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Home My WebLink AboutCorrection Letter Response with Attachments 04.21.2025TERRI MONTOYA ARCHITECTS L.L.C. Correction Letter Response Date: April 21, 2025 To: John Plano – Garfield County Re: Serrano Marble and Granite 5398 County Rd 154 Glenwood Springs, CO Corrections to be address prior to issuing a building permit: 1 The change in Uses justifies the septic system be evaluated by the County’s Environmental Health Department (E.H.) to verify the existing system is compliant for the new uses. Please provide verification from E.H. or an updated design. Per attached Septic System Report – it is compliant for the new use (Page 8) 2 Please add the Type of Construction to the Code Summary. Based on the addition it appears to be VB. (IBC Chapter 6) Added to Sheet T1 3 The required occupancy separation between an M Occupancy and an F-2 is 2 hours. This is a Fire Barrier and is required to be from the slab to the upper roof. Please change the walls accordingly. (IBC Table 508.4) Added to Sheet T1. Note added to Sheet A4 – Existing 8” CMU wall runs from Parapet to foundation (below crawlspace) meets 2 hour rating. See the attached document from NWCMA – Concrete Masonry Fire Resistance. 4 The door between the Locker Room and the Shop is to be 1½ hour rated. Please change the door accordingly. (IBC Table 716.5) Revised on Sheet A4 5 A7 – The 24”x36” access panel thru the 2-hour fire barrier is to be 1½ hour rated. Please add the designation to the plans. (IBC Table 716.5) Added note to Sheet A4. See attached spec sheet for the Access Panel. 6 The office is small enough that it can be considered Accessory to the F-2 occupancy with no fire resistive separation. Unless the separation is wanted by the owner or architect. (IBC 508.2) Wall to remain 1 hour rated. 7 Based on the size of the building and a complete change of occupancy, the amended International Fire Code requires buildings of VB construction to be protected with fire sprinklers if over 7500 square feet. In certain instances the International Existing Building Code has provisions to allow an Automatic Smoke Detection System to be installed in lieu of sprinklers. Please add the Automatic Smoke Detection System to the Code Summary. (IEBC 804.2.2) Added note to Sheet T1 and Sheet A4. 8 Please provide the soils report referenced in the structural notes. Attached 9 Please provide an asbestos report for all the disturbed areas. If the report comes back positive an asbestos mitigation professional is to apply for the State Mitigation Permit and remove the contaminated material. If positive, please provide the final clearance letter from the state. Attached 10 Please provide an accessible parking space and the accessible route from the space to the Showroom. (IBC 1104.1) Added to Sheet A1 – two accessible parking spaces, ANSI details for parking and signage. 11 All the restrooms are to be accessible. The new restrooms are not in the 7 exceptions in the IBC 1109.2. Please revise the floor plans accordingly and provide adequate detail to verify compliance. (Pictorial included) (ANSI A117.1- Chapter 6) • There is to be no fixtures in the clearance for the water closets. There are lavatories, walls, and a shower that are not allowed in the clearances. • The Shower is to be accessible. Please provide details or the make and model of a pre-fabricated shower. • The loading area for a transfer shower is to be 36” deep. • Knee and toe clearance are required for all lavatories. • The doors accessing the restrooms are to be 32” in the clear, 36” door typically. • Please show the grab bars for the water closets. • Please provide the 5’ turning diameter within the restrooms. • Some water closets will require a right-hand flush model, as it is to be on the accessible side. Revised on Sheet A4 and enlarged plans and details on Sheet A8 and A10. All restrooms have been revised to be Accessible. 12 The Employee Kitchen is to be accessible. Please provide adequate detail to verify compliance (ANSI A117.1-804) • The sink is to be 34” high and shall have knee and toe clearances. • There is to be a 34” tall work surface adjacent to the oven. (ANSI A117.1 – 804.5.5) • The oven/cooktop controls shall not require reaching over the burners. Removed the cooktop in the Kitchen. Per ANSI A117.1 804.3 Exception: “Spaces that do not provide a cooktop or conventional range shall not be required to provide an accessible work surface”. Knee clearance at the sink is not required - Per ANSI A117.1 606.2 Exception 1 “A parallel approach complying with Section 305 and centered on the sink shall be permitted to a kitchen sink in a space where a cook top or conventional range is not provided”. 13 The pull side of the door from the Showroom and the Employee Area is to have 18” of maneuvering clearance on the hinge side. Please adjust the door accordingly. (ANSI A.117.1-404.2.3) Revised Sheet A4 14 The “Built in Desk by Owner” is to have a minimum 36” wide x 36” tall accessible service area. (ANSI A117.1 – 904.3) Added note to Sheet A4 15 S-3 – There appears to be an exterior deck proposed above the existing office between grid 1-2 and D-E that is not shown on the architectural drawings. If part of this project, please provide details for the Guardrail or remove from the structural drawings. Please coordinate the drawings. Removed from Structural Drawings – Sheet S-3 16 S-3 – There is a set of stairs shown between grids 1-2 and E-F that is not shown on the architectural drawings. If part of this project please provide details for rise, run, guard, handrail, etc. Please coordinate the drawings. Removed from Structural Drawings – Sheet S-3 17 Please provide a thermal barrier over the closed cell foam proposed for the underside of the new roof. (IBC 2603.4) Added note to Sheet A7 18 Please provide a thermal barrier for the closed cell foam proposed for the existing walls and the existing roof. (IBC 2603.4) Added note to Sheet A7 19 Typically, the cutting, grinding, milling, and polishing marble/granite will require plumbing to accommodate the processes. There is a proposal to use a Hydroclear Recycling system, please show how water will be fed to the machines and how the wastewater will be moved to the recycling system. Added new Plumbing Sheet P-2 20 Please add emergency lighting outside each exit door. (IBC 1008.3.2) Added to Sheet E-2 21 Please add an exit sign to the existing door accessing the existing southeast stairway. The two exits to the northwest are too close together to be the only exits. Sheet E-2 There is a door next to the Overhead door on the South (wasn’t shown on Electrical Background). It will be the other exit. Exit sign and emergency light added. Septic System (ISDS/OWTS) 6916 Highway 82, Glenwood Springs, CO BUI #24031.01 License No. 37110 Licensed Professional Engineer, State of Colorado ( S e a l ) 10/30/24 CONTENTS A. Introduction ................................................................................... 1 B. Existing System ............................................................................. 1 C. Proposed Conditions .................................................................... 3 D. Existing system capacity .............................................................. 4 E. proposed system ............................................................................ 5 F. Conclusions .................................................................................... 6 G. Works Cited ................................................................................... 6 H. Appendix ......................................................................................... 6 APPENDIX Observation Photos NRCS Web Soil Survey USDA MultiPointTriangle (v1) Garfield County Permit No. 3856 Engineered Design Plan (Gamba & Associates) CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 1 A. INTRODUCTION The purpose of this report is to discuss our findings of the existing individual sewage disposal system at 6916 Highway 82, Glenwood Springs, Colorado and determine the system’s capacity to serve the proposed use. B. EXISTING SYSTEM The 1.85-acre site was previously developed with a two-story office/warehouse style building, a paved loop access road and two paved parking lots. Property uses have varied over the years with the most recent being mental health/therapy center. Potable water is supplied by a private well (permit #32058) located near the front-center of the property and wastewater is disposed of by an onsite individual sewage disposal system (ISDS) (Permit #3856). Figure 1: Existing Conditions (Google Earth) The ISDS was engineered by Gamba & Associates (Project No. 03402, dated 9/29/03) in accordance with previous Garfield County regulations for a maximum daily disposal capacity of up to 2,400 gpd using multiple septic tanks (two (2) 1,000-gallon tanks and two (2) 750- gallon tanks for a total of 3,500 gallons), a dosing pump in a separate manhole, and a two- barrel drywell absorption area system. Per the original design, the trapezoidal absorption area was calculated with the following absorption faces (excluding a 3-foot frost depth): CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 2 Bottom Area: 1,695 sf Sidewall Area (north): 378 sf Sidewall Area (east): 468 sf Sidewall Area (south): 198sf Sidewall Area (west): 504 sf Total: 3,243 sf Figure 2: Existing ISDS System (Gamba & Assoc.) The existing tanks, dosing pump system and absorption area were field observed by Boundaries Unlimited Inc. on 10/14/24. Observations were (see Appendix for photos): • A cleanout exists between the building and the entry tank; • The 1,000-gallon entry tank appears to be used for as a ‘first compartment’ for sediment/sludge removal and for equal flow distribution to the three (3) secondary tanks; • The three (3) secondary tanks (one (1) 1,000-gallon and two (2) 750-gallon) appear to be used for decomposition/treatment and do not contain baffles; • The dosing tank contains a Hydromatic Pumps submersible pump (model #SPD100MH22, 1.0 hp, 230 volt, 1-phase, 60 Hz.) with float control/alarm system; • The pumping system appears to have been turned off; • All tanks should all be pumped clean to remove debris and sediment prior to bringing the system back online; • A vertical tee riser must be installed in the inlet of the westerly 750-gallon tank; • All effluent filters in the tank outlets should be spray cleaned prior to bringing the system back online; • The PVC pipe extension riser for the pump has been damaged and must be repaired/replaced. • The alarm(s) should be tested for both audible and visual performance. CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 3 C. PROPOSED CONDITIONS The proposed use is a stone fabrication shop with business offices for up to ten (10) full-time employees. Since the time of original design, Garfield County has adopted new regulations for wastewater management which moves away from simple disposal and onto treatment with disposal referred to as Onsite Wastewater Treatment Systems (OWTS). While OWTS systems may appear relatively similar in context to previous ISDS systems, OWTS utilizes a different calculation method, places greater emphasis on site soil qualities, replaces the term absorption area with Soil Treatment Area (STA), limits the type/shape/size/depth of the STA, and promotes the use of dosing and/or advanced treatment. With regards to the existing ISDS system and current OWTS regulations, the greatest discrepancy is that the current regulations do not recognize drywells for use as an STA. That said, the regulations do contain a section titled ‘Seepage Pits’ for which the existing system might be considered under the following criteria: Seepage Pits a. For repairs, potential for risk to public health and water quality may be evaluated by the local public health agency. If risk is low in the determination of the local public health agency, a seepage pit without higher level treatment may be used. b. If the risks are not low, higher-level treatment of at least TL2 must be attained prior to discharge to these systems for final dispersal. c. A seepage pit must consist of a buried structure of precast perforated concrete, or cinder or concrete block laid dry with open joints. (1) Pits must be provided with both vertical sidewall and top supporting structural concrete or other material of equal structural integrity. (2) The excavation must be larger than the structure by at least 12 inches on each side and may not exceed 5 feet beyond the structure wall. (3) The over-excavated volume must be filled with clean, graded gravel or rock, which may range in size from ½ inch to 2 ½ inches. AASHTO M 43 05 (2005 version) size No 3 coarse aggregate meets this specification. (4) The capacity of the pit must be computed on the basis of long-term acceptance rates determined for each stratum penetrated. The weighted average of the results must be used to obtain a design figure. (5) Soil strata in which the percolation is slower than 30 minutes per inch must not be used for absorption or seepage. These strata must not be CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 4 included in the weighted average to determine the long-term acceptance rate. (6) The infiltrative surface of the pit is the vertical wall area (based on dug perimeter) of the pervious strata below the inlet plus the bottom of the excavated area. (7) The bottom of the pit excavation must be greater than four feet above a limiting layer. d. Pits must be separated by a distance equal to three times the greatest lateral dimension of the largest pit. For pits over 20 feet in depth, the minimum space between pits must be 20 feet. e. The requirements for the design and construction of seepage pits for the treatment and dispersal of on-site wastewater on new sites is defined in section 43.12.C. D. EXISTING SYSTEM CAPACITY Based on the criteria for Seepage Pits, the 3,243 sf STA can be reverse engineered as follows to determine the system’s capacity as an OWTS: 1. Size Adjustment Factors: a. STA Area: 3,243 sf b. Factor for a rock dosed bed: 1.1 c. Adjusted Area, Aadj: 2,948 sf 2. Long Term Acceptance Rate (LTAR): a. According to the USDA Web Soil Survey online data (see attached report), site soils are #107 Uracca, moist-Mergel complex with a Unified Soil Classification of SC-SM comprised of 10% Clay, 66.6% Sand and 23.4% Silt. Inputting these percentages into the USDA MultiPointTriangle (v1), the texture is defined as Sandy Loam (attached). b. The original ISDS design logged the subsurface soils as Rocky, Sandy Soil and Rocky, Sandy Silty with percolation rates of 4.55 min./in., 29.25 min./in., and 5.69 min./in., which is consistent with the information obtained from the USDA. c. Applying this information to OWTS regulation Table 10-1, the soil type can be conservatively considered as Type 2 Sandy Loam, Loam, Silt Loam with a Treatment Level 1 LTAR of 0.60 gpd/sf 3. Available Average Daily Wastewater Flow (ADWFavail): CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 5 a. ADWFavail = Aadj * LTAR » 2,948 sf * 0.60 gpd/sf b. ADWFavail = 1,768 gpd 4. Tank Storage: OWTS regulations require that the first tank in a series must hold no less than one-half of the required effective volume. Therefore, since the entry tank has a volume of 1,000-gallons, the effective tank volume should be considered as twice that amount, or Septic Tankeffect = 2,000-gallons. E. PROPOSED SYSTEM Knowing that the existing system has an OWTS equivalent ADWF capacity of 1,768 gpd, we can now determine if system can accommodate the proposed use under current OWTS regulations. OWTS regulation Section 43 Table 6-2 lists the following Estimated Daily Wastewater Flow (EDWF) options which might be considered for a stone fabrication shop: • Commercial: Factories and plants exclusive of industrial wastewater per employee per 8-hr shift – no showers: EDWF = 20 gpdc. • Commercial: Office buildings per employee per 8-hr shift: EDWF = 15 gpdc. Applying the more conservative value, the required Average Daily Wastewater Flow (ADWFreq’d) is calculated as: ADWFreq’d = EDWF * # of Users (employees) » 20 gpdc * 10 employees ADWFreq’d = 200 gpd Since the ADWFreq’d < ADWFavail, the existing STA has sufficient capacity to serve the proposed use. OWTS regulation Section 43.9.B.3 requires non-residential systems to size septic tanks permitting detention of incoming wastewater design flows for a minimum of 48 hours. Therefore, the minimum tank storage requirement is: Septic Tankreq’d = ADWFreq’d * 48 hrs) / 24 hrs/day » 200 gpd * 48 hrs) / 24 hrs/day Septic Tankreq’d = 400 gallons Since the Septic Tankreq’d < Septic Tankeffect, the existing tank system has sufficient capacity to serve the proposed use. CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 6 F. CONCLUSIONS The Soil Treatment Area (STA) ADWFavail (1,768 gpdc) is greater than the ADWFreq’d (200 gdp), so the STA has sufficient capacity to serve the proposed use. The existing tank arrangement’s Septic Tankeffect (2,000 gallons) is greater than the Septic Tankreq’d (400 gallons), so the tank system also has sufficient capacity to serve the proposed use. Therefore, the existing ISDS drywell system should be able to be reclassified as an OWTS seepage pit with the minimal repairs and improvements discussed herein. G. WORKS CITED Garfield County. (2023). Garfield County On-Site Wastewater Treatment System (OWTS) Regulations. USDA. (n.d.). Web Soil Survey. Retrieved October 2024, from United States Department of Agriculture, Natural Resources Conservation Service: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx H. APPENDIX • Observation Photos • NRCS Web Soil Survey • USDA MultiPointTriangle (v1) • Garfield County Permit No. 3856 • Engineered Design Plan (Gamba & Associates) CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 1 OBSERVATION PHOTOS Tank Area (north side of building) 1,000 Gallon Distribution Tank - East 1,000 Gallon Distribution Tank – West Tank Area (north side of building) 1,000 Gallon Distribution Tank - East 1,000 Gallon Distribution Tank – West CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 2 OBSERVATION PHOTOS East 750 Gallon Secondary Tank - Inlet East 750 Gallon Secondary Tank - Outlet West 750 Gallon Secondary Tank – Inlet East 750 Gallon Secondary Tank – Inlet East 750 Gallon Secondary Tank - Outlet West 750 Gallon Secondary Tank – Inlet CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 3 OBSERVATION PHOTOS West 750 Gallon Secondary Tank – Outlet 1000 Gallon Secondary Tank – Inlet 1000 Gallon Secondary Tank - Outlet West 750 Gallon Secondary Tank – Outlet 1000 Gallon Secondary Tank – Inlet 1000 Gallon Secondary Tank – Outlet CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 4 OBSERVATION PHOTOS Dosing/Pump Tank Dosing/Pump Tank Pump Controls Dosing/Pump Tank Pump Controls Pump Controls CIVIL ENGINEERING, LAND SURVEYING & BEYOND 923 Cooper Ave #201, Glenwood Springs, CO 81601 | (970) 945-5252 | bu-inc.com 5 OBSERVATION PHOTOS Drywell-Abandoned/Overflow Absorption Field/STA – North Manhole Absorption Field/STA – South Manhole Drywell-Abandoned/Overflow Absorption Field/STA – North Manhole Absorption Field/STA – South Manhole United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 6916 Highway 82, Glenwood Springs, CO Natural Resources Conservation Service October 30, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Soil Information for All Uses.................................................................................9 Soil Properties and Qualities................................................................................9 Soil Physical Properties....................................................................................9 Percent Clay..................................................................................................9 Percent Sand...............................................................................................10 Percent Silt..................................................................................................11 Soil Qualities and Features.............................................................................12 Unified Soil Classification (Surface)............................................................12 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 43 7 1 5 8 0 43 7 1 5 9 0 43 7 1 6 0 0 43 7 1 6 1 0 43 7 1 6 2 0 43 7 1 6 3 0 43 7 1 6 4 0 43 7 1 6 5 0 43 7 1 6 6 0 43 7 1 6 7 0 43 7 1 6 8 0 43 7 1 6 9 0 43 7 1 5 8 0 43 7 1 5 9 0 43 7 1 6 0 0 43 7 1 6 1 0 43 7 1 6 2 0 43 7 1 6 3 0 43 7 1 6 4 0 43 7 1 6 5 0 43 7 1 6 6 0 43 7 1 6 7 0 43 7 1 6 8 0 43 7 1 6 9 0 304790 304800 304810 304820 304830 304840 304850 304860 304870 304880 304890 304900 304910 304920 304930 304940 304950 304960 304790 304800 304810 304820 304830 304840 304850 304860 304870 304880 304890 304900 304910 304920 304930 304940 304950 304960 39° 28' 21'' N 10 7 ° 1 6 ' 1 0 ' ' W 39° 28' 21'' N 10 7 ° 1 6 ' 2 ' ' W 39° 28' 18'' N 10 7 ° 1 6 ' 1 0 ' ' W 39° 28' 18'' N 10 7 ° 1 6 ' 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1:825 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 15, Aug 29, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 25, 2021—Sep 5, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report 7 MAP LEGEND MAP INFORMATION imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 8 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Physical Properties Soil Physical Properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Percent Clay 9 Table—Percent Clay Map unit symbol Map unit name Rating (percent)Acres in AOI Percent of AOI 107 Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s 10.0 2.0 100.0% Totals for Area of Interest 2.0 100.0% Rating Options—Percent Clay Units of Measure: percent Aggregation Method: Dominant Component Component Percent Cutoff: None Specified Tie-break Rule: Higher Interpret Nulls as Zero: No Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average) Top Depth: 0 Bottom Depth: 15 Units of Measure: Centimeters Percent Sand Custom Soil Resource Report 10 Table—Percent Sand Map unit symbol Map unit name Rating (percent)Acres in AOI Percent of AOI 107 Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s 66.6 2.0 100.0% Totals for Area of Interest 2.0 100.0% Rating Options—Percent Sand Units of Measure: percent Aggregation Method: Dominant Component Component Percent Cutoff: None Specified Tie-break Rule: Higher Interpret Nulls as Zero: No Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average) Top Depth: 0 Bottom Depth: 15 Units of Measure: Centimeters Percent Silt Custom Soil Resource Report 11 Table—Percent Silt Map unit symbol Map unit name Rating (percent)Acres in AOI Percent of AOI 107 Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s 23.4 2.0 100.0% Totals for Area of Interest 2.0 100.0% Rating Options—Percent Silt Units of Measure: percent Aggregation Method: Dominant Component Component Percent Cutoff: None Specified Tie-break Rule: Higher Interpret Nulls as Zero: No Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average) Top Depth: 0 Bottom Depth: 15 Units of Measure: Centimeters Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Unified Soil Classification (Surface) The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle-size characteristics, liquid limit, and plasticity index. It identifies three major soil divisions: (i) coarse-grained soils having less than 50 percent, by weight, particles smaller than 0.074 mm in diameter; (ii) fine-grained soils having 50 percent or more, by weight, particles smaller than 0.074 mm in diameter; and (iii) highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain-size distribution and Atterberg limits. ASTM D 2487 shows the criteria chart used for classifying soil in the Unified system Custom Soil Resource Report 12 and the 15 basic soil groups of the system and the plasticity chart for the Unified system. The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes. It can serve to make some general interpretations relating to probable performance of the soil for engineering uses. For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Custom Soil Resource Report 13 Table—Unified Soil Classification (Surface) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 107 Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s SC-SM 2.0 100.0% Totals for Area of Interest 2.0 100.0% Rating Options—Unified Soil Classification (Surface) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Lower Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) Custom Soil Resource Report 14 Point 1 2 3 4 5 6 Sand (%) 66.60%7 8 Clay (%) 10.00%9 10 Silt (%) 23.40%11 12 13 14 Very Coarse Sand (%) 15 16 Coarse Sand (%) 17 18 Medium Sand (%) 19 20 Fine Sand (%) 21 22 Very Fine Sand (%) 23 24 Sand Fractions Sum 0.00%25 26 27 28 29 30 31 32 33 34 Send comments or suggestions to mark.vanlear@usda.gov 35 36 37 38 Instructions: Populate yellow cells. Total Sand, Silt, and Clay must equal 100%. Sand fractions are optional (only used with sands, loamy sands, and sandy loams if known), but if used must equal Total Sand. USDA Texture SANDY LOAM Sand Fractions Total 10 20 30 40 50 60 70 80 90 100 Clay Sandy Clay Silty Clay Clay Loam Sandy Clay Loam Silty Clay Loam Loam Sandy Loam Silt Loam Loamy SandSand Silt 1 Percent Sand MultiPointTriangle (v1) ClearSave/Plot Clear All GARFIELD COUNTY BUILDING AND SANl~TION .DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945·8212 Permit N: 3 8 5 n Assessor's Parcel No. This does not constitute I • INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTYC =nr\e l J.._PsJfu Owner'sName~~fu ' l\c - Present Address ~."'l_) · , System Location loC\ \l..o l\ LU\ I ~-~ ;··~ U...~C::~; Legal Description of Assessor's Parcel No. /~?-- 7 0 { <...( -6 0 SYSTEM DESIGN Septic Tank Capacity (gallon) ______ ,Qt her o Percolation Rate (minutes/inch) Number of Bedrooms (or other) ____ _ Required Absorption Area -See Attached Special Setback Requirements: a building or use permit. l'l ._ I Phone I le:) au Date _____________ Inspector ___________________________ _ FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System lnstaller _________________ -fj,tf----------------------- s;;L';"". 4-1' ..... ,-r-1 ~0' Cf' Septic Tank CapacitY---------~--''lir-,...._1>~~----'~-'--'-'L.l~""""""q::&o~"""'---------------- Septic Tank Manufacturer or Trade Name-------------------------------- Septic Tank Access within 8" of surface -------------------------------- Absorption Area---------------------------------------- Absorption Area Type and/or Manufacturer or Trade Name-------------------------- Adequate compliance with County and State regulations/requirements _____________________ _ Other-;., _______________ _,,c---,"---+---------r,:=J-f'--"----.,..L~->------~-f----- Date f~ MC. tf .::i/ () 5 Inspector __,(~---...!J~LU4-""=----Jti'-'~""'=f2;..,_, _("'"'-~"'-';<.L1fe.:..::.'11f:.LJLPLL/l----"f.L./Jc.l...\ULS __ RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine -6 months in jail or both). White -APPLICANT Yellow -DEPARTMENT INDMDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER'--_C~o~l~or~a~d~o~W~e~s~t~R~e~i~o~na~l::...:..:M~en~t~a~l~H~e~al~t~h~C~e~n~te~r'=-.-:!-:::.._----~~'().~ ADDRESS 01PHONE 970-945-2441 CONTRACTOR ___________ ~~~~~~~~~~~ PHONE. ____ _ PERMIT REQUEST FOR ( ) NEW INSTALLATION ( x) ALTERATION ( )REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY: Near what City ofTown,_-"G""l""'en'""w"'o°"od,,_,,S"'pr..,i"'n,,.gs,,__ _______ ,Size ofLot !. a 5 Ac Lega!DescriptionorAddress 6916 Highway 82, Glenwood Springs, co SH>Ol WASTES TYPE: ( ) DWELLING ( ) TRANSIENT USE x) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES X) OTHER-DESCRIBE See calculations on Gamba & Assoc. Inc. Design. BUILDING OR SER VICE TYPE:_--=Oc=.f""fi:.:· c°"e'""'/'--=I""'ns"'t""i~tu=t""i""on,,,a.,, 1~--------------- Number of Bedrooms __ N~/~A....__(._.s ..... e.._e _.A.,.b~oy._.e.,..) _____ Number of Persons N /A (See Above) Garbage Grinder (x) Automatic Washer SOURCE AND TYPE OF WATER SUPPLY: ( x) WELL If supplied by Community Water, give name of supplier: x) Dishwasher SPRING ( ) STREAM OR CREEK DISTANCE TO NEAREST COivlMUNITY SEWER SYSTEM:~~.t:...:I:-------- Was an effort made to connect to the Community System? -"Y"""es~-'-'Nwo,,...t~F._,e .. a.,.s.&Jib,..l..,e~------- A site plan is required to be submitted that indicates the followini: MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System (septic tank & disposal field) to Property Lines: 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table._£-::>_,8,_._F,.,ee .... t~------------------- Percent Ground Slope __:4:us......1..Fi:..ib!:n""'a,,!...lL------------------------- Iii TYPE OF INDMDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: x) SEPTIC TANK ( ) AERATION PLANT VAULT PRIVY ( ) COMPOSTING TOILET PIT PRIVY ( ) INCINERATION TOILET CHEMICAL TOILET( ) OTHER-DESCRIBE FINAL DISPOSAL BY: X ) ABSORPTION TRENCH, BED OR PIT UNDERGROUND DISPERSAL ABOVE GROUND DISPERSAL VAULT RECYCLING, POTABLE USE RECYCLING, OTHER USE EVAPOTRANSPIRATION SAND FILTER WASTEWATERPOND OTHER-DESCRIBE. _______ ~~~~~~~~~~~~~~~~- WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?~Na~-- PERCOLA TION TEST RES UL TS: (To be completed by Registered Professional Engineer, ifthe Engineer does the Percolation Test) Minutes 4. 55 Minutes 2 9 25 per inch in hole No. 1 per inch in hole No. 2 Minutes _9,_,.~ 6~9 ___ ,per inch in hole No. 3 Minutes er inch in hole No. Name, address and telephone of RPE who made soil absorption tests: T. carter Page p. E. 15161 Gamba & Associates, Inc. 113 9th Street Ste. 214 Glenwood Springs, CO 81601 Name, address and telephone ofRPE responsible for design of the system: T. Carter Page P. E. 35161 Gamba & Associates, Inc. 113 9th Street Ste. 214 Glenwood Springs, CO 81601 Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial ofthe application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. sign00~tf\M ~ ~./:"" o.re f ii [1 J ~12_0" 3 PLEAS RA w /(N CCU~ TO YOUR PROPERTY!! . I GAMBA 6 ASSOCIATES CONSULTING •N.GIMEERS a LAND SURYl'YORS WWW •••••trNOl"llll:ltlHG.COM PHONE: 970/945-2550 FAX! 970/945·1410 113 NINTH STREET, SUITE 214 P.O. Box '1458 GLENWOOD SPRINGS, COLORADO 81602-1458 Tuesday, September 30, 2003 Andy Schwaller Chief Building Official Garfield County Building and Planning 109 81h Street, Suite 303 Glenwood Springs, Colorado 81601 Re: Replacement absorption field for the Colorado West Regional Mental Health Center (CWRMHC) ISDS Dear Andy: The following are the percolation test results and some design notes for the proposed replacement of the Colorado West Regional Mental Health Center - Individual Sewage Disposal System (ISDS) to be located at 6916 Highway 82, Glenwood Springs, Colorado 81601. The existing system consists of a three septic tanks installed in a parallel arrangement, with a drywell designed by Schmueser Gordon Meyer (SGM) sometime in 1993. The existing drywell appears to be overloaded, and the new design is intended to resolve some other problems the system has been having also. The proposed effluent disposal system is also a drywell system, although significantly larger, and located well away from the original system, and served by a pump to be located in the vicinity of the existing tanks and drywell. Three percolation test pits, and a nine-foot deep profile hole were excavated in the general area of the proposed absorption field, prior to any design work being performed. The excavation revealed neither ground water nor bedrock to the depth of the profile hole. The soil in the profile hole was fairly consistent throughout its depth, with many rocks of varying sizes from '!4-inch to 6 and 8-inch, mostly weathered basalt, with some very fine basalt sands and some silts. The profile hole was excavated well within the proposed area of the drywells. Gamba & Associates, Inc. performed percolation testing in the general area of the proposed absorption field. The holes were excavated by a trackhoe to a depth of 3.0 to 3.5', with the actual percolation holes excavated by shovel to 1.4' to 1.8' below the backhoe excavations. The holes were pre-soaked the day prior, and again on the morning of the percolation testing. No water was observed in the percolation holes upon arrival. Page 1 of 3 The percolation tests were conducted on August 22, 2003, and the results are presented in the attached "Percolation Test Results Form". Since the percolation test holes were not within the ultimate area of the proposed absorption field, the WORST (slowest) percolation rate for the bottom 6-inches of all three holes was used for the design: 30 min.fin., (value rounded up from 29.25 min.fin. for hole #2). In addition, the four feet below the bottom of the proposed drywell will be excavated to confirm that there are neither confining layers nor groundwater within that depth. The presence of any confining layer or groundwater will necessitate a revision in the design. If the final percolation rates reveal an average rate of less than 5 min.fin. then an additional 4-feet of material will be removed, and replaced with a compacted layer of Class 6 Aggregate Base Course, which, by our tests, has a percolation rate of from 11 to 16 minutes per inch. The final site of the absorption field was determined based on the required clear zone to the domestic potable water well, and the minimum lot setbacks. During the excavation for the proposed drywell area, the soil will be observed by, or under the responsible charge of a licensed Geotechnical Engineer, for any obvious differences in composition at all depths from 3-feet below existing ground to the proposed bottom depth of 12-feet below existing ground, or the existence of any unsuitable layers. If the Geotechnical Engineer believes, based on his/her observation of the excavation, that there are any unsuitable layers encountered, these layers will be omitted from the allowable sidewall area. At least two, and up to three additional percolation tests will be performed at the proposed bottom of the drywell area. The fmal size of the drywell field will be based on the results of these additional percolation tests. The proposed site for the drywell is situated to the east of the existing parking area, and approximately 16-feet higher than the parking lot. HP Geotech has been onsite and observed the general area of the proposed drywell, and recommended that the absorption field be located as far back from the slope as is practical. The proposed design complies with that recommendation. In addition to observing the excavation for any potential problem soil layers the Geotechnical Engineer will also be asked for his/her opinion as to the relative risk for effluent emerging from the slope above the driveway during the lifetime of the system. Recommendations of the Geotechnical Engineer will be followed to the extent practical, but the site constraints make the proposed location of the drywell the only feasible location on the property. Colorado West Regional Mental Health Center /SOS -Percolation Test Results Tuesday, September 30, 2003 Page2of3 1 The entire area, including the Colorado West Regional Mental Health Center, and many adjoining properties, have experienced repeated problems with septic systems failing. Gamba & Associates, Inc. (G&A) has conducted, as part of a separate project, an extensive evaluation of the area, and produced a preliminary design, and cost estimate for a sanitary sewer system to provide service to the whole area. The cost of such a system became prohibitive for the parties willing to participate in the construction, and the plan was never extended beyond the preliminary design and analysis stage. For these reasons, the proposed design is presented as the best of the economically feasible alternatives at this time. This report has been prepared according to generally accepted engineering practices for the design of Individual Septic Disposal Systems within Garfield County. The conclusions and recommendations submitted in this report are based upon data obtained from our field investigations of the proposed site. There is some possibility that the nature and extent of the subsurface soil across the site may not have been discovered during our investigations and may require additional fieldwork. If further excavation reveals conditions different form those described, our office should be notified of these findings as soon as possible. If you have any questions, please do not hesitate to can. Sincerely, Gamba & Associates, Inc. 7 ; z~61 Enclosures: CWRMHC ISDS -"Percolation Test Results Formn -August 22, 2003 Cc: Joseph Beyer, CWRMHC File: 03402 H. \03402\Transmittab\SOILS.doc Colorado West Regional Mental Health Center /SOS -Percolation Test Results Tuesday, September 30, 2003 Page 3 of 3 PERCOLATION TEST RESUL1'3 FO 7 Colorado West Re~one.l Mental Health Center, 6916 Huthw w 82, Glenwood Soon2s. CO 81601(970) 945·2241 DEPTH OF TEST DEFfHTO WATER LEVEi HOLE HOLE-below TME TME (FROM TOP OF DR,OP m WATER DROP m WATER No. existing ground TIME INTERVAL INTERVAL STAKE) LEVEL LEVEL PERCOLATION RATE tt.J lmin) fmml ffcetl lfcet\ fin " (oun/m) 8 36:00 195 8:37:00 0:01 1.0 2 35 040 4.800 0 21 8:38 00 001 I 0 2.51 016 1920 ~52 8:39' 00 0·01 I 0 2.56 0.05 0600 1.67 8:40.00 0.01 I 0 2.60 004 0480 2.118 8:41'()0 0·01 10 265 o.os 0600 1.67 8:42.00 0.01 I 0 2.66 001 0 120 8.33 ., 8:43 00 0 01 I 0 271 0 05 0600 1.67 5.69' refilled hole 8:53.00 I 72 8 54 00 0 01 10 221 0 49 5.880 0 17 8:55.00 0:01 1.0 244 0 23 2.760 036 8 56 00 0 01 10 252 0.08 0.960 1.04 8·57·00 0·01 10 '" 0 06 0.720 U9 8 58 00 0 01 10 2 65 0 07 0.840 1.19 8 59:00 0:01 1.0 267 0 02 0.240 4.17 900 00 0 01 1.0 2 72 o.os 0.600 1.67 Hole Percolation Rate. 4.55 9 20.00 133 9 21 00 0 01 1.0 152 0.19 2.280 044 9 22·00 0·01 1.0 163 0 II 1320 0.76 9.23.00 0:01 l.O 1.80 0.17 2 040 049 9 24 00 0 01 1.0 1.88 0.08 0.960 I 04 9·2s·oo 0·01 10 l.95 0.07 0840 I J9 9:26 00 0.01 1.0 1.99 0.04 0480 2 08 9:27•00 0·01 I 0 2.00 0.01 0 120 833 9:28.00 0.01 1.0 2.08 0.08 0960 l 04 9:29•00 0·01 10 210 002 0 240 417 9:30.00 0:01 1.0 2.14 004 0 480 2 08 931 00 0:01 I 0 216 002 0 240 417 9:32: 00 0:01 l.0 2.18 002 0 240 417 9·33 00 0:01 I 0 220 002 0 240 417 93400 0:01 I 0 2.21 001 0.120 833 9:35:00 0:01 l.O 2.23 002 0.240 417 9 36.00 0:01 I 0 224 001 0 120 833 9:37:00 0:01 l.O 2.26 002 0.240 4.17 2 5.92' 9 38:00 0:01 l.O 2.27 0.01 0.120 8.33 9.40.00 0:02 20 228 0.01 0 120 16.67 9·41·00 0:01 l.O 2.30 0.02 0.240 4.17 9.42:00 0:01 I 0 2.32 0.02 0 240 4.17 9 43:00 0:01 I 0 233 0.01 0 120 8.33 9·44:00 0:01 l.O 2.34 0.01 0.120 8.33 9.4S:OO 0:01 I 0 23> 0.01 0 120 8.JJ 9 46:00 0:01 I 0 236 0.01 0.120 8,33 9:47:00 0:01 1.0 2.37 0.01 0.120 8.JJ 9 48:00 0.01 I 0 2.37 0.00 0.000 0.00 9:49:00 0:01 1.0 238 0.01 0 120 8.33 9 50:00 0'01 I 0 2.38 0.00 0.000 ~00 9:55: 00 0:05 50 242 004 0.480 10.42 10·00 00 0:05 s.o 2.46 0.04 0.410 10.42 10:05:00 0:05 50 2 50 0.04 0.4110 10,42 10:10.00 0:05 s.o 2.S2 0.02 0 240 20.83 10.15 00 oos so 2.53 0.01 0.120 41.67 10:20:00 0:05 50 2,. 0.03 0.360 13,89 10:25'00 0:05 5.0 2.S7 0.01 0 120 41.67 10:30:00 0:05 5.0 ~00 Hole Percolation Rate: 29.25 10:40:00 1.67 J0:4J:OO 0·01 I 0 175 0.08 0.960 1.04 10:42'00 O:OJ 1.0 18' 0.10 1.200 0 83 10:43 00 0:01 1.0 1.94 009 1.080 093 10·44 00 001 1.0 2.06 0.12 1.440 069 J0.4S:OO 0.01 I 0 2.14 0.08 0960 1.04 0·46:00 0.01 I 0 221 0.07 0840 I J9 JO 47:00 0:01 I 0 2.27 0.06 0 720 139 10.48:00 0:01 I 0 2 32 o.os 0600 167 s 40' 1049:00 0:01 I 0 236 o.04 0480 208 10 so 00 O:OJ I 0 241 O.OS 0.600 167 JOSI 00 0:01 l 0 2 44 0.03 0.360 278 10 S2 00 0:01 l.O 2.46 0.02 0.240 4.17 JO Sl:OO 0:01 I 0 2.48 0.02 0 240 4.17 10:54:00 0:01 I 0 2Sl 0.03 0 360 2.78 io:ss·oo 0:01 l.O 254 003 0.360 2.78 10:56·00 0:01 10 2" 001 0 120 8.33 II.OJ 00 0:05 5.0 2 61 006 0.720 6.94 11 06 00 O:OS 50 2.68 0.07 0 840 5.95 11 ll:OO O:OS 50 2.72 004 0480 10.41 Hok9 Percolatton Rate: 5.69 No"" Percolation Tests #1, #2, &#3 were performed on August 22, 2003. The "Hole Percolation Rate" 1s the average percolation rate in the last 25% of the percolation test hole, represented by the bokhtd numbers in the last column. The Design Percolation Rate 1s the (rounded) WORST value of ............. -- CWRMHC ISDS-rev 09-23-03 xis Page 1of1 IS\lillD.ilJl ~ W/ *IN mllo IDllf--11.llQ. e--~---• ,, ____ k. , -~··~<--·-!• GAMBA a ASSOCIATltS CONSULTING ENGINEERS Br: LAND SURVEYORS co .. PHONE: 9701945·2550 FAX: 970/945-1410 113 NINTH STREET, SUITE 214 P.O. Box , 458 GLENWOOD SPRINGS, COLORADO 81602•1458 Thursday, March 31, 2005 Andy Schwaller Chief Building Official Garfield County Building and Planning 109 8th Street, Suite 303 Glenwood Springs, Colorado 81601 Re: Colorado West Regional Mental Health Center (CWRMHC), Individual Sewage Disposal System (ISDS) -Final construction approval. Dear Andy: The above described ISDS system has been installed and completed in substantial compliance with the six-sheet set of design plans dated and stamped October 23, 2003. In my opinion, the design drawings will adequately serve for as-built drawings. There had been one unresolved issue relating to the construction, concerning a previously unknown vertical pipe found in the excavation for the force main. The concern was that this pipe might have been an old, an-abandoned potable water well. We had asked the contractor to observe the removal of this pipe. The contractor sent us a letter detailing what they found when exploring this pipe. According to their letter, the pipe in question did not appear to be a well, as it was only 10 to 12-feet long, and had no other connections. A copy of that letter is attached for your files. If you have any questions, please do not hesitate to call. Sincerely, Gamba & Associates, Inc. Cc: Joseph Beyer, CWRMHC Sean Mello, Earthworks, Inc. File: 03402 H·\03402\Transminals\ISDS Final Approval -to GARCO doc WRMHC -ISDS Final Approval hursday, March 31, 2005 age1of1 RECEIVED APR 0 t 2oo5 GARFIELD COUNTY BUILDING & PLANNING GAMBA 81 A••OCIATIES CON8ULTINCI ENGINEERS A UND SURVEYORS l1t1,.e.co• PHONE: 97019415-2550 FAX: 970/945·1410 113 NINTH STREET, SUITE 214 P.O. Box 1458 GLENWOOD SPRINGS, COLORADO 81602- 1458 Thursday, March 31, 2005 Joseph Beyer Colorado West Regional Mental Health Center (CWRMHC) 6916 Highway 82 Glenwood Springs, Colorado 81601 RE: Response to Earthworks Jetter on well abandonment. Dear Joe: With regard to the well abandonment issue that I brought up in my letter of February 17th, I have received a Jetter from Sean Mello of Earthworks Construction, Inc that explains what happened. I am forwarding the Earthworks Jetter of February 28th to Garfield County along with my Jetter stating that the ISDS system has been constructed in general accordance with the plans and specifications. A copy of that letter is attached. I would have preferred that my request to be present at the time of removal of the pipe/casing had been adhered to, but there may have been a misunderstanding, or Earthworks may not have been able to reach me. If you have any questions, please call. Sincerely, cc: Sean Mello, Earthworks Construction, Inc., by FAX to (970) 963-2412 File: 03402 H \03402\Contract Documents\Followup on wen abandonment doc CWRMHC JSDS -Response to Earthworks letter on well abandonment Thursday, March 31, 2005 Page I ofl t T. Carter Page Gamba and Associates Post Office Box 1458 l Glenwood Springs, Colorado 81602 February 28, 2005 RE: Colorado West Regional Mental Health Dear Carter, I am writing in response to your letter to Joseph Beyer, dated February 17, 2005 regarding the suspected abandoned well. When we excavated the area down the 6" steel casing wa~ exposed. We removed the steel pipe that was only 10'-12' long. There was no pipe below or any sign ofa well or hole beyond the bottom of the pipe. With no evidence of a well being present, (i.e. water service piping, or septic service) we assumed the steel pipe was used for another purpose and removed. This was discussed last year and I thought the issue was taken care of. 1 apologize for any misunderstanding. Please let me know if I can be of any further assistance. Cc: Joseph Beyer Colorado West Regional Mental Health Control Sincerely, z_s~ M. Sean Mello Project Manager RECEIVED FEB 1 2G05 0304 HIGHWAY 133 • CARBONDALE COLORADO 81623 • 970-963-2296 Table 2. Minimum equivalent thickness required (in.) for standard northwest block wall ratings. Table 1. Equivalent thickness (in.) for standard concrete block widths 1Cores can be filled with grout, loose-fill insulation, or aggregate meeting ASTM C-33 (ref. 4) or C-331 (ref. 5) requirements. TEK NOTE June 2016 Concrete Masonry Fire Resistance Concrete masonry is a noncombustible construction material possessing excellent fire-resistive properties. The resistance of concrete masonry to fire is well established by extensive testing to be a function of the type of aggregate used in the manufacture of the masonry units and their equivalent thickness. The rated fire-resistive periods for block walls can be determined by knowing this information and complying with Table 721.1(2), item number 3 of the International Building Code (IBC)(ref. 1). This is an alternative code- recognized method to the Underwriters Laboratory (UL) listing service. The equivalent thickness of concrete masonry assemblies, TEA, shall be computed as the sum of the equivalent thickness (average solid thickness as shown in Figure 1) of the concrete masonry unit, TE, plus the equivalent thickness of finishes, TEF, per code equation 7 - 6. TEA = TE + TEF (Equation 7 - 6) TE = V/LH where: Concrete masonry units (CMU) are commonly manufactured with a combination or blend of aggregate types. The International Building Code covers this condition by reference to standard TMS 216 (ref. 6). The minimum equivalent thickness value required for a desired fire rating can be determined by interpolating between requirements for different aggregate types in proportion to the percentage by volume of each aggregate used in manufacture. For example, for a standard block manufactured in the Northwest, which is approximately a 60/40 percentage blend of gravel and pumice aggregates, the required equivalent thickness values to achieve various fire ratings are shown in Table 2. V= net volume of masonry unit, in.3 (per ASTM C-140)(ref. 2) L = specified length of masonry unit, in. H = specified height of masonry unit, in. Equivalent thickness values for concrete masonry units conforming to ASTM standard C-90 (ref 3) meeting minimum required faceshell and typical web dimensions are shown in Table 1. Individual block manufacturers may have higher values based on a greater solid percentage. Nominal Block Width (in.) Block Core Treatment Empty or Partial Fill Cores Solid Fill Cores1 4 2.7 3.6 6 3.1 5.6 8 4.0 7.6 10 4.5 9.6 12 5.1 11.6 Fire Rating 1 Hr. 2 Hr. 3 Hr. 4 Hr. 2.52 3.80 4.78 5.60 Figure 1. Concrete masonry unit equivalent thickness TE = 0.53 (7.625) = 4.04 in. If this hollow unit is 53% solid, the equivalent thickness (TE) is 4.04 inches. Table 3. Fire-resistance ratings of concrete masonry walls1 1Based upon a standard 60/40 blend of gravel and pumice aggregates in the concrete block mix. 2Walls can be filled with grout, loose-fill insulation, or aggregate meeting ASTM C-33 or C-331 requirements. “Partial filled” includes any percentage of fill other than solid. 3If the aggregate blend is changed to 70/30 to produce a denser architectural unit, the fire rating is decreased to three hours. Application of the information in Tables 1 and 2 results in the listing of concrete masonry wall fire ratings in Table 3. Fire-Resistance Rating Increases/Decreases Finishes on concrete masonry walls can increase the fire- resistance rating. If wall finishes are used see IBC Section 722.3.2. Contributions of plaster or gypsum wallboard shall be determined from IBC Tables 722.2.1.4(1) and 722.2.1.4(2). Additional masonry wythes can also increase the fire-resistance rating of wall assemblies. Equation 7-7 of IBC section 722.3.3 addresses multi-wythe masonry walls. If the specified CMU density is increased, the proportions of blended aggregates will vary from the 60/40 percentage example used in Tables 2 and 3. There will be more heavy weight aggregate and less lightweight aggregate in the concrete mix and some ratings may decrease (see footnote 3 in Table 3 above). Fire Resistance Testing It is important to remember that the term “fire-resistance rating” is a legal term utilized by building codes to regulate building construction. While the ratings are based upon a standard fire test exposure, assemblies having the same rating, but constructed with different materials, often perform quite differently. Fire-resistance rated wall assemblies are commonly evaluated using ASTM Standard E-119 (ref. 7). The standard is used to determine the wall’s hourly fire rating and to indicate its expected durability during a fire. A wall tested according to E-119 undergoes both fire exposure and water hose-stream testing. The hose-stream test provides a meaningful measure of durability during a fire. It provides an indication of how well the wall can endure fire exposure as well as falling debris, pressure waves due to explosions, actual fire hose-streams and other rough usage that often occurs during a real fire, which can never be truly replicated in a laboratory test. According to ASTM E-119, the hose-stream exposure test may be performed in one of two ways. The basic test, typically used for frame wall construction, permits the use of two identical assemblies. The first one is subjected to the fire exposure test to determine its hourly fire-resistance rating. The second specimen is subjected to the fire exposure test for only one half the recorded rating period (but not for more than one hour). The second assembly is then removed and hose-stream tested. The more rigorous optional E-119 test method is commonly used for concrete masonry assemblies. This second test method requires the hose-stream to be applied to the same specimen that has undergone the full fire exposure test. Nominal Wall Width (in.) Block Wall Treatment Empty or Partial Filled Wall2 Solid Filled Wall2 4 1 hour 1 hour 6 1 hour 4 hours3 8 2 hours 4 hours 10 2 hours 4 hours 12 3 hours 4 hours Figure 2. Two-hour rated walls subjected to the hose- stream test of ASTM E-119. Concrete Masonry Wall Gypsum Wall By including both hose-stream test procedures, ASTM E-119 includes two distinct levels of durability performance. Clearly, application of the hose stream to a specimen that has undergone the full fire-exposure test is more rigorous and indicates a high level of durability. In a real building fire, a wall assembly doesn’t get a second chance to perform. In typical code applications, however, no distinction is made between the two tests and, as a result, assemblies that pass the duplicate specimen test are assumed to have the same “durability rating” as those passing the more rigorous optional test method. This is an erroneous assumption (see Fig. 2 ). Control Joints Movement control joints in fire rated wall assemblies should also be rated. Figure 3 shows the types of control joints available in accordance with standard TMS 216 to maintain the fire-resistance rating of the wall in which they are constructed. Improving Fire Safety Hourly fire ratings alone do not adequately address structural performance and durability under real world fire conditions. This means that some “rated” walls may not be able to provide the level of fire safety expected. However, concrete masonry’s inherent non-combustibility coupled with excellent strength and durability combine to provide fire rated walls whose performance is exceptional. Masonry walls offer the following fire safety benefits: • Protect building egress • Prevent fire-spread within a building and to adjacent buildings • Maintain the structural integrity of bearing walls • Provide firefighter protection Building owners and designers should consider the advantages offered by durable, noncombustible concrete masonry wall systems over other systems having equivalent fire-resistance ratings. The added protection provided to both life and property should not be overlooked. To provide the best fire protection for occupants and the greatest opportunity to escape, the masonry industry recommends that building codes require a balanced design approach comprised of three key elements: fire detection, suppression, and containment by compartmentation. Fire detection includes the installation of smoke detectors and fire alarms; active fire suppression includes the use of sprinkler systems; and fire containment includes interior firewalls, and exterior walls built of noncombustible fire- resistant materials such as concrete masonry. Concrete masonry construction can contain the spread of fire while not emitting toxic gases or smoke, allowing precious additional time for building occupants to exit. Unfortunately, building and fire codes have strayed significantly from this balanced design approach to fire safety. Codes often except (trade- off) the requirements to use noncombustible construction when certain fire sprinkler requirements are met. Today’s building code officials should be encouraged to develop code provisions that provide an improved level of redundancy for life safety and property protection and to eliminate sprinkler trade-offs. Owners and designers should be aware of the benefits of balanced design. Consider the reliability of protection from only individual fire-safety components versus the redundancy provided by the complementary features of the balanced-design system. For example, in the event the sprinkler systems fails to properly operate during a fire, the built-in protection offered by concrete masonry fire-separation walls will help contain the fire until it can be controlled. Along with this built-in fire protection, concrete masonry provides property protection, and ensures building stability to allow occupants to safely exit. Without this level of protection, safety can be jeopardized. Figure 3. Fire Rated Control Joints Wildfire blackened the landscape surrounding this residence, but the concrete masonry walls were unharmed. (Photo courtesy of Concrete Masonry Association of California/Nevada) References 1. International Building Code. International Code Council, Inc., 2015. 2. Sampling and Testing Concrete Masonry Units, ASTM C-140-13. ASTM International, 2013. 3. Standard Specification for Loadbearing Concrete Masonry Units, ASTM C-90-13. ASTM International, 2013. 4. Standard Specification for Concrete Aggregates, ASTM C-33-13. ASTM International, 2013. 5. Lightweight Aggregates for Concrete Masonry Units, ASTM C-331-10. ASTM International, 2010. 6. Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction Assemblies, ACI/TMS 216.1-14 American Concrete Institute/The Masonry Society, 2014. 7. Fire Tests of Building Construction and Materials, ASTM E-119-12A. ASTM International, 2012. For further information on how to put concrete masonry to work for you contact: Basalite Concrete Products, LLC Western Materials www.basalite.com www.westernmaterials.com Central Pre-Mix Concrete Products Co. White Block Co. www.centralpremix.com www.whiteblockcompany.com Mutual Materials Co. Willamette Graystone, Inc. www.mutualmaterials.com www.willamettegraystone.com © Copyright 2016 Northwest Concrete Masonry Association. All rights reserved. No part of this publication may be reproduced in any way without the express consent of the Northwest Concrete Masonry Association. Every effort has been made to ensure that this document is complete and correct. However, the Northwest Concrete Masonry Association assumes no responsibility and liability for the accuracy and the application of the information contained in this document. Northwest Concrete Masonry Association 16300 Mill Creek Blvd, #208 Mill Creek, WA 98012 425.697.5298 www.nwcma.org Property Address 6916 Hwy 82 Glenwood Springs, CO 81601 Element Environmental Project#: Mellin 090424 Hwy 82 Client Job Name Hwy 82 in GWS TABLE OF CONTENTS 1.0 - Scope of Work 2.0 - Sampling Requirements 3.0 - Sampling Methodology 4.0 - Laboratory 5.0 - Suspect Materials Sampled 6.0 - Table of Results 7.0 - Description of Sampling Area 8.0 - Conclusion 9.0 - Lab Report 10.0 - Certificates Asbestos Samples Analyzed: 32 Positive Asbestos Samples: 6 ___________________________________________________ AS B E S T O S L E A D HA Z M A T RE S T O R A T I O N ww w . e l e m e n t co n s u l t s .c o m Asbestos Sampling Report Date: 09/05/2024 Date of Inspection: 09/04/2024 Date of 2nd Inspection: 09/10/2024 Client: Uriel Mellin Attn: Uriel Mellin Building Inspector: Scott Roahrig CDPHE #29245 Joshua Johnson CDPHE #18401 PO Box 2043 Glenwood Springs, CO 81602 josh@elementconsults.com (970) 274-3139 Project #-Mellin 090424 Hwy 82 2 1.0- This was an inspection for suspect ACM (Asbestos Containing Material) for a remodel. Element Environmental conducted a visible inspection for visible materials that would be impacted during the remodel. This inspection was limited to the areas found in the Description of the Sampling Area 7.0. Although sampling is destructive in nature, this was a non-invasive inspection. It was of materials that were accessible. If other suspect materials become visible/apparent during demolition or construction activities, work in that area should be halted and more sampling/testing must take place, per Colorado regulations. Any suspect materials that were not tested are to be assumed to contain asbestos. 2.0- A limited bulk sampling of all suspect materials was conducted in accordance with Colorado State Requirements. The minimum number of samples per homogenous areas are as follows: 2.1- Surfacing Materials- <1,000 sq.ft.- Minimum of 3 samples 1,000 sq.ft.- 5,000sq.ft.- Minimum of 5 samples >5,000 sq.ft. Minimum of 7 samples 2.2- Miscellaneous materials- Minimum of 2 samples 2.3- Thermal Systems Insulation (TSI)- Minimum of 3 samples 3.0- The purpose of the inspection is to identify materials that are homogenous. A homogeneous area is defined as one which shares suspect material, texture, color, location, and/or apparent time of construction. The materials are touched to determine friability. Friable ACM is material that can be crushed or reduced to powder by hand pressure. The friable materials are segregated into separate homogenous areas. The size of the sampling area is determined. Samples are taken according to a random numerical sequence of the subareas, following guidelines per the EPA Pink Book: Asbestos in Buildings: Simplified Sampling Scheme for Friable Surfacing Materials. 4.0- Scott Roahrig, a Colorado Department of Public Health & Environment certified building inspector, certification number: 29245, performed the inspection. The findings were reviewed by Josh Johnson, a Colorado Department of Public Health & Environment certified building inspector, certification number: 18401. Samples taken were sent to CEI Labs in Cary, North Carolina. The samples were analyzed by PLM (Polarized Light Microscopy) analysis. Per the CDPHE Regulation any sample that is found by a lab to be trace, or <1% asbestos, is considered to be ACM material. This material would still be a regulated material by CDPHE. The sample must have an additional “point count” performed to be considered less than 1% and not be regulated by the CDPHE. The lab’s documents with analyses and findings are found below. Project #-Mellin 090424 Hwy 82 3 5.0- SUSPECT MATERIALS SAMPLES • Texture • Drywall System • Joint Compound • Tile Grout • Asphalt Shingles 6.0- TABLE OF RESULTS HOMOGENOUS AREA DESCRIPTION OF AREA ACM CATEGORY NUMBER OF SAMPLES APPROXIMATE SQ.FT.* ACM ASSESSMENT CATEGORIES % AND TYPE OF ASBESTOS FOUND (A) Orange Peel Texture Surfacing 7 ~5,000 sq.ft. Friable Non-ACM No Asbestos Detected (B) Roll On Texture Surfacing 3 ~90 sq.ft. Friable Non-ACM No Asbestos Detected (C) Drywall System Miscellaneous 2 ~5,050 sq.ft. Friable Non-ACM No Asbestos Detected (D) 12 x 12 Black and White Vinyl Tile Miscellaneous 2 ~200 sq.ft. No. 6 – Non-Friable ACM with potential for damage 2% Chrysotile in 2 of 2 Samples (E) 12 x12 Black VCT with yellow carpet glue Miscellaneous 2 ~2,000 sq.ft. No. 6 – Non-Friable ACM with potential for damage 2% Chrysotile in 2 of 2 Samples (F) 12 x12 Black Vinyl Tile Miscellaneous 2 ~200 sq.ft. No. 6 – Non-Friable ACM with potential for damage 2% Chrysotile in 2 of 2 Samples (G) 12x12 Vinyl Tile Cream with blue and yellow checker Miscellaneous 2 ~200 sq.ft. Non-Friable Non-ACM No Asbestos Detected (H) 12x12 Vinyl Tile Cream with blue specks Miscellaneous 2 ~200 sq.ft. Non-Friable Non-ACM No Asbestos Detected (I) 12 x 12 Vinyl Tile Miscellaneous 2 ~200 sq.ft. Non-Friable Non-ACM No Asbestos Detected (J) 09/10/24 Construction Adhesive Miscellaneous 2 ~200 sq.ft. Non-Friable Non-ACM No Asbestos Detected (K) 09/10/24 Spray On Fireproofing Miscellaneous 5 ~2,000 sq.ft. Non-Friable Non-ACM No Asbestos Detected (L) 09/10/24 Block Filler Miscellaneous 2 ~900 sq.ft. Non-Friable Non-ACM No Asbestos Detected Key: ACM Assessment Categories: 1- Damaged or significantly damaged Thermal Systems Insulation (TSI) ACM 2- Damaged friable surfacing ACM 3- Significantly damaged friable Surfacing ACM 4- Damaged or significantly damaged friable Miscellaneous ACM 5- ACM with potential for damage 6- ACM with potential for significant damage 7- Friable ACM with low potential for damage Other- ACM not classified in the above Assessment Categories N/A- Not Applicable * Square footage is estimated and not for bidding purposes Project #-Mellin 090424 Hwy 82 4 7.0- DESCRIPTION OF SAMPLING AREA • Orange Peel Texture • Rolled on Texture • Drywall System • 12 x 12 Vinyl Tile and Mastic • 12 x 12 Black VCT with yellow carpet glue • 09/10/24 Construction Adhesive • 09/10/24 Spray On Fireproofing • 09/10/24 Block Filler Project #-Mellin 090424 Hwy 82 5 Sampling Locations N Project #-Mellin 090424 Hwy 82 6 NTS Project #-Mellin 090424 Hwy 82 7 8.0- CONCLUSION The areas on the Table of Results in Black did not contain asbestos. The areas on the Table of Results in Red contained asbestos: • The Black and White 12 x 12 Vinyl Tile and Mastic • The Black 12 x 12 VCT Tile with Yellow Carpet Glue • The Black 12 x 12 VCT tile These materials are considered non-friable. If the tile and mastic will be rendered friable by mechanical means, then the removal of them is regulated by the CDPHE. If not, then the removal of them is regulated by OSHA. You must consult your landfill to see if they will accept them and how they must be prepared. They may need to be segregated from the other materials so that the landfill may accept them. Element Environmental recommends that an abatement contractor remove these materials to ensure that the workers are trained and that the materials are handled correctly. Sincerely, Scott Roahrig Project #-Mellin 090424 Hwy 82 8 9.0- LAB REPORT Project #-Mellin 090424 Hwy 82 9 Project #-Mellin 090424 Hwy 82 10 Project #-Mellin 090424 Hwy 82 11 Project #-Mellin 090424 Hwy 82 12 Project #-Mellin 090424 Hwy 82 13 Project #-Mellin 090424 Hwy 82 14 Project #-Mellin 090424 Hwy 82 15 Project #-Mellin 090424 Hwy 82 16 Project #-Mellin 090424 Hwy 82 17 Project #-Mellin 090424 Hwy 82 18 Project #-Mellin 090424 Hwy 82 19 Project #-Mellin 090424 Hwy 82 20 Project #-Mellin 090424 Hwy 82 21 Project #-Mellin 090424 Hwy 82 22 Project #-Mellin 090424 Hwy 82 23 Project #-Mellin 090424 Hwy 82 24 Project #-Mellin 090424 Hwy 82 25 10.0- CERTIFICATES ELEMENT ENVIRONMENTAL | Mellin 101124 Hwy 82 PO Box 2043 Glenwood Springs, CO 81602 (970) 274-3139 Final Clearance Letter For 6916 Hwy 82 Glenwood Springs, CO 81601 October 11th, 2024 Prepared for Uriel Mellin Element Environmental Project Number Mellin 101124 Hwy 82 Prepared By: Joshua Johnson CDPHE Air Monitoring Specialist #18401 CDPHE Asbestos Consulting Firm #21640 ELEMENT ENVIRONMENTAL | Mellin 101124 Hwy 82 Element Environmental Date: 10/11/2024 PO Box 2043 Glenwood Springs, CO 81602 (970) 274-3139 josh@elementconsults.com Client: Uriel Mellin Dear Mr. Uriel Mellin, On October 11th, 2024, at ~11:00 am, Mr. Joshua Johnson with Element Environmental performed final clearances at 6916 Hwy 82, Glenwood Springs, CO. The final clearances consist of a visual inspection for dust and debris. The final clearance consisted of 1 containment. This was an abatement to remove the Black Non- Friable Vinyl Tile on both levels of the building for a remaodel. Any other suspect material or overspray that is remaining must be assumed to be ACM material until it is tested. Mr. Joshua Johnson CDPHE AMS #18401 performed a visual inspection. Per Colorado Reg 8 Part B guidelines. The work area is now clear for occupancy or normal work to resume. Any suspect asbestos containing materials (ACM) remaining should be assumed to contain asbestos unless they are properly tested and analyzed by a CDPHE accredited inspector. All work performed MUST follow appropriate EPA, CDPHE, OSHA, and local government guidelines to protect the employees, occupants, and the environment. _______________________________________________ Joshua Johnson Air Monitoring Specialist# 18401 ELEMENT ENVIRONMENTAL | Mellin 101124 Hwy 82 Z882 Installation Instructions 12" Perma-Trench Linear Drainage GL Grate Lockdown Hardware P887-INLET-12 Inlet Adapter (IA) P12-DGC 12" Ductile Iron Class C Grate Z882 Channel # P882-E4-NS 4" No Hub End OUtlet P882-E1-NS Closed End Cap P882-U4-NS 4" No Hub Bottom OUtlet P882-JC-NS Joint Connector P882 FT End Cap Cover Flo-Thru Accessories 2 Below are some of the Z882 trench drains components typical to an installation. Check your order to ensure that you have all components particular to your job before beginning your installation. Contact customer service at 855-ONE-ZURN (855-663-9876) should additional material be required. Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions TD RunLength Channel Quantity Channel QTY of DGC grates OUTLET FABS CUTS TD-1 2 E6 1201 2001 5 96 120024 1 1031 2001 51 1201 2002 51 64 120033 1 IN. TOTAL 50322213 FT 41.9167 Z812 layout part list 4 [102] min. Invert 4 [102] min. 12 [305] 9-1/4 [235] 1-7/8 [47] 3 Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions Trench excavation must include the minimum of 4 inches or the slab thickness surrounding the trench. Soft and/or shifting soil substrates may cause cracking of the concrete and consequent movement of the trench. It is critical that the concrete be poured on an adequate foundation. Verify depth of trench excavation allows for the same thickness of concrete under and beside the trench as the surrounding slab thickness. Excavation Four inch concrete encasement is minimum. Local codes and/or engineer specified concrete encasement and rein- forcement based upon application suggested. Guidelines for reinforcing and encasement, would be to use the same thickness and reinforcing used in the surrounding concrete slab. Concrete must be vibrated to remove air voids in encasement, especially under the frame rails. Encasement Specifying engineer is responsible for concrete encasement and reinforcing based upon application and local codes. 4 Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions Upon completion of the excavation, the channel should be placed in numeric order along side the excavation according to the job layout. Each trench section has a trench identifica- tion number and flow direction indicating its sequence within the system. It is best to work from the deep to the shallow. Grates are not installed at this time. Job Layout TD RunLength Channel Quantity Channel QTY of DGC grates OUTLET FABS CUTS TD-1 2 E6 1201 2001 5 96 120024 1 1031 2001 51 1201 2002 51 64 120033 1 IN. TOTAL 50322213 FT 41.9167 Z812 layout part list 5 When installing end cap or end outlet, cut the female channel connection so the channel and end of frame are flush. Once overlap is removed, cut end outlet or end cap excess height to just below the frame. Attach end outlet or end cap with provided hardware to the channel. Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions Scrap Scrap End Outlet Options Attach bottom outlet to channel with provided hardware. Score both sides of the rib with utility knife, tap rib with a hammer to remove rib when necessary. Cut out hole with hole saw that matches inside diameter of outlet, and attach with hardware provided. Scrap Bottom Outlet Options At this time attach the frame end piece with the thumb screws. Attaching End Caps and Outlets: Make sure all overlaps on trench are trimmed off prior to installing the end caps to ensure the finish installation has a frame above the trench channel, this ensures all trench will have a grate on it. Step 1 Step 2 Step 3 Step 4 Scrap Scrap Scrap Scrap Cut joint connector to height. It should fit snug on the radius portion of the trench, and just below the upper lip of the channel. Attach to the channels with the provided hardware. Joint Connection 6 When job layout calls for female to female channel connection, cut female to end to be flush with end of frame on the ends that will be connected. Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions Female to Female Connection 3/4" min. Channels should be installed from deep to shallow. This allows the next shallower channel’s male connection to easily set onto the previous channel lip. Stack in place and attach with the provided connection hardware. Connecting The Trench Sealing: · Channel connections are designed to be a good seal. Concrete aggregate shall not intrude into the trench. · Silicone sealant may be used as a gasket between the channels for a better seal. · Channel connections may be welded with a HDPE welding gun for the best seal. Connections: Minimum overlap of 3/4” is acceptable in the overlap connection, frames shall be flush. 7 Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions Catch Basins To make connection to a basin, simply invert the basin and channel and trace the outline of the channel onto the basin. This should be done for all sizes of basins. Cutting the hole in the basin can be easily accomplished with the use of a hand saw or power reciprocating saw. Cut out the material inside of the traced area, including the upper lip under the frame. DO NOT CUT THE FRAME. Scrap Scrap After the channel outline is removed from the catch basin, cut the inlet adapter to the height of the hole in the basin. Secure the inlet adapter to the basin using the hardware provided. Be sure to use silicone caulk or construction adhesive to seal the adaptor to the basin. Slide the male end of the channel into the inlet adapter attaching them together with the supplied hardware and silicone caulk or construction adhesive. Step 1 Step 2 Step 3 Step 4 8 Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions Detail A A Setting The Trench New Construction Typically, a trench system is assembled from the outlet back. Starting with the deepest section or catch basin, set the first channel utilizing the integral Rebar Clip anchoring system. Rebar clips are on both sides of each trench drain for easy attachment to #4 rebar stakes. Slide the rebar into the rebar clips. Then drive the stakes into the ground for positive anchoring. Secure the trench to the rebar stakes with the provided hardware. Adjust the trench to the desired elevation and repeat the process with the next channel. Setting Trench: Set trench on rebar 1” above final grade, this allows final elevation adjustment with a hammer prior to pouring concrete. 9 Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions 3/8-16 UNC Detail A A Setting The Trench Blockout, Retrofit, Hanging An alternative means of installation is to suspend the trench drain as shown. Wooden braces to hang the trench run can be attached to the drain body through the grate lock down bars as illustrated above. Internal Sidewall Bracing 8.50 Height Determined By Invert 10.0 Ty p 10.0 Ty p Made From Standard 2 x 4’s Installation With Sidewalls: Use reinforcing every 10” per bracing schedule. 10 Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions Verify layout is correct prior to pouring concrete. Be sure to keep debris out of the lock down holes during concrete pour. Pour the concrete around the three sides of the trench drain. Be certain to adequately VIBRATE the concrete as it is being placed. Proper vibration will eliminate any unwanted voids within the concrete pour. If sidewalls are used a first and second pour are recommended. Finish troweling should be done to set the top edge of the drain 1/16” below the floor grade. Remember to compensate for the concrete shrink that may occur during cure so that the edge of the trench drain does not protrude above the finished floor grade. Pouring The Concrete Placing Concrete: · Triple check that the trench drain is in the location required per the layout drawings prior to pouring concrete. · Standard concrete practices with expansion and crack induction joints shall be followed based upon local codes and standards. · The trench drain shall not be used as an expansion joint. 11 Zurn Linear Trench Drain Systems Z882 Perma-Trench Installation Instructions After the concrete has been poured, vibrated, and given sufficient time to dry, the grate lock down bolts must be installed. The center of the grate should straddle the tie strap that spans the frame. The exception is when both channels and frames are cut. To place these grates, line up the lockdown hole in the grate with the lockdown hole in the tie strap. Lockdown bolts can be installed using a 9-16” socket. Installation of Grates Locking Down Grates Start all lockdown bolts on each grate into the frame prior to tightening them down. ZURN INDUSTRIES, LLC Trench Drainage Operation 1801 Pittsburgh Avenue, Erie, PA 16502, 855.663.9876 In Canada: ZURN INDUSTRIES LIMITED 7900 Goreway Drive, Unit 10, Brampton, Ontario L6T 5W6, 877.892.5216 Form No. 220-37, 6/18 WARNING: Cancer and Reproductive Harm - www.P65Warnings.ca.gov ADVERTENCIA: Cáncer y daño reproductivo - www.P65Warnings.ca.gov AVERTISSEMENT: Cancer et effets néfastes sur la reproduction - www.P65Warnings.ca.gov *REGULARLY FURNISHED UNLESS OTHERWISE SPECIFIED ® SPECIFICATION SHEET TAG _______ Dimensional Data (inches and [ mm ]) are Subject to Manufacturing Tolerances and Change Without Notice ZURN INDUSTRIES, LLC ♦♦♦♦♦ SPECIFICATION DRAINAGE OPERATION ♦♦♦♦♦ 1801 Pittsburgh Ave. ♦♦♦♦♦ Erie, PA 16514 Phone: 814\455-0921 ♦♦♦♦♦ Fax: 814\454-7929 ♦♦♦♦♦ World Wide Web: www.zurn.com In Canada: ZURN INDUSTRIES LIMITED ♦♦♦♦♦ 3544 Nashua Drive ♦♦♦♦♦ Mississauga, Ontario L4V1L2 ♦♦♦♦♦ Phone: 905\405-8272 Fax: 905\405-1292 MADE in the U.S.A. ___ -ADA-USA Meets Americans with Disabilities Act Requirements - Class C ___ -BG Galvanized Steel Bar Grate - Class D ___ -DGC-USA Ductile Iron Slotted Grate - Class C ___ -DGE-USA Ductile Iron Slotted Grate - Class E ___ -FG Fabricated Galvanized Steel Slotted Grate - Class A ___ -GADA-USA Galvanized Ductile ADA Slotted Grate - Class C ___ -GDC-USA Galvanized Ductile Slotted Grate - Class C ___ -GDE-USA Galvanized Ductile Slotted Grate - Class E ___ -GG Fiberglass Grate - Class A ___ -PG Perforated Galvanized Steel Grate - Class A ___ -RFG Reinforced Galvanized Slotted Grate - Class B ___ -RPG Reinforced Galvanized Perforated Grate - Class B Z882-HDG 12 [305] WIDE REVEAL TRENCH DRAIN SYSTEM WITH GALVANIZED STEEL FRAME ENGINEERING SPECIFICATION: Zurn Z882-HDG Channels shall be 96 [2438] long, 12 [305] wide reveal and have a 9-1/4 [235] throat. Modular channel sections shall be made of 0% water absorbent High Density Polyethylene (HDPE). Shall have a positive mechanical connection between channel sections that will not separate during the installation and shall mechanically lock into the concrete surround every 12 [305]. Channels shall weigh less than 5.05 lbs. [2.29kg] per linear foot, have a smooth, 3 [76] radiused self cleaning bottom with a Manning’s coefficient of 0.009 and 1.04% or neutral 0% built in slope. Channels shall have all grates locked down. Shall have rebar clips standard to secure trench in its final location. Shall be provided with the standard GDC grate that locks down to the frame. Zurn 12 [305] wide reveal Galvanized Ductile Iron Slotted Grate. Ductile Iron conforms to ASTM specification A536-84, Grade 80-55-06. Galvanized Ductile Iron grate is rated class C per the DIN EN1433 top load classifications. Supplied in 24 [608] nominal lengths with 13/16[21] wide slots, and 1-1/2 [38] bearing depth. Grate has an open area of 57.50 sq. in per ft. [121708 sq. mm per meter]. The 1/4 [6] thick Galvanized Carbon Steel Frame Assembly conforms to ASTM specification A36 and Galvanizing conforms to ASTM specification A123 with 10 - 4 [102] long concrete anchors per 96 [2438]. Grate lockdown bars are integral to the frame. All welds must be performed by a certified welder per ASTM standard AWS D1.1. Frames Shall be produced in the USA. Trench 'A' 'B'Flow No. Shallow Inv. Deep Inv.(cfs)(gpm)(lps) 8201 6.25 [159] 7.25 [184] 1.241 557 35 8202 7.25 [184] 8.25 [210] 1.725 774 49 8203 8.25 [210] 9.25 [235] 2.226 999 63 8203N 9.25 [235] 9.25 [235] - - - 8204 9.25 [235] 10.25 [260] 2.745 1232 78 8205 10.25 [260] 11.25 [286] 3.271 1468 93 8206 11.25 [286] 12.25 [311] 3.808 1709 108 8206N 12.25 [311] 12.25 [311] - - - 8207 12.25 [311] 13.25 [337] 4.347 1951 123 8208 13.25 [337] 14.25 [362] 4.893 2196 139 8209 14.25 [362] 15.25 [387] 5.443 2443 155 8209N 15.25 [387] 15.25 [387] - - - 8210 15.25 [387] 16.25 [413] 5.996 2691 170 8211 16.25 [413] 17.25 [438] 6.551 2940 186 8212 17.25 [438] 18.25 [464] 7.106 3189 202 PREFIX OPTIONS (Check/specify appropriate options) ___Z Eight-foot High Density Polyethylene (HDPE) Channel, Heavy-Duty Frame with Anchor Studs.* SUFFIX OPTIONS (Check/specify appropriate options) Outlet Adapters Add/Each ___-E1 Closed End Cap ____ -U4 4 [102] No-Hub Bottom Outlet ___ -E4 4 [102] No-Hub End Outlet ____ -U6 6 [152] No-Hub Bottom Outlet ___ -E6 6 [152] No-Hub End Outlet ____ -U8 8 [203] No-Hub Bottom Outlet ___ -E8 8 [203] No-Hub End Outlet Miscellaneous Options ___ -DB Bottom Dome Strainer Note: + Actual Channel length is 98 3/8 [2499] to allow for overlap. Grate Options (Load Classifications are per DIN EN1433) ___ -BDC Black Acid Resistant Epoxy Coated Ductile Grate - Class C ___ -BDE Black Acid Resistant Epoxy Coated Ductile Grate - Class E ___ -DC Ductile Iron Solid Cover - Class C ___ -DGC Ductile Iron Slotted Grate - Class C ___ -DGE Ductile Iron Slotted Grate - Class E ___ -DGF Ductile Iron Slotted Grate - Class F ___ -GDC Galvanized Ductile Slotted Grate - Class C * ___ -GDE Galvanized Ductile Slotted Grate – Class E ___ -GDF Galvanized Ductile Slotted Grate – Class F ___ -GHPD Galvanized Heel-Proof Ductile Grate - Class B ___ -GHPDE Galvanized Heel-Proof Ductile Slotted Grate - Class E ___ -HPD Heel-Proof Ductile Slotted Grate - Class B ___ -HPDE Heel-Proof Ductile Slotted Grate - Class E Miscellaneous Options (cont.) ___ -GFA Galvanized Frame Assembly ___ -JC Joint Connector ___ -SW Sidewall Extensions - 11 [279] High ___ -SW2 Double Sidewall Extensions - 22 [559] High ___ -VP Vandal-Proof Lockdown DWG. NO. 301769 REV. C DATE: 7/15/11 C.N. NO. 121593 PRODUCT NO. Z882-HDG Dimensional Data (inches and [ mm ]) are Subject to Manufacturing Tolerances and Change Without Notice Zurn Industries, LLC | Specification Drainage Operation 1801 Pittsburgh Avenue, Erie, PA U.S.A. 16502 · Ph. 855-663-9876, Fax 814-454-7929 In Canada | Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 · Ph. 905-405-8272, Fax 905-405-1292 www.zurn.com Page 1 of 1 Z882 12 [305] WIDE REVEAL TRENCH DRAIN SYSTEM CONCRETE INSTALL Rev. A Date: 5/21/2018 C.N. No. 140052 Form # FT1024 WARNING: Cancer and Reproductive Harm - www.P65Warnings.ca.gov ADVERTENCIA: Cáncer y daño reproductivo - www.P65Warnings.ca.gov AVERTISSEMENT: Cancer et effets néfastes sur la reproduction - www.P65Warnings.ca.gov STEP 1: Four inch [102mm] concrete is minimum. Guidelines for reinforcing an encasement would be minimum of 4000 PSI [27.5 MPa]. Concrete must be vibrated to remove air voids in encasement, especially under the frame rails. Specifying engineer is responsible for concrete encasement and reinforcing based upon application and local codes, as this may vary. STEP 2: Trench excavation must be the minimum of 4" [101.6mm] or the slab thickness surrounding the trench. Soft and/or shifting soil substrates may cause cracking of the concrete and consequent movement of the trench. It is critical that the concrete be poured on an adequate foundation. Verify depth of trench excavation allows for the same thickness of concrete under and beside the trench as the surrounding slab thickness. Upon completion of the excavation, the channel should be placed in numeric order along side the excavation according to the job layout. Each trench section has a trench identification number and a flow direction indicating its sequence within the system. Grates are not installed at this time. STEP 3: An alternative means of installation is to suspend the trench drain as shown. Wooden braces to hang the trench run can be attached to the drain body through the grate lock down bars as illustrated. STEP 4: Typically, a trench system is assembled from the outlet back. Starting with the deepest section or catch basin, set the first channel utilizing Flo-Thru's unique integral rebar clip anchoring system. Rebar clips are used on both sides of the length of each trench drain for easy attachment to #4 rebar stakes. Simply attach the rebar clip to the rebar stakes where needed, then drive the stakes into the ground for positive anchoring. Attach the trench drain to the rebar stakes with the hardware provided. Adjust the trench to the desired elevation and continue with the adjacent section. STEP 5: Pour the concrete around the three sides of the trench drain. Be certain to adequately VIBRATE the concrete as it is being placed. Proper vibration will eliminate any unwanted voids within the concrete pour. If sidewalls are used, a first and second pour are recommended. Finish troweling should be done to set the top edge of the trench drain 1/16" [1.6mm] below the floor grade. Remember to compensate for the concrete shrinkage that may occur during cure so that the edge of the trench drain does not protrude above the finished floor grade. 20" [508mm] MINDEPENDING ONSLAB THICKNESS CHANNEL INVERTPLUS 4" [102mm] MIN