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3.0 Engineering Report
CHURCH & Associates, Inc. ENGINEERS & GEOLOGISTS ENGINEERING REPORT FOR APPLICATION FOR SITE APPROVAL BAIR RANCH REST AREA GARFIELD COUNTY, COLORADO Prepared for: TURNER, COLLIE & BRADEN INC. ATTN: JOE BAIR 214 EIGTH STREET, SUITE 310 GLENWOOD SPRINGS, COLORADO 81601 JOB NO. 12090 December 15, 2002 DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 303.463.9317 Fax: 303.463.9321 TABLE OF CONTENTS INTRODUCTION SERVICE AREA DEFINITION PRELIMINARY EFFLUENT LIMITS ANALYSIS OF TREATMENT ALTERNATIVES FLOOD PLAINS AND NATURAL HAZARDS DESCRIPTION OF SELECTED ALTERNATIVE LEGAL ARRANGEMENTS FOR CONTROL OF SITE INSTITUTIONAL ARRANGEMENTS MANAGEMENT CAPABILITIES IMPLEMENTATION PLAN AND SCHEDULE LIMITATIONS LIST OF FIGURES FIGURE 1 - VICINITY MAP FIGURE 2 - PROPOSED LOCATION OF DISCHARGE POINT FIGURE 3 - COMMERCIAL, INDUSTRIAL, MUNICIPAL WELLS, AND WATER AND SANITATION DISTRICTS WITHIN 5 MILES FIGURE 4 - WELLS WITHIN ONE MILE FIGURE 5 - VICINITY GEOLOGY MAP FIGURE 6 - LOCATION OF PROPOSED WASTEWATER TREATMENT FACILITY APPENDIX A - APPENDIX B - APPENDIX C - APPENDIX D - PEOPLE COUNT DATA WELL RECORDS PRELIMINARY EFFLUENT LIMITS FROM CDPHE MANUFACTURER INFORMATION 1 1 3 4 4 5 7 7 7 9 9 INTRODUCTION This report presents the results of an evaluation of wastewater system alternatives for the Colorado Department of Transportation (CDOT) Bair Ranch Rest Area located at the south side of Interstate No. 70 in the NE1/4, SW1/4, Section 15, T5S, R87W of the 6th Principle Meridian in Garfield County, Colorado. A Site Vicinity map is presented on Figure 1. 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 for the construction of a wastewater treatment facility (WTF). The format of this report follows the "Procedures for Application" Section 22.4. Upon approval of the Site Application. the design of a WTF will be finalized for submittal to the Garfield County Environmental Health Department (GCEHP) and the CDPHE. SERVICE AREA DEFINITION The Bair Ranch Rest Area (Rest Area) is currently served by onsite water wells and by an individual -sewage -disposal system (ISDS) consisting of septic tanks and a drain field. It is proposed to abandon the existing ISDS drain field and convert the composting toilets to flush toilets. The wastewater will be treated by the proposed WTF. It is proposed to discharge the treated wastewater to the Colorado River. The proposed discharge point location is presented on Figure 2. The service area will consist of the rest area alone. A site plan presenting the rest area, location of the components of the proposed WTF is shown on Figure 6. PROJECTED POPULATION — The projected population for the proposed WTF is based on daily people counts provided by CDOT for the year 2001 and a portion of year 2002, and on the projected increase in usage of the Rest Area to the year 2015. One thousand to 1200 people have consistently used the rest area over weekend and holiday periods during the busiest months, July and August. Approximately 500 to 900 people use the rest area during midweek periods of those months. Peak people counts ranged from 1300 to 1450 people per day and were observed only occasionally. Considering the weekend and holiday people counts are significantly greater than the midweek Bair Ranch Rest Area, Site Application Job No. 12090 Page 2 counts and occur consistently, the average daily usage should be based on the weekend counts. An average daily people count of 1100 for the year 2002 is proposed. Per CDOT projection, it is understood the usage of the Rest Area will increase approximately 50 percent by the year 2015. An average daily usage of 1650 people per day is proposed. ESTIMATED WASTEWATER FLOWS — Average daily wastewater flows have been estimated by monitoring the daily water usage at the No Name rest area, and the people count data at the Bair Ranch rest area, and taking into account the type of fixtures planned for restrooms. An average flow of 2 gallons per person per usage is proposed. An average daily flow (q2o15) of 3,300 gallons per day (GPD) is proposed. Proposed Average Daily Flow (q 201 s) = (1,650 people/day) x (2 gallons/person) = 3,300 GPD WATER AND SANITATION DISTRICTS IN A 5 -MILE RADIUS — Based on maps provided by Garfield County and information from Eagle County, there is one water and sanitation district located within a 5 -mile radius of the proposed WTF. This is the Two Rivers Water and Sanitation District located in Dotsero, Colorado located approximately 5 miles up -stream from the proposed WTF. Based to the Division of Water Resources of the Colorado State Engineers Office, there are 15 commercial, industrial and/or municipal permitted wells located within a 5 -mile radius of the proposed WTF. The approximate locations of these wells are presented on Figure 3. Ten of these wells are located near Dotsero, Colorado and near the 5 -mile radius of the proposed WTF. One well for irrigation/commercial use is located at the Rest Area and is owned by CDOT. Four wells for industrial, commercial, irrigation and/or domestic uses are located southwest of the proposed WTF at the Hanging Lake Rest Area and are owned by CDOT. Summaries of well records from the Division of Water Resources of the Colorado State Engineers Office are provided in Appendix B. WATER SUPPLY INTAKES IN A 5 -MILE RADIUS - Based on information provided by Garfield County and Eagle County, we were informed that no water supply intakes are located within 5 -mile radius of the proposed WTF. The City of Glenwood Springs watershed, the closest down stream municipality, does not have a water intake structure along the Colorado River. WELLS IN A 1 -MILE RADIUS — There are four wells registered with the Division of Water Resources of the Colorado State Engineers Office located within 1 -mile of the proposed WTF. The wells include one irrigation/commercial well owned by CDOT as mentioned above and three domestic and/or livestock wells. One of the domestic wells is located at the Rest Area and is owned by CDOT. Two of the domestic/livestock wells are owned by Mr. James Bair at 66418 Highway 6, Glenwood Springs. One of Mr. Bair's wells is in the process of being permitted. A location of this well was not provided. The approximate locations of these wells are presented on Figure 4. The closest well are the wells owned by CDOT. The approximate location of this well is presented on Figure 6. GEOLOGIC SETTING - A reference geologic map for the area is the Geologic Map of the Shoshone Quadrangle, Garfield County, Colorado, Colorado Geological Survey Map, Open -File Map 95-4, dated 1995. 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 (Qa) consisting of poorly sorted gravel in a silty and clayey sand matrix. Similar conditions were encountered in test 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch Rest Area, Site Application Job No. 12090 Page 3 borings drilled by others for previous Rest Area developments. The area also has variable depths of fill at the surface associated with construction of I-70 through Glenwood Canyon. The proposed WTF will be located on the gentle slopes east of the restroom building and north of an 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 early 1990's. ZONING — There is no zoning in Glenwood Canyon by Garfield County. The canyon and site is within the U.S. Forest on property owned by the Colorado Department of Transportation (CDOT). PRELIMINARY EFFLUENT LIMITS The proposed wastewater system will have surface discharge to the Colorado River. The Permits and Enforcement Section of the WQCD of the CDPHE set the effluent sampling requirements and discharge quality limits. Preliminary discharge limits have been received from CDHEP. This portion of the Colorado River at the proposed discharge point is classified as a Cold Water Aquatic Class 1, Class la Existing Primary Contact Recreation, Agriculture, and Water Supply stream. Preliminary effluent limits are presented in Appendix C. The anticipated limits are summarized in the table below. TABLE 1 — Bair Ranch Rest Area Preliminary Discharge Limits BODS (mg/1) 30 (30 -day average), 45 (7 -day average) BODS (% removal) 85 (30 -day average) TSS, Mechanical plant (mg/1) 30 (30 -day average), 45 (7 -day average) TSS, Mechanical plant, (% removal) 85 (30 -day average) Oil and Grease (mg/1) 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/1) 0.5 (daily maximum) Bair Ranch Rest Area, Site Application Job No. 12090 Page 4 ANALYSIS OF 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 located in Dotsero for the Two Rivers Water and Sanitation District which is approximately 5 miles from the rest area and up -gradient of the proposed WTF. Due to the distance, difficult terrain, and costs in general, this option is not feasible for the anticipated flows. Per a telephone conversation with Mr. Dwain Watson of the CDPHE in Grand Junction, we were requested to evaluate consolidation of treatment facilities for Bair Ranch, Hanging Lake and Grizzly Creek 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 of these anticipated costs is that when fiber optics were installed through the canyon recently, the re -vegetation costs alone exceeded one million dollars. INSTALL NEW SUBSURFACE DRAIN FIELDS — The existing onsite system includes drain fields approximately as indicated on Figure 2. There is adequate area for installing new drain fields for the anticipated wastewater flows. However, an anticipated 10 mg/1 nitrate limit required for drain fields would require 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 peaks. 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 for 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. A similar packed filter bed system was approved by CDPHE for use at the Grizzly Creek Rest Area. FLOOD 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 of I-70. The proposed facilities, except the discharge point, are out of the floodway. The 100 -year flood plain has been identified as the elevation 6118 feet and is presented on Figure 6. Bair Ranch Rest Area, Site Application Job No. 12090 Page 5 DESCRIPTION OF SELECTED ALTERNATIVE The installation of a Packed -Bed Filter (PBF) treatment system consisting of a septic tank, recirculation tank, geotextile packed filters, and disinfection system with surface discharge is proposed for the Rest Area. Manufacturer and distributor information is included in Appendix D. The treatment system is to be located east of the rest area and north of the access road as indicated on Figure 6. 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 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/1. 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 incoming 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 average daily wastewater loading to the proposed WTF is 3,300 GPD. Bair Ranch Rest Area, Site Application Job No. 12090 Page 6 SEPTIC TANKS — 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 3 to 4 times the design flow will allow for additional settling and anaerobic digestion, as well as less frequent pumping. It is proposed that the total tank capacity be at least 13,000 gallons. This will allow for a septic tank capacity equivalent to at least 3.9 times the average daily flow. Based on the projected usage, this total septic tank capacity should be adequate for peak flows. The septic tank capacity can be provided in 4,000 - gallons of existing tank capacity consisting of two 2000 -gallon tanks, and a new 9,000 -gallon, two- compartment septic tank at the approximate locations 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. RECIRCULATION TANK — In accordance with manufacturer literature, the recirculation tank is to be sized at one times the average daily flow. We propose a 4000 -gallon recirculation tank as depicted in Figure 6. Two pumps are to be located in the recirculation tank, and controlled by a programmable timer in the control 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 through the media filter. With monitoring of the water meter for the Rest Area, 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 a rate of 15.5 gallons per square foot per day. This application rate was determined for a similar WTF installed at the Grizzly Greek Rest Area. Each PBF module has 20 square feet of surface area. AREA REQUIRED = 3,300 GPD - 15.5 GPD/SF - 20 SF/ module = 10.6 modules Twelve PBF modules are proposed with a total filter surface area of 240 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 distribution 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. Bair Ranch Rest Area, Site Application Job No. 12090 Page 7 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 will be sized to provide greater than 99.9% bacterial reduction with a fecal coliform count of less than 200 per 100 ml. This is less than the anticipated 6,000 per 100 ml in the preliminary 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 require cleaning. LEGAL ARRANGEMENTS FOR CONTROL OF SITE The site has a single ownership of CDOT. There is no lease, easement, or neighboring property owner agreements necessary for the proposed improvements. INSTITUTIONAL 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. MANAGEMENT CAPABILITIES The system is to be operated and maintained by a certified wastewater system operator, by CDOT 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch Rest Area, Site Application Job No. 12090 Page 8 violation of regulation or permit conditions. Table 2 below presents a cost estimate for proposed improvements. TABLE 2 COST ESTIMATE OF PROPOSED IMPROVEMENTS Septic Tank Installation Spare Grinder Pump System 2,500 9,000 -Gallon Septic Tank 12,000 Tank Excavation and Installation 18,000 Incidental Plumbing and Connections 500 Sewer Line Installation 4,000 Total Septic Tank Installation $37,000 Recirculation Tank 4,000 -Gallon Recirculation Tank 6,500 Recirculation Tank Excavation and Installation 10,000 Recirculation Tank Components with Installation 10,500 Total Recirculation Tank $27,000 Media Filter 12 Media Filter Modules 26,000 Plumbing Components 4,000 Excavation and Installation 13,000 Total Geotextile Packed Bed Filter $43,000 Disinfection System Disinfection Components 6,000 Housing Shed 5,000 Discharge Line and Outfall Installation 18,000 Incidental Plumbing Components 500 Installation 3,000 Total Disinfection System $32,500 Professional Engineering Services Site Application Preparation with Preliminary Design 6,000 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 Subtotal $158,500 10% Project Contingency $15,850 Total Project Cost $174,350 Bair Ranch Rest Area, Site Application Job No. 12090 Page 9 IMPLEMENTATION PLAN AND SCHEDULE At this time, the anticipated Wastewater System Permitting, Construction, and Operation Schedule for the Wastewater Treatment System is as follows: PERMITTING By December 2002 - Submittal of the Application for Site Approval to the CDPHE with signatures from the associated government agencies. By June 2003 - Submittal of the completed wastewater system design to the Garfield County and the CDPHE. CONSTRUCTION By August 2003 - Begin Construction. By November 2003 - Complete Construction. OPERATION By July 2003- Submit Application for a Discharge permit. By November 2003 - 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. If you have questions regarding this report please contact us. CHURCH & Associates, > c. //9 Edward O. Church, P.E. EOC/kch 4 copies sent Copies: Garfield County Health Depart, 109 8th Street, Suite 303, Glenwood Springs, CO 81601 Garfield County Planning, 109 8th Street, Suite 303, Glenwood Springs, CO 81601 Colorado Dept. of Public Health and Environment, ATTN: D. Watson, 410 S. Lincoln, Grand Junction, CO 81501 Colorado Department of Health, ATTN: Tom Bennett, 4300 Cherry Creek Drive South Denver, CO 80222-1530 Two Rivers Water and Sanitation District, c/o Isom & Associates, Attn: Steve Isom, P.O. Box 9, Eagle, Colorado 81631 BAIR RANCH REST AREA INTERSTATE HIGHWAY NO. 70 NE 1/4, SW 1/4, SECTION 15, T5S, R87W, 6TH P.M. GARFIELD COUNTY, COLORADO SCALE 1" = 8000' IKE CREEK- VICINTY SITE MAP JOB NO. 12090 FIGURE 1 BAIR RANCH REST AREA INTERSTATE HIGHWAY NO. 70 NE 1/4, SW 1/4, SECTION 15, T5S, R87W, 6TH P.M. GARFIELD COUNTY, COLORADO SCALE 1" = 2000' JOB NO. 12090 LOCATION OF PROPOSED SURFACE DISCHARGE VICINITY MAP AND PROPOSED LOCATION OF SURFACE DISCHARGE POINT FIGURE 2 BAIR RANCH REST AREA INTERSTATE HIGHWAY NO. 70 NE 1/4, SW 1/4, SECTION 15, T5S, R87W, 6TH P.M. GARFIELD COUNTY, COLORADO 24_ SCALE 1" = 8000' 19 20 1!1 COLORADO RIVER 29 28 FAGLF RIVER 36 0 31 IVERS W`A TER ANI7ATIO , g. CT ;2 33 T4S T5S zPo 1aYGt� EVILS ,HOL REEK X, 32, 33 33 5 N 6 .0 A INDICATES APPROXIMATE LOCATION OF RECORDED WELLS (15 TOTAL) MUNICIPAL WELLS, COMMERCIAL WELLS, AND WATER AND SANITATION DISTRICTS WITHIN FIVE MILES JOB NO. 12090 FIGURE 3 BAIR RANCH REST AREA INTERSTATE HIGHWAY NO. 70 NE 1/4, SW 1/4, SECTION 15, T5S, R87W, 6TH P.M. GARFIELD COUNTY, COLORADO SCALE 1" = 2000' A INDICATES APPROXIMATE LOCATION OF RECORDED WELL 3,8 = COMMERCIAL / DOMESTIC WELL (OWNED BY CDOT) 8 = DOMESTIC WELL (OWNED BY MR.JAMES BLAIR) NOTE: NUMBERS REPRESENT STATE WELL CODES FOR WELL USE. WELLS WITHIN ONE MILE JOB NO. 12090 FIGURE 4 BAIR RANCH REST AREA INTERSTATE HIGHWAY NO. 70 NE 1/4, SW 1/4, SECTION 15, T5S, R87W, 6TH P.M. GARFIELD COUNTY, COLORADO INTERSTATE NO. 70 IP.b Qts Qsw\ `•-\ Qls SCALE 1" = 2000' EXPLANATION: of - Artificial fill Qdfy - Younger debris -flow deposits Qsw - Sheet -wash deposits Qdfm - Intermediate debris -flow deposits Qdfo - Old debris -flow deposits Qtbg - High-level basaltic gravel Qc - Colluvium Qt - Talus Qls - Landslide deposits JOB NO. 12090 COLORADO RIVER Qco - Older colluvium Qlso - Older landslide deposits Qac - Alluvium and colluvium, undivided Pb - Belden Formation MI - Leadville Limestone Dc - Chaffee Group Om - Manitou Formation Cd - Dotsero Formation Cs - Sawatch Quartzite VICINTY GEOLOGIC MAP SITE FIGURE 5 I= MI IMO MN MO NMI MIN E D x CD)„ Z , 2 O �z G.) g N— --- I E— M z D o -<0 -r rn H m - o Z 0 O Z m� O O D m H 0 0 Sdknd DNIISI) cn m H m 0m- m n D D c) zzo o U) G> O > Z (75 0 CO Z m C C z z G7 G-) aJ DmZD msm3-7) mcnCD 0 m Z(n•cmn co Hmo� n 0 0 0 r- Z a 3j c71 m? l -23 m 3 0 cn D z n O v m oco 0 3 0 z D r r O rnz -o C) If I m D x m cn � - O z X j 0D 1 cin m{ r r �y 14, —i O o n CO D M D 0 D 0 zm 0 0 z m 0 aNno8 lsdd 0 tr I f [. -n m D m x m 9y r Cn .7=J 4yR. cf) z x0 O O 00 -YEAR FLOOD PLAIN ELEVATION OF 6H8 FEET It mUm D o r O Z D 0'U— '0 �7 0 z — z m D O O 1 Z -D --1 - Il 00 o z C cn 1J = m D 0) 0 m APPENDIX A Job No: 12090 December 15, 2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2002 PEOPLE JANUARY 7604 FEBRUARY 7422 MARCH 11647 APRIL 14324 MAY 16951 JUNE 23507 JULY 29047 AUGUST 25950 SEPTEMBER 17095 OCTOBER NOVEMBER DECEMBER 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH REST AREA 2002 DATE METER PEOPLE 1/1/2002 658 329 1/2/2002 1374 358 1/3/2002 2180 403 1/4/2002 2804 312 1/5/2002 3384 290 1/6/2002 3996 306 1/7/2002 4574 289 1/8/2002 5076 251 1/9/2002 5472 198 1/10/2002 5846 187 1/11/2002 6270 212 1/12/2002 6842 286 1/13/2002 7372 265 1/14/2002 7916 272 1/15/2002 8316 200 1/16/2002 8710 197 1/17/2002 9098 194 1/18/2002 9504 203 1/19/2002 10086 291 1/20/2002 10552 233 1/21/2002 11094 271 1/22/2002 11648 277 1/23/2002 11976 164 1/24/2002 12254 139 1/25/2002 12638 192 1/26/2002 13188 275 1/27/2002 13604 208 1/28/2002 14082 239 1/29/2002 14580 249 1/30/2002 14958 189 1/31/2002 15208 125 7604 7604 TOTAL BAER RANCH REST AREA 2002 METER IPEOPLE DATE 2/1/2002 2/2/2002 2/3/2002 2/4/2002 2/5/2002 2/6/2002 2/7/2002 2/8/2002 2/9/2002 2/10/2002 2/11/2002 2/12/2002 2/13/2002 2/14/2002 2/15/2002 2/16/2002 2/17/2002 2/18/2002 2/19/2002 2/20/2002 2/21/2002 2/22/2002 2/23/2002 2/24/2002 2/25/2002 2/26/2002 2/27/2002 2/28/2002 500 996 1482 1964 2320 2696 3050 3490 4082 4550 5210 5592 5966 6578 7100 7862 8388 9190 9586 9834 10792 11298 12152 12972 13532 14050 14442 14844 7422 250 248 243 241 178 188 177 220 296 234 330 191 187 306 261 381 263 401 198 124 479 253 427 410 280 259 196 201 7422 TOTAL BAIR RANCH REST AREA 2002 METER I PEOPLE DATE 3/1/2002 3/2/2002 3/3/2002 3/4/2002 3/5/2002 3/6/2002 3/7/2002 3/8/2002 3/9/2002 3/10/2002 3/11/2002 3/12/2002 3/13/2002 3/14/2002 3/15/2002 3/16/2002 3/17/2002 3/18/2002 3/19/2002 3/20/2002 3/21/2002 3/22/2002 3/23/2002 3/24/2002 3/25/2002 3/26/2002 3/27/2002 3/28/2002 3/29/2002 3/30/2002 3/31/2002 580 880 1364 1888 2348 2950 3236 3702 4220 4920 5688 6280 6880 7390 8176 9084 9800 10610 11296 11862 12626 13224 14204 16040 17590 18482 19238 19718 20490 21864 23294 11647 290 150 242 262 230 301 143 233 259 350 384 296 300 255 393 454 358 405 343 283 382 299 490 918 775 446 378 240 386 687 715 11647 TOTAL BAIR RANCH REST AREA 2002 DATE METER PEOPLE 4/1/2002 4/2/2002 4/312002 4/4/2002 4/5/2002 4/6/2002 4/7/2002 4/8/2002 4/9/2002 4/10/2002 4/11/2002 4/12/2002 4/13/2002 4/14/2002 4/15/2002 4/16/2002 4/17/2002 4/18/2002 4/19/2002 4/20/2002 4/21/2002 4/22/2002 4/23/2002 4/24/2002 4/25/2002 4/26/2002 4/27/2002 4/28/2002 4/29/2002 4/30/2002 1674 2642 3418 4276 5284 6510 7624 8720 9510 10210 10818 11668 12646 13828 14962 15646 16240 17040 17960 18974 19784 20716 21394 22178 23064 23990 25066 26046 27726 28648 14324 484 388 429 504 613 557 548 395 350 304 425 489 591 567 342 297 400 460 507 405 466 339 392 443 463 538 490 840 461 837 14324 TOTAL 562 652 BAIR RANCH REST AREA 2002 METER (PEOPLE DATE 5/1/2002 5/2/2002 5/312002 5/4/2002 5/5/2002 5/6/2002 5/7/2002 5/812002 5/9/2002 5/10/2002 5/1112002 5/12/2002 5/13/2002 5/14/2002 5/15/2002 5/16/2002 5/17/2002 5/18/2002 5/19/2002 5/20/2002 5/21/2002 5/22/2002 5/23/2002 5/24/2002 5/25/2002 5/26/2002 5/27/2002 5/28/2002 5/29/2002 5/30/2002 5/31/2002 744 1610 2812 3978 5158 6656 7592 8486 9290 10500 11624 12900 14270 15306 16224 17150 18338 19758 21238 23014 24152 25304 26332 27718 29490 31250 33402 35316 36620 37862 39240 19620 372 433 583 590 749 468 447 402 605 638 685 518 459 463 594 710 740 888 569 576 514 693 886 880 1076 957 621 689 689 19620 TOTAL BAIR RANCH REST AREA 2002 DATE METER PEOPLE 6/1/2002 6/2/2002 6/3/2002 6/4/2002 6/5/2002 6/6/2002 6/7/2002 6/8/2002 6/9/2002 6/10/2002 6/11/2002 6/12/2002 6/13/2002 6/14/2002 6/15/2002 6/16/2002 6/17/2002 6/18/2002 6/19/2002 6/20/2002 6/21/2002 6/22/2002 6/23/2002 6/24/2002 6/25/2002 6/26/2002 6/27/2002 6/28/2002 6/29/2002 6/30/2002 1714 857 3258 802 4862 715 6292 708 7708 636 8980 859 10698 836 12370 770 13910 287 14484 693 15870 626 17122 637 18396 823 20042 767 21576 890 23356 929 25214 770 26754 506 27766 692 29150 841 30832 931 32694 978 34650 1136 36922 738 38398 702 39802 738 41278 924 43126 963 45052 981 47014 772 23507 23507 TOTAL 7/15/2002 7/31/2002 BAIR RANCH REST AREA 2002 DATE 7/1/2002 7/2/2002 7/3/2002 7/4/2002 7/5/2002 METER 7/6/2002 7/7/2002 7/8/2002 7/9/2002 7/10/2002 7/11/2002 7/12/2002 7/13/2002 7/14/2002 7/16/2002 7/17/2002 7/18/2002 7/19/2002 7/20/2002 7/21/2002 7/22/2002 7/23/2002 7/2412002 7/25/2002 7/26/2002 7/27/2002 7/28/2002 7/29/2002 7/30/2002 PEOPLE 1934 3496 5208 7482 9356 11570 967 856 1137 937 1107 14108 16454 18204 19830 21160 22788 25136 26880 28862 30446 31956 33540 35292 37430 39610 41940 43530 45002 46566 48208 50334 52434 54688 56460 58094 29047 1173 875 813 665 814 1174 872 991 792 755 792 876 1069 1090 1165 795 736 782 821 1063 1050 1127 886 817 781 29047 TOTAL BAIR RANCH REST AREA 2002 DATE METER PEOPLE 8/1/2002 8/2/2002 8/3/2002 8/4/2002 8/5/2002 8/6/2002 8/7/2002 8/8/2002 8/9/2002 8/10/2002 8/11/2002 8/12/2002 8/13/2002 8/14/2002 8/15/2002 8/16/2002 8/17/2002 8/18/2002 8/19/2002 8/20/2002 8/21/2002 8/22/2002 8/23/2002 8/24/2002 8/25/2002 8/26/2002 8/27/2002 8/28/2002 8/29/2002 8/30/2002 8/31/2002 1666 3660 5780 8004 10500 12432 13666 15340 17196 19356 21454 23888 25588 27190 28152 29732 31518 33160 35344 36876 38026 39232 40586 42036 43678 45584 46628 47738 48810 50040 51900 25950 833 1060 1112 966 617 837 928 1080 1049 1217 850 801 481 790 893 821 1092 766 575 603 677 725 821 953 522 555 536 615 930 997 25950 TOTAL BAIR RANCH REST AREA 2002 METER !PEOPLE DATE 9/1/2002 9/2/2002 9/3/2002 9/4/2002 9/5/2002 9/6/2002 9/7/2002 9/8/2002 9/9/2002 9/10/2002 9/11/2002 9/12/2002 9/13/2002 9/14/2002 9/15/2002 9/16/2002 9/17/2002 9/18/2002 9/19/2002 9/20/2002 9/21/2002 9/22/2002 9/23/2002 9/24/2002 9/25/2002 9/26/2002 9/27/2002 9/28/2002 9/29/2002 9/30/2002 1746 873 3488 871 5294 903 6590 648 7578 494 8608 515 10084 738 11446 681 12912 733 13504 296 14520 508 15024 252 15554 265 16296 371 17778 741 19280 751 20536 628 21636 550 22420 392 23722 651 26532 1405 28168 818 30060 946 30698 319 30734 18 31394 330 32006 306 32912 453 33614 351 34190 288 17095 17095 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 PEOPLE JANUARY 7894 FEBRUARY 7667 MARCH APRIL MAY JUNE JULY AUGUST 12527 13653 18608 12422 26271 19848 SEPTEMBER 20471 OCTOBER NOVEMBER DECEMBER TOTAL 15597 12395 9318 176671 BAIR RANCH 2001 meter people 1/1/2001 472 236 1/2/2001 1236 382 1/3/2001 1818 291 1/4/2001 2352 267 1/5/2001 2812 230 1/6/2001 3438 313 1/7/2001 4260 411 1/8/2001 4794 267 1/9/2001 5262 234 1/10/2001 5678 208 1/11/2001 6074 198 1/12/2001 6522 224 1/13/2001 7136 307 1/14/2001 7578 221 1/15/2001 8152 287 1/16/2001 8940 394 1/17/2001 9316 188 1/18/2001 9682 183 1/19/2001 10072 195 1/20/2001 10654 291 1/21/2001 11148 247 1/22/2001 11782 317 1/23/2001 12232 225 1/24/2001 12678 223 1/25/2001 13106 214 1/26/2001 13462 178 1/27/2001 14032 285 1/28/2001 14528 248 1/29/2001 14938 205 1/30/2001 15408 235 1/31/2001 15788 190 7894 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 meter people 2/1/2001 476 238 2/2/2001 1190 357 2/3/2001 1750 280 2/4/2001 2242 246 2/5/2001 2834 296 2/6/2001 3312 239 2/7/2001 3762 225 2/8/2001 4188 213 2/9/2001 4514 163 2/10/2001 5146 316 2/11/2001 5724 289 2/12/2001 6222 249 2/13/2001 6616 197 2/14/2001 7018 201 2/15/2001 7372 177 2/16/2001 7868 248 8750 441 2/18/2001 9566 408 2/19/2001 10202 318 2/20/2001 10878 338 2/21/2001 11528 325 2/22/2001 11944 208 2/23/2001 12566 311 2/24/2001 13282 358 2/25/2001 13874 296 2/26/2001 14526 326 2/27/2001 15012 243 2/28/2001 15334 161 7 667 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 meter people 3/1/2001 394 197 3/2/2001 978 292 3/3/2001 1908 465 3/4/2001 2490 291 3/5/2001 3374 442 3/6/2001 3996 311 3/7/2001 4382 193 3/8/2001 4770 194 3/9/2001 5476 353 3/10/2001 6570 547 3/11/2001 7120 275 3/12/2001 7960 420 3/13/2001 8562 301 3/14/2001 9126 282 3/15/2001 9636 255 3/16/2001 10344 354 3/17/2001 10968 312 3/18/2001 3/19/2001 11784 12742 408 479 13160 209 3/21/2001 13860 350 3/22/2001 14658 399 3/23/2001 15184 263 3/24/2001 17262 1039 3/25/2001 18706 722 3/26/2001 20198 746 3/27/2001 21180 491 3/28/2001 22084 452 3/29/2001 22876 396 3/30/2001 23926 525 3/31/2001 25054 564 12527 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 meter people 4/1/2001 956 478 4/2/2001 2516 780 4/3/2001 3314 399 4/4/2001 4042 364 4/5/2001 4550 254 4/6/2001 5242 346 4/7/2001 5870 314 4/8/2001 6764 447 4/9/2001 7630 433 4%10/2001 8354 362 4/11/2001 9032 339 4/12/2001 9548 258 4/13/2001 10396 424 4/14/2001 11484 544 4/15/2001 12324 420 13626 651 i'! WWI rvv . 4/17/2001 14602 488 4/18/2001 15404 401 4/19/2001 16176 386 4/20/2001 17528 676 4/21/2001 18468 470 4/22/2001 19386 459 4/23/2001 20204 409 4/24/2001 21042 419 4/25/2001 21862 410 4/26/2001 22494 316 4/27/2001 23428 467 4/28/2001 24826 699 4/29/2001 25784 479 4/30/2001 27306 761 13653 TOTAL 506 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 5/1/2001 5/2/2001 meter 5/3/2001 920 5/4/2001 1602 5/5/2001 people 460 2348 5/6/2001 5/7/2001 3088 4130 5/8/2001 5/9/2001 341 373 5142 370 6450 521 654 7344 447 8110 5/10/2001 5/11/2001 5/12/2001 5/13/2001 5/14/2001 8882 9840 11038 383 386 12508 13492 479 599 735 15106 492 807 V. ............. • 15980 437 5/16/2001 5/17/2001 16780 400 5/18/2001 17806 513 5/19/2001 19240 717 5/20/2001 20612 686 5/21/2001 22312 850 5/22/2001 23528 608 5/23/2001 24584 528 5/24/2001 25542 479 5/25/2001 27010 734 5/26/2001 28976 983 5/27/2001 30884 954 5/28/2001 32812 964 5/29/2001 34996 1092 5/30/2001 36056 530 5/31/2001 37216 580 18608 TOTAL 2714 7904 9244 23280 24844 274 293 330 429 12422 BAIR RANCH 2001 6/1/2001 6/2/2001 6/3/2001 6/4/2001 meter 1246 6/5/2001 6/6/2001 6/7/2001 4298 5890 6/812001 6/9/2001 people 623 6804 7336 8512 734 457 266 284 304 6/10/2001 9884 10796 6/11/2001 6/12/2001 6/13/2001 6/14/2001 11374 366 11922 12508 6115/2001 13116 13688 6/16/2001 6/17/2001 6/18/2001 6/19/2001 320 456 289 6/20/2001 6/21/2001 14800 15936 6/22/2001 6/23/2001 16636 17328 6/24/2001 17988 6/25/2001 304 286 556 568 350 18724 19280 6/26/2001 6/27/2001 6/28/2001 6/29/2001 346 20298 21268 368 278 21918 22776 6/30/2001 509 485 325 23820 252 270 512 TOTAL 1275 846 834 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7/18/2001 7/19/2001 7/20/2001 26990 28652 7/21/2001 7/22/2001 7/23/2001 7/24/2001 7/25/2001 30558 32138 35020 7/26/2001 7/27/2001 37570 831 953 39262 7/28/2001 7/29/2001 40924 790 1441 42372 7/30/2001 7/31/2001 44040 831 46280 48502 50740 724 52542 1120 1111 1119 901 26271 TOTAL BAIR RANCH 2001 1 meter people 7/1/2001 516 258 7/2/2001 1384 434 7/3/2001 2400 508 7/4/2001 4236 918 7/5/2001 5618 691 7/6/2001 7838 1110 7/7/2001 9790 976 7/8/2001 11594 902 7/9/2001 13720 1063 7/10/2001 14968 624 7/11/2001 15808 420 7/12/2001 16802 497 7/13/2001 18390 794 7/14/2001 20048 829 7/15/2001 21770 861 7/16/2001 23878 1054 7/17/2001 25366 744 7/18/2001 7/19/2001 7/20/2001 26990 28652 7/21/2001 7/22/2001 7/23/2001 7/24/2001 7/25/2001 30558 32138 35020 7/26/2001 7/27/2001 37570 831 953 39262 7/28/2001 7/29/2001 40924 790 1441 42372 7/30/2001 7/31/2001 44040 831 46280 48502 50740 724 52542 1120 1111 1119 901 26271 TOTAL 820 699 659 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 W111UU1 8/2/2001 8/3/2001 8/4/2001 meter '1 (b tS 3408 5364 8/5/2001 8/612001 people titS4 6990 8/7/2001 8/8/2001 8872 10940 12550 8/9/2001 8/10/2001 978 813 941 13704 8/1112001 8/1212001 14886 1034 805 577 16284 17398 18716 591 557 770 VI 1 VI 1.Vv . ---- 21190 467 8/14/2001 8/15/2001 22198 504 8/16/2001 23254 528 8/17/2001 24480 613 8/18/2001 26000 760 8/19/2001 27236 618 8/20/2001 28722 743 8/21/2001 29626 452 8/22/2001 30688 531 8/23/2001 31400 356 8/24/2001 32276 438 8/25/2001 33490 607 8/26/2001 34614 562 8/27/2001 35694 540 8/28/2001 36902 604 8/29/2001 37826 462 8/30/2001 38682 428 8/31/2001 39696 19848 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 meter people 9/1/2001 1392 696 9/2/2001 3262 935 9/3/2001 5932 1335 9/4/2001 7740 904 9/5/2001 8874 567 9/6/2001 9822 474 9/7/2001 10998 588 9/8/2001 12448 725 9/9/2001 13682 617 9/10/2001 15192 755 9/11/2001 16376 592 9/12/2001 16608 116 9/13/2001 17614 503 9/14/2001 18462 424 9/15/2001 20874 1206 9/16/2001 22726 926 9/17/2001 24578 926 9/18/2001 25554 488 9/19/2001 26582 514 9/20/2001 27542 480 9/21/2001 28776 617 9/22/2001 30348 786 32016 834 9/24/2001 33654 819 9/25/2001 34758 552 9/26/2001 35788 515 9/27/2001 36784 498 9/28/2001 37812 514 9/29/2001 39176 682 9/30/2001 40942 883 20471 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 meter people 10/1/2001 1592 796 10/2/2001 2860 634 10/3/2001 3750 445 10/4/2001 4608 429 10/5/2001 5712 552 10/6/2001 7324 806 10/7/2001 8570 623 10/8/2001 9982 706 10/9/2001 11216 617 10/10/2001 11868 326 10/11/2001 12648 390 10/12/2001 13694 523 10/13/2001 14722 514 10/14/2001 14922 100 10/15/2001 15758 418 10/16/2001 16918 580 10/17/2001 17862 472 10/18/2001 18832 485 10/19/2001 19668 418 10/20/2001 20782 557 10/21/2001 21998 608 10/22/2001 24344 1173 10/23/2001 25002 329 10/24/2001 25842 420 10/25/2001 26286 222 10/26/2001 26994 354 10/27/2001 27902 454 10/28/2001 28808 453 10%29/2001 29858 525 10/30/2001 30636 389 10131/2001 31194 279 15597 TOTAL BAIR RANCH 2001 meter people 11/1/2001 516 258 11/2/2001 1594 539 11/3/2001 2538 472 11/4/2001 3306 384 11/5/2001 4236 465 11/6/2001 4936 350 11/7/2001 5658 361 11/8/2001 6034 188 11/9/2001 6894 430 11/10/2001 7764 435 11/11/2001 8434 335 11/12/2001 9340 453 11/13/2001 10058 359 11/14/2001 10762 352 11/1512001 11374 306 11/16/2001 11932 279 11/17/2001 12726 397 11/18/2001 13860 567 11/19/2001 14774 457 11/20/2001 15470 348 11/21/2001 16410 11/22/2001 18300 945 11/23/2001 18958 329 11/24/2001 19842 442 11/25/2001 21162 660 11/26/2001 22578 708 11/27/2001 23270 346 11/28/2001 23674 202 11/29/2001 24130 228 11/30/2001 24790 330 27662 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BAIR RANCH 2001 meter 472 1128 12/1/2001 12/2/2001 people 236 328 12/3/2001 1592 232 1214/2001 1944 176 12/5/2001 2272 164 12/6/2001 2592 160 12/7/2001 2598 3 12/8/2001 3300 351 12/9/2001 3800 250 12/10/2001 4390 295 12/11/2001 4764 187 12/12/2001 5042 139 12/13/2001 5666 312 12/14/2001 6106 220 12/15/2001 6604 249 12/16/2001 7082 239 12/17/2001 7554 236 12/18/2001 7962 204 12/19/2001 8328 183 12/20/2001 8776 224 12/21/2001 9554 389 12/22/2001 10440 443 12/23/2001 11466 513 12422 478 1212512001 12952 265 12/26/2001 13592 320 12/27/2001 14798 603 12/28/2001 15830 516 12!29/2001 16634 402 12/30/2001 17578 472 12/31/2001 18636 529 9318 TOTAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Orifice Shields 1 1 Specifications 1 1 1 1 1 1 1 Submrtal Data Sheet a;i Standard configuration shield Non-drainback configuration orifice (Orenco orifice shields may be placed on top of or beneath a lateral, depending on the location of the orifice) General Orenco Orifice Shields snap -fit onto laterals. Orifice shields are covered by method -of -use patent no. 5,360,556. 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, OS100, 0S125, OS150, 0S200 Model Code Nomenclature: OS XXX L— Indicates the corresponding lateral size (in.) Dimensions Model OS075 OS100 0S125 0S150 OS200 Shield 0.D. (in.) 3.5 3.5 3.5 4.5 4.5 Distribution Pipe 0.D. (in.) 1.05 1.315 1.66 1.90 2.375 MateriaiS of Construction: PVC (polyvinylchloride) per ASTM 0-1784 Orenco System Incorporated 814AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE: (541)459-4449 tac0)348-9843 FACSIMILE 1541)459-2884 ESU -SFA -OS -1 Rev. 3.0, © 2/03199 APPENDIX B Job No: 12090 December 15, 2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Summary of Municipal, Commercial and Industrial Wells Permitted within a 5 -Mile Radius of the Proposed WTF Bair Ranch Rest Area Permit No. Use Quarters Section Township Range 29282F Municipal SENE 5 5 S 86 W 18142FR Municipal Commercial SENE 5 5 S 86 W 135196 Commercial NENW 5 5 S 86 W 58422F Municipal Commercial NENW 5 5 S 86 W AP Irrigation Commercial NE 5 5 S 86 W 53021F Commercial NWNW 5 5 S 86 W 58421F Municipal Commercial NWNW 5 5 S 86 W 53022F Commercial Municipal SENW 5 5 S 86 W 53023F Commercial SWNW 5 5 S 86 W 53024F Commercial Municipal NESW 5 5 S 86 W 42775F Irrigation Commercial NESW 15 5 S 87 W 42661F Industrial Irrigation NWNE 30 5 S 87 W 41241F Commercial Domestic SENE 30 5 S 87 W 57740F Industrial Irrigation SWNE 30 5 S 87 W 57741F Industrial Irrigation SWNE 30 5 S 87 W Summary of Domestic Wells Permitted within a 1 -Mile Radius of the Proposed WTF Bair Ranch Rest Area Permit No. Use Quarters Section Township Range AP Domestic Livestock NWSE 15 5 S 87 W 217993 Domestic NESW 15 5 S 87 W AP Domestic Irrigation NESW 15 5 S 87 W f AP = Application for permit ile IREPORT DATE Thu Oct 31 13:26:12 MST 2002 I PERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1 1 1 1 1 1 1 1 COLORADO WELLS, APPLICATIONS, AND PERMITS COLORADO DIVISION OF WATER RESOUCES 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOC OTRS PAGE 1 WP TN ' IND MD DB USE DATE APR IRR AGER Yttw U1 -•i n L.V i...1.,./R1./•,,. - CD 0 DATE CD DATE 5 EAG BRUSH CK+EAGLE EAGLE, CO 81631 37 9 0 0 GW 0 0 0 0 0 NESW 1 5S 86W S AP 0 06-12-1981 5 EAG MOSHER R L 3725 QUAIL ST #5 WHEAT RIDGE, CO 80033 - 89 0 0 GW 0 0 0 1951N 1891E SENW 2 58 86W S AP 223490 10-22-1999 AU 02-1.62000 37 5 EAG MOSHER R L 3725 QUAIL ST #5 WHEAT RIDGE, CO 80033 - 37 80 L 0 0 GW 15.00 100 22 1981N 12660 SWNW 2 5S 86W S NP 10-22-1999 AR 02-142000 36545MH 5 EAG CONDIT JIM % WRIGHT WATER ENGINEERS INC BOX 219 GLENWOOD SPRINGS, CO 81602 - 37 0_114 0 0 GW 0 0 0 0 0 SWNE 3 5S 86W S MH 07-06-1999 130284 5 EAG WARD F A EAGLE, CO 81631 52 8 9 0 GW 0 0 0 0 0 NESE 3 5S 86W S NP 04-22-1983 AR 05-954983 16637F 0 EAG CORELL ANDERS 1317 E. EUCLID AVE. LITTLETON, CO 80121 9 0 0 0 GW 0 0 _0 0 0 NWSW 3 5S 56W S EP 8025AD 09-19-1922 EP 11.20-1973 5 EAG DOTSERO BLOCK INC P 0 BOX 933 GLENWOOD SPGS, CO 81601 52 2 0 0 GW 0 0 0 0 0 SENE 4 5S_ 86W S AD 9869 01-29-1979 02-14-1979 5 EAG GOTSCHALL NEVA I GYPSUM, CO 81637 37 8 0920-1961 0 0 GW 15 00 60 45 0 0 NWNW 4 5S 86W S 25636 5 EAG GOTSCHALL LEE PO BOX 128 GYPSUM, CO 53 8 0820-1965 0 0 GW 20-00 63 40 0 0 SWNW 4 5S 86W S AB 08-23-1965 AB 0820-1978 32840MH 5 EAG VOGELMAN KURT % RESOURCE ENGINEERS INC 909 COLORADO AVE GLNWD SPRINGS, CO 81601 0 M 0 0 GIN 0 0 0 0.0 NESE 4 5S_ 86W S MH 53423F 03-04-1998 _37 5 EAG DOTSERO RANCH LLC % BALCOMB AND GREEN PC P 0 BOX 790 GLENWOOD SPRINGS, CO 81602- DOTSERO RANCH PUD 37 83 9 200 GW 600 00 20 14 1350S 1200E NESE 4 8S 86W S CA 54681 F 02-18-2000 CA 10-062009 5 EAG DOTSERO RANCH LLC % BALCOMB & GREEN PC P 0 DRAWER 790 GLENWOOD SPRINGS, CO 81602- DOTSERO RANCH PUD 97 8_3 0 209 GW 600 00 20 14 13505 1200E NESE 4 5S 86W S EP 57509F 08-21-2000 EP 10,23,20_02 5 EAG DOTSERO RANCH LLC C/O BALCOMB & GREEN PC P 0 DRAWER 790 GLENWOOD SPRINGS, CO 81602- DOTSERO RANCH PUD 3 LA 0 200 GW 600 00 20 14 1350S 1200E HESE 4 5S 86W S NP 153293 10-10-2002 37 5 EAG DOTSERO RANCH LLC P 0 BOX 806 EDWARDS, CO 81632 37 3 0 0 GW 1000 140 100 2700N.2200E NWSE 4 55 86W S NP 200575 09-16-1988 QC 09-024997 5 EAG STRONG KENNETH & LAURA BOX 0399 GLNWD SPRINGS, CO 81602 37 3 0 9 GW 800 132 190 24 0�E NWSE 4 5S 86W S NP 141738 07-25-1996 AR 91-06-1997 5 EAG R A NIELSEN CONSTRUCTION CO P 0 BOX 1130 COMMERCE CTY, CO 80022 37 3 0 GW 0 0 0 23005 2700E RESIN 4 55 86W S AB 0 08-30-1985 AB 07-021998 _0 5 EAG CORN CONSTRUCTION CO P 0 BOX 1240 GRAND JCTN, CO 81502 52 O 0 0 GW 0 0 0 0 0 5 5S 86W S AP 50362F 05-21-1990 AU 07-19-1990 5 EAG NIELSEN CONSTRUCTION CO BOX 1130 COMMERCE CITY, CO 80022 52 G G 08,01-1998 0 0 GW 0 9 0 0.0 NE 5 5S 86W S SA 02-11-1998 SA 06-011998 30851A 5 EAG CLARK JACK GYPSUM, CO 81637 37 8 0B-12-1996 0 0 GW 30 00 115 88 850N 7100E NWNE 5 5S 86W S NP 04-18-1986 SR 11-13-1986 30851 5 EAG CLARK JACK & JO ANN M. 3785 HWY. 6 GYPSUM, CO 81637 53 8 0 1 00 GW 15 00 115 67 790N 2100E NWNE 5 5S 86W S NP 30851A 05-11-1967 5 EAG MILLER ROY 3785 HIGHWAY 6 GYPSUM, CO 81637 - 37 8 0 109 GW 15.00 135 88 850N 2100E NWNE 5 5S 86W S NP 29282F 04-24-2002 5 EAG MALPAIS MOBILE HOME PARK BOX 926 GLENWOOD SPGS, CO 81602 37 2 12-19-1985 0 0 GW 70.00 45 6 1550N 250E SENE 5 5S 86W S NP 18142FR 05-07-1984 SA 04,30-1992 5 EAG MAYNE ROBERT V PO BOX 175 GYPSUM, CO 81637 37 2 3 0 0 SAW 50.00 51 17 1335N 415E SENE 5 5S 86W S NP 12774AD 08-12-1991 RC 95-081992 5 EAG MAYNE V ROBERT P 0 BOX 175 GYPSUM, CO 81637 37 1 0 0 GW 0 0 0 1460N.350E SFNE 5 5S 86W S AD 04-07-1992 12777AD 5 EAG SAX JOEL D 303 W FRANCIS ST ASPEN, CO 81611 37 1 0 0 GW 9 0 0 148011350E SFNE 5 5S 86W S AD 18142F 04-07-1992 5 EAG DOTSERO BLOCK INC BOX 933 GLENWD SPGS, CO 81601 AB 11-21-1991 52 4 12-15-1974 0 0 GW 25.00 60 30 1358N,403E SENE 5 5S 86W S AB 1 1 1 1 •EPORT DATE Thu Oct 31 13:26:12 MST 2002 COLORADO WELLS, APPLICATIONS, AND PERMITS COLORADO DIVISION OF WATER RESOUCES PAGE 2 ERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOC TWN P G M DB USF DATE APR RIR AQFR YIrLU GW ur i n l_cv ..irORD -- • - -- •18965 CD DATE _CD DALE WD MD 5 EAG YOUNG MIKE 1225 WESTHAVEN LN VAIL, CO 81657 - 8 L 0 100 GW 30.00 47 10 26008.50E SENE 5 5S 86W S NP 07-13-1999 37 5636A 5 EAG RA NIELSEN CONSTRUCTION CO PO BOX 1130 COMMERCE CITY, CO 80022 8 0 1 00 GW 30 00 47 10 2060N.1330E SWNE 5 5S 86W S x38023 CA 05-02-197B CA 07-22-t999 53 5 EAG TEMPLE JAMES E 8240 QUEEN ST ARVADA, CO 80005 - H 0 D GW 0 0 0 3150S 86E SWWE 5 5S 86W S 135196 NP 01-16-2092 01-17-2002 53 5 EAG NEUMAYR RUDI & BROWN RON PO BOX 2238 VAIL, CO 81658 3 030 0 GW 15 00 58 28 951N 2426W NFNW 5 5S 86W S NP 10-06-19B3 RC 05-21,2401 52 53020F 5 EAG STEPHENS WILLIAM A & ANNALIES % CALOIA & HOUPT 1204 GRAND AVE GLNWD SPRNG, CO 81601 - 3 0 0 GW 0 0 0 600N 1500W NFNW 5 5S 86W S FP 11-01-1999 EP 12-152000 _53 228846 5 EAG STAR ROUTE SUBDIVISION P 0 BOX 2238 VAIL, CO 81658 - Q M 0 0 GW 15 00 45 9 1100112060W NENW 5 5S 86W S NP 08-21,200.0 52 58422F 5 EAG TWO RIVERS DEVELOPMENT CO % CALOIA HOUPT & HAMILTON PC 1204 GRAND AVE GLENWOOD SPRINGS, CO 81601 - 2 3 0 0 GW 0 0 0 600N 1500W NENW 5 5S 86W S NP 08-152002 53 0 5 EAG STAR ROUTE ENTERPRISES PO BOX 2238 VAIL, CO 81658 - 31 0 0 GW 2000 45 9 926N 2060W NENW 5 5S 86W S AP 09-18-2002 52 115075 5 EAG TWO RIVERS INVESTMENT SWEET WATER RT GYPSUM, CO 81637 8 1 00 GW 25 00 90 40 300N 300W NWNW 5 5S 86W S HP 06-27-1980 _52 _0 53021 F 5 EAG STEPHENS WILLIAM A & ANNALIES % CALOIA & HOUPT 1204 GRAND AVE GLNWD SPRNG, CO 81601 - 3 0 GW - 13000 49 15 1250111250W NWNW 5 5S 86W S FP 11-01-1999 EP 1997-2002 03 _0 58421F 5 EAG TWO RIVERS DEVELOPMENT CO % CALOIA HOUPT & HAMILTON PC 1204 GRAND AVE GLENWOOD SPRINGS, CO 81601 - 23 0 0 GW 0 0 0 1315N 1250W NWNW 5 5S 86W S NP 08-152002 53 53022F 5 EAG STEPHENS WILLIAM A & ANNALIES % CALOIA & HOUPT 1204 GRAND AVE GLNWD SPRNG, CO 81601 - 53 32 0 0 GW 0 0 0 2100N.1600W SF NW 5 5S BBW S NP 11-01-1999 _EX 12-12-2000 53023F 5 EAG STEPHENS WILLIAM A & ANNALIES % CALOIA & HOUPT 1204 GRAND AVE GLNWD SPRNG, CO 81601 - 3 0 0 OW 0 0 0 2500N 1000W SWNW 5 5S 86W S NP 11-Q1-1999 1=Y 12-12-2000 53 0 5 EAG R A NIELSEN CONSTRUCTION CO 7631 DAHLIA ST COMMERCE CITY, CO 80022 GRAVEL PIT Q G 0 0 GW 0 0 0 0 0 NFSE 5 5S 86W S AP 07-14-1990 AU 0830-1.990 52 11875AD 5 EAG MCCABE RANCH P 0 BOX 79 SNOW MASS, CO 81652 69 0 0 GW 0 0 0 5405.3540W SWSE 5 5S 86W S AD 03-24-1989 38 13705AD 5 EAG STEPHENS WILLIAM TWO RIVERS INVESTMENT CO 0010 COLORADO RIVER RD GYPSUM, CO 81637 52 3 0 0 GW 0 0 0 2380S.2260W NESW 5 5S 86W S AD 08-23-1995 2801 BMH 5 EAG STEPHENS BILL % L G EVERIST INC 9065 QUINCE ST HENDERSON, CO 80640 0 M 0 0 GW 0 0 0 0 0 NESW 5 5S 86W S MH 02-05-19 6 52 53024F 5 EAG STEPHENS WILLIAM A & ANNALIES % CALOIA & HOUPT 1204 GRAND AVE GLNWD SPRNG, CO 81601 - O2 0 D GW 0 0 0 3700N 1600W NESW 5 5S 86W S NP 11-01-1999 EX 1212-2000 53 13706AD 5 EAG STEPHENS WILLIAM TWO RIVERS INVESTMENT CO 0010 COLORADO RIVER RD GYPSUM, CO 81637 0 0 0 GW 0 0 0 1500S750W NWSW 5 5S 86W S AD 08-23-1995 52 r 13707AD 5 EAG STEPHENS WILLIAM 0010 COLORADO RIVER RD GYPSUM, CO 81637 O 0 0 GW 0 0 0 2380S 380E NESE 6 5S 86W S AD 08-23-1995 52 18794MH 5 EAG GOLDSMITH NED C/0 BOX 1059 BASALT, CO 81621 0 0 0 GW 0 440 0 0 0 SE 13 5S 86W S r MH 03-10-1992 37 32482MH 5 EAG HILL COLLEEN & DOUG % GOLDEN EAGLE DRILLING BOX 475 FRISCO, CO 80443 0 M 0 0 GW 15 00 362 250 0 0 NESE 13 5S 86W S MH 01-02-1998 37 168165 5 EAG GOLDSMITH NED P 0 BOX 1010 GYPSUM, CO 81637 37 8 1 9 0 GW 15 00 440 360 554S 2974E SWSE 13 5S 86W S NP 10-01-1992 AR 01-02-1993 18793MH 5 EAG GOLDSMITH NED C/O BOX 1059 BASALT, CO 81621 0 0 0 GW 0 0 0 0.0 NE 24 5S 86W S MH 03-10-1992 _37 1210945 5 EAG BIANCUR LINDA CAROL PIERCE 29710 VALLEJO AVE TEMECULA, CA 92592 n zanci'JnnF RFSF 33 5S 86W S NP 05-27-1998 53 H 0 1 1 1 ,REPORT DATE Thu Oct 31 13:25:19 MST 2002 COLORADO WELLS, APPLICATIONS, AND PERMITS COLORADO DIVISION OF WATER RESOUCES IPERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL CD DATE CD DATE 1810 MD DB USE DATE APR IRR AGER 230047 5 EAG LEGRANDE BAIR RANCH CO 1405 HWY 6 GYPSUM, CO 81637 - NP 01-09-2001 _53 H 0 0 N 0 BOX 111 GLENWOOD SPRINGS, CO 81601- GW WELL WELL WTR SEC LOC YIELD DPTH LEV 000RD ()IRS SEC SHP RNG M 5S 87W S PAGE 1 TWN 8 00 76 52 200S 2400E SWSE 0 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501- AP 05-01-2002 AU 06-262002 52 8 A 0 0 GW 0 0 0 34265,956E SENE 30 SS 87W S 12591AD 5 GAR CO DIV HIGHWAYS BOX 2107 GRAND JUNCTION, CO 81502 AD 91-11-1981 52 3 0 GW 0 0 0 0 1600111500E SW NE 30 58 87W S 18124MH 5 GAR CO DEPT HIGHWAYS 0/0 P O BOX 1430 GLENWOOD SPGS, CO 81602-1430 MH 09-12-1991 52 0 0 0 GW 0 0 0 0,0 SWNE 30 SS 87W S 1 1 • • • 8 0 0 GW 0 0 0 09 L DD Of UV .� CA 06-11-1968 0 11030AD 5 GAR CO DEPT HIGHWAYS GRAND JUNCTION, CO 81502 1 0 0 GW 0 0 0 0 0 SENW 15 5S 87W S AD 05-12-1983 52 18713MH 5 GAR CO DIV HIGHWAYS C/O P 0 BOX 1430 GLENWOOD SPGS, CO 81601 0 0 DW 0 0 0 0-0 SENW 15 5S 87W S _0 AB 02-24-1992 3 10565 5 GAR BAIR LE GRANDE GLNWD SPGS, CO 81601 8 1241-1961 0 0 GW 2000 45 24 00 SFNW 15 5S 87W S AB AB 01-01-1985 53 11031 AD 5 GAR COLORADO DEPT OF HIGHWAYS P.O. BOX 2107 GRAND JUNCTION, CO 81602 - 0 0 100 GW 0 0 0 00 SENW 15 5S 87W S AD 08-08-1984 0 0 5 GAR BLAIR JAMES CRAIG 66418 HWY 6 GLENWOOD SPRINGS, CO 81601 - 8_9 0 0 GW 0 0 0 0 0 NWSE 15 5S 87W S AP 07-152002 AU 08222002 53 41240F 5 GAR CO DEPT TRANSPORTATION P 0 BOX 1430 GLENWOOD SPGS, CO 81602 1 0 0 1.2W 0 0 0 25405.2690E NESW 15 5S 87W S CA 03-20-1992 GA 0921-1893 53 41236F 5 GAR CO DEPT TRANSPORTATION P 0 BOX 1430 GLENWOOD SPGS, CO 81602 1 0 0 GW 0 0 0 23305 3100E _NESW 15 55 87W S CA 03-20-1992 CA 09-21-1993 53 42775F 5 GAR CO DEPT TRANSPORTATION 202 CENTENNIAL BOX 1430 GLENWOOD SPGS, CO 81602 1_3 0225-1993 0 0 GW 75 00 59 18 23633.3167E NESW 15 5S 87W S NP 06-16-1993 _SA 06-11-1996 53 42776F 5 GAR CO DEPT OF TRANSPORTATION P 0 BOX 1430 GLENWOOD SPGS, CO 81602 1 0 0 SSW 0 0 0 254052690E NESW 15 5S 87W S NP 07-16-1993 5P 04212000 53 217993 5 GAR BAIR JAMES CRAIG 66418 HWY 6 GLENWOOD SPRINGS, CO 81601 - 8 0239-1955 0 0 GW 15 00 40 0 2200S 1350W NESW 15 5S 87W S NP 05-10-1992 RC _05-28-1299 52 0 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501 - 1 A 0 0 GW 0 0 0 7540S2690E NESW 15 5S 87W S AP 05-01-2002 AU _06,262002 53 0 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501 - 81A 0 2490 GW 0 0 0 7363S 3167E NESW 15 5S 87W S AP 05-01-2002 AU_ 0602 53 243329 5 GAR BLAIR JAMES CRAIG 66418 HWY 6 GLENWOOD SPRINGS, CO 81601 - 8_9 L 0 0 GW 0 9 0 2000S -2900W NWSE 15 5S 87W S NP 07-15-2002 53 12590AD 5 GAR CO DIV HIGHWAYS GRAND JUNCTN, CO 81502 11 0 0 GW 0 0 0 0 0 NWNW 29 5S 87W S AD 06-02-1983 52 42662F 5 GAR CO DEPT TRANSPORTATION BOX 1430 202 CENTENNIAL GLENWOOD SPGS, CO 81602 1 9321-1994 0 0 GW 0 0 0 4600S5100E NWNW 29 5S 87W S SA 05-11-1993 SG 05-07-1996 52 93204VE 5 GAR CO DEPT TRANSPORTATION BOX 1430 GLENWOOD SPGS, CO 81602 0 090 0 SSW 0 00 0 0 4600S 5100E NWNW 29 58 87W S AV 06-72-1993 52 0 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501 - 1 0 2300 GW 0 0 0 460055100E NWNW 29 5S 87W S AP 05-01-2002 _ALI 06262002 53 _A 20166MH 5 GAR CO DEPT TRANSPORTATION 80X 1430 GLENWOOD SPGS, CO 81602 O Al 009 0 GW 0 00 0 0 0 0 NE 30 5S 87W S MH 12-14-1992 52 42661F 5 GAR CO DEPT TRANSPORTATION BOX 1430 GLENWOOD SPGS, CO 81602 13 0 5 50 GW 5.00 60 42 4200S 1709E NWNE 30 SS 87W S NP 05-11-1993 SR 0523-1996 _52 0 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501 - 81A 0 550 _GW 0 0 0 42005 1700E NWNE 30 5S 87W S AP 05-01-2002 AU 052&2/102 53 41241F 5 GAR CO DEPT TRANSPORTATION P 0 BOX 1430 202 CENTENNIAL GLENWOOD SPGS, CO 81602 II 1 NP 03-7 - - •:- •- 0 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501- AP 05-01-2002 AU 06-262002 52 8 A 0 0 GW 0 0 0 34265,956E SENE 30 SS 87W S 12591AD 5 GAR CO DIV HIGHWAYS BOX 2107 GRAND JUNCTION, CO 81502 AD 91-11-1981 52 3 0 GW 0 0 0 0 1600111500E SW NE 30 58 87W S 18124MH 5 GAR CO DEPT HIGHWAYS 0/0 P O BOX 1430 GLENWOOD SPGS, CO 81602-1430 MH 09-12-1991 52 0 0 0 GW 0 0 0 0,0 SWNE 30 SS 87W S 1 1 • • • IEPORT DATE Thu Oct 31 13:25:19 MST 2002 COLORADO WELLS, APPLICATIONS, AND PERMITS COLORADO DIVISION OF WATER RESOUCES PAGE 2 IERMIT D CTY OWNER INFORMATION ACTIVITY STATUS 1ST USED ANN AREA GEOL WELL WELL WTR SEC LOC TWN CD DATE GD DALE WD MD DB USE DATE APE IRR _AOFR YIELD DPTH LEV CQORD OTRS SEC SHP RNG i51238E 5 GAR CO DEPT TRANSPORTATION P 0 BOX 1430 202 CENTENNIAL GLENWOOD SPGS, CO 81602 CA 03-20-1992 CA 46,27-2002 52 4 1 06-1.81992 0 500 GW 30 00 90 29 32505 1,513E S1NNE 30 5S. 87W 1237F 5 GAR CO DEPT TRANSPORTATION P 0 BOX 1430 202 CENTENNIAL GLENWOOD SPGS, CO 81602 CA 03-201992 CA 06.27-2002 52 4 1 0618-1592 0 500 GW 30 00 95 28 32205 1.500E SWNE 30 5S 87W 7740F 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501- NP 05-012002 52 A LA 0 5.00 GW 30 Q0 90 29 32508 1513E SWNE 30 5S BZW 7741F 5 GAR COLORADO DEPT OF TRANSPORTATION 606 S 9TH ST GRAND JUNCTION, CO 81501 - NP 05-01- 002 52 41A 0 500 GW 3090 95 27 371081500E SWNE 30 5S BZW 6110F 5 GAR HANGING LAKE JOINT VENTURE P 0 BOX 639 GLENWOOD SPGS, CO 81602--639 AB 12041989 52 34 0 0 GW 30.00. 52 10 32508-3200E SENW 30 ES 87W 12592AD 5 GAR CO DIV HIGHWAYS BOX 2107 GRAND JUNCTION, CO 81502 AD 02-11-1991 52 3 0 0 GW 0 0 0 1500N,1500E SWNW 30 5S 87W APPENDIX C Job No: 12090 December 15, 2002 STATE OF COLORADO Bill 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. Deriver, Colorado 80246-1530 Phone (303) 692-2000 TDD Line (303) 691-7700 Located in Glendale, Colorado http://www.cdphe.state.co.us January 29, 2002 Laboratory and Radiation Services Division 8100 Lowry Blvd. Denver, Colorado 80230-6928 (303) 692-3090 Edward Church, P.E. Church and Associates, Inc. 4501 Wadsworth Blvd. Wheat Ridge, CO 80033 RE: Proposed Bair Ranch 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 Bair Ranch 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 SE1/4 of NE1/4, Section 15, Township 5 South, Range 87 West of the 6th 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 Bair Ranch Rest Area WWTP may be covered by a general permit. The preliminary effluent limitations were developed for the Bair Ranch 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. Proposed Bair Ranch Rest Area Edward Church January 29, 2002 Page 2 BODS (mg/1) Table 1 Proposed Bair Ranch Rest Area WWTP Preliminary Effluent Limits for Discharge to the Coloraod River 45 (7 -day average), 30 (30 -day average) BOD5 (% removal) TSS, mechanical plant (mg/1) 85 (30 -day average) 45 (7 -day average), 30 (30 -day average) TSS, mechanical plant only (% removal) TSS aerated lagoon system (mg/1) Oil and Grease (mg/I) pH (s.u.) 85 (30 -day average) 75 (7 -day average), 110 (30 -day average) Fecal Coliform (organisms/100 ml) 10 (maximum) 6.5-9.0 (minimum -maximum) 12,000 (7 -day average), 6,000 (30 -day average) Total Residual Chlorine (mg/1) 0.5 (maximum) The limitations in Table 1 apply to all the hydraulic capacities requested. If you have any questions regarding this matter, please contact me at (303) 692-3614. Sincerely, Karen Young Environmental Protection Specialist Permits Unit, Water Quality Protection Section Water Quality Control Division ENCLOSURE CC: Local Health Department Dwain Watson, District Engineer, Grand Junction Office Tom Bennett, Drinking Water and Wastewater Technical Services Garfield County File Bair Ranch Rest Area I WWTF Water Quality Assessment PEL WATER QUALITY ASSESSMENT THE COLORADO RIVER BAIR RANCH REST AREA WWTF Table A-1 Assessment Summary Name of Facility County Bair Ranch Rest Area WWTF WBID - Stream Segment Garfield 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. COUCUCO3 Classifications Cold Water Aquatic Life Class 1 Class 1 a Existing Primary Contact Recreation Agriculture Water Supply Undesignated Designation I. Introduction The water quality assessment (WQA) of the Colorado River near the Bair Ranch 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 facilitate issuance of the Colorado Discharge Permit System (CDPS) permit for the Bair Ranch Rest Area WWTF, and is intended to determine the assimilative capacities available to the Bair Ranch 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 Bair Ranch Rest Area WWTF discharges to the Colorado River. The ratio of the low flow of the Colorado River to the Bair Ranch Rest Area WWTF design flow is 87922:1. The nearest upstream and downstream facilities had no impact on the assimilative capacities available to the Bair Ranch 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 8 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. AnnPnrlix A Page 1 of 10 E.O. 1/25/2002 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL Glenwood Canyon CDOT Rest Areas Figure 1 II. Water Quality The Bair Ranch 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). Annentlix A Page 2 of 10 E.O. 1/25/2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL Table A-2 In -stream Standards for Stream Segment COUCUCO3 Physical and Biological Dissolved Oxygen (DO) = 6 mg/l, minimum (7 mg/1, minimum during spawning) pH = 6.5 - 9 su Fecal Coliform — 200 colonies/100 ml Inorganic Un -ionized ammonia acute = TVS Un -ionized ammonia chronic = 0.02 mg/1 Chlorine acute = 0.019 mg/1 Chlorine chronic = 0.011 mg/1 Free Cyanide acute = 0.005 mg/I Sulfide chronic = 0.002 mg/1 Boron chronic = 0.75 mg/1 Nitrite = 1 mg/1 Nitrate = 10 mg/1 Chloride chronic = 250 mg/1 Sulfate chronic = 250 mg/1 Metals Total Recoverable Arsenic acute = 50 ug/1 Dissolved Cadmium acute for trout and Dissolved Cadmium chronic = TVS Total Recoverable Trivalent Chromium acute = 50 ug/1 Dissolved Trivalent Chromium acute and chronic = TVS Dissolved Hexavalent Chromium acute and chronic = TVS Dissolved Copper acute and chronic = TVS Dissolved Iron chronic = 300 ug/1 Total Recoverable Iron chronic = 1000 ug/1 Dissolved Lead acute and chronic = TVS Dissolved Manganese chronic = 50 ug/1 Dissolved Manganese acute = TVS Total Mercury chronic = 0.01 ug/1 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 CaCO3) of the available upstream data was used in calculating the metals TVS. The mean hardness was computed to be 123 mg/1 based on sampling data from WQCD station number 46 (Colorado River a@ Dotsero) located on the Colorado River 8 miles upstream of Bair Ranch Rest Area L 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 3 of 10 E.O. 1/25/2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL Table A-2 Site -Specific Water Quality Standards Calculated Using the Following Value for Hardness as CaCO3: 123 mg/1 Parameter In -Stream Water Qualily Standard Formula Used Cadmium, Dissolved Acute 5 ug/1 [1.13667-0.041841n(hardness)][e 11.128(1n(hardness))-3.6867)] Trout 4.60 ug/1 [1.13667-0.041841n(hardness)][e(1.128(In(hardness))-3.828)) Chronic 2.60 ug/1 [1.10167-0.041841n(hardness)][e(0.7852(In(hardness))-2.715)] Trivalent Chromium, Dissolved Acute 675 ug/1 e(0.819(ln(hardness))+2.5736) Chronic88.0 ug/1 e(0.819(ln(hardness))+0.5340) Hexavalent Chromium, Dissolved Acute 16 ug/1 Numeric standards provided, formula not applicable Chronic 11 ug/1 Numeric standards provided, formula not applicable Copper, Dissolved Acute 16.0 ug/I e (0.9422(ln(hardness))-1.7408) Chronic11.0 ug/1 (0.8545(1n(hardness))-1.7428) e Lead, Dissolved Acute 81.0 ug/1 [1.46203-0.1457121n(hardness)][e(1.273On(hardness))-1.46)) Chronic 3.20 ug/1 [1.46203-0.1457121n(hardness)][e(1.273(1n(hardness))-4.705)) Manganese Acute 3199 ug/1 e (03331(1n(hardness))+6.4676) Chronic1767 ug/I e(0.3331(ln(hardness))+5.8743) Nickel, Dissolved Acute558 ug/1 e (0.846(In(hardness))+2.253) Chronic62.0 ug/1 e (0.846(ln(hardness))+0.0554) Selenium, Dissolved Acute 18 ug/1 Numeric standards provided, formula not applicable Chronic 4.6 ug/1 Numeric standards provided, formula not applicable Silver, Dissolved Acute 2.900 ug/1 '/a e (1.72(1n(hardness))-6.52) Trout 0.1100 ug/1 e(1.72(In(hardness))-10.51) Chronic 0.4600 ug/1 (1.72(1n(hardness))-9.06) e Uranium, Dissolved Acute 3018 ug/1 e(1.1021(ln(hardness))+2.7088) Chronic 1885 ug/1 e(1.1021(In(hardness))+2.2382) Zinc, Dissolved Acute 140 ug/1 a (0.84730n(hardness))+0.8618) Chronic141 ug/1 (0.8473(1n(hardness))-W.8699) e Ambient Water Quality 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. Appendix A Page 4 of 10 E.O. 1/25/2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL To conduct an assessment of the ambient water quality upstream of the Bair Ranch 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 of record 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 Ambient Water Quality Summary Table Parameter- Number of Samples 15th PercentilePercentile 50th 85th Percentile Mean Chronic Stream Standard DO (mg/1) 37 8.7 11 12 11 7 pH (su) 35 7.8 8.2 8.4 8.1 6.5-9 Fecal Coliform (#/100 ml) 33 3 4 43 10 200 Hardness (mg/1 CaCO3) 37 100 120 136 123 NA Al, Dis (ug/1) 17 0 0 45 19 87 As, Trec (ug/1) 17 0 0 0 0 NA Cd, Dis (ug/1) 37 0 0 0 0.077 2.6 Cu, Dis (ug/1) 37 0 0 0.42 0.54 11 Fe, Tree (ug/1) 31 54 240 905 507 1000 Pb, Dis (ug/1) 17 0 0 0 0.018 3.2 Mn, Dis (ug/1) 37 6.4 9 13 13 50 Se, Dis (ug/1) 16 0 0 0.53 0.29 4.6 Ag, Dis (ug/1) 36 0 0 0 0 0.11 Zn, Dis (ug/1) 37 0 0 0 2.4 141 TRC (mg/1) 42 0 0 0 0 0.011 E. Coli, (#/100 ml) 1 9 9 9 9 126 Nitrate (mg/1) 37 0 0 0 0.03 10 Nitrate+Nitrite (mg/1) 37 0 0 0 0.03 NA NH3, Unionized (mg/1) 29 0.00076 0.0025 0.0093 0.004 0.02 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 Bair Ranch Rest Area WWTF, USGS gage station 09070500 (Colorado River near Dotsero, CO) was used. This flow gage provides a representative Ammendix A Page 5 of 10 E.O. 1/25/2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch 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 Bair Ranch Rest Area WWTF were calculated and are presented in Table A-5. Table A-5 Low Flows for the Colorado River at the Bair Ranch Rest Area WWTF Lore Flaw' (ch) Annual Jan Feb Mar Apr May Jun - Jul _ Aug Sep Oct Nov Dec 1E3 Acute 473 474 564 572 732 1091 1231 1091 1200 950 794 550 473 30E3 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 Bair Ranch 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: M3Q3 -M1Q1 M2 = Q2 where: Q1= Upstream low flow (1E3 or 30E3) Q2= Average daily effluent flow (design capacity) Q3 = Downstream flow (Q1+ Q2) M, = In -stream background pollutant concentrations at the mean M2 = Calculated maximum allowable effluent pollutant concentration Appendix A Page 6 of 10 E.O. 1/25/2002 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL M3 = 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 • BODS • 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 guidelines. 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. Bair Ranch Rest Area WWTF: The Bair Ranch Rest Area WWTF is located at SE1/4, NE1/4 Section 15, 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 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 Bair Ranch Rest Area. The City of Glenwood Springs WWTF (CO -0020516) and Glenwood Hot Springs (CO - 0000141), and 2 other proposed CDOT rest area discharges downstream of the Bair Ranch 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 Bair Ranch 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 Bair Ranch 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 110 point sources discharging total residual chlorine within one mile of the Bair Ranch Rest Area WWTF. Because chlorine is rapidly oxidized, in -stream levels of residual chlorine are detected only for a short distance below a source. Ambient 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 Appendix A Page 7 of 10 E.O. 1/25/2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL Parameter Q 1 (cfs) Q 2 (cfs) Q 3 (cfs) M1 (mg/l) M3 (mg/l) M2 (mg/l) Acute Chlorine 473 0.01 473 0 0 1167 Chronic Chlorine 677 0.01 677 0 0 967 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, M2, are set forth below. Fecal Coliform: There are no point sources discharging fecal coliform within one mile of the Bair Ranch Rest Area WWTF. Thus, fecal coliform 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 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, M2, are set forth below. Parameter Q I (cfs) Q 2 (cfs) Q 3 (cfs) M1 (#/1 00 M3 (#/100 M2 (#/1 00 ml) ml) ml) Fecal Coliform 677.00 0.01 677.0 10 200 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 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. Annanrdix A Page 8 of 10 E.O. 1/25/2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL Table A-6 Ammonia Assimilative Capacities for the Colorado River at the Bair Ranch Rest Area WWTF Design of 0.005 MGD (0.008 cfs) Parameter Q, (cfs) Q, (cfs) Q3 (cfs) M1 M3 M2 N 13, Tot (mg/1) Jan 677.00 0.01 677.01 0.01 0.70 60,728 NH3, Tot (mg/1) Feb 677.00 0.01 677.01 0.01 0.60 51,936 N113, Tot (mg/1) Mar 677.00 0.01 677.01 0.01 0.40 34,352 NH3, Tot (mg/1) 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/1) 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/1) Aug 1106.00 0.01 1106.01 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 COUCUCO3 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 Bair Ranch 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. 1 ' VI. References 1 1 Appendix A Page 9 of 10 E.O. 1/25/2002 Bair Ranch Rest Area I WWTF Water Quality Assessment PEL 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 l0 of 10 E.O. 1/25/2002 APPENDIX D Job No: 12090 December 15, 2002 1 1 1 1 1 1 i' Installation Manual and - 1 Operating Guidelines ForSi-gle-Well aid DouJle-Wall Fiberglass Underground Storage TznKs Al rtT M `lir _ r: • CORPORATIOr 1 1 1 1 1 1 6 ANCHORINGTANKS A CAUTION Xerxes recommends that all tanks be anchored in installa- tions in which the tank could be exposed to water. Xerxes recommends that every site be thoroughly evaluated for The potential of a rise in the local water table or of trapped water. Failure to anchor a tank under these conditions may damage the tank or surrounding property. 6.1. DEADMAN ANCHORS 6.1.1. A deadman is typically a reinforced concrete beam. 6,1.2. The length of the deadman is tyrically equal to the length of the tank. 6.1.3. A deadman may be fabricated in multiple sections as long as the total length is not decreased and each section contains at least two balanced anchor points. 6.1.4. The width and thickness of the deadmen depend on the tank diameter, water -table height, number of attached collar risers and burial depth. 6.1.5. Deadmen should be designed according to the American Concrete Institute (ACI) code. 6.1.6. Refer to TABLE 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. Tank Diameter Typical Deadman Dimensions (Width x Depth) 4' 6"x6" 6' 12" x 12" 8' 12" x 12" 10' 18" x 12" 12' 36" x 8" TABLE 6-1 6.1.7. Tanks of 10 -foot diameter and a capacity of 30,000 gallons or more may require larger deadmen than those in TABLE 6-1, depending on burial depth, to offset buoyancy. Contact technical support at Xerxes Minneapolis for further information. 6.1.8. Lay the deadmen in the excavation parallel to the tank and outside of the tank "shadow." (See FIGURE 5-3.) 6.1.9. In multiple tank installations with deadmen: • each tank will have its own set of deadmen (one deadman may be used between two tanks if the deadman is double in . width); • a separate anchor point must be provided for each hold- • down strap; • the minimum spacing between tanks must be no less than twice the width of a single deadman. 12 6.2. XERXESDEADMAN ANCHORS - 6.2.1. -A Xerxes -supplied deadman is pre-engineered and sized to the tank ordered. As with any deadman, water -table height, number of attached collar risers and burial depth must be considered. 6.2.2. Placement of e Xerxes deadman is the same as a standard deadman. (See FIGURE6-1.) 6.2.3. A Xerxes deadman is supplied with 3/4 -inch -diameter, plated U -bolts. These bolts protrude up through the slots in the deadman and are held in place with cotter pins. A WARNING Only use the U -bolts when lifting and positioning fhe deadmen. A spreader bar may be required to lift longer sections of deadmen. Use guy ropes to guide the anchors when lifting. Failure to do so could result in death, serious personal injury or property damage. 6.2.4. The U -bolts can be moved and positioned to match the hold-down strap locations on the tank (marked by arrowhead symbols ►4 . 6.2.5. When using these deadman anchors in man -out -of -hole 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 adjustment is made. 6.2.7. The deadmen are to be butted together at the tank center, on each side of the tank when multiple sections are used. 6.2.8. Use one U -bolt per strap end and only one strap per U -bolt. 6.3. ANCHOR SLAB 6.3.1. An anchor slab is typically 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 must extend a minimum of 18 inches [12 inches for 4 -foot - diameter tanks] beyond 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 hold-down strap. 6.3.7. All anchor points must be engineered to withstand 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 tank. (See FIGURE 6-1.) 1 ii 111 1 1 1111II! Position Strap Clip = 1111 "C' III111= at Tank lop 11111 4' 24" 111111 IL-- Hill 8' - 4-1/4" 27" 30" 6' IIIIII il- Illi! - 13" 111111 11=11111 48" hillPN i11111E-- 1111= 31" =111111 .---_----111111 ` 11.11111 52" 58" 10' 57" Tyi plAncr11111=-I!ffiw\E/—I111 15" 18' - 8-3/4" 11111=I 75" 58" 50" 23" 22' - 6-3/4" 93" � 11111 Cpi a'( Dellllh}111=1111 1 11111 1!111=1 lasb2'.. 11111=11111% ,• 1111=i1II = I=11111=11111=11111= =1111111=1111111=11111111111111_ 11111,-11111,=11111=11111 FIGURE 6-1 Tank Diameter Anchoring Dimensions '' "B' "C' "D' "E' Min. "E' Max. 4' 24" 18" 12" 8' - 4-1/4" 27" 30" 6' 35" 23" 13" 12' - 1" 42" 48" 8' 43" 31" 15" 15' - 1" 52" 58" 10' 57" 45" 15" 18' - 8-3/4" 69" 75" 12' 58" 50" 23" 22' - 6-3/4" 87" 93" TABLE 6-2 6.4. HOLD-DOWN STRAPS 6.4.1. Only Xerxes straps may be used when anchoring a Xerxes tank. 6.4.2. The locations for hold-down straps on each tank are marked on the tank by the arrowhead symbols 1.--4 . . 6.4.3. Straps must be used on all marked hold-down locations. 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. Data for hold-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 intermediate measurement of the tank diameter after 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 dimensions. 13 Tank Diameter Minimum Turnbuckle Diameter (by Type) Minimum Wire -Rope Diameter Hook Jaw 1 Eye 4' 3/4" - 1/2" 1/2" 3/8" 6' 3/4" 1/2" 1/2" 3/8" 8' 1-1/4" 3/4" 3/4" 1/2" 10' 1-1/4" 3/4" 3/4" 1/2" 12' 1-1/4" 3/4" 3/4" 1/2" TABLE 6-3 6.5.2. The installing contractor is responsible for providing hardware and anchor points of sufficient size and strength. 6.5.3. The particular configuration of hardware will be determined by the contractor, the owner or the owner's representative. 6.5.4. Locate the anchor points as shown in TABLE 6-2 and FIGURE 6-1. Refer to dimension "E." Align all anchor points with the marked arrowhead symbols -4 on the tanks, within 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 installer is responsible for using appropriate and approved engineering practices when fastening wire rope. Refer 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. Strap Clips 3-1/4" 4 1. 1-3/8" t FIGURE 6-2 6.5.7. When connecting the end of a hold-down strap to the anchor, common methods are using a drop -forged turnbuckle or a looped wire rope, or a combination of both, as shown in FIGURE 6-3. 6.5.8. All exposed metal on the anchoring system must be coated or galvanized to protect against corrosion. 6.5.9. When fastening wire rope, use a minimum of two clips for a 3/8 -inch wire rope and three clips for a 1/2 -inch wire rope on each termination. See TABLE6-3 for minimum wire -rope diameter. 1 1 1 i s 1 1 1 1 1 1 FIGURE 6-3 6.5.10. Turn back from thimble the exact amount of wire rope specified by the manufacturer of the clips used. 6.5.11. Apply 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 U -bolt over the dead end of wire rope. (See FIGURE 6-4.) (Note: Live end rests in saddle.) Live End 1°' Clip 3rd Clip 2" Clip Thimble ^, me ` CW VW NNNNNT AWNNV MNIRCC071 `"'. Dead End Loop 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 64) 6.5.14. When more than two clips are required, apply the second clip as near the loop or thimble as possible, tum nuts on second clip firmly, but do not tighten initially. (See FIGURE6-4) 6.5.15. When more than two clips are required, space additionai clips equally between the first two, take up rope slack, and tighten nuts on each U -bolt evenly. 6.5.16. Tighten 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 required for connecting the two ends together. Standard rigging practice for splicing wire rope calls for using twice the number of clips recommended fora single -end termination. Use a minimum of four clips 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 install the clips as shown in FIGURE 6-5. 14 318" Wire Rope E— Load 1/2" Wire Rope Live End >L( Dead End Dead End Live End Load-0- Dead oad-* FIGURE 6-5 6.6. MAN -OUT -OF -HOLE ANCHORING 6.6.1. The Xerxes man -out -of -hole (MOH) strapping 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, but need not be, used in conjunction with Xerxes deadmen. 6.6.2. When using the MOH strapping system, the placement of components is critical. (See FIGURE 6-6.) — VIII 11111 Load Binder VIII IIII111111 11111 1 VIII1 11111= II —111 I1 —11111 -11 Strap Strap Hill r — VIII Tank 111-11111 =1III1 11111 IIIll=111 Xerxes IIIH Deadman II11=11111 t, y:: 1111 = IIII ;�-_____.-.�-�'�=11111=VIII 11111 11111= ''ul 1— I I =1� 1= 11111=11111 I1I11-11111=11I11f=11111=11111=11111= 11111=II111-111111=-11111-11111=111111=111111-11111 FIGURE 6-6 6.7. ALTERNATE ANCHORING METHODS IN WET - HOLE INSTALLATIONS 6.7.1. to wet -hole installations, when Xerxes' preferred method of man -out -of -hole anchoring is not available, the methods described 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. the 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.0.4 ; 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.) 7r- \\NN\ 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 symbols p ; • secure the termination of the wire rope; (See SECTION 6.5. for suggested method.) • 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 symbols 0-4; • 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. BOTTOM SUMPS AND FITTINGS 7.1. GENERAL 7.1.1.1f the tank has a bottom sump or fitting, take extra care that the tank does not rest or roll on the bottom sump or fitting prior to installation. 15 7.1.2. During installation, provide 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. & 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 nr surrounding pripPrtyr. 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 backfill material. (See SECTION4.) 8.1.2. Do not mix approved material with sand or in situ soil. 8.1.3. Do not use in situ 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 level 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 being placed, slope 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 calibra- tion charts. 8.2.5. If a double-wall tank is sloped, the monitor should be at the low end. 8.2.6. Use the tops of the ribs to establish longitudinal leve!. Establish lateral level by placing the level across the top of a fitting or a manway. 1 1 1t 1 1 1 8.2.7. When the tank is placed, take the first diameter reading (Deflection Reading "A" on the installation Checklist). See SECTION 14 for instructions on taking deflection readings. 8.2.8. if tank is to be anchored, install the anchoring hardware at this time. (See SECTION 6.) 8.2.9. Place one 12 -inch lift of approved backfill material evenly around the tank. From the edge of the hole or the top of an adjacent tank, push the backfill in place by using a nonmetal probe long enough to reach beneath the tank. Work the backfill material under 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 FIGURE 8-2.) CAUTION Do not stake the tank with the probe or tank damage may result. FIGURE 8-1 FIGURE 8-2 8.2.10. Repeat Step 8.2.9. with a second 12 -inch lift, 8.2.11. After the second lift of material has been placed 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 offthe tank, take the following steps: 8.2.12.1 Take the secondary diameter reading as an in -process check (Deflection Reading "8" on the Installation Checklist). See SECTION 14 for instructions. 8.2.12.2. Repeat the 5 psig air test [3 psig for 12 -foot tanks) 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 completing the air test and measurement of tank deflection, ballast the tank until piping installation and final backfilling to grade is completed. When filling the tank,: make sure that the tank is adequately vented. The vent must be large 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 following modifications: 8.3.1.1. Before performing Step 8.2.1. of the dry -hole installa- tion, pump the water from the hole and continue pumping to maintain minimum water level during tank installation. 8.3.1.2. During Step 8.2.2. of the dry -hole installation, when setting and leveling the tank, partially ballast the tank until it settles firmly on the prepared bed. The ballast level in the tank must never exceed the water level in the hole by more than 1 foot until the backfill reaches the top of the tank. (See FIGURE8-3.) —1nn ILIIII IIIII III ILII Illll l IIIII= IIIII-1 1=IIIII IIIII= IIIII= 11111 —HI iiiliih = _ - hliill= III III- IlI1=�_ - _ —_- � IIIA IIIII IIIIII�� .ns. .IIII1— IIIIIu�`3:F '•'-j: <> IIII I I I IIII! F •rr •S•=•r3 IIIIll-11111®11111=IIIII= 12" Ill -11111-IIIII=111111 11111=11111=111111=1111=illllll IIIIll=IIIII=111111= FIGURE 8-3 8.3.2. Cover depth must meet minimum depth specified in SECTION 5 of this Installation Manual. 8.3.3. Completely ballast the tank once backfill is even with the top of the tank. Enterprises? Inc. 4420-B Allison 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 residential homes and over 40 commercial facilities including schools, camps, lodges, convenience stores, gasoline service stations, and restaurants. S(r Enterprises is the Colorado distributor for vrec Systems® Incorporated d (VJi), a research, engineering, and manufacturing firm dedicated to the development and production of the highest quality wastewater treatment products at the most reasonable price. OSI's product line includes the AdvanTexT' Treatment system, the ProSTEPTM 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 LiteTM employs the patented Nibbler process for light commercial flows, and the Nibbler JrT""_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 > Buffalo Bill Museum > Sedalia Elementary > St. Walburga Abbey > TOTAL Service Stations r CONOCO Stations > Titan Industrial Park > Camp Ilium ➢ Western Convenience ➢ Deckers Resort > Aspen Park Center > Camp Alexander > Pine Entertainment Pine Creek Cookhouse > Sacred Heart Retreat i O'Brien's Cafe 1, 1 1 1 1 1 1 1 1 1 1 Over the past 20 years, the com- pany has grown to become an industry leader, with more than 165 employees and 70 distribu- tors, who represent most of the United States, Canada, parts of Europe, Australia, New Zealand, and Chile. Research, Product Development, Manufacturing, and Sales Support are handled out of our 23 -acre facility in Sutherlin, Oregon. Orenco designs and manufactures advanced onsite (decentralized) wastewater technologies for individual properties and small communities — properties that are not connected to centralized sewers or whose sewers are failing or at capacity. Orenco Systems' Incorporated CAa, b, die 4Y*.ry the 'World Due- VIZI rauarer`' Our wastewater solutions involve in -tank filtration systems (effluent filters, pump vaults), secondary treatment systems (intermittent sand filters, recirculating sand filters, textile filters), collection systems (effluent sewers), pumping packages, accessory items, and electrical controls. Our products and systems allow treated effluent to be returned harmlessly to the environment via drainfield, lagoon, constructed wetland, or subsurface irrigation. We maintain an environmental lab and invest time 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 to give workshops, and our systems have been installed all over the world. 1-800-348-9843 • www.orenco.com 1 AdvanTexTM-AX 1 Treatment Systems Overview 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Orenco's AdvanTexTM-AX Treatment System is an innovative technology for onsite treat- ment of wastewater. The heart of the System is the AdvanTexTM-AX Filter, a sturdy, water- tight fiberglass. basin filled with an engineered textile material. This lightweight, highly absorbent textile material treats a tremendous amount of wastewater in a small space. For example, the AX10 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 vn___ivv vySLv.ii.is ®J11.4J been rese J,,1+,S+;-,J.S5, A`' esigning, testergaI7aTety of textile filters for more than 5 years. Orenco's textile filters have been installed throughout the United States on hundreds of sites, includingfed rmontraionpros, university testing facilities, single-family homes, comm properties, stronp�ctn Unlike other wastewater treatment technologies, the AdvanTexTM-AX Trealuient System provides consistent, reliable wastewater treatment, even during "peak flow" conditions. The AdvanTexTM-AX Treatment System includes a processing tank and a control panel with a programmable dosing timer. So it discharges small amounts of treated wastewater, regularly, throughout the day. AdvanTexTM-AX treats waste to better than "secondary" standards. Effluent can be used for drip or subsurface 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 required for the AdvanTexTM-AX Treatment System than is required for sand and gravel 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 AdvanTexTM-AX Treatment Systems are typically 5-20 times higher than for sand filters. In addition, textile is lightweight (=-44.5 lbs/ft3), making it ideal for prepackaging and shipping, which simplifies installation and reduces costs. Applications The AdvanTexTM-AX Treatment System is ideal for .. . • New construction • System upgrades 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 AdvanTexTM-AX Treatment System should be serviced regularly. AdvanTexTM 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 AdvanTexTM-AX Treattlient 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 systern during noinial working hours, regardless of when the alaim occurs. Orenco Systems' Incorporated 1-800-348-9843 TP -AX -1 Rev. 4.1 © 3100 Page 1 1 1 AdvanTexTh' AX filters Overview, cont, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The AdvanTexTM-AX System's pumps typically run just 90 minutes per day, so AdvanTexTM-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 AdvanTexTM=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 AdvanTexTM-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 AX10). 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. BODS and TSS reductions occur almost immediately. Design Criteria The AdvanTexTM-AX (model AX10) uses a 1,500 gallon processing tank. The System is .capable of treating 450 gallons of residential strength effluent that meets the following parameters: Ff Inlet (building sewer) Inlet / Riser/Lid In MI Pump Package," with Recirc.y Splitter Valve U. 111.1 '• Primary Chamber i Secondary Chamber r Discharge Filtrate Side View of a Typical AdvanTexTM-AX Treatment System. Final effluent quality will vary depending on influent waste strength. For commercial systems, please contact Orenco's Application Engineering Department. • Based on typical average daily flows (e.g., 50 gpcd). • Residential peak weekly average flows are typically 2 times normal average daily flows (i.e-, Qpwaa 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, O & G = 20 mg/L TP -AX -1 Rev. 4.1 © 2/00 Pane 2 30" AdvanTex"-AX Filter (model AX10) Pump Package," with Recirc.y Splitter Valve U. 111.1 '• Primary Chamber i Secondary Chamber r Discharge Filtrate Side View of a Typical AdvanTexTM-AX Treatment System. Final effluent quality will vary depending on influent waste strength. For commercial systems, please contact Orenco's Application Engineering Department. • Based on typical average daily flows (e.g., 50 gpcd). • Residential peak weekly average flows are typically 2 times normal average daily flows (i.e-, Qpwaa 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, O & G = 20 mg/L TP -AX -1 Rev. 4.1 © 2/00 Pane 2 Introductory Q & A AdvanTexTM Textile Filters The Evolution of Packed Bed Filter Technology Q Are your AdvanTex 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 Systems (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 Fabric 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 360 -square -foot packed bed filter, like a sand or gravel filter, 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. O. Why does textile have such a bigger surface area and void space than sand or gravel? 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 available. As a result, the surface area is more than 5 times greater than that of sand media. Orenr-o Systems' Incorporates 1-800-348-9843 Section 1 Rev. 1 © 4/00 Page 1 1 1 Introductory Q &A, cont. Q. According to your research, you're loading your textile filters as high as 45 gpd /ft. ' That's much, much higher than the typical loading rates for intermittent sand filters (1.25 gpd ft) and recirculating sand filters (5 gpd /ftp). 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 1 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 1 rate of the RSF sand media is actually five times higher due to the greater 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 / ft' and with peak rates exceeding 45 1 gpd/ft2. 1 O. How long will the media last? A. The media should last indefinitely under normal domestic discharge conditions. The synthetic 1 fibers are made of durable and biodegradation -resistant polymers. 1 1 Section 1 Rev.1 © 4/00 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 with a hose nr pressure washer. We expect the nominal interval ,etween cleanings 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 AdvanTex-AX Filter Applications Orenco's AdvanTexTM-AX Treatment System is an innovative tech- nology for onsite treatment of wastewater. The heart of the System is the AdvanTexTM-AX Filter, a sturdy, watertight fiberglass basin filled with an engineered textile material. This lightweight, highly absorbent textile material treats a tremendous amount of wastewater in a small space. The AdvanTexTM-AX Treatment qystcm is ideal for: • Small sites • System upgrades and repairs • New construction • Poor soils • Nitrogen reduction • Price -sensitive markets • Pretreatment The heart of the AdvanTexr"'-AX Treatment System is this sturdy, watertight fiberglass basin filled with an engineered textile material. Orenco Systems• incorporated Changing the' Way the World Does Wastewater' www.orenco.com Technical Data Sheet Features/Unique Specifications • Wastewater treatment better than "Secondary" Treatment Standards • Consistent 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 • Media loading rates as high as 45 gpd/ft2 • Consistent media quality • Low maintenance beyond annual servicing, after initial start-up period • Low energy consumption (under $5/month power cost at national average electric rate of $.08 kWh) • Complete pre -manufactured package, ready -to -install • Watertight construction, corrosion -proof materials, tamper- proof lid bolts • Quiet, odor -free operation Standard Model AX -10 Physical Specifications Dimensions Filter Basin Length Width Height Area (footprint) Filter Dry Weight AX -10 4 ft. 2.5 ft. 2.5 ft 10 sq. ft. 150 lbs. ATD-AX-AX-1 Rev. 1.0 © 5/00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ventilation Fan Submittal Data Sheet Applications Orenco Ventilation Fans are used in AdvanTee-RX Treatment Systems to gently push air through the textile media, ensuring adequate oxygen is available for biological treatment A L Specifications General o Orenco Systems' Incorporated 1-800-348-9843 Orenco Ventilation Fans feature a UL recognized and UV protected resin housing, allowing the fan to be mounted in outdoor and wet locations, with air temperatures up to 140 deg. F. The fans are caulked at the motor screws, wiring cables, and along the seams of the fan to prevent moisture from entering the housing. The wiring box features a waterproof gasket The fans are pre -wired and are 100% speed controllable. Standard Models FR100, FR150 Dimensions A - Inlet Diameter (in.) Model FR100 3.875 Model FR150 5.875 B - Overall Housing Diameter (in.) 9.75 L - Fan Body Length (in.) 9.125 Performance Data 11.75 8.375 Model FR100 Model FR150 Watts Volts 20 75 115 115 Power Costs Per Month ($)* 1.15 4.30 CFM at0" H2O Static Pressure 108 243 CFM at.4" H2O Static Pressure 72 CFM at.8" H2O Static Pressure 19 196 142 CFM at 1.5" H2O Static Pressure na * approximate for conttnuousfyrunning fan, atna 'onal average power cost ofS0$rkwhr Materials of Construction Ventilation Fan Housing: Thermoplastic resin 18 ESU -AX -VF -1 Rev. 1.0, © 4/00 12" - 15" Dia. Submittal Biotube® Effluent Filters Data Sheet pipe coupling vault influent holes support coupling support bracket Side View Specifications handle assembly Biotubes Cutaway View General Orenco Biotube Effluent Alters (U.S. Patents No. 4439323 and 5492635) are used to improve the quality of effluent exiting 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 handle can be extended for easy removal ofthe cartridge. Standard Series FT1254-36,FT1554-36, FT1572-54, FTP 1254-36, FTP 1554-36, FTP 1572-54 FT P XX XX XX A R Orenco Systems Incorporated 814 AIRWAY AVENUE SUTHERUN, OREGON 97479 TELEPHONE. (541) 459-4449 (800) 348-9843 FACSIMILE (541) 459-2884 T1 Indicates slide rail option Incicates attached alarm float bracket Biotube cartridge height (in) Vault height (in.) Filter diameter (in.) P - 1/16" Filtration Biotube effluent filter series *Vault height and hole height vary upon system configuration. Optimum hole height is between 65% and 75% ofthe tank's minimum liquid level. Materials of Construction: Vault PVC Biotube Cartridge: Polypropylene and polyethylene Pipe Coupling: PVC Handle Components: PVC Support Coupling and Bracket PVC ESU-FT-FTL-1 Rev. 3.0, © 2/03/99 Page 1 of 2 12" - 15" Biotube® Effluent Filters (continued) C D -- 4" Sch. 40 Coupling 2 4" Sch. 40 Coupling2 5" H Dimensions Model FT1254-36 FT1554-36 FT1572-54 FTP1254-36 FTP1554-36 FTP1572-54 D - Nominal Diameter (in.) 12 15 15 H - Vault Height (in.) 54 54 72 h - Influent Hole Heights (in.) 22 22 I - Invert -to -Base Height (in.) 38 38 56 C - Cartridge Height (in.) 36 36 54 (Individual) Biotube Diameter(in.) 1.125 1.125 1.125 Number of Biotubes per Cartridge 38 61 61 Alter Surface Area (sq.ft) 33.6 54.0 81.0 Influent Hole Diameter (in.) 1.375 1.375 1.375 Number of Influent Holes 8 8 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 submittal. 3) Vault may be taller or shorter to accommodate particular installations. 4)Additional holes may be specified if necessary. ESU-FT-FTL-1 Rev. 1.2, ©1022/98 Page 2 of 2 12" Biotube® Duplex Pump Vaults Submal Data Sheet With External Flow Inducers For use with Duplex Orenco Submersible Effluent Pumps �— Support pipes External Float assembly* (not included) Biotube® vault External flow inducer — Inlet holes Drain port Float assembly (not included) Float stem Redundant oil float (not included) Biotube® cartridge * External Float Assemblies can only be used when pumping from the second compartment of a septic tank or a separate pump tank. Specifications General Orenco 12" Biotube Pump Vaults are composed of PVC cylindrical vaults with an ABS base, a Biotube screen cartridge and two support pipes. Effluent enters through inlet holes around the perimeter of the Biotube 1t and flows through the Biotubes Gull flows u uu4i i the to the external flow inducers. Orenco Biotube Pump Vaults are covered by US patents A4439323 and 5492635. Applications Orenco 12" Pump Vaults are used to screen effluent being pumped from septic tanks or separate dosing tanks in STEP systems and on-site waste- water disposal systems. Standard Models X4D1254-1819, X5D1260-2424, X4D 1260-2424, X5D 1272-3630, X4D 1272-3630, X5D 1272-3636, X4D 1272-3636, X5D 1284-3630, X4D 1284-3630, X5D 1284-3636, X4D 1284-3636. X_D 12__-_ L Orenco Systems' Incorporated 814 AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE (541) 459-4449 (mo) 348-9343 FACSIMILE (541) 459-2884 Inlet Hole Height (in.) Cartridge Height (in.) Vault Height (in.) Cartridge Diameter (in.) Duplex (D) Flow Inducer Diameter (in.) 1)The Biotube screen mesh contains holes 1/8' square and has a nominal open area of50%. 2) Turbine Effluent Pumps with flow rates 40 gpm and under can be housed with a 4" flow inducer, pumps with flow rates over 40 gpm should be housed in a 5" flow inducer. - 3) When pumping from a single compel tienttank or two compartment septic tankwhere both compel talents are simulta- neously drawn down during pumping, the discharge rate should not exceed approximately 40 gpm. Higher flow rates require a watertight baffle or multiple tank arrangement, typically with an effluentflfter in the primary tank Materials of Construction: Vaults: Biotube Cartridge: Base: Float Stem: C rnnnrFPino• PVC. Natural polypropylene. ABS. Sch. 40 PVC. Sch. 80 PVC. ESU-XDT-1200-1 Rev. 2.0, © 2/09199 Pagel of2 12" Biotube® Duplex Vaults (continued) For use with Orenco 4" Submersible Effluent Pumps Cartridge Height L 1 Biotube Vault External Flow Inducer Vault Height t [< 161j2"" (forX4D12) 171%2"" (for X5D12) Inlet Hole rieig� i Dimensions Model X_D1254-1819 X_D1260-2424 X_D1272-3636 X_D1284-3636 Nominal Biotube Vault Diameter (in.) 12 12 .12 12 Vautt Height (in.) 54 60 72 84 Biotube Cartridge Height (in.) 18 24 36 36 Screen Area (stilt) 16.8 22.4 33.6 33.6 Inlet Hole Height' (in.) 19 24 36 36 Float Setting Range (from top of vault, inches) May vary depending upon the configuration of the tank. ESU-XDT-1200-2 Rev. 20, © 1/27/99 Page 2 of 2 1 1 1 100SI-500SIseries 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Nigh -head Effluent Pumps Actual View Exploded View P TD 05 Liquid End check valve (PTOs & P20s only) bypass orifice discharge diffuser impeller thrust pad shaft intake screen suction cap coupling motor shell intake housing Submfal Data S l e et 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 afiernative 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 systems. Standard Models See specifications for complete fist Model Code Nomenclature: P XX XX X X Indicates voltage. (1=120 VAC, 2 = 240 VAC) Indicates phase (1= single phase, 3 =_ three phase Indicates horsepower Indicates nominal flow (gpm) Orenco Systems' Incorporated S14AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE: 1541)459-4449 (803) 348-9843 FACSIMILE 1541)459-2884 ESU-PU-PU-1 Rev, 3.0, © 2/09/99 Pagel oft High -head Effluent Pumps, 10 - 50 gpm (continued) Horsepower Stages Flow (gpm) Diameter (in.) Disch. Size (in.) P 10 03 1/3 3 10 4 1 P 10 05 1/2 6 10 4 1 P 10 07 3/4 8 10 4 1 P 1010 1 10 10 4 1 Length (in.) MLL(in.) 19 18 221/4 20 251/4 22 30 3/4 24 P 20 05 1/2 5 20 4 1 1/4 223/4 20 P 20 07 3/4 5 20 4 1 1/4 P 2010 1 7 20 4 1 1/4 P 2015 1 1/2 9 20 4 1 1/4 P 30 05 1/2 3 30 4 1 1/4 P 30 07 3/4 4 30 4 1 1/4 P 3010 1 5 30 4 1 1/4 P 3015 1 1/2 6 30 4 1 1/4 P 50 05 1/2 2 50 4 2 P 50 07 3/4 3 50 4 2 23 3/4 22 Z7 25 323/4 28 21 1/4 .22 24 24 261/2 27 31 29 21 1/4 22 24 24 P 5010 1 4 50 4 2. P 5015 1 1/2 5 50 4 2 Materials of Construction: Check Valve: Discharge: Discharge Bearing: Diffusers: Impellers: Thrust Pads: Drive Shaft Intake Screen: Intake Housing: Suction Cap: Coupling: Shell: 261/2 27 32 3/4 29 Lexan® with bronze body and Celcon valve seat High fiberglass thermoplastic (10 - 30 OSIs) or stainless steel (50 OSIs) Nylatron® Lexan® Delrin® (Proprietary) Hexagonal stainless steel Corrosion -proof polypropylene High fiberglass thermoplastic Lexan® Stainless steel Stainless steel Franklin motor constructed of 100% corrosion -resistant stainless steel. Constant lubrication through water -filled design. Hermetically sealed motor assures moisture -free windings. All thrust absorbed by Kingsbury type thrust bearing. Rated for continuous duty. Protected againstthermal overload and equipped with surge arrestors for added security. NEMA stan- dard 2 -wire motor with ground. Equipped with 16/3 S0 type cable. e Nylatron is a registered trademark of Sta-Rite industries, Inc. - OO Lexan is a registered trademark of General Electric Co: Delrin®Celcon s a registered trademark of d trademark of Cellanese Plastic. DuPont de Nemourso& Co. ESU-PU-PU-1 R ev. 3.0, © 2/09/99 Page 2 of 2 1 Submittal Data MercuryFloat SwitchesSheet1 Orenco Systems Incorporated Control Switches ..oil., Specifications General Orenco Mercury FloatSwitches utilize 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 certified. Model "A" float 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: MF XXXX I I Indicates the float models in order from the top of the tank and number of floats. Float Assembly Fx MF3AT- indicates three "A" floats and one '7" float the "T" is the lowest on the float stem. Float Housing: Float Cord: The float housing has a diameter of 2.81" and a length of 3.47' _ Cords are 5/16" in diameter and are available in lengths shown below. Model A Model T Voltage 60 Hz, Single Phase 120 VAC 230 VAC 120 VAC 230 VAC Maximum Current (amps) 13 13 13 13 Available Cord Lengths (ft) 10,15,20,30,50 10,15,20,30,50 Float Type Normally Open Normally Closed Drawdown None None Materials of Construction: Float Housing: Impact resistant non -corrosive PVC plastic for use in liquids up to 140° F (60° C) Float Cord: Flexible 16 gauge, 2 conductor per SJOW-A (UL), SJOW (CSA). Neoprene coating. n..,.�r..n...- DRC 814 AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE (541) 459-4449 (800)348-9843 FACSIMILE (541) 459-2884 ESU -MF -MF -2 Rev. 3.0, © 01/18/99 Duplex Control Panels Submittal Data Sheet Specifications General 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 pressure sewers and onsite septic systems. Standard !Models DAX1, DAX2. Model Code Nomenclature: DAXXXXXX II Indicates selected options (see p. 2). Indicates voltage. =120 VAC. 2=240 VAC. Panel Enclosure: DAX1 Panel Ratings: DAX2 Panel Ratings: Measures 15.5" high x 13.3" wide x 6.7" deep. NEMA 4X rated. Const; ucted of UV resistant fiberglass; hinge and latch are stainless steel. 120 VAC, 3/4 hp, 14 amps, single phase, 60 Hz. 240 VAC, 2 hp,14 amps, single phase, 60 Hz Orenco Systems' Incorporated 814 AIRWAY AVENUE SUTHERUN, OREGON 97479 TELEPHONE: (541)459-4449 (800) 348-9843 FACSIMILE (541) 459-2884 ESU -CP -DAX -1 Rev. 2.0, © 329(99 Page 1 of 2 1 1 Duplex Control Panels (continued) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Standard Features Feature Motor -Start Contactor Pump Circuit Breaker Controls Circuit Breaker Togale Switch Audio Alarm Audio Alarm Silence Relay Visual Alarm Duplex Alternator Specification(s) 120 VAC: 14 FLA, 3/4 hp, 60 hz; 2.5 million cycles 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. Single pole,120 VAC, double pole 240 VAC. DIN rail mounting with thermal magnetic tripping characteristics. 10 amps, OFF/ON switch. Single pole 120 VAC. DIN rail mounting with thermal magnetic tripping characteristics. Single pole -double throw HOA switch rated at20 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 Redundant Off Relay Heater Elapsed -rime Meter Event Counter Pump Run Light Specification(s) 120 VAC. Listed per UL 913, for Class 1 Div. 1, groups A, B, C, D hazardous locations. Larger enclosure required. 120 VAC, Repeat cycle 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 heater. 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. Product Code Adder IR PT RO HT ETM CT PRL ESU -CP -DAX - Rev. 2.11, O 3123/99 Page Z of 2 Distributing Valves coupling distributing valve union Top View ball valve elbow Bottom View Specifications Side View General Submittal Data Sheet • •1°s Orenco Systems Incorporated Orenco 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 filters and drainfields. Standard Models V4402A, V4403A, V4404A, V4605A, V4606A, V5807A, V5808A, V6402A, V6403A, V6404A, V6605A, V6606A. VXXOXA L Number of active outlet zones Number of available outlet zones Model series Materials of Construction All Frttings: Unions: Ball Valve: Clear Pipe: V4)00( Distributing Valves: V5)00( Distributing Valves: 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 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 separately). Other configurations may vary depending upon system. Contact Orenco for more information. 814 AIRWAY AVENUE SUTHERLIN,OREGON 97479 TELEPHONE (541)459-4449 (BOO) 348-9843 FACSIMILE (541)459-2884 ESU -SFA -VA -1 Rev. 2.0, © 2104199 Page 1 of 2 c o s% 1 . i • i co • 8 i T. 1 AIgwessy y5noiyl ssoj peaty C) V) 0 G5 C W 5 CII C5 X r -- CO CO CO CO 0 CO CO CO CO m > r N > r -- LCD r CC CC N Cr N N CC Cr CCr O 0 N O N• O O • O Cr CC N Cr CC Q CC LCD 8 ,�. CC CC A O N CC CC • L[7 • LC) Lr7 • ix) L7 lP7 N LTD N N N Lt7 N N N LC7 LC7 L'7 L) L'7 L7 LCA Lf7 LCD CO C**77 Q O C�7 Recirculating Splitter Valves Submrta! Data Sheet T I A 777 Specifications Inspection Port Discharge Baffle (enclosed) Return Ports PVC Pipe (not included) Buoy Buoy Cage General Orenco Recirculating Splitter Valves (RSVs; US Patent #5,480,561) are constructed of PVC and rubber components 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 Vaives provide a guaranteed flow split for accurate recirculation in onsite sep- tic systems. Standard Models RSV2U, RSV3U, RSV4U. Model Code Nomenclature: RSV X U Unions included with product Indicates inlet and exit pipe size (inches). Model RSV2U RSV3U A (in) 51/2 71/2 B. (in) 161/4 181/2 Cage Diameter (in.) 13 — 13 Cage -Height (in.) 19 1/4 191/4 Buoy Dia. (in) 11 1/2 11 1/2 Return Port Size (in) 3/4 1 Maximum Row (gpm)t 60 100 t Inletfiow performance based on an inlet head pressure of three feet Materials of Construction: All Pipe & Rttings: Buoy: PVC Sch. 40 per ASTM specification Rubber RSV4U 91/2 20 3/4 13 191/4 11 1/2 1 1/4 150 Orenco Systems' Incorporated 814 AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE (541(459-4449 (803) 348-9843 (541) 459-2884 ESU -SFA -RSV -2 Rev. 2.0, © 12&/99 Discharge Assemblies Submral Data Sheet Standard Style 1/8" drain hole Cold Weather Style Low Head Style union General Orenco Discharge (Hose &Valve) ball valve Assemblies are corrosion resistant and adjustable for a properflt The flexible hose dampens vibration from the pump and allows for easy instal - flexible lation. All parts are either solvent hose welded Orthreaded and sealed with check teflon paste. valve discharge stem 1/8" bypass orifice Drainback Style 'Low head style" discharge assem- blies are designed for use with com- mon effluent pumps; "high head style" discharge assemblies are designed for use with submersible turbine effluent pumps. Applications Discharge Assemblies include all of the necessary plumbing (pipe, fit- tings, etc.) to convey effluentfrom a pump to the outside of a riser or pump basin. Standard Models HV100, HV125, HV150, HV200. Model Code Nomenclature: HV XXX XXX LIndicates selected components (see product code adders) Indicates component diameters (nominal; in.) Example: HV125BC - includes all 1 114" diameter components, a ball valve and check valve. asi Orenco Systems' Incorporated 814 AIRWAY AVENUE SUTHERIW,OREGON 97479 TELEPHONE (541) 459-4449 (800) 348-9643 FACSIMILE (541) 459-2884 ESU -HV -HV -1 Rev. 3.0, © 1/26/99 Page 1 of 2 Discharge Assemblies (continued) Component & Sizes Material(s) of Product Code Adder Available (in.) Construction General Specifications Anti -Siphon Valve 1,1.25,1.5, 2 Sch. 40 PVC Working Pressure = 150 psi @ 73° E. AS Ball Valves 1,1.25,1,5, 2 Sch. 40 PVC Working Pressure = 150 psi @ 73° E. B Check Valve 1,1.25,1.5, 2 Sch. 40 PVC Working Pressure = 150 psi @ 73° F. C Flexible Hose 1,1.25,1.5, 2 PVC Length varies with system configuration. (standard) Thickness & Limiting Pressures @ 73° F: Size Wallthk Working Bursting 1" .11" 100 psi 355 psi 1 1/4" .13" 80 psi 285 psi 1 1/2" .13" 70 psi 270 psi 2" .16" 64 psi 230 psi External Rex Hose 1,1.25,1.5,2 PVC Hose is the same as listed above. X High -Pressure Flex Hose 1,1.25,1.5, 2 Specially compounded Length varies with system configuration. PR elastomer, synthetic, Thickness & Limiting Pressures @ 73° F: high tensile textile cord Size Wall thk. Working Bursting 1" .235" 250 psi N/A 1 1/4" .24" 200 psi N/A 1 1/2" .24" 150 psi N/A 2" .22" 150 psi N/A Row Control Disk 1,1.25,1.5, 2 Sch. 80 PVC Disk thickness = 1/8". FC' Gate Valve 1,1.25,1.5, 2 Sch. 80 PVC Working Pressure = 150 psi @ 73° E G Pipe & Al! Rttings 1,1.25,1.5, 2 Sch. 40 PVC Lengths of pipe vary with system config- (standard) uration. All components are either solvent welded or threaded and sealed withiteflon paste. Unions (standard) 1, 1.25, 2 Sch. 80 PVC Working Pressure = 150 psi @ 73° E. ESU -HV -HV -1 Rev, 3.0, © 01/12/99 Page 2 of 2 Lid Insulation (for fiberglass access lids) Submr_tal Data Sheet os� Side View (lid insulation in place) Side View Specifications General Orenco Lid Insulation is attached to the Orenco fiberglass lid using stain- less steel screws and a screw plate. Insulation is stackable for additional thermal protection. Applications Orenco Lid Insulation is used to insu- late Orenco fiberglass access lids. Standard Models INS212, INS242, INS302. Model Code Nomenclature: INSXXX 'Indicates insulation thickness (inches) Indicates diameter of lid being fitted (inches) Dimensions Model INS21X Model INS24X Model INS3OX O.D. (in.) 20 23 28.5 Thickness Increments (in.) 2 2 2 R -Value (per increment) 10 10 10 TaperAngle (approx.) Materials of Construction: Insulation: Screws: Screw Plate: 15 15 15 Blue Styrofoam Stainless Steel PVC per ASTM D-1784 Orenco Systems' Incorporated 814AIRWAYAVENUE SUTHERLIN, OREGON 97479 TELEPHONE (541)459-4449 (8001349-9842. FACSIMILE 1541)459-2884 ESU-RLA-INS-1 Rev. 2.0, © 2/04/99 Access Risers Submittal Data Sheet o Sped fications 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" tall. Applications Orenco Access Risers are used to provide easy access to septic tank access ports for maintenance pur- poses. Standard Modals RR21XX, RR24XX, RR30XX. Model Code Nomenclature: RR XX XX+XX+XX Indicates discharge Lgrommets installed. Indicates splice box or splice box grommet installed. —Indicates height (inches) — Indicates ribbed pipe diameter (inches) Dimensions Model RR21XX Model RR24XX Model RR30)0( I.D. Un.) 20.75 23.5 - 29.5 Wall Thickness - excluding ribs (in.) 0.12 0.14 0.20 • O.D. - including ribs (in.) 2� 25 25.18 31.42 Materials of Construction: Ribbed PVC Pipe: PVC (per ASTM D-1784) drain pipe tested in accordance with AASHTO M304 -M-89 Rnf �trh PVf: Orenco Systems Incorporated 814 AIRWAY AVENUE SUTHERLIN, OREGON 97479 TELEPHONE (541) 459-4449 (800) 348-9843 FACSIMILE (541) 459-2884 ESU-RLA-RR-1 Rey. 3.0, © 2/03/99 1 I Splice Boxes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Submittal Data Sheet o Orenco Systems Incorporated cord grip Specifications cord grip conduit coupling General Orenco Splice Boxes are available with 1 to 6 watertight cord grips. Included are heat shrink connectors, a neoprene sealing gasket and 4 stainless steel fid screws. Applications Orenco Splice Boxes are used in a riserto 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 LIndicates splice box is to be factory installed to the riser or pump basin -Indicates the number of cord grips Model No. of Cord Grips Conduit Size (in.) SB1 1 3/4 SB2 2 3/4 SB3 3 3/4 SB4 3/4 SB5 5 1 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 Splice Boxes are 4" wide x 3.45" long x 6.25' deep. They conform to UL 514C, CSA C22.2 No. 851968, 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. 4,787,657 and conform to CSA file no. 92213. Grips can house cords that have a 5/16" diameter and can withstand temperatures of up to 212° F (constant) and 302° F (brief). 814 AIRWAY AVENUE SU-rHEERLIN, OREGON 97479 TELEPHONE (541) 459-4449 () 34s-9843 FACSIMILE (541) 459-2884 ESU -SB -SB -1 Rev- 2.0, © 2/04199 Submittal � Orifice Shields Data Sheet 1 1 1 1 1 Standard configuration shield Non-drainback configuration orifice (Orenco orifice shields may be placed on top of or beneath a lateral, depending on the location of the orifice) 1 � Specifications 1 1 1 1 1 1 General Orenco Orifice Shields snap-frt onto laterals. Orifice shields are covered by method -of -use patent no. 5,3130,556. 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, 0S100, 0S125, OS150, 0S200 Model Code Nomenclature: OS XXX L Indicates the corresponding lateral size (in.) Dimensions Mode! OS075 0S100 0S125 0S150 05200 Shield O.D. (in.) 3.5 3.5 3.5 4.5 4.5 Distribution Pipe O.D. (in.) 1.05 1.315 1.66 1.90 2.375 IVlateriais of Construction: PVC (polyvinylchloride) per ASTM D-1784 Orenco Systems Incorporated 814AIRWAYAVENUE SUTHERLIN, OREGON 97479 TELEPHONE (541) 459-4449 (800) 348-5943 FACSIMILE (541) 459-2884 ESU -SFA -0S-1 Rev. 3.0, © 2/03/99