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HomeMy WebLinkAbout1.0 ApplicationRE€flVEo iis o ~ 2002 STATE OF COLORl\00 Bil l Owens, Governor Jane E. Norton, Executive Director Dedicated to protecting and improving the health and environment of the people of Colorado 4300 Cherry Creek Dr. S. Laboratory and Radiation Services Di v ision Denver, Colorado 80246-1530 8100 Lowry Blvd. Phone (303) 692-2000 Denver, Colorado 80230-6928 T DD Line (303) 691-7 700 (303) 692-3090 Located in Glendale, Colorado http://www.cdphe.state.co.us January 29, 2002 Edward Church, P .E. Church and Associates, Inc. 4501 Wadsworth Blvd. Wheat Ridge, CO 80033 RE: Proposed Grizzly Creek Rest Area, Garfield County Dear Mr. Church: Colorado Department of Public Health and Environment The Colorado Department of Public Health and Environment, Water Quality Control Division, has completed your request for preliminary effluent limits (PELs) for the proposed Grizzly Creek Rest Area's wastewater treatment plant (WWTP). Your current proposal is for a WWTP with a hydraulic design capacity of 0 .005 million gallons per day (MGD). This proposed facility would discharge into the Colorado River in the NW 1/.i of Section 5, Township 6 South, Range 89 West of the 6 th P.M . in Garfield County. This portion of the Colorado River is identified as stream segment COUCUC03, which means the Upper Colorado River Basin, Upper Colorado River Subbasin, Stream Segment 3. This stream segment is composed of the "Mainstem of the Colorado River from the outlet of Lake Granby to the confluence with the Roaring Fork River." These identifications are found in the Classification and Numeric Standards for Upper Colorado River Basin and North Platte River (Planning Region 12). Effluent limits for specific constituents are based on the type of permit a facility will require after construction. The Grizzly Creek Rest Area WWTP may be covered by a general permit. The preliminary effluent limitations were developed for the Grizzly Creek Rest Area WWTP based on effluent limits established in the Regulations for Effluent Limitations for a WWTP consisting of a mechanical wastewater treatment process, as well as the water quality-based effluent limits necessary for protection of the water quality of the Colorado River. A PELs evaluation is attached to document the findings and decisions that were used to derive the PELs in Table 1. Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL Name of Facility County WATER QUALITY ASSESSMENT THE COLORADO RlvER GRIZZLY CREEK REST AREA WWTF Table A-1 Assessment Summary Grizzly Creek Rest Area WWTF Garfield WBID -Stream Segment Upper Colorado River Basin, Upper Colorado River Sub-basin, Stream Segment 03: Mainstem of the Colorado River from the outlet of Lake Granby to the confluence with the Roaring Fork River. COUCUC03 Classifications Cold Water Aquatic Life Class 1 Class 1 a Existing Primary Contact Recreation Agriculture Water Supply Designation Undesignated I. Introduction The water quality assessment (WQA) of the Colorado River near the Grizzly Creek Rest Area Wastewater Treatment Facility (WWTF) was deve loped for the Colorado Department of Public Health and Environment (CDPHE) Water Quality Control Division (WQCD). The WQA was prepared for Preliminary Effluent Limits (PEL) to facilitate issuance of the Colorado Discharge Permit System (CDPS) permit for the Grizzly Creek Rest Area WWTF, and is intended to determine the assimilative capacities available to the Grizzly Creek Rest Area WWTF for pollutants found to be of concern. Figure 1 on the following page contains a map of the study area evaluated as part of this WQA. The Grizzly Creek Rest Area WWTF discharges to the Colorado River. The ratio of the low flow of the Colorado River to the Grizzly Creek Rest Area WWTF design flow is 87922:1. The nearest upstream and downstream facilities had no impact on the assimilative capacities available to the Grizzly Creek Rest Area WWTF. Analyses thus indicate that assimilative capacities are very large. Information used in this assessment includes data gathered from the WQCD Station 46, located 15 miles upstream of the WWTF outfall on the Colorado near Dotsero. The data used in the assessment consist of the best information available at the time of preparation of this PEL analysis. Appendix A Page 1 of 10 E.O. 1/25/2002 Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL Glenwoq ,d~ C,anyon C'DQT R.est Area$ / .. . y< .. ··· •. .•• •. . .~ . .. ~J!: ..... . :i ' .. .. , .·. ·.·· ,•: . ' .· . . .. Figure 1 II. Water Quality The Grizzly Creek Rest Area WWTF discharges to COUCUC03. This segment is composed of the "Mainstem of the Colorado River from the outlet of Lake Granby to the confluence with the Roaring Fork River." Stream segment COUCUC03 is classified for Cold Water Aquatic Life Class 1, Class la Existing Primary Contact Recreation, Agriculture, and Water Supply. The standards in Table A-2 have been assigned to stream segment COUCUC03 in accordance with the Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12). Appendix A Page 2of10 E.O. 1/25/2002 .......... --------------~- Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL Table A-2 In-stream Standards for Stream Segment COUCUC03 Un-ionized ammonia chronic= 0.02 mg/I Chlorine acute= 0.0 19 mg/I Chlorine chronic= 0 .0 11 mg/I Free Cyanide acute= 0 .0 05 mg/I Sulfide chronic= 0.002 mg/I Boron chronic= 0.7 5 mg/I Nitrite= 1 mg/I Nitrate= 10 mg/I Chloride chronic= 250 mg/I Sulfate chronic= 250 mg/I Total Recoverable Arsenic acute= 50 ug/I Dissolved Cadmium acute for trout and Dissolved Cadmium chronic= TVS Total Recoverable Trivalent Chromium acute= 50 ug/I Dissolved Trivalent Chromium acute and chronic= TVS Dissolved Hexavalent Chromium a cute and chronic= TVS Dissolved Copper acute and chronic= TVS Dissolved Iron chronic= 300 ug /I Total Recoverable Iron chronic= l 000 ug /l Dissolved Lead acute and chronic= TVS Dissolved Manganese chronic= 50 ug/I Dissolved Manganese acute= TVS Total Mercury chronic= 0 .01 ug/l Dissolved Nickel acute and chronic= TVS Dissolved Selenium acute and chronic= TVS Dissolved Silver acute and Dissolved Silver chronic for trout= TVS Dissolved Zinc acute and chronic= TVS Standards for metals are generally shown in the regulations as Table Value Standards (TVS), and these often must be derived from equations that depend on the receiving stream hardness and species of fish present. The mean total hardness (as CaC03) of the available upstream data was used in calculating the metals TVS. The mean hardness was computed to be 123 mg/l based on sampling data from WQCD station number 46 (Colorado River a@ Dotsero) located on the Colorado River 15 miles upstream of Grizzly Creek Rest Area I. This mean was calculated from 37 hardness samples collected between 1993 and 1998. This hardness value and the formulas contained in the TVS were used to calculate the in-stream water quality standards for metals with the results shown in Table A -3. Appendix A Page 3of10 E.O. 1/25/2002 Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL Table A-2 Site-Specific Water Quality Standards Calculated Using the Following Value for Hardnes s as CaC0 3 : Acute 5 ug /l [ 1 .1 3 6 6 7 -0. 04 1 8 4 ln (hardness)][ e ( l.128(!n(hardncss))-3.6867)] Cadmium, Dissolved Trout 4.60 ug /l [ 1 .13 66 7-0 .04 184ln(hardness )][ e (t.12S(tn(hardncss))-3.828)J Chronic 2 .60 ug/1 [ 1 . l 0 167 -0. 04 I 84 In (hardness)][ e (0.7852(1n (h ard ncss))-2 .7 t 5)) Trivalent Chromium, Acute 675 ug/I e (0.8 I 9(1n(hardncss))+2.5736) Dissolved Chronic 88 .0 ug/1 e (0.819(1n(hardncss))+0.5340) Hexavalent Chromium, Acute 16 ug/l Numeric standards provided, formula not a pplicable Dissolved Chronic 11 ug/l Numeric standards provided , formula not applicable Copper, Dissolved Acute 16 .0 ug/I e (0.9422(1n (hardn css))-1.7408) Chronic 11 .0 ug /l e (0.8545(1n(hardncss))-1.7428) Lead, Dissolved Acute 81 .0 ug/l [ 1 .4620 3-0 .145 7 1 2 ln(hardness )][ e c1.2 73 (ln(hardncss))-t.46ll Chronic 3.20 ug /I [ 1 .46203 -0 .145 712 ln(hardness )][ e c1.i73 (ln(hardncss))-4 .7 o5)) Manganese Acute 3199 ug/I e (0.3331 (ln(hardncss))+6.4676) Chronic 1767 ug/I e (0 .3331 (ln(hardncss))+S.8743) Nickel, Dissolved Acute 558 ug/I e {0.846{1n{hardncss))+2.25J) Chronic 62 .0 ug/I e (0.846(1n{hardncss))+0.0554) Selenium, Dissolved Acute 18 u g/I Numeric standards provided, formula not applicable Chronic 4 .6 ug /l Numeric standards provided , formula not applicable Acute 2 .900 ug /l ~ e {l.72(1n (hardncss))-6.52) Silver, Dissolved Trout 0 .1100 ug/I e (I .72(1 n(hard n c ss))-10 .5 1) Chronic 0.4600 ug/I e (I. 72{1n(hardncss))-9.06) Uranium, Dissolved Acute 3018 ug/I e {I.I 021 (ln{hardncss))+2 .7088) Chronic 1885 ug/I e {l.1021(1n(hardncss))+2.2382) Zinc, Dissolv ed Acute 140 ug/I e (0.847J(ln(hardncss))+0.86 I 8) Chronic 141 ug /I e (0.8473(1n(hardncss))+0.8699) Ambient Water Quality The WQCD evaluates ambient water quality based on a variety of statistical methods as prescribed in Section 3 l.8(2)(a)(i) and 31.8(2)(b )(i)(B) of the Colorado Department of Public Health and Environment Water Quality Control Commission Regulation No. 31. Ambient water quality is evaluated in this PEL analysis for use in determining assimilative capacities and in completing antidegradation reviews for pollutants of concern. Appendix A Page 4of10 E .O. 1/25/2002 Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL To conduct an assessment of the ambient water quality upstream of the Grizzly Creek Rest Area WWTF, data were gathered from WQCD water quality station 46 located approximately 15 miles upstream from the facility. Data were available for a period ofrecord from October 1995 through September 2000. Data from this source were used to reflect upstream water quality. All parameters were found to be well within the assigned standards. These data are summarized in Table A-4. Table A-4 Ambient Water Quality for the Colorado River Fecal Coliform (#/! 00 ml) Hardness (mg/I CaC03) A 1, Dis (ug/1) As, Tree (ug/1) Cd, Dis (ug/1) Cu, Dis (ug/1) Fe, Tree (ug/1) Pb, Dis (ug /1) Mn, Dis (ug/I) Se, Dis (ug/1) Ag, Dis (ug/I) Zn, Dis (ug/1) TRC (mg/1) E. Coli, (#/100 ml) Nitrate (m g/1) Nitrate+Nitrite (mg/I) NH 3 , Unionized (mg/I) III. Water Quantity 7 .8 33 3 37 100 17 0 17 0 37 0 37 0 31 54 17 0 37 6.4 16 0 36 0 37 0 42 0 9 37 0 37 0 29 0 .00076 8.2 4 43 120 136 0 45 0 0 0 0 0 0.42 240 905 0 0 9 13 0 0.53 0 0 0 0 0 0 9 9 0 0 0 0 0 .0025 0.0093 :Lchr:oiz'i2 \'.ri !'}i~~r~a~~·'.'.;, 11 7 8. I 6 .5-9 10 200 123 NA 19 87 0 NA 0.077 2.6 0.54 11 507 1000 0.018 3.2 13 50 0.29 4 .6 0 0.11 2 .4 141 0 0 .011 9 126 0.03 10 0 .03 NA 0.004 0.02 The Colorado Regulations specify the use oflow flow conditions when establishing water quality based effluent limitations, specifically the acute and chronic low flows. The acute low flow, referred to as 1E3, represents the one-day low flow recurring in a three-year interval. The chronic low flow, 30E3, represents the 30-day average low flow recurring in a three-year interval. Low Flow Analysis To detem1ine the low flows available to the Grizzly Creek Rest Area WWTF , USGS gage station 09070500 (Colorado River near Dotsero, CO) was used . This flow gage provides a representative Appendix A Page 5of10 E.O. 1/25/2002 Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL measurement of the upstream flow because there are no diversions or confluence of significance between the flow gage and the facility. Daily flows from the USGS Gage Station 09070500 (Colorado River near Dotsero, CO) were obtained and the annual 1E3 and 30E3 low flows were calculated using U .S. Environmental Protection Agency (EPA) DFLOW software. The output from DFLOW provides calculated acute and chronic low flows for each month. Flow data from January 1, 1990 through September 30, 2000 were available from the gage station. The gage station and time frames were deemed representative of current flows and were therefore used in this analysis. Based on the low flow analysis described previously, the upstream low flows available to the Grizzly Creek Rest Area WWTF were calculated and are presented in Table A-5. Table A-5 Low Flows for the Colorado River at the Grizzly Creek Rest Area WWTF 1E3 Acute 30E3 Chron ic 473 677 474 564 572 732 1091 1231 1091 1200 950 794 550 473 677 677 677 685 1144 1332 1275 1106 854 726 678 677 IV. Technical Analysis In-stream background data and low flows evaluated in Sections II and III are ultimately used to determine the assimilative capacity of the Colorado River near the Grizzly Creek Rest Area WWTF for pollutants of concern. For all parameters except ammonia a technical analysis of stream assimilation capacity uses the annual low flow (lowest of the monthly low flows) as calculated in the low flow analysis. For ammonia, it is the standard procedure to determine assimilative capacities for each month using the monthly low flows calculated in th e low flow analysis, as the regulations allow the use of seasonal flows when establishing assimilativ e capacities. The assimilative capacity analysis consists of steady-state mass-balance calculations for most pollutants, and modeling for other pollutants such as ammonia. A mass-balance equation is used to calculate the maximum allowable concentration of pollutants in the effluent, and accounts for the upstream concentration of a pollutant at the existing quality, critical low flow (minimal dilution), effluent flow and the water quality standard. The mass-balance equation is expressed as: Appendix A Page 6of10 E.O . 1125/2002 Grizzly Creek Rest Area I WWTF Water Quality Assessment where : Q, =Upstream low flow (1E3 or 30E3) Q2 =Average daily effluent flow (design capacity) Q3 =Downstream flow (Q, + Q1) M, = In-stream background pollutant concentrations at the mean M 2 = Calculated maximum allowable effluent pollutant concentration PEL M 3 =Maximum allowable in-stream pollutant concentration (water quality standards) Pollutants of Concern The following parameters were identified by the WQCD as pollutants of concern for this facility: • Total Ammonia • Fecal Coliform • Total Residual Chlorine. • PH • TSS • BOD5 • Oil and Grease There are no numeric in-strean1 water quality standards for BOD5, TSS, and oil and grease . Thus, assimilative capacities for these parameters are not calc ulated in the PEL assessment. Appropriate effluent limitations for these parameters will be set b y CDPS effluent limit guidelines. Based upon the size of the discharge, the lack of indu strial contributors, dilution provided by the receiving stream and the fact that no unusually high met als concentrations are expected to be found in the wastewater effluent, metals are not evaluated further in this water quality assessment. Grizzly Creek Rest Area WWTF: The Grizzly Creek Rest Area WWTF is located at NWl/4 Section 5, T6S, R89W, 6th P.M. in Garfield County. The current design capacity of the facility is 0.005 MGD (0.008 cfs). Wastewater treatment is proposed to be accomplished using a mechanical wastewater treatment process. The technical analyses that follow include assessments of the assimilative capacity based on this design capacity. Nearby Sources An assessment of nearby facilities based on WQCD's Permit Tracking System database found 2 current dischargers to the Colorado River in Glenwood Springs downstream of the Grizzly Creek Rest Area. The City of Glenwood Springs WWTF (C0-0020516) and Glenwood Hot Springs (C0- 0000141 ), and 2 other proposed CDOT rest area discharges upstream of the Grizzly Creek Rest Area (see Fig. 1 ). There are current instream temperature standards and effluent temperature limit guidelines being discussed by a workgroup of the WQCD. This may effect the Glenwood Hot Springs effluent limits, but the Grizzly Creek Rest Area discharge will not effect these issues. Because of the large available dilution, domestic nature of the other facilities discharges, and the fact . Appendix A Page 7of10 E .O. 112512002 Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL ~~~~~~~~~~~~~~~~~~~~~~ that other facilities are located far enough away from the proposed Grizzly Creek Rest Area WWTF, these facilities were not further considered in this analysis. Based on current available information, there is no indication that non-point sources were a significant source of pollutants of concern in this area. Any upstream non-point sources were considered in the assessment of the upstream water quality. Chlorine: The mass-balance equation was used to determine the assimilative capacity for chlorine. There are no point sources discharging total residual chlorine within one mile of the Grizzly Creek Rest Area WWTF. Because chlorine is rapidly oxidized, in-strean1 levels of residual chlorine are detected only for a short distance below a source. An1bient chlorine was therefore assumed to be zero. Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section III, the chlorine background concentration of zero as discussed above, and the in-stream standards for chlorine shown in Section II, assimilative capacities for chlorine were calculated. The data used and the resulting calculations of the allowable discharge concentration, Parameter Acute Chlorine Chronic Chlorine QI (cfs) 473 677 M 2, are set forth below. Q 2 (cfs) Q 3 (cfs) M 1 (mg//) M 3 (mg//) M 2 (mg/I) 0.01 473 0 0 1167 ~~-+~~~~+-~~~~--~~~~-+-~~~~~-i 0.01 677 0 0 967 Fecal Coliform: There are no point sources discharging fecal colifonn within one mile of the Grizzly Creek Rest Area WWTF. Thus, fecal colifonn assimilative capacities were evaluated separately. It is the standard approach of the WQCD to perform a mass-balance check to determine if fecal coliform standards are exceeded. WQCD procedure specifies that checks are conducted using only the chronic low flow as set out in Section III. Using the mass-balance equation provided in the beginning of Section IV, the background concentrati on contained in Section II, and the in-stream standards for fecal coliform shown in Section II, checks for fecal coliform were conducted. The data used and the resulting calculations of the allowable discharge concentration, M 2, are set forth below. Parameter Q 1 (cfs) Q2 (cfs) Fecal Coliform 677.00 0.01 Q3 (cfs) 677 .0 M 1 (#1100 ml) 10 M 3 (#/JOO M 2 (#1100 ml) ml) 200 16, 705,395 Ammonia: Ammonia is present in the aqueous environment in both ionized and un-ionized forms. It is the un-ionized form which is toxic and which is addressed by water quality standards. The proportion of total ammonia present in un-ionized form in the receiving stream is a function of the Appendix A Page 8of10 E.O. 1/25/2002 Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL combined upstream and effluent ammonia concentrations, and the pH and temperature of the effluent and receiving stream, combined. Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section III, the mean ammonia background concentration shown in Section II, and the in-stream standards found in the Colorado Total Maximum Daily Load and Wasteload Allocation Guidance and the CDPS Summary of Rationale General Permit for Domestic Wastewater Treatment Facilities that Discharge to Receiving Waters with a Chronic Low Flow: Design Flow Ratio of 100: 1 or Greater for M3, assimilative capacities for chronic total ammonia were calculated. The data used and the resulting calculations of the allowable discharge concentration, M2, are contained in Table A-6. Table A-6 Ammonia Assimilative Capacities for the Colorado River at the Grizzly Creek Rest Area WWTF Design o/0.005 MGD (0.008 cfs) ~t,~t•••(c.(~1~,i:',, NH3, Tot (mg/l) Jan 677.00 0.01 0.70 60,728 NH3, Tot (mg/l) Feb 677.00 0.01 677.01 0.01 0.60 51,936 NH3, Tot (mg/l) Mar 677.00 0.01 677.01 0.01 0.40 34,352 NH3 , Tot (mg/l) Apr 685.00 0.01 685.01 0.01 0.40 34,75 NH3, Tot (mg/1) May 1144.00 0.01 1144.01 0.01 0.30 43,190 NH3 , Tot (mg/l) Jun 1332.00 0.01 1332.01 0.01 0.30 50,288 NH3, Tot (mg/1) Jul 1275.00 0.01 1275.01 0.01 0.30 48,136 NH3, Tot (mg/l) Aug 1106.00 0.01 1106.01 0.01 0.30 41,755 NH3, Tot (mg/l) Sep 854.00 0.01 854.01 0.01 0.30 32,242 NH3, Tot (mg/l) Oct 726.00 0.01 726.01 0.01 0.30 27,409 NH3, Tot (mg/l) Nov 678.00 0.01 678.01 0.01 0.30 25,59 NH3, Tot (mg/l) Dec 677.00 0.01 677.01 0.01 0.50 43,144 Appendix A Page 9of10 E.O. 1/25/2002 Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL V. Antidegradation Review As set out in The Basic Standards and Methodologies of Surface Water, Section 31.8(2)(b), an antidegradation analysis is required except in cases where the receiving water is designated as "Use Protected" where the full assimilative capacity of a receiving water may be used, or "Outstanding Waters" where no degradation of a receiving water is allowed. According to the Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12), stream segment COUCUC03 is Undesignated. Thus, an anti degradation review may be conducted for this segment if new or increased impacts are found to occur. However, the ratio of the flow of the Colorado River to the Grizzly Creek Rest Area WWTF design flow is 87922: 1 at low flows. Section 31.8 (3)( c) specifies that the discharge of pollutants should not be considered to result in significant degradation of the reviewable waters if the flow rate is greater than 100: 1 dilution at low flow. Thus, condition 31.8(3)(c) of the regulations is met and no further antidegradation evaluation is necessary. VI. References Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12), Regulation No. 33, CDPHE, WQCC, Effective June 30, 2001. The Basic Standards and Methodologies for Surface Water, Regulation 31, CDPHE, Effective October 31, 2001. CDPS Summary of Rationale General Permit for Domestic Wastewater Treatment Facilities that Discharge to Receiving Waters with a Chronic Low Flow: Design Flow Ratio of 100: 1 or Greater, CDPS Permit COG-584000, Statewide, CDPHE, September 14, 1994. Antidegradation Significance Determination for New or Increased Water Quality Impacts, Procedural Guidance, WQCD, Version 1.0 2001. Appendix A Page 10of10 E.O. 1/25 /2002 I I I I I I I I I I I I I I I I I I I CHURCH & Associates, Inc. ENGINEERS & GEOLOGISTS ENGINEERING REPORT FOR APPLICATION FOR SITE APPROVAL GRIZZLY CREEK REST AREA GARFIELD COUNTY, COLORADO Prepared for : WASHINGTON GROUP ATTN: JOE BAIR P .O . DRAWER 309 GLENWOOD SPRINGS , CO 81602 JOB NO . 12794 NOVEMBER 12 , 2001 DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 303.463.9317 Fax : 303.463.9321 CAST LE ROCK 303 .660 .4358 EVERGREEN 303 .816.1455 LOVELAND 970 .663.2124 WESTERN SLOPE 970 .948.5803 ~--------------·-- I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS INTRODUCTION 1 SERVICE AREA DEFINITION 1 PREL™INARY EFFLUENT L™ITS 3 ANALYSIS OF TREATMENT ALTERNATIVES 3 FLOOD PLAINS AND NATURAL HAZARDS 4 DESCRIPTION OF SELECTED ALTERNATIVE 4 LEGAL ARRANGEMENTS FOR CONTROL OF SITE 7 INSTITUTIONAL ARRANGEMENTS 7 MANAGEMENT CAPABILITIES 7 IMPLEMENTATION PLAN AND SCHEDULE 9 LIMITATIONS 9 LIST OF FIGURES FIGURE 1-VICINITY SITE PLAN FIGURE 2-SITE PLAN AND LOCATION OF EXISTING FACILITIES FIGURE 3 -COMMERCIAL AND MUNICIPAL WELLS AND WATER AND SANITATION DISTRICTS WITHIN FIVE MILES FIGURE 4 -WELLS WITHIN ONE MILE FIGURE 5 -VICINITY GEOLOGIC MAP FIGURE 6 -LOCATION OF PROPOSED OWS APPENDIX A -WELLS WITHIN FIVE-MILE OF PROPOSED WTF APPENDIX B -REQUEST FOR PRELIMINARY SURF ACE DISCHARGE LINITS APPENDIX C -MANUFACTURER INFORMATION I I I I I I I I I I I I I I I I I I I INTRODUCTIO N This report presents the results of an evaluation of wastewater system alternatives for the Grizzly Creek Rest Area located in the Northwest portion of Sections 5, Township 6 North, Range 88 West, 6th P .M ., Garfield County, Colorado . The content of this report is intended to address the COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT (CDPHE), Water Quality Control Division (WQCD) requirements for Application for Site Approval. The format of this report follows the "Procedures for Application" Section 22.4 . Upon approval of the Site Application, the design of a wastewater treatment faci lity will be finalized for submittal to the Garfield County Health Department (GCHD) and the CDPHE . SERVICE AREA DEFINITIO N The Grizzly Creek Rest Area is located at Milepost 121.02 of Interstate 70 on the north side of the Colorado River as indicted on Figure 1. The Rest Area is currently served by on site water and wastewater systems . The wastewater system was designed and installed in 1990 as a less than 2000 gallons per day system with composting toilets and treatment of liquid wastes by a septic system (individual sewage disposal system, ISDS). It is proposed to convert the composting toilets to low- flow flush toilets. PROJECTED POPULATION -The projected Rest Area wastewater flows have been established based on current wastewater flows at the "No Name" Rest Area in Glenwood Canyon. The proposed flows have been adjusted for the monitored use of the Grizzly Creek Rest Area and projections for the interstate use through the year 2015 . ESTIMATED WASTEWATER FLOWS -Wastewater flows have been estimated by the monitored use of the Rest Area and then adjusting the per person wastewater generation at No Name Rest Area, which is similar to what Grizzly Creek Rest Area will be like when remodeled . With the proposed use of 2220 people per day at 1.5 gallons per day (GPD) per use, the average daily flow is 3333 GPD and the design flow is 5000 GPD . Estimated average daily flow for the rest area = 3330 GPD Design flo w = (1.5) • (3333) = 5000 GPD ~-------------- I I I I I I I I I I I I I I I I I I I Report for Application for Site Approval Job No. 12794 Page2 WATER AND SANITATION DISTRICTS IN A 5-MJLE RADIUS -There is one sanitation district in a 5-mile radius, which is the Glenwood Springs Water and Sanitation District. There are no private residences within 1 mile of the proposed facility . There are two water supply intakes within a 5-mile radius along tributaries to the Colorado River and up -gradient of where effiuent will be introduced to the Colorado River. There are 7 registered commercial wells near the No Name Exit ofl-70, which is 2 .5 miles downstream from the proposed surface discharge location. There are additional commercial wells within a 5-mile radius based to the Division of Water Resources of the Colorado State Engineers Office, as indicated on Figure 3 . The wells are not at locations where water is not drawn from the Colorado River. The two areas of wells are along the Roaring Fork River south of Glenwood Springs and southeast of the Grizzly Creek Rest Area near Hopkins Homestead, which is tributary to Spring Creek and the Roaring Fork River. WATER SUPPLY INT AKES IN A 5-MJLE RADIUS -Based on CDPHE records, there are three public water supply intakes within 5 miles of the WWTF. A review of State Engineer 's records within 5 miles of the site indicates the No Name Creek, Grizzly Creek and an emergency intake along the Roaring Fork River for Glenwood Springs . The locations of registered commercial wells with in 5 miles are indicated on Figure 3 and APPENDIX A WELLS IN A 1-MILE RADIUS -The locations of potable water wells registered with the Division of Water Resources of the Colorado State Engineers Office and within I-mile of the facility are included as Appendix A The closest water wells as indicated on Figure 4 are onsite wells for the rest area. GEOLOGIC SETTING - A reference geologic map for the area is the Geologic Map of the Glenwood Springs Quadrangle, Garfield County, Colorado, Colorado Geological Survey Map Series 31 -1156 . A portion of the map is included as Figure 5 . The Rest Area is located on a gentle south-facing slope underlain by stream-channel , floodplain, and low-terrace deposits . The area has variable depths of fill at the surface associated with construction of I-70 through Glenwood Canyon . The proposed treatment plant will be located on the gentle slopes north of the access road and will have discharge to the Colorado River. There are no geologic hazards, which would prevent the development as proposed . The proposed facility is a part of the Glenwood Canyon I-70 construction, which has existed since the 1990's. ZONING -There is no zoning in Glenwood Canyon by Garfield County. The canyon and site is within the US . Forest on property owned by the Colorado Department of Transportation (CDOT). I I I I I I I I I I I I I I I I I I I PRELIMINARY EFFLUENT LIMITS Report for Application for Site Approval Job No . 12794 Page 3 The proposed wastewater system will have surface discharge . The Permits and Enforcement Section of the WQCD of the CDPHE set the efiluent sampling requirements and discharge quality limits. The system will discharge to the Colorado River. A request for preliminary discharge limits has been made, but the preliminary discharge limits have not been received . It is anticipated the river is classified as a Cold Water Aquatic Life, Class 1, Recreation Class 2, Agriculture, and Water Supply stream. Preliminary efiluent limits were requested in a letter dated June 27, 2001, as presented in Appendix B. The anticipated limits are summarized in the table below . TABLE 1-Anticipated Grizzly Creek Rest Area Preliminary Discharge Limits B ODs (mg/I) 30 (30-day average), 45 (7-day average) B ODs (% removal) 85 (30-day average) TSS, Mechanical plant (mg/I) 30 (30-day average), 45 (7-day average) TSS, Mechanical plant, (%removal) 85 (30-day average) Oil and Grease (mg/I) 10 (maximum) pH (s .u .) 6.5-9 .0 (minimum-maximum) Fecal Coliform (organisms/100 ml) 6,000 (30-day average), 12 ,000 (7 -day average) Total Residual Chlorine (mg/I) 0. 5 (daily maximum) ANALYSIS O F TREATMENT ALTERNATIVES Several wastewater system alternatives have been considered . An analysis of plausible alternatives is presented below : CONNECT TO AN EXISTING TREATMENT FACILITY -The closest wastewater treatment facility is the City of Glenwood Springs, which is within the 5-mile radius of the rest area, but is greater than five miles downstream along the river. Due to the distance, difficult terrain, and costs in general, this option is not feasible for the anticipated flows. Per a telephone conversation with Dwain Watson of the CDPHE in Grand Junction, he requested we evaluate consolidation of treatment facilities for Grizzly Creek, Hanging Lake and Bair Ranch Rest Areas. The consolidation of treatment facilities for the three rest areas was discussed with CDOT personnel. Because of fill including significant large boulders and the installation of as much as 5 miles of connecting sewer line make consolidation of the three treatment plants impractical and prohibitively expensive. An illustration is that when fiber optics were installed through the canyon recently, the revegetation costs exceeded one million dollars . -. .......... ___________ ~ I I I I I I I I I I I I I I I I I I I Report for Application for Site Approval Job No . 12794 Page4 INST ALL NEW SUB SURF ACE DRAIN FIELDS -The existing onsite system includes drain fields approximately as indicated on Figure 2 . There is not ade quate area for installing new drain fields for the existing 1000 GPD loading . There is not room for drain fields with the proposed 5000 GPD loading. An anticipated 10 mg/I nitrate limit required for drain fields receiving flows in ex cess of 3000 GPD , requires treatment that is cost prohibited. PACKAGE TREATMENT PLANT -This option evaluated extended aeration and sequential batch reactor technologies . Our primary consideration is the relatively small, highly variable flows en- countered from a single source user with seasonal peak s. The packed filter bed system was chosen due to its filter media treatment capabilities, its recirculation characteristics, and its ability to be designed in modular form minimizes the concerns fo r highly variable flows . Packed filter beds generally do not need the 6-12 week maturation time necessary for most package treatment plant systems to provide a high quality effluent FLO OD PLAINS AND NATURAL HAZARDS The proposed treatment facility is located higher than the identified 100-year floodplain . The floodplain was defined as a part of construction ofl-70. The proposed facilities , except the discharge point , are out of the floodway . DESCRIPTION OF SELECTED ALTERNATIVE The installation of a Packed -Bed Filter (PBF) treatment system for the rest area is proposed . The treatment system proposed will be a PBF treatment system consisting of a septic tank, recircula- tion tank, geotextile filters , and dis infection system with surface discharge . Manufacturer and distributor information is included, as Appendix C. The treatment system is to be located north of the access road as indicated on Figure 6 . Figure 7 provides a detailed depiction of the location of the proposed treatment system component s. The proposed PBF system includes a standard , two-compartment septic tank for solids retention and digestion . Effluent from the septic tank will flow to a recirculation tank where an effluent pumping system will dose effluent to the surface of geotextile filters . The geotextile filter media develops aerobic bacteria, which bio-chemically treat the effluent , and convert ammonia -----------------~ I I I I I I I I I I I I I I I I I I I Report for Application for Site Approval Job No . 12794 Page 5 nitrogen to nitrate nitrogen . The treated effluent flows back to the recirculation tank where it mixes with the anaerobic septic tank effluent. Additional bio-chemical reactions occur which convert the nitrate nitrogen into a harmless and odorless nitrogen gas, which is vented from the system. Total nitrogen reductions of 40% to 50% can be anticipated . After 3-5 passes through the geotextile filters, the effluent is ready for discharge to the proposed ultra-violet light disinfection system. Once disinfected , the effluent will discharge to Colorado River. The bio-chemical oxygen demand (BODs) and total suspended solids (TSS) concentrations should consistently be less than 10 mg/I. Introduced in the early-1990 ' s, numerous PBF systems have been installed in the United States. Audits and routine monitoring by county, state, and federal agencies have shown generally excellent results, even with a wide variation in incom ing flows. Our office may be contacted for literature references . Once Site Approval is obtained, a final design will be completed. The following is a general description of the components that comprise the proposed treatment system: ESTIMATED WASTEWATER FLOWS -As presented earlier, the estimated wastewater loading to the proposed central treatment system is 3320 GPD . Using a 1.5 peaking factor, design flows are estimated at 5000 GPD . SEPTIC TANK (S) -The septic tank capacity shall provide for retention of incoming sewage for 30 hours . At 5000 GPD, a recommended capacity is calculated as : CAPACITY: 5000 GPD X 1.25 day retention= 6250 GALLONS REQUIRED However, this type of facility will have toilets as the primary wastewater generator. Toilet paper builds up at a rate greater than it can be digested, which dramatically decreases the effective volume of the septic tank. Sizing the septic tank at approximately 4 times the design flow will allow for additional settling and anaerobic digestion, as well as less frequent pumping. It is recommended that the tank capacity be provided in 3,000-gallons of existing tank capacity, and 15,000-gallons of new two-compartment septic tank as depicted in Figure 6. OPERATION: The scum and sludge accumulation in each septic tank is to be measured annually . Once the scum or sludge thickness reaches 20% of the tank depth, the entire tank is to be pumped and the contents hauled to a treatment facility . We anticipate a pumping frequency of 1 year at the proposed design flow . ~-----------.... ....._ ~--------------~ I I I I I I I I I I I I I I I I I I I Report for Application for Site Approv al Job No. 12794 Page 6 RECIRCULATION TANK -In accordance with manufacturer literature, the recirculation tank is to be sized at one times the average daily flow . We recommend a 5000-gallon recirculation tank due to the waste strength as depicted in Figures 6 and 7. Two pumps are to be located in the recirculation tank, and controlled by a programmable timer in the cont rol panel. An alternating relay in the panel will sequence the pumps . Pump timer settings will be adjusted to provide a recirculation ratio of 5: 1 t hrough the media filter. With monitoring of the water me t er for the camp , use of the pumps can be adjusted to accommodate the actual wastewater flows . OPERATION: The scum and sludge accumulation in the recirculation tank is to be measured monthly during months of operation. Once the scum or sludge thickness reaches 8 inches, the tank contents is to be pump and hauled offsite to a treatment facility . Pump run times are to be adjusted based on water use and effluent quality . Screened pumped vaults are to be cleaned monthly in accordance with manufacturer's recommendations . GEOTEXTILE (PBF) FILTER -Effluent from a commercial facility , considered a medium to high strength, requires treatment to be applied to the media filter at 31 gallons per square foot. Each module has 20 square feet of surface area . AREA REQUIRED= 5000 GPD + 31 GPD/SF + 20 SF/ module= EIGHT modules Eight PBF modules are proposed with an area of 160 SF . The filter media will be 2 feet thick with a return flow pipe below the media for effluent collection. Effluent will be distributed across the surface of the filter with a small diameter, pressure dist ribution system. As stated above , the system will be set to pass the septic tank effluent through the filter 5 times prior to discharge to the disinfection system. OPERATION: The surface over the sand filter is to be observed monthly for signs of effluent ponding . Any vegetation growth on the filter is to be removed . Flushing valves are to be opened and distribution laterals flushed clear of accumulated solids . DISINFECTION SYSTEM -Ultraviolet disinfection of effluent prior to discharge to the Colorado River is proposed . This type of non-chemical disinfection is proposed to eliminate the discharge of chemicals and/or their byproduct to surface water. The ultraviolet disinfection unit will be housed in a small shed located near the treatment system. The ultraviolet light dosing w ill be sized to pro vide greater than 99 . 9% bacterial reduction with a fecal co liform count of less than 200 per 100 ml . This is less than the anticipated 6,000 per 100 ml in the prelim inary discharge limits . OPERATION: The ultraviolet lights will require cleaning weekly and replaced annually based on the proposed use . A sensor provided with the disinfection unit alerts maintenance personnel and the system operator when the bulbs requi re cleaning. ~---------------~ -------------------~ I I I I I I I I I I I I I I I I I I I LEGAL ARRANGEMENTS F O R C O NTROL O F SITE Report for Application for Site Approval Job No. 12794 Page7 The site has a single ownership of CDOT. There is no lease, easement, or neighboring property owner agreements necessary for the proposed im provements . INSTITUTIO NAL ARRANGEMENTS CDOT must maintain and enforce a policy of adherence to the requirements in the discharge permit issued by the CDPHE, WQCD . Since wastewater will be generated only by onsite facilities , a user contract will not be necessary. MANAG EMENT CAP ABILITIES The system is to be operated and maintained by a certified wastewater system operator, by CD OT personnel, or through a contract with a wastewater system management company . An operation and maintenance contract is to remain in effect at all times. An alternative is for management responsibilities to be accepted by the property owner, and duties performed by a certified operator under the employment of CDOT. CDOT is to accept the financial responsibility for successful operation and maintenance of the facility . Operating costs of the proposed wastewater system is estimated to average $2500 per year. Failure to operate and maintain the treatment system equates to closure of the Rest Area to prevent a violation of regulation or permit conditions . Table 2 below presents a cost estimate for proposed improvements . I I I I I I I I I I I I I I I I I I I TABLE2 Report for Application for Site Approval Job No . 12794 Page 8 COST ESTIMATE OF PROPOSED IMPROVEMENTS Septic Tank Installation Retrofit Grinder Pump System 4,000 15,000-Gallon Septic Tan1c 15,000 Tan1c Excavation and Modification 2,300 Incidental Plumbing and Connections 500 Total Septic Tank Installation $ 21,800 Recirculation Tank 5,000-Gallon Recirculation Tan1c 7,500 Recirculation Tan1c Excavation and Installation 2,500 Recirculation Tan1c Components with Installation 9,500 Total Recirculation Tank $ 19,500 Media Filter Ten Media Filter Modules 17 ,000 Plumbing Components 3,500 Excavation and Installation 10,500 Total Geotextile Packed Bed Filter $ 31,000 Disinfection System Disinfection Components 3,400 Housing Shed 5,000 Incidental Plumbing Components 500 Installation 3,000 Total Disinfection System $11,900 Professional Engineering Services Site Application Preparation with Preliminary Desi.gn 5,000 Site Application Processing 2,500 Design Completion with Specifications 6,000 Permitting Fees 1,000 Installation Observations 3,500 Total Professional Engineering Services $ 19,000 Contingency 10% Project Contingency $ 9,170 TOTAL PROJECT COSTS = $ 112,370 I I -I I I I I I I I I I I I I I I I I Report for Application for Site Approval Job No . 12794 Page 9 IMPLEMENTATION PLAN AND SCHEDULE At this time we have established a Wastewater System Permitting, Construction, and Operation Schedule for the central treatment system as follows : PERMITTING By November 15, 2001 -Submittal o f the Application for Site Approval to the CDPHE with signatures from the associated government agencies . By February 1, 2002 -Submittal of the completed wastewater system design to the Garfield County and the CDPHE . CONSTRUCTION By May 1, 2001 -Begin Construction . By July 1, 2002 -Complete Construction. OPERATION By February 1, 2002 -Submit Application for a Discharge permit. By August 1, 2002 -Place system into operation. LIMITATIONS Our investigation, layout, design, and recommendations are based on information contained herein . If conditions considerably different from those described in this report are encountered, we should be notified to evaluate the affect of the changes on the system. 4 copies sent Copies : Glenwood Springs Waster and Wastewater, 806 Cooper Avenue, Glenwood, CO 81601 Garfield County Planning, 109 8th Street, Suite 303 , Glenwood Springs, CO 8160 1 Garfield County Health Depart, 109 8th Street, Suite 303 , Glenwood Springs, CO 81601 Colorado Dept. of Health, ATTN: D . Watson, 410 S. Lincoln, Grand Junction, CO 81501 Colorado Department of Health, ATTN: Tom Bennett, 4300 Cherry Cr eek D r iv e South Denver, CO 80222-1530 ~------------..... ~ I I I I I I I I I I ·I I I I I I I I I GRIZZLY CREEK REST AREA INTERSTATE HIGHWAY NO. 70 GARFIELD COUNTY, COLORADO VICINTY SITE MAP JOB NO. 12794 SCALE 1" = aooo· FIGURE 1 I I I I I I I I I GRIZZLY CREEK REST AREA GARFIELD COUNTY, COLORADO I I I I I I I I I ---------~------------- J08 NO. 12794 ---- --------- SCALE 1 11 = 60' -·---.. ___ __ ----- GRIZZLY CREEK -----........ _ ...... _ EXISTING BUILDING WITH EFFLUENT PUMP FIGURE 2 • --------------------~ I I I I I I I I I I I I I I I I I GRIZZLY CREEK REST AREA INTERSTATE HIGHWAY NO. 70 GARFIELD COUNTY, COLORADO SCALE 16 = aoooi SEVENTEEN (17) WELL PERMITS EXIST WITH IN THE NW AND NE QUARTERS OF SECTION 29. WELL PERMIT INFORMATION IS PROVIDED IN APPENDIX A, TABLE I. APPROX. LOCATION OF EMERGENCY WATER INTAKE FOR THE CITY OF GLENWOOD SPRINGS RED MOUNTAIN WATER TREATMENT PLANT .A INDICATES APPROXIMATE LOCATION OF WELL RECORD COMMERCIAL AND MUNICIPAL WELLS AND WATER AND SANITATION DISTRICTS WITHIN FIVE MILES I JOB NO. 12794 FIGURE 3 I ~----------......... --~--~----------~- I I I I GRIZZLY CREEK REST AREA INTERSTATE HIGHWAY NO. 70 GARFIELD COUN1Y, COLORADO I I I I I I I I I I I I I A INDICATES APPROXIMATE LOCATION OF WELL RECORD WELLS WITHIN ONE MILE I JOB NO. 12794 SCALE 1 11 = 2000' FIGURE4 I ~----------------·~ I I I I GRIZZLY CREEK REST AREA INTERSTATE HIGHWAY NO. 70 GARFIELD COUNTY, COLORADO I INTERSTATE 70 COLORADO RIVER FROM: GEOLOGIC MAP OF THE GLENWOOD SPRINGS QUADRANGLE, GARFIELD COUNTY, COLORADO, CGS MS 31 EXPLANATION: Qa -Stream-channel, flood-plain, and low-terrace deposi1s Qto -Older terrace alluvium Qtg -High-level gravel Qt-Talus Qls -Landslide deposits Qdfy -Younger debris-flow deposits Qac -Alluvium and colluvium, undMded Pb -Belden Formation M l -Leadville Limestone De -Chaffee Group Om -Manitou Formation Cd -Dotsero Formation Cs -Sawatch Quartzite Xg -Biotite Granite VICINTY GEOLOGIC MAP SCALE 1 11 = 10001 SITE I I I I I I I I I I I I I I JOB NO. 12794 FIGURE 5 I I I I I I I I I I I I I I I I I I GRIZZLY CREEK REST AREA GARFIELD COUNTY, COLORADO ---·------------- JOB NO. 12794 SCALE 1" = 601 EXISTING BUILDING WITH EFFLUENT PUMP FIGURE 6 _ ......... -------------~~ I I I I I I I I I I I I I I I I I I I APPENDIX A -WELLS WITHIN FIVE-MILES OF PROPOSED WTF Well records within a five-mile radius of the site are annotated as follows to designate the specific use of the well : C -Commercial M -Municipal D-Domestic I -Irrigation Some wells serve more than one use. Eighteen pages including this sheet. Not all copies of the report will include the 17 pages of well listings . If the complete set is desired, call CHURCH & Associates, Inc. 303-463-9317 . JOB NO . 12794 I I APPENDIX A TABLE 1. Commercial and Municipal Well Permits in Section 29, T6S, R88W, 6th p.m. I I I I I I I I I I I I I I I Penn it Number 28964F 51366F Not Avail. 23334F 28959F 28960F 28962F 28963F 51362F 51363F 51364F 51365F Not Avail. Not Avail. Not Avail. 28961F 52185F Use Municipal Commercial , Domestic Municipal, Irrigation Municipal Municipal Municipal Municipal Municipal Commercial, Domestic Commercial , Domestic Commercial , Domestic Commercial, Domestic Municipal, Irrigation Municipal, Irrigation Municipal , Irrigation Mun icipal Commercial , Municipal I JOB NO . 12794 I Quarters Section Township Range NENE 29 6S 88W NENE 29 6S 88W NENE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SWNE 29 6S 88W SENW 29 6S 88W SENW 29 6S 88W IEPORTDATE Mon Sep 17 11:10:21 CDT 2001 COLORADO WELLS, APPLICATIONS , AND PERMITS COLORADO DIVISION OF WATER RESOUCES I RMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOG EKLUND VO N 0 BOX 111 GLENWOOD SPRINGS, CO 81601- CO DEPT HIGHWAYS GRAND JUNCTION, CO 81502 CO DIV HIGHWAYS CIO P 0 BOX 1430 GLENWOOD SPGS, CO 81601 5 GAR CO DEPT TRANSPORTATION P 0 BOX 1430 GLENWOOD SPGS, CO 81602 P 0 BOX 1430 GLENWOOD SPGS,'CO 81602 CO DIV HIGHWAYS BOX 2107 GRAND JUNCTION , CO 81502 02 -11-1991 52 3 o 0 GW o o o 1 SOON.1 SOOE SWNW I I I I PAGE 1 TWN p 30 SS 87W s c I EPORTDAT E on Sep 1711:02:58CDT 200 1 COLORADO WELLS, APP LI CATIONS , AND PERMITS COLORADO DIVISION OF WATER RESOUCES I ERMIT D CTY OWNER INFORMAT ION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOC 0 P 0 BOX 1430 GLENWOOD SPGS, CO 81602 SPRING VALLEY DVLP INC %SHELTON DR ILLING CORP BOX 1059 BASALT, CO 81621· SPRING VALL EY RANC H % ZANCANELLA & ASSOC BOX 1908 GLENWOOD SPR ING, CO 81602 PECKHAM ROBERT G 3001 SOPRIS AVE GLENWOOD SPGS, CO 81601 SPRI NG VA LL EY RANC H C/0 SHELTON DR IL LING CO BOX 1059 BASALT , CO 81621 ASPE N SPRIN GS RANCH % SH ELT ON DRI LLI NG BOX 1059 BASA LT, CO 8162 1 SPRING VALLEY DVL P INC %S HELTON DR ILLI NG CORP BOX 1059 BASALT, CO 81621· ASPEN SPR INGS RANC H % SHE LTON DRILLING BOX 1059 BASALT , CO 81621 SPR ING VALL EY DVLP INC %SHELTON DRILLING CORP BOX 1059 BASALT, CO 81621· SPR ING VALLEY DEV INC CIO SHEL TON DR ILLI NG BOX 1059 BASALT, CO 81621· ASPEN SPRINGS RANC H % SHELTON DRILLING BOX 1059 BASA LT, CO 81621 SPRING VA LLEY RANCH % ZANCANELLA &ASSOC BOX 1908 GLENWOOD SPR ING, CO 81602 ASPEN SPR INGS RANC H % SHEL TON DRI LLING BOX 1059 BASALT , CO 81621 SPRING VALLEY DVLP IN C %SHE LTON DR ILLING CORP BOX 1059 BASA LT, CO 81621· ASPEN SPRINGS RANCH % SHEL T ON DRI LLING BOX 1059 BASALT , CO 8162 1 RUDD WAYNE 0132 PARK AVE BASALT, CO 81621 LO T 33 LOUKOUT MOUNTAIN WESTERN RANCH LOOKOUT MTN RANCH VENTURES % SHEL TON DRIL LI NG BOX 1059 BASALT, CO 81621 MID LAND LOOKOUT MOU NTAIN LL C 302 E IGHTH ST# 310 GLNWD SPRNG, CO 8 1601· LOT 31 LOOKOUT MOUNTA IN RANCH 04-17-1997 oc 01-11-2000 38 8 L 0 GW 10.00 500 390 1400S.400W NWSW 17 I I PAGE 1 TWN p SS 88W s ~---------------·~ I EPORTDATE on Sep 17 11 :03:36 CDT 2001 COLORADO WE LL S , APP LIC AT IONS , AND PERMITS COLORADO DIVISION OF W ATER RESOUCES I ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOC CHRISTELEIT PET ER & LINDA C/O 8871 HASTINGS WAY WESTMINSTER, CO 80030 LOOKOUT MOUNTA IN RANCH VENTURES C/O P 0 BOX 1059 BASALT, CO 81621 LOOKOUT MOUNTAIN RANCH C/O P 0BOX1059 BASALT, CO 81621 RUDD WAYNE % SHELTON DRILLING CORP BOX 1059 BASALT, CO 81621 RUDD WAYNE 0132 PARK PL BASALT, CO 81621 LOT 17 LOOKOUT MOUNTAIN RANCH RUDD WAYNE 0132 PARK PLACE BASALT, CO 81621 LOT 15 LOOKOUT MOUNTAIN RANCH COX CALVIN & PAUL % SHELTON DRILLING CORP BOX 1059 BASALT, CO 81621 COX CALVIN H & PAUL C 3154 CO RD 115 GLENWOOD SPGS, CO 81601 RUDD WAYNE 0132 PARK PLACE BASALT, CO 81621 LOT 14 LOOKOUT MOUNTAIN RANCH SPRING VLLY RN GLENWD SPGS, CO 81601 ALLARIE VIVIAN 3720 CO. RD. 115 ASPEN, CO 81612 ASPEN SPRINGS RANCH % SHEL TON DR ILLING BOX 1059 BASALT, CO 81621 PAGE 1 TWN p SPRING VALLEY DVLPMNT INC % ASPEN SPRINGS RANCH 415 E HYMAN AVE #101 ASPEN, co 81611-M ~--A-P~-06_-_18_-_1 _99_9~-A~u ___ o7_-_20_-_19_9_9~_3_8 ~~~~-2'--~~~~~~~~~~~--G~W--~~~~~0~~~~0~~0~~~2=2~50~S~.~56~5~E--~-N~E=S=E~--=2 -1 ~-6~S'----=8=8-W'----"s~ I I I ~----------------~ ------------------~ I EPORTDATE on Sep 17 11 :03:36 CDT 2001 CO LORADO WELLS, APPLI CATIONS , AND PERM ITS COLORADO DIVISION OF WAT ER RESOUCES I ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WEL L WELL WTR SEC LOC 35167MH 5 GAR ASPEN SPRINGS RANCH % SHELTON DRILLING BOX 1059 BASALT, CO 81621 ASPEN SPRINGS RANCH % SHELTON DRILLING BOX 1059 BASALT, CO 81621 ASPEN SPRINGS RANCH % SHELTON DRILLING BOX 1059 BASALT, CO 81621 SCHUMACHER JOHN P 0 BOX 3528 ASPEN, CO 81612-LOT 25 BLK 24 HOMESTEAD ESTATES STOVER CATHERINE C/0 P 0 BOX 1059 BASALT, CO 81621 STOVER CATHERINE C/0 SHELTON DRILLING COP 0BOX1059 BASALT, CO 81621 CICIC ESAD C/0 SHEL TON DRILLING BOX 1059 BASALT, CO 81621 STOVER PAU L P 0 BOX 3209 ASPEN, CO 81612 LO T 25 HOMESTEAD ESTATES FANT I DEWEY 29 S LASALLE ST #444 CHICAGO, IL 60603 LOT 23 HOMESTEAD ESTATES MORTON HELEN & RICHARD 180 SOLANO PRADO CORAL GABLS, FL 33156 STOVER CATHERINE 5700 HOMESTEAD RD GLENWOOD SPGS, CO 81601 LOT 24 HOMESTEAD ESTATES HIG H ASPEN RA NCH LL C 9495 COUNTY RD 115 GLENWOOD SPRINGS, CO 81601-LOT 28 HIGH ASPEN RANCH BUCK POINT RANCH %ZANCANELLA & ASSOC BOX 1908 GLENWOOD, CO 81602 BUCK POINT RANC H %ZANCANELLA & ASSOCIATES 1005 COOPER AVE GLENWOOD SPRINGS, CO 81601- BUCK POINT RANCH C/O ZANCANELLA & ASSOC BOX 1908 GLENWOOD SPGS, CO 8 1602 12-01-1995 38 Q M 0 0 GW 0 0 0 0.0 NW SE 25 I I I PAGE 2 TWN p SS 88W s ~-----------------·- I EPORT DATE . on Sep 17 11:04:10 CDT 2001 I ERMIT D CTY ACTIVITY OWNER INFORMATION STATUS COLORADO WELLS, APPLICATIONS , AND PERMITS COLORADO DIVISION OF WATER RESOUCES 1STUSED ANN AREA GEOL WE LL WELL WTR SEC LOC 232244 5 GAR HIGH ASPEN RANCH LLC 9495 COUNTY RD 115 GLENWOOD SPRINGS, CO 81601-LOT 12 HIGH ASPEN RANCH %ZANCANELLA & ASSOC BOX 1908 GLENWOOD, CO 81602 21 HIGH AS PEN RANCH 6 HOMESTEAD ESTATES PAGE 1 TWN p SPRING VALLEY DEVELOPMENT INC 415 E HYMAN AVE STE 101 ASPEN, CO 81611-1---=--'="""""'"""'--~~~~......,_~~---"-''--~~--''--....ll-~---=L-~~..u._~....ll-----1.<~...=.IJ~W---'~"'--...,__---""'--i"'lll..---"'-J ('V\J MT --'""'---"~=<..ILIL.L-~~~~~~--'.Lll....~~~~ ........ ~~~~~~-"'-~-"'~~~""'-''--~~~--''--~~-"'-~--"'--~.J...J..1""''"-"'"""'"'-......J"""J.>.1''---<J'----'l.W...~""""'-~~ ·,_- SPRING VALLEY DEVELOPMENT INC 415 E HYM AN AVE STE 101 ASPEN, CO 81611- SPRING VL Y HOLDING CO LTD GLENWOOD SPGS, CO 81601 AD 38 2 0 GW 0 0 0 0.0 SENW 27 6S 88W s I I ~--------------~ I EPORTDATE on Sep 17 11:04:10 CDT 2001 COLORADO WELLS , APP LIC ATIONS , AND PERMITS CO LORADO DIVISION O F WATER RESOUC ES I ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOG . 28967F 5 GAR SPRING VALLEY 4000 115 RD GLENWOOD SPR. CO 81601 SIMMONS F PETER RED CANYON RANCH RED CANYON ROAD GLENWOOD SPGS , CO 81601 LOT 3 SIMMONS LOT 3 SIMMONS LOT 4 SIMMONS 4 SIMMONS 4 SIMMONS MCVEY KATHLEEN J 4744 RED CANYON RD GLNWD SPS, CO 81601 SIMMONS F PETER RED CANYON RANCH RED CANYON ROAD GLNWD SPR INGS, CO 81601 SIMMONS PETER %S HELTON DRILLING CORP BOX 1059 BASALT, CO 81621 LEONI EDWARD SHELTON DRILLING BOX 1059 BASALT, CO 81621 LOT 3 SIMMONS SPR ING VALL EY HOLD ING COL TD 4000 115 ROAD GLENWOOD SPGS, CO 81601 AD 02-14-1992 38 2 0 0 GW 0 0 800N 1200 E NENE I I I I PAGE2 TWN p 29 6S 88W s I REPORT DATE Mon Sep 17 11 :04:41 CDT 2001 COLORADO WELLS, APPLICATIONS, AND PERMITS COLORADO DIVISION OF WATER RESOUCES I PERMIT D CTY ACTIVITY OWNER INFORMATION STAT US 1ST USED ANN AREA GEOL SPRING VA LLEY DEVELOPMENT INC 415 E HYMAN AVE STE 101 ASPEN , CO 81611· SPAN HEIMERALBERT P 4002 CO RD 115 GLENWOOD SPGS, CO 81601 LOT 10 GL ENWOOD SPGS ., CO 81601 WELL WELL WTR SEC LOC LOT 8 SPRING VAL LEY RANCH LOT 8 SPR ING VALLEY RANCH SPRING VALLEY RA NCH P 0 BOX 8 GLENW SPGS, CO 8 1601 SPR ING VLY HOLDI NG COL TD GLENWOOD SPGS, CO 81601 GAR SPRING VLY HO LDING CO LTD GLENWOO D SPGS, CO 81601 PAGE 1 1WN p fl\ /'I\ !----..l;l~~~:._-=i~"--..lll.~~"--~~...IL--1.!----'~~---ll..~__IL_-->l.---l.<.L~.ll.t;.._~=---.....:;;:_ii.;,.___il!W.._-"-l /V\ l-~~2:Zl2'l!li~~___Jl:;tl.!i;.J.;;Lt:itl._~~~~"'-~~~~..L~.lJ.....~____l;i.ICL.~~~.l.L~__JJ'--.....!.1...~..J.bllllt:l..J..:2Ul.!l;.._--":a.clJ;,_-=.~~----tllm..~~ /v\ fr\ SPR ING VALLEY HOLD ING CO LTD 4000 115 ROAD GLENWOOD SPGS, CO 81601 SPRING VAL LEY HOLDING CO LTD 4000115 ROAD GLENWOO D SPGS, CO 8 1601 SPRING VALLEY HOLDING CO LTD 4000 115 ROAD GLENWOOD SPGS, CO 81601 SPR ING VA LLEY HOLDING CO LTD 4000 115 ROAD GLENWOOD SPGS, CO 81601 SPR ING VALLEY RANC H % ZANCANELLA & ASSOC BOX 1908 GL ENWOOD SPRING, CO 81602 MH 06-04-1998 38 Q . M 0 GW 0 0 0 .0 SWNE 29 6S 88W s I I I ~--------------·-- I EPORTDATE on Sep 1711:04:41CDT2001 COLORADO WELLS, APPLICATIONS, AND PERMITS CO LORADO DIVISION OF WATER RESOUCES I ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOG 0 GLENWD SPG, CO 81602 GLENWD SPG, CO 8 1602 BRYAN SAMUEL W. & BEVERLY L. P .O. BOX327 GLENWD SPGS, CO 81602 CHRISTELEIT PETER & LINDA C /O 8871 HASTINGS WAY WESTMIN STER, CO 80030 COX PAUL & CALVIN & MARILYN % SH ELTON DRILLING CORP BOX 1059 BASALT, CO 81621 CA 06-18-1980 CA 05-25-1996 38 0 GW 1 .00 50 6 0.0 SENE I I I PAGE 2 TWN p 30 6S 88W S -. ....... ____________ _ I EPORT DATE on Sep 17 11 :05:47 CDT 2001 COLORADO WELLS , APPLICATIONS, AND PERMITS COLORADO DIVISION OF WATER RESOUCES I ERMIT D CTY ACT IVITY OWNER INFORMATION STATUS 1STUSED ANN AREA GEOL 195298 5 GAR PA LMER DAN & NANCY 1150 GARFIELD CTY RD 119 GLENWOOD SPRGS, CO 81601 PALMER DAN BOX 1059 BASALT, CO 81621 PA LMER DAN & NANCY 1150CR 119 GLENWOOD SPGS, CO 81601 PORKORNY ST EVE & SUSAN BOX 377 (0273 WILLITTS LAN E) BASALT, CO 81601- FOSTER PETROLEUM CORP. CARBONDALE, CO 81623 BERKELEY MICHAEL 3961 114 ROAD GLENWOOS SPGS, CO 81601 NP 04-24-1991 38 8 L 0 0 GW I I I WELL WELL WTR SEC LOC 15 .00 230 165 3240N .2300E NWSE 33 PAGE 1 TWN p 6S aaw s ~----------............ --........ ____________ ~ I EPORTDATE on Sep 17 11 :05:47 CDT 200 1 COLORADO WELLS , APP LI CATIONS , AND PERMITS COLORADO DIVISION OF WATER RESOUCES I ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL W ELL WTR SEC LOC SAMUELSON RAUN P 0 BOX 297 GLENWOOD SPGS, CO 81602 NIESLAN IK T HAD SHELTON DR ILLING BOX 1059 BASALT, CO 81621 NIESLANI K T HAD 7203 CR 115 GLENWOOD SPRNG, CO 81601 STEPHENS RICHARD C/O SHELTON WAYNE BOX 1059 BASALT , CO 81621 03-17-1993 38 Q M 0.00 0 GW 15.00 120 68 0 .0 NE I I I I PAG E2 TWN p 36 6S 88W s -. ............ __________ ~_ I EPORTDATE on Sep 24 09:55:57 CDT 2001 COLORADO WELLS, APPLICATIONS , AND PERMITS COLORADO DIVISION OF WATER RESOUCES I ERMIT D CTY OWNER INFO RMAT ION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOC 66RN 5 GAR RANDALL ALICE & J D RT 1 BX 24 GLENWD SPGS, CO 81601 GAR DEVER TOM & AUSTIN & TOM GLENWD SPGS, CO 81601 GAR DEVERS TOM & AUST IN _& TOM GLENWD SPGS, CO 81601 BATES HARRY GLENWD SPGS, CO 81601 KIRKHAM MARVIN GLENWD SPGS, CO 81601 GLENWD SPGS. CO 81601 CO DEPT HIGHWAYS DIST Ill P 0 BOX 1430 GLENWOOD SPGS , CO 81602 CO DEPT TRANSPORTATION BOX 1430 GLENWOOD SPGS , CO 81602-1430 CO DEPT TRANSPORTATION BOX 1430 GLENWOOD SPGS, CO 81602 SCHNEIDER KEVIN B C/0 ENARTECH INC DRAWER 160 GLENWOOD SPGS, CO 81602- SCHNEIDER KEVIN B % ENARTECH DRAWER 160 GLNWD SPRNG, CO 81602- PAGE 1 TWN p c c· D _.ll.~<=.O::..i..-..."'--=--"""~"""'---~~~ ........ "'-~~~"'---"'""'-"""-........... ~~~""'-""'--""""'-"""------'-"'-""'-'-"'""'-----"'=='--"'---_.,,.._-""""---"-' ) & DENA M. 1245 NO NAME LANE GLENWD SPGS, CO 81601 LACY THOMAS C & CHERYL A BRACHT BOX 2481 GLENWOOD SPRGS, CO 81602 COZY POINT, LP /EA ST BANK LLC % KRABACHER & ASSOC IATES 201 N MILL ST, STE 201 ASPEN, CO 81611 - 05-22-2000 AU 06-27-2000 52 Q M 0 0 GW 0 0 0 I I I 2600N .3425E SESW 3 6S 89W s c M M -......... ____________ ~. I EPORTDATE on Sep 24 09:55:57 CDT 2001 COLORADO WELLS, APPLICATIONS, AND PERMITS COLORADO DIVISION OF WATER RESOUCES I ERMIT D CTY OWNER INFORMAT ION ACTIVITY STATUS 1ST USED ANN AR EA GEOL WELL WELL WTR SEC LOC 0 ZANCANELLA TOM % ZANCANELLA & ASSOCIATES INC 1005 COOPER AV E GLENWOOD SPR IN GS, CO 81601- MITCHEL L-COOPER DITCH&PIPEL GLENWOOD SPGS, CO 81602 MITCHELL-COOPER DITCH&PIPEL GLENWOOD SPGS, CO 81602 SILCO % ATC ASSOCIATES INC 6746 S REVERE PKWY STE 180 ENGLEWOOD, CO 80112 - MARTIN MARVIN L 1653-130 RD GLENWOOD SPGS, CO 81601-2868 MARTIN MARVIN L 1653-130 RD GLENWOOD SPGS, CO 81601-2868 COCA COLA BOTILING COMPANY % WASTE ENGINEERING, INC PO BOX 219 GLEN WOOD SPRI NGS, CO 81602- COCA COLA BOTILING CO % WASTE ENGINEERING BOX 219 GLNWD SPRNG , CO 81602- COCA COLA BOTILING CO % STAN FRANCIS 40 W OAKLAND AVE SALT LAKE CITY, UT 84115- COCA COLA BOTILING CO % STAN FRANCIS 40 W OAKLAND AVE SALT LAKE CITY, UT 84115- GILCO INC C/0 E-21 ENGINEERING 9835 W IOWA DRIVE LAKEWOOD, CO 80232-6317 12-01-1995 45 Q M O GW 0 0 0 0.0 NENE I I I PAGE2 TWN p 6 6S 89W s I EPORTDATE on Sep 24 09:57:59 CDT 2001 COLORADO WELLS , APPLICATIONS , AND PERMITS COLORADO DIVISION OF WATER RESOUCES I ERMIT D CTY. OWNER INFORMATION ACTIV ITY STATUS 1 ST USED ANN AREA GEOL W ELL WELL WTR SEC LOC 23194MH 5 GAR EVA NS WILLIAM C/0 SHEL TON DRILLING CO BOX 1059 BASALT, CO 81621 13 MOUNTAIN SPRINGS RANCH LOT 14 MOUNTAIN SPRINGS RANCH GLENWD MTN LTD GLENWD SPG , CO 81601 GREATHOUSE JACK/CHRISTI HASSAN 738 MINTER AVE GLENWOOD, CO 81601 BADGER JEFFREY W & VIRG INIA L 3702 MOUNTAIN DRIVE GLENWOOD SPGS , CO 81601 LOT 33 MOUNTAIN SPRINGS RANCH 34 MOUNTAIN SPRINGS RANCH ROARING FORK SCHOOL DISTRICT % WASTE ENGINEERING OOX 219 GLNWD SPRNG, CO 81602 ROARING FORK SCHOOL DIST 504 27TH ST GLENWOOD SPGS, CO 81601- ROARING FORK SCHOOL DIST 504 27TH ST GLENWOOD SPGS, CO 81601- ROARING FORK SCHOOL DIST 504 27TH ST GLENWOOD SPGS, CO 81601 - DONEGAN CHARLES GLENWD SPGS, CO 81601 5 GAR DAHLBERG ROBERT 3762 HWY 82 GLENWOOD SP, CO 81601 5 GAR HEUSCHELJOHN CARBONDALE, CO 81623 GAR HAGER AW RT 1 GLENWOOD SP, CO 81601 38 3 0 GW 120.00 30 0.0 SENE I I I PAGE2 TWN p 21 6S 89W s c --...... ____________ _ I EPORTDATE on Sep 24 09:58:55 CDT 2001 COLORADO WELLS , APPLI CATIONS , AND PERM ITS COLORADO DIVIS ION O F WATER RESOUCES I ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WEL L WELL WTR SEC LOC RE-1 SCHOOL DISTRICT GLENWD SPRINGS %WRIGHT WATER ENG INEERS BOX 219/818 COLORADO AVE GLENWD SPRINGS, CO 81602 GROUNDWATER TECHNOLOGY INC 7346 SALTON WAY STE A ENGLEWOOD, CO 80112 GROUNDWATER T ECHNOLOGY INC 7346 SALTON WAY STE A ENGLEWOOD , CO 80112 JOHNSON ALLEN G. & GREEN CHARLES P.O. BOX 417 GLENWOOD, CO 81601- MCINTAGGART H GLENWD SPGS, CO 81601 RE-1 SCHOOL DISTRICT GLENWD SPR INGS %WRIGHT WATER ENGINEERS BOX 219/818 COLORADO AVE GLENWD SPRINGS, CO 81602 RUDD WAYNE % SHELTON DRILLING CO BOX 1059 BASALT, CO 81621 LOOKOUT MOUNTAIN ASSOCIATES LLC 8201 MISSION RD STE 104 PRAIR IE VILLAGE, KS 66028-LO T 3 LOOKOUT MOUNTAI 09 -1 1-2000 38 8 1 A 2.30 GW 0 0 0 2639S.2418E NWSE I I I PAGE 1 TWN p c 23 6S 89W s ~----------........ I EPORTDATE on Sep 24 09:59:21 CDT 2001 I ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS COLORADO WELLS, APP LI CATIONS , AND PERMITS COLORADO DIVISION OF WATER RESOUCES 1ST USED ANN AR EA GEO L WELL WELL WTR SEC LOG 27344MH 5 GAR HOOD ARTHUR %CO LLINS DRILLING & PUMP CARBONDALE, CO 81623 OULDW G GREENACRES, WA 99016 06-19-2000 AU 07-28-2000 38 38 0 GW 0 0 0 1978N .534W SWNW 26 I PAGE 1 TWN 6S 89W p s .,fl .··\__ c c. c_ I EPORTDATE on Sep 24 09:59:2 1 CDT 200 1 COLORADO WELLS , APP LIC ATIONS , AND PERM ITS COLORADO DIVISION O F WATER RESOUCES I ERMIT D CTY OWNER INFORM ATION ACTIV ITY STATUS F GEOL WEL L WELL WTR S EC LOG 1ST USED A NN AREA 0 5 GAR DUNCAN ERIC RED CANYON USERS 3758 HWY 82 GLENWOOD SPRINGS, CO 81601- BROWN J A MES L GLENWOOD SPRING, CO 81601 HOOPS L GLENWD SPG, CO 81601 CRABTREE LOREN GLENWD SPGS, CO 81601 JACKSON/GLENWOOD SPR IN GS DENVER. CO 80211 GLENWOOD SPRINGS CITY OF % MARK J WAGNER 1441 EIGHTEENTH ST #100 DENV ER, CO 80202 GLENWOOD SPRINGS CITY OF % MARK J WAGNER 1441. EIGHTEENTH ST #100 DENVER, CO 80202 CARTER JACKSON RA NCH GLENWOOD SPRINGS CITY OF % MARK J WAGNER 1441 EIGHTEENTH ST #100 DENVER, CO 80202 CARTER JACKSO N RANCH GLENWOOD SPRING S CITY OF % MA RK J WAGNER 1441 EI GHTEENTH ST #100 DENVER, CO 80202 CARTER JAC KSO N RANCH GLENWOOD SPRINGS CITY OF % MARK J WAGNER 1441 EIGHTEENTH ST #100 DENVER, CO 80202 CARTER JAC KSO N RANCH GLENWOOD SPRINGS CITY OF % MA RK J WAGNER 1441 EIGHTEENTH ST #100 DENVER, CO 80202 CARTER JACKSO N RANCH HOLY CROSS ELECTRIC ASSOCIATION INC C/O HARLA N CASEY & ASSOC 3 190 S WADSWORTH STE 250 LAKEWOOD, CO 80227 TELINDE HARVEY D & JOAN 2165 CNTY RD 154 GLENWOOD SPR NG , CO 81601 PIFFER DUANE 2017 CNTY RD 154 GLENWOO D SPRNGS, CO 8 160 1 LAFRAMBOISE JAMES R & MARYC 2 177154TH RD GLENWOOD SPGS, CO 81601 05-13-1991 SA 09-20 -1 996 38 a 9 03-01 -1 993 o 0 GW 27.00 123 125 1180N 2300E NWNE 27 I I I PAGE2 TWN p c. 6S 89W s I REPORT DATE Mon Sep 24 09:59:47 CDT 2001 COLORADO WELLS , APP LI CATIONS , AND PERMITS COLORADO DIVISION O F WATER RESOUCES I PERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOG RE-1 SCHOOL DISTRICT GLENWD SPR INGS %WRIGHT WATER ENGINE ERS BOX 219/818 COLORADO AVE GLENWD SPRINGS, CO 81602 GLENWD SPG, CO 81601 LAKE EDWARD J GLENWD SPGS, CO 81601 154 GLENWD SPGS, CO 81601 HOLYCROSS ELECTRIC ASSOC INC P 0 DRAWER 2150 GLENWOOD SPGS, CO 81 602 HOLY CROSS ELECTRIC ASSOC INC P 0 DRAWER 2150 GLENWOOD SPGS, CO 81602 HOLY CROSS ELECTRIC ASSOC INC P 0 DRAWER 2150 GLENWOOD SPGS, CO 81602 KISTLER INDUSTRIES GLENWD SPGS, CO 81601 RE -1 SCHOOL DISTR ICT GLENWD SPRINGS %WRIGHT WATER ENGINEERS BOX 219/818 COLORADO AVE GLENWD SPRINGS, CO 81602 TURNER R.C. GLENWOOD SPRING, CO 81601 THOMPSON VIVIAN RT #1 BOX 240 GLENWD SPGS, CO 81601 MORGAN NANCY RANDOLPH 1319117 ROAD GLENWD SPRGS, CO 81601 RE-1 SCHOOL DISTRICT GLENWD SPRINGS %WRIGHT WATER ENGINEERS BOX 219/818 COLORADO AVE GLENWD SPRINGS, CO 81602 MORGAN RA & MARGARET 1501 117 ROAD GLENWOOD SPGS, CO 81601 FOUR MILE RANCH CO GLENWOOD SPGS, CO 81601 127 ROAD GLENWOOD SPGS, CO 81601 EP 01-14-1980 EP 03-12-1981 38 0 0 GW 0 0 0 0.0 SESW 27 PAGE 1 TWN p 6S 89W S ........... --------~--~~ I I I I I I I I I I I I I I I I I I I APPENDIX B -REQUEST FOR PRELIMINARY SURF ACE DISCHARGE LIMITS AND PRELIMINARY EFFLUENT LIMITS FOR THE PROPOSED GRIZZLY CREEK WWTF , GARFIELD COUNTY, COLORADO (when received, this will be included .) JOB NO. 12794 1· I I I I I I I I I I I I I I I I I I CHURCH & Associates, Inc. ENGINEERS & GEOLOGISTS June 27 , 2001 COLORADO DEPARTMENT OF HEALTH ATTENTION: Susan Nachtrieb , WQUCD-P-B2 4300 Cherry Creek Drive South Denver, Colorado 80222-1530 Subject: Request for Preliminary Eftl.uent Discharge Limits Onsite Wastewater Treatment Sy stem, Grizzly Creek Rest Area, Glenwood Canyon NW 1/4, Section 5, T6S , R89W, 6th P .M ., Garfield County, Colorado Job No. 12794 Dear Ms . Nachtrieb, I'm writing to request preliminary surface water discharge limits for the Grizzly Creek Rest Area I Glenwood Canyon, Garfield County, Colorado .. There are problems with the existing onsite wastewater system (OWS) and it is proposed to replace the existing subsurface discharge with a treatment system and · surface discharge . The Grizzly Creek Rest Area is an active rest area in Glenwood Canyon. The design flow would be approximately 5000 gallons per day (GPD). It is proposed to discharge effiuent to the Colorado River as it flows through Glenw ood Canyon wi thin the NW 1/4 Section 5, T6S, R89W, 6TH P .M . In evaluating treatment alternatives, t he best apparent alternative is to install a wastewater treatment system with the final effluent discharge to Colorado Ri v er as a point source. The proposed surface discharge area would be on Grizzly Creek Rest Area property to the Colorado River. An USGS vicinity map is included as Figure I . A more specific site plan as attached as Figure 2 . An Application for Site Approval will be prepared . This has been discussed with Joe Bair of Washington Group, Inc ., representing Colorado Department of Transportation (CDOT). We are in the initial planning and design stages. CDOT would like to complete the construction prior to the summer 2002 high-use period, although we have indicated this would be difficult . Your prompt attention would be appreciated . Any comments or guidance you can provide would be welcome . If you have questions or comments, please call me at 303-463-9317. CHURCH & Associates , Inc. Edward 0 . Church, P .E. 1 copy sent Copy, Washington Grou p, ATTN Joe Bair, P .O . Drawer 309, Glenwood Springs, CO 81602 DENVER 4501 Wadsworth Boulevard Wheat Ridge , CO 80033 303.463.9317 Fax: 303 .463.9321 CAS T L E ROCK 303.660.4358 EV ER G REE N 303.816.1455 LOV EL AND 970.663.2124 1-GRIZZLY CREEK REST AREA NOTTO GARFIELD COUNTY, COLORADO SCALE I I I I DISCHARGE LOCAT ION . I I I I I I I I I I I I I WASTBVATER DISCHARGE LOCATION JOB NO. 12794 FIGURE 1 I 1.· GRIZZLY CREEK REST AREA GARFIELD COUNIY, COLORADO I I I I I I ------·-···---· ------- I I I I I I DISCHARGE LOCATION I I JOB NO. 12794 SITE PLAN I NOTTO SCALE APPROXIMATE LOCATION OF ROCK PILE FIGURE 2 r I I I I I I I I I I I I I I I I I I I APPENDIX C-MANUFACTURER INFORMATION JOB NO . 12794 ~---------------·~ I I I I I Installation Manual and Operating Guidelines For Single-Wall and Double-Wall Fiberglass Underground Storage Tanks I 11 I I I I I I I , ' I I I I 6. ANCHORING TANKS · A CAUTION Xerxes re commends th at all tan ks be an ch ored in in sta fla · fions in wh ich the tank could be exposed to wa ter. Xerxes recommends that every site be thoroughly evaluated for the po tential of a rise in the local wa ter table or of trapped wa ter. Failure to anchor a tank under these conditions may damage the tank or surrounding prope rty. 6.1 . DEADMAN ANCHORS 6.1.1. A deadman is typica ll y a reinfor ced concrete beam . 6.1.2. The length of the deadman is typ ica!!y equal to the length of the tank. 6.1.3 . A deadman may be fabricated in multiple sections as long as the tota l length is not decreased and each section contains at least two balanced anchor points. 6.1.4 . The width and th ickness of the deadmen depend on the tank diameter, water-tab le he ight , numbe r of attached collar risers and burial depth . 6.1.5 . Deadmen shou ld be designed according to the Amer ican Conc rete Institute (AC !) code . 6.1.6. Refer to TABL E 6-1 for typical deadmen dimensions given the situation of an empty tank with a burial depth of 3 feet, with groundwater to grade and with one attached collar riser. Typica l Tan k Dia meter Dead man Dime nsions (Wi dth x De pth) 4' 6" x 6" 6' 12" x 12 " 8' 12 " x 12" 10' 18 " x 12 " 12 ' 36 " x 8" TAB LE 6·1 6.1.7. Tanks of 10-foot diameter and a capacity of 30 ,000 gallons or mo re may require larger deadmen than those in TABLE 6-1, depend ing on buria l depth , to offset buoyancy. Contact techn ical support at Xerxes Minneapo lis for further informat ion. 6.1.8 . Lay the deadmen in the excavation pa rallel to the tank and outs ide of the tank "shadow ." (See FIGURE 5-3 .) 6.1.9. In multiple tank installations with deadmen : • each tank wi ll ha ve its own set of deadmen (one deadman ma y be used between two tan ks if the deadman is double in . width); • a separate anchor po int must be provided for ea ch hold - down strap; • the min imum spacing between tan ks must be no less than twice the width of a single deadman . 12 6.2. XERXES DEAD MANANb:froRs: . :c-,or,,.;~,,,"~:~;;;, •.· ·:. -:-.~~/ · .. · -_ · 6.2 .1. A Xe.rxes-si.Ipp iied de adman is pre -en~l~;~red'a"~d ·;z~d-'-- . to the tank ordered . As with an y deadman , water-tab le he ight , number of attached co llar rise rs and buria l depth must be considered . 6.2.2. Placemen t of a Xe rx es deadman is the same as a standard deadman. (See FIGURE 6-1 .) 6.2.3. A Xerxes deadman is supplied with 3/4-inch-diameter, plate d U-bolts . These bo lt s protrude up through the slots in the deadman and are held in place with cotter pins . A_ WARNING Only us e the U-bo lts whe n lifting and position ing the deadmen . A spreader bar may be required to lift longe r sections of deadmen. Use guy ropes to guide the anchors when lifting. Fa ilure to do so could result in death , se rious perso nal injury or property damag e. 6.2.4. The U-bolts can be moved and posit ioned to match the hold -down strap locations on the tank (marked by arrowhead symbols ..,....._. 6.2.5. When using these dead man anchors in man-out-of-ho le strapping applications , align the U-bolts with the proper ribs before setting them in the hole. 6.2 .6. Care should be taken to _keep backfill from entering the U-bolt slot until final ad justment is made . 6.2 .7. The deadmen are to be butted togethe r at the tank center, on each side of the tank when multip le sections are used. 6.2.8. Use one U-bolt per strap end and only one strap per U-bol t. 6.3. ANCHOR SLAB 6.3.1. An anchor slab is typical ly a reinforced concrete base. 6.3.2. The total length of the slab must be at least the same as the length of the tank . 6.3.3. The minimum slab thickness is 8 inches . 6.3.4 . The width of the slab depends on the tank diameter. The slab mus t extend a minimum of 18 inches [12 inches for 4-foot- diameter tanks] be yond the width of the tank . 6.3.5. Refer to TABLE 6-2 and FIGURE 6-1 for anchor-point dimensions. 6.3.6. Provide a separate anchor point for each ho ld-down strap. 6.3.7. All anchor poin ts must be engineered to wit hstand the tank 's buoyancy forces. 6.3 .8. When using a concrete base slab, allow sufficient depth in the excavation for 12 inches of bedding material below the tan k. (See FIGURE 6-1 .) I I I _I I Tank Diame ter 'A' 'B' 4' 24 " 18 " 6' 35 " 23 " 8' 43" 31" 10' 57" 45" 12' 58" 50" Positi on Strap Cli p at Tank Top ·o · ! FIGURE 6-1 Anchoring Dimensions ·c· • D • 12 " 8' -4-1 /4" ! 13 " 12 ' -1" 15 " 15 ' -1" 15 " 18 ' -8-3 /4" 23" 22' -6-3 /4" TABLE 6-2 6.4. HOLD-DOWN STRAPS 'E' 'E' Min. Max. 27" I 30 " 42 " 48" 52 " 58 " 69 " 75 " 87'' 93 " 6.4 .1. On ly Xerxes straps may be used when anchoring a Xerxes ta nk. 6.4 .2. The locations for hold-down straps on each tank are marked on the tank by the arrowhead symbo ls..,...,... 6.4.3 . Straps mus t be used on all marked hold-down lo cati ons . A_ CAUTION Do not place straps between ribs (except on 4-foot- diameter tankS). Failure to properly place straps may result in tank damage. 6.4.4 . Da ta for ho ld-down straps are given in TABLE 6-2 and FIGURE 6-1. 6.4 .5. Evenly distribute loads by tightening all hold-down straps uniformly until they are snug over the ribs but cause no deflection of the tank . 6.4.6 . Take an in termediate measurement of the tank diameter afte r the straps have been installed and tightened. (See SECTION 14 .) 6.5. HARDWARE AND ANCHORING POINTS 6.5.1. Anchoring hardware must be sized according to TABLE 6-3 , and manufactured to industry standards and dimens ions . 13 Tank Minimum Turnbuckle Diame ter Minimum Diameter (by Type) Wire-Rope Hook. Jaw Eye Diameter 4' 3/4" I 1/2" I 1/2" 318" 6' 314" 1/2" 1/2" 3/8" 8' 1-1 /4" 3/4" 3/4" 1/2" 10 ' 1-1 /4" I 314" 3/4" 1/2" 12' 1-1/4" 3/4" 3/4" 1/2" TABLE 6-3 6.5 .2. The installing contractor is respons ible for prov iding ha rdwa re and an chor poi nts of suffic ient size an d str engt h. 6.5.3. The particular configuration of hardware will be determ ined by the contractor, the owner or the owner 's representative . 6.5.4. Locate the anch or po ints as shown in TABLE 6-2 and FIGURE 6-1 . Re fer to dimension "E ." Align all anchor points with the marked arrowhead symbo ls..,...,.. on the tanks , wi thin a tolerance of± 1 inch . 6.5 .5. For specific information on hardware and its use , consult the hardware manufacturer or supplier. . 6.5.6. The insta ller is responsible for using appropriate and approved eng ineering -practices when fasten ing wire rope . Re fer to recommendations of wire-rope _manufacturer and supplier, and follow accepted industry standards when selecting, using , attaching or connecting wire rope . (See FIGURE 6-3, FIGURE 6-4 and FIGURE 6-5.) A CAUTION Use only appropriately sized hardware with the strap eye. Oversized hardware may damage the strap eye and result in personal injury or property damage. See FIGURE 6-2 for dimensions of strap eye. 1-3/8" t FIGURE 6-2 6.5.7. When connecting the end of a hold-down strap to the anc hor, common me thods are using a dro p-forged turnbuckle or a looped wire rope , or a combination of both, as shown in FIGURE 6-3 . 6.5.8. All exposed me tal on the anchor ing system must be coated or ga lvan ized to protec t aga inst corrosion . 6.5 .9. When fastening wire rope, use a minimum of two clips for a 318-inch wire rope and three clips for a 112-inch wire rope on each term in ation. See TABLE 6-3 for minimum wire-rope diameter. I It I I " ' ' I I I I I •• I I I I I I •• I I FIGURE 6-3 ~ I I 6.5.10 . Turn back from thimble the exact amoun t of wire rope specified by the manufacturer of the clips used . 6.5 .11. App ly the first clip at a distance from the dead end of the wire rope that is equal to the largest width of the clip used. (See FIGURE 6-4.) 6.5.12. For each clip, apply a LI-bolt over the dead end of wire rope. (See FIGURE 6-4.) (Note: Live end rests in saddle.) u-.eo+Clip ~Clip ~ l~~~.·····, Loop Dead End FIGURE 6-4 6.5.13. When two clips are required , apply the second clip as near the loop or thimble as possible . (See FIGURE 6-4.) 6.5.14. When more than two clips are required , apply the second clip as near the loop or thimble as possible , turn nuts on second clip firmly, but do not tighten initially. (See FIGURE 6-4.) 6.5.15. When more than two clips are required , space addiiionai clips equally between the first two, take up rope slack, and tighten nuts on each LI-b ol t evenly. 6.5.16 . Tig hten all hardware uniformly and follow the manufac- turer 's torque specifications. Double -check the tightness once the anchoring system is complete. 6.5.17. If forming a loop in the wire rope, a splice is requ ired for connecting the two ends together. Standard rigging pra ctice for splicing wire rope calls for using tw ice the number of clips recommended for a sing le-end termination. Use a minimum of four clip s for a 3/8-inch wire rope and a minimum of six clips for a 1/2-inch wire rope. Place the rope ends parallel to each other and inst all the clips as sh own in FIGURE 6-5. 14 3 /8 " Wire Rope -+---Li ve En d ---l~-Dead E. nd-+1 1 ~Load Loa d_._ 1/2" Wire Rope ..-Load Live End---~-Dead Endl · Loa d~ ----De ad End----l---Live End--_,., FIGURE6-5 6.6. MAN-OUT-OF-HOLE ANCHORING 6.6.1 . The Xerxes man-out-of-hole (MOH) strap ping system is designed for use in installations where water is in the excavation and /or where personnel may not enter the hole because of site restraints. An MOH strapping system can be, bu t need not be , used in conjunction with Xerxe s deadmen. 6.6.2. When using the MOH strapping syste m, the placement of components is critical. (See FIGURE 6-6 .) Load Binder FIGURE 6-6 6.7. ALTERNATE ANCHORING METHODS IN WET- HOLE INSTALLATIONS 6.7.1. In wet-hole installations , when Xerxes ' preferred method of man-out-of-hole anchoring is not availab le, the methods des cribed below may be used . 6. 7 .1.1. With both methods , place the hold-down strap between the wire rope and the tank so that the wire rope is never in direct contact with the tank. 6.7 .1 .2. The H-shaped positioning clips around the strap are designed to accommodate the wire rope on top of the strap as shown in FIGURE 6-7 and FIGURE 6-8. ' ,, 6.7 .1.3 . 'rhe following method is shown in FIGURE 6-7: • attach a wire rope to each end of each hold-down strap; • secure the termination of the wire rope; (See SECTION 6.5. for suggested method.) • center each hold-down strap on each rib marked with the arrowhead symbols ... ~; • place the deadmen on top of the wire ropes on each side of the tank; • lower the deadmen to the bottom of the excavation; • take the slack out of each wire rope and splice the termina- tion of the wire ropes on top of the tank. (See SECTION 6.5.) FIGURE 6-7 6.7 .1.4. The following method is shown in FIGURE 6-8: • loop a wire rope around the deadman at each location that cor- responds to each rib marked with the arrowhead symbo ls "'"~ ; • secure the termination of the wire rope ; (See SECTION 6.5. for suggested me thod.) • lower each deadman to the bottom of the excavation using the wire rope ; • center each hold-down strap on each rib marked with the arrowhead symbo l s"'"~; • bring the live end of each wire rope up to the top of the tank at each marked rib; • take the slack out of each wire rope and splice the termina- tion of the wire ropes on top of the tank . (See SECTION 6.5 .) FIGURE 6-8 7. BOITOM SUMPS AND FITTINGS 7.1. GENERAL 7.1.1. If the tank has a bottom sump or fitting, take extra care that the tank does not res t or roll on the bottom sum p or fitting prior to installation. 15 7.1.2. During installation, pro vide a clear area in the backfill bedding so that the tank rests on the backfill bedding and the sump or bottom fitting is clear. 7 .1.3. After setting the tank , fill and tamp the resulting void by using hand tools before continuing the backfilling. 8. INSTALLATION , A_ CAUTION Adequately ballast the tank (add liquid) in a wet hole or in a dry hole that may become wet (for example, from site runoff) until the installation is totally completed. Failure to do this may damage the tank or surrounding property. A WARNING If product is used as ballast, exercise special care in handling. Safeguard against sparks, fire or product spills . Improper handling of product could cause a fire or explosion, and death, serious personal injury or property damage. A. WARNING Do not use air pressure to test tanks that contain or have contained flammable or combustible liquids or vapors. The fuel and air mixture could explode and cause death, serious personal injury or property damage. Tanks should be air tested before ballasting. 8.1. GENERAL 8.1 .1 . Use only approved backfil l material. (See SECTION 4.) 8.1.2. Do not mix approved material with sand or in situ soil. 8.1.3 . Do not use in sit u soil as backfill material. 8.1.4 . All excavated in situ soil must be replaced with approved material. 8.2. DRY-HOLE INSTALLATION 8.2.1. Prepare a smooth le vel bed, 12 inches thick, of approved backfill material. 8.2.2. Place the tank or tanks onto the bed . Do not set Xerxes tanks directly onto a concrete slab, on timbers or cradles , or onto the in situ soil. 8.2 .3. As the tank is be ing placed, slo pe the tank according to site specifications. (Xerxes does not require that a tank be sloped. The slope is determined by the tank owner's specifications.) 8.2.4. Sloping of tanks may affect accuracy of Xerxes ca libra- tion charts . 8.2.5. If a double-wall tank is sloped, the monitor sho uld be at the lo w end. 8.2 .6. Use the tops of the ribs to es tabl ish long it ud in al leve l. Estab li sh lateral level by placing the level across the top of a fitting or a manway. I ,. I I I I I I I , . I I I I I I -~ -I I 8.2.7 . When the tank is placed , take the first diameter reading (Defiection Reading "A" on the Installation Checklist ). See SECTION 14 for instructions on taking deflection readings . 8.2.8. If iank is io be anchored, install the anchoring hardware at this time . (Se e SEC TION 6.) 8.2.9. Place one 12 -inch lift of approved backfil l ma teria l evenly around the tank. From the edge of the hole or the top of an adj acent tank, push th e backfill in place by us ing a nonmeta l probe Jong enough to reach beneath the tank. Work the backfrll material unde r the tank body and domes so the tank is fully supported -that is, so there are no voids under the tank. (See FIGURE 8-1 and FIGUR E 8-2.) Ji CAUTION Do not strike the tank with the probe or tank damage may result. FIGURE 8-1 1111~1 1111 11111 Il l ~ 1 1 111~11111~11111~11111 FIGURE 8-2 8.2.10 . Repeat Step 8.2.9. with a second 12-inch lift. 8.2.11 . Aft er the seco nd lift of material has been place d and worked under the tank, bring the backfill to the top of the tank. 16 8.2.12. When the backfill is to the top of the tank , take the followi ng steps: 8.2.12 .1 Take the secondary diameter reading as an in -process check (Defiect ion Reading "B" on the Installation Check li st ). See SECTION 14 for instructions. 8.2.12.2. Repea t the 5 psig air test [3 psig for 12-foot ta _nks] as outlined in SECTION 3, soaping all exposed areas of the tank and all fittings, and monitoring the pressure for one hour. 8.2.13 . After complet in g the air test and measurement of tank defiection , ba llast the tank until piping insta llation and final backfilling to grade is compl eted. When filling the tank , make su re that the tank is adequate!y vented. The vent mus! be !arge enough to allow the displaced air to escape. (See SECTION 10.) A_ WARNING If product is used as ballast, exercise special care in handling . Safeguard against sparks , fire or product spills. Improper handling of product could cause a fire or explosion, and death , serious personal injury or property damage. 8.3. WET-HOLE INSTALLATION 8.3.1 . Follow the dry-hole installation procedure with the fo llowing modifica tions: 8.3.1 .1. Before performing Step 8.2.1. of the dry-hole installa- tio n, pump the wate r from the hole and continue pumping to ma in ta in minimum water level during tan k ins talla tio n. 8.3 .1.2. Dur ing Step 8.2.2. of the dry -hole inst allation, when sett ing and leveli ng the tan k, partially ballast the ta nk until it settle s fi rm ly on the prep ared bed. The ball ast level in th e tan k mu st never exceed the water level in the hole by more than 1 fo ot until the bac kfill reac hes the top of th e ta nk. (See FIGURE 8-3.) FIGURE 8-3 8.3 .2. Cover depth must meet minimum dep th specified in SE CTION 5 of this Inst all at ion Manual. 8.3.3 . Completely ballast the ta nk once backfill is even with the top of the tank. I I I I I I I I I I I I I I I I I I I Enterprises, Inc .. 4420-B Alliso n Street Wheat Ridge, CO 80033 1-888-560-3334 www.scgenterprises.com FIRM PROFILE SCG Enterprises has provided Onsite Wastewater System products and services to over 2000 resident ial homes and over 40 commerc ial facilities including schools , camps , lodges, convenience stores , gasoline service stations, and restaurants. SCG Enterprises is the Colorado distributor for Orenco Systems® Incorporated (OSI); a research, engineering , and manufacturing firm dedicated to the development and production of the highest quality wastewater treatment products at the most reasonable price . OSl's product line includes the AdvanTex" .. Treatment system, the ProSTEP™ septic tank effluent pumping system, Biotube ® effluent filters, sand filter packages , control panels , and flow distribution equipment. SCG Enterprises is the Colorado distributor for the Nibbler® wastewater treatment system -specializing in the treatment of high-strength wastewater typical of restaurants, supermarkets , meat processing plants , and bakeries . The Nibbler Lite™ employs the patented Nibbler process for light commercial flows, and the Nibbler Jr™_provides treatment to residential or smaller commercial flows . SCG Enterprises services include evaluation of existing systems, consultation to design engineers with respect to high strength waste considerations, the application of treatment technologies, and distribution system design . We also perform compliance monitoring and workshop training, as well as installation , operation, and maintenance services. Representative Projects > Lakeview Resort " Moffat Elementary > Chief Hosa Lodge ,... > Berthoud Pass Ski Area > Peyton Elementary > Hog Heaven Cafe );;> Buffa lo Bill Museum );;> Sedal ia Elementary )> St. Walburga Abbey );;> TOT AL Service Stations );> CONOCO Stations );> Titan Industrial Park );> Camp Ilium )> Western Co nveni ence )> Deckers Resort )> Aspen Park Center )> Camp Alexander > Pine Entertainment )> Pine Creek Cookhouse > Sacred Heart Retreat >-O'Brien 's Cafe I I I I I I _I I _I I Over the past 20 years, the com- pany has grown ro become an industry leader, with more than 165 employees and 70 disrribu- rors, who represent most of rhe Unired Stares, Canada, pans of Europe, Australia, New Zealand, and Chile. Research, Product Development, Manufacturing, and Sales Supporr are handled our of our 23-acre faci!iry in Sutherlin, Oregon . Orenco designs and manufactures advanced onsire (decencralized) wasrewarer technologies for individual propenies and small communities -properties rhar are nor connected ro centralized sewers or whose sewers are failing or ar capac1ry. Orenco Systems' Incorporated (}ltlfl_f!,ing rhc-w~~)' rhr;' WUrld Du (i ir:uu1L'tlter<& Our wasrewarer so!urions involve in-rank filrrarion sysrems (effiuent filters, pump vaulrs), secondary treatment systems (imermittent sand fi lters, recirculating sand filters, textile filters), collection systems (effluent sewers), pumping packages, accessory item s, and electrical controls. Our products and systems allow treated effiuenr ro be returned harmlessly w the environment via drainfie!d, lagoon, consm1cred wetland, or subsurface irrigation. We maintain an environmental Jab and invest rime and money in a continuing research program, often in cooperation with colleges and universities. Our research and technologies appear in numerous publications, including Metcalf & Eddy's Wastewater Engineering: Treatment, Disposal, Reuse and Crites & Tchobanoglous' Small and Decentralized Wastewater Treatment Systems. Our engineers are regularly asked ro give workshops, and our systems have been installed all over rhe world . 1-800-348-9843 • www .orenco .com I I I I I I I I I I I I I I I I I I I AdvanTex™ -AX Treatment Systems Ove1V iew Orenco's AdvanTex™-AX Treatment System is an innovative technology for onsite treat- ment of wastewater. The heart of the System is the AdvanTex™-AX Filter, a sturdy, water- tight fiberglass basin filled with an engineered textile material. This lightweight, highly absorbent t extile material treats a tremendous amount of wastewater in a small space. For exampl e, the AXl 0 model has more than 20,000 square feet of surface area for biological breakdown of wastewater components, yet has a footprint of only 10 sq .ft. System Performance Oren co Systems® has been researching, desigring, ar1d te stL.~g a ·va.rie't'; of textile filters for more than 5 years . Orenco's textile filters have been installed throughout the United States on hundreds of sites, including federal demonstration projects, university testing facilities, single-family homes, commercial properties, and community systems. Unlike other wastewater treatment technologies, the AdvanTex™-AX Treatment System provides consistent. reliable wastewater treatment, even during "peak flow" conditions. The A dvanTex™-AX Treatment System includes a processing tank and a control panel with a programmabl e dosing timer. So it disch arges small amounts of treated wastewater, regularly, thro ughout the day. AdvanTex™-AX treats waste to better than "secondary" standards . Effluent can be used for drip or su bsurface irrigation, or discharged to shallow, inconspicuous trenches. It can also be discharged to fine -grained polishing filters for coliform removal and water reuse. System Benefits Significantly smaller land area is requ ire d for the AdvanTex™-AX Treatment System than is required fo r sand and grave l filters . That's because textile has demonstrated the capacity to support microbial populations that can treat filtered processing tank effluent at greater hydraulic loading rates . In fact, loading rates for AdvanTex™-AX Treatment Systems are typically 5-20 times higher than for sand filters. In addition, textile is lightweight (~.5 lbs/ft3), making it ideal for prepackaging and shipping, which simplifies installation and reduces costs. Applications The AdvanTex™-AX Treatment System is ideal for ... • New construction • System u pgrades and repairs • Pretreatment of moderately high-strength waste • Wherever typical secondary treatment standards suffice (min. 25 BOD /30 TSS) System Operation and Maintenance Like any advanced technology, the AdvanTex™-AX Treatment System should be serviced regu larly. AdvanTex™ is easy to service, easy to clean, and generates virtually no trouble- some activated sludge. Orenco Systems, Inc. provides a comprehensive , two -year warranty on all components. The AdvanTex™-AX Treatment System comes with an audible alarm to signal mainte- nance or high water conditions. And it's sized to allow for a minimum of 24 hours of wastewater storage (at average daily flows). That means an operator can provide service to the system during normal working hours, regardless of when the alarm occurs. Orenco Systems• Incorpora ted 1-800 -348-9843 TP-AX -1 Rev. 4.1 © 3/00 Page 1 I I I I I I I I I I I I I I I I I I I Advan Tex™-AX Filters Overview, cont. The AdvanTex™-AX System's pumps typically run just 90 minutes per day, so AdvanTex™-AX uses very little power ... an average of $4 per month (based on the national average of eight cents per kilo- watt hour). Compare that to power costs of up to $20-$60 per month for many "activated sludge" aero- bic treatment units. Treatment Methodology The AdvanTex™-AX Treatment System works just like a recirculating sand filter: a reliable, proven technology that Orenco's engineers have helped to perfect over the past 20 years. While the treatment process is the same, the treatment media is more efficient. In an AdvanTex™-AX Treatment System, wastewater percolates both through and between the textile media, whose complex fiber structure offers an extremely large surface area for biomass attachment (20,000 sq. ft. for model AXl 0). In terms of treatment, a key factor is the water-holding capacity (field moisture capacity) of the textile material. A visible biological film normally develops on the filter medium within a few days. BOD 5 and TSS reductions occur almost immediately. Design Criteria The AdvanTex™-AX (model AXI 0) uses a 1,500 gallon processing tank. The System is capable of treating 450 gallons of residential strength effluent that meets the following parameters: Primary Chamber Secondary Chamber Side View of a Typical AdvanTex™-AX Treatment System. • Based on typical average daiiy flows (e .g., 50 gpcd). • Residential peak weekly average flows are fypically 2 times normal average daily flows (i.e., Qpwa:::: 2Qa. Peak weekly average flows meet typical regulations govern- ing gpd-to-bedroom ratios) • Typical average residential processing tank effluent characteristics with an efflu- ent filter: BOD= 130 mg/L , TSS = 40 mg/L, TN = 65 mg/L, 0 & G = 20 mg/L Final effluent quality will vary depending on influent waste strength. For commercial systems, please contact Orenco's Application Engineering Department. TP-AX-1 Rev. 4.1 © 2/00 Page2 I I I I I I I I I I I I I I I I I I Introductory 0 & A AdvanTex™ Textile Filters The Evolution of Packed Bed Filter Technology Q., Are yo ur Advan Tex textile filters a new technology? A. Yes , but the treatment process is based on a proven technology: packed bed filters. In the Appendix, we 've included a chapter on "Intermittent and Recirculating Packed- Bed Filters " from the definitive textbook on decentralized waster water treatment: Small and Decentralized Wastewater Management Sys tems (Crites and Tchobanoglous, 1998). In that chapter, on page 714 , there is a brief summary of the history of packed bed filters: "Early Development and History of Use." The Appendix also includes two additional articles that discuss the use of textile media in wastewater treatment: "Use of Non-Woven F abric in Intermittent Filters," (Roy, Auger, and Chenier, 1998), and "Performance of Packed Bed Filters," (T. Bounds, E . Ball , H. Ball, 2000). Additional documentation can be provided at your request. Q. How can you take a 3 60-sq uare-foot packed bed filter, like a sand or gravel filte r, and compress it into just 10 to 30-square-feet? A. Because of the increased surface area of the textile media, combined with its large void spaces and its water holding capacity. This is a treatment process based on sound science, incorporating fundamental principles of physics (mass loading), chem- istry, and biology. Q. Why does textile have such a bigger surface area and void space than sand or g ravel? A . Because the textile media is fibrous , not solid. With a solid grain of sand or gravel , only the outside surface area is available for the attachment of bacteria. With textile , the surface area around each and every fiber is also av ailable. As a result, the surface area is more than 5 times greater than that of sand media. Orenco Systems• Incorporated 1-800 -348 -9843 Se ction 1 Rev. 1 © 4/00 Page 1 I I Introductory a & A, cont I 1. I I I I I I I I I I I I I I I Q. According to your research, you 're loading your textile filters as high as 45 gpd I ff. That's much, much higher than the typical loading rates for intermittent sand filters (1.25 gpd I ff) and recirculating sand filters (5 gpd I ff). How can you do that? A . There are a number of reasons why. The first reason is the larger surface area of the textile media, as noted in the previous question . The larger surface area gives greater colonies of bacteria an interface for oxygen exchange. The second reason is the greater void space in textile media, which is about 3 times greater than that of sand. Void space does two things; it allows for a free flow of oxygen and provides a larger void for solids accumulation . Free flow of oxygen combined with a large interface for oxygen transfer optimizes bacterial digestion. The SAR (Solids Accumulation Rate) is a measurement of how long a filter will last before it clogs with organic and inorganic particles, as well as grease and oil. The greater the SAR, the longer life a filter will have. The third is the greater water holding capacity of the textile media. An increased water holding capacity equates to a more sustainable environment for bacteria to live in. A poor water holding capacity creates an environment where bacteria dry out and sloughing can occur. Finally, water- holding capacity is important, because high water-holding capacity gives bacteria the time to digest organic waste. Textile media has about three times the water-holding capacity of sand. It 's important to note that these factors combine to allow substantial increases in loading rates. For example, one cubic foot of ISF sand media has about twice as much surface area as one cubic foot of RSF sand media. ISF sand media also has a better water holding capacity. However the loading rate of the RSF sand media is actually five times higher due to the great er void space. If we compare the sand medias, the ISF has more surface area and greater water holding capacity while the RSF has greater void spaces. ' To conclude, textile media optimizes treatment with a large surface area, greater void space, and increased water holding capacity, which allows the combination of the best attributes of the ISF and the RSF into one compact, packed bed filter. For this reason, textile filters have been found to be effective with actual loading rates up to 45 gpd I ft2 and with peak rates exceeding 45 gpd I ft2. Q. How long will the media last? A. The media should last indefinitely under normal domestic discharg e conditions. The synthetic fibers are made of durable and biodegradation-resistant polymers . Section 1 Rev. 1 ©4/00 Page 2 I I I I I I I I I I I I I I I I I I I Introductory a & A, cont. Q. Will the media need to be discarded or replaced, and, if so, how frequently? A. Not with the AX series filters. With the RX series filters, it may be necessary to replace the media on top. Here's why: With the AX series, the media hangs in aligned sheets. This style is built to accommodate solids accumulation, and, under normal conditions, should last indefinitely. It can be easily maintained by cleaning \Vith a hose or pressure washer. We expect the nominal interval between clearings to be several years, although, as with all biochemical processes, that will depend on the mass load ing of the system. Also, the biomat that develops on the media is where treatment occurs, so excessive cleaning does not assure improved performance; maintenance should be done by a knowledgeable and qualified operator. With the RX series, the media consists of random chips. While we expect the media to last indefi- nitely, this design does not accommodate cleaning. So the removal or replacement of some of the media on top may be required, since that's where solids, grease, and oil accumulate. We've been monitoring RX installations since 1996, and there is no indication that cleaning or replacement of media will be necessary in the near future. Section 1 Rev. 1.0 © 4/00 Page 3 I 1 AdvanTex™-AX Filter I I I I I I I I I I I I I I Applications Orenco's AdvanTex™-AX Treatment System is an innovative tech- nology for onsite treatment of wastewater. The heart of the System is the AdvanTex™-AX Filter, a sturdy, watertight fiberglass basin filled with an engineered textile material. This lightweight, highly absorbent textile material treats a tremendous amount of wastewate r in a small space .1 The AdvanTex™-AX Treatment System is idea! for: •Smal l sites •System upgrades and repairs •New construction • Poor soils • Nitrogen reduction •Price-s ensitive markets •Pretreatment The heart of the AdvanTex™-AX Treatment System is this sturdy, watertight fiberglass basin filled with an engineered textile material. ~/ I ~,,; ~; , CB I Orenco Systems• In corp orated Changing the Way the I Wo r/J Does Wa.rtewa ta 4 www.orenco.com Features/Unique Specifications •Wastewater treatment better than "Secondary" Treatment Standards •Co nsis t ent treatment, even during peak flows •Timer operation provides flow monitoring, flow modulation, and surge control •Fixed film textile media, operated in an unsaturated condition • No generation of activated sludge • Med ia loading rates as high as 45 gpd/ft1 • Consistent media quality •Lo w maintenance beyond annual servicing, after initial start-up period • Low energy consumption (under $5 /month power cost at national average electric rate of $.08 kWh) •Complete pre-manufactured package, ready-to -i nstall •Wa tertig ht construction, corrosion-proof materials, tamper- proof lid bolts • Quiet, odor-free operation Standard Model AX-10 Physical Specifications Dimensions Filter Basin Length Width Height Area (footprint) Filter Dry Weight AX -10 4 ft. 2.5 ft. 2.5 ft. 10 sg. ft. 150 lbs. ATO-AX-AX-1 Rev. 1.0 © 5/00 I I I I I I I I I I \ I I I I I I I I I Ventilation Fan Applications Orenco Ventilation Fans are used in AdvanTex™-RX Treatment Systems to gently push air through the textile media, ensuring adequate oxygen is available for biological treatment I B A L Specifications Dimensions Model FR100 A -Inlet Diameter (in .) 3.875 B -Overall Housing Diameter (in.) 9.75 L -Fan Body Length (in.) 9.125 Perfonnance Data Model FR100 Watts 20 Volts 115 Power Costs Per Month ($)* 1.15 CFM at O" H20 Static Pressure 108 CFM at .4" H20 Static Pressure 72 CFM at .8" H20 Static Pressure 19 CFM at 1.5" H20 Static Pressure na General Submittal Data Sheet Orenco Systems• Incorporated 1-800-348-9843 Orenco Ventilation Fans feature a UL recognized and UV protected resin hou sing, allowing the fan to be mounted in outdoor and wet locations , with air temperatures up to 140 deg. F. The fans are caulked atthe motor screws, wiring cables, and along the seams of the fan to prevent moisture from entering the housing. The wiring box features a waterproof gasket The fans are pre-wired and are 100% speed controllab le. Standard Models FR100, FR150 Model FR150 5.875 11.75 8.375 Model FR150 75 115 4.30 243 196 142 18 * approximate for co ntinuously running fan, at national average power cost of $.08/kwhr Materials of Construction Ventilation Fan Housing: The rmoplastic resin ESU-AX-VF-1 Rev. 1.0, © 4/00 I I I I I I I I I I I I I I I I I I I 12 .. -15 .. Dia. Biotube® Effluent Filters Side View Specifications handle assembly Biotubes Cutaway View General Submittal Data .Sheet Orenco Biotube Effluent Filters (U.S. Patents No. 4439323 and 5492635) are used to improve the quality of effluent exrting a septic tank. The Biotube cartridge is removable for maintenance; the handle assembly snaps into the notches in the top of the vault and the handie can be extended for easy removal of the cartridge. Standard Series FT1254-36, FT1554-36, FT1572-54, FTP1254-36, FTP1554-36, FT Pl 572-54 FTPXXXXXXAR Orenco Systems· Incorporated 814AIRWAY AVENUE SLJTHERUN , OREGON 97479 TELEPHONE: (541) 4594149 l !m)348·~ FACSIMILE: 1541 ) 4S-2884 I T1 Jodioot" ,i;de coll optioo L lncicates attached alarm float bracket Biotube cartridge height; (in) Va ult height (in.) '------Filter diameter (in.) P -1/16" Filtration L._ _____ Biotube effluent filter series *Vault height and hole height vary upon system configuration. Optimum hole height is between 65% and 75% of the tank's minimum liquid level. Materials of Construction: Vault Biotube Cartridge: Pipe Coupling: Handle Components: Support Coupling and Bracket PVC Polypropylene and polyethylene PVC PVC PVC ESU-FT-FTL-1 Rev. 3.0, © 2/03/99 Page 1 of 2 I 12" -15" Biotube® Effluent Filters (continued) I I I I I I I I I I I I I I I I I I c Dimensions Model FT1254=36 FTP1254-36 D -Nominal Diameter(in.) 12 H -Vault Height (in.) 54 h -Influent Hole Height 1 (in .) 22 I -Invert-to-Base Height (in .) 38 C -Cartridge Height (in.) 36 (Individual) Biotube Diameter (in.) 1.125 Number of Biotubes per Cartridge 38 Filter Surface Area (sq.ft) 33.6 Influent Hole Diameter (in .) 1.375 Number of Influent Holes 8 4" Sch. 40 Coupling 2 ' ' FT1554=36 FTP1554-36 15 54 22 38 36 1.125 61 54.0 1.375 8 H FT1572-54 FIP15n-54 15 72 56 54 1.125 61 81 .0 1.375 8 1) Influent hole height may vary depending upon the configuration of the tank. Optimum hole height is between 65% and 75% of the minimum liquid level. 2) PVC slide tee substitutes coupling system when optional slide rail system is used . Refer to Slide Rail submrttal. 3) Vault may be taller or shorter to accommodate particular installations. 4) Additional holes may be specified if necessary. ESU -FT-FTL-1 Rev. 11. © 10/Z2/98 Page 2 of 2 I I I I I I I I I I I I I I I I I I .1 .. I 12" Biotube® Duplex Pump Vaults Submrttal Data Sheet With External Flow Inducers For use with Duplex Orenco 4" Submersible Effluent Pumps L Support pipes r;.m...::i=:i------+--External Roat assembly* (not included) rTtMJL~-Roat assembly ---+--Biotube ® vault inducer Inlet holes ,.____,,_~w~·· ~~::_--+---Drain port (not included) Roat stem Redundant off float (not included) Biotube ® cartridge General Orenco 12" Biotub e Pump Vaults are composed of PVC cylindrical vaults with an ABS base, a Biotube screen cartridge and two suppo rt pipes. Effluent enters through inlet holes around the perimeter of the Biotube · va ult and flows through the Biotub es to the external flow inducers. Orenco Biotube Pump Vaults are covered by US patents #4439323 and 5492635. Applications Oren~12"Pump~ultsare~ed~ screen effluent being pumped from septic tanks or separate do sing tanks in STEP systems and on~site waste- water dis posal systems. Standard Models X4D 1254-1819 , X501260-2424, X401260 -2424, X501272-3630, X4D1272-3630, X5D1272-3636, X401272-3636, X5 01284-3630 , X4D 1284-3630, X501284 -3636, X4D 1284-3636. X_D12 __ -___ _ Orenco Systems· Incorporated 814AIRWAYAVENUE SUTHERLIN , OREGON 97479 TELEPHONE: (541 ) 459-4448 (8'.Xl) 348-9843 FACSIMILE: 1541) 459-2884 *External Roat Assemblies can only be used when pumping from the second compartment of a septic tank or a sepa rate pump tank. L__: Inlet Hole Height (in.) Cartridge Height (in.) Vault Height (in.) Cartridge Diamet er (in .) Duplex (D) ~-----Flow Indu cer Di ameter Specifications (in.) 1) The Biotube screen mesh contains holes 1/8" square and has a nominal open area of 50 %. 2) Turbine Effluent Pumps with fiow rates 40 gpm and under can be hous ed with a 4" flow inducer; pumps with flow rates over 40 gpm should be ho used in a 5" flow inducer: 3) When pumping from a single compartment tank or two compartment septic tank where both compartments are simulta- neously drawn down during pumping, the discharge rate shou ld not exceed approximately 40 gpm. Higher fi ow rates require a wa t ertight baffle or multiple tank arrangement, typ ica lly with an effluent ti lter in the primary tank Materials of Construction: Vaults: Biotub e Cartridge: Base: Roat Stem: c:, 1nnnrt Pi oe: PVC. Natural poly propylene . ABS. Sch .40 PVC. Sch. 80 PVC. ESU-XDT-1200 -1 Rev. 2.0, © 2/09/99 Page 1 of 2 I I I I I I . I I I I I I I I I I I I I 12" Biotube@ Duplex Vaults (continued) for use with Orenco 4" Submersible Effluent Pumps O·;-: . -j jb 11 Jj . '·:~· .. ···r -c: c . : T-· in·~.·! : M I~ i ~ • ~: ~ Biotube Vault 1!1 Cartridge Height 3" t ~ 161/z:' (for X4012) ~1 171/z:' (for X5012) Dimensions Model X_D1254"1819 · Nomin al Bi otlibe Va ult Diameter (in.) 12 Vault Hel glif(ln.) 54 Biotube Cartr idge Height (in.) 18 Scr een Are a (s q.ft) 16.8 In let Hol e Height" (in.) 19 Fl oat Settin g Range (fro m top of vault, inches) *May vary de pend ing upon the configuration of the tank. Vault Height f Inlet Hole Height X_D1260=2424 X_D12n-3636 12 12 60 72 24 36 22.4 33.6 24 36 x 01284"3636 12 84 36 33 .6 36 ES U-XDT-1200 -2 Rev. 2.0, © 1fl.J/9'3 Page 2 of 2 I I I I I I I I I I I I I I I I I I High-head Effluent Pumps Submittal Data Sheet 1 OOSI -5ClOSI series Actual View check valve (P10s & P20s oniy) bypass orifice ---discharge .------diffuser ~-------thrust pad shaft suction cap '-----coupling motor shell '------intake housing ExQloded View PTO 115 Liquid End General Orenco High-head Effluent Pumps are single phase effluent pumps that utilize a floating stack design to mini- mize sand and particle interference . The diffusers and impellers are com- posed of dissimilar materials for fric- tional resistance . All models are UL listed and CSA certified for use in screened effluent pumping applica- tions . Purchase for any other appli- cation nullifies the warranty. Consultation with Orenco personnel prior to alternative use is recom- mended. Applications Orenco High-head Effluent Pumps are designed to transport screened effluent (with low TSS counts) from septic tanks to transport syste ms. Standard Models See specifications for complete list Model Code Nomenclature: PXXXXXX I L Indi cates voltage . L (1=120VAC,2=240VAC) Indicates phase (1 =sing le phase, 3 = three phase ....__ __ Indicates horsepower ~---Indicates nominal flow (gp m) Orenco Systems· Incorporated 814AIRWAY AVENUE SlJTH ER LIN, OREGON 97479 TELEPHO NE: (541 )45~9 (!OJ)348-~ FACSIMILE: (541) 45S-2884 ESU-PU-PU-1 Rev . 3.0, © Z/09199 Page 1 ofZ I I I I I I I I I I I I I I I I I I I High-head Effluent Pumps, 10 -50 gpm (continued) Horsepower Stages Row(gpm) Diameter {in.) Disch. Size {in.) p 10 03 1/3 3 10 4 p 10 05 1/2 6 10 4 p 10 07 3/4 8 10 4 p 1010 1 10 10 4 1 P20 05 1/2 5 20 4 11 /4 p 20 07 3/4' 5 20 4 11 /4 P2010 1 7 20 4 11 /4 P2015 11/2 9 20 4 11 /4 P30 05 1/2 3 30 4 11/4 P30 07 3/4 4 30 4 11/4 P3010 1 5 30 4 11/4 P3015 11 /2 6 30 4 11 /4 P50 05 1/2 2 50 4 2 P5007 3/4 3 50 4 2 P5010 1 4 50 4 2 p 5015 11/2 5 50 4 2 Materials of Construction: Check Valve: Dis charge : Discharge Bearing : Diffusers: Impellers: Thrust Pads: Drive Shaft Intake Screen: Intake Housing: Suction Cap: Coupling: Shell: Lexan® with bronze body and Celcon valve seat High fiberglass thermoplastic (10 -30 OS ls) or stainle ss steel (50 OS ls) Nylatron® Lexan® Delrin® {Proprietary) Hexagonal stainless steel Corrosion-proof polypropylene High fiberglass thermoplastic Lexan® Stainless steel Stainless steel Length (in.) Mll{in.) 19 18 221 /4 20 251 /4 22 303/4 24 22 3/4 20 23 3/4 22 27 25 323/4 28 211 /4 22 24 24 261/2 27 31 29 211/4 22 24 24 261 /2 27 32 3/4 29 Franklin motor constructed of 100% corrosion-resistant stainless steel. Const ant lubrication through water-filled design . Hermetically sealed motor assures moisture-free windings. All thrust absorbe d by Kingsbury type thrust bearing. Rated for continuous duty. Protected against thermal overload and equipped with surge arrestors for added secur[ty. NEMA stan- dard 2-wire motor with ground . Equipped with 16/3 SO type cable. ® Nylatron is a registered trademark of Sta-Rite industries, Inc. ® Lexan is a registered trademark of General Electric Co. ® Delrin is a registered trademark of EJ DuPont de Nemours & Co . ® Celcon is a registered trademark of Celanese Plastics Co. ESU-PU -PU -1 Rev. 3.0 , © 2/09/99 Page2ol2 I I I I I I I I I I I I I I I I I I I Mercury Float Switches Submittal Data Sheet Control Switches "o n" Specifications Float Housing: The fl oat housing has a diameter of 2.81" and a length of 3.42'' Float Cord : Cords are 5/16'' in diameter and are available in lengths shown below. Model A Model T General Oren co Mercury Float Switches uti li ze single throw, single pole mercury-to- metal contacts for reliable sensory switching. The differential is only a few degrees from the horizontal posi- tion. All models are UL listed for use in water or sewage and CSA certifi ed. Model "A" ftoat switches are normally open; model 'T'float switches are nor- mally closed. Floats are typically sup- plied in assemblies which include a float stem (ordering explained below). Applications Float Switches are used to signal alarm and control panels (low amper- age) in tank pumping applications. Standard Model A,T. Model Code Nomenclature: MFXXXX I lodk,to'1ho floot modo" io order from the top of the tank and number offloats . Float Assembly Ex: MF3AT -ind icates three '"A'" floats and one 'T float; the 'T is the lowest on the float stem . Voltage 60 Hz, Single Phase 120VAC 2'!JJVAC 120 VAC 2'!JJVAC Maximum Current (amps) 13 13 13 13 Avai la ble Cord Lengths (~) 10, 1520,30,50 10, 1520,30,50 RoatType Normally Open Normally Closed Drawdown None None Materials of Construction: Roat Hou sing: Roat Cord: Roat Collar. Impact resistant non-corrosive PVC plastic for use in liquids up t o 140° F (60 ° C) Flexible 16 gauge, 2 conductor per SJ OW-A (UL), SJOW (CSA). Neoprene coating . ABS Orenco Syst ems· Inc orporated 814 AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE: (54 1) 459-4449 (800) 348-9843 FACSIMILE: (541) 459-2884 ESU·MF-MF-2 Rev . 3.0, © 01 /18/99 I I I I I I I I I I 1· I I I 1· I I I I Duplex Control Panels Specifications General Submittal Data Sheet Orenco Duplex Control Panels are specifically engineered for pressure sewer (STEP) systems and onsite septic treatment systems that require the use of two alternating pumps. Standard features include circuit breakers, an automatic/man- ual/off motor control toggle for each pump , an audio/visual high level alarm, reset, and a duplex alternator. Other standard features and options are listed on page 2. Orenco Panels are designed for use with mechani- cal and/or mercury float switches. Listed per UL 508; a UL-Canada list- ing is available. Applications Orenco Duplex Control Panels are used to control dual pumps, alarms, and other equipment as specified in pres sure sewers and onsite septic systems. Standard Models DAXl, DAX2. Model Code Nomenclature: DAXXXXXX [------! Indicates selected options (see p. 2). Indicates voltage . 1=120VAC. 2=240VAC. Panel Enclosure : Measures 15.5" high x 13.3" wide x 6.7" deep. NEMA 4X rated . Constructed of UV resistant fiberglass; hinge and latch are stainless steel. DAXl Pane l Ratings: 120 VAC, 3/4 hp, 14 amps, single phase, 60 Hz. OAX2 Pane l Ratings '. 240 V.4C, 2 hp, 14 amps, single phase, 60 Hz: Orenco Systems' Incorpo rated 814AIRWAY AVENUE SlJTHERLIN , OREGON 97479 TELEPHONE: (541 ) 45S-4449 (&XJ) 348-9843 FACSIMILE: (54 1) 459-2884 ESU-CP-DAX-1 Rev. Z.O , © 3/29/99 Page 1 of 2 I I I I I I I I I I I I I I I I I I I Duplex Control Panels (continued} ................................................................................. Standard Features Feature Motor-Start Contactor Pump Circuit Breaker Controls Circuit Breaker Toggle Switch Audio Alarm Audio Alarm Silence Rela Visual Alarm .· Duplex Alternator Specffication(s) 120 V,AC: 14 FLA, ~/4 hp, 60 hz; 2.5 million cycl es at FLA (10 million at 50 % of FLA). 240 VAC : 14 FLA, 2 hp , 60 hz; 2.5 million cycles at FLA (10 million at 50% FLA). 20 amps, OFF/ON switch . Sing le pole 120 VAC, double pole 240 VAC . DIN rail mounting with thermal magnetic tripping characteristics . 10 amps, OFF/ON switch. Sing le pole 120 VAC. DIN rail mounting with thermal magnetic tripping characteristics . Single pole -double throw H DA switch rated at 20 amps. 95 dB at 24", warble -tone sound. 120 VAC, automatic reset DIN rail mount. 7/8" diameter red lens, "Push-to-silence ." NEMA 4X , 1 watt bulb , 120 VAC. 120 VAC, cross wired style for independent lag pump function. Selector switch for locking one pump into lead position. Optional Features Feature Intrinsically Safe Control Relays Programmable Timer Redundan t Off Relay Heater Elapsed Time Meter Event Counter Pump Run Light Specification(s) Product Code Adder 120 VAC. Listed per UL 913, for Class 1 Div. 1, groups A, B, C, D hazardous locations . Larger enclosure r equired. 120 VAC, Repeat cyde from 0.05 seconds to 30 hours. Separate variable controls for OFF & ON time periods. 120 VAC, provides a secondary off. Sounds alarm on low level condition. DIN rail mount · Anti-condensation hea t er. Self-adjusting: radiates additional wattage as temperature drops . 120 VAC , 7-digit, non -resettable. Limit of 99,999 hours; accurate to 0.01 hours. 120 VAC, 6-digit, non-resettable. 7/8" green lens. NEMA.4X, 1 watt bulb, 120 VAC . IR PT RO HT ETM CT PRL ESU-CP -OAX -1 Rev. 2.0. © 3/2 9/99 Pa ge2ofZ I I I I I I I I I I I I I I I I I I I Distributing Valves coupli ng distri but ing valve uni on Top View Si de View General Submittal Data Sheet Oren co Automatic Distributing Valve Assemblies are pre-assembled for customer convenience . Each kit includes a Hydrotek® Distributing Valve, a section of clear pipe for each lateral, a ball valve, and the necessary elbows, unions, and cou- plings required for complete assem- bly. Applications Automatic Distributing Valve Assemblies are used to pressurize multiple zone distribution systems including sand fitters and drainfields. Standard Mo dels V4402A, V4403 A, V4404A, V4605A, V4606 A, V5807A, V5808A, V6402A, V6403A, V6404A, V6605A,V6606A. VXXOXA Orenco Systems· Incorporated 814AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE: (541 ) 459-4449 l&:XJ) 348-9843 FACSIMILE: 154 1) 459-2884 Botto m Vi ew ~Number of active outlet zones Number of available outlet Specifications Mate ri als of Construction All Fittings: Unions: Ball Valve: Clear Pipe: V4XXX Distributing Valves: V5XXX Distributing Va lves : V6XXX Distributing Valves: Sch. 40 PVC per ASTM specification Sch. 80 PVC per ASTM specification Sch . 40 PVC per ASTM specification Sch . 40 PVC per ASTM specification zones . Model series High-strength non-corrosive ABS polymer and stainless steel High-strength non-corrosive ABS polymer, stainless steel, and die cast metal High-strength non-corrosive ABS polymer, stainless steel , and die cast metal Assemblies used to pressurize drainfields at a higher elevation require check valves in the transport lines (check valves sold sepa rately). Other configuratio ns may vary depend ing upon system. Cont act Orenco for more information. ESU-SFA-VA-1 Rev. 2.0 , © 2104 /99 Page 1 of 2 ------------------- Distributing Valv.es (continued) 50 -~--=~--=--=~--=--=~~--=~~=1~~~--=--=-r-~~~~~~~~~~~~~~~~~ ••••• V5800A ~ 35 ---------_,_ --+ -----> 45 -t-..... + .. ..... +· ........ J -= 40 ~I-· ~ 1• -----~-,. "C , ---------,...,..... _....p~ :l -""" -- :z: 10 ----__ ~---1 V6400A ... j ........ l ............... I 5 - \- 1 l ~I L I -I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) Model Inlet Size (in.) Quiets Size (in.) Flow range (gpm) Max Head (ft) Min. Enclosure V4402A 1.25 1.25 10 -40 170 VB1217 · V440 3A 1.25 1.2 5 10 -40 170 . · VB1217 V44 04 A 1.25 1.25 10 -40 170 · VB1217 V4 605A 1.25 1.25 10 -25 170 RR2418 V46 06A 1.25 1.25 10-25 170 RR2418 V5807A 1.5 1 10 -40 170 RR2418 V580 8A 1.5 1 10-40 170 RR2418 V6402A 1.5 1.5 15 -100 345 . RR2418 V640 3A 1.5 1.5 15 -100 345 RR2418 V6404A 1.5 1.5 15-100 345 RR2418 V66 05A 1.5 1.5 15-100 345 RR2418 V6 606A 1.5 1.5 15 -100 345 RR2418 ESU -SFA -VA -1 Rev . 1.0, © 8/25/9 6 Page 2 012 I I Recirculating Splitter Valves Submittal Data Sheet I I I I I I I I I I ...___ B .1 · 10·.. c ) t A t inspection Port Discharge Baffle (enclosed) Return Ports PVC Pipe (not included) Buoy I . Specifications I Model RSV2U RSV3U A(in) 51/2 71/2 B (in) 161 /4 181 /2 I Cage Diameter (in .) 13 -13 Cage Height (in.) 191 /4 i9 l/4 Buoy Dia. (in) 111/2 111 /2 I Return Port Size (in) 3/4 1 Maximum Flow (gpm)t 60 100 t Inlet flow performance based on an inlet head pressure of three feet I Materials of Construction: I I All Pipe & Fittings: Buoy: PVC Sch. 40 per ASTM specifi catio n Rubber General Orenco Recirculating Splitter Valves (RSVs; US Patent #5,480,561) are constructed of PVC and rubber · co mponents for corrosion resis- tance. The RSV redirects 100 % of the incoming flow to the recircula- tion tank during periods in which the buoy is not seated, and 80% when the buoy is seated. An inspection port is provided for routine mainte - nance . Applications Orenco Recirculating Splitter Valves provide a guaranteed flow split for accurate recirculation in onsite sep- tic systems. Standard Models RSV2U ,R SV3U,RSV4U . Model Code Nomenclature : RSVX U RSV4U 91/2 203/4 13 191 /4 111 /2 11 /4 150 / ~nions included with product Indicates inlet and exit pipe size (inches). Orenco Systems· Incorporated 814AIRWAY AVENUE SLJTHERLIN, OREGON !17479 TELEPHONE: (541) 45~4449 1800) 348-9843 FACSIMILE: (541) 45~2884 ESU-SFA-RSV-2 Rev. 2.0. © 1/26/99 I I I I I I 1. I I I I I I I I I I I I Discharge Assemblies I' f f, i I' 1>------ 6 I Standard Style Low Hea d Style 1/8" drain hole Cold Weather Style Drainba ck Style union ball valve flexible hose check valve discharge stem 1/8'' bypass orific~ General Submittal Data Sheet Orenco Discharge (Hose & Valve) Assemblies are corrosion resistrint and adjustable for a proper fit The flexible hose dampens vibration from the pump and allows for easy instal- lation. All parts are either solvent we!ded or threaded and sealed with teflon paste. "Low head style" discharge assem- blies are designed for use with com- mon effluent pumps; "high head sty le" discharge assemblies are designed for use with submersible turbine efflu ent pumps. Applications Discharge Assemblies include all of the necessary plumbing (pipe, fit- tings, etc.) to convey effluent from a pump to the outside of a riser or pump ba sin. Standard Models HV100, HVl 25, HVl 50, HV200 . Model Code Nomenclature: HV XXXXXX L Indicates selected components (see · product code adders) Indicates componen t diameters (nominal; in .) Example: HV125BC-Includes all 11 /4" diameter components, a ba ll valve and check valve . Orenco Systems· Inco rpora ted 814AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE: (541 I 459-4449 (rol) 348-9843 FACSIMILE: (541 ) 459-2884 ESU -HV-HV-1 Rev. 3.0 , © 1/26199 Page 1 of2 I I I I I I I I I I I I I I I I I I I Discharge Assemblies (continued) Compo11ent & Product Code Adder Anti-Siphon Valve AS Ball Valves B Ch eck Va lve c Flexible Hose (standard ) External Flex Hose x High-Pressure Flex Hose PR Flow Control Disk FC Gate Valve G Pipe & All Fittings (standard) Unions (standard) Sizes Available (in.) 1, 1.25, 1.5,2 1, 1.25, 1,5,2 1, 1.25, 1.5, 2 1, 1.25, 1.5, 2 1, 1.25, 1.5, 2 1, 1.25, 1.5, 2 1, 1.25, 1.5, 2 1, 1.25; 1.5, 2 1, 1.25, 1.5, 2 1, 1.25, 1.5, 2 Material(s) of Construction Sch . 40 PVC Sch.40 PVC Sch . 40 PVC PVC PVC Specially compounded elastomer, synthetic, high tensile textile cord Sch. 80 PVC Sch . 80 PVC Sch .40 PVC Sch . 80 PVC General Specifications Working Pre ssu re = 150 psi @73° F. Working Pressure= 150 psi @73 ° F. Working Pr essure = 150 psi @ 73 ° F. Length varies with system config uration . Thickness & Limiting Pressures @73 ° F: Size Wall thk Working Bursting 1'' .11" 100 psi 355 psi 11 /4" .13" 80 psi 285 psi 1 1/2" .13" 70 psi 270 psi 2" .16" 64 si 230 si Hose is the same as listed above. Length varies with system configuration . Thickne ss & Limiting Pre ssures @ 73° F: Size Wall thk Working Bursting l" .235" 250 psi N/A 11 /4" .24" 200 psi N/A 11/2" .24" 150 psi N/A 2" .22" 150 si N/ A Disk thickness= 1/8". Working Pre ssu re = 150 psi @73 ° F. Lengths of pipe vary with system config- uration. All components are either solvent welded or threaded an d sealed with teflon paste. Wo rking Pressure = 150 psi@ 73 ° F. ESU-HV-HV-1 Rev. 3.0, © 01 /1 2/99 Page 2 of 2 I I I I I I I I I I I I I I I I I I I Lid Insulation (for fiberglass access lid s) Submittal Data Sheet Side View (lid insulation in place) Side View Specifications Dimensions Model INS2 1X 0.0. (in.) 20 Thickness Increments (in.) 2 R-Value (per increment) 10 TaperAngle (approx.) 15 Materials of Construction: Insulation: Screws: Screw Plate: Blue Styrofoam Stainless Steel PVC per ASTM 0-1784 Model INS24X 23 2 10 15 General Orenco Lid Insulation is attached to the Oren co fiberglass lid using stain- less steel screws and a screw plate. Insulation is stackable for addrtional thermal protection. Applications Orenco Lid Insulation is used to insu- late Orenco fiberglass access lids. Standard Models INS212, INS242, INS302 Model Code Nomenclature: INSXXX / L Indicates insulation L thickness (inches) Indicates diameter of lid being fitted (inche s) Model INS30X 28.5 2 10 15 Orenco Systems· Incorporated 814AIRWAYAVENUE SUTHERLIN, OREGON 97479 TELEPHONE: (541)45$-4449 (800) 348-9843 FACSIMILE: (541) 45S-2B84 ESU-RLA-INS-1 Rev. 2.0 , © 2104199 I I I I I I I I I I I I I I I I I 1- I Access Risers bolt catch Specifications Dimensions Model RR2 1XX Model RR24XX 1.0. (in .) 20.75 23.5 Wall Thickness -excluding ribs (in.) 0.12 0.14 0.0. -including ribs (in.) 22.25 25.18 Materials of Construction: Submittal Data Sheet General Orenco Access Risers are con- structed of ribbed PVC pipe and are available in 21",24", and 30" diame- ters . Bolt catches for attaching Orenco fiberglass lids are attached to the riser with MA320 adhesive. Risers are available in any height in one inch increments. When part of a pumping package, risers are required to be at least 24" in diameter and 12" tall . When used in conjunction with 2" discharge plumbing assemblies, a riser must be at least 24" in diameter and 18" t all. Applications Orenco Access Risers are used to provide easy access to septic tank access ports for maintenance pur- poses. Standard Models RR21XX, RR24XX, RR30XX. Model Code Nomenclature: RR XX XX+XX+XX l l Llndicates dis charge · grommets installed. Indicates splice box or splice box grommet installed. Indicates height (inches) Indicates ribbed pipe diameter (inches) Model RR30XX 29.5 0.20 31.42 Ribbed PVC Pipe: Bott Catch: PVC (per ASTM D-1784) drain pipe tested in accordance wrtn AASHTO M304M-89 PVC Orenco Systems· Incorporated B14AIRWAY AVENUE SLJTHERLIN, OREGON 97479 TELEPHONE: (541) 459-4449 (B00 ) 34&-9843 FACSIMILE (54 1) 459-2884 ESU-RLA-RR-1 Rev. 3.0, © 2/03/99 I I I I I I I I I I I I I I I I I I I Splice Boxes cord grip Specifications Model No. of Cord Grips Conduit Size (in.) SBl 3/4 SB2 2 3/4 SB3 3 3/4 SB4 4 3/4 SB5 5 SB6 6 Materials of Construction: Conduit Coupling: Cord Grip: Sealing Ring : Splice Box: PVC per ASTM D-1784 Fiberglass reinforced polyamide (black) Neoprene PVC per ASTM D-1784 Submrttal Data Sheet General Orenco Splice Boxes are avai lable with 1 to 6 watertight cord grips . Included are heat shrink connectors, a neoprene sealing gasket and 4 stainless steel lid screws. Applications Orenco Splice Boxes are used in a riser to house spliced wire connec- tions between an electrical control panel and such equipment as efflu - ent pumps and float switches. Standard Models SB1, SB2, SB3, SB4, SB5, SB6. Model Code Nomenclature: SBXA l L Indi cates splice box is to be factory installed to the riser or pump basin Indicates the number of cord grips Splice Boxes are 4" wide x 3.45" long x 6.25" deep . They conform to UL 514C, CSA C22 .2 No. 85 1968, and have a NEMA 4X rating. Neoprene seal can withstand water pressures up to 70 psi . Cord grips are registered under U.S. patent No. 4,787 ,6 57 and conform to CSA file no . 92213. Grips can house cords that have a 5/16" diameter and can wfthstand temperatures of up to 21 t F (constant ) and 302° F (brief). Orenco Systems· Incorporated 814AIRWAY AVENUE SUTHERLIN , OREGON 97479 TELEPHONE: (54 1) 459-4449 (800) 348-9843 FACSIMILE: (541) 459-2884 ESU-SB -SB-1 Rev. 2.0, © 2/04199 I I I I I I I I I I I I 1· I I I I I I Orifice Shields Standard configuration shield ~-----orifice Non-drainback configuration (Orenco orifice shi elds may be placed on top of or beneath a lateral, depending on the location of the orifice) Specifications Dimensions Model OS075 OS100 Shield O.D . (in.) 3.5 3.5 Distribution Pipe 0.0 . {in.) 1.05 1.315 Materials of Construction: PVC {polyviny lchlori de) per ASTM 0-1784 OS125 3.5 1.66 Submittal Data Sheet General Orenco Orifice Shields snap-fit onto laterals. Orifice shields are covered by method-of-use patent no. 5,300,556. Applications Orenco Orifice Shields are used in a pressurized distribution system to protectthe orifices from backfill debris that might cause orifice blockage. Standard Models OS075, OSl 00, OSl 25, OS150, OS200 Model Code Nomenclature: osxxx L Indicates the corresponding lateral size (in .) OS150 OS200 4.5 4.5 1.90 2.375 Orenco Systems' Incorporated 814AIRWAY AVEN UE SUTHERLIN , OREGON 97479 TELEPHONE: (541 1459-4449 (Im) 348-9843 FACSIMILE: (541 ) 45S-2884 ESU-SFA-OS-1 Rev. 3.0, © 2/03/99 COLORADO DEPARTMENT OF HEALTH Water Quality Control Division 4300 Cherry Creek Drive South Denver, CO 80222 -15 30 APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OR EXPANSION OF: A. DOMESTIC WASTEWATER TREATMENT WORKS (INCLUDING TREATMENT PLANTS , OUTFALL SEWERS AND LIFT STATIONS) OVER 2000 GPD CAPACITY, B . INTERCEPTORS (IF REQUIRED BY C.R.S . 25-8-702(3)). APPLICATION: GRIZZLEY CREEK REST .AREA CDOT ADDRESS : P.O . BOX 2368. EAGLE . CO 81631 PHONE : 970-328-6385. Consulting Engineer 's Name and Address'-: _C=HUR===C=H=-&=-'Ao..=s=s=oc=i=at=e=s'-'ln=c·'---------------- __ 45_0_l_W~ad~s~w~o~rth~B~o~ul~e~v~ar~d,~Wh~ea=t~Ri~·=dg'""e~. ~C~0_8~0~0~3'-3-~3~30~3'----------PHONE : 303-463-93 17 A. Sununarv of information regarding new sewage treatment plant: 1. Proposed Location:' (Legal Description) -1/4. 1/4 , Section, 5 , Township 6 NORTH Range 88 WEST . GARFIELD County 2. Type and capacity of treatment facility proposed: Processes used : PACKED BED FILTER WITH SURF ACE DRAIN FIELDS Hydraulic: 5 000 gal/day Present PE 2220 3 . Location of facility: Organic _ __,1'""6""'. 6'""'7 __ _ lb s. BOD5/day Design PE -=22=2~0'--__ 0~Yo Domestic -~10~0 __ 0~Yo Industrial Attach a map of the area, which includes : a. 5-mile radius: all sewage treatment plants, left stations, and domestic wat er supply intakes . (see Fi gures l& 3 b. I-mile radius : habitabl e buildings, location of potable wat er well s, and approximat e indi cati on of the topography. ( see Figure 3) 4 . Effluent disposal : surface discharge to watercourse'-: ---'C=-O=L=O=RAD=-='""'O"-"-RI=VE.c..==-R'----------- Subsurface Land _______________ _ Evaporation Other _______________ _ State water quality classification of receiving watercourse(s) Request submitted. anticipated Cold water Aquatic Life, Class L Recreation Class 2. Agriculture and Water supply Proposed effluent Limitations developed in conjunction with Planning and Standards Section, WQCD BODs 30 mg/I , SS 30 mg/I Fecal Coliform 6.000 0 % /lOOml Total Residual Chlorine mg/I Ammonia mg/I Other ____ mg/I 5 . Will a State of Federal grant be sought to finance any portion ofthis project? ~N~o ___ _ 6 . Present zoning of site area? _N~O~T~Z=O~NE=D _________________ _ Zoning within a one-mile radius of site : ------------------ 7 . What is the distance do wnstream from the discharge to the nearest domestic water supply intake? NO DOWNSTREAM DOMESTIC INT AKE BETWEEN PROPOSED WTF AND GLENWOOD SPRINGS Nam e of Supply Addres s of Suppl y What is the distance downstream from the discharge to the nearest other point of diversion DOMESTIC WELL. PERMIT IDENTIFIED ON ST A TE ENGINEERS LOG . LOCATION SHOWN ON FIG 4 . Name of Supply Addr ess of Supply 1 WQCD-3 (Revised 8-83 ) 8. Who has the responsibility for operating the proposed facility? COLORADO DEP ARTMENJ OF TRANSPORTATION 9. Who owns the land upon which the facility will be constructed? COLORADO DEPARTMENT OF TRANSPORTATION (Pl ease attach co pi es of the document creating authority in th e a pplicant t o co n struct the pro posed fa cility at the s it e 10 . Estimated project cost~: ~$~1=12=3~7~0'--------------------------­ Who is financiall y responsible for the construction and operation of the facility ? COLORADO DEPARTMENT OF TRANSPORTATION 11. Names and address of all water and/or sanitation districts within 5 miles downstream of proposed wastewater treatment facility site . GLENWOOR SPRINGS WATER AND WASTEWATER DEPARTMENT IS THE CLOSEST DOWNSTREAM DISTRICT AND IS 5 MILES DOWNSTREAM. (Attach a se parat e sheet of paper if necessary) 12 . Is the facility in a 100-year flood plain or other natural hazard area? ~N'-"O'-------------­ If so , what precautions are being taken? -------------------------- Has the flood plain been designated by the Colorado Water Conseivation Board, Department of Natural : Resources or other Agency ? --~C=D~O~T~-----------------------­ If so , what is that designation? Please include all additional factors that might help the Wa te r Quality Control Division make an informed decision on you application for site approval . SEE APPENDICES G AND H DESCRIBING RECIRCULATING SAND FILTER TECHNOLOGY IN GENERAL AND SPECIFICALLY IN COLORADO B . Information regarding lift stations : 1, The proposed lift station when fully developed will generate the following additional load: Peak Hydraulic (MGD) N .A. P .E . TO BE SERVED_~N~·~A~. _____ _ 2 . Is the site located in a 100 year flood plain~: _N~.A ______________________ _ If yeas, on a separate sheet of paper describe the protective measures to be taken . 3. Describe emergency systems in case of station and/or power failure ? ______________ _ 4 . Name and address of facility providing treatment : 5 . The proposed lift station when fully developed will increase the loading of the treatment plant to % of hydraulic and % of organic capacity and _________ agrees to treat this wastewater: Yes No ____ _ Treatment Agency Date Si gnature a nd T itl e 2 WQCD-3 (Revised 8-83 ) C. If the facility will be located on or adjacent to a site that is owned or managed by a Federal or State agency, send the agency a copy of this application. D . Recommendation of governmental authorities : Please address the following issues in your recommendation decision. Are the proposed facilities consistent with the comprehensive plan and any other plans for the area, including the 201 facility Plan or 208 Water Quality management Plan, as they affect water quality? If you have any further comments or question, please call 320-8333, Extension 5272 . Date 1. (l/"'/o\ Recommend Approval ,/ / .. · 2. /l cJJ, l/1 l wi / I ------ 4 . ----- 5 _Ni)v-no1 ; 6. ----- Recommend Disapproval No Comment Signature of Representative y Board of Health I certify that I am familiar with the requirements of the "Regulations for Site Applications for Domestic Wastewater Treatment Works," and have posted the site in accordance with the regulations. An engineering report, as described by the regulations has been prepared and is enclosed. DATEWk~~ Keith E . Powers, P.E. Resident Engineer Coor Signature of Applicant TYPED NAME 3 WQCD-3 (Revised 8-83) ATTACHMENT OF SITE APPLICATION In accordance with C .R.S. 1981 , 25-8-702 (2)(a), (b), and (c), and the "Regulations for Site Applications for Domestic Wastewater Treatment Works", the Water Quality Control Division must determine that each site location is consistent with the long range, comprehensive planning for the area in which is to be located, that the plant on the proposed site will be managed to minimize the potential adverse impacts on water quality, and must encourage the consolidation of wastewater treatment works whenever feasible . In making this determination, the division requires each applicant for a site approval or a domestic wastewater treatment works to supply an engineering report describing the project and showing the applicant's capabilities to manage and operate the facility over the life of the project to determine the potential adverse impacts on water quality. The report shall be considered the culmination of the planning process and as a minimum shall address the following: Service area definition including existing population and population projections, flow/loading projections, and relationship to other water and wastewater treatment plants in the area. Proposed effluent limitations as developed in coordination with the Planning and Standards Section of the Division. Allow minimum four weeks processing time .) Analysis of existing facilities including performance of those facilities . Analysis of treatment alternatives considered. Flood plain and natural hazard analysis . Detailed description of selected alternatives including legal description of the site, treatment systems descriptions, design capacities, and operational staffing needs . Legal arrangements showing control of site for the project life . Institutional arrangements such as contract and/or covenant terms for all users, which will be finalized to , accomplished acceptable waste treatment. Management capabilities for controlling the wastewater throughout and treatment within the capacity limitations of the proposed treatment works, i .e . user contracts, operating agreements, pretreatment requirements. Financial System, which has been, developed to provide for necessary capital and continued operation, maintenance, and replacement through the life of the project. This would include, for example, anticipated fee structure . Implementation plan and schedule including estimated construction time and estimated start-up date . Depending on the proposed project, some of the above items may not be applicable to address . In such cases, simply indicate on the application form the non-applicability of those. 1:19 7-011/00nmc/CO_DEPT_HEALTH_APPL.doc 4 WQCD-3 (Revised 8-83) STATE OF COLORA.DO Bill Owens, Governor Jane E. Norton, Executive Director Dedicated to protecting and improving the he alth and environment of the people o f Colorado 4300 Cherry Creek Dr. S. Laboratory an d Radi ation Services Divis ion Denver, Colorado 80246-1530 8100 Lo w ry Blvd. Phone (303) 692-2000 Denver, Colorado 802 30-6928 TDD Line (303) 691-7700 (303) 692-3090 LocatedinG lendale,Colorado RECE IVED FEB 1 \ 2002 http://www.cdphe.state.co.us February 5, 2002 Edward Church, P .E. Church and Associates, Inc. 4501 Wadsworth Blvd. Wheat Ridge, CO 80033 RE: Proposed Hanging Lake Rest Area, Garfield County Dear Mr. Church: Colorado Department of Public Health and Environment The Colorado Department of Public Health and Environment, Water Quality Control Division, has completed your request for preliminary effluent limits (PELs) for the proposed Hanging Lake Rest Area's wastewater treatment plant (WWTP). Your current proposal is for a WWTP with a hydraulic design capacity of 0.005 million gallons per day (MGD). This proposed facility would discharge into Dead Horse Creek or the Colorado River in the NW lf.i of Section 5, Township 6 South, Range 89 West of the 6th P.M. in Garfield County. This portion of Dead Horse Cr eek is identified as stream segment COUCUC04, which means the Upper Colorado River Basin, Upper Colorado River Subbasin, Stream Segment 4. This stream segment is composed of the "All tributaries to the Colorado River, including all wetlands, lakes, and reservoirs from the outlet of Lake Granby to the confluence with the Roaring Fork River, which are on National Forest Land, except those tributaries included in Segments 1 and 2, and specific listings in Segments 8, 9, and 10." These identifications are found in the Classification and Numeric Standards for Upper Colorado River Basin and North Platte River (Planning Region 12). This portion of the Colorado River i s identified as stream segment COUCUC03, which means the Upper Colorado River Basin, Upper Colorado River Subbasin, Stream Segment 3. This stream segment is composed of the "Mainstem of the Colorado River from the outlet o f Lake Granby to the confluence with the Roaring Fork River." These identifications are found in the Classification and Numeric Standards for Upper Colorado River Bas in and North Platte River (Planning Region 12). Effluent limits for specific constituents are based on the type of permit a facility will require after construction. The Hanging Lake Rest Area WWTP may be covered by a general permit. The preliminary effluent limitations were developed for the Hanging Lake Rest Area WWTP based on effluent limits established in the Regulations for Effluent Limitations for a WWTP consisting of a mechanical wastewater treatment process, as well as the water quality-based effluent limits necessary fo r protection of the water quality of the Colorado River and Dead Horse Creek. A PELs evaluation is attached to document the findings and decisions that were used to derive the PELs in Table 1. Proposed Hanging Lake Rest Area Edward Church February 5, 2002 Page 2 BODs (mg/l) BOD5 (% removal) TSS, mechanical plant (mg/l) TSS, mechanical plant only(% removal) TSS aerated lagoon system (mg/l) Oil and Grease (mg/l) pH (s.u.) Fecal Coliform (organisms/100 ml) Total Residual Chlorine (mg/l) Total Ammonia as N, mg/l January February March and April May-November December BODs(mg/1) BOD5 (%removal) TSS, mechanical plant (mg/l) TSS, mechanical plant only(% removal) TSS aerated lagoon system (mg/l) Oil and Grease (mg/l) pH (s.u.) Fecal Coliform (organisms/100 ml) Total Residual Chlorine (mg/l) 85 (30-day average) 45 (7-day average), 30 (30-day average) 85 (30-day average) 75 (7-day average), 110 (30-day average) 10 (maximum) 6.5-9 .0 (minimum-maximum) 200 (7-d ay average), 400 (30-day average) 0.011 (30-day average)/0.019 (maximum) 0.7 (30-day average) 0 .6 (30-day average) 0.4 (30-day average) 0.3 (30-day average) 0.5 (30-day average) If you have any questions regarding this matter, please contact me at (303) 692-3614. Sincerely, =!!~ti Karen Young Environmental Protection Specialist Permits Unit, Water Quality Protection Section Water Quality Control Division ENCLOSURE cc: Local Health Departmen t Dwain Watson, District Engineer, Grand Junction Office Tom Bennett, Drinking Water and Wastewater Technical Services Garfield County File Hanging Lake Rest Area WWTF Water Quality Assessment PEL Name of Facility County WBID -Stream Segment Classifications Designation WATER QUALITY ASSESSMENT DEAD HORSE CREEK HANGING LAKE REST AREA WWTF Table A-1 Assessment Summary Hanging Lake Rest Area WWTF Garfield Upper Colorado River Basin, Upper Colorado River Subbasin, Stream Segment 04: All trib utaries to the Colorado River, including all wetlands, lakes, and reservoirs from the outlet of Lake Granby to the confluence with the Roaring Fork River, which are on National Forest Land,except those tributaries included in Segments 1 and 2, and specific listings in Segments 8, 9 and 10. COUCUC04 Cold Water Aquatic Life Class 1 Class 1 a Existing Primary Contact Recreation Agriculture Water Supply Undesignated I. Introduction The water quality assessment (WQA) of Dead Horse Creek near the Hanging Lake Rest Area Wastewater Treatment Facility (WWTF) was developed for the Colorado Department of Public Health and Environment (CDPHE) Water Quality Control Division (WQCD). The WQA was prepared for Preliminary Effluent Limits (PEL) to fac i litate issuance of the Colorado Discharge Permit System (CDPS) permit for the Hanging Lake Rest Area WWTF, and is intended to determine the assimilative capacities available to the Hanging Lake Rest Area WWTF for pollutants found to be of concern . Figure 1 on the following page contains a map of the study area evaluated as part of this WQA. The Hanging Lake Rest Area WWTF discharges to Dead Horse Creek. The ratio of the low flow of Dead Horse Creek to the Hanging Lake Rest Area WWTF design flow is 0: 1. The nearest upstream and downstream facilities had no impact on the assimi lativ e capacities available to the Hanging Lake Rest Area WWTF. Analyses thus indicate that assimilative capacities in Dead Horse Creek are extremely limited. A separate analysis of the assimilative capacities ofa di scharge into th e Colorado River (COUCUC03) shows assimilative capac ities that are very large. PEL Page 1of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL 'Gleoyvoqq C'at1yor1 CPOT R'~st Ate:as I N t . . ·~ ... ··.· .. · j " . . ··. ··\_J ·~·· } s; ~/ /( Analysis of Discharge to Dead Horse Creek According to USGS gage 09071300 flow information in a similar stream nearby (Grizzly Creek near Glenwood Springs) the monthly and annual low flow s in Dead Horse Creek are zero cfs. The Hanging Lake Rest Area WWTF is the sole known point source contributor to Dead Horse Creek. No other point sources were identified as dischargers to Dead Horse Creek upstream or downstream. Thus, the findings of this assessment indicate that there is no dilution, no other sources of pollutants of concern, and that assimilative capacities are equal to the in-stream standards applied to the Hanging Lake Rest Area WWTF effluent discharge. Information used in this assessment includes data gathered from the U. S. Geological Survey (USGS). The data used in the assessment consist of the best information available at the time of preparation of this PEL analysis. PEL Page 2of 17 E.O 21412002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL II. Water Quality The Hanging Lake Rest Area WWTF discharges to the Water Body Identification (WBID) stream segment COUCUC04, which means the Upper Colorado River Basin, Upper Colorado River Subbasin, Stream Segment 04. This segment is composed of the "All tributaries to the Colorado River, including all wetlands, lakes, and reservoirs from the outlet of Lake Granby to the confluence with the Roaring Fork River, which are on National Forest Land,except those tribut aries included in Segments 1 and 2, and specific listings in Segments 8, 9 and 10." Stream segment COUCUC04 is classified for Cold Water Aquatic Life Class 1, Class 1 a Existing Primary Contact Recreation, Agriculture, and Water Supply. The standards in Table A-2 have been assigned to stream segment COUCUC04 in accordance with the Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12). Table A-2 In-stream Standards for Stream Segment COUCUC04 ······ ·:::r:•mm:·:,·:~:.·n'····\m%.·1·/t':':r:.:m:n:;:•m ,1•·f::1'.;:•:.··.:·~·m:::•: H>i»'•:•·:;:•::··•·: .,,, Y"''''·'"' ···· ···• ······ •· · , ···R ;,,1;.&;'r;.1 :, ~"·1 :,.: •.• :;.;:;;j:::··E;H·l :':: ~·,>.t::; · ::':En:.:i·•e -,. ...... ·ur~ff ... _ ............ , ..• :::··.,.'' :":.::::':••e:;:'.:':::•::: Dissolved Oxygen (DO)= 6 mg/I , minimum (7 mg/I, minimum during spawning) pH= 6 .5 -9 SU Fecal Coliform = 200 colonies/l 00 ml ··'' ••.. , .• , '";;;';"''" C:;;;!;i;;:k[• '•·i·;··;'J•j '..!,'di•::•t ... ·· .... '"'•'' ···•·:.::''.':"',}\1ff ~rga!I, "'···.EU '" ... ,,, .. ......... :c···· . .. ..... , :.: ,, ...• ,: ····'-.. -, c::, '.::• '"-'-,:_,:;,:::;. -'·'· .• ,,,,, .. ,,_... := -""'•·•·:'•' •.. , .. ;·: ·'" ) ;··::-.=:::·::;;:.;:~ =··:·:·-:: :"·•.:::: ·'·····••'"' .,,,, .. , :.·:"::,.> .:::'/ "' ,., ... Un-ionized ammonia ac u te = TVS Un-ionized ammonia chronic= 0 .02 mg/I Chlorine acute= 0 .019 mg/I Chlorine chronic= 0 .0 1 1 mg/I Free Cyanide acute= 0.005 mg/I Sulfide chronic= 0.002 mg/I Boron chronic= 0 .75 mg/I Nitrite= 1 m g/I Nitrate= 10 mg/I Chloride chronic= 2 50 mg/I Sulfate chronic= 250 mg/I .. :@.':):,'•::•;!•:J.~i .0;>''' ;:,.::;..;:·,;, ........ ,,,, . ,,,.,., ,,, ,,,, ,,, ''''"''' .·+••\i:>/+.•·· '.·U;(, '.{':p:' ':::!• /W ·.Is. ;::•.:.H ; > >• . ..;·,:i, :s, ,.:~:w:+:. ,'';>); .:,.['::•:::1::"1'::: .. n<"· ·~: .. :'•/.·•;·.· :··=;;. ;,::0.1:':~ .. o::;:•;. ··:~-~''"''"" •;,;i::-'~:::: ·' .. "'" :,:·,:;:,; :=:::::::.:::•.:;: . ": ,.,,,."""' '=·';" ,":.,,~,'' ':.:·:.;, :,;:.;::;:::;::"~:·•:.~-'.:.:,.:· Total Recoverable Arsenic acute= 50 ug /l Dissolved Cadm ium acute for trout and Disso lv e d Cadmium chronic= TVS Total Recoverable Trivalent Chrom ium acute= 50 ug/l Dissolved Trivalent Chromium ac ute and chronic= TVS Dissolved Hexavalent Chromium ac ute and chronic = TVS Dissolved Copper acute and chronic= TVS Dissolved Iron chronic= 300 ug /l Total Recoverable Iron chronic= 1000 ug /l Dissolved Lead acute and chronic = TVS Dissolved Manganese chronic= 50 ug/l Dissolved Manganese acute= TVS Total Mercury chronic = 0 .0 I ug /l Dissolved Nickel acute an d chronic= TVS Dissolved Selenium acute and chronic= TVS Dissolved Silver acute and Dissolved Silver chronic for trout = TVS Dissolved Zinc acute and chronic= TVS PEL Page 3of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL Standards for metals are generally shown in the regulations as Table Value Standards (TVS), and these often must be derived from equations that depend on the receiving stream hardness and species of fish present. The mean total hardness (as CaC03) of data from a similar watershed (the Colorado River near Dotsero) was used in calculating the metals TVS . The mean hardness was computed to be 123 mg/l as CaC03 based on sampling data from WQCD station 46 located on the Colorado River 10 miles upstream of the confluence of Dead Horse Creek and the Colorado River. This hardness value and the formulas contained in the TVS were used to calculate the in-stream water quality standards for metals with the results shown in Table A-3. Table A-3 Site-Specific Water Quality Standards Calculated Using the Following Value for Hardness as CaC03 : Acute 5 ug/I [ 1 .13 667-0.04 l 84ln(hardness)] [ e (l.liS(ln(hardness))-3 .6867 )] Cadmium, Dissolved Trout 4 .60 ug/l [1 . l 3667-0 .04184ln(hardness)][ e (l. liS(ln(hardness)J-3 .sis)] Chronic 2.60 ug/l [ 1.10 l 67-0.04184ln(hardness)][ e (0.78 52(l n(hardness))·2 ·715ll Trivalent Chromium, Acute 675 ug/l e (0.8 I 9(ln (hardncss))+2.5736) Dissolved Chronic 88.0 ug/I e (0.8 I 9(1n(hardness))+0.5340) Hexavalent Chromium, Acute 16 ug/l Num eric standards provided, formula not applicable Dissolved Chronic 11 ug/l Numeric standards pr ovided, formula not applicable Copper, Dissolved Acute 16.0 ug/I e (0 .9422(ln(hardness))-l .7408) Chronic 11.0 ug/l e (0.8 54S(ln(hardness))· I .7428) Lead, Dissolved Acute 81 .0 ug/l [ l .46203-0. l 45712ln(hardness)][ e (l.273 (ln(hardness))·l.46lJ Chronic 3.20 ug/I [ 1.46203-0.1457 l 2ln(hardness)] [ e (l.Z73 Cln(hardness))·4 ·705ll Manganese Acute 3199 ug/l e (0 .3331 (ln(hardness))+6.4676) Chronic 1767 ug/I e (0.333 l(ln(hardness))+S.8743 ) Nickel, Dissolved Acute 558 ug/l e (0.846(1n(hardness))+2.253) Chronic 62.0 ug/l e (0.846(1n(hardness))+o.OS S4) Selenium, Dissolved Acute 18 ug/l Numeric standards provided, formula not ap p licable Chronic 4.6 ug/I Numeric standards provided, formula not ap p licable Acute 2.900 ug /l YJ e ( 1.72(ln (hardness))-6.S2) Silver, Dissolved Trout 0.1100 ug/l e (I. 72(1n(hardness))· I 0.5 I) Chronic 0.4600 ug/l e (I .72(1n (hardn ess))-9.06) Uranium, Dissolved Acute 3018 ug/l e (I. I 02 l(ln(hardness))+2 .7088 ) Chronic 1885 ug/I e (I . I 02 l(ln(hardness))+2.2382) Zinc, Dissolved Acute 140 ug/I e (0.8473(ln (hardness))+0 .8 618) Chronic 141 ug/l e (0.8473(1n(hardness))+o.8699) PEL Page 4of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL Ambient Water Quality The WQCD evaluates anlbient water quality based on a variety of statistical methods as prescribed in Section 3 l.8(2)(a)(i) and 3 l.8(2)(b )(i)(B) of the Colorado Department of Public Health and Environment Water Quality Control Commission Regula tion No. 31. The ambient water quality was not assessed for Dead Horse Creek because the background in-stream low flow condition is zero , and because no ambient water quality data are available for Dead Horse Creek upstream of the Hanging Lake Rest Area WWTF discharge. III. Water Quantity The Colorado Regulations specify the use oflow flow conditions when establishing water quality based effluent limitations, specifically the acute and chronic low flows. The acute low flow, referred to as 1E3, represents the one-day low flow recurring in a three-year interval. The chronic low flow, 30E3, represents the 30-day average low flow recurring in a three-year interval. Low Flow Analysis To detem1ine the low flows available to the Hanging Lake Rest Area WWTF, USGS gage st ation 09071300 (Grizzly Creek near Glenwood, CO) was used. This flow gage provides a representative measurement of upstream flow because it is located in a watershed adjacent to the Dead Horse Creek watershed. Daily flows from the USGS Gage Station 09071300 (Grizzly Creek near Glenwood, CO) were obtained and the annual 1E3 and 30E3 low flows were calculated using U.S. Environmental Protection Agency (EPA) DFLOW software . The output from DFLOW provides calculated acute and chronic low flows for each month . Flow data from 1986 through 1996 wer e available from the gage. Based on the low flow analysis described previously, the upstream low flows available to the Hanging Lake Rest Area WWTF were calculated and are presented in Table A-4. 1E3 Acute 30E3 Chronic PEL Table A-4 Low Flows for Dead Horse Creek at the Hanging Lake Rest Area WWTF 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 5of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Asses sment PEL IV. Technical Analysis Low flows and in-stream background data evaluated in sections II and III are ultimately used to determine the assimilative capacity of Dead Horse Creek near the Hanging Lake Rest Area WWTF for pollutants of concern. For all parameters except ammonia, it is the WQCD' s approach to conduct a technical analysis of stream assimilation capacity us ing the lowest of the monthly low flows (referred to as the annual low flow) as calculated in th e low flow analysis . For ammonia, it is the standard procedure of the WQCD to determine assimil ative capaciti es for each month using the monthly low flows calculated in the low flow analysis, as the regulations allow the use of seasonal flows when establishing assimilative capacities. The WQCD's standard analysis consists of steady-state, mass-b alance calculations for most pollutants and modeling for pollutants such as ammonia. The mass-balance equation is used by the WQCD to calculate the maximum allowable concentration of pollutants in the effluent, and accounts for the upstream concentration of a pollutant at the existing quality, critical low flow (minimal dilution), effluent flow and the water quality standard. The mass -balance equation is expressed as: where: Mi= M3QJ -M1Q1 Q2 . Q1 =Upstream low flow (1E3 or 30E3) Q2 =Average daily effluent flow (design capacity) Q3 =Downstream flow (Q, + Q2) M, = In-stream background pollutant concentrations at the mean M 2 = Calculated maximum allowable effluent p ollutant concentration M 3 =Maximum allowable in-stream pollutant concentration (water quality standards) When Q, equals zero, Q2 equals Q3 , and the following results: Because the low flow (Q,) for Dead Horse Creek is zero, the assimilative capaci ty of Dead Horse Creek for the pollutants of concern is equal to the in-strea m water quality standards. Pollutants of Concern The following parameters were identified by the WQCD as pollutants of concern for this facility: • Ammonia • Fecal Coliform • Chlorine • PH • TSS • BOD5 • Oil and Grease PEL Page 6of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL There are no numeric in-stream water quality standards for BOD5, TSS , and oil and grease . Thus, assimilative capacities for these parameters are not calculated in the PEL assessment. Appropriate effluent limitations for these parameters will be set by CDPS effluent limit guide lines . Based upon the size of the discharge, the lack of industrial contributors, dilution provided by the receiving stream and the fact that no unusually high metals concentrations are expected to be found in the wastewater effluent, metals are not evaluated further in this water quality assessment. During assessment of the facil ity, nearby facilities, and recei ving stream water quality, no additional parameters were identified as pollutants of concern. Hanging Lake Rest Area WWTF: The Hanging Lake Rest Area WWTF is located at NEl/4, NEl/4 Section 30, T5S, R87W, 6th P.M. in Garfield County. The current design capacity of the facility is 0.005 MGD (0.008 cfs). Wastewater treatment is accomplished using a mechanical wastewater treatment process. The technical analyses that follow include assessments of the assimilative capacity based on this design capacity. Nearby Sources An assessment of nearby facilities based on WQCD's Permit Tracking System database found no other dischargers to Dead Horse Creek. Based on available information, there is no indication that non-point sources were a significant source of pollutants of concern. Chlorine: The mass-balance equation was used to determine the assimilative capacity for chlorine. Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section III, the chlorine background concentration of zero as discussed in Section II, and the in-stream standards for chlorine shown in Section II, assimilative capacities for chlorine were calculated. The data used and the resulting calculations of the allowable discharge concentration, M 2, are set forth below. The full assimilative capacity of the stream for total residual chlorine was determined to equal the in-stream water quality standards of 19 ug/l (acute) and 11 ug/l (chronic). Parameter Q1 (cfs) Q2 (cfs) Q1 (cfs) M 1 (mg//) M 3 (mg//) M 2 (mg/I) Acute Chlorine 0 0.01 0 0 0 0.019 Chronic Chlorine 0 0.01 0 0 0 0.011 Fecal Coliform: It is the standard approach of the WQCD to perform a mass-balance check to determine if fecal coliform standards are exceeded. WQCD procedure specifies that checks be conducted using only the chronic low flow as set out in Section III. Using the mass-balance equation provided in the beginning of Section IV, the background concentration contained in Section II, and the in-stream standards for fecal coliform shown in Section II, checks for fecal coliform were conducted. The data used and the resulting calculations of the allowable discharge concentration, M 2, are set forth below. The full assimilative capacity of the stream for fecal coliform was determined to equal the in-stream water quality standards of2000 colonies/100 ml (chronic). Parameter Q 1 (cfs) Q 2 (cfs) Q 3 (cfs) M 1 (#1100 M 3 (#1100 M 2 (#1100 ml) ml) ml) Fecal Coliform 0.00 0.01 0.0 10 200 200 PEL Page 7of17 E .O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL Ammonia: Ammonia is present in the aqueous environment in both ionized and un-ionized forms. It is the un-ionized form which is toxic and which is addressed by water quality standards. The proportion of total ammonia present in un-ionized form in the receiving stream is a function of the combined upstream and effluent ammonia concentrations, and the pH and temperature of the effluent and receiving stream, combined. Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section III, the mean ammonia background concentration shown in Section II, and the in-stream standards found in the Colorado Total Maximum Daily Load and Wasteload Allocation Guidance and the CDPS Summary of Rationale General Permit for Domestic Wastewater Treatment Facilities that Discharge to Receiving Waters with a Chronic Low Flow: Design Flow Ratio of 100: 1 or Greater for M 3 , assimilative capacities for chronic total ammonia were calculated. The data used and the resulting calculations of the allowable discharge concentration, M 2, are contained in Table A-5. Table A-5 Ammonia Assimilative Capacities for Dead Horse Creek at the Hanging Lake Rest Area WWTF Design o/0.005 MGD (0.008 cfs) '!Jf!J ... .... ... ';,'·f"~t;i ... >. ;, Q1 (cfs)•· <f?;z:.(cf~).··.,.:.;( .;,Q3 (cfs)< •}'' :~M;.:::.:·•:,, .. '. ,r,i' M ' ,:,". : .. M :;:~'.;,;;~'._\: ·L,•00•··,;;,•<.";':;i•.;:,; , ... ·•. ::·,,··· ·'·· .. ,,=:: :=·.:,·: . ·:~ i'·:. :.·. ·>:·ii." ' 3 .. . .·· ·2» . ... :;;~ NH3 , Tot (mg/l) Jan 0.00 0 .01 0.01 0.004 0 .70 0.70 NH3 , Tot (mg/I) Feb 0 .00 0.01 0.01 0.004 0.60 0.60 NH 3, Tot (mg/I) Mar 0.00 0.01 0.01 0.004 0.40 0.40 NH3 , Tot (mg/l) Apr 0.00 0.01 0.01 0.004 0.40 0.40 NH3 , Tot (mg/I) May 0.00 0.01 0.01 0 .004 0.30 0.30 NH3 , Tot (mg/I) Jun 0.00 0.01 0.01 0.004 0 .30 0.30 NH3 , Tot (mg/I) Jul 0 .00 0.01 0.01 0.004 0.30 0.30 NH3 , Tot (mg/I) Aug 0.00 0.01 0.01 0.004 0.30 0.30 NH3, Tot (mg/l) Sep 0 .00 0.01 0.01 0.004 0.30 0.30 NH3 , Tot (mg/I) Oct 0 .00 0.01 0.01 0.004 0.30 0.30 NH3 , Tot (mg/I) Nov 0 .00 0.01 0.01 0.004 0 .30 0.30 NH3 , Tot (mg/l) Dec 0 .00 0.01 0.01 0.004 0.50 0.50 PEL Page 8of17 E .O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL V. Antidegradation Review Dead Horse Creek is a reviewable stream necessitating an antidegradation review . But because of the zero low flow conditions there is no assimilative capacity for the Hanging Lake Rest Area WWTF in Dead Horse Creek. The Hanging Lake Rest Area WWTF would have to discharge at stream standards to not exceed the assimilative capacity of Dead Horse Creek. An antidegradation review cannot prescribe discharge limits more restrictive than the receiving waters stream standards. Therefore further review of antidegradation requirements is not necessary. Alternate Analysis of a discharge to the Colorado River II. Water Quality This alternate analysis would be the assimilative capacity if the Hanging Lake Rest Area WWTF were to discharge to the Colorado River (COUCUC03). This segment is composed of the "Mainstem of the Colorado River from the outlet of Lake Granby to the confluence with the Roaring Fork River." Stream segment COUCUC03 is classified for Cold Water Aquatic Life Class 1, Class la Existing Primary Contact Recreation, Agriculture, and Water Supply. The standards in Table B-1 have been assigned to stream segment COUCUC03 in accordance with the Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region I 2). PEL Page 9of17 E .O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Asses sment PEL Table B-1 In-stream Standards for Stream Segment COUCUC03 Standards for metals are generally shown in the regulat ions as Table Value Standards (TVS), and these often must be derived from equations that depend on the receiving stream hardness and species of fish present. The mean total hardness (as CaC03) of the available upstream data was used in calculating the metals TVS. The mean hardness was computed to be 123 mg/l based on sampling data from WQCD station number 46 (Colorado River a@ Dotsero) located on the Colorado River 10 mil es upstream of Hanging Lake Rest Area. This m ean was calculated from 37 hardness samples collected between 1993 and 1998. This hardness value and the formulas contained in the TVS were used to calculate the in-stream water quality standards for metals with the results shown in Table B- 2. PEL Page 10of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL Table B-2 Site-Specific Water Quality Standards Calculated Using the Following Value for Hardness as CaC03 : 123 mg/l Cadmium, Dissolved Trivalent Chromium, Dissolved Hexavalent Chromium, Dissolved Copper, Dissolved Lead, Dissolved Manganese Nickel, Dissolved Selenium, Dissolved Silver, Dissolved Uranium, Dissolved Zinc, Dissolved 'r~;/\';~wff~~~~~ Acute 5 ug/l Trout 4.60 ug/l Chronic 2.60 ug/l Acute 675 ug/l Chronic 88.0 ug/l Acute 16 ug/l Chronic 11 ug/l Acute 16 .0 ug/l Chronic 11.0 ug/l Acute 81.0 ug/l Chronic 3.20 ug/l Acute 3199 ug/l Chronic 1767 ug/l Acute 558 ug/l Chronic 62.0 ug/l Acute 18 ug/l Chronic 4.6 ug/1 Acute 2.900 ug/l Trout 0.1100 ug/l Chronic 0.4600 ug/l Acute 3018 ug/l Chronic 1885 ug/l Acute 140 ug/l Chronic 141 ug/l Ambient Water Quality [ 1.13667-0.04 l 84ln(hardness)][ e (1.128(ln(bardness))-3.828)] [ 1.1 0 l 67-0.04184ln(hardness)] [ e (0 .7852(1n(hardness))-2.715)] e (0.819(ln(hardness))+2.5736) e (0.8 I9(ln(hardness))+0.5340) Numeric standards provided, formula not applicable Numeric standards provided, formula not applicable e (0.9422(ln(hardness))-1. 7408) e (0 .8545(ln(bardness))-1.7428) [l .46203-0.145712ln(hardness)][ e (1.273(In(hardness))-1.46)] [1.4 6203-0.145712ln(hardness)][ e (l.273(ln(hardness))-4.705)] e (0.333 l(ln(bardness)}+6.4676) e (0 .333 !(ln(bardness))+5.8743) e (0.846(ln(hardness))+2.253) e (0.846(ln(hardness))+0.0554) Numeric standards provided, formula not applicable Numeric standards provided, formula not applicable 'l2 e (l.72(ln(bardness))-6.52) e (1.72(ln(hardness))-I0.51) e ( l.72(1n(bardness))-9.06) e (l.1021(1n(hardness))+2.7088) e (1.1021(ln(hardness))+2.2382) e (0.8473(1n(bardness))+0.8618) e (0.8473(ln(hardness))+0.8699) The WQCD evaluates ambient water quality based on a variety of statistical methods as prescribed in Section 31.8(2)(a)(i) and 31.8(2)(b)(i)(B) of the Colorado Department of Public Health and Environment Water Quality Control Commission Regulation No. 31. Ambient water quality is evaluated in this PEL analysis for use in determining assimilative capacities and in completing antidegradation reviews for pollutants of concern. To conduct an assessment of the ambient water quality upstream of the Hanging Lake Rest Area WWTF, data were gathered from WQCD water quality station 46 located approximately 15 miles upstream from the facility. Data were available for a period ofrecord from October 1995 through PEL Page 11of 17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL September 2000. Data from this source were used to reflect upstream water quality. All parameters were found to be well within the assigned standards. These data are summarized in Table B-3. Table B-3 Ambient Water Quality for the Colorado River III. Water Quantity The Colorado Regulations specify the use of low flow conditions when establishing water quality based effluent limitations, specifically the acute and chronic low flows. The acute low flow, referred to as 1E3, represents the one-day low flow recurring in a three-year interval. The chronic low flow, 30E3, represents the 30-day average low flow recurring in a three-year interval. Low Flow Analysis To determine the low flows available to the Hanging Lake Rest Area WWTF, if the WWTF wer e to discharge to the Colorado River, USGS gage station 09070500 (Colorado River near Dotsero, CO) was used. This flow gage provides a representative measurement of the upstream flow because there are no diversions or confluence of significance between the flow gage and the facility . Daily flows from the USGS Gage Station 09070500 (Colorado River near Dotsero, CO) were obtained and the annual 1E3 and 30E3 low flows were calculated using U .S . Environmental Protection Agency (EPA) DFLOW software. The output from DFLOW provides calculated acute PEL Page 12of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL and chronic low flows for each month. Flow data from January 1, 1990 through September 30, 2000 were available from the gage station. The gage station and time frames were deemed representative of current flows and were therefore used in this analysis. Based on the low flow analysis described previously, the upstream low flows available to the Hanging Lake Rest Area WWTF were calculated and are presented in Table B-4. Table B-4 Low Flows for the Colorado River at the Hanging Lake Rest Area WWTF ;.' ··<i.:,,W_':'~.:;:.:::;,:· ·row Plow ·••·i':'(cfi}) .,_ Acute Chronic 677 677 677 677 685 1144 1332 1275 1106 854 726 678 677 IV. Technical Analysis In-stream background data and low flows evaluated in Sections II and III are ultimately used to determine the assimilative capacity of the Colorado River near the Hanging Lake Rest Area WWTF for pollutants of concern. For all parameters except ammonia a technical analysis of stream assimilation capacity uses the annual low flow (lowest of the monthly low flows) as calculated in the low flow analysis. For ammonia, it is the standard procedure to determine assimilative capacities for each month using the monthly low flows calculated in the low flow analysis, as the regulations allow the use of seasonal flows when establishing assimilative capacities. The assimilative capacity analysis consists of steady-state mass-balance calculations for most pollutants, and modeling for other pollutants such as ammonia. A mass-balance equation is used to calculate the maximum allowable concentration of pollutants in the effluent, and accounts for the upstream concentration of a pollutant at the existing quality, critical low flow (minimal dilution), effluent flow and the water quality standard. The mass-balance equation is expressed as: where: PEL Q, =Upstream low flow (1E3 or 30E3) Q2 =Average daily effluent flow (design capacity) Q3 =Downstream flow (Q, + Q2 ) M, =In-stream background pollutant concentrations at the mean M 2 = Calculated maximum allowable effluent pollutant concentration M 3 =Maximum allowable in-stream pollutant concentration (water quality standards) Page 13of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL Pollutants of Concern The following parameters were identified by the WQCD as pollutants of concern for this facility: • Total Ammonia • Fecal Coliform • Total Residual Chlorine. • PH • TSS • BOD5 • Oil and Grease There are no numeric in-stream water quality standards for BOD5 , TSS, and oil and grease. Thus, assimilative capacities for these parameters are not calculated in the PEL assessment. Appropriate effluent limitations for these parameters will be set by CDPS effluent limit guidelin es. Based upon the size of the discharge, the lack of industrial contributors, dilution provided by the receiving stream and the fact that no unusually high metals concentrations are expected to be found in the wastewater effluent, metals are not evaluated further in this water quality assessment. Hanging Lake Rest Area WWTF: The Hanging Lake Rest Area WWTF is located at NWl/4 Section 5, T6S, R89W, 6th P.M. in Garfield County. The current design capacity of the facility is 0.005 MGD (0.008 cfs). Wastewater treatment is proposed to be accomplished using a mechanical wastewater treatment process. The technical analyses that follow include assessments of the assimilative capacity based on this design capacity. Nearby Sources An assessment of nearby facilities based on WQCD 's Permit Tracking System database found 2 current dischargers to the Colorado River in Glenwood Springs downstream of the Hanging Lake Rest Area. The City of Glenwood Springs WWTF (C0-0020516) and Glenwood Hot Springs (C0- 0000141 ), and 2 other proposed CDOT rest area discharges. One of the discharges is upstream, and the other is downstream of the Hanging Lake Rest Area (see Fig. 1). There are current instream temperature standards and effluent temperature limit guidelines being discussed by a workgroup of the WQCD. This may affect the Glenwood Hot Springs effluent limits, but the Hanging Lake Rest Area discharge will not affect these issues. Because of the large available dilution, domestic nature of the other facilities discharges, and the fact that other facilities are located far enough away from the proposed Hanging Lake Rest Area WWTF, these facilities were not further considered in this analysis. Based on current available information, there is no indication that non-point sources were a significant source of pollutants of concern in this area. Any upstream non-point sources were considered in the assessment of the upstream water quality . Chlorine: The mass-balance equation was used to determine the assimilative capacity for chlorine. There are no point sources discharging total residual chlorine within one mile of the Hanging Lake Rest Area vVWTF. Because chlmine is rapidly oxi dized, in-stream levels of residual chlorine are detected only for a short distance below a source. An1bient chlorine was therefore assumed to be zero. PEL Page 14of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section III, the chlorine background concentration of zero as discussed above, and the in-stream standards for chlorine shown in Section II, assimi lative capacities for chlorine were calculated. The data used and the resulting calculations of the allowable discharge concentration, onne M 2 , are set forth below. Fecal Coliform: There are no point sources dischargi ng fecal colifonn within one mile of the Hanging Lake Rest Area WWTF. Thus, fecal colifon n assimilative capacities were evaluated separately. It is the standard approach of the WQCD to perform a mass-balance check to determine if fecal coliform standards are exceeded. WQCD procedure specifies that checks be conducted using only the chronic low flow as set out in Section III. Using the mass-balance equation provided in the beginning of Section IV, the background concentration contained in Section II, and the in-stream standards for fecal coliform shown in Section II, checks for fecal coliform were conducted. The data used and the resulting calculations of the allowable discharge concentration, M 2 , are set forth below. Ammonia: Ammonia is present in the aqueous environment in both ionized and un-ionized forms. It is the un-ionized form which is toxic and which is addressed by water quality standards. The proportion of total ammonia present in un-ionized form in the receiving stream is a function of the combined upstream and effluent ammonia concentrations , and the pH and temperature of the effluent and receiving stream, combined. Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section III, the mean ammonia background concentration shown in Section II, and the in-stream standards found in the Colorado Total Maximum Daily Load and Wasteload Allocation Guidance and the CDPS Summary of Rationale General Permit for Domestic Wastewater Treatment Facilities that Discharge to Receiving Waters with a Chronic Low Flow: Design Flow Ratio of 100: 1 or Greater for M 3 , assimilative capacities for chronic total ammonia were calculated. The data used and the resulting calculations of the allowable discharge concentration, M 2, are contained in Table B-5. PEL Page 15of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL .. Table B-5 Ammonia Assimilative Capacities for the Colorado River at the Hanging Lake Rest Area WWTF Design of0.005 MGD (0.008 cfs) P,~~~:t,-~t~~,,,:•·:·:;[:t•':• .. ·:· .. ,:,; ... ::·;:· ,_,·_g.£(cf~!··::,; ;;; · .Q"/(cfs) ····< .. :Q; (cfsJ H I j·'. ·.¥1 ';!Ur''~ 1 •.·j.0 'l ,1.lf j•;·:;,o~:H [::::LL•:. ~-,, ·,,.· ·. ·., '·' :·-:: :.M •.: ' :·,~• ' i":-'"·. }. ::: . : . NH3 , Tot (rng/l) Jan 677.00 0.01 677 .01 0.01 0.70 60,728 NH3, Tot (rng/l) Feb 677.00 0.01 677.01 0.01 0.60 51,936 NH3 , Tot (rng/l) Mar 677.00 0.01 677.01 0.01 0.40 34,352 NH3, Tot (rng/l) Apr 685.00 0.01 685.01 0.01 0.40 34,757 NH3 , Tot (mg/1) May 1144.00 0.01 1144.01 0.01 0.30 43,190 NH3, Tot (mg/l) Jun 1332.00 0.01 1332.01 0.01 0.30 50,288 NH3 , Tot (mg/l) Jul 1275.00 0.01 1275.01 0.01 0.30 48,136 NH3 , Tot (mg/1) Aug 1106.00 0.01 1 106.01 0.01 0.30 41,755 NH3 , Tot (mg/1) Sep 854.00 0.01 854.01 0.01 0.30 32,242 NH3, Tot (mg/1) Oct 726.00 0 .01 726.01 0.01 0.30 27,409 NH3 , Tot (mg/1) Nov 678.00 0.01 678.01 0.01 0.30 25,597 NH3 , Tot (mg/1) Dec 677.00 0.01 677.01 0.01 0.50 43,144 V. Antidegradation Review As set out in The Basic Standards and Methodologies of Surface Water, Section 31.8(2)(b), an antidegradation analysis is required except in cases where the receiving water is designated as "Use Protected" where the full assimilative capacity of a receiving water may be used, or "Outstanding Waters" where no degradation of a receiving water is allowed. According to the Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12), stream segment COUCUC03 is Undesignated. Thus, an antidegradation review may be conducted for this segment if new or increased impacts are found to occur. However, the ratio of the flow of the Colorado River to the Hanging Lake Rest Area WWTF design flow is 87922:1 at low flows. Section 31.8 (3)(c) specifies that the discharge of pollutants should not be considered to result in significant degradation of the reviewable waters if the flow rate is greater than 100:1 dilution at low flow. Thus, condition 3 l .8(3)(c) of the regulations is met and no further antidegradation evaluation is necessary. PEL Page 16of17 E.O 2/4/2002 Hanging Lake Rest Area WWTF Water Quality Assessment PEL VI. References Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12), Regulation No. 33, CDPHE, WQCC, May 14, 2001.. The Basic Standards and Methodologies for Surface Water, Regulation 31, CDPHE, May 14, 2001. CDPS Summary of Rationale General Permit for Domestic Wastewater Treatment Facilities that Discharge to Receiving Waters with a Chronic Low Flow : Design Flow Ratio of 100: 1 or Greater, CDPS Permit COG-584000, Statewide, CDPHE, September 14, 1994. Antidegradation Significance Determination for New or Increased Water Quality Impacts, Procedural Guidance,WQCD, Draft August 16, 2001. PEL Page 17of17 E.O 21412002 GRIZZLY CREEK REST AREA GARFIELD COUNIY, COLORADO EW TEN GEOTEXTILE PACK BED Fil_ !'ER ··----·--------------------. - ·-- EW 5000 GALLON RECIRCULA TION 11\NK --·-·------u ---------------0 -··--~- JOB NO. 12794 !.i. INCH GRAVITY DISCHARGE LINE I ISCHARGE TO COLORADO RIVER I I ' I ,~- r··· I "• .. I • ... -.. -.. -.. 1 -, . r-.. I j ' .. , .......... ·o· .. • -•. .. . . . J I -.. l ... Col.OR. ~Do Fr1v~1r -·-- ll·--------·-..... . 1-70 OVERPASS ~-- . --..... -·-, I '-- -...... . ;"~-·l ·· ·········-·-_ _) '---1 LOCATION OF PROPOSED OWS -·---·---. ----.... ·--·-.. SCALE 1 11 = 601 --... --··---------- ·-·····-····--·-·--------- •·····•·· ··-·-·~--------------------- .EXISTING BUILDING WITH EFFLUENT PUMP FIGURE 6