports, the exploratory pits located as shown on Figure 5 and to the depths shown on Figure 6, the proposed type of construction and our experience in the area. Our consulting 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 Job No. 106 0920 GeStech include interpolation and extrapolation of the subsurface conditions identified and 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 so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for planning and preliminary design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation, conduct additional evaluations and review and monitor the implementation of our recommendations. 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. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Scott W. Richards, E.I. Reviewed by: Steven L. Pawlak, P.E. SWR/vad Job No. 106 0920 Gtech - 12 - REFERENCES Dubiel, R. F., 1993, Preliminary Geologic Radon Potential Assessment of Colorado in Geologic Radon Potential EPA Region 8, Colorado, Montana, North Dakota, South Dakota, Utah and Wyoming: U. S. Geological Survey Open File Report 93- 292-H. Frankel, A. D. and Others, 2002, Documentation for the 2002 Update of the National Seismic Hazard Maps: U. S. Geological Survey Open File Report 02-420. Kirkham, R. M. and Rogers, W. P., 1985, Colorado Earthquake Data and Interpretations 1867 to 1985: Colorado Geological Survey Bulletin 46. Kirkham, R. M. and Widmann, B. L., 1997, Geology Map of the Carbondale Quadrangle, Garfield County, Colorado: Colorado Geological Survey Open File 97-3. Kirkham, R. M. and Scott, R. B., 2002, Introduction to Late Cenozoic Evaporite Tectonism and Volcanism in West -Central, Colorado, in Kirkham R. M., Scott, R Job No. 106 0920 Ge tech x1"c:`L,'?'_'' ,sem. 4y11 . f�1�1} f i lyY�l B � Mar • - I Ej I,a • lf i:,v.am, •i`3rA.,.Y: 0 3000 ft. Scale: 1 in. = 3000 ft. Contour Interval = 40 ft. 106 0920 GUP'�ech HEPWOR1H-PAWLAK GEOTECHNICAL TCI Lane Ranch Project Project Site Location 1 Figure 1 Intermountain Seismic Belt Middle R u 1984 M 5.1 Wyoming WY 1977 M 5.0 68 5.5 Colorado Intermountain Seismic Belt Moab ❑ UT. Rangely Rio Blanca (Explosion) 1973 M M 5.7 Grand Junction Plateau co. o Cortez Basin L87 ily Park 1 VI 150 miles Axial Basin 1891 VI Craig Steam Spring (1P CD Meeker Glenwood ❑ Springs Eagle Rifle Rulison (Explosion) 1969 M 5.3 DeltaE S. Grand Hogback', Vi994444 Montrose ❑ Q20 Ridgeway VI 19133 • Project Site Aspen fl ..0 Cimarron Ridge Gunnison 1960 ❑ M 5.5 Lake City 1955 VI Pagosa Springs T-) Durango Dulce 1966 M 5.1 VII Laramie Mtn. 1984 M 5.5 VI Walden ❑ O Krommling 2 050 Vail ,0 056b Salida 01Q67 @ Q69e Q69b CO 0 n Fan Collins Loveland N. Front Range 1882 Rocky Mtn. Arsen. I M 6.2 1962 to 1967 1 VII VI to VII M 3.2 to M 5.3 j �`+;�61:iri11.1.410/0 eeley Golden Denver ❑Parker Roek WY. wa Colorad • $p. 069d Pueblo Walsenburg ❑Trinidad Co Explanation: Post -Glacial Faults: Fault younger than about 15,000 years. Larger Historic Earthquakes: 0 ' Earthquakes with maximum intensity greater than VI or magnitude greater than M 5.0 from 1867 to present. Nuclear Explosion: Large underground nuclear explosion for natural gas reservoir enhancement. Historic Seismic Zones: Areas with historically high seismic activity. M Local, surface wave or body wave magnitude VI Modified Mercalli intensity References: Widmann and Others (1998) U. S. Geological Survey Earthquake Catalogs 0 50 mi. Scale: 1 in. = 50 mi. 106 0920 GeStech HEPWORTH—PAWLAK GEOTECHNICAL TO Lane Ranch Project Geologically Young Faults and Larger Historic Earthquakes Figure 2 0 fC xLu 106 0920 Sawatch Range Anticline �° LCO U .O O R. tC 0 C Li O LL LL! O m m m > > G 4ech 8EPWORTH-PAWLAK cEOTEcH4icAL To cO.0E � .o 4" to O y 000:1 TCI Lane Ranch Project Western Colorado Evaporite Region m 2 Figure 3 Qt7 Qf Blue Creek Rancn Explanation: Man -Placed Fill First Post -Glacial Terrace Second Post -Glacial Terrace Third Post -Glacial Terrace Fourth Post Glacial Terrace Alluvial Fans of Qt1 j Qt2 Qt3 Qt4 Qf 106 0920 I Gtr I HEPWORTH-PAWLAK GEOTECHNICAL Qt5-7 P1 Pinedale Outwash Terraces: 5 - lowest, 6 - intermediate, 7- highest Colluvium over Eagle Valley Evaporite Contact: Approximate boundary of map units. a Exploratory Pits: Approximate locations. 0 400 ft. Scale: 1 in. = 400 ft. Contour Interval: 10ft. and 40 ft. March 2008 Modified from Kirkham and Widmann (1997) TCI Lane Ranch Development Project Area Geology Map IFigure 4 APPROXIMATE SCALE 1"=300' ,Lor 60' `—J LOT61 i\ILor sad JOT 63)7 / 't , 41or 57/ n /COT : rLOT 59) / NURSERY PARCEL i LOT 451 LOT 451 r _ r% -Lor 4/11 e. {OT 56/ , ILOr 491 1L07 49 %LOT 50� .`(\LOTs) r • PvI11� °i J r` / LOT 66/7 i / /J ` - Z__..1Z__..1 ..'",.// LOT 67 L ' LOT 69 1 L— L�,1 LOT 59 \.J. -- LOT 70 >/'�N.J. /&0r 65/ Lar o Tea —1 X23 1 L�7T r t L SLOT 74. LOT 75 ), LOT 76 1 1 '�LL 1 7 7F :L6T 4 , 077;3 LJ\L+--� 6 \zz., ;Approximate location of 'N' previous percolation test 10/30/2006 106 0920 Ge Rech Hepworth--Pawlak Geotechnical LOCATION OF EXPLORATORY PITS FIGURE 5 Depth - Feet 4cri 1)a 0 0 Depth - Feet 0 — 5 _ 10 0 — 5 _ 10 _0 —5 10 PIT 1 ELEV.= OP 3 ::01%•q. PIT 5 PIT 9 •••:. 9,09 A ••:./5:• • WC -8.9 DD = 96 -200=41 3 ] PIT 2 ELEV.= PIT 6 %I* PIT 10 - +4=73 -200=2 •%..47;* _ 2 2:_vdAr +4=54 -200=5 PIT 3 ELEV.= • PIT 7 .0:. t*.1 PIT 11 o . ••°:. • — 3 +4=15 -200=2 1 Note: Explanation of symbols is shown on Figure 3. PIT 4 ELEV. ,R•p▪ g ;0•,,e5 • s‘,."1 :0•••,1•• — 3 +4=69 -200=2 PIT 8 9.40:••• a 4. PIT 12 - +4=61 - - - -200-3 - ] +4=68 -200=1 0 5 10 0 5 10 _ 0_ 5- 10 _ f) LL r a 0 Depth — Feet 0 LEGEND: NOTES: TOPSOIL; organic silty clay, soft, moist, dark brown. SAND (SM -SP ); silty, trace gravels, loose, slightly moist, brown. GRAVEL AND COBBLES (GM -GP); with boulders, clean sand, dense to very dense, slightly moist, light brown to brown, subrounded rock. 2" Diameter hand driven liner sample. Disturbed bulk sample. Free water in pit at time of excavating. 1. Exploratory pits were excavated on January 15, 2008 with a track excavator. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were not measured and the logs of exploratory pits are drawn to depth. 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 level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve Compression 0 1 2 3 _ 4 5 6 7 8 9 upon wetting 0.1 1.0 10 100 APPLIED PRESSURE - ksf 106 0920 1-1 Re•worth—Pawlak Geotechnical SWELL -CONSOLIDATION TEST RESULTS Figure 8 Moisture Content = 8.9 percent Dry Density = 96 pcf Sample of: Silty Sand From: Pit 1 at 2 Y Feet Compression 3 _ 4 5 6 7 8 9 upon wetting 0.1 1.0 10 100 APPLIED PRESSURE - ksf 106 0920 1-1 Re•worth—Pawlak Geotechnical SWELL -CONSOLIDATION TEST RESULTS Figure 8 -_i 11111 Lair! MIN VIII- ! I!1II!IIJIIII' N!1 _mo -i 11, jig 10 ' 'CENT RETAI • HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS I U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS 45 MIN. 15HHMIN. 60MIN19MIN.4 MIN, 1 MIN. #200 #100 #50 #30 #16 48 #4 3/8" 3/4" 1 1/2" 3" 5"6" 8" 100 10 20 30 40 50 60 70 80 90 100 .001 .202 .005 .009 -019 .037 .074 -150 -330 CLAY TO ALT 600 1.18 2.36 4.75 DIAMETER OF PARTICLES IN MILLIMETERS FINE SANE) MEDIUM 1 COARSE 9.5 125 10.0 GRAVEL 37.5 76.2 152 203 127 FINE 1 COARSE GOBBLES GRAVEL 66 % SAND 32 % SILT AND CLAY 2 % LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF: Sandy Gravel FROM: Pit 2 at 8 to 8 Y Feet HYDROMETER ANALYSIS SIEVE ANALYSIS 24 R. 7 HR TIME READINGS U.S. STANDARD SERIES 1 CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60MIN19MIN.4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 3/8" 3/4'1 1 1/21 3" 5'16' 8" 0 100 60 BO 70 60 50 40 30 20 10 0 10 20 30 40 50 60 70 80 90 100 001 .002 90 80 70 60 50 40 30 20 10 0 .005 .009 .019 .037 .074 .150 .300 .600 1.18 2.36 4.75 9.512 519.0 37.5 76.2 12752 203 CLAY TO SILT DIAMETER OF PARTICLES IN MILLIMETERS FINE SAND f MEDIUM I COARSE GRAVEL FINE I COARSE COBBLES GRAVEL 15 % SAND 83 % SILT AND CLAY 2 % LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF: Sandy Gravel FROM: Pit 3 at 5 to 5 % Feet ▪ ' ENT PAS 1 0 ▪ `CENT PASSING 106 0920 H Hepworth—Pawlak Geotechnical GRADATION TEST RESULTS Figure 9 1a:T.20r - .u• Wa•10011:1Moralkiki HYDROMETER ANALYSIS TIME READINGS SIEVE ANALYSIS U.S. STANDARD SERIES 1 HR 45 MIN. 15 MIN. 60MIN19MIN.4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 0 10 20 30 40 50 60 70 80 90 100 .001 .002 .005 109 .019 037 074 150 .300 .605 1.18 2.30 DIAMETER OF PARTICLES IN MILLIMETERS CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1/2" 3" 5" 6" 8" 1 1 CLAY TO SILT FINE SAND MEDIUM I COARSE 4_75 9.5 12.5 19.0 FINE GRAVEL 37.5 76.2 152 203 127 COARSE COBBLES 100 90 00 75 60 50 40 30 20 10 GRAVEL 69 % SAND 29 % SILT AND CLAY 2 % LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF: Sandy Gravel FROM: Pit 4 at 8 Y2 to 9 Feet HYDROMETER ANALYSIS I SIEVE ANALYSIS I TIME READINGS U.S. STANDARD SERIES 1 CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60MIN19MIN.4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1 1/2" 3" 5'' 6" 8" 100 0 10 20 30 40 50 60 70 80 90 100 001 002 .005 .009 .019 .037 .074 .150 .300 600 1.18 2.36 DIAMETER OF PARTICLES IN MILLIMETERS 1 1 CLAY 70 SILT FINE SAND MEDIUM !COARSE 4.75 1 { { 9.512.519.0 FINE GRAVEL .L 37.5 COARSE 90 80 70 60 50 40 30 20 10 0 76.2 12752 203 GRAVEL 73 % SAND 25 % SILT AND CLAY 2 LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF: Sandy Gravel FROM: Pit 6 at 8X to 9 Feet COBBLES NaMMOIEV RINtt PER ENT PA 0 HYDROMETER ANALYSIS I TIME READINGS SIEVE ANALYSIS U.S. STANDARD SERIES 45 MIN. 15 HMIN. 60MIN19M1N 4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 0 10 20 30 40 50 60 70 80 90 100 .001 .002 .005 .059 .019 .037 .074 .150 .300 .600 1.18 2.36 4.75 9.512.5 19.0 DIAMETER OF PARTICLES IN MILLIMETERS CLEAR SQUARE OPENINGS 318" 314" 1 112" 3" 51'6" 8'' 100 7 t CLAY TO SILT GRAVEL 61 % LIQUID LIMIT % SAMPLE OF: Sandy Gravel FINE SAND MEDIUM 1 COARSE FINE GRAVEL 37 5 76.2 152 203 127 COARSE SAND 36 % SILT AND CLAY 3 PLASTICITY INDEX % FROM: Pit 8 at 7 Y to 8 Y Feet COBBLES HYDROMETER ANALYSIS 1 24 L 7 HR TIME READINGS 1 24 L 7 HRU.S. STANDARD SERIES 1 CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60MIN19MIN.4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 318" 314" 1 1/2' 3"5"6" 8'0 _ _ 100 SIEVE ANALYSIS 94 99 70 60 20 a0 30 20 10 10 20 30 40 50 60 70 80 90 100 .001 .002 .005 .009 .019 .037 074 .150 .300 .600 1.18 2.36 4.75 9,5/2.519.0 37.5 DIAMETER OF PARTICLES IN MILLIMETERS 1 ( CLAY TO SILT GRAVEL 54 % LIQUID LIMIT % SAMPLE OF: Sandy Gravel with Cobble FINE SANG MEDIUM I COARSE GRAVEL FINE I COARSE 90 80 70 60 50 40 30 20 10 0 76.2 12752 203 COBBLES SAND 41 % SILT AND CLAY 5 % PLASTICITY INDEX % FROM: Pit 10 at 6 Y to 7 Feet slaglIVA.l�1►Lt T0:1111XliENXIL EXI HYDROMETER ANALYSIS 24 HR. 7 HR TIME READINGS U.S. STANDARD SERIES 0 45 MIN. 15 MIN.60MIN19MIN.4 MIN_ 1 MIN. #200 #100 #50 #30 #16 #8 SIEVE ANALYSIS CLEAR SQUARE OPENINGS 10 20 30 40 50 60 70 BO 90 100 #4 318' 314" 1 1/2" 3° 5" 6" 8° 100 90 BO 1 .001 .002 .005 009 019 037 .074 .150 CLAY TO SILT 300 .600 1.18 2.36 DIAMETER OF PARTICLES IN MILLIMETERS GRAVEL 68 % LIQUID LIMIT SAMPLE OF: Sandy Gravel FINE SAND MEDIUM 1 COARSE SAND 31 % L 4.75 9.5 19.0 37.5 76.2 152 203 12.5 127 GRAVEL FINE 1 COARSE COBBLES SILT AND CLAY 1 % PLASTICITY INDEX % FROM: Plt 12 at 7 Y2 to 8 Feet 70 60 50 40 30 20 10 0 Job No. 106 0920 (/) z H Lu(I) U z L~ 2 !11 U f— LU OO 0 --I J m CCI Q J a LL = 0 C� ❑C a w D 2 Ln U.1 a c O —I U'b in O ❑ w m - 4--' CA 9 OA a CA 5 ,r--,'bA cC (./ 7 iii 0 C1") 9 ;_ bA 0 CJD ice. bA 0 CZ) i�-I ti) 0 C/] et ;_ b!J U] w w�-.z zcnL zLuLu in O�E4 a Z O 0 ATTERBERG LIMITS LIQUID PLASTIC LIMIT INDEX (%) r%o) HU O z z o w LU 0-I `qN ce Lei O Lu a z N N N m *-1 L GRADATION D o en o N cn �mm J aC k.c'--1 vO t ,.D tr \O w z ❑ J ce z W 2cnu.JzH 8.- z z O 09. • N SAMPLE LOCATION PIT DEPTH (ft) N I 00 I V') I 00 I op N o, N C• I l N --I N (-r) 7r' lD o0 0 r,-1 Exhibit B EAST SEPTIC FIELD PROFILE PIT / LEGEND TOPSOIL SANDY GRAVEL WITH COBBLES EAST SEPTIC FIELD PROFILE PIT 2 NO TES 1. SOIL PROFILE PITS / 2 FOR THE EASTERN SEPTIC FIELD WERE OBSERVED ON SEPTEMBER /2, 201Z 2. L OCA TIONS OF SOIL PROFILE PITS SHOWN ON THE FOL L 0 WING EXHIBIT ARE APPROXIMATE. 3. LINES BETWEEN THE MATERIALS SHOWN ON THE PROFILE PIT REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN THE MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. Q NO FREE WATER WAS ENCOUNTERED IN EITHER SOIL PROFILE PITS. PROFILE PIT LOG PROJECT: MRR PROJECT NO.: 2017-13 DATE: 10/24/2019 DRAWN BY: VJT ROARING FORK ENGINEERING 592 HIGHWAY 133 CARBONDALE COLORADO, 81623 PH. (970) 340-4130 F. (866) 876-5873 MIDDLE SEPTIC FIELD PROFILE PIT / LEGEND TOPSOIL 0 SANDY GRAVEL WITH COBBLES MIDDLE SEPTIC FIELD PROFILE PIT 2 NO TES 1. SOIL PROFILE PITS / 12 FOR THE MIDDLE SEPTIC FIELD WERE OBSERVED ON APRIL / 20/9. 2. L OCA TIONS OF SOIL PROFILE PITS SHOWN ON THE FOLLOWING EXHIBIT ARE APPROXIMATE. 3. LINES BETWEEN THE MATERIALS SHOWN ON THE PROFILE PIT REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN THE MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. Q NO FREE WATER WAS ENCOUNTERED IN EITHER SOIL PROFILE PITS. PROFILE PIT LOG PROJECT: MRR PROJECT NO.: 2017-13 DATE: 10/24/2019 DRAWN BY: VJT ROARING FORK ENGINEERING 592 HIGHWAY 133 CARBONDALE COLORADO, 81623 PH. (970) 340-4130 F. (866) 876-5873 CC NORTH SEPTIC FIELD PROFILE PIT / LEGEND TOPSOIL 0 SANDY GRAVEL WITH COBBLES DC NORTH SEPTIC FIELD PROFILE PIT 2 NO TES 1. SOIL PROFILE PITS / 2 FOR THE NORTHERN SEPTIC FIELD WERE OBSERVED ON SEPTEMBER /2, 20/7. 2. L OCA TIONS OF SOIL PROFILE PITS SHOWN ON THE FOL L OWING EXHIBIT ARE APPROXIMATE. 3. LINES BETWEEN THE MATERIALS SHOWN ON THE PROFILE PIT REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN THE MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 1. NO FREE WATER WAS ENCOUNTERED IN EITHER SOIL PROFILE PITS. PROFILE PIT LOG PROJECT: MRR PROJECT NO.: 2017-13 DATE: 10/24/2019 DRAWN BY: VJT ROARING FORK ENGINEERING 592 HIGHWAY 133 CARBONDALE COLORADO, 81623 PH. (970) 340-4130 F. (866) 876-5873 iT n SOUTH SEPTIC FIELD PROFILE PIT / LEGEND TOPSOIL SANDY GRAVEL WITH COBBLES SOUTH SEPTIC FIELD PROFILE PIT 2 NO TES H 1. SOIL PROFILE PITS / & 2 FOR THE SOUTHERN SEPTIC FIELD WERE OBSERVED ON SEPTEMBER /1 20/ Z 2. L OCA TIONS OF SOIL PROFILE PITS SHOWN ON THE FOL L 0 WING EXHIBIT ARE APPROXIMATE. 3. LINES BETWEEN THE MATERIALS SHOWN ON THE PROFILE PIT REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN THE MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 1. NO FREE WATER WAS ENCOUNTERED IN EITHER SOIL PROFILE PITS. PROFILE PIT LOG PROJECT: MRR PROJECT NO.: 2017-13 DATE: 10/24/2019 DRAWN BY: VJT ROARING FORK ENGINEERING 592 HIGHWAY 133 CARBONDALE COLORADO, 81623 PH. (970) 340-4130 F. (866) 876-5873 Exhibit C Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=39.4041&... NOAA Atlas 14, Volume 8, Version 2 Location name: Carbondale, Colorado, USA* Latitude: 39.4041°, Longitude: -107.1428° Elevation: 6313.16 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAH, National Weather Service, Silver Spring, Maryland PF_tabular 1 PF graphical 1 Maps_&_aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5 -min 0.109 (0.087-0.139) 0.160 (0.128-0.205) 0.241 (0.192-0.309) 0.304 (0.241-0.393) 0.386 (0.290-0.514) 0.446 (0.328-0.606) 0.502 (0.355-0.705) 0.556 (0.375-0.808) 0.621 (0.402-0.937) 0.667 (0.422-1.03) 10 -min 0.159 (0.128-0.204) 0.235 (0.188-0.300) 0.352 (0.281-0.453) 0.445 (0.352-0.575) 0.566 (0.425-0.753) 0.653 (0.480-0.888) 0.735 (0.520-1.03) 0.814 (0.549-1.18) 0.910 (0.589-1.37) 0.977 (0.618-1.52) 15 -min 0.194 0.286 (0.156-0.249) (0.229-0.366) 0.430 0.543 0.690 (0.342-0.552) (0.430-0.701) (0.518-0.919) 0.796 0.897 (0.585-1.08) (0.634-1.26) 0.992 1.11 1.19 (0.670-1.44) (0.718-1.67) (0.754-1.85) 30 -min 0.261 0.371 (0.209-0.333) (0.296-0.475) 0.542 0.675 0.847 (0.432-0.696) (0.535-0.873) (0.636-1.13) 0.970 1.08 (0.712-1.32) (0.767-1.52) 1.19 1.32 1.41 (0.804-1.73) (0.854-1.99) (0.891-2.19) 60 -min 0.344 0.457 (0.276-0.441) (0.366-0.586) 0.634 0.772 0.950 1.08 1.20 (0.505-0.814) (0.611-0.998) (0.715-1.26) (0.793-1.47) (0.848-1.68) 1.31 1.45 1.54 (0.886-1.91) (0.937-2.18) (0.976-2.39) 2 -hr 0.428 (0.347-0.542) 0.544 (0.440-0.689) 0.726 (0.584-0.921) 0.868 (0.694-1.11) 1.05 (0.802-1.38) 1.19 (0.883-1.59) 1.31 (0.939-1.82) 1.43 (0.977-2.05) 1.58 (1.03-2.34) 1.68 (1.07-2.56) 3 -hr 0.503 (0.409-0.631) 0.608 (0.495-0.764) 0.776 (0.628-0.978) 0.909 (0.732-1.15) 1.09 (0.834-1.42) 1.21 (0.911-1.62) 1.34 (0.967-1.84) 1.46 (1.00-2.08) 1.61 (1.06-2.38) 1.72 (1.10-2.60) 6 -hr 0.662 (0.544-0.820) 0.751 (0.617-0.932) 0.900 (0.737-1.12) 1.03 (0.835-1.29) 1.21 (0.945-1.57) 1.35 (1.03-1.79) 1.49 (1.10-2.04) 1.64 (1.15-2.33) 1.84 (1.24-2.71) 2.00 (1.30-2.99) 12 -hr 0.832 (0.692-1.02) 0.942 (0.782-1.16) 1.13 (0.935-1.39) 1.30 (1.06-1.60) 1.53 (1.22-1.98) 1.72 (1.33-2.27) 1.92 (1.43-2.61) 2.13 (1.51-2.99) 2.43 (1.65-3.52) 2.66 (1.75-3.92) 24 -hr 1.01 (0.848-1.22) 1.16 (0.970-1.40) 1.41 (1.18-1.71) 1.63 (1.35-1.99) 1.95 (1.56-2.49) 2.21 (1.72-2.87) 2.48 (1.86-3.32) 2.77 (1.98-3.83) 3.16 (2.17-4.53) 3.48 (2.31-5.06) 2 -day 1.20 (1.02-1.44) 1.38 (1.17-1.65) 1.68 (1.42-2.02) 1.95 (1.64-2.35) 2.34 (1.90-2.95) 2.65 (2.10-3.40) 2.99 (2.27-3.94) 3.34 (2.42-4.55) 3.83 (2.65-5.40) 4.22 (2.83-6.04) 3 -day 1.34 (1.15-1.59) 1.53 (1.31-1.82) 1.87 (1.59-2.22) 2.16 (1.82-2.58) 2.58 (2.10-3.22) 2.92 (2.32-3.71) 3.27 (2.50-4.28) 3.65 (2.65-4.93) 4.16 (2.90-5.81) 4.57 (3.09-6.49) 4 -day 1.46 (1.25-1.72) 1.66 (1.43-1.96) 2.01 (1.72-2.38) 2.32 (1.97-2.76) 2.75 (2.26-3.42) 3.10 (2.48-3.92) 3.47 (2.66-4.51) 3.85 (2.82-5.17) 4.38 (3.06-6.07) 4.79 (3.25-6.75) 7 -day 1.75 (1.51-2.04) 1.97 (1.70-2.30) 2.35 (2.02-2.75) 2.67 (2.28-3.14) 3.13 (2.58-3.83) 3.49 (2.81-4.34) 3.86 (2.99-4.95) 4.25 (3.14-5.63) 4.79 (3.38-6.55) 5.20 (3.56-7.24) 10 -day 2.00 (1.74-2.31) 2.23 (1.94-2.59) 2.63 (2.28-3.06) 2.97 (2.56-3.47) 3.45 (2.86-4.18) 3.83 (3.09-4.72) 4.21 (3.28-5.35) 4.61 (3.42-6.06) 5.16 (3.66-7.00) 5.58 (3.84-7.71) 20 -day 2.69 (2.37-3.08) 2.99 (2.63-3.42) 3.48 (3.05-3.99) 3.89 (3.38-4.48) 4.46 (3.74-5.32) 4.90 (4.00-5.95) 5.35 (4.20-6.69) 5.81 (4.35-7.50) 6.42 (4.61-8.57) 6.90 (4.80-9.38) 30 -day 3.28 (2.91-3.71) 3.64 (3.22-4.13) 4.22 (3.73-4.81) 4.71 (4.13-5.39) 5.37 (4.53-6.35) 5.88 (4.84-7.07) 6.39 (5.05-7.91) 6.90 (5.20-8.82) 7.58 (5.46-10.00) 8.08 (5.66-10.9) 45 -day 4.02 (3.59-4.52) 4.48 (4.00-5.04) 5.22 (4.63-5.89) 5.81 (5.13-6.60) 6.61 (5.60-7.72) 7.20 (5.95-8.57) 7.78 (6.18-9.52) 8.35 (6.33-10.5) 9.08 (6.58-11.8) 9.61 (6.78-12.8) 60 -day 4.66 (4.18-5.21) 5.22 (4.67-5.84) 6.09 (5.44-6.84) 6.79 (6.02-7.66) 7.70 (6.55-8.92) 8.37 (6.94-9.88) 9.01 (7.18-10.9) 9.62 (7.31-12.0) 10.4 (7.56-13.4) 10.9 (7.74-14.5) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1 of 4 10/9/2017, 1:38 pm Precipitation Frequency Data Server Precipitation depth {int Precipitation depth tin} 10 6 4 0 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.4041 &... PDS -based depth -duration -frequency (DDF) curves Latitude: 39.4041°, Longitude: -107.1428° e e E E • O i c_ O L L L L 1— .Q L L . • . . r1 N Duration ri r4 rr 0 rr 0 r0 rq r0 fa O 0 LPI 0 EN f 7 V 5 10 25 50 100 200 NOM Atlas 14, Volume 8, Version 2 2 of 4 Average recurrence interval (years) 500 1000 Created (GMT): Mon 6ct 9 19:36:15 2017 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years} 1 2 5 10 25 50 100 200 500 1000 Duration 5 -min 10 -min 15 -min 30 -mm — 50 -min 2 -hr — 3-nr — 6 -hr — 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day 10/9/2017, 1:38 pm Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=39.4041&... Large scale terrain Large scale map Large scale aerial 3 of 4 10/9/2017, 1:38 pm Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=39.4041&... Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer 4 of 4 10/9/2017, 1:38 pm Exhibit D North Septic Field Sizing Enter Design Flow Select LTAR Effluent Application Reduction Factor 2000 0.8 0.7 FOR TL1 w / CHAMBER DISTRIBUTION MEDIA BED STA 1750 Number of Chambers Needed 146 Middle Septic Field Sizing Enter Design Flow (gpd) Select LTAR Effluent Application Reduction Factor Distribution Media 2000 0.8 0.8 0.7 FOR TL1 w / CHAMBER DISTRIBUTION MEDIA Trenched STA 1400 Number of Chambers Needed 117 East Septic Field Sizing Enter Design Flow (gpd) Select LTAR Effluent Application Reduction Factor Distribution Media 2000 0.8 0.8 0.7 FOR TL1 w / CHAMBER DISTRIBUTION MEDIA Trenched STA 1400 Number of Chambers Needed 117 South Septic Field Sizing Enter Design Flow (gpd) Select LTAR Effluent Application Reduction Factor Distribution Media 1440 0.8 0.8 0.7 FOR TL1 w / CHAMBER DISTRIBUTION MEDIA Trenched STA 1008 Number of Chambers Needed 84 gpd gpd/sf Chamber sf gpd gpd/sf Pressure Dosed Chambers gpd gpd/sf Pressure Dosed Chambers sf gpd gpd/sf Pressure Dosed Chambers sf Enter Number of Bedrooms (including office(s), ADU, etc.) Enter Additional Flow Flow Per Person Minimum Tank Size SETBACK Enter Number of Bedrooms (including office(s(, ADU, etc.) Enter Additional Flow Flow Per Person Minimum Tank Size SETBACK Number of Club Members Enter Additional Flow Flow Per Person Minimum Tank Size SETBACK Enter Number of Bedrooms (including office(s), ADU, etc.) Enter Additional Flow Flow Per Person Minimum Tank Size SETBACK 11 138 75 3000 180 12 30 75 3250 180 60 100 30 4000 180 9 90 75 2500 135.2 gpd gpd gallons ft gpd gpd gallons ft gpd gpd gallons ft gpd gpd gallons ft Exhibit E '5 ppROARING FORK ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - ZONE 2 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes RESIDENTIAL AVERAGE DAILY WATER DEMAND Daily Demand per House Number of Houses Single Family Home Average Daily Water Demand 350 gpd 40 homes 14,000 gpd COMMUNITY CENTER RESIDENTIAL AVERAGE DAILY WATER DEMAND Number of Users Daily Demand per User Community Water Demand GREEN HOUSE AVERAGE DAILY WATER DEMAND Number of Slop Sinks Water Use per Sink Visit Number of Uses per Day Average Use Time Slop Sink Water Demand 50 users 10 gpd 500 gpd 1 sink 3 gpm 8 uses 4 minutes 80 gpd Metcalf and Eddy TOTAL DAILY WATER DEMAND Average Daily Demand Total water demand per year Total water demand per year 14,580 gpd 5,321,700 gpy 16.33 AF/year Polo Field Water Demand Calcs_Barnsl-5_20191024.xlsx - Projected Flows_Ph2_Updated Page 1 of 1 ge ROARING FORK pp ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - COMMON WELL NO. 7 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes STAND-ALONE ADU DAILY WATER DEMAND ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs ADU Water Demand CABIN DAILY WATER DEMAND Per Cabin Daily Demand (2 bedrooms) Persons per Cabin Total Number of Cabins Cabin Water Demand CLUBHOUSE DAILY WATER DEMAND Clubhouse Daily Demand (members) Number of Members Number of Guests (using amenities/facilities) Clubhouse Member Water Demand Clubhouse Daily Demand (employee) Number of Employees Clubhouse Employee Water Demand Clubhouse Laundry Demand Number of Washing Machines Number of Washes per Day Clubhouse Washing Machine Water Demand Number of 1/2" Hose Bibs Water Use per Hose Bib Number of Uses per Day Average Use Time Hose Bib Water Demand 75 gpcd 4 persons Two people per bedroom 1 adu 300 gpd Water is sent to septic field 75 gpcd 4.0 persons Two people per bedroom 4 cabins 1,200 gpd 30 gpd/member 50 members 10 guests 1,800 gpd CDPHE Regulation 43 20 gpd/employee CDPHE Regulation 43 5 employee 100 gpd 20 gpd/machine CDPHE Regulation 43 1 machine 4 washes 80 gpd 3 hose bibs 8 gpm 2 uses 4 minutes 192 gpd Water is land applied Average Daily Demand Total water demand per year Total water demand per year 3,672 gpd 1,340,280 gpy 4.11 AF/year Polo Field Water Demand Calcs_Barnsl-5_20191024.0100 - Projected Flows_Maint Barn-Upda Page 1 of 1 ge ROARING FORK pp ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - BARN WELL NO. 6 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes HORSE BARNS ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs/Barn Number of Barns ADU Water Demand Number of Bathrooms per Barn Water Use per Bathroom Visit Number of Employees/Riders per Barn Number of Uses per Day/Person Number of Barns Bathroom Water Demand Number of Washing Machines per Barn Water Use per Washer Cycle Number of Barns Number of Uses per Day Washer Water Demand Number of Slop Sinks per Barn Water Use per Sink Visit Number of Barns Number of Uses per Day/Person Average Use Time Slop Sink Water Demand Number of Horses per Barn Water Use per Horse Number of Barns Horse Water Demand Number of 1/2" Hose Bibs/Barn Water Use per Hose Bib Number of Barns Number of Uses per Day Average Use Time Hose Bib Water Demand Number of Horse Washings Water Use per Horse Wash Number of Barns Number of Uses per Day Horse Washing Water Demand 75 gpcd 4 persons 1 adu 1 barn 300 gpd Water is sent to septic field 2 bathrooms 2 gpu 5 people 5 riders per barn (3 employees covered in ADU calcs) 3 uses 1 barn 30 gpd Water is sent to septic field 1 washer 31 gpu 1 barn 3 uses Blankets (24) get washed once per week (over 7 days) 94 gpd Water is sent to drywell 1 sink 3 gpm Faucet is restricted to 2.5 gpm (Federal Plumbing Standards) 1 barn 8 uses 4 minutes 80 gpd Water is sent to drywell 24 horses 11 gpd Horse drink 5-11 gallons per day typically 1 barn 264 gpd Drinking water for horses 4 hose bibs 8 gpm 1 barn 2 uses 4 minutes 256 gpd Water is sent to drywell/land applied (50/50) 1 horse wash 75 gpu 20 minutes is normal to bathe a horse & 75 gallons per horse 1 barn 5 uses Horses (24) get washed once per week (over 5 days) 375 gpd Water is sent to drywell MAINTENANCE BARN DAILY WATER DEMAND ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs ADU Water Demand Number of Bathrooms per Barn Water Use per Bathroom Visit Number of Employees/Riders per Barn Number of Uses per Day/Person Number of Barns Bathroom Water Demand Number of 1/2" Hose Bibs/Barn Water Use per Hose Bib Number of Barns Number of Uses per Day Average Use Time Hose Bib Water Demand 75 gpcd 4 persons Two people per bedroom 3 adu 900 gpd Water is sent to septic field 1 bathrooms 2 gpu 8 people 3 uses 1 barn 48 gpd Water is sent to septic field 3 hose bibs 8 gpm 5 barn 2 uses 4 minutes 960 gpd Water is sent to drywell/land applied (50/50) TOTAL DAILY WATER DEMAND Average Daily Demand 3,307 gpd Total water demand per year 1,207,128 gpy Total water demand per year 3.70 AF/year Polo Field Water Demand Calcs_Barns1-5_20191024.xlsx - Projected Flows_Barn 6 Page 1 of 1 ge ROARING FORK pp ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - BARN WELL NO. 5 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes HORSE BARNS DAILY WATER DEMAND ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs/Barn Number of Barns ADU Water Demand Number of Bathrooms per Barn Water Use per Bathroom Visit Number of Employees/Riders per Barn Number of Uses per Day/Person Number of Barns Bathroom Water Demand Number of Washing Machines per Barn Water Use per Washer Cycle Number of Barns Number of Uses per Day Washer Water Demand Number of Slop Sinks per Barn Water Use per Sink Visit Number of Barns Number of Uses per Day/Person Average Use Time Slop Sink Water Demand Number of Horses per Barn Water Use per Horse Number of Barns Horse Water Demand Number of 1/2" Hose Bibs/Barn Water Use per Hose Bib Number of Barns Number of Uses per Day Average Use Time Hose Bib Water Demand Number of Horse Washings Water Use per Horse Wash Number of Barns Number of Uses per Day Horse Washing Water Demand 75 gpcd 4 persons 1 adu 1 barn 300 gpd 2 bathrooms 2 gpu 5 people 3 uses 1 barn 30 gpd 1 washer 31 gpu 1 barn 3 uses 94 gpd 1 sink 3 gpm 1 barn 8 uses 4 minutes 80 gpd 24 horses 11 gpd 1 barn 264 gpd 4 hose bibs 8 gpm 1 barn 2 uses 4 minutes 256 gpd 1 horse wash 75 gpu 1 barn 5 uses 375 gpd Water is sent to septic field 5 riders per barn (3 employees covered in ADU calcs) Water is sent to septic field Blankets (24) get washed once per week (over 7 days) Water is sent to drywell Faucet is restricted to 2.5 gpm (Federal Plumbing Standards) Water is sent to drywell Horse drink 5-11 gallons per day typically Drinking water for horses Water is sent to drywell/land applied (50/50) 20 minutes is normal to bathe a horse & 75 gallons per horse Horses (24) get washed once per week (over 5 days) Water is sent to drywell Average Daily Demand Total water demand per year Total water demand per year 1,399 gpd 510,708 gpy 1.57 AF/year Polo Field Water Demand Calcs_Barnsl-5_20191024.0100 - Projected Flows_Barn 5 Page 1 of 1 ge ROARING FORK pp ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - BARN WELL NO. 4 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes HORSE BARNS DAILY WATER DEMAND ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs/Barn Number of Barns ADU Water Demand Number of Bathrooms per Barn Water Use per Bathroom Visit Number of Employees/Riders per Barn Number of Uses per Day/Person Number of Barns Bathroom Water Demand Number of Washing Machines per Barn Water Use per Washer Cycle Number of Barns Number of Uses per Day Washer Water Demand Number of Slop Sinks per Barn Water Use per Sink Visit Number of Barns Number of Uses per Day/Person Average Use Time Slop Sink Water Demand Number of Horses per Barn Water Use per Horse Number of Barns Horse Water Demand Number of 1/2" Hose Bibs/Barn Water Use per Hose Bib Number of Barns Number of Uses per Day Average Use Time Hose Bib Water Demand Number of Horse Washings Water Use per Horse Wash Number of Barns Number of Uses per Day Horse Washing Water Demand 75 gpcd 4 persons 1 adu 1 barn 300 gpd 2 bathrooms 2 gpu 5 people 3 uses 1 barn 30 gpd 1 washer 31 gpu 1 barn 3 uses 94 gpd 1 sink 3 gpm 1 barn 8 uses 4 minutes 80 gpd 24 horses 11 gpd 1 barn 264 gpd 4 hose bibs 8 gpm 1 barn 2 uses 4 minutes 256 gpd 1 horse wash 75 gpu 1 barn 5 uses 375 gpd Water is sent to septic field 5 riders per barn (3 employees covered in ADU calcs) Water is sent to septic field Blankets (24) get washed once per week (over 7 days) Water is sent to drywell Faucet is restricted to 2.5 gpm (Federal Plumbing Standards) Water is sent to drywell Horse drink 5-11 gallons per day typically Drinking water for horses Water is sent to drywell/land applied (50/50) 20 minutes is normal to bathe a horse & 75 gallons per horse Horses (24) get washed once per week (over 5 days) Water is sent to drywell Average Daily Demand Total water demand per year Total water demand per year 1,399 gpd 510,708 gpy 1.57 AF/year Polo Field Water Demand Calcs_Barnsl-5_20191024.0100 - Projected Flows_Barn 4 Page 1 of 1 ge ROARING FORK pp ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - BARN WELL NO. 3 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes HORSE BARNS DAILY WATER DEMAND ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs/Barn Number of Barns ADU Water Demand Number of Bathrooms per Barn Water Use per Bathroom Visit Number of Employees/Riders per Barn Number of Uses per Day/Person Number of Barns Bathroom Water Demand Number of Washing Machines per Barn Water Use per Washer Cycle Number of Barns Number of Uses per Day Washer Water Demand Number of Slop Sinks per Barn Water Use per Sink Visit Number of Barns Number of Uses per Day/Person Average Use Time Slop Sink Water Demand Number of Horses per Barn Water Use per Horse Number of Barns Horse Water Demand Number of 1/2" Hose Bibs/Barn Water Use per Hose Bib Number of Barns Number of Uses per Day Average Use Time Hose Bib Water Demand Number of Horse Washings Water Use per Horse Wash Number of Barns Number of Uses per Day Horse Washing Water Demand 75 gpcd 4 persons 1 adu 1 barn 300 gpd 2 bathrooms 2 gpu 5 people 3 uses 1 barn 30 gpd 1 washer 31 gpu 1 barn 3 uses 94 gpd 1 sink 3 gpm 1 barn 8 uses 4 minutes 80 gpd 24 horses 11 gpd 1 barn 264 gpd 4 hose bibs 8 gpm 1 barn 2 uses 4 minutes 256 gpd 1 horse wash 75 gpu 1 barn 5 uses 375 gpd Water is sent to septic field 5 riders per barn (3 employees covered in ADU calcs) Water is sent to septic field Blankets (24) get washed once per week (over 7 days) Water is sent to drywell Faucet is restricted to 2.5 gpm (Federal Plumbing Standards) Water is sent to drywell Horse drink 5-11 gallons per day typically Drinking water for horses Water is sent to drywell/land applied (50/50) 20 minutes is normal to bathe a horse & 75 gallons per horse Horses (24) get washed once per week (over 5 days) Water is sent to drywell Average Daily Demand Total water demand per year Total water demand per year 1,399 gpd 510,708 gpy 1.57 AF/year Polo Field Water Demand Calcs_Barnsl-5_20191024.0100 - Projected Flows_Barn 3 Page 1 of 1 ge ROARING FORK pp ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - BARN WELL NO. 2 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes HORSE BARNS DAILY WATER DEMAND ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs/Barn Number of Barns ADU Water Demand Number of Bathrooms per Barn Water Use per Bathroom Visit Number of Employees/Riders per Barn Number of Uses per Day/Person Number of Barns Bathroom Water Demand Number of Washing Machines per Barn Water Use per Washer Cycle Number of Barns Number of Uses per Day Washer Water Demand Number of Slop Sinks per Barn Water Use per Sink Visit Number of Barns Number of Uses per Day/Person Average Use Time Slop Sink Water Demand Number of Horses per Barn Water Use per Horse Number of Barns Horse Water Demand Number of 1/2" Hose Bibs/Barn Water Use per Hose Bib Number of Barns Number of Uses per Day Average Use Time Hose Bib Water Demand Number of Horse Washings Water Use per Horse Wash Number of Barns Number of Uses per Day Horse Washing Water Demand 75 gpcd 4 persons 1 adu 1 barn 300 gpd 2 bathrooms 2 gpu 5 people 3 uses 1 barn 30 gpd 1 washer 31 gpu 1 barn 3 uses 94 gpd 1 sink 3 gpm 1 barn 8 uses 4 minutes 80 gpd 24 horses 11 gpd 1 barn 264 gpd 4 hose bibs 8 gpm 1 barn 2 uses 4 minutes 256 gpd 1 horse wash 75 gpu 1 barn 5 uses 375 gpd Water is sent to septic field 5 riders per barn (3 employees covered in ADU calcs) Water is sent to septic field Blankets (24) get washed once per week (over 7 days) Water is sent to drywell Faucet is restricted to 2.5 gpm (Federal Plumbing Standards) Water is sent to drywell Horse drink 5-11 gallons per day typically Drinking water for horses Water is sent to drywell/land applied (50/50) 20 minutes is normal to bathe a horse & 75 gallons per horse Horses (24) get washed once per week (over 5 days) Water is sent to drywell Average Daily Demand Total water demand per year Total water demand per year 1,399 gpd 510,708 gpy 1.57 AF/year Polo Field Water Demand Calcs_Barnsl-5_20191024.0100 - Projected Flows_Barn 2 Page 1 of 1 IPROARING FORK ENGINEERING MCCLURE RIVER RANCH PUD WATER DEMAND CALCULATIONS - BARN WELL NO. 1 Job Name: McClure River Ranch Water System Job Number: 2017-13 Date: 10/24/2019 By: AMR Line Parameter Value Unit Notes HORSE BARNS DAILY WATER DEMAND ADU Daily Demand (2 bedrooms) Persons per ADU Number of ADUs/Barn Number of Barns ADU Water Demand Number of Bathrooms per Barn Water Use per Bathroom Visit Number of Employees/Riders per Barn Number of Uses per Day/Person Number of Barns Bathroom Water Demand Number of Washing Machines per Barn Water Use per Washer Cycle Number of Barns Number of Uses per Day Washer Water Demand Number of Slop Sinks per Barn Water Use per Sink Visit Number of Barns Number of Uses per Day/Person Average Use Time Slop Sink Water Demand Number of Horses per Barn Water Use per Horse Number of Barns Horse Water Demand Number of 1/2" Hose Bibs/Barn Water Use per Hose Bib Number of Barns Number of Uses per Day Average Use Time Hose Bib Water Demand Number of Horse Washings Water Use per Horse Wash Number of Barns Number of Uses per Day Horse Washing Water Demand 75 gpcd 4 persons 1 adu 1 barn 300 gpd 2 bathrooms 2 gpu 5 people 3 uses 1 barn 30 gpd 1 washer 31 gpu 1 barn 3 uses 94 gpd 1 sink 3 gpm 1 barn 8 uses 4 minutes 80 gpd 24 horses 11 gpd 1 barn 264 gpd 4 hose bibs 8 gpm 1 barn 2 uses 4 minutes 256 gpd 1 horse wash 75 gpu 1 barn 5 uses 375 gpd Water is sent to septic field 5 riders per barn (3 employees covered in ADU calcs) Water is sent to septic field Blankets (24) get washed once per week (over 7 days) Water is sent to drywell Faucet is restricted to 2.5 gpm (Federal Plumbing Standards) Water is sent to drywell Horse drink 5-11 gallons per day typically Drinking water for horses Water is sent to drywell/land applied (50/50) 20 minutes is normal to bathe a horse & 75 gallons per horse Horses (24) get washed once per week (over 5 days) Water is sent to drywell ,DTAL DAILY WATER DEMAND Average Daily Demand Total water demand per year Total water demand per year 1,399 gpd 510,708 gpy 1.57 AF/year Polo Field Water Demand Calcs_Barnsl-5_20191024.xlsx - Projected Flows_Barn 1 Page 1 of 1 Exhibit F BARN WELL NOS. 1-6 WATER QUALITY REPORT nu:RESOURCE ■■■■■ ■ ■■■■ E NNENENGINEERING INC Craig Corona, Esq. Corona Water Law 420 East Main Street, Suite 210B Aspen, CO 81611 cc@craigcoronalaw.com Via Email RE: Aspen Polo Partners, LLP — Well Water Quality Analysis Craig: October 14, 2019 At your request, Resource Engineering, Inc. (RESOURCE) analyzed the water quality for six (6) new wells recently drilled on the Aspen Polo Partners, LLP property located east of Catherine Store Road in Garfield County (Parcel No. 239131100033). This letter report presents the technical analysis of the water quality. The wells are as follows: 1) APP Barn Well No. 1 (BW1; Permit No. 313595) — Located in the SE1/4 NE1/4 of Section 31, Township 7 South, Range 87 West of the 6th P.M. at a point 2,336 feet from the north section line and 691 feet of the east section line (UTM NAD83 4363775 N, 315282 E). 2) APP Barn Well No. 2 (BW -2; Permit No. 313596) — Located in the SE1/4 NE1/4 of Section 31, Township 7 South, Range 87 West of the 6th P.M. at a point 2,435 feet from the north section line and 891 feet of the east section line (UTM NAD83 4363746 N, 315220 E). 3) APP Barn Well No. 3 (BW -3; Permit No. 42875-A) — Located in the SE1/4 NE1/4 of Section 31, Township 7 South, Range 87 West of the 6th P.M. at a point 1,889 feet from the north section line and 962 feet of the east section line (UTM NAD83 4363913 N, 315204 E). 4) APP Barn Well No. 4 (BW -4; Permit No. 313597) — Located in the SE1/4 NE1/4 of Section 31, Township 7 South, Range 87 West of the 6th P.M. at a point 1,706 feet from the north section line and 854 feet of the east section line (UTM NAD83 4363968 N, 315239 E). 5) APP Barn Well No. 5 (BW -5; Permit No. 313599) — Located in the SE1/4 NE1/4 of Section 31, Township 7 South, Range 87 West of the 6th P.M. at a point 1,395 feet from the north section line and 563 feet of the east section line (UTM NAD83 4364061 N, 315331 E). 6) APP Barn Well No. 6 (BW -6; Permit No. 313598) — Located in the NE1/4 NE1/4 of Section 31, Township 7 South, Range 87 West of the 6th P.M. at a point 1,295 feet from the north section line and 1,141 feet of the east section line (UTM NAD83 4364095 N, 315156 E). Uses at each Barn Well includes domestic indoor use and commercial uses associated with the horse stalls, slop sinks, etc. The following section discusses the water quality at the six subject wells. Consulting Engineers and Hydrologists 909 Colorado Avenue Glenwood Springs, CO 81 801 (970] 945-8777 Fax (970) 945-1137 Craig Corona, Esq. Aspen Polo Partners, LLP Water Quality Analysis Page 2 WATER QUALITY October 14, 2019 Raw water samples were obtained from the well by RESOURCE on July 17, 2019 (BW -5), July 18, 2019 (BW -1), July 24, 2019 (BW -4), July 31, 2019 (BW -2), and August 1, 2019 (BW -6) during a four (4) hour pump tests being conducted by Samuelson Pump Company (Samuelson). A temporary pump was installed by Samuelson during each pump test. Samples were taken from the temporary discharge pipeline. Well BW -3 was sampled on September 19, 2019 off of a tap prior to treatment. The samples were shipped by overnight delivery under proper chain of custody to Colorado Analytical Laboratories, Inc. (results attached).' In accordance with the criteria established by the Garfield County Land Use and Development Code, the well was tested for inorganic compounds including metals, coliform, alkalinity, corrosivity, hardness, pH, total dissolved solids, and radionuclides. We also note that the water is considered very hard (>200 mg/L as CaCO3). This requires softening for household or commercial use. Hard water can cause scale to build up in boilers, water heaters, and on water fixtures, and lessen effectiveness of soaps. Hardness is typically treated if greater than 200.0 mg/L. A summary of the water hardness at each well is as follows: BW -1 BW -2 BW -3 BW -4 BW -5 BW -6 506.7 522.0 346.8 294.8 340.9 315.0 Each of the exceeded National primary and secondary water quality parameters is further discussed below. Total Coliform Total Coliform was "present" at wells BW -1, BW -5, and BW -6. Coliform bacteria include a large group and many types of bacteria that naturally occur throughout the environment and are common in both soil and surface water. Most types of coliform bacteria are harmless to humans, but some can cause mild illness and even fewer can lead to waterborne disease. The presence of coliform indicates that a contamination pathway exists between a source of bacteria (surface water, animal waste, septic system, etc.) and the water supply. Coliform bacteria is much more common in springs and in shallow wells compared to deeper wells as the bacteria is filtered out by soil and rock as surface water infiltrates the ground. The presence of Total Coliform indicates that the groundwater supply is under the influence of surface water. Total Coliform can be treated with filtration. Ultrafiltration (average pore size of 0.01 micron) or higher level of treatment is required is typically required. Disinfection (i.e. chlorine or ultraviolet light) will also treat bacteria. Shock chlorination of the well is also often utilized for treatment; however, contamination could occur again over time. 1 Colorado Analytical Laboratories subsequently sent sampled water Hazen Research, Inc. for the analysis of Gross Alpha and Gross Beta radionuclides. RESOURCE Craig Corona, Esq. Aspen Polo Partners, LLP Water Quality Analysis Page 3 October 14, 2019 Total Dissolved Solids (TDS) TDS are defined as substances that would pass through a 0.45 micron filter, but would remain as residue when the water evaporates. They may include dissolved minerals and salts, humic acids, tannin and pyrogens. For treated domestic potable supplies, a TDS of less than 650 mg/L is a preferred goal. Given this, treatment for TDS is recommended for wells BW -1 (837 mg/L) and BW -2 (853 mg/L). TDS is typically removed by reverse osmosis; however, nanofiltration (average pore size of 0.001 microns) will likely provide some level of treatment. Iron Iron is an essential nutrient in animal and plant metabolism and is not normally considered toxic. It has a nonenforceable secondary drinking water standard of 0.3 mg/L as total iron for aesthetic reasons (i.e. rust colorization, staining of plumbing fixtures and laundry, and objectionable taste). Microfiltration (average pore size of 0.1) or higher is typically used to treat iron. Iron levels where high at well BW -1 (0.573 mg/L), BW -5 (0.548 mg/L), and Well BW -6 (4.639 mg/L).2 CONCLUSION The laboratory results for the water quality analysis indicate that the water at the wells meet most primary and secondary drinking water standards. Exceptions include Total Coliform and secondary standards of TDS and Iron. In addition, the water was found to be very hard. Total Coliform can be treated with disinfection (i.e. chlorination or ultraviolet light) or ultrafiltration (average pore size of 0.01 micron) to meet the primary drinking water standard. The secondary water standards and hardness are not health threatening and are nonenforceable. Therefore, with disinfection or ultrafiltration, the water quality is suitable for domestic or commercial use (including irrigation). Additional water treatment such as water softening and filtration is recommended depending on personal taste, odor, and aesthetics. RESOURCE recommends that Aspen Polo Partners, LLP further consult with a water treatment system provider to determine the appropriate level of treatment for each well. Please contact us if you have any questions or need additional information. Sincerely, RESOURCE ENGINEERING, INC. Eric F. Mangeot, P.E. Water Resources Engineer EFM/1428-3.0; Attachments 2 RESOURCE contacted Colorado Analytical Laboratories, Inc. with regards to the Iron result at Well BW -6 to clarify if the result as it is significantly higher than the iron results at the other wells. There has been no response to date. RESOURCE BARN WELL NO. 1 PERMIT NO. 313595 WATER QUALITY RESULTS ditb Colorado Analytical LABORATORIES, INC. BARN WELL NO. 1 PERMIT NO. 313595 Report To: Daniel Roper Company:Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190719006 Bill To:Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719006 Client PO: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/12/19 Matrix: Water - Drinking Lab Number Customer Sample ID Sample Date/Time Test Result Method Date Analyzed 190719006-01B BW1 7118119 12:15 PM Total Cotiform E -Coli Abbreviations/ References: Absent = Coliform Not Detected Present = Coliform Detected - Chlorination Recommended Date Analyzed = Date Test Completed SM = 'Standard Methods for the Examination of Water and Wastewater APHA; 19th Edition, 1995 Present Absent SM 9223 SM 9223 • 7/20/19 7/20/19 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190719006 OPI Colorado • :Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 1 PERMIT NO. 313595 Analytical Results TASK NO: 190719006 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719006 Client PO: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/12/19 Matrix: Water - Drinking Customer Sample ID BW1 Sample DatefTime: 7/18/19 12:15 PM Lab Number: 190719006-01 ITest Result Specific Conductance 954 umhosfcm @ 25c Chloride Fluoride Nitrate Nitrogen Nitrite Nitrogen Sulfate Total Sodium Adsorption Ratio Calcium Iron Magnesium Sodium Arsenic Cadmium Copper Lead Manganese Uranium Zinc 13.7 mgIL 0.16 mgIL 5.19 mgIL < 0.03 mg/L 225.1 mg/L 0.1 units 164.0 mg/L 0.573 mg/L 23.63 mg/L 7.4 mg/L < 0.0006 mg/L < 0.0001 mg/L 0.0021 mg/L 0.0004 mgIL 0.0089 mgIL 0.0038 mg/L 0.008 mg/L Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Lev& per The EPA mg/L = Milligrams Per Liter cr PPM ug/L = Micrograms Per Liter a- PPB mpn/100 nis = Most Probable Number Index/ 100 mis Date Analyzed = Dale Test Completed Method EPA 120.1 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 Calculation EPA 200.7 EPA 200.7 EPA2007 EPA 200.7 EPA 200.8 EPA 200.8 EPA 200,8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 ML I Date Analyzed' Analysed By 5 umhoslcm @ 25c 7/19119 IPC 0.1 mg/L 0.09 mg/L 0 05 mg/L 0.03 mg/L 0.1 mg/L MCL I 7/19/19 RKS 7/19/19 RKS 4 7/19/19 RKS 10 7119/19 RKS 1 7/19119 RKS 0.1 units 7125/19 MBN 4 0,1 mg/L 7/25/19 MBN 0.005 mg/L 7/25/19 MBN 0.3 0,02 mg/L 7/25/19 MBN 0.1 mg/L 7/25/19 MBN N/A 0.0006 mg/L 7/25/19 DBM 0.01 0.0001 mg/L 7/25/19 DBM 0.005 0.0008 mg/L 7/25/19 DBM 1.3 0.0001 mg/L 7/25/19 DBM 0 015 0.0008 mg/L 7/25/19 DBM 0.05 0.0002 mg/L 7/25/19 DBM 0.03 0 001 mg/L 7/25/19 DBM 5 (2J/iime_4(d; DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 5 190719006 1/2 BARN WELL NO. 1 PERMIT NO. 313595 Colorado • Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190719006 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719006 Client PO: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/12/19 Matrix: Water - Drinking Customer Sample ID BW1 Sample DatelTime: 7118/19 12:15 PM Lab Number: 190719006-01 Test Result Method ML I Date Analyzed Analyzed By I MCL I Total Total Hardness 506.7 mg!L as CaCO3 Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Levet per The EPA mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mpn/100 mis = Most Probable Number Index/ 100 mis Dale Analyzed = Date Test Completed SM 2340-B 0.1 mg1L as CaCO3 7/25+19 MBN a/Joie_ DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 2 of 5 190719006 2/2 Colorado • Analytical LABORATORIES, INC. BARN WELL NO. 1 PERMIT NO. 313595 Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190719006 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719006 Client PO: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/12/19 Matrix: Water - Drinking Customer Sample ID BW1 Sample Date/Time: 7118119 12:15 PM Lab Number: 190719006-01 Test Result Method ML I Date Analyzed I Analyzed By, Bicarbonate Calcium as CaCO3 Carbonate Hydroxide Langelier Index pH Temperature Total Alkalinity Total Dissolved Solids 247.3 mg1L as CaCO3 410.8 mglL a 0.1 mg1L as CaCO3 < 0.1 mglL as CaCO3 0.16 units 7.05 units 20 °C 247.3 mgIL as CaCO3 837 mgIL Abbreviations/ References: ML = Minimum Level = LRL = RL myL = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mprdl00 mis = Most Probable Number index/ 100 mis Date Analyzed = Date Test Completed SM 2320-B EPA 200.7 SM 2320-B SM 2320-B SM 2330-B SM 4500-1-1-B SM 4500 -H -B SM 2320-B SM 2540-C 0A 0,1 0,1 0,1 0.01 1 01 5 7123/19 7125/19 7123119 7/23/19 7/29/19 7/19/19 7/19/19 7123119 7125119 CSN MBN CSN CSN SAN IPC IPC CSN ISG (21/41e_ DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 100719006 Hazen Research. Inc. 4601 Indiana Street Golden. CO 80403 USA HAZEN Tel (303) 279-4501 Fax (303)278-1528 BARN WELL NO. 1 PERMIT NO. 313595 Customer ID: 20040H Account ID: Z01034 ANALYTICAL REPORT Stuart Nielson Colorado Analytical Laboratories, Inc. Lab Control ID: 19M02359 Received: Jul 22, 2019 Reported: Aug 12, 2019 Purchase Order No. None Received Lab Sample ID Customer Sample ID 19M02359-001 190718006-01C - BW -1 sampled on 07/18/19 @ 1215 by Daniel Roper Parameter Units Code Result Precision* Detection +1- Limit Method Analysis Date 1 Time Analyst Gross Alpha pCI/L [Gross Beta jpCi/L T A 9.7 " <4.2 5.3 3.1 0.1 4.2 SM7110B SM 7110 B 8/6/19 @ 0800 8/6/19 @ 0800 SS SS Certification ID's: CO/EPA C000008; CT PH -0152; KS E-10265; NJ C0008; NYSELAP (NELAC Certified) 11417; RI LA000284; WI 998376610, TX T104704256-15-6 *Variability of the radioactive decay process (counting error) at the 95% confidence level, 1.96 sigma. Codes: (T) = Total (D) = Dissolved (S) = Suspended (R) = Total Residual (AR) = As Received < = Less Than ^ Due to the large amount of total or dissolved solids in the sample, reduced aliquots were used for the gross alpha and beta analysis. File: 19M02359 R1. pdf An Employee -Owned Company Page 2 of 5 BARN WELL NO. 1 PERMIT NO. 313595 a 0 073 '1 Y Q ? o = o � V 00 Cl rn w U , H J OCE I; 4"0 to el to_o S3S E.- E g0 V E 4 E a s aw U.0 -1=ya Drinking Water Chain of Custody l7 Es. 0 z E le ge ❑ ❑ C vi 4' Compliance Samples: Phone: 303-659-2313 www.coloradolab.com L T u � �0 r }s hone: g/O. q<--'777 JO aged a,poly0 wn!uein uopeI 8ZZ/9ZZ wn!P211 spfl/eydiv ssoi0 (ap11J) rsz An 'VMS 0 0z (21aJ!0) 00Q `001 (7,01DI ). pur Buell IV sa!uea�aoul apponld a,p►liy Jaddoalpsa"1 0 0 h sSVVH ZZSS WILL Z'tZS ,enb!d Z'btS IINWPu;l I'84S a,ssoyd SIJ LIS salewsgie3 1' 1 ES • VA lsad-sDOS Z'SZS spQA VPZS WPM -mil l V51 S sHOdlstisa,i 505 dDOCRICIa 13.05 V/d 1.1210J!100Ie)01 Alu0 salduntS yid (^1 fdw) auuol4J lenp!saa siau!muo0Jo'oN O Relinquished By: BARN WELL NO. 1 PERMIT NO. 313595 PUMP TEST REPORT BARN WELL NO. 1 PERMIT NO. 313595 September 2, 2019 Divide Creek Builders 75B North Second Street Carbondale, Co. 81623 ATTN: Max I (11i NUE 1101 -GLi■ L E F W O O a S p 0. i t, G S OS On 7/18/19, a well test was conducted on well #1 for the Polo Partners. The following information was obtained; Well Depth 50' Casing Size (7 x 5)" Standing water level 13.35' Total test time 4 Hours Drawdown to 15.1' Production is greater than 17 GPM This test was conducted with a 1 Hp 20 gpm test pump. The well water level recovered back to 13.4' in 30 Minutes. if you have any questions please call me, Raun Samuelson at 970-945-6309. Sincerely; Raun E Samuelson Samuelson Pump Co. P.O. Box 297 • Glenwood Springs, CO 81602 • (970) 945-6309 • Fax (970) 947-9448 Water Systems • Sales, Service & Installation BARN WELL NO. 2 PERMIT NO. 313596 WATER QUALITY RESULTS BARN WELL NO. 2 PERMIT NO. 313596 Colorado • Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Eng neenng Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190801008 Bill To:Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190801008 Client PO: 1428-3,0 Client Project: Date Received: 8/1/19 Date Reported: 8/22/19 Matrix: Water - Drinking Lab Number Customer Sample ID Sample DaterTlme 1 Test Result Method Date Analyzed 190801008-01B APP 731 BW -2 7/31/19 1:40 PM Total Coliform Absent SM 9223 8/2/19 E -Coli Absent SM 9223 8/2/19 Abbreviations/ References: Absent = Coliform Not Detected Present = Coliform Detected - Chlorination Recommended Date Analyzed = Dale Test Completed SM = 'Standard Methods for the Examination of Water and Wastewater APHA: 19th Edition, 1995 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190801008 drol Colorado • :Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 2 PERMIT NO. 313596 Analytical Results TASK NO: 190801008 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190801008 Client PO: 1428-3.0 BW -2 Client Project: Date Received: 8/1/19 Date Reported: 8/22/19 Matrix: Water - Drinking Customer Sample ID APP 731 Sample DatelTime: 7/31119 1:40 PM Lab Number; 190801008-01 Test Result Method ML I Date Analyzed Analyzed By MCL Specific Conductance Chloride Fluoride Nitrate Nitrogen Nitrite Nitrogen Sulfate Total Sodium Adsorption Ratio Calcium Iron Magnesium Sodium Arsenic Cadmium Copper Lead Manganese Uranium Zinc 1003 umhoslcm © 25c 16.3 mg1L 0.24 mg1L 5.52 mg1L < 0.03 mgIL 233.4 mg/L EPA 120.1 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 0.2 units Calculation 169.9 mglL 0.055 mg1L 23.75 mg/L 7.9 mg1L < 0.0006 mgIL < 0.0001 mglL 0.0012 mg1L < 0.0001 mglL 0.0063 mg/L 0.0038 mg1L 0.004 mg1L Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg1L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mon/100 mis = Most Probable Number Index/ 100 mis Dale Analyzed = Date Test Completed EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 5 umhos/cm @ 25c 0.1 mg/L 0 09 mg/L 0.05 mg/L 0.03 mg/L 0.1 mg/L 8/1/19 MBN 812/19 8/2/19 8/2/19 8/2/19 8/2/19 RKS RKS RKS RKS RKS 0.1 units 8/6/19 MBN 0.1 mg/L 0.005 mglL 0.02 mg1L 0.1 mg/L 0.0006 0.0001 0.0008 0.0001 0.0008 0.0002 0.001 mgIL mg/L mg/L mg/L mg/L mg/L mg/L 816/19 8/6/19 8/6/19 8/6/19 8/2/19 8/2/19 8/2/19 8/2/19 8/2/19 8/2/19 8/2/19 MBN MBN MBN MBN DBM DBM DB M DBM DBM DBM DBM 4 10 1 4 0.3 NIA 0.01 0.005 1.3 0.015 0.05 0.03 5 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page1 of 5 190801008 1/2 Oti..) Colorado • :Analytical LABORATORIES, INC. Report To: Danlef Roper Company:Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 8160i BARN WELL NO. 2 PERMIT NO. 313596 Analytical Results TASK NO: 190801008 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190801008 Client PO: 1428-3.0 BW -2 Client Project: Date Received: 8/1/19 Date Reported: 8/22/19 Matrix: Water - Drinking Customer Sample ID APP 731 Sample DatelTime: 7/31119 1:40 PM Lab Number: 190801008-01 Test Result Method ML I Date Analyzed Analyzed By MCL Total Total Hardness 522.0 mg1L as CaCO3 Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Lev& per The EPA mg& = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mon/100 rnls = Most Probable Number index/ 100 mts Date Analyzed = Date Test Completed SM 2340-B 0.1 mg/L as CaCO3 816119 MBN DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 90640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 2 of 5 190801008 2/2 drol Colorado • Analytical LABORATORIES, INC. BARN WELL NO. 2 PERMIT NO. 313596 Report To: Daniel Roper Company:Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190801008 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190801008 Client PO: 1428-3.0 BW -2 Client Project: Date Received: 8/1/19 Date Reported: 8/22/19 Matrix: Water - Drinking Customer Sample ID APP 731 Sample Date/Time: 7/31/19 1.40 PM Lab Number: 190801008-01 Test Result Method ML Date Analyzed Analyzed By Bicarbonate Calcium as CaCO3 Carbonate Hydroxide Langelier Index pH Temperature Total AlkalFnity Total Dissolved Solids 261.4 mg!L as CaCO3 424.0 mg/L < 0.1 mg/L as CaCO3 < 0.1 mg1L as CaCO3 0.25 units 7.11 units 20 °C 261.4 mg!L as CaCO3 853 mg/L Abbreviations/ References: ML = Minimum Level = LRL = RL mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPS mpr1/100 tris = Most Probable Number Index/ 100 mis Date Analyzed = Date Test Completed SM 2320-B EPA 200.7 SM 2320-8 SM 2320-B SM 2330-B SM 4500 -H -B SM 4500 -H -B SM 2320-B SM 2540-C 0.1 816119 CSN 01 816119 MBN 01 816/19 CSN 0.1 816/19 CSN 8/8119 SAN 0.01 8/1119 MBN 1 8(1119 MBN 0 1 8/6/19 CSN 5 8/5/19 ISG DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 %sao'osa HAZEN NMI 1 Hazen Research, Inc. 4601 Indiana Street Golden, CO 80403 USA Tel (303) 279.4501 Fax (303)278-1528 BARN WELL NO. 2 PERMIT NO. 313596 Customer ID: 20040H Account ID: Z01034 ANALYTICAL REPORT Stuart Nielson Colorado Analytical Laboratories, Inc. Lab Sample ID Customer Sample ID Parameter Units Code Gross Alpha Gross Beta pCl/L pC I/L 19M02438-001 19080100S -01C - APP 731 sampled on 07/31/19 @ 1340 by Eric Mangeot Lab Control ID: 19M02438 Received: Aug 01, 2019 Reported: Aug 21, 2019 Purchase Order No. None Received Result Precision' Detection +1- Limit Method Analysis Date / Time Analyst A7.5 A <5.0 4.9 0.1 3.3 5.0 SM 7110 B SM 7110 B 8/15/19 @ 0824 8/15/19 @ 0824 SS SS Certification ID's: CO/EPA C000008; CT PH -0152; KS E-10265; NJ C0008; NYSELAP (NELAC Certified) 11417; RI LA000284; WI 998376610, TX T104704256-15-6 *Variability of the radioactive decay process (counting error) at the 95% confidence level, 1.96 sigma. Codes: (T) = Total (D) = Dissolved (S) = Suspended (R) = Total Residual (AR) = As Received < = Less Than ^ Due to the large amount of total or dissolved solids in the sample, reduced aliquots were used for the gross alpha and beta analysis. File: 19M02438 R1. pdf An Employee -Owned Company Page 2 of 5 BARN WELL NO. 2 PERMIT NO. 313596 Drinking Water Chain of Custody Project Information GO } G v. E E O e Phone: 303-659-2313 g 0 www.colorado la b.com '1'1J Z e61zd WnluUJ(l pact A uopoH BLZJ!fZC =In?! ei?f1ie4dib' SSOJ J w1!S I [ (woo/ ra An •'v.\ 1s (P131!.7)) JOU DOL .... • ■ II .1?1v1 ■■■■.n .■pul 111 4 , ,..:,put gue1 YItl ::ll11aiout pl1onid II .-1?-11!N I N .iRJll:‘1, NE . 11 III ~ v 1xddo;�;pea"1 I 16 Nz �■ 1 1111111,1 . v n. " 7 L 3 e: siN111.1_ Z'ac ienb!cl Z'61 -i: liugi1UP11'II'8hSprii airsogd.C10 Lfc Yater smeuegm..) 1'1£S _ tz 2. 1sNI-s.10ti 7.'M f .J► sJOA CPUill s;P!1!(1.01 11'"s 15 ^� $U.)drs1s?d c05 111 T—c d.N1(1:0(1A Pros . I 1... ■■. S 0. yid 1u1O1!IOJ mull A.11-10 soldums bid (1/gal)1 2,.,„0,4,lxnp!sall mumuoci jo IN x Q 1111 r c. v P. c otoc on rIIOI C - go goo. 0 BARN WELL NO. 2 PERMIT NO. 313596 PUMP TEST REPORT BARN WELL NO. 2 PERMIT NO. 313596 September 2, 2019 Divide Creek Builders 75B North Second St. Carbondale, Co. 81623 ATTN: Max � MEP aa.■e. On 7/31/19. a well test was conducted on well 142 for the Polo Partners. The following information was obtained; Well Depth 50' Casing Size (7 x 5)" Standing water level 13.95' Total test time 4 Hours Drawdown to 14.72' Production is greater than 19 GPM This test was conducted with al Hp 20 gpm test pump. The well water level recovered back to 14.0' in 12 Minutes. If you have any questions please call me, Raun Samuelson at 970-945-6309. Sincerely; Raun E Samuelson Samuelson Pump Co. P.O. Box 297 • Glenwood Springs, CO 81602 • (970) 945-6309 • Fax (970) 947-9448 Water Systems • Sales, Service & installation BARN WELL NO. 3 PERMIT NO. 42875-A WATER QUALITY RESULTS BARN WELL NO. 3 PERMIT NO. 42875-A Colorado • :Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190920011 Bill To:Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190920011 Client PO: 1428-3.0 Client Project: Date Received: 9/20/19 Date Reported: 10/11/19 Matrix: Water - Drinking Lab Number Customer Sample ID 1 Sample DaterTime I Test Result Method Date Analyzed 190920011-01B BW -3 9/19/19 12:45 PM Total Coliform E -Coli Abbreviations/ References: Absent = Cofifcrm Not Detected Present = Coliform Detected - Chlorination Recommended Date Analyzed = Date Test Completed SM = "Standard Methods for the Examination of Water and Wastewater', APHA, 19th Edition; 1995 Absent Absent SM 9223 SM 9223 9121/19 9!21119 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190920011 01•INN,1 Colorado • Analytical LABORATORIES, INC. Report To: Daniel Roper Company:Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 3 PERMIT NO. 42875-A Analytical Results TASK NQ: 190920011 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190920011 Client PO: 1428-3.0 Client Project: Date Received: 9/20/19 Date Reported: 10/11/19 Matrix: Water - Drinking Customer Sample ID BW -3 Sample Date/Time: 9/19/19 12:45 PM Lab Number: 190920011-01 Test Result Method ML I Date Analyzed I Analyzed By MCL Specific Conductance Chloride Fluoride Nitrate Nitrogen Nitrite Nitrogen Sulfate Total Sodium Adsorption Ratio Calcium Iron Magnesium Sodium Arsenic Cadmium Copper Lead Manganese Uranium Zinc 707 umhosicm @ 25c 7.8 mg/L 0.22 mg/L 0.77 mg/L < 0.03 mgIL 165.5 mg!L 0.2 units 111.3 mg/L < 0.005 mg/L 16.74 mg/L 6.7 mgIL < 0.0006 mgIL < 0.0001 mg/L 0.0546 mgIL < 0.0001 mgIL < 0.0008 mg!L 0.0027 mg!L 0.006 mgIL Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mppn/100 m1s = Most Probable Number index/ 1001111S Date Analyzed = Date Test Completed EPA 120.1 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300 0 EPA 300 0 Calculation EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 5 umhoslcm @ 25c 9/20/19 IPC 0.1 mg/L 0.09 mg/L 0.05 mg/L 0 03 mg/L 0.1 mg/L 9/20/19 JTF 9/20/19 JTF 4 9/20/19 JTF 10 9/20/19 JTF 1 9/20/19 JTF 0.1 units 9/24/19 MBN 4 01 mgIL 9/24/19 MBN 0.005 mg/L 9/24/19 MBN 0.3 0.02 mg/L 9/24/19 MBN 01 mg/L 9/24/19 MBN N/A 0.0006 mg/L 9/24/19 IPC 0.01 0,0001 mg/L 9124/19 IPC 0.005 0,0008 mg/L 9124/19 IPC 1.3 0,0001 mg/L 9/24/19 IPC 0.015 0.0008 mg/L 9/24/19 IPC 0.05 0.0002 mg/L 9/24/19 IPC 0.03 0.001 mg/L 9/24/19 IPC 5 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 5 190920011 1/2 OM Colorado • Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 3 PERMIT NO. 42875-A Analytical Results TASK NO: 190920011 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190920011 Client PO: 1428-3.0 Client Project: Date Received: 9/20/19 Date Reported: 10/11/19 Matrix: Water - Drinking Customer Sample ID BW -3 Sample Date/Time: 9119119 12:45 PM Lab Number: 190920011-01 Nest I Result I Method I ML I Date Analyzed I Analyzed By I MCL Total Total Hardness 346.8 mgIL as CaCO3 Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg/L = Milligrams Per Liter or PPM ug& = Micrograms Per Liter or PPS rnpn/100 mts = Most Probable Number Index/ 100 mis Date Analyzed = Date Test Completed SM 2340-B 0.1 mg!L as CaCO3 9124119 MBN dimie,,_4a0___, DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 1 Brighton, CO 80601-0507 Page 2 of 6 190920011 212 BARN WELL NO. 3 PERMIT NO. 42875-A Colorado Analytical LABORATORIES, INC, Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 990920091 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190920011 Client PO: 1428-3.0 Client Project: Date Received: 9/20/19 Date Reported: 10/11/19 Matrix: Water - Drinking Customer Sample ID BW -3 Sample Date/Time: 9119119 12:45 PM Lab Number: 190920011-01 Test Result Method ML Date Analyzed 1 Analyzed By Bicarbonate Calcium as CaCO3 Carbonate Hydroxide Langelier Index pH Temperature Total Alkalinity Total Dissolved Solids 191.2 mg/L as CaCO3 264.2 mg/L < 0.1 mg/L as CaCO3 < 0.1 mg/L as CaCO3 -0.16 unite 7.01 units 20 °C 191.2 mg/L as CaCO3 637 mg1L Abbreviations/ References: ML Minimum Level = LRL = RL mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mpn/100 mis = Most Probable Number Index/ 100 mis Date Analyzed = Date Test Completed SM 2320-B EPA 200.7 SM 2320-B SM 2320-B SM 2330-B SM 4500 -H -B SM 4500•H•B SM 2320-8 SM 2540-C 0.1 0.1 0.1 0.1 0.01 1 0.1 5 9123/19 9/24119 9/23/19 9/23/19 9/30/19 9/20/19 9/20119 9/23119 9/25119 ERL MBN ERL ERL SAN IPC IPC ERL ISG DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190920011 11 1 -Hazen Research, Inc. 4601 Indiana Street HAZEN Golden CO 80403 USA Tel: (303) 279 4501 Fax (303) 278-1528 BARN WELL NO. 3 PERMIT NO. 42875-A Customer ID: 20040H Account ID: Z01034 ANALYTICAL REPORT Stuart Nielson Colorado Analytical Laboratories, Inc. Lab Sample ID 19M02874-001 Customer Sample ID 190920011-01C - BW -3 sampled on 09/19/19 @ 1245 by Daniel Roper Lab Control ID: 19M02874 Received: Sep 20, 2019 Reported: Oct 11, 2019 Purchase Order No. None Received Parameter Units Code Gross Alpha pCI!L 1 T Result Precision* Detection +1- Limit Method Analysis Date / Time Analyst Gross Beta pCi1L T 3.1 3.8 3.6 0.1 2.5 3.4 SM 7110 B SM 7110 B 10/8/19 @ 0833 10/8/19 @ 0833 SS SS Certification ID's: CO/EPA C000008; CT PH -0152; KS E-10265; NJ C0008; NYSELAP (NELAC Certified) 11417; RI LA000284; WI 998376610, TX T104704256-15-6 *Variability of the radioactive decay process (counting error) at the 95% confidence level, 1.96 sigma. Codes: (T) = Total (0) = Dissolved (S) = Suspended (R) = Total Residual (AR) = As Received < = Less Than File: 19M02874 R1. pdf An Employee -Owned Company Page 2 of 5 BARN WELL NO. 3 PERMIT NO. 42875-A Drinkiug Water Chain of Custody Phone: 303-659-2313 Project Information System Name: 0 0 Compliance Samples: Send Results to CDPHE: Yes ❑ No 0 EE Bill T,o, Information (If different from report to) • nar IE z e A:1 ‘1 (4 t1,4;,', U 6i;u • b ova t wnluean uope I 8tZJ9ZZ wn!Pe� 1111111111 vla9Ngd1V ssoiO (iio) vsz An vnns (I) Boa `301 0P'0 xPul SIU v Puonld oreim sVVH Z'ZsWH,LL ZvZ nbiQ V61711LD0PuE 1'8pNesoydIr9 LI smuq.IO 111$d-SOOs zz SOOA Z'4ZS s*PPIclini b'515 sHOd/s'ad SOS d0921/a03 1'60S Vld uUo!!1OO Iuo,L " 4uo sa s, V/¢ ? 3 , . 1/2u0 auuojy3npts01 E C5) ts- gl3 io:.;a •QN, E �+f ▪ , BARN WELL NO. 3 PERMIT NO. 42875-A PUMP INSTALLATION AND TEST REPORT BARN WELL NO. 3 PERMIT NO. 42875-A Form No. GWS 32 10/2016 PUMP INSTALLATION AND PRODUCTION EQUIPMENT TEST REPORT State of Colorado, Office of the State Engineer 1313 Sherman St., Room 821, Denver, CO 80203 303.866.3581 www.water.state.co.us and dwrpermitsonline@state.co.us For Office Use Only 1. Well Permit Number: 42875-A Receipt Number: 3690404 2. Owner's Well Designation: Well 3 3. Well Owner Name: Aspen Polo Partners (Corona, Craig) 4. Well Location Street Address: 5. GPS Well Location: 11 Zone 12 ■ Zone 13 Easting: 315188.0 Northing: 4363923.0 County: Garfield 6. Legal Well Location: Distances from Subdivision: SE 1/4, NE 1/4, Sec. 31 Twp. 7.0 n N or S n, Range 87 n E or W ❑ W ❑ sec. line Section Lines: ft. from II N or S ❑ sec. line, and , Lot ft. from ❑ E or , Block , Filing (Unit) 7. Check Installation Type: ✓ Initial Pump Installation ❑Replacement Pump Change in Depth Only ❑Repair 8. Pump Data: Pump Manufacturer: Design GPM: 15 Type: Submersible Date Installed(mm/dd/yyyy): 07/31/2019 Grundfos Pump Model No. 15SQE07-180 at RPM 10700 HP 3/4 Volts 230 Full Load Amps 7.6 Pump Intake Depth: Additional Information 40 Feet, Drop/Column Pipe Size Inches, 1.25 Kind of Drop Pipe Sch 80 PVC for Pumps Greater Than 50 GPM: Turbine Driver Type: ❑Electric ❑ Engine ❑ Shaft size: Other Design Head: feet Number of Stages: inches 9. Other Equipment: Airline Installed: Flow Meter Mfg. Meter Readout: ft. Monitor Tube Installed:❑Yes Depth ft. ■ Yes ■ No, Orifice Depth ■ No, No. Meter Serial ■ Gallons, Thousand Gallons, ■ Acre feet Beginning Reading: 10. Cistern Information: Material: Capacity: gallons Date Installed: 11. Production Total Well Depth: Static Level: Equipment Test Data: Date: 48 ft. Time: n check box if data is submitted on Form Number GWS -39 Well Yield Test Report. 7/31/19 9.68' ft. Rate (gpm): 15 Date Measured: 07/31/2019 Pumping Level (ft): 10.29' 12. Disinfection: Type: Clorox Amt. Used: 1/2 gal. 13. Notification: Was Advanced Notification Required Prior to Installation? Yes No, Date Notification Given: 14. Water Quality analysis available: ❑Yes ■ No If yes, please submit with this report. 15. Remarks: 16. I have read the statements made herein and know the contents thereof, and they are true to my knowledge. This document is signed (or name entered if filing online) and certified in accordance with Rule 17.4 of the Water Well Construction Rules, 2 CCR 402-2. The filing of a document that contains false statements is a violation of section 37-91-108(1)(e), C.R.S., and is punishable by fines up to $1,000 and/or revocation of the contracting license. If filing online, the State Engineer considers the entry of the licensed contractor's name to be compliance with Rule 17.4. Company Name: Samuelson Pump Co. Inc. Email: samuelsonpump@yahoo.com Phone w/area code: (970) 945-6309 License Number: 1050 Mailing Address: P.O. Box 297 Glenwood Springs, Co. 81602 Sign (or enter name if filing online) Raun Samuelson Print Name and Title Raun Samuelson pres. Date: 09/02/2019 BARN WELL NO. 4 WELL PERMIT NO. 313597 WATER QUALITY RESULTS 011.1� Colorado • Analytical LABORATORIES, INC. BARN WELL NO. 4 PERMIT NO. 313597 Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190725059 Bill To:Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190725059 Client PO: 1428-3.0 Client Project: Date Received: 7/25/19 Date Reported: 8/14/19 Matrix: Water - Drinking ILab Number (Customer Sample ID 190725059-01B BW -4 I Sample Datefrime Test Result Method Date Analyzed 7/24/19 11:45 AM Total Coliform E -Coli Abbreviations/ References: Absent = Coliform Not Detected Present = Cahfcrm Detected - Chlorination Recommended Date Analyzed = Dale Test Completed SM = "Standard Methods for the Examination of Water and Wastewater"; APHA, 19th Edition; 1995 Absent Absent SM 9223 SM 9223 7/26/19 7/26/19 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 1 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Pagel of 4 190725059 drebi� Colorado • :Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 4 PERMIT NO. 313597 Analytical Results TASK NO: 190725059 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190725059 Client PO: 1428-3.0 Client Project: Date Received: 7/25/19 Date Reported: 8/14/19 Matrix: Water - Drinking Customer Sample ID BW -4 Sample Date!Time: 7/24/19 11:45 AM Lab Number: 190725059-01 [fest Result Method ML I Date Analyzed I Analyzed By MCL Specific Conductance Chloride Fluoride Nitrate Nitrogen Nitrite Nitrogen Sulfate Total Sodium Adsorption Ratio Calcium Iron Magnesium Sodium Arsenic Cadmium Copper Lead Manganese Uranium Zinc 605 umhoslcm @ 25c 6.3 mgIL 0.53 mglL 0.64 mg/L < 0.03 mgIL 113.6 mg/L EPA 120,1 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 0.2 units Calculation 94.0 mg/L 0.143 mg/L 14.58 mg/L 6.6 mg/L < 0.0006 mgIL < 0.0001 mg/L 0.0017 mgIL < 0.0001 mg/L 0.0033 mgIL 0.0023 mg/L < 0.001 mg/L Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg/L = Milligrams Per Liter a PPM ug/L = Micrograms Per Liter a PPB mpn/100 ids = Most Probable Number index/ 100 rids Dale Analyzed = Dale Test Completed EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 5 umhos/cm @ 25c 0.1 mg/L 0.09 mg/L 0.05 mglL 0.03 mglL 0.1 mg/L 7/25/19 MBN 7/26119 RKS 7/26/19 RKS 4 7126119 RKS 10 7/26119 RKS 1 7/26/19 RKS 0.1 units 7/30/19 MBN 4 0.1 mg/L 7/30/19 MBN 0.005 mg/L 7/30/19 MBN 0.3 0.02 mg/L 7/30/19 MBN 0.1 mg/L 7/30/19 MBN N/A 0.0006 mg/L 7/31/19 DBM 0.01 0.0001 mg/L 7/31/19 DBM 0.005 0.0008 mg/L 7/31/19 DBM 1.3 0.0001 mg/L 7/31/19 DBM 0.015 0.0008 mg/L 7/31/19 DBM 0.05 0.0002 mg/L 7/31/19 DBM 0.03 0.001 mg/L 7/31/19 DBM 5 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 5 190725059 1/2 BARN WELL NO. 4 PERMIT NO. 313597 Colorado "1, Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190725059 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190725059 Client PO: 1428-3.0 Client Project: Date Received: 7/25/19 Date Reported: 8114119 Matrix: Water - Drinking Customer Sample ID BW -4 Sample DatelTime: 7124!19 11:45 AM Lab Number: 190725059-01 Nest '1Q101 Total Hardness Result Method ML Date Analyzed I Analyzed By I MCL 294.8 mg!L as CaCO3 Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mon/100 mis = Most Probable Number index/ 100 mfs Date Analyzed = Date Test Completed SM 2340-B 0.1 mgIL as CaCO3 7130119 MBN a/4e_ DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 2 of 5 190725059 2/2 d/P: Colorado 41:, Analytical LABORATORIES, INC, BARN WELL NO. 4 PERMIT NO. 313597 Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190725059 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190725059 Client PO: 1428-3.0 Client Project: Date Received: 7/25/19 Date Reported: 8/14/19 Matrix: Water - Drinking Customer Sample ID BW -4 Sample Date/Time: 7124/19 11:45 AM Lab Number: 190725059-01 Test Result Method ML Date Analyzed Analyzed By Bicarbonate Calcium as CaCO3 Carbonate Hydroxide Langelier Index pH Temperature Total Alkalinity Total Dissolved Solids 178.6 mg/L as CaCO3 249.4 mg/I- < g/L< 0.1 mg/L as CaCO3 < 0,1 mglL as CaCO3 0.02 units 7.24 units 20'C 178.6 mgIL as CaCO3 449 mg1L Abbreviations/ References: ML = Minimum Level = LRL = RL mgrL = Milligrams Per Lifer or PPM ug/L = Micrograms Per Liter or PPB mon/100 mis = Most Probable Number Index/ 100 mis Date Analyzed = Dale Test Completed SM 2320-B EPA 200 7 SM 2320-B SM 2320-B SM 2330-B SM 4500 -H -B SM 4500 -H -B SM 2320-B SM 2540-C 0 1 7130119 CSN 0 1 7130119 MBN 0.1 7130/19 CSN 0.1 7130/19 CSN 8/1/19 SAN 0 01 7/25119 MBN 1 7/25119 MBN 0 1 7/30/19 CSN 5 7/26/19 ISG DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190725059 MillHazen Research, Inc. 4601 Indiana Street HAZEN Golden CO 80403 USA Tel (303) 279-4501 Fax (303) 278-1528 BARN WELL NO. 4 PERMIT NO. 313597 Customer ID; 20040H Account ID; Z01034 ANALYTICAL REPORT Stuart Nielson Colorado Analytical Laboratories, Inc_ Lab Sample ID Customer Sample ID 19M02398-001 190725059-01C BW -4 sampled on 07/24119 @ 1145 by Daniel Roper Lab Control ID: 19M02398 Received: Jul 26, 2019 Reported: Aug 14, 2019 Purchase Order No. None Received Parameter Units Code [Gross Alpha Gross Beta Precision* Detection Result +1- Limit Method Analysis Date 1 Time Analyst pCi1L pCi1L T 32 4 2.5 0.1 SM7110B <3.8 2.4 3.8 SM 7110 B 8112119@0755 SS 8112119@0755 SS Certification ID's: CO/EPA C000008; CT PH -0152; KS E-10265; NJ C0008; NYSELAP (NELAC Certified) 11417; RI LA000284; WI 998376610, TX T104704256-15-6 'Variability of the radioactive decay process (counting error) at the 95% confidence level, 1.96 sigma. Codes: (T) = Total (D) = Dissolved (S) = Suspended (R) = Total Residual (AR) = As Received < = Less Than File: 19M02398 R1. pdf An Employee -Owned Company Page 2 of 5 BARN WELL NO. 4 PERMIT NO. 313597 Drinking Water Chain of Custody 2 E E U Phone: 303-659-2313 co 0 0 timagidte S Projectinformation "."�'',..,W± '` PWSID: E z H En Compliance Samples: Yes 0 No'g1 Send Results to CDPHE: Yes 0 No4 Task Number t;AC task NO. (Lab Use Only) 190725059 ARF J Bill To�Iiifoemation {jf ilificre�it from reportto) *t; ,p:aY`+�r:l,�.TT^��''i:SVs �k."'r,.;•,L ins i^'w+_.,� Company Name: FESolfiECA"61{'t=1'' Contact Name: r16-117, efr Address: City: State: Zip: Phone: Email: /11"tICY134 %�.tt2t eon PO Number: rva Company Name: eecrOcteZe Contact Name: _AA 0(C/ 4 Zi; L re a o .— 101 - r , %), RI IN Y e ii g.t U • k ^ 5 Jr s., u o E 171Y G E Sample Collector Phone: CP' r v TO mi a uope1 8ZZ/9ZZ wn!pell ma8/egdld ssouo 0i11!0) P Z Afl'VA17S (a!ai!O) OOQ `OO1 Oi.'3) xopui $urU'Xiv wj S31 UdIOU! ap!.ion!d 044IN iaddoxpeai 0 aO ■ ❑- 0 S \P'H Z'ZSS 81n1H L L Z•bZS 1er►b!Q Z'6bS 1i timPnd 1'8PS a1esogd,Cl9 LfiS saielusgiuO l'! ES lsad`sDOS Z'SZS SODA Z'4ZS sap!ou!,aH b'S'S S 3d/S1Sad SOS d08Q/8a3 l'1705 Wd UU03!l00 1IO.L �Idw/�gvfa • aauo!t!O•PriPls w:: r14 erxt4r W . 0C ca rattrara 1119 ttok ref 64. gym elm O V 410 BARN WELL NO. 4 PERMIT NO. 313597 PUMP TEST REPORT BARN WELL NO. 4 PERMIT NO. 313597 September 2, 2019 Divide Creek Builders 75B North Second Street Carbondale. Co. 81623 ATTN: Max MN Wai. G L E H W G O D SPAIN 6$ C 0 On 7/24/19, a well test was conducted on Well #4 for the Polo Partners. The following information was obtained; Well Depth 45' Casing Size (7 x 5)" Standing water level 11.0' Total test time 4 Hours Drawdown to 11.95' Production is greater than 16 GPM This test was conducted with a 1 Hp 20 gpm test pump. The well water level recovered back to 11.03' in 8 Minutes. If you have any questions please call me, Raun Samuelson at 970-945-6309. Sincerely; Raun E Samuelson Samuelson Pump Co. P.O. Box 297 • Glenwood Springs, CO 81602 • (970) 945-6309 • Fax (970) 947-9448 Water Systems • Sales, Service & Installation BARN WELL NO. 5 PERMIT NO. 313599 WATER QUALITY RESULTS Colorado • Analytical LABORATORIES, INC. BARN WELL NO. 5 PERMIT NO. 313599 Report To:Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190719001 Bill To:Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719001 Client PO: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/8/19 Matrix: Water - Drinking J ILab Number 'Customer Sample ID Sample DateTTime "Test Result Method Date Analyzed 190719001-01B BW5 7117/19 11.30 AM Total Coliform E -Coli Abbreviations/ References: Absent = Coliform Not Detected Present = Coliform Detected - Chlorination Recommended Date Analyzed = Date Test Completed SM = "Standard Methods for the Examination of Water and Wastewater"; APNA; 19th Edition, 1995 Present Absent SM 9223 SM 9223 7/20/19 7/20/19 Ad,„ DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190719001 Colorado • :Analytical LABORATORIES, INC. Report To:Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 5 PERMIT NO. 313599 Analytical Results TASK NO:/190719001 Bill To: Accounts Payable Company: Resource Engineering. Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719001 Client P0: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/8/19 Matrix: Water - Drinking Customer Sample ID BW5 Sample DatelTime: 7/17/19 11:30 AM Lab Number: 190719001-01 Test Result Method ML Date Analyzed Analyzed By 1 MCL J Specific Conductance Chloride Fluoride Nitrate Nitrogen Nitrtte Nitrogen Sulfate Total Sodium Adsorption Ratio Calcium Iron Magnesium Sodium Arsenic Cadmium Copper Lead Manganese Uranium Zinc 870 umhoslcm 26c 4.8 mg/L 0.40 mgIL 0.16 mg/L < 0.03 mglL 177.3 mgiL EPA 120.1 5 umhoslcm 052 25c EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 0.1 units Calculation 110.4 mglL EPA 200.7 0.648 mglL EPA 200.7 16.86 mg/L EPA 200.7 6.3 mglL EPA 200.7 < 0.0006 mgiL EPA 200.8 < 0.0001 mgIL EPA 200.8 0.0033 mgIL EPA 200.8 0.0001 mgIL EPA 200.8 0.0203 mgIL EPA 200.8 0.0026 mgIL EPA 200.8 0.003 mgIL EPA 200.8 Abbreviation/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg/L = Milligrams Per Liter or PPM uiVt. = Micrograms Per Liter or PPS mpN400 mis = Most Probable Number Index/ 100 mis Date Analyzed = Date Test Completed 7/19119 IPC 0.1 mgiL 7119/19 RKS 0.09 mg/L 7/19/19 RKS 4 0,05 mg/L 7/19/19 RKS 10 0.03 mg/L 7/19/19 RKS 1 0.1 mg/L 7/19/19 RKS 0,1 units 7125119 MBN 4 0.1 mg/L 7/25/19 MBN 0.005 mgiL 7/25/19 MBN 0,3 0.02 mg/L 7/25/19 MBN 0.1 mg/L 7/25/19 MBN N/A 0.0006 mg1L 7/25/19 DBM 0.01 0.0001 mg/L 7/25/19 DBM 0.005 0.0008 mg/L 7/25119 DBM 1.3 0.0001 mg/L 7/25/19 DBM 0.015 0.0008 mg/L 7/25/19 DBM 0.05 0.0002 mg/L 7/25/19 DBM 0.03 0.001 mg/L 7/25/19 DBM 5 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 5 190710001 1/2 OP:Nb. Colorado • Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 5 PERMIT NO. 313599 Analytical Results TASK NO: 190719001 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719001 Client PO: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/8/19 Matrix: Water - Drinking 1 Customer Sample ID BW5 Sample Date/Time: 7/17119 11-30 AM Lab Number: 190719001-01 (Teat Result Method 1 ML 1 Date Analyzed Analyzed By MCL Intal Total Hardness 340.9 mg/L as CaCO3 Abbreviations/ References: ML = Minimum Level = LRL RL MCL = Maximum Contaminant Level per The EPA mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mprVr100 mis = Most Probable Number Index/ WO mis Date Analyzed = Date Test Completed SM 2340-B 0,1 mg/L as CaCO3 7125/19 MBN DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page2of6 190719001 2/2 OP:b. Colorado Analytical LABORATORIES, INC. Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 BARN WELL NO. 5 PERMIT NO. 313599 Analytical Results TASK NO: 190719001 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190719001 Client PO: 1428-3.0 Client Project: Date Received: 7/19/19 Date Reported: 8/8/19 Matrix: Water - Drinking Customer Sample ID BW5 Sample DatelTime: 7!17/19 11'30 AM Lab Number: 190719001-01 best Result Method ML I Date Analyzed I Analyzed By Bicarbonate Calcium as CaCO3 Carbonate Hydroxide Langelier Index pH Temperature Total Alkalinity Total Dissolved Solids 161.9 mg/L as CaCO3 288.2 mg/L < 0.1 mg/L as CaCO3 < 0.1 mg!L as CaCO3 0.09 units 7.29 units 20 *C 161.9 mg1L as CaCO3 529 mg/L Abbreviations/ References: ML = Minimum Level = LRL = RL mgt = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPS mpn/100 nits = Most Probable Number index/ 100 arts Date Analyzed = Date Test Completed SM 2320-B EPA 200.7 SM 2320-B SM 2320-B SM 2330-B SM 4500-1-1-B SM 4500 -1i -B SM 2320-B SM 2540-C 0.1 0.1 0.1 0.1 0.01 1 0.1 5 7/23/19 7/25/19 7/23/19 7/23/19 7/29/19 7/19/19 7/19/19 7/23119 7/25119 CSN MEIN CSN CSN SAN IPC IPC CSN ISG DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190719001 V1 - Hazen Research, Inc. `,,An 4601 Indrana Street HAZEN Golden, CO 80403 USA Tel (303) 279-4501 Fax: (303) 278-1528 BARN WELL NO. 5 PERMIT NO. 313599 Customer ID: 20040H Account ID! Z01034 ANALYTICAL REPORT Stuart Nielson Colorado Analytical Laboratories, Inc. Lab Sample ID Customer Sample ID Parameter Units Code Gross Alpha pCUL T Gross Beta pC11L T 19M02358-001 190719001-01C - BW5 sampled on 07/17/19 @ 1130 by Daniel Roper Lab Control ID: 19M02358 Received: Jul 22, 2019 Reported: Aug 07, 2019 Purchase Order No. None Received Result Precision` Detection +1- Limit Method Analysis Date / Time Analyst 4.7 <3.2 3.4 0.1 2.3 3.2 SM7110B SM 7110 B 8/5/19 @ 0846 8/5/19 @ 0846 SS SS Certification ID's: CO/EPA C000008; CT PH -0152; KS E-10265; NJ C0008; NYSELAP (NELAC Certified) 11417; RI LA000284; WI 998376610, TX T104704256-15-6 *Variability of the radioactive decay process (counting error) at the 95% confidence level, 1.96 sigma. Codes: (T) = Total (D) = Dissolved (S) = Suspended (R) = Total Residual (AR) = As Received < = Less Than File: 19M02358 R1. pdf An Employee -Owned Company Page 2 of 5 BARN WELL NO. 5 PERMIT NO. 313599 4 71uo d Q V 07) 07' YO C �` 'O .=f W ., o U is n 0—"0 -' �U �Q o 0� o d10 OO 0 0 u 'U U0 L. d oa 4(1 a l= 01 y2 Col • U_U-, -...� ] Drinking Water Chain of Custody Phone: 303-659-2313 u 07 0 0 lit 112. 0 z z ❑ ❑ W N r u.M 1 - n cz A ▪ c r U 2 • Y - .n E a =g Z e 1a 03 Fa Compliance Samples: wn!uesfl ❑ 0 mpg 8ZZ/9ZZ wmpUU e1a14d1V SsosO (aluo) 4Sz An VMS ';;t (ala !D) 007 a (31w0) xapul IurIPIN sa!uoasoul apuonId 73-1!!+1 amp saddoypea1 tor c--"•! Z'tiZS .0' yl SSVVH Z'zss E 4:11. 0 0om E 0 0 • u Z 0 U .L` ‘.44\ rk .2 11t74, aw Y . Contact Name: Y 0 0 <L PO Number: Contact Name: 'o h �a E 4 sr O. 0 V • 3enbla Z'6bS 1 a 1 J it. 1IE t)0PuH l'8bS • alesogd�(lD Lbs ,= ' sa3ewegse0 )sad-sDOS Z'SZS sDOA VIZ � sap!a!gs3H q'Sig sf3d/slsad SOS 11 d3ENHa311705 t+ld 111.10J!!00 leloy A1uo saldw S vial i _ I , ` i 0uuali3 ionp!sa ...P. yr f. r 10.4 4.4 x.a 5 w 1 na 'O • 0 a f- BARN WELL NO. 5 PERMIT NO. 313599 PUMP TEST REPORT BARN WELL NO. 5 PERMIT NO. 313599 September 2, 2019 Divide Creek Builders 7513 North Second Street Carbondale, Co. 81623 ATTN: Max On 7/17/19, a well test was conducted on well #5 for the Polo Partners. The following information was obtained; Well Depth 42' Casing Size (7 x 5)" Standing water level 9.15' Total test time 4 Hours Drawdown to 10.86' Production is greater than 17 GPM This test was conducted with a 1 Hp 20 gpm test pump. The well water level recovered back to 9.15' in 30 Minutes. If you have any questions please call me, Raun Samuelson at 970-945-6309. Sincerely; Raun E Samuelson Samuelson Pump Co. P,O. Box 297 • Glenwood Springs, CO 81602 • (970) 945-6309 • Fax (970) 947-9448 Water Systems • Sales, Service & Installation BARN WELL NO. 6 PERMIT NO. 313598 WATER QUALITY RESULTS 01.11,- Colorado Analytical LABORATORIES, INC. BARN WELL NO. 6 PERMIT NO. 313598 Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190802011 Bill To:Accounts Payable Company:Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190802011 Client PO: 1428-3.0 Client Project: Date Received: 8/2/19 Date Reported: 8/23/19 Matrix: Water - Drinking Lab Number Customer Sample ID I Sample Date/Time Test Result Method Date Analyzed 190802011-01B APP BW6 8/1/19 10:40 AM Total Coliform E -Coli Abbreviations/ References: Absent = Coiitorm Not Detected Present = Coliform Detected - Chlorination Recommended Date Analyzed = Date Test Completed SM = "Standard Methods for the Examination of Water and Wastewater" API -IA; 19th Edition; 1995 Present Absent SM 9223 SM 9223 8/3/19 8/3/19 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 190802011 04.11.) Colorado Analytical LABORATORIES, INC. BARN WELL NO. 6 PERMIT NO. 313598 Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190802011 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190802011 Client PO: 1428-3.0 Client Project: Date Received: 8/2/19 Date Reported: 8/23/19 Matrix: Water - Drinking Customer Sample ID APP BW6 Sample Date/Time: 8/1/19 10:40 AM Lab Number: 190802011-01 Test Result Method ML Date Analyzed Analyzed By I MCL I Specific Conductance Chloride Fluoride Nitrate Nitrogen Nitrite Nitrogen Sulfate Total Sodium Adsorption Ratio Calcium Iron Magnesium Sodium Arsenic Cadmium Copper Lead Manganese Uranium Zinc 561 umhoslcm @ 25c 4.2 mg/L 0.32 mg/L 0.20 mgiL < 0.03 mg/L 125.0 mgiL EPA 120.1 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 EPA 300,0 0.2 units Calculation 101.5 mg/L 4.639 mg/L 14.96 mgiL 6.4 mgiL 0.0013 mgiL < 0.0001 mgIL 0.0065 mgiL 0.0016 mgiL 0.0682 mgiL 0.0028 mgIL 0.010 mgIL Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg& = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mprV100 mis = Most Probable Number index/ 100 mis Date Analyzed = Data Test Completed EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.7 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 5 umhos/cm @ 25c 0.1 mg/L 0,09 mg/L 0.05 mg/L 0,03 mgiL 0.1 mgiL 8/2119 DBM 812119 RKS 812/19 RKS 4 8/2/19 RKS 10 8/2/19 RKS 1 8/2119 RKS 0,1 units 8/7119 MBN 4 0.1 mg/L 8/7119 MBN 0.005 mg,R 817119 MBN 0.3 0.02 mg/L 817/19 MBN 0.1 mgiL 8/7/19 MBN NIA 0.0006 mg/L 8/6/19 DBM 0.01 0.0001 mg/L 8/6/19 DBM 0,005 0,0008 mg/L 8/6/19 DBM 1.3 0 0001 mg/L 8/6/19 DBM 0,015 0 0008 mg/L 8/6119 DBM 0.05 0.0002 mg/L 8/6/19 DBM 0.03 0.001 mg/L 8/6/19 DBM 5 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 5 190802011 1/2 drivbi� Colorado Analytical LABORATORIES, INC, BARN WELL NO. 6 PERMIT NO. 313598 Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190802011 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190802011 Client PO: 1428-3.0 Client Project: Date Received: 812119 Date Reported: 8/23/19 Matrix: Water - Drinking Customer Sample ID APP BW6 Sample DatelTime: 811119 10:40 AM Lab Number: 190802011-01 [Test I Result Method I ML I Date Analyzed I Analyzed By I MCL I Total Total Hardness 315.0 mg1L as CaCO3 Abbreviations/ References: ML = Minimum Level = LRL = RL MCL = Maximum Contaminant Level per The EPA mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mpn/100 nis = Most Probable Number index/ WO rills Date Analyzed = Date Test Completed SM 2340-B 0.1 mg/L as CaCO3 817/19 MBN ai., DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 2 of 5 190802011 2/2 Colorado Analytical LABORATORIES, INC. BARN WELL NO. 6 PERMIT NO. 313598 Report To: Daniel Roper Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Analytical Results TASK NO: 190802011 Bill To: Accounts Payable Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 190802011 Client PO: 1428-3.0 Client Project: Date Received: 8/2/19 Date Reported: 8/23/19 Matrix: Water - Drinking Customer Sample ID APP BW6 Sample Date/Time: 8/1/19 10:40 AM Lab Number: 190802011-01 (Test Result Method ML Date Analyzed I Analyzed By Bicarbonate Calcium as CaCO3 Carbonate Hydroxide Langelier Index pH Temperature Total Alkalinity Total Dissolved Solids 174.8 mgiL as CaCO3 246.4 mg/L < 0.1 mgiL as CaCO3 < 0.1 mg/L as CaCO3 0.03 units 7.27 units 20 "C 174.8 mgiL as CaCO3 439 mg/L Abbreviations/ References: ML = Minimum Level : LRL = RL mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mpn/100 mis = Most Probable Number index/ 100 mis Date Analyzed = Date Test Completed SM 2320-8 EPA 200.7 SM 2320-B SM 2320-B SM 2330-B SM 4500 -H -B SM 4500 -H -B SM 2320-8 SM 2540-C 0.1 0.i 0.1 0.1 0.01 1 0.1 5 8/7119 8/7/19 8/7/19 8/7/19 8/8/19 8/2119 8,2119 817/19 8/7119 DATA APPROVED FOR RELEASE BY 10411 Heinz Way / Commerce City, CO 80640 1 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 Page 1 of 4 CSN MBN CSN CSN SAN DBM DBM CSN ISG 190802011 MMIllHazen Research, Inc. 4601 Indiana Street I-AZEN Golden, CO 80403 USA Tel (303) 279-4501 Fax (303) 278-1528 BARN WELL NO. 6 PERMIT NO. 313598 Customer ID: 20040H Account ID: Z01034 ANALYTICAL REPORT Stuart Nielson Colorado Analytical Laboratories, Inc. Lab Sample ID Customer Sample ID 19M02452-001 190802011-01 - APP BW6 sampled on 08/01/19 @ 1040 by E.M. Lab Control ID: 19M02452 Received: Aug 02, 2019 Reported: Aug 22, 2019 Purchase Order No. None Received Parameter Units Code 'Gross Alpha Gross Beta pCi1L pCiWL T T Result Precision* Detection +1- Limit Method Analysis Date / Time Analyst 5.0 3.0 0.1 4.9 2.6 3.4 SM 7110B I 8119119@0811 SM 7110B 8119119@0811 SS SS Certification ID's: CO/EPA C000008; CT PH -0152; KS E-10265; NJ C0008; NYSELAP (NELAC Certified) 11417; RI LA000284; WI 998376610, TX T104704256-15-6 `Variability of the radioactive decay process (counting error) at the 95% confidence level, 1.96 sigma. Codes: (T) = Total (D) = Dissolved (5) = Suspended (R) = Total Residual (AR) = As Received < = Less Than File: 19M02452 R1. pdf An Employee -Owned Company Page 2 of 5 BARN WELL NO. 6 PERMIT NO. 313598 Drinking Water Chaim of Custody 0 3P e Ce 0 oV Phone: 303-659-2313 E 0 b O 0 Project Information PWSID: System Name: Compliance Samples: Yes ❑ No 0 Send Results to CDPHE: Yes ❑ No ❑ Task Number (Lab Use Only) CAL Task No. 180802011 RNM Bill To Information (if different from report to) Company Name: Contact Name: / Cir w L is d a v j J Phone: Email: PO Number: Report/To Information_ Company Name: deetource '"-.e4-.1 Contact Name: P11( Address: G r ' /11.-- - City: eitcfrea State: Cc, Zip: tM6 Phone: 920 - %..(7 7 2 Email {/-6-jefdl,,,,* --e/,.. C.i a Sample Collector: EX }c -T Sample Collector Phone: 9614b 1 a 3 1 y;o tun!usan UOps1I 8Z /9ZZ lun!P l aiagjgdjd sso.i0 (aP-1!D) KZ Aft `VAf1S (aI ' D) DOC `DO_[, (NOUN 31613u1 ltirrtro spun asoul apuonld altalq•i a1V1 N aaddoo/pgal SSVN# I Z755 siAIH,L.L rtZS IgnbiQ Z'617S II$10op a 1'8175 alssogd,ClO LtS salsuregauD I' I £S Isad-SDOS Z-SZS SOOA Z'3,ZS sap!olgaaH VC saDd/Slsad SUS dosa/gag 1705 V/d uu0Ji1oD Ig101, /CIuo saldumS Wd (1/810) UUol4a prnmsati 1 Seals Present Yes 0 No 1 3 cd 7 I ia" 6 17.50 ca Instructions: BARN WELL NO. 6 PERMIT NO. 313598 PUMP TEST REPORT BARN WELL NO. 6 PERMIT NO. 313598 September 2, 2019 Divide Creek Builders 75B North Second St. Carbondale. Co. 81623 ATTN: Max MEP MAIL 6LE SP IX On 8/1/19, a well test was conducted on well #6 for the Polo Partners. The following information was obtained Well Depth 52' Casing Size (7 x 5)" Standing water level 8.8' Total test time 4 Hours Drawdown to 11.0' Production is greater than 20 GPM This test was conducted with a 1 Hp 20 gpm test pump. The well water level recovered back to 8.71 in 20 Minutes. If you have any questions please call me, Raun Samuelson at 970-945-6309. Sincerely; c7„ Raun E Samuelson Samuelson Pump Co. P.O, Box 297 • Glenwood Springs, CO 81602 • (970) 945-6309 • Fax (970) 947-9448 Water Systems • Sales, Service & installation WELL NO. 7 PERMIT NO. 82161-F WATER QUALITY REPORT WITH RESULTS RESOURCE ENGINEERING I N C, Craig Corona, Esq. Corona Water Law 420 East Main Street, Suite 210B Aspen, CO 81611 cc@craigcoronalaw.com Via Email RE: Aspen Polo Partners, LLP — Well Water Quality Analysis Craig: WELL NO. 7 PERMIT NO. 82161-F November 10, 2017 At your request, Resource Engineering, Inc. (RESOURCE) analyzed the water quality of a new well recently drilled on the Aspen Polo Partners, LLP property located east of Catherine Store Road in Garfield County (Parcel No. 239131100033). This letter report presents the technical analysis of the water quality. WATER QUALITY Raw water samples were obtained from the well by RESOURCE on October 31, 2017 during a twenty four (24) hour pump test being conducted by Samuelson Pump Company (Samuelson). A temporary pump was installed by Samuelson during the pump test. Samples were taken from a spigot connected to the temporary discharge pipeline. The samples were shipped by overnight delivery under proper chain of custody to Colorado Analytical Laboratories, Inc. (results attached). In accordance with the criteria established by the Garfield County Land Use and Development Code, the well was tested for inorganic compounds including metals, coliform, alkalinity, corrosivity, hardness, pH, total dissolved solids, and radionuclides. The attached results indicate that the well water meets the basic EPA primary and secondary drinking water standards. Water hardness was measured at 316.4 mg/L as CaCO3 and is considered very hard (>200 mg/L as CaCO3). This requires softening for household or commercial use. Hard water can cause scale to build up in boilers, water heaters, and on water fixtures, and lessen effectiveness of soaps. Hardness is typically treated if greater than 200 mg/L. The results for radionuclides are still pending. CONCLUSION The laboratory results for the water quality analysis indicate that the water meets all primary and secondary drinking water standards. The water was found to be very hard and will require softening for household and commercial use. This report will be updated once the radionuclide results are received from the laboratory. In the meantime, please contact me if you have any questions or need additional information. Sincerely, RESOURCE ENGINEERING, INC. Daniel Roper Water Resources Planner EFM/1428-3.0; Attachments Eric F. Mangeot, P.E. Water Resources Engineer Consulting Engineers and Hydrologists 909 Colorado Avenue Glenwood Springs, CO 81 801 (970) 945-9777 Fax (9701945-1137 fivkl� Colorado • :Analytical LABORATORIES, INC. Report To: Eric Mangeot Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 WELL NO. 7 PERMIT NO. 82161-F Analytical Results TASK NO: 171101018 Bill To: Melody Morris Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 , Task No.: 171101018 Client PO: 1428-3.0 Client Project: GarCo Well Test Parameters Date Received: 11/1/17 Date Reported: 11/6/17 Matrix: Water - Drinking Customer Sample ID 1428-3.0 Well App Sample Date/Time: 10/31/17 1:03 PM Lab Number: 171101018-01 Test Result Method ML Date Analyzed I Analyzed By Chloride Fluoride Nitrate Nitrogen Nitrite Nitrogen Specific Conductance Sulfate Total Arsenic Cadmium Calcium Copper Iron Lead Magnesium Manganese Sodium Sodium Adsorption Ratio Total Hardness Uranium Zinc 5.2 mg/L 0.29 mg/L 0.20 mgIL < 0.03 mg/L 623 umhos/cm @ 25c 162.6 mg/L < 0.0006 < 0.0001 101.7 0.0394 0.139 0.0007 15.18 0.0257 5.4 0.1 mgIL mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L units 316.4 mg/L as CaCO3 0.0017 mg/L 0.040 mg/L Abbreviations/ References: ML = Minimum Level = LRL = RL mg/L = Milligrams Per Liter or PPM ug/L = Micrograms Per Liter or PPB mpn/100 mis = Most Probable Number Index/ 100 mis Date Analyzed = Date Test Completed EPA 300.0 EPA 300.0 EPA 300.0 EPA 300.0 EPA 120.1 EPA 300.0 EPA 200.8 EPA 200.8 EPA 200.7 EPA 200.8 EPA 200.7 EPA 200.8 EPA 200.7 EPA 200.8 EPA 200.7 Calculation SM 2340-B EPA 200.8 EPA 200.8 0.1 mg/L 0.09 mg/L 0.05 mg/L 0.03 mg/L 5 umhos/cm @ 25c 0.1 mg/L 0.0006 mg/L 0.0001 mg/L 0.1 mg/L 0.0008 mg/L 0.005 mg/L 0.0001 mg/L 0.02 mg/L 0.0008 mg/L 0.1 mg/L 0.1 units 0.1 mg/L as CaCO3 0.0002 mg/L 0.001 mg/L 11/3/17 11/3/17 11/6/17 11/3/17 11/6/17 11/3/17 11/6/17 11/3/17 11/6/17 11/6/17 11/6/17 11/3/17 11/3/17 SEA SEA SEA SEA MBN SEA DBM DBM MBN DBM MBN DBM MBN DBM MBN MBN MBN DBM DBM 4,0,--.4' DATA APPROVED FOR RELEASE BY 240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315 Page 1 of 2 171101018 1/1 J drd,'� Colorado • :Analytical LABORATORIES, INC. Report To: Eric Mangeot Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 WELL NO. 7 PERMIT NO. 82161-F Analytical Results TASK NO: 171101018 Bill To: Melody Morns Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 171101018 Client PO: 1428-3.0 Client Project: GarCo Well Test Parameters Date Received: 11/1/17 Date Reported: 11/6/17 Matrix: Water - Drinking Customer Sample ID 1428-3.0 Well App Sample Date/Time: 10/31/17 1:03 PM Lab Number: 171101018-01 Test Result Method ML Date Analyzed Analyzed By Bicarbonate Calcium as CaCO3 Carbonate Langelier Index pH Temperature Total Alkalinity Total Dissolved Solids 154,5 mg/L as CaCO3 263.9 mglL c 0.1 mg/L as CaCO3 0.20 units 7.45 units 20 °C 154.5 mg1L as CaCO3 368 mgfL Abbreviations./ References: ML = Minimum Level = LRL = RL mgfL = Milligrams Per Liter or PPM uB./L = Micrograms Per Liter or PPB mpr1100 mis = Most Probable Number Index./ 100 m/s Date Analyzed = Date Test Compieted SM 2320-B SM 3111-B SM 2320-B SM 2330-B SM 4500-H-8 SM 4500 -H -B SM 2320-B SM 2540-C 0.1 0.1 0.1 0.01 1 0.1 5 VDB MBN VdB SAN MBN MBN VDB ISG DATA APPROVED FOR RELEASE BY 240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315 Page 1 of 2 171101018 Colorado • Analytical LABORATORIES, INC. Report To: Eric Mangeot Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 WELL NO. 7 PERMIT NO. 82161-F Analytical Results TASK NO: 171101018 Bill To:Melody Morris Company: Resource Engineering, Inc. 909 Colorado Avenue Glenwood Springs CO 81601 Task No.: 171101018 Client PO: 1428-3.0 Client Project: GarCo Well Test Parameters Date Received: 11/1/17 Date Reported: 11/6/17 Matrix: Water - Drinking Lab Number Customer Sample ID Sample Date/Time I Test Result Method Date Analyzed 171101018-01B 1428-3.0 Well App 10/31/17 1:03 PM Total Coliform E -Coli Abbreviations/ References: Absent = Coliform Not Detected Present = Coliform Detected - Chlorination Recommended Date Analyzed = Date Test Completed SM = "Standard Methods for the Examination of Water and Wastewater"; APHA; 19th Edition; 1995 Absent Absent SM 9223 SM 9223 11/2/17 11/2/17 DATA APPROVED FOR RELEASE BY 240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313 Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315 Page 1 of 2 171101018 111 BELL NO. 7 ERMIT NO. 82161-F Drinking Water Chain of Custody 7 E u W 0 0 State Form / Project Information PWSID: System Name: E Q 4. U e V Compliance Samples: Yes 0 No Ml Send Forms to State: Yes 0 No rift Bill To Information (If different from report to) Company Name: ��, , . ENA) Contact Name: ` _ CAVI 1 Address: clect /: vb, Alte- 6 5 ! N6, City State Zip Phone: i / S/— re)1 1 Fax: 1 (S/+ `.S1 L. I 9� W"` 1MM e 0 a Report To Information (.� ,�, Company Name: FEc 77VZ u""t'ki.-1043 ERI. 4a` r - Contact Name: lid Address:9oci CtoLC Gl314WO() , cA Si b4 City State Zip r 7 140 f V C -z Py E. • �' LL r v. E i C. E ozaBe Subcontract Analyses wn!uein Seals Present Yes 0 No 0 Ileadspace Yes 0 No 0 Temp. Li °C /Ice \i Sample Pres Yes@ No ❑ Received By: Date/Time': uope 1 8ZZ wn!PEN 9ZZ wn!PE21 elaJegd!V sswO ,X PHASE 1, 11, V Drinking Water Analyses (check analysis) (2IP""3) KZ Afl VAnS (a!al!O) DOa `DO.L xapu! '2ueir lly K sa!uegJoul X ap!ion!d x 1 Date/Time: a1! 1!N a[ CIS Info: Delivered Via: �� C/S C:hargt� aleil!K iaddoOma3 x SS/VH Z'ZSS Relinquished By: sINHLL Z'7Z5 lenb!a Z.675 IIeg1OPu3 I'87S alesond,CfD L7S salewegie0 Ft £S lsad-s3OS Z'SZS Received By: Date/Time: "It1I-1 SDOA Z'7ZS • Instructions: gUe7V\ sap!a!giaH 7'5I S s8Dd/s1S3d SOS dDua/fla3 11705 V/d =mop Imo' x Tt '3 171101018 . ARF Date I Time Client Sample ID / EP Code 4 V 1 to Date/Time: V6/41 Relinquished By: ckt i r• WELL NO. 7 PERMIT NO. 82161-F PUMP TEST PRODUCTION REPORT RESOURCE ENGINEERING I N C, Craig Corona, Esq. Corona Water Law 420 East Main Street, Suite 210B Aspen, CO 81611 cc@craigcoronalaw.com Via Email WELL NO. 7 PERMIT NO. 82161-F November 15, 2017 RE: Aspen Polo Partners, LLP — Water Demand and Supply for Proposed Land Use Application Craig: At your request, Resource Engineering, Inc. (RESOURCE) has completed the 24-hour Pump Test at the well recently drilled on the Aspen Polo Partners, LLP property located east of Catherine Store Road in Garfield County (Parcel No. 239131100033). The purpose of the pump test was to demonstrate that adequate potable groundwater exists at a reasonable depth for the proposed project and to provide an estimate of the expected long-term yield of the well. This memorandum summarized the opinion and findings of RESOURCE regarding the adequacy of the physical water supply for the Aspen Polo Partners development. WATER DEMAND Roaring Fork Engineering (RFE) recently completed water demand calculations for the proposed development and are included as Attachment A. Demands are calculated for Zone 1 and Zone 2. Zone 1 includes five (5) Horse Barns with ADUs, a maintenance barn, four (4) cabins, and a clubhouse. The total average daily demand for Zone 1 is approximately 12,000 gallons per day (gpd) with a peak day demand of 24,000 gpd (16.7 gpm). Zone 2 includes 42 single family dwellings at 350 gpd each for a total of 14,700 gpd with a peak day demand of 30,560 gpd (21.2 gpm). Therefore, the total peak day demand is 37.9 gpm. The development will include storage to meet peak hour demands. The property also has hay and pasture fields that are irrigated with senior irrigation water rights. These lands will continue to be irrigated consistent with historic practices. WATER SUPPLY Well Construction The well (Permit No. 307221) was constructed on October 27, 2017, by Shelton Drilling Company. The well is constructed in cobbles, boulders, and clay in the first 20 feet and cobbles, sand, and gravel in for the next 18 feet. The remainder of the well is constructed in the Eagle Valley Evaporites. The total depth of the well is 41 feet and it is constructed with 7 - inch diameter steel surface casing with perforated steel casing installed in the water producing Consulting Engineers and Hydrologists 909 Colorado Avenue Glenwood Springs, CO 81 801 (970) 945-9777 Fax (9701945-1137 WELL NO. 7 PERMIT NO. 82161-F Craig Corona, Esq. November 15, 2017 Aspen Polo Partners, LLP — Water Demand and Supply Page 2 zone from 23 feet to 38 feet.' At the time of the well construction, static water level was 13 feet from TOC and the well produced 60 gpm during a 2 hour pumping test. The permitted and actual location for the well is the SE 1/4 of the NE 1/4, of Section 31, Township 7 South, Range 87 West of the 6th P.M. at a point 2,078 feet from the north section line and 257 from the east section line. The UTM coordinates (Zone 13) are Northing: 4363850, Easting: 315417. Pumping Test A 24-hour pumping test was conducted by Samuelson Pump Company and RESOURCE on October 31, 2017 for the well. During the pump test, the pump intake depth was set at 41 feet from top of casing (TOC). The purpose of the test was to determine the long-term yield of the well and its adequacy to serve the existing and proposed uses. The pump test was initiated at 11:OOam at and initial static water level of 13.8 feet and a flow rate of 16.6 gpm as shown on Figure 1. There was no significant drawdown at this flow rate; therefore, at 11:20am the flow rate was adjusted to 61 gpm. The well stabilized at the higher flow rate after approximately 5 hours of pumping. The well had a maximum total drawdown of 11.45 feet as shown on Figure 2. The final water level at the end of the pumping part of the test was 10.81 feet, leaving approximately 30 feet of water above the pump intake. Over the 24-hour pumping period approximately 86,907 gallons was pumped. Analysis Figures 1 and 2 show the water level in the well dropping slightly and stabilizing in first twenty minutes and then stabilizing at a depth of approximately 15.88 feet. Based on the minimal drawdown, the flow rate was increased to 61 gpm (based on 2 -hour test during well drilling). After reaching the maximum drawdown of 11.45 feet after 7.1 hours of pumping, the water level appears to have slightly recharged (approximately 6 -inches) during the remainder of the 24- hour pumping period. This could be due to the natural diurnal fluctuation of the aquifer or there may have been some recharge of the aquifer from the pump discharge. However, given that the well is constructed in some clay for the first 20 feet and the quick recovery of the well, it does not appear there is any significant influence from the water discharged on the ground surface. Figure 3 depicts the water level recovery in the well in the 75 minutes after pumping ceased. T represents the total time since the pumping test started and T' represents the time since pumping stopped. The well reaches complete recovery at T/T' greater than 2 (48 hours / 24 hours), which means the well recovered faster than the rate at which the well was pumped. This indicates that, at the time of the test, the well completely recharged at a rate equal to or more than the 60 gpm average pumping rate. In addition, the well produced more water (86,907 gallons) during the 24-hour pumping period, than the maximum day demand (54,560 gpd or 37.9 gpm). 1 The total length of the well is 42 feet with approximately 1 foot of the casing above the ground surface. RESOURCE WELL NO. 7 PERMIT NO. 82161-F Craig Corona, Esq. November 15, 2017 Aspen Polo Partners, LLP — Water Demand and Supply Page 3 The yield of the well appears to be 60 gpm during based on the pumping and recovery data achieved during the 24 hour test. Given the potential for some of the pump discharge to recharge the aquifer during the test, RESOURCE conservatively estimates the long term yield to the well to in the 50 to 60 gpm range. CONCLUSION The results from the pumping test indicate that the well has an adequate yield to serve the proposed development for domestic and commercial uses. The maximum daily demand for Zone 1 and Zone 2 of the proposed development is 37.9 gpm, while the long term yield of the well is estimated to be between 50 to 60 gpm. We recommend that Aspen Polo Partners, LLP consider developing a second well on the property for redundancy. If you have any question please feel free to contact us. Sincerely, RESOURCE ENGINEERING, INC. Eric F. Mangeot, P.E. Water Resources Engineer EFM/1428-3.0; Attachments RESOURCE ti N N 0) C � w E .42 Lu a0 LL 0 d ZCD i L as c CI a 0 0 0- a) a) 0. Pumping Time (minutes) Average Pumping Rate = 60 gpm O O O O O bA (13 N U 4- 0 0- 0 0 1- co � (wd6) Neu MOI LC) o LC) 0 - ▪ CO CO N T Z 0 0 N 92 o 'n o N T Static Water Level • Depth of Water from TOC co 0 • Manual Measurements C6 m CL uJ zmc LJ ' t._..._..._..._..._.._.._.._.._.._.._..t..._.._.._.._.._..�..._.._.._..._.. .. �y O , LL -Ee } OWiu .. _.._.._.._.- Z - _ WOES T T- T z o Se Static Water Level = 13.80 ft. O • • OO O T N co OM 301 wail 4;dad 20 Minutes @ 16.6 gpm v O Z M 00 a) 0_ 0 E 0 CV LL _ c • — 3 v LL. Z ui• 0 0 0 0 0 (1 Static Water Level (wd6) eleN MOI cp ▪ co co co co - Z C. 0 N >, L0 (0 0 (0 0 ----, - 0 ,— N N ..— r ca ,— 0_ utes @ 16.6 gpm (;eej) umopmei a H Average Pumping Rate = 60 gpm T/T' (minutes) 0 0 0 c\I c\I 1 1 I t 1 1 1 1 + i I 1 1 I I 1 t -l -t 1 1 t-11-1- 1 1 1 1 1 1 1 1 I 1 • 4 --1 TH 4441- H -Ft 444-4 t r 11 i 1 i 1 -1 -1 1 1 ' 1 1 1 1 1 1 !Ili 11,1 1 1 1 1 1-1 t 1 1 1 1 1, 1, 11 Ei 11 1 1 1 1 1 1 1 1 1 1 1 1 11 11 ! ! 1 1 i1 11 1 1 1 t t 11 Ei Ei 1111 1 I I 11 11 11 11 11 Ei 11 Ei 11 Ei 11 1 1 1 1 1 1 1 1 4 -14 11 11 11 11 -1:11- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . . . . r r 1 1 I I I I I t 1 1 I 1 t 1 1 1 1 1 I I TT 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1-414 1 1 1-444 + I I 1 1 1 1 I I + 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i I 1111 i"T 4441-4 111, 1111 1111 1 1 1 1 11 • 11 ! i 1 1 I 1-- 11,1 111: 1111 1, 1, -1--1: 1 1- . . 1 1 1 1 1111 TTIT -1444 1 1 1 - tt 1TTH 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1111 1111 Fl F111i 11-11 •11 I __LFF_IFFFFIF 1_ 1 1111 1111 1111 1111 11 Ei 11 11 11 Ei 11 Ei 11 Ei 11 11 11 Ei 11 Ei 11 Ei 11 11 11 Ei 11 Ei 1111 1111 11 Ei 11 11 11 Ei 11 Ei 11 Ei 11 11 11 Ei 11 Ei 1111 1111 • 1, Ei • 1, Ei • 1, Ei 111, 11,1 4 -4 - F -F 1 1 1 1 1 1 1 1 1 1 1 1 I 1 i 1 1 i 111 f 1 : 1 11 11 Q▪ J E0- 0- 0 0 L.L.1 1 , 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 I i 1 i (NI cr) Lr) (.5) N- CO CN (eN) &10A0301 Aquifer recovered 100% Residual Drawdown (Feet)