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Home My WebLink About1.0 ApplicationGARFIELD COUNTY Building & Planning Department 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 Telephone: 970.945.8212 Facsimile: 970.384.3470 www.garfield-county.com Special Use Permit GENERAL INFORMATION (To be completed by the applicant.) ➢ Street Address / General Location of Property: None Formally 150' South of Highway 6 & 24 at the intersection of County Roa ➢ Legal Description: sw1/4 sw 1/4 Serti nn 27. Township 7 South, Rang Garfield County ➢ Existing Use & Size of Property in acres: 18 Act -cc Vacant Land ➢ Description of Special Use Requested: Construct metal building with office & bathroom for storage of oil field materials & supplies. > Zone District: ARRD ➢ Name of Property Owner (Applicant): GEORGE STRONG ➢ Address: P• O. BOX 808 Telephone: 625-8903 ➢ City: SILT State: C0 Zip Code81652 FAX: 945-8903 > Name of Owner's Representative, if any (Attorney, Planner, etc): BROWN & WILLS, LLP- WALTER E. BROWN III ➢ Address: 801 Colorado Avenue Telephone: 945-2361 ➢ City: Glenwood Springs State: CO Zip Code: 81601 FAX: 945-8903 STAFF USE ONLY ➢ Doc. No.: Date Submitted: TC Date: ➢ Planner: Hearing Date: 300 96 West 1.0 Project Overview 1.1 Background George Strong purchased the property in this application for the installation of facilities to be used for storage of oil and gas drilling supplies, equipment and related materials for the various natural resource exploration companies doing processing activity in the immediate area. As an accessory and needed use, he desires to be able to have at least one storage building for such raw materials and supplies and within the building to have toilet and an office space for workers. There is residential water well already drilled on the property, which is in the process of being converted to a commercial well. A water allotment contract has been applied for as well. A septic system will be installed to code and overhead electric power is nearby and can be extended to the site. The site is adjacent to the Orchard Unit Compressor station of Encana, which site was recently granted an upgrade to its Special Use permit to add additional compressor units. 1.2 Description The site is 18 acres of flat land with access off CR 300, the same road as Encana uses to access their site. It is fenced on all sides. The property is presently zoned ARRD which does not permit the functional use desired of a building for storage of oil field materials. 1.3. Purpose and Need The purpose of the storage outbuilding with an office is for storage and there is substantial demand for these facilities from service companies. There are no such facilities adjacent to the area where they are needed. The applicant can serve that demand and the impact is negligible compared to surrounding uses, the immediately adjacent one being an expanding compressor station facility. 1.4 Location The site is about 150 feet south of Highway 6&24 and the intersection of County Road 300. 1.5 Attachments Well permit form Landowners Tab Assessor map Legal description Deed Mineral right ownership Site Plan Tab Location map Site plan Survey Storm water, Sewer Plan & Spill prevention Storm water management plan Soil test Spill Prevention Control Sanitation and water utilities outline 2.0 Access The property is accessed by a gravel driveway from County Road 300. existing roads provide safe, convenient access and no additional improvements are required to accommodate traffic volume. 2.1 Neighborhood character The compressor station is adjacent to the east and a gravel pit about 0.2 miles to the west. Specialty Restaurants owns the property directly adjacent on the west and The addition of an office building with storage facilities would not change the character of the neighborhood. BROWN & WILLS, LLP Attorneys at Law 801 Colorado Ave., Glenwood Springs, CO 81601 Office: 970-945-2361 Fax: 970-945-8903 April 10, 2007 Garfield County Commissioners 108 8th Street Glenwood Springs, CO 81601 Dear Board of County Commissioners: RE: George Strong Special Use Permit The nature and character of the Special use permit requested is to build a metal building containing about 90% of storage space, a s small office space and toilets for workers in the building. The storage for materials and supplies for resource exploration companies is permitted as a special use in the ARRD zone district, which this property is located in at this time. Despite the fact that almost all the uses surrounding this property pertain to natural resource extraction and processing for gas and oil products, the zone district remains ARRD. Thus, under the permitted use section for that district, this application is made. It is the intention of the applicant to build one building for the use noted and if further demand is sustainable for additional buildings, the applicant may seek suitable rezoning of this site. Kindest regards, Walter E. Brown III Attorney for the Applicant 02/13/2007 10:41 9706259152 February 13, 2008 To whom it may concern STRONG LUMBER PAGE 02 Una Development LLC P.O. Boz 808 Silt, Colorado. 81652 I George Strong the President of UNA LLC give to Walt Brown Attorney at Law my permission to pursue a Special Use Permit for our 18 acres. Located on Garfield County Road 304 "Stone Quarry Road " and just south of its junction with Highways 6 & 24. :bot LLC. rge Strong 06/13/2006 11:15 9706259152 STRONG LUMBER 08/12/00 50N 10:03 FAX 070 025 3305 COM/;MEATH TITLE CO Commonwealth Title Company of Garfield County, Inc. 127 F... 5th Street / P.O. Box 352 Rifle, CO 811150 Phone (970) 625.3300 / Fax (970) 625-3305 803 Colorado Avenue Glenwood Springs, CO NI.601 Phone (970) 945-4444 / Fax (970) 945-4449 PAGE 02 tai Vale: June 12. 2006 fo: George Strong Arai Phone: Fax: (970)625-9152 Re: John E. Strung Malik you for your order. Enclosed please rind the following in connection with nur Fflt Nu. 11605063: f` C ominitrnent ❑ 'fide Policy i.] Pndorsement ❑ 'frac Certificate U Other Copict. Sent To: Wnk Brown. Esq. 06/13/2006 11:15 9706259152 08/12/08 HON 10:03 FAX 910 825 3305 COMYONNEATH TITLE CO STRONG LUMBER PAGE 03 4002 COMMITMENT FOR TITLE INSURANCE SCHEDULE A File No, 0605063 1. ElTectivc fiats: May 31, 2006 at 7;59 AM 2. Policy or Policies to be issued; (e) ALTA OWNER POLICY (A LI A 10-17-92) Proposed Insured: (h) ALTA LOAN POLICY (10-17-92) Proposed insured: ed: 3, The Estate or interest in the land described ur rif-rred to in the Commitment end covered hcrcii, S mf,ie Ind is at the effective date hereof vested in: Julio E. Strung 4. The land referred to in this Commitment is situated in the County of Garlick!, State r tColorado and described as follows: A parcel eland la the SW1/4SW I/4 of Section 27, Township 7 South, Range 96 West of the 6th Principal Meridian, Garlick! County, Colorado, more particularly described as follower: Beginning at the corner for Sections 27, 2A. 33 and 34; thence along The Went line of the SW U4SW 1/4 of said Section 27, North 01"57'23" West 157.9f: feet to the right of way for the Denver and Rio Grande Western Railroad; thence along said right of way, North 55'291OU" East 1544.32 feet to the East line of the SW1/4SWI/4 of sold Section 27; thence taloa3 raid East nue. South 01°43'44" Fant 1021.2.2 feet to the West 1116 corner between anis) Section 27 and Section 34; thence along the South line of the SW1/4SW1/4 of rrald.Sectlon 27, South 89"27'37" West 1297.94 feet to the POEi'T OF RECINNING. COUNTERSIGNED: Tins CHARLES Owner's Policy Standard Coverage Owner's Extended Coverage Tax Certificate C Annti.ican Land Associmion Schxlulc A I:It ''d t.-861 r"'"? C $0.00 authorized Officer or Agent Valid Only if Sch.clutt; 8 and Cover Are Attached Issuing Moro: Ceanmunweaith'III,; Company f Garfield County. Inc 127 Rest stI1 street R111c. c:o R 1650 06/13/2006 11:15 9706259152 STRONG LUMBER 06/12/00 HON 10:04 FAX 970 025 3906 COt.MOPWEATH 11TLE CO nem). 0605063 PAGE 04 V V v SCHEDULE B - SECTION 1 The Following are the requiruments to be complied will' prior to the issuance of said policy or policies• Any other instrument recorded subsequent to the date hereof may appear es re exception and T Schedule R of the policy to he isacd. t intoes otherwise noted, ell documents must be recorded to the office of sJit Clerk and Recorder of the County in which said property is located. 1, This is in intiirmutional only commitment and no policy will be issued hereunder. 4M It Anwric,!,, !And Title Asxvdaumi C ommit:mem Schedule It - !action ! - Form 3004-3 06/13/2006 11:15 9706259152 00/12/06 MON 10:04 FAX 970 023 3305 COI(*ONWEATB TITLE CO STRONG LUMBER IF'ile N. 060306 SC D1JLE 13— SECTION 2 Schedule. L: ttf the Policy or 'Policies to Ivo issued will contain exceptions to the I'ollowin1 matters unless the same are disposed of in the satisfaction of the company; I. Rights or shritos or paries in possossian not shown by the Itrrhtie returdx. 2. 1 :ah:nititts. or claims art Ctr9CISCnl9. nor Shawn by iht public rocot'dn- 3. riiScrepancics_ conflicts in hnundsry lines. shortage m trcu, enenawhments, and any facts, which a correct survey and inspection or the pec n;.ca wmild dlsclosc, and which arc not shown by tf•c public records. Any lien. at right 1.111 lion. for rervic*. bdxlr or material hcrctrltorc or horctdlt r Furnished. impose:I by low oral not shown by the pahlic Defects. liens. eneumbrsntxs, adverse claims or other mincers. if any, created. first appearing in the public recordr 11r au chsuIng aedarin. records. w the effective date hereof but Ixiou to tiro dart the proposal inalueil ac4uirta tlrrecord for value tate estate or inIcrest ur m tirtEtags thereon covcrcd by this c: atlantal nl. b. Any and ell unpaid fauces. ASKNIITICPUi and lrnicdeemed airy sales. 7. Any Iicn or diargc on aCWtrnt of IIIc inclusion of subject pupate in an inaprttat0left district. 8. Any and ell water right,, claim', or Idle to water. whether or not the mallet's uKcepttd are shown by the path% record. 9 Right oaf the proprietor Of a vein ur Iv11e to extract and noialva his arc th, rernwn. thnuld the 6nnie be found Irl penctrale or intersect the premise% hereby Crani& arid a right of way Iia' ditches or CNMgt, o'.5 co119iim icd by The alithnrtty of the %lulled States, tie reserved In United Suites Parent Ivcarded Mimi 26. 1902 In book 56 at 1':{[;. 444. 1(1. Ritrh( of wily %.ranted to Colorado Telephone Cumpnny 1.1 Instrument recorded 'November 1. 1907 in book n'r tat Paps. I ed. 11. Itascrvation nF ane -half of all oil, gals. hydrocarbons am( ether mineral& by r.11. Mahaney in dotal reenrdc i Scplc•tther 3. 1929 in heart 155 in Pngc 372 and any and all interests therein or aasIFnmenla thereof. 12. ItcservudOn pf an undivided 5;6 interest of all oil. res, 1%dr//eyrbem% and other wilitet:t$ by A11111C H. I'.%i'.e in deed m.alrtleJ June 6. 1959 in dunk 31K at Page 195 mut ony and nal inh:ramot tltere.n or assignments thereof. 1.1 Reservation of all nil, qas, or other miner rl9 rights by Aevil Pruitt 1'ropurh . 1:11). In decd rcconled April 7. 1995 in linnk 936 nt Page 727 :alit any and ell inlemsts Mervin tit tissignnlelns ncerrnf. IS. I?ascnucnl i fifth i t Public Service Cumpnny of Calor min us described in Instrument meorded M,ty 3, 2006 in Book 17')5 ill. I'aE,e 1131, PAGE 05 4004 NOTE: EXCEPTTON(S) jyak WWI. NOT APC'EAR IN THE rOLlCY TO 0E ISSUED HTREUNL)U4. 'the Owner's Policy of Tine Insurance aannhiued for in t),.:::'rnnrntt neat, if any. shall cunblin. in addition u1 the Items tact forth in Schcdul: I?t SCCI kat 2, the following kerns: (1) The Doxil of '1 rust. if tiny. required undo' Schedule B • 5.ct..tknt 1 (2) Unpatentof mining %),giros; reservations or csccptions in palcnr% or at AO' authorize' the Ballow (hector. (3) any lind n11 hr paid taxci, assessments and unredeemed tax sales. American Land "fide Association ;'nnmuwa?rIt St:htxiulc U • Sl tIuu 2 Flim 1004-12 LOYAL E. LEAVENWORTH SANDER N. KARP JAMES S. NEU KARL J. HANLON MICHAEL J. SAWYER SUSAN W. LAATSCH ANNA S. ITENBERG CASSIA R. FURMAN BETH E. KINNE CASSANDRA L. COLEMAN LAURA M. WASSMUTH CHAD J. LEE George P. Strong P. O. Box 808 Silt, CO 81652 LEAVENWORTH & KARP, P.C. ATTORNEYS AT LAW 201 14TH STREET, SUITE 200 P. O. DRAWER 2030 GLENWOOD SPRINGS, COLORADO 81602 Telephone: (970) 945-2261 Facsimile: (970) 945-7336 lel@lklawfirm.com March 22, 2007 Re: Commercial Well Permit Application Dear George: DENVER OFFICE:* 700 WASHINGTON ST. STE 702 DENVER, COLORADO 80203 Telephone: (303) 825-3995 *(Please direct all correspondence to our Glenwood Springs Office) Zancanella & Associates provided us with information to complete the Commercial Drinking and Sanitary Well Worksheet sent to us by the State Engineer's office. Enclosed is a copy of the worksheet. We only need you to complete the first item, which is the name and type of business. Also enclosed is an Affidavit we prepared to confirm certain criteria for the proposed used from the well. Please sign the Affidavit, have your signature notarized, and return it to me, along with the completed worksheet. As you know, Tom Zancanella filed for a West Divide water allotment contract to augment additional uses from this well (office and warehouse with landscaping). However, the well permit application pending before the State, once issued, will help you with the re -zoning of your property. If you have any questions, please feel free to contact me. Very truly yours, LEAVENWORTH & KARP, P.C. LEL:eg Enclosures cc: Walt Brown \2007 \ClienisStrong-3319‘Letters\Clicor-2.wpd LOYAL E. LEAVENWORTH SANDER N. KARP JAMES S. NEU KARL J. HANLON MICHAEL J. SAWYER SUSAN W. LAATSCH ANNA S. ITENBERG CASSIA R. FURMAN BETH E. KINNE CASSANDRA L. COLEMAN LAURA M. WASSMUTH CHAD J. LEE LEAVENWORTH & KARP, P.C. ATTORNEYS AT LAW 201 14TH STREET, SUITE 200 P. O. DRAWER 2030 GLENWOOD SPRINGS, COLORADO 81602 Telephone: (970) 945-2261 Facsimile: (970) 945-7336 lel@lklawfirm.com Mr. John Gabert Water Resource Specialist Division of Water Resources 1313 Sherman Street, Room 818 Denver, CO 80203 April 5, 2007 Re: Receipt No. 3611936; Application of George P. Strong Dear Mr. Gabert: DENVER OFFICE:* 700 WASHINGTON ST. STE 702 DENVER, COLORADO 80203 Telephone: (303) 825-3995 *(Please direct all correspondence to our Glenwood Springs Office) On January 9, 2007, you returned Mr. Strong's commercial well permit application with a request for additional information. A copy of your letter is enclosed. At your request, we have completed the Commercial Drinking and Sanitary Well Worksheet and have provided a sworn Affidavit by Mr. Strong to attest that there is no other source of water available for the property, that this is the only well on his property, there will not be any outside use of the water pumped from this well, the annual appropriation will not exceed 1/3 acre-foot (108,600 gallons) per year and a totalizing flow meter will be installed on the well. We are returning the original well permit application to you as well. If you need any further documentation to process this well permit application, please let me know. If you have any questions, please feel free to contact me. Very truly yours, LEAVENWORTH & KARP, P.C. L LEL:eg Enclosures cc: George Strong Walt Brown I:\2007\Clients\Strong-3319\LettersCbort-i .wpd 1 . Leaven orth 10/10/2006 07:13 9706259152 COLORADO DIVISION OF WATER RESOURCES DEPARTMENT OF NATURAL RESOURCES 1313 SHERMAN ST., RM 818, DENVER, CO 60203 phone - info: (303) 666-3587 main: (303) 86b.3581 fax; (303) 866.3589 http://www.water.state.co.us STRONG LUMBER Office Use Only s:. RESIDENTIAL Note: Also use this form to apply for livestock watering Water Well Permit Application Review Instructions on reverse side prior to completing form. The form must be completed In black Ink. 1. Applicant Information Name of appUc$U Meiling P.O. Box 264 I Stela --- -Zip Code Carbondale Co 91623 Teleohone e (970 ) 963-1869 f PAGE 02 Form GWS -44 (1/2001) RECEIVED MAY 0 4 '01 WATER 4,S0t1fiCES STATE ENGWFER ar`AVOet, 6. Use Of Well (check applicable boxes) See instructions to determine use(s) for which you may qualify is A. Ordinary household use in one single-family dwelling (no outside use) O 8. Ordinary household use in 1 to 3 single-family dwellings: Number of dwellings: ❑ Home garden/lawn irrigation, not t0 exceed one acre: area irrigated 0 sq. ft. ❑ acre ❑ Domestic animal watering - (non-commercial) ❑ C. Livestock watering ion farm/ranch/range/pasture) 2. Type Of Application (check applicable boxes) Construct new well ❑Use existing well ❑ Replace existing well ❑ Change or increase use ❑ Change source (aquifer) 0 Reapplication (expired permit) ❑Other: 3. Refer To (if applicable) Well oerM.h 1 Water Court case Designated Basin oeterminati0n / Well name or 1 7. Well Data (proposed) Mixlmum p,. ren gpm• Annual amount to be withdrawn 3 acre-feet Total depth 60 feet Aquifer A11Uvium 8 Water Supplier Is this parcel within boundaries of a water service area? D YES lig NO If yea, provide name of supplier: 4. Location Of Proposed Well 9. Type Of Sewage System County Garfield NW 1?4 0f the NE 114 Socpon3 3 Township N or 5 Renee E or w P.incioet Meudisn 7 021 1 96 ❑e L 6 Distance or was +nom section linea (section linea ere tyeleenv not property Iineel 650 Ft. from 21 N❑ S 2100 Ft. from ®E ❑ W FOr 0e011Can.ent webs only - distance end direction from aid well to new well feet Wel beaten address (1+ appllcebNl � _� - ...._—J,.•.._____. optional: GPS well location information in UTM format Required settings for GPS units are as follows: Format "tial be UTM Zone muatbel3 Unite Must be Meters Datum mart be MA027 ICONUSI Unit must be set to true north Were 0010ta everaaed? 0 NTS 0 NO Northing direction III Septic tank / absorption leach field O Central system: District name: 7 • Veu=t: Location sewage to be hauled to: ❑ Other (attach copy of engineering design and report) 10. Proposed Well Driller License #(optional(: 1095 Entine 5. Parcel On Which Well Will Be Located A.You must check and complete one of the following: Subdivision: Name Lot Block Filing/Unit County exemption (attach copy of county approval & survey): Name/# Lot A Parcel less than 35 acres. not in a subdivision, attach a deed with metes and bounds description recorded prior to June 1, 1972 O Mining claim lam er+ a eoov o+ the deed or survey): Name/it Square 40 acre parcel as described in Item 4 Percel of 35 or more acres Isite011 a meas end bounds alleenprron w stdy01,1 Other feeeoh mens & bddr•d■ mast -notion or survey end w[wortind documents) 11. Signature Of Applicantls) Or Authorized Agent The making of false statements herein constitutes perjury in the second degree, which is punishable as a class 1 misdemeanor pursuant to C.R.S. 244-104 (13)(a). I have reed the statements herein. know the contents thereof and state that they are true to m.y knowledge. Sign here Must in orlphtl111516alure1 0110 Print nems �le 8. a o1 acne in 04,461 5.12 C. Are you tfla owner el title pa1001? YES 0 NO 11+ no - ase In01010 ions) D. Will this be the only wait on this parcel? YES 0 NO lir no - sat Otnw. wens) E. Stets PMtel 101 1001)011111: Office Use Only LAGS map name WE WR CWCE TOPO MY1.AR 585 • D1NR map no, I Sutleca airy. Receipt area only DIV S WD 3 ? BA MD APPLICATION TO LEASE WATER FROM WEST DIVIDE WATER CONSERVANCY DISTRICT 109 West Fourth Street, P. O. Box 1478, Rifle, Colorado 81650 waterfawdwcd.ors Fax: (970) 625-2796 Telephone: (970) 625-5461 1. APPLICANT INFORMATION Name: Strong Lumber and Specialty Log Products Mailing address: P.O. Box 808 Silt, CO 81652-9523 Telephone: (970) 625-0777 Authorized agent: Thomas A. Zancanella, P.E. 2. COURT CASE #'s: Decree Case No. N/A Augmentation Plan Case No. 1N/A 3. USE OF WATER ❑ RESIDENTIAL (check applicable boxes) ❑ Ordinary household use Number of dwellings: ❑ Subdivision: No. constructed units: No. vacant lots ❑ Home garden/lawn irrigation of sq. ft. Method of irrigation: ❑ flood ❑ sprinkler ❑ drip ❑ other ❑ Non-commercial animal watering of animals ❑ Fire Protection ❑ Evaporation: Maximum water surface to be exposed: Description of any use, other than evaporation, and method of diversion, rate of diversion, and annual amount of diversion of any water withdrawn from the pond: Well Sharing Agreement for multiple owner wells must be submitted. If greater than two owners, application must be made under a homeowners association. 0 COMMERCIAL (check applicable boxes) Number of units: 1 Total sq. ft. of commercial units: 13,100 Description of use: Office and warehouse with landscaping. ❑ INDUSTRIAL Description of use: Evaporation: Maximum water surface to be exposed: Description of any use, other than evaporation, and method of diversion, rate of diversion, and annual amount of diversion of any water withdrawn from the pond: ❑ MUNICIPAL Description of use: ❑ DIRECT PUMPING Tributary: Location: 4. SOURCE OF WATER Structure: Well Structure Name: Strong Well Source: ❑Surface ['Storage ['Ground water Current Permit # Pending, see attached. (attach copy) 5. LOCATION OF STRUCTURE Garfield SW County Quarter/quarter 27 Section 7S Township Distance of well from section lines: 90 feet from south line. SW Quarter 96W Range 6th P. M. 1,100 feet from west line. Elevation: 5,020 Well location address: Land without address yet; Southwest of Parachute near Una. (Attach additional pages for multiple structures) 6. LAND ON WHICH WATER WILL BE USED (Legal description may be provided as an attachment.) See attached. Number of acres in tract: 17.6 Inclusion into the District, at Applicant's expense, may be required. 7. TYPE OF SEWAGE SYSTEM 13 Septic tank/absorption leach field ❑Central system ❑Other District name: 8. VOLUME OF LEASED WATER NEEDED IN ACRE FEET: 1.0, see attached. (minimum of 1 acre foot except augmentation from Alsbury Reservoir where a lesser amount is allowed) Provide engineering data to support volume of water requested. Commercial, municipal, and industrial users must provide diversion and consumptive data on a monthly basis. A totalizing flow meter with remote readout is required to be installed and usage reported to !Fest Divide. Applicant expressly ac District's fora Yate made pursuant n Applicant St ature Applic. t Signature Application Date: rowledges ihad the opportunity to review the ract and agrees this application is rod -conditions contained r llot sub ISSUED AS AREA B CONTRACT YES X NO The printed portions of this form, except differentiated additions or deletions. have been approved and adopted by the West Divide Water Conservancy District. 41 u,nuir•n R41O111 ADD t 11111 111 .$1 Mir III 677725 R716.000J 0o.00 GARFIEPLSDORF LD COUNTY 4 P687 M O MEMORANDUM OF SURFACE LEASE AGREEMENT ` WHEREAS on the t. day of May,2005, William R. Patterson, Rodney C. Power, -fi Ronald E. Tipping and Marie E. Tipping, whose address is P. O. Box 1329, Grand Junction, Colorado 81502 (individually and collectively as "Lessor') entered into a Surface Lease Agreement with EnCana Oil & Gas (USA) Inc., whose address is 370 17"' Street, Suite 1700, Denver, CO 80202 ("Lessee"), covering the below described lands in Garfield County, Colorado. A parcel of land located in the SE'/4SW% of Section 27, Township 7 South, Range 96 West of the 6f° Principal Meridian, Garfield County, Colorado. The said parcel of land being more particularly described as follows and shown on Exhibit "A" attached hereto: TOWNSHIP 7 SOUTH, RANGE 96 WEST. 6T" P.M. Section 27: Beginning at a point in the SE%SW' of said Section 27, which bears North 7740'08" West, a distance of 922.46 feet from the South 114 Comer of said Section 27, (being a 1982 aluminum cap); Thence South 88°40'01" West, a distance of 400.00 feet; Thence North 01°19'27" West, a distance of 653.41 feet; Thence North 88°40'01" East, a distance of 400.00 feet; Thence South 01°19'27" East, a distance of 653.41 feet to the Point of Beginning. Basis of bearings is the South line of the SW% of said Section 27 which is taken from global positioning satellite observations to bear North 89°28'22" East, a measured distance of 2,595.40 feet, (the Southwest Comer of said Section 27, being a 1982 aluminum cap). Containing 6.00 acres, more or fess. WHEREAS said agreement provides for, among other things, the right to enter upon and use the Lessor's property for the construction and placement of one or more compressors with related storage tanks, valves, metering house and related equipment necessary for the operation of the compressors and compression of natural gas for the operations of Lessee. Said agreement sets forth payment of specific amounts to cover damages resulting from the construction, use and maintenance of the compressor site location(s). Said agreement, with all of its terms, conditions, covenants and other provisions, is referred to and incorporated into this Memorandum for all purposes. NOW THEREFORE this Memorandum is placed of record for the purpose of giving notice of the Surface Lease Agreement. Lessor: William R. Patterson 1 -;- Rodney C. Power 4-o4c b (f, Ronald E. Tipping Marie E. Tipping Lessee: EnCe• alrl &-G s (USA) Inc By: JOI S. Foz, Attomey-In-Fact 1 of 2 EnCana Oil & Gas, Inc. i anti fenartment 2 of 3 R 16.00 0 0_iov3 uMnric�u ��• State of Colorado County of Mesa ACKNOWLEDGMENTS )§ ) On this L day of May, 2005, before me personally appeared William R. Patterson, Rodney C. Power, Ronald E. Tipping and Marie E. Tipping, known to me to be the persons described in and who executed the foregoing instrument, and who acknowledged to me that they executed the same. (SEAL) Nly commission expires: Notary Public State of Colorado City & County of Denver On this ' day of June, 2005, before me personally appeared, Joel S. Fox, Attomey-In-Fact for EnCana Oil & Gas (USA) Inc., known to me to be the person described in and who executed the foregoing instrument, and who acknowledged to me that he executed the same. (SEAL) My commission expires: Notary: My Ccrm"ssWn E■p4es 7/14/200'- Landowners Surface Owners Within 200 Feet Name Address Parcel William Patterson 668 26 Road Grand Junction, CO 81506 2409-342-00-108 Rodney Power PO Box 1329 Grand Junction, CO 81506 2409-342-00-108 Ronald and Marie Tipping 1967 Broadway Ave. Grand Junction, CO 81506 2409-342-00-108 Bud Strong Family PO Box 264 Carbondale, CO 81623 2409-237-00-002 Mineral Owners William Patterson 668 26 Road Grand Junction, CO 81506 2409-342-00-108 Rodney Power PO Box 1329 Grand Junction, CO 81506 2409-342-00-108 Ronald and Marie Tipping 1969 Broadway Ave. Grand Junction, CO 81506 2409-342-00-108 Bud Strong Family PO Box 264 Carbondale, CO 81623 2409-237-00-002 UNA Development LLC. Strong Property BROWN & WILLS, LLP Attorneys at Law 801 Colorado Ave., Glenwood Springs, CO 81601 Office: 970-945-2361 Fax: 970-945-8903 April 19, 2007 Garfield County Commissioners 108 8th Street Glenwood Springs, CO 81601 Dear Board of County Commissioners: RE: George Strong Special Use Permit The nature and character of the Special use permit requested is to build a metal building containing about 90% of storage space, a s small office space and toilets for workers in the building. The storage for materials and supplies for resource exploration companies is permitted as a special use in the ARRD zone district, which this property is located in at this time. Despite the fact that almost all the uses surrounding this property pertain to natural resource extraction and processing for gas and oil products, the zone district remains ARRD. Thus, under the permitted use section for that district, this application is made. It is the intention of the applicant to build one building for the use noted and if further demand is sustainable for additional buildings, the applicant may seek suitable rezoning of this site. Kindest regards, Walter E. Brown III Attorney for the Applicant %NEEgi 7 \Q Huddleston -Berry Engineering & Testing. LLC George Strong PO Box 808 Silt, Colorado 81652 Subj ect: Geotechnical Investigation 304 Road Site Parachute, CO Dear Mr. Strong, 640 White Avenue, Unit B Grand Junction, CO 81501 Phone: 970-255-8005 Fax: 970-255-6818 HuddlestonBerry@bresnan.net July 25, 2006 Project#2122-06 This letter presents the results of a geotechnical investigation conducted for your property along 304 Road in Parachute, Colorado. The site location is shown on Figure 1. The proposed construction is anticipated to consist of three prefabricated metal buildings. The scope of our investigation included evaluating the subsurface conditions at the site to aid in developing foundation recommendations for the proposed construction. Site Conditions The site consists of approximately 18 acres and at the time of the investigation was generally open with a slight slope to the south. Vegetation at the site consisted primarily of low weeds and brush. The property was bordered by railroad tracks to the north, a gravel pit to the south, 304 Road to the west, and natural gas wells to the east. Subsurface Investigation The subsurface investigation included four test pits as shown on Figure 2 — Site Plan. The test pits were excavated to depths of between 7.5 and 8.0 feet below the existing ground surface. Test pits logs are included in Appendix A. As shown on the test pit logs, the subsurfaceconditions at the site were fairly consistent. The test pits generally encountered 1.5 feet of silty clay with sand and organics topsoil above brown, dry to moist, medium stiff to stiff silty clay with sand to the bottoms of the excavations. Groundwater was not encountered in the test pits at the time of the investigation. Laboratory Testing Laboratory testing was conducted on soil samples collected from the test pits. The testing included grain -size analysis, natural moisture and density determination, Atterberg limits determination, soluble sulfates content, and swell/consolidation testing. The laboratory testing results are included in Appendix A. 304 Road #2122-06 07/25/06 Huddleston -Berry CnginWinA h Tem. , t.[ C The laboratory testing results indicate that the clay soils at the site are slightly -plastic. In addition, the soils were determined to be slightly to moderately collapsible with up to approximately 2% collapse measured in the laboratory. Soluble sulfates were detected in the site soils in a concentration of 400 parts -per -million (ppm). Foundation Recommendations Based upon the subsurface conditions at the site and nature of the proposed construction, shallow foundations are recommended. Spread footings and monolithic structural slabs are both appropriate foundation alternatives. However, as discussed above, the native clay soils at the site are slightly to moderately collapsible. Therefore, it is recommended that the foundations be constructed above a minimum of 30 -inches of structural fill. The native clay soils are suitable for reuse as structural fill. Imported structural fill should consist of a granular, non -expansive, non -free draining material such as pit -run or CDOT Class 6 base course. However, if pit -run is used for structural fill, a minimum of six inches of Class 6 base course should be placed on top of the pit run to prevent large point stresses on the bottoms of the footings due to large particles in the pit -run. Existing topsoil materials are not suitable for use as structural fill and should be removed from the building pad area. Prior to placement of structural fill, it is recommended that the bottom of the foundation excavation be scarified to a depth of 6 to 8 inches, moisture conditioned, and compacted to a minimum of 95% of the standard Proctor maximum dry density, within ± 2% of the optimum moisture content as determined in accordance with ASTM D698. Structural fill should extend laterally beyond the edges of the foundation a distance equal to the thickness of structural fill. Structural fill should be moisture conditioned, placed in maximum 8 -inch loose lifts, and compacted to a minimum of 95% of the standard Proctor maximum dry density for fine grained soils and modified Proctor maximum dry density for coarse grained soils, within ± 2% of the optimum moisture content as determined in accordance with ASTM D698 and D1557C, respectively. For the foundation building pad prepared as recommended, a maximum allowable bearing capacity of 1,250 psf may be used. In addition, a modulus of subgrade reaction of 150 pci may be used. To protect against frost heave, the bottoms of foundations should be placed a minimum of 30 -inches below the finished grade. Any stemwalls or retaining walls should be designed to resist lateral earth pressures. For backfill consisting of the native clay soils, or imported granular, non -free draining, non - expansive material, we recommend that the walls be designed for an equivalent fluid unit weight of 50 pcf in areas where no surcharge loads are present. Lateral earth pressures should be increased as necessary to reflect any surcharge loading behind the walls. As indicated previously, soluble sulfates were detected in the site soils in a concentration of 400 ppm. This concentration of water soluble sulfates represents a moderate degree of potential sulfate attack on concrete exposed to these materials. Therefore, Type I-II sulfate resistant cement is recommended for construction at this site. Z:\2006 Projects \200's-Engineering\2122-06 George Strong -304 Road\2122-06 LR072506.doc 2 304 Road #2122-06 07/25/06 Huddleston -Berry Gtiiwcingk fex.m. l.l.f Exterior Flatwork Recommendations The native clay soils are suitable for support of slabs -on -grade. However, as mentioned above, these soils are slightly to moderately collapsible. Therefore, it is recommended that floor slabs and exterior flatwork be constructed above 12 -inches of structural fill with subgrade preparation and fill placement as discussed in the Foundation Recommendations section of this report. Drainage Recommendations Grading around the structures should be designed to carry precipitation and runoff away from the structures. It is recommended that the finished ground surface drop at least twelve inches within the first ten feet away from the structures. Downspouts should empty beyond the backfill zone. It is recommended that landscaping within three feet of the structures include primarily desert plants with low water requirements. In addition, it is recommended that automatic irrigation within ten feet of foundations be minimized or controlled with automatic shut off valves. General Notes The recommendations included above are based upon the results of the subsurface investigation and on our local experience. These conclusions and recommendations are valid only for the proposed construction. It is important to note that the use of structural fill below slabs and foundations will reduce, but not eliminate, the potential for structural movement as a result of collapse of the native soils. The structural fill will distribute pressures from the foundations such that the pressure on the underlying native soils is reduced. In addition, the structural fill will help reduce differential movement of foundations and exterior slabs. While, the foundation recommendations above are consistent with generally accepted engineering practices in areas of collapsible soils, HBET cannot predict long-term changes in subsurface moisture conditions and/or the precise magnitude or extent of collapse. Although the potential for movement still exists, HBET believes that with proper application of the recommendations in this report, any structural movements will be within acceptable levels. As discussed previously, the subsurface conditions at the site were observed to be fairly consistent. However, the precise nature and extent of any subsurface variability may not become evident until construction. Therefore, it is recommended that a representative of HBET observe the foundation excavation prior to structural fill placement to verify that the subsurface conditions are consistent with those described herein. In addition, it is recommended that a representative of HBET test compaction of structural fill materials. Z:\2006 Projects \200's -Engineering \2122-06 George Strong -304 Road\2122-06 LR072506.doc 3 304 Road #2122-06 07/25/06 Huddleston -Bury 6hueiinR h Th. LLC We are pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Huddleston -Berry Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering Z:\2006 Projects\200's-Engineering\2122-06 George Strong -304 Road\2122-06 LR072506.doc 4 FIGURES • 'A -Z.3,124) " IJf Site Location 50/6 56 /6 +5020 # zt • ti * e . 17 ere", IL\ / ( FIG soo • 4',c USGS Parachute, Colorado Quadrangle, 7.5 Minute Series; 1962. Site Location Map —4'000 GVO?I 170 FIGURE 2 - SITE PLAN U 0 Fy O z v O APPENDIX A Typed Test Pit Logs 0 0 m 2 J z 0 1- 4 01 01 z -J O', UI C1 U w 0 O w C9 ,x `•_ '- CLIENT PROJECT E R Huddleston -Berry Engineering & Testing, LLC G, "` 640 White Avenue, Unit B Grand Junction, CO 81501 '� 970-255-8005 970-255-6818 George Strong PROJECT NAME LOCATION TEST PIT NUMBER TP -1 PAGE 1 OF 1 Strong Lumber 304 Road NUMBER 2122-06 PROJECT Parachute, CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 7/13/06 COMPLETED 7/13/06 GROUND ELEVATION WATER LEVELS: TIME OF EXCAVATION END OF EXCAVATION EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND — dry METHOD Backhoe AT MAB CHECKED BY MAB AT dry AFTER DEPTH (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) DRY UNIT WT. (Pci) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) a i- -0- 0 a - J J PLASTIC LIMIT PLASTICITY INDEX --.,,;,•-,; .-. •' ;.•,ro; Silty CLAY with Sand and Organics (TOPSOIL), brown, dry - 2.5 �. % . • ,;/% Silty CLAY with Sand (d), thin sand interbeds, brown, dry to moist, medium stiff to stiff I MC 1 93 6 5.0 GB 1 I _ _ 7.5 Bottom of test pit at 7.5 feet. 0 CC CC0 w w 0 z 0 o: co 0 r N EV (1) z J' 0 x 0 w H 0 W CLIENT E£Rti -= Huddleston -Berry Engineering & Testing, LLC TEST PIT NUMBER TP -2 640 White Avenue, Unit B •PAGE 1 OF 1 Grand Junction, CO 81501 5 970-255-8005 970-255-6818 George Strong PROJECT NAME Strong Lumber 304 Road PROJECT NUMBER 2122-06 PROJECT LOCATION Parachute, CO DATE STARTED 7/13/06 COMPLETED 7/13/06 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client GROUND WATER LEVELS: EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION dry LOGGED BY MAB CHECKED BY MAB AT END OF EXCAVATION dry NOTES AFTER EXCAVATION — o DEPTH o (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (°/0) ATTERBERG LIMITS FINES CONTENT (%) MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX '''—''•:- • .s, . F2 Silty CLAY with Sand and Organics (TOPSOIL), brown, dry 2.5 rSilty CLAY with Sand (CL), thin sand interbeds, brown, dry to moist, medium stiff to stiff H MC 1 92 7 Y GB1: Lab Classified ot GB 10 27 15 12 71 1- / _ 5.0 / 7.5 . Bottom of test pit at 8.0 feet. SA �''=`0` CLIENT PROJECT Huddleston -Berry Engineering & Testing, LLC �/'tC 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 George Strong PROJECT NAME LOCATION TEST PIT NUMBER TP -3 PAGE 1 OF 1 Strong Lumber 304 Road NUMBER 2122-06 PROJECT Parachute, CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 7/13/06 COMPLETED 7/13/06 GROUND ELEVATION WATER LEVELS: TIME OF EXCAVATION END OF EXCAVATION EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND — dry METHOD Backhoe AT MAB CHECKED BY MAB AT dry AFTER DEPTH (ft) U SF— pMATERIAL 0 DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) Z rY 0 MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - '.`;.,, '-1'. •-• . i, • • ;; Silty CLAY with Sand and Organics (TOPSOIL), brown, dry 2.5 Y' • Y '. Silty CLAY with Sand (cl), thin sand interbeds, brown, dry to moist, medium stiff MC 1 87 8 _ J� 5.0 ,m�GB V 1 7.5 Bottom of test pit at 8.0 feet. d O 0 CC 0 m U' z 0 0) C0 9 CV N N 0) 1 z 0 0 U S'. !L' U 0 0 w Huddleston -Berry Engineering & Testing, LLC 640 White Avenue, Unit B Junction, CO 81501 970-255-8005 970-255-6818 Strong PROJECT NAME LOCATION TEST PIT NUMBER TP -4 PAGE 1 OF 1 Strong Lumber 304 Road � \\�Grand \-- CLIENT PROJECT R H° George NUMBER 2122-06 PROJECT Parachute, CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 7/13/06 COMPLETED 7/13/06 GROUND ELEVATION WATER LEVELS: TIME OF EXCAVATION END OF EXCAVATION EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND — dry METHOD Backhoe AT MAB CHECKED BY MAB AT dry AFTER DEPTH (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX —'" '' Silty CLAY with Sand and Organics (TOPSOIL), brown, dry 2.5 % . ,/� ✓/ . . Silty CLAY with Sand (CL), thin sand interbeds, brown, dry to moist, medium stiff to stiff GB1: Lab Classified HMI C 95 5.0 GB 9 27 15 12 75 J' 7.5 Bottom of test pit at 7.5 feet. APPENDIX B Laboratory Testing Results L .s.,,,,_,,„ CLIENT Wq - �° George Huddleston -Berry Engineering & Testing, LLC ATTERBERG LIMITS' RESULTS 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 Strong PROJECT NAME Strong Lumber 304 Road PROJECT NUMBER 2122-06 PROJECT LOCATION Parachute, CO 60 CL CH 50 P L A S 40 T I C T 30 Y I N 20 D E X Ilil 10 CL -ML CiMH 0 0 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI Fines Classification • TP -2, GB1 7/13/2006 27 15 12 71 LEAN CLAY with SAND(CL) 1 TP -4, GB1 7/13/2006 27 15 12 75 LEAN CLAY with SAND(CL) 3 i W 2 -J z 0 1- 4 N N W N 2' ��,n._a,,,. %''� CLIENT 0 o Huddleston -Berry Engineering & Testing, LLC GRAIN SIZE DISTRIBUTION 640 White Avenue, Unit B ' Grand Junction, CO 81501 '` 970-255-8005 970-255-6818 George Strong PROJECT NAME Strong Lumber 304 Road PROJECT NUMBER 2122-06 PROJECT LOCATION Parachute, CO U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1 HYDROMETER 6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 14 . 20 30 40 50 60 100 140 200 100 I I I I I 1 I I I I I I 95 90 04 85 80 tr 75 70 65 1- = 0 60 >- 55 m w 50 z LL 1- 45 z w ceo 40 in a 35 30 25 20 15 10 5 0 100 10 1 GRAIN SIZE 0 1 IN MILLIMETERS 0.01 0.001 i GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu • TP -2, GB1 7/06 LEAN CLAY with SAND(CL) 27 15 12 1 TP -4, GB1 7/06 LEAN CLAY with SAND(CL) 27 15 12 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • TP -2, GB1 7/06 1.18 0.0 29.3 70.7 m TP -4, GB1 7/06 1.18 24.8 74.9 CONSOL STRAIN 2122-06 STRONG LUMBER 304 ROAD.GPJ GINT US LAB.GDT 7/21/06 Huddleston -Berry Engineering Si Testing, LLC 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 CLIENT George Strong PROJECT NUMBER 2122-06 CONSOLIDATION TEST PROJECT NAME Strong Lumber 304 Road PROJECT LOCATION Parachute, CO 0 1 2 3 4 6 7 8 • 100 1,000 STRESS, psf 10,000 Specimen Identification Classification Yd MC% • TP -1 2.0 93 6 CONSOL STRAIN 2122-06 STRONG LUMBER 304 ROAD.GPJ GINT US LAB.GDT 7/21/06 CLIENT p,NEEq„ Huddleston -Bevy Engineering & Testing, LLC CONSOLIDATION TEST ` 640 White Avenue, Unit B ' Grand Junction, CO 81501 970-255-8005 970-255-6818 George Strong PROJECT NAME Strong Lumber 304 Road PROJECT NUMBER 2122-06 PROJECT LOCATION Parachute, CO 0 1 • 2 3 4 e 0 z 5 6 7 8 9 100 1,000. 10,000 STRESS, psf Specimen Identification Classification Yd MC% • TP -2 2.5 92 7 CLIENT o,NfEq\ Huddleston -Berry Engineering & Testing, LLC CONSOLIDATION TEST - 640 White Avenue, Unit B ' Grand Junction, CO 81501 970-255-8005 970-255-6818 George Strong PROJECT NAME Strong Lumber 304 Road PROJECT NUMBER 2122-06 PROJECT LOCATION Parachute, CO 0 1 • 2 3 0 _ 4 5 6 ) ' J 7 ) ) 8 100 1,000 10,000 STRESS, psf Specimen Identification Classification Yd MC% • TP -3 2.0 87 8 0 1 Huddleston -Bevy Engineering & Testing, LLC 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 CLIENT George Strong CONSOLIDATION TEST PROJECT NAME Strong Lumber 304 Road PROJECT NUMBER 2122-06 PROJECT LOCATION Parachute, CO z • 2 3 4 5 6 7 8 9 100 1,000 STRESS, psf 10,000 Specimen Identification Classification Yd MC% • TP -4 2.0 95 7 • .t J 0 Traffic Impact Analysis Una LLC Garfield County, Colorado Prepared for Una LLC George Strong P.O. Box 808 Silt, Colorado 81652 970-625-0777 Prepared by G.L.G. Services 311 North Coulson Fruita, Colorado 81521 Table of Contents A Introduction 1 B Existing Roadway and Traffic Conditions 2 C Future Traffic Condition Without The Development 2 D Future Traffic Condition With The Development 3 E Traffic Generation 3 F Traffic Impacts 4 G Recommendations 6 H Conclusions 6 I Appendix Figures 1 & 2, Charts 1,2,3,4,5,6 Section A Introduction The proposed oil and gas drilling equipment storage development is to be located on Stone Quarry Road (County Road 300) south of its intersection with US 6 & 24 on the east side of the County Road in Garfield County, Colorado. The project is bound by on the east by the EnCana Compressor station, on the north by the Union Pacific Railroad, on the south by a Gravel Extraction and Processing Pit, on the west Stone Quarry Road with light industrial north of the Rail Road and Highway 6 & 24. The 17 acre site is currently undeveloped. Upon development the oil and gas equipment site is excepted to employee from 4-5 person in association with the oil and gas drilling operations. The Traffic Impact Statement identifies the impacts on the surrounding road way systems and its access requirements. The location of this property is in south central Garfield County, CO. This statement has been prepared following their requirements and those of (CDOT) Colorado Department Of Transportation for a level III Traffic Assessment with the following sections: • Introduction • Historical Traffic Counts • Existing Traffic Geometry and Traffic Control • Future Roadway Conditions Without the Development 2007 Background Traffic and Levels of Service 2026 Background Traffic and Levels of Service • Traffic Impacts • Recommendations Roadway and Access Improvement Recommendations • Conclusion Page 1 Section B Existing Roadway and Traffic Conditions A area map of the development vicinity is shown on figure #1. Major roadways in the development area are shown on figure #2, along with existing lane geometry and traffic control. Following is a short discussion of the existing roadway network. US 6 &24 (State Highway 6) is a two lane east -west paved highway that parallels I-70. In the area Highway 6 is classified as a "RA" (rural regional highway) by Colorado Department of Transportation. Stone Quarry Road (CR300) is a two lane roadway with a north -south intersecting HWY 6 & 24 on the north and connecting to (CR339) on the south. Stone Quarry Road provides the only access in the area across the Union Pacific Rail Road and the Colorado River to the south in the area of the site. Historical Traffic Counts and Existing Geometry and Traffic Control The turning movement traffic counts at the intersection of US 6 & 24 and Stone Quarry Road along with the daily traffic counts on US 6 were taken by counter measures Inc. in September 2006. These counts show that 1,475 (PCE) passenger car equivalents per day traveled on US 6 & 24 and that Stone Quarry Road count was 77 (PCE) passenger car equivalents per day. Figure 1 is a vicinity map showing site location, Figure 2 Section C Future Traffic Conditions Without the Project The background traffic volumes for Year 2008 are based on resents traffic counts. Growth on US6 & 24 and Stone Quarry Road are assumed to grow at 3 percent per year, as is consistent with the CDOT estimates for this type Classification "RA" ( rural regional highway) The 2008 year background traffic volumes are estimated to be 79 (PCE) passenger car equivalents per day for Stone Quarry Road, and 1519 (PCE) passenger car equivalents per day for US 6 & 24. The 2026 year background traffic volumes are estimated to be 98 (PCE) passenger car equivalents per day for Stone Quarry Road, and 1874 for US 6 & 24 (PCE) passenger car equivalents per day. Page 2 Traffic Estimate for George Strong, Una LLC Una LLC property the site is approximately 300 ft south the junction of Hwy 6 & 50 and County Road 300 on County Road 300 on the east side. County Road 300 (Old Stone Quarry Road) at Highway 6 and 50 Peak Use Conditions (Conservatively High 100% usage 100% drivers) 5 Drivers arrival and departures per day, 2 Trip cycle x 5 semi- trucks arrivals and departures per day. Employee Drivers 5 x 2= 10, Trips 1x5x2=10, 10+10=20 Peak (maximum) Total= 30 trips per day Off Peak Season Typical Conditions 3Drivers arrival and departures per day, 1 Trip cycle x 3 semi- trucks arrivals and departures per day. Employee Drivers 3 x 2= 6, Trips 1x3 x 2= 6, 6+6=12 per day November To April Off Peck Season = 12 trips per day High Condition Typical Day 4 Drivers and 1 Trip cycle Employee Drivers 4x2=8, 1 cycle each 4x2=8, 8+8=16 Trips per Typical Day With a average of 16 trips per day this dose not look to adversely effect the traffic on the County Road 300 or the Highway 6 & 50. These calculations demonstrate the ability of the current infrastructure to accommodate the proposed use of the property. The traffic analysis calculation is provided as a courtesy. Table 1 Section D Traffic Generation Estimated Traffic Generation Trip generation from the site was estimated using the number of employees and applicable "Light Industrial" land use rates cited in Trip Generation 7th Edition, published in 2003 by the Institute of Transportation Engineers. In addition, truck trips for the project due oil and gas drilling were based on information on the proposed oil and gas drilling operations activates Truck trips were the converted to a Passenger car equivalent or "PCE" using a 3 car to every 1 truck. Table 1 presents estimates of the average daily and peak day passenger car equivalent traffic as proposed to be generated by build out of the proposed Una LLC. Warehouse and storage yard project. As noted in Table the Una LLC. Warehouse and storage yard project is proposed to generate a maximum peak of 30 external average weekday trips per day, 15 AM peak hour trips (8 entering and 7 departing) and 15 PM peak hour trips (7 entering and 8 departing). Section E Future Roadway Conditions With the Project 2007 Total Traffic The site generated traffic was added to the Year 2007 background traffic to calculate the traffic volumes for the year 2007. The total traffic for the year 2007 on Stone Quarry Road is 90 (PCE) passenger car equivalents. 2007 Total Traffic Levels of service Analysis The unsignalized intersection analysis technique, as published in the Highway Capacity Manual (MHC) by the Transportation Research Board,2000 and was used to analyze Year 2007 total traffic conditions The year 2007 total traffic conditions Levels are depicted as Serviceable for type of Classification "County Rural Regional Road". 2026 Total Traffic The site generated traffic was added to the Year 2026 background traffic to calculate the traffic volumes for the year 2026. The total traffic for the year 2007 on Stone Quarry Road is 146 (PCE) passenger car equivalents. Page 3 2026 Total Traffic Levels of service Analysis The unsignalized intersection analysis technique, as published in the Highway Capacity Manual (MHC) by the Transportation Research Board,2000 and was used to analyze Year 2007 total traffic conditions The year 2007 total traffic conditions Levels are depicted as Serviceable for type of Classification "County Rural Regional Road". Section F Traffic Impacts In order to assess the impacts of proposed development, peak -hour capacity analyses have been prepared for the key study intersections assuming back ground plus site - generated traffic conditions. The methodology used is that presented in the 2000 Highway Capacity Manual, published by the Transportation research Board of the National Academy of Sciences. The concept of Level of service (LOS) is used as a basis for computing combinations of road way operating conditions which accommodate various levels of traffic activity. By definitions, six different Levels of Service are used (A,B,C,D,E and F) with "A" being a free-flow condition and "E" representing the capacity of a given intersection or roadway. US 6 & 24 / Stone Quarry Road: All approaches of this unsignalized intersection presently operate at an excellent Level of Service (LOS"A") during both the morning and evening peak hours. All movements at this intersection are expected to operate at a very good Level of Service (LOS "B" or better) through Year 2026 with or without any site generated traffic. Stone Quarry Road Site Access: This access intersection is proposed to be Asphalted in the Summer of 2007 to complete the Driveway permit # GRB 06-D-120 All movements at this intersection is expected to operate at a very good Level of Service (LOS "B" or better) through Year 2026. Page 4 Section F Traffic Impacts In order to assess the impacts of proposed development, peak -hour capacity analyses have been prepared for the key study intersections assuming back ground plus site - generated traffic conditions. The methodology used is that presented in the 2000 Highway Capacity Manual, published by the Transportation research Board of the National Academy of Sciences. The concept of Level of service (LOS) is used as a basis for computing combinations of road way operating conditions which accommodate various levels of traffic activity. By definitions, six different Levels of Service are used (A,B,C,D,E and F) with "A" being a free-flow condition and "E" representing the capacity of a given intersection or roadway. US 6 & 24 / Stone Quarry Road: All approaches of this unsignalized intersection presently operate at an excellent Level of Service (LOS"A") during both the morning and evening peak hours. All movements at this intersection are expected to operate at a very good Level of Service (LOS "B" or better) through Year 2026 with or without any site generated traffic. Stone Quarry Road Site Access: This access intersection is proposed to be Asphalted in the Summer of 2007 to complete the Driveway permit # GRB 06-D-120 All movements at this intersection is expected to operate at a very good Level of Service (LOS "B" or better) through Year 2026. Intersection Location Table 2 Intersection Level of Service Analysis Una Property Development Stone Quarry Road Parachute, Colorado 2007 Traffic Control Year 2008 total traffic Year 2026 total traffic US 6 / Stone Quarry Unsignalized LOS "AM" LOS"PM" LOS "AM" LOS"PM" Eastbound Two Way Stop A A A A Westbound A A A A Northbound A A A A Southbound A A A A Stone Quarry Una Site Unsignalized LOS "AM" LOS"PM" LOS "AM" LOS"PM" Eastbound A A A A Westbound A A A A Northbound A A A A Southbound A A A A Page 5 Section G Recommendations Roadway and Access Improvement Recommendations Stone Quarry Road (CR300) is a chip and sealed roadway with the addition of the driveway pavement for permit # GRB 06-D 120 no further road improvements will be required. Note: With total Generated Peak Hour Vehicles of 5 the impact to the background traffic will be with in the overall capacity of the roadway. Furthermore, the traffic impacts of the development's buildout are a minor when compared to the existing and anticipated traffic on the area roadways. Therefore if any contributions to the regional transportation improvements are required they should be minor and should be negotiated with CDOT, and other proposed developments in the area. Section H Conclusions Based on the analyses presented herein, the following conclusions and recommendations are made with respect to the development buildout for Una LLC It should be noted the development of this property should have little noticeable impact on the road system on the road way of Garfield County and that no road construction or alterations will be required to support this project. All road ways crossing and intersection are adequate to support the Background traffic and the traffic generated by this Project. Page 6 Peak—Hour O Peak—Hour N t u w o czcu U z cZ i O O'�'' &D 0 • U cts Counter Measures :ode : 16 PREET: STONE NARY RD PREET: OS -6 /MY: PARACHOTEJGARFIL Movements by: Vehicles From East From South From West Vehicle RT TERO LT RT THRO LT RT TRH LT Total 1 -PAGE: 1 FILE: STOMOS-6 DATE: 9/14/06 From Worth RT THRO LT , 1 0 3 0 4 1 3 0 3 4 29 0 54 0 0 5 1 5 5 4 1 1 6 24 1 53 TAL 1 0 8 1 9 12 7 1 4 10 53 1 107 4 6 0 37 IflM 1 0 3 0 12 3 7 0 15 0 3 6 2 1 45 2 0 3 3 14 6 1 1 0 2 1 13 10 6 0 1 2 2 0 38 5 5 6 0 2 5 6 0 45 )TAL 5 0 9 ' 1 0 1 48 154 24 24 0 7 17 16 1 165 )AM 0 0 2 1 4 8 4 0 1 0 2 0 22 i 0 0 2 0 6 1 9 0 5 3 5 1 38 Break 7 1 5 1 3 3 42 6 5 4 0 PM 4 0 3 . 5 3 1 4 2 7 6 8 0 6 3 5 0 45 0 4 1 7 4 4 8 4 0 5 0 2 09 339 5 1 0 5 1 3 8 6 0 7 3 .2 0 6 )TAL 12 2 19 13 19 26 25 1 23 7 12 3 162 )PM 1 0 5 2 3 5 8 2 4 4 3 0 31 1 1 4 3 9 4 7 0 5 7 3 0 44 I 2 0 2 1 6 2 9 0 8 2 3 0 35 1 3 2 10 0 8 2 3 0 34 0 0 5 )TAL 4 1 16 7 21 13 34 2 25 15 12 0 150 'OTAL 22 3 56 30 113 90 103 4 65 52 100 6 644 Code : 16 iTREET: STONE QUARY RD ;TREET: US -6 f/CNTY: PARACHUTE/GARFIL Counter Measures Movements by: Vehicles PAGE: 2. FILE: STONUS-6 DATE: 9/14/06 PEAK PERIOD ANALYSIS FOR THE PERIOD; 6;30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6;30 AN 0.90 4 0 14 18 22 0 78 East 7:00 AM 0.90 8 54 24 86 9 63 28 South 7:30 AM 0.61 25 0 , 9 34 74 0 26 West 6:30 AM 0.63 20 61 2 83 24 73 2 Entire Intersection 'North 6:30 AM 0.90 4 0 14 18 22 0 78 East 0.65 4 35 21 60 7 58 35 South 0.88 19 1 8 28 68 4 29 West 0.63 20 61 2 83 24 73 2 2 4 0 STONE QUARY RD 14 L 18 —] 61 83 20 —' 7 28 8 STONE QUARY RD 1 N W --HE S 4 60 35 19 21 `Code : 16 TREET: STONE QUARY RD TREET: OS -6 /CATV: PARACHUTE/GARFIL Counter Measures Movements by: Vehicles I -PAGE: 3 FILE: STONUS-6 DATE: 9/14/06 PEAR PERIOD ANALISIS FOR THE PERIOD: 4:00 PM - 6:00 PM ' DIRECTIOA START PEAK HA VOLUMES ... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:00 PM 0.69 12 2 19 33 36 6 58 East 4:00 PM 0.91 13 19 26 58 22 33 45 South 5:00 PM 0.85 34 2 25 61 56 3 41 West 4:45 PM 0.68 16 11 0 27 59 41 0 Entire Intersection North 4:00 PM 0.69 12 2 19 33 36 6 58 East 0.91 13 19 26 58 22 33 45 South 0.88 25 1 23 49 51 2 47 West 0.69 7 12 3 22 32 55 14 US -6 5 3 12 12 22 7 J 2 STONE QUARY RD 19 33 —1 17 mmgmm � <9 23. STONE QUARY RD 1 r N W --HE S 13 58 19 iL 25 26 US -6 HCM Unsignalized Intersection Capacity Analysis 2007 AM Total 30: US 6 & Stone Quary Road 1/10/2007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ISBT SBR Lane Configurations 4 4 44 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 2 73 21 22 64 4 8 1 19 14 0 4 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2 79 " 23 24 70 4 9 1 21 15 0 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft)' i pX, platoon unblocked vC, conflicting volume 74 102 219 217 91 236 226 72 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 74 102 21'9 217 91 236 226 72 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 0 99 100 98 98 100 100 cM capacity (veh/h) 1526 ` 1490 724 669 967 693 661 991 Direction, Lane # .. = EB 1 -.WB 1 • `NB 1 SB -1 Volume Total 104 98 30 20 Volume Left 2 24 9 15 Volume Right 23 4 21 4 cSH 1526 1490 870 743 Volume to Capacity 0.00 0.02 0.03 0.03 Queue Length 95th (ft) 0 1 3 2 Control Delay (s) 0.2 1.9 9.3 10.0 Lane LOS A A A A Approach Delay (s) 0.2 1.9 9.3 10.0 Approach LOS A A Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 21.5% ICU Level of Service Analysis Period (min) 15 KPP 2007 AM Total 1 -Page A HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 30: US 6 & Stone Quary Road 1/9/2007 Movement EBL EBT EBR WBL !WBT WBR_ NBL= . NBT NBR SBL ,SBT SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 5 25 10 25 40 ` 15 25 5 25 20 5 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 27 11 27 43 16 27 5 27 22 5 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median; type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflictingvolume 60 38 179 158 33 179 155 52 vC1, stage 1 conf vol vC2, stage 2:.conf vol vCu, unblocked vol 60 38 tC, single (s) .4.1 4.1. 7.1 6.5 6.2 7.1 6.5 6.2 None None 179 158 33 179 155 52 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 100 cM capacity (veh/h) 1544 2.2 98 1572 :? D[rectiian,lare# B,1 _;W6.1- NB 1 SBI = 3.5 4.0 96 99 745 719 3.3 3.5 .4.0 97 97 99 1041 746 722 3.3 97 1016 Volume Total 43 87 60 54 Volume Left 5 27 27 22 Volume Right - 11 16 27 27 cSH 1544 1572 853 857 Volume to Capacity 0.00 0.02 0.07 0.06 Queue Length 95th (ft) 0 1 6 5 Control Delay(s) 0.9 2.4 9.5 9.5 Lane LOS A A A A Approach Delay (s) 0.9 2.4 9.5 " 9.5 Approach LOS Intersection S.ummarr A A Average Delay Intersection Capacity Utilization Analysis Period (min) 5.5 19.9% 15 ICU Level of Service KPP 2026 PM Background I- PageS HCM Unsignalized Intersection Capacity Analysis 30: US 6 & Stone Quary Road c k- 4\ Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting, volume 125 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 125 tC, single (s) 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) EBL . EBT' EBR WBL WBTWBR 4+ 4+ Free Free 0% 0% 10 130 20 20 100 15 10 0.92 0.92 0.92 0.92 0.92 0.92 0.92 11 141 22 22 109 16 11 2026 AM Total, 1/9/2007 NBL NBT NBR SBL 1_SBT;., .SBR 4+ 4+ Stop Stop 0% 0% 5 20 15 :5 0.92 0.92 0.92 0.92 5 22 16 .5 Direction; Lane # Volume Total Volume Left Volume Right: ...:......_ cS H Volume to Capacity Queue Length 95th (ft) Control Delay(s) Lane LOS Approach Delay (s) Approach LOS 2.2 99 1462 None None 5 0.92 5 163 342 342 152 359 345 117 163 342 342 152 359 345 117 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2,2_ 98 1416 EB1:WE31 ..NB1 .SB1 174 147 38 27 11 22 11 16 22 16 22 5 1462 1416 728 616 0.010.02 0.05 0.04 1 _ 1 4 3 0.5 1.2 10.2 11.1 A A B B Q_5 1.2 10.2 11.1 B B Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 3.5 4.0 98 99 593 567 3.3 98 894 3.5 4.0 97 99 568 565 3.3 99 935 2.5 22.8% 15 ICU` Level of Service 2026 AM Total I- f 3e 6 LEVEL 2 AUXILIARY TURN LANE ASSESSMENT For Una LLC Garfield County, Colorado September 14, 2007 PREPARED FOR: Una LLC George Strong PO Box 808 Silt, Colorado 81652 970.625.0777 PREPARED BY: Drexel, Barrell & Co. 123 North 7th Street, Suite 300 Grand Junction, CO 80151 970.257.1350 Contact: Kari J. McDowell, PE, PTOE Drexel Barrell Project Number: J1064 Statement of Engineering Qualifications Kari J. McDowell, P.E., PTOE is the Transportation Department Head of Drexel, Barrell & Co. Ms. McDowell has over ten years of extensive traffic and transportation engineering experience. She has completed numerous transportation studies and roadway design projects throughout the State of Colorado. Ms. McDowell is a licensed Professional Engineer in the State of Colorado and has her certification as a Professional Traffic Operations Engineer from the Institute of Transportation Engineers. Una LLC Development, J1064 H: \J 1064\Reports\Traffic\J 1064 TIS 9-14-07. doc Page September 14, 200 LEVEL 2 AUXILIARY TURN LANE ASSESSMENT Una Development Table of Contents 1.0 Project Description 4 2.0 Project -Generated Traffic 7 3.0 Projected Background Traffic Growth 10 4.0 Total Projected Traffic 13 5.0 Level of Service Analysis 13 6.0 Site Access 19 7.0 Recommendations 20 8.0 Conclusions 20 Tables and Figures Table 1: Level of Service Summary Traffic Figures Appendices Synchro Calculations, Version 5 Traffic Counts Una LLC Development, J1064 H:\J1064\Reports\Traffic\J1064 TIS 9-14-07.doc Page September 14, 2007 1.0 Project Description This document serves as a CDOT Region 3 "Level Two" Traffic Assessment examining the effects of project -generated traffic on the roadway network near the proposed Una development. The Una site will include an oil and gas drilling storage yard and warehouse. The analysis includes impacts for the projected buildout Year 2007 and long-range planning Year 2030. The Una property access is located on the east side of Garfield County Road 300, approximately 340 feet south of the intersection of County Road 300 and US Highway 6 and 24. The EnCana compressor station is located southeast of the site, a Union Pacific railroad line borders the site to the north and a gravel pit borders the site to the south. A map of the surrounding area is shown below: Vicinity map for the Una Development. Una LLC Development, J1064 H:\J 1064\Reports\Traffic\J 1064 TIS 9-14-07.doc Page 4 September 14, 2007 US 6/24: US 6/24 is an east -west roadway connecting De Beque to Parachute. US 6/24 travels roughly parallel to 1-70. Adjacent to the site, the Colorado Department of Transportation, CDOT, classifies US 6/24 as R -A, regional highway. The speed limit is posted at 50 mph in the vicinity of the development. In the vicinity of the CR 300 intersection, US 6/24 consists of two twelve -foot through lanes with gravel shoulders. There are no turn lanes. County Road 300 (Battlement Parkway): This roadway is a two-lane, north -south County road. The Garfield County has identified CR 300 as a preferred haul road in the area of the Una development. In the vicinity of the US 6/24 intersection, the posted speed limit is 35 mph. The north leg of the US 6/24 and CR 300 intersection is a private access into a concrete product facility. CR 300 crosses the Colorado River south of the site and connects to the Battlement Mesa development. A location map of the proposed site access is illustrated in Figure 1. The site is anticipated to have one proposed access point to CR 300, approximately 340 feet south of the intersection with US 6/24. Una LLC Development, J1064 H:\J 1 064\Reports\Tra ffic\J 1064 TIS 9-14-07.doc Page c September 14, 2007 Figure l: Proposed Site Map =Mr INNIM. MEM Drexel, Barrell & Co. 1800 38th Street 123 N 7th Street 6365 Corporate Drive 910 54th Avenue, Suite 210 2955 Village Drive, Suite 14 Boulder, CO 80301 Grand Junction, CO 81501 Colorado Springs, CO 80919 Greeley, CO 80634 Steamboat Springs, CO 80488 NORTH (NTS) Una LLC Property Garfield County, Colorado September 17, 2007 2.0 Project -Generated Traffic The site is proposed to provide equipment storage for oil and gas drilling. The traffic generated as a result of the site has been estimated based upon operational information provided by Una, and is presented below. Because the site does not conform to a standard ITE land use code, the ITE Trip Generation Manual was not used to estimate project -generated traffic. The estimated traffic for this site can be reduced to four major groups: the employees traveling to and from the drilling rig sites, temporary construction traffic, water trucks and drilling rig maintenance vehicles. Peak Season (November to April It is anticipated that ninety-five percent of the outbound project -generated traffic will exit the site and travel north on CR 300. North of the site, at the intersection of US 6/24 and CR 300, sixty percent of the outbound traffic is anticipated to travel east on US 6/24 towards the Town of Parachute, and the remaining thirty-five percent is anticipated to travel west on US 6/24 towards De Beque. There is access to Interstate 70 at each of these Towns. Five percent of traffic is anticipated to travel south on CR 300. The percentile distribution can be seen in Figure 2. Project -generated traffic as assigned to this distribution can be seen in Figure 3. Una LLC Development, J1064 H:\J 1064\Reports\Traffic\J 1064 TIS 9-14-07.doc Page 7 September 14, 2007 Morning (6:30-8:30am) Evening (4-6pm) Employee & Equipment Storage Traffic 8 inbound, 7 outbound 7 inbound, 8 outbound Maintenance / Deliveries 0 inbound, 0 outbound (occurs off-peak hours) 0 inbound, 0 outbound (occurs off-peak hours) It is anticipated that ninety-five percent of the outbound project -generated traffic will exit the site and travel north on CR 300. North of the site, at the intersection of US 6/24 and CR 300, sixty percent of the outbound traffic is anticipated to travel east on US 6/24 towards the Town of Parachute, and the remaining thirty-five percent is anticipated to travel west on US 6/24 towards De Beque. There is access to Interstate 70 at each of these Towns. Five percent of traffic is anticipated to travel south on CR 300. The percentile distribution can be seen in Figure 2. Project -generated traffic as assigned to this distribution can be seen in Figure 3. Una LLC Development, J1064 H:\J 1064\Reports\Traffic\J 1064 TIS 9-14-07.doc Page 7 September 14, 2007 Figure 2: Project -Generated Traffic Distribution Drexel, Barrell & Co. 1800 38th Street 123 N 7th Street 6365 Corporate Drive 910 54th Avenue, Suite 210 2955 Village Drive, Suite 14 Boulder, CO 80301 Grand Junction, CO 81501 Colorado Springs, CO 80919 Greeley, CO 80634 Steamboat Springs, CO 80488 LEGEND : XX% = Percent of Project -Generated Traffic Turning Movements f r� 9 Una LLC Property Garfield County, Colorado September 17, 2007 Figure 3: Year 2007/2030 Assigned Project -Generated Traffic rylimmani am, 11 �� T NI, AIMININIL 'w, Drexel, Barrell & Co. 1800 38th Street 123 N 7th Street 6365 Corporate Drive 910 54th Avenue, Suite 210 2955 Village Drive, Suite 14 Boulder, CO 80301 Grand Junction, CO 81501 Colorado Springs, CO 80919 Greeley, CO 80634 Steamboat Springs, CO 80488 LEGEND : AM 1 PM (turning movement counts) XX 1 YY Turning Movements 9 Una LLC Property Garfield County, Colorado September 17, 2007 3.0 Projected Background Traffic Growth Existing traffic data was collected at the intersections of US 6/24 and CR 300. Evening peak hour counts (4-6pm) were conducted by All Traffic Data Services, Inc. on Wednesday, August 29, 2007, and morning peak hour counts (6:30-8:30am) were performed on Thursday, August 30, 2007, the results of which are illustrated in Figure 4. Complete printouts of all traffic counts can be found in the Appendix of this report. Growth Rates were determined by averaging CDOT's projections for US6/24 between Palisade and Rifle. The resulting annual growth rate of 1.88% was applied to all movements for Year 2030 background traffic projections. The anticipated Year 2030 background traffic volumes can be seen in Figure 5. Una LLC Development, J1064 H:\J 1064\Reports\Traffic\J 1064 TIS 9-14-07.doc Page 1Q September 14, 2007 Figure 4: Year 2007 Existing/Background Traffic Drexel, Barrell & Co. 1800 38th Street 123 N 7th Street 6365 Corporate Drive 910 54th Avenue, Suite 210 2955 Village Drive, Suite 14 Boulder, CO 80301 Grand Junction, CO 81501 Colorado Springs, CO 80919 Greeley, CO 80634 Steamboat Springs, CO 80488 LEGEND : AM 1 PM (turning movement counts) XX 1 YY Turning Movements 4, f e 9 Una LLC Property Garfield County, Colorado September 17, 2007 Figure 5: Year 2030 Background Traffic 1111Ir n - IBM MIMMIMIllV MINIM 1111 IMMO=/ Drexel, Barrell & Co. 1800 38th Street 123 N 7th Street 6365 Corporate Drive 910 54th Avenue, Suite 210 2955 Village Drive, Suite 14 Boulder, CO 80301 Grand Junction, CO 81501 Colorado Springs, CO 80919 Greeley, CO 80634 Steamboat Springs, CO 80488 LEGEND : AM 1 PM (turning movement counts) XX YY Turning Movements 414e 9 Una LLC Property Garfield County, Colorado September 17, 2007 4.0 Total Projected Traffic The impacts of the proposed Una development were determined by performing peak -hour analyses utilizing SYNCHRO 5 software. SYNCHRO is traffic analysis software that utilizes the Highway Capacity Manual methodology. Total traffic volumes, the addition of project -generated traffic to background traffic, are in Figures 6 and 7, for Year 2007 and Year 2030, respectively. 5.0 Level of Service Analysis The impacts of the proposed Una development were determined by performing peak -hour analyses utilizing SYNCHRO 5 software. SYNCHRO is traffic analysis software that utilizes the Highway Capacity Manual methodology. The results are reported as Levels of Service (LOS) and can range from free- flow conditions (LOS A) to above -roadway capacity conditions (LOS F). 2000 Highway Capacity Manual LOS Definitions for unsignalized intersections: STOP -CONTROLLED INTERSECTION LOS A B C D E F Expected Delay to Minor Street Traffic Average Control Delay (s/veh) Little or no delay. 0-10 Short traffic delays. >10-15 Average traffic delays. >15-25 Long traffic delays. >25-35 Very long traffic delays. >35-50 When volume exceeds the capacity of the lane, extreme delays will be encountered with queuing that may cause severe congestion affecting other traffic movements in the intersection. This condition usually warrants improving the intersection. >50 Levels of Service calculations were performed for the intersections of US 6/24 and County Road 300 as well as County Road 300 and the proposed site access for Year 2007 and Year 2030 background and total traffic. Una LLC Development, J1064 H:\J 1064\Reports\Traffic\J 1064 TIS 9-14-07.doc Page 13 September 14, 2007 Figure 6: Year 2007 Total Traffic T Drexel, Barrell & Co. 1800 38th Street 123 N 7th Street 6365 Corporate Drive 910 54th Avenue, Suite 210 2955 Village Drive, Suite 14 Boulder, CO 80301 Grand Junction, CO 81501 Colorado Springs, CO 80919 Greeley, CO 80634 Steamboat Springs, CO 80488 LEGEND : AM 1 PM (turning movement counts) XX 1 YY Turning Movements f& Una LLC Property Garfield County, Colorado September 17, 2007 Figure 7: Year 2030 Total Traffic 10116 34117 712 1418 Atm 22122 17117 79150 J h} 47127 mow. 36157 70168 712 44120 Drexel, Barrell & Co. 1800 38th Street 123 N 7th Street 6365 Corporate Drive 910 54th Avenue, Suite 210 2955 Village Drive, Suite 14 Boulder, CO 80301 Grand Junction, CO 81501 Colorado Springs, CO 80919 Greeley, CO 80634 Steamboat Springs, CO 80488 NORTH (NTS) LEGEND : AM 1 PM (turning movement counts) XX YY Turning Movements 4, f e Una LLC Property Garfield County, Colorado September 17, 2007 5.1 Passenger Car Equivalents A heavy vehicle percentage of 50% was used for all movements on CR 300 and 25% for all movements on US 6. This data was estimated from a site visit and not collected with All Traffic Data's traffic counts. An increase in the percentage of heavy vehicles into a two-way stop controlled intersection increases the "critical gap" time (tc) in traffic needed for a vehicle to make a turning movement. (HCM, 2000) All HCM and Level of Service analysis reflect the respective passenger car equivalents. 5.2 Levels of Service US Highway 6/24 and County Road 300: This northbound -southbound, stop - controlled intersection currently operates at a Level of Service A. In the morning peak hour, the southbound movements are anticipated to operate at a Level of Service B with or without the addition of project -generated traffic through Year 2030. The northbound traffic is anticipated to reach a Level of Service B by Year 2030 with or without the addition of project generated traffic. The eastbound and westbound movements are anticipated to operate at a Level of Service A, with or without the addition of project -generated traffic through Year 2030. The 50th percentile queue for the northbound traffic at the intersection of US 6 / CR 300 is anticipated to be 16 feet for the Year 2030 evening peak hour. Therefore, given current traffic projections, it is not anticipated that traffic queues from the US 6 / CR 300 intersection will cause traffic to back up to the railroad tracks located approximately100 feet to the south. Given the large amount of truck traffic on CR 300, it is possible that two or more northbound trucks could queue onto the tracks. Therefore, signage should be installed to warn drivers not to stop on the railroad tracks. MUTCD Sign R8-8 should be installed south of the railroad tracks. County Road 300 and Una Development Site Access: There is an existing westbound stop -controlled access to the site located approximately 340 feet south of US 6. Upon buildout, the site access is anticipated to operate at a Level of Service A with the addition of project -generated traffic through planning Year 2030. The site access' sight distance should be confirmed as part of site engineering design. Sight distance shall comply with Garfield County and AASHTO design standards for a 35mph (posted speed) roadway. Una LLC Development, J1064 H: \J 1064\Reports\Traffic\J 1064 TIS 9-14-07.doc Page 16 September 14, 2007 Union Pacific Railroad: The Union Pacific Railroad crosses CR 300 approximately 110 feet south of the US 6 / CR 300 intersection. The crossings of CR 300 will typically impact traffic on US 6 because the train is preventing eastbound right and westbound left movements from US 6 to CR 300. It will also back up traffic on CR 300 to the south. Specific operational information was not obtained for this crossing. However, with typical coal train assumptions (5,000 feet in length, traveling at 30mph) it can be approximated that CR 300 could be blocked for approximately two minutes per train. Refer to Table 1 for a HCM Level of Service Summary. Una LLC Development, J1064 H:\J1064\Reports\Traffic\J1064 TIS 9-14-07.doc Page 17 September 14, 2007 0 U co >� J 0 �t J Lai i N D tx cn d m i O O (') w a) N X . c p) 0 W d. Fax 303-442-4373 Table 1 Level of Service (LOS) Analyses Year2030 Background Traffic Total Traffic 0_ Q 0_ Q d Q Q QQmm Q Q Q d m m Q Q QQmm f i QQmm Q Q Q Q Q Q QQmm Q Q c D 9.gamm -QaQm Year 2007 Existing Traffic Total Traffic Traffic Intersection Control US 6/24 & CR 300 NB -SB EB Approach Stop WB Approach NB Approach SB Approach CR 300 & Site Access WB WB Approach Stop SB Approach 6.0 Site Access 6.1 County Road 300 Site Distance The intersection of US 6 and County Road 300 does not appear to have any sight distance issues. The site access' engineering design should examine the vertical sight distance available to the north, especially in regard to the railroad crossing. 6.2 US 6 Auxiliary Turn Lanes According to the State Highway Access Code, an eastbound right turn deceleration lane on US 6/24 (R -A Classification) is required if peak hour turning movements exceed 25 vehicles per hour (vph). Existing peak hour counts show that this movement currently experiences 26 vph during the morning peak hour. Therefore, an eastbound right turn and deceleration lane is currently warranted without the addition of project -generated traffic. According to the State Highway Access Code, a westbound left turn deceleration lane with taper and storage length on US 6/24 is required for an access with a projected peak hour left ingress turning volume grater than 10 vph. According to counts obtained for this study, this movement currently experiences 48 westbound left turning vehicles during the morning peak hour and 30 westbound left turning vehicles during the evening peak hour. Therefore, a westbound left turn and deceleration lane is currently warranted without the addition of project -generated traffic. STATE OF COLORADO State Highway Access Code Voiume 2 Code of Co.o:ado Rev lad m 621-1 March 2_.2 6.3 State Highway Access Permit The southern leg of the US 6/24 and CR 300 currently experiences a total of 146 inbound and outbound trips during the morning peak hour. During the evening peak hour, the southern leg experiences a total of 119 trips. Given a peak hour total of 15 trips (both morning and evening) from the Una LLC Development, J1064 H:\J1064\Reports\Traffic\J1064 TIS 9-14-07.doc Page 19 September 14, 2007 proposed site access, this would yield an estimated maximum peak hour increase in traffic of approximately 8%. This does not meet the twenty percent threshold specified in section 2.6 (3) of the Colorado State Highway Access Code for the revision of an access permit. Per conversations with CDOT staff, there is not currently an Access Permit for the intersection of US 6/24 and CR 300. As Garfield County Road 300 is the direct access to US 6, CDOT is anticipating that Garfield County will be submitting an access permit application. 7.0 Recommendations The intersections of US 6/24 and CR 300 and the CR 300 and Una Site Access are expected to function satisfactorily both at project build -out and in the Year 2030 planning horizon. No off-site improvements are triggered by the proposed Una development. According to the Colorado State Highway Access Code, section 3.8 (5), both eastbound right and westbound left deceleration and turn lanes are currently warranted by the existing traffic volumes at this location. A State Highway Access Permit should be submitted to the Colorado Department of Transportation by Garfield County for the existing traffic using the southern leg of the US 6/24 and CR 300 intersection. A MUTCD Sign R8-8 "Do not stop on Tracks" should be installed south of the railroad tracks. 8.0 Conclusions The overall Levels of Service in the surrounding roadway network of the proposed Una development are anticipated to be acceptable through the long-range planning horizon, provided the recommended improvements are made. Una LLC Development, J1064 H:\J1064\Reports\Traffic\J1064 TIS 9-14-07.doc Page 0 September 14, 2003 All Traffic Data Services, Inc. 9660 W. 44th Ave. Wheat Ridge, CO 80033 All Traffic Data x=1010120 Servlcec Ino. Groups Printed- Unshifted File Name : US6&CR300AM Site Code : 00000000 Start Date : 8/30/2007 Page No : 1 Ta H 5 0 1- 0 m r v O a O 2—* L i 0 CR 300 Out In Total 591 I I 1 121 81 39] 01 Riht Thru Left Peds 1 I`-► 1 501 Unshifted 1091 I A North 2 06:30 AM ri 8. N 8/30/2007 8/30/2007 08:15 AM 4-1 ro Left Thru Right Peds 281 71 701 01 I i I 1 105] Out In Total CR 300 142] 1 2471 N 0 0 C yr 0 A COcri O v CR 300 Southbound US 6 Westbound CR 300 Northbound US 6 Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 06:30 AM 5 0 2 0 12 3 2 0 4 0 13 0 2 8 7 0 58 06:45 AM 4 2 2 0 10 2 3 0 5 1 12 0 1 9 5 0 56 Total 9 2 4 0 22 5 5 0 9 1 25 0 3 17 12 0 114 07:00 AM 5 1 1 0 11 2 5 0 8 1 10 0 4 8 8 0 64 07:15 AM 8 1 1 0 15 4 4 0 4 2 8 0 2 5 6 0 60 07:30 AM 6 2 3 0 13 5 8 0 2 1 5 0 3 5 5 0 58 07:45 AM 4 1 2 0 18 2 2 0 1 1 6 0 2 2 5 0 46 Total 23 5 7 0 57 13 19 0 15 5 29 0 11 20 24 0 228 08:00 AM 5 1 1 0 10 3 1 0 2 1 7 0 2 6 3 0 42 08:15 AM 2 0 0 0 5 4 1 0 2 0 9 0 1 2 1 0 27 Grand Total 39 8 12 0 94 25 26 0 28 7 70 0 17 45 40 0 411 Apprch % 66.1 13.6 20.3 0 64.8 17.2 17.9 0 26.7 6.7 66.7 0 16.7 44.1 39.2 0 Total % 9.5 1.9 2.9 0 22.9 6.1 6.3 0 6.8 1.7 17 0 4.1 10.9 9.7 0 Ta H 5 0 1- 0 m r v O a O 2—* L i 0 CR 300 Out In Total 591 I I 1 121 81 39] 01 Riht Thru Left Peds 1 I`-► 1 501 Unshifted 1091 I A North 2 06:30 AM ri 8. N 8/30/2007 8/30/2007 08:15 AM 4-1 ro Left Thru Right Peds 281 71 701 01 I i I 1 105] Out In Total CR 300 142] 1 2471 N 0 0 C yr 0 A COcri O v All Traffic Data All Traffic Data Services, Inc. 9660 W. 44th Ave. Wheat Ridge, CO 80033 File Name : US6&CR300AM Site Code : 00000000 Start Date : 8/30/2007 Page No : 2 Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:30 AM Int. Total 06:30 AM CR 300 Southbound US 6 Westbound CR 300 Northbound US 6 Eastbound Start Time Left , Thru Right 1 Peds I App mai Left 1 Thru I Right I Peds rap TOW Left Thru j Right I Peds I App, Total Left 1 Thru I Right I Peds I App. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:30 AM Int. Total 06:30 AM 5 0 2 0 7 12 3 2 0 17 4 0 13 0 17 2 8 7 0 17 58 06:45 AM 4 2 2 0 8 10 2 3 0 15 5 1 12 0 18 1 9 5 0 15 56 07:00 AM 5 1 1 0 7 11 2 5 0 18 8 1 10 0 19 4 8 8 0 20 64 07:15 AM 8 1 1 0 10 15 4 4 0 23 4 2 8 0 14 2 5 6 0 13 60 Total volume 22 4 6 0 32 48 11 14 0 73 21 4 43 0 68 9 30 26 0 65 238 % App. Total 68.8 12.5 18.8 0 65.8 15.1 19.2 0 30.9 5.9 63.2 0 13.8 46.2 40 0 PHF .688 .500 .750 .000 .800 .800 .688 .700 .000 .793 .656 .500 .827 .000 .895 .563 .833 .813 .000 .813 .930 O O OL O) CR 300 Out In 1 321 1 61 41 221 01 Right Thru Left Peds 271 Total 1 591 Peak Hour Data North Peak Hour Begins at 06:30 AM Unshifted 47 T r Left Thru Right Peds 1 211 41 431 01 1 1 681 In 781 Out 1 1461 Total m O a O c to a, 5 0 m All Traffic Data Services, Inc. 9660 W. 44th Ave. Wheat Ridge, CO 80033 All Traffic Data Groups Printed - File Name : US6&CR300PM Site Code : 00000000 Start Date : 8/29/2007 Page No : 1 05:00 PM 05:15 PM 05:30 PM 05:45 PM 2 1 2 0 3 0 1 0 2 0 3 0 2 1 2 0 Total Grand Total Apprch % Total % 9 2 8 0 17 2 15 0 50 5.9 44.1 0 5.3 0.6 4.7 0 6 2 5 0 8 2 2 0 5 2 4 0 7 4 7 0 26 10 18 0 65 24 26 0 56.5 20.9 22.6 0 20.2 7.5 8.1 0 11 1 8 0 11 0 12 0 4 0 11 0 3 0 6 0 29 1 37 0 48 2 65 0 41.7 1.7 56.5 0 14.9 0.6 20.2 0 1 5 1 0 2 2 3 0 1 4 5 0 3 5 1 0 7 16 10 0 8 33 17 0 13.8 56.9 29.3 0 2.5 10.2 5.3 0 T� C CO N co co t_t 0 0 CR 300 Out In 1 361 1 341 1 1 1151 21 171 Oi Right Thru Left Peds f—i 1 'I--/ Total 1 701 North 8/29/2007 04:00 PM 8/29/2007 05:45 PM Unshifted Left Thru Right Peds 1481 21 651 01 1 1151 Out In CR 300 841 1 1991 Total 2A r N CD 0. 0 0 0 N 45 46 41 41 173 322 CR 300 Southbound US 6 Westbound CR 300 Northbound US 6 Eastbound Start Time Left Thru Right Peds Left I Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM 1 1 2 4 0 0 0 0 0 2 1 4 0 0 0 0 9 3 7 2 12 4 11 5 1 2 2 3 0 0 0 0 3 2 5 9 0 0 1 0 6 3 9 10 0 0 0 0 0 0 0 1 4 5 2 6 1 2 2 2 0 0 0 0 28 26 40 55 Total 8 0 7 0 39 14 8 0 19 1 28 0 1 17 7 0 149 05:00 PM 05:15 PM 05:30 PM 05:45 PM 2 1 2 0 3 0 1 0 2 0 3 0 2 1 2 0 Total Grand Total Apprch % Total % 9 2 8 0 17 2 15 0 50 5.9 44.1 0 5.3 0.6 4.7 0 6 2 5 0 8 2 2 0 5 2 4 0 7 4 7 0 26 10 18 0 65 24 26 0 56.5 20.9 22.6 0 20.2 7.5 8.1 0 11 1 8 0 11 0 12 0 4 0 11 0 3 0 6 0 29 1 37 0 48 2 65 0 41.7 1.7 56.5 0 14.9 0.6 20.2 0 1 5 1 0 2 2 3 0 1 4 5 0 3 5 1 0 7 16 10 0 8 33 17 0 13.8 56.9 29.3 0 2.5 10.2 5.3 0 T� C CO N co co t_t 0 0 CR 300 Out In 1 361 1 341 1 1 1151 21 171 Oi Right Thru Left Peds f—i 1 'I--/ Total 1 701 North 8/29/2007 04:00 PM 8/29/2007 05:45 PM Unshifted Left Thru Right Peds 1481 21 651 01 1 1151 Out In CR 300 841 1 1991 Total 2A r N CD 0. 0 0 0 N 45 46 41 41 173 322 All Traffic Data Services, Inc. 9660 W. 44th Ave. Wheat Ridge, CO 80033 File Name : US6&CR300PM Site Code : 00000000 Start Date : 8/29/2007 Page No : 2 CR 300 US 6 Southbound Westbound Start Time Left Thru Right I Peds App Total Left Thru I Right I Peds Aop.Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM CR 300 Northbound US 6 Eastbound Left Thru I Right I Peds App.T Left Thru Right I Peds I Apel Tow Int. Total 04:45 PM 4 0 4 0 8 11 5 3 0 19 9 0 10 0 19 1 6 2 0 9 55 05:00 PM 2 1 2 0 5 6 2 5 0 13 11 1 8 0 20 1 5 1 0 7 45 05:15 PM 3 0 1 0 4 8 2 2 0 12 11 0 12 0 23 2 2 3 0 7 46 05:30 PM 2 0 3 0 5 5 2 4 0 11 4 0 11 0 15 1 4 5 0 10 41 Total volume 11 1 10 0 22 30 11 14 0 55 35 1 41 0 77 5 17 11 0 33 187 App. Total 50 4.5 45.5 0 54.5 20 25.5 0 45.5 1.3 53.2 0 15.2 51.5 33.3 0 PHF .688 .250 .625 .000 .688 .682 .550 .700 .000 .724 .795 .250 .854 .000 .837 .625 .708 .550 .000 .825 .850 C KID rn 0 a) M co t_t• r e—; 0 N V G) CR 300 Out In 2� 101 11 111 01 Right Thru Left Peds 1--'I 1 201 Total f 421 Peak Hour Data a. North Peak Hour Begins at 04:45 PM Unshifted 47 T r Left Thru Right Peds 1 351 11 411 01 1 1 771 1 11 Out In Total CR 300 1 421 4 (0 0 0. 0 N A 0 C m m 5 O N HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 H:\J1064\Reports\Traffic\Synchro\2007existam.sy6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4 4 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 9 30 26 48 11 14 21 4 43 22 4 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 10 33 28 52 12 15 23 4 47 24 4 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 27 61 199 198 47 239 204 20 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 99 96 96 99 95 96 99 99 cM capacity (veh/h) 1450 1408 637 594 902 610 625 996 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 71 79 74 35 Volume Left 10 52 23 24 Volume Right 28 15 47 7 cSH 1450 1408 778 660 Volume to Capacity 0.01 0.04 0.10 0.05 Queue Length (ft) 1 3 8 4 Control Delay (s) 1.1 5.1 10.1 10.8 Lane LOS A A B B Approach Delay (s) 1.1 5.1 10.1 10.8 Approach LOS B B Intersection Summary Average Delay 6.2 Intersection Capacity Utilization 22.8% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 H:\J 1064\Reports\Traffic\Synchro\2007existamwturnlanes.sy6 With WBL and EBR Turn Lanes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 " " f 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 9 30 26 48 11 14 21 4 43 22 4 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 10 33 28 52 12 15 23 4 47 24 4 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 7.6 7.0 6.7 6.5 tC, 2 stage (s) tF (s) 2.4 177 184 33 225 204 20 4.3 p0 queue free % cM capacity (veh/h) 14501408 659 605 919 624 625 996 99 4.3 2.4 96 7.3 6.8 4.0 4.5 3.8 3.7 4.2 3.5 97 99 95 96 99 99 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 42 28 52 27 74 35 Volume Left 10 0 52 0 23 24 Volume Right 0 28 0 15 47 7 cSH 1450 1700 1408 1700 797 671 Volume to Capacity 0.01 0.02 0.04 0.02 0.09 0.05 Queue Length (ft) 1 0 3 0 8 4 Control Delay (s) 1.8 0.0 7.7 0.0 10.0 10.7 Lane LOS A A A B Approach Delay (s) 1.1 5.0 10.0 10.7 Approach LOS A B Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 20.0% ICU Level of Service A DREXELBOUL-ST51 9/17/2007 Page 1 Average Delay 6.6 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 H:\J1064\Reports\Traffic\Synchro\2007existpm.sy6 _p j .- 4 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SI3R Lane Configurations 4 4 44 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 5 17 11 30 11 14 35 1 41 11 1 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 5 18 12 33 12 15 38 1 45 12 1 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 27 30 132 128 24 165 126 20 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 100 98 95 100 95 98 100 99 cM capacity (veh/h) 1450 1446 718 664 929 699 705 996 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 36 60 84 24 Volume Left 5 33 38 12 Volume Right 12 15 45 11 cSH 1450 1446 816 809 Volume to Capacity 0.00 0.02 0.10 0.03 Queue Length (ft) 0 2 9 2 Control Delay (s) 1.2 4.2 9.9 9.6 Lane LOS A A A A Approach Delay (s) 1.2 4.2 9.9 9.6 Approach LOS A A Intersection Capacity Utilization 17.8% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 H:\J 1064\Reports\Traffic\Synchro\2007existpmwturnlanes.sy6 With EBR and WBL Turn Lanes 1. ♦- k.. 4\ T P\ 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r + 4. 4. Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 5 17 11 30 11 14 35 1 41 11 1 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 5 18 12 33 12 15 38 1 45 12 1 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 27 30 118 122 18 159 126 20 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 100 98 95 100 95 98 100 99 cM capacity (veh/h) 1450 1446 733 670 937 706 705 996 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 24 12 33 27 84 24 Volume Left 5 0 33 0 38 12 Volume Right 0 12 0 15 45 11 cSH 1450 1700 1446 1700 828 813 Volume to Capacity 0.00 0.01 0.02 0.02 0.10 0.03 Queue Length (ft) 0 0 2 0 8 2 Control Delay (s) 1.7 0.0 7.5 0.0 9.8 9.6 Lane LOS A A A A Approach Delay (s) 1.1 4.1 9.8 9.6 Approach LOS A A Intersection Summary Average Delay 6.6 Intersection Capacity Utilization 20.0% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 H:\J 1064\Reports\Traffic\Synchro\2007totalamwturnlanes.sy6 With WBL and EBR Turn Lanes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SE3R Lane Configurations 4 ri vi T 4* Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 9 30 29 52 11 14 24 4 47 22 4 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 10 33 32 57 12 15 26 4 51 24 4 7 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 27 64 186 192 33 238 216 20 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 99 96 96 99 94 96 99 99 cM capacity (veh/h) 1450 1404 648 596 919 607 613 996 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 42 32 57 27 82 35 Volume Left 10 0 57 0 26 24 Volume Right 0 32 0 15 51 7 cSH 1450 1700 1404 1700 791 656 Volume to Capacity 0.01 0.02 0.04 0.02 0.10 0.05 Queue Length (ft) 1 0 3 0 9 4 Control Delay (s) 1.8 0.0 7.7 0.0 10.1 10.8 Lane LOS A A B B Approach Delay (s) 1.0 5.2 10.1 10.8 Approach LOS B B Intersection Summary Average Delay 6.2 Intersection Capacity Utilization 20.0% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 Average Delay 6.7 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 With EBR and WBL Turn Lanes H:\J 1064\Reports\Traffic\Synchro\2007totalpmwturnlanes.sy6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r "j I 4 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 5 17 14 34 11 14 38 1 45 11 1 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 5 18 15 37 12 15 41 1 49 12 1 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 27 34 127 130 18 172 138 20 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 100 97 94 100 95 98 100 99 cM capacity (veh/h) 1450 1442 722 660 937 687 692 996 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 24 15 37 27 91 24 Volume Left 5 0 37 0 41 12 Volume Right 0 15 0 15 49 11 cSH 1450 1700 1442 1700 822 800 Volume to Capacity 0.00 0.01 0.03 0.02 0.11 0.03 Queue Length (ft) 0 0 2 0 9 2 Control Delay (s) 1.7 0.0 7.6 0.0 9.9 9.6 Lane LOS A A A A Approach Delay (s) 1.1 4.4 9.9 9.6 Approach LOS A A Intersection Capacity Utilization 20.0% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 H:\J 1064\Reports\Traffic\Synchro\2030BGamwturnlanes.sy6 With WBL and EBR Turn Lanes 4\ t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SI3R Lane Configurations 4 r I 4 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 14 46 40 74 17 21 32 6 66 34 6 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 15 50 43 80 18 23 35 7 72 37 7 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 41 93 273 283 50 346 315 30 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 99 94 94 99 92 92 99 99 cM capacity (veh/h) 1432 1368 551 515 898 490 526 982 Direction, Lane # EB 1 EB 2 WE3 1 WB 2 NB 1 SB 1 Volume Total 65 43 80 41 113 53 Volume Left 15 0 80 0 35 37 Volume Right 0 43 0 23 72 10 cSH 1432 1700 1368 1700 726 544 Volume to Capacity 0.01 0.03 0.06 0.02 0.16 0.10 Queue Length (ft) 1 0 5 0 14 8 Control Delay (s) 1.8 0.0 7.8 0.0 10.9 12.3 Lane LOS A A B B Approach Delay (s) 1.1 5.2 10.9 12.3 Approach LOS B B Intersection Summary Average Delay 6.6 Intersection Capacity Utilization 29.2% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 Average Delay 7.0 Intersection Summa HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 H:\J 1064\Reports\Traffic\Synchro\2030BGpmwturnlanes.sy6 With WBL and EBR Turn Lanes 4-- 4\ t p 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 " . 4. 4. Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 8 26 17 46 17 21 54 2 63 17 2 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 9 28 18 50 18 23 59 2 68 18 2 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 41 47 182 187 28 245 194 30 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 99 96 91 100 93 97 100 98 cM capacity (veh/h) 1432 1425 651 604 924 593 635 982 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 37 18 50 41 129 37 Volume Left 9 0 50 0 59 18 Volume Right 0 18 0 23 68 16 cSH 1432 1700 1425 1700 771 722 Volume to Capacity 0.01 0.01 0.04 0.02 0.17 0.05 Queue Length (ft) 0 0 3 0 15 4 Control Delay (s) 1.8 0.0 7.6 0.0 10.6 10.3 Lane LOS A A B B Approach Delay (s) 1.2 4.2 10.6 10.3 Approach LOS B B Intersection Capacity Utilization 24.2% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 With WBL and EBR Turn Lanes H:\J 1064\Reports\Traffic\Synchro\2030totalamwturnlanes.sy6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r' 1 I 4 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 14 46 43 78 17 21 35 6 70 34 6 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 15 50 47 85 18 23 38 7 76 37 7 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 41 97 282 291 50 359 327 30 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 99 94 93 99 92 92 99 99 cM capacity (veh/h) 1432 1364 542 507 898 476 516 982 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 65 47 85 41 121 53 Volume Left 15 0 85 0 38 37 Volume Right 0 47 0 23 76 10 cSH 1432 1700 1364 1700 719 531 Volume to Capacity 0.01 0.03 0.06 0.02 0.17 0.10 Queue Length (ft) 1 0 5 0 15 8 Control Delay (s) 1.8 0.0 7.8 0.0 11.0 12.5 Lane LOS A A B B Approach Delay (s) 1.1 5.3 11.0 12.5 Approach LOS B B Intersection Summary Average Delay 6.7 Intersection Capacity Utilization 31.8% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 3: US 6/24 & CR 300 With WBL and EBR Turn Lanes H :\J 1064\Reports\Traffic\Synchro\2030totalpmwturnlanes.sy6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SI3R Lane Configurations 4 rf ) 1 4+ 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 8 26 20 50 17 21 57 2 67 17 2 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 9 28 22 54 18 23 62 2 73 18 2 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 41 50 190 196 28 258 206 30 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.3 4.3 7.6 7.0 6.7 7.3 6.8 6.5 tC, 2 stage (s) tF (s) 2.4 2.4 4.0 4.5 3.8 3.7 4.2 3.5 p0 queue free % 99 96 90 100 92 97 100 98 cM capacity (veh/h) 1432 1421 641 595 924 577 623 982 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 37 22 54 41 137 37 Volume Left 9 0 54 0 62 18 Volume Right 0 22 0 23 73 16 cSH 1432 1700 1421 1700 764 709 Volume to Capacity 0.01 0.01 0.04 0.02 0.18 0.05 Queue Length (ft) 0 0 3 0 16 4 Control Delay (s) 1.8 0.0 7.6 0.0 10.7 10.4 Lane LOS A A B B Approach Delay (s) 1.1 4.3 10.7 10.4 Approach LOS B B Intersection Summary Average Delay 7.1 Intersection Capacity Utilization 24.7% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 7: Site Access & CR 300 H:\J1064\Reports\Traffic\Synchro\2007totalam.sy6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ► '+ 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 7 68 1 8 78 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 1 8 74 1 9 85 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 177 74 75 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 6.9 6.7 4.6 tC, 2 stage (s) tF (s) 4.0 3.8 2.7 p0 queue free % 100 99 99 cM capacity (veh/h) 710 869 1269 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 9 75 93 Volume Left 1 0 9 Volume Right 8 1 0 cSH 845 1700 1269 Volume to Capacity 0.01 0.04 0.01 Queue Length (ft) 1 0 1 Control Delay (s) 9.3 0.0 0.8 Lane LOS A A Approach Delay (s) 9.3 0.0 0.8 Approach LOS A Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 15.2% ICU Level of Service A 9/17/2007 Page 1 DREXELBOUL-ST51 HCM Unsignalized Intersection Capacity Analysis 7: Site Access & CR 300 H:\J 1064\Reports\Traffic\Synchro\2007total pm.sy6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations 'oj 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 8 77 1 7 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 1 9 84 1 8 46 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 145 84 85 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 6.9 6.7 4.6 tC, 2 stage (s) tF (s) 4.0 3.8 2.7 p0 queue free % 100 99 99 cM capacity (veh/h) 742 857 1257 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 10 85 53 Volume Left 1 0 8 Volume Right 9 1 0 cSH 843 1700 1257 Volume to Capacity 0.01 0.05 0.01 Queue Length (ft) 1 0 0 Control Delay (s) 9.3 0.0 1.2 Lane LOS A A Approach Delay (s) 9.3 0.0 1.2 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 14.5% ICU Level of Service A DREXELBOUL-ST51 9/17/2007 Page 1 HCM Unsignalized Intersection Capacity Analysis 7: Site Access & CR 300 H:\J 1064\Reports\Traffic\Synchro\2030totalamwturnlanes.sy6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ' 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 7 104 1 8 120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 1 8 113 1 9 130 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 261 114 114 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 6.9 6.7 4.6 tC, 2 stage (s) tF (s) 4.0 3.8 2.7 p0 queue free % 100 99 99 cM capacity (veh/h) 631 824 1224 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 9 114 139 Volume Left 1 0 9 Volume Right 8 1 0 cSH 794 1700 1224 Volume to Capacity 0.01 0.07 0.01 Queue Length (ft) 1 0 1 Control Delay (s) 9.6 0.0 0.6 Lane LOS A A Approach Delay (s) 9.6 0.0 0.6 Approach LOS A Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 18.0% ICU Level of Service A DREXELBOUL-ST51 9/17/2007 Page 1 Volume Total 10 129 77 Direction, Lane # WB 1 NB 1 SB 1 HCM Unsignalized Intersection Capacity Analysis 7: Site Access & CR 300 H:\J 1064\Reports\Traffic\Synchro\2030totalpmwturnlanes.sy6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 8 118 1 7 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 1 9 128 1 8 70 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume 214 129 129 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 6.9 6.7 4.6 tC, 2 stage (s) tF (s) 4.0 3.8 2.7 p0 queue free °A) 100 99 99 cM capacity (veh/h) 675 807 1207 None Volume Left 1 0 8 Volume Right 9 1 0 cSH 790 1700 1207 Volume to Capacity 0.01 0.08 0.01 Queue Length (ft) 1 0 0 Control Delay (s) 9.6 0.0 0.8 Lane LOS A A Approach Delay (s) 9.6 0.0 0.8 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 16.8% ICU Level of Service A DREXELBOUL-ST51 9/17/2007 Page 1 Garfield Coun Application for Driveway Permit Person Obtaining Permit: George Strong Application Date: 11/15/2006 County Road Number: 300 District: Silt J Permit Number: GRB06 D-120 Termination Date: 5/1/2007 Inspector: Jake Mall hereby requests permission and authority from the Board of County Commissioners to construct a driveway approach (es) on the right-of-way off of County Road. 300.200 ft South of HighWay 6 & 24, located on the East side of road for the purpose of obtaining access to property. Applicant submits herewith for the consideration and approval of the Board of County Commissioners, a sketch of the proposed installation showing all the necessary specification detail including: 1. Frontage of lot along road. 2. Distance from centerline of road to property line. 3. Number of driveways requested 4. Width of proposed driveways and angle of approach. 5. Distance from driveway to road intersection, if any. 6. Size and shape of area separating driveways if more than one approach. 7. Setback distance of building(s) and other structure improvements. 8. No unloading of equipment on county road, any damage caused to county road will be repaired at subdivision expense. 9. Responsible for two years from the date of completion. General Provisions 1) The applicant represents all parties in interest, and affirms that the driveway approach (es) is to be constructed by him for the bona fide purpose of securing access to his property and not for the purpose of doing business or servicing vehicles onthe road right of way. 2) The applicant shall furnish all labor and materials, perform all work, (30) da construction of the driveway(s). All work shall be completed within thirtyand payof the permit date. withsts in connection the Y 3) The type of construction shall be as designated and/or approved by the Board of County Commissioners or their representative and all materials used shall be of satisfactory quality and subject to inspection and approval of the Board of County Commissioners or their representative. 4) The traveling public shall be protected during the installation with proper warning signs and signals and the Board of County Commissioners and their duly appointed agents and employee shall be held harmless against any action for personal injury or property damage sustained by any reason of the exercise of the Permit. 5) The Applicant shall assume responsibility for the removal or clearance of snow, ice, or sleet upon any portion of the driveway approach. (es) even though deposited on the driveway(s) in the course of the County snow removal operations. Garfield County Road and Bridge Department P.O. Box 426 Rifle, CO 81650 Phone -(970)625-8601 Fax- (970)625-8627 Invoice Driveway Permit Number: GRB06-D-120 Invoice Date: 11/15/2006 Bill To: George Strong PO Box 808 Silt ,C0 81652 $75.00 per Driveway Permit. $75.00 $75.00 Driveway Permit Fee: Total Due: Thank You! 6) In the event it becomes necessary to remove any right-of-way fence, the posts on either side of the entrance shall be surely braced before the fence is cut to prevent any slacking of the remaining fence and all posts and wire removed shall be turned over to the District Road Supervisor of the Board of County Commissioners. 7) No revisions or additions shall be made to the driveway(s) or its appurtenances on the right-of-way without written permission of the Board of County Commissioners. Provisions and specifications outlined herein shall apply on all roads under the rth jurisdictionthttach fd he -Boa d o County 8) Colorado, and the Specifications, s Commissioners of Garfield County, incorporated herein as conditions hereof. PP person issuing 9) Final inspection of driveway will be required upon completion and must be approved bype permit or representative of person issuing permit. The inspection and sign off must be done prior to any CO from the Building and Planning Department being issued. Special Conditions: 1. Driveway Width- 40ft 2. Culvert required? False Size: by 3. Asphalt or concrete pad required? True Size of pad: 40ft wide x loft long x 4in thick 4. Gravel portion required? True Length: 40ft 5. Trees, brush and/or fence need to be removed for visibility? False 6. Distance and Direction: 7. Certified Traffic Control Required? False S. Work zone signs required? True l driveway roach In signing this application and upon receiving authorizatioe n�nd� permission the folregoingprovisionsand cones) ditions described herein the Applicant signifies that he has read, and and agrees to construct the driveway(s)specification plan reviewed and approved iny accordance araccompanying Board of Corny Commissioners. Telephone Number: Permit granted 11/15/2006, subject to the provisions, specifications and conditions stipulated herein. ' of Garfield County, Colorado: oard of County Co issione epresenta► -e of Garfield County Road and Bridge Signature Specifications 1. A driveway approach is understood to be that portion of the county road right -of way between the pavement edge and the property line that is designed and used for the interchange of traffic between the roadway and abutting property. 2. At any intersection, a driveway shall be restricted for a sufficient distance from the intersection to preserve the normal and safe movement of traffic. (It is recommended for rural residence entrances that a minimum intersection clearance of 50 feet be provided and for rural commercial entrances a minimum of 100 feet be provided.) 3. All entrances and exits shall be so located and constructed that vehicles approaching or using them will be able to obtain adequate sight distance in both directions along the county road in order to maneuver safely and without interfering with county road traffic. 4. The Applicant shall not be permitted to erect any sign or display material, either fixed or movable, on or extending over any portion of the county road right-of-way. 5. Generally, no more than one approach shall be allowed any parcel or property the frontage of which is less than one hundred (100) feet. Additional entrances or exits for parcels having a frontage in excess of one hundred 100) feet shall be permitted only after showing of actual convenience and necessity. 6. All driveways shall be so located that the flared portion adjacent to the traveled way will not encroach upon adjoining property. 7. No commercial driveway shall have a width greater than thirty (30) feet measured at right angles to the centerline of the driveway except as increased by permissible radii. No noncommercial driveway shall have a width greater than twenty (20) feet measured at right angles to the centerline of the driveway, except as increased by permissible radii. 8. The axis of an approach to the road may be at a right angle to the centerline of the county road and of any angle between ninety (90) degrees and sixty (60) degrees but shall not be less than sixty (60) degrees. Adjustment will be made according to the type of traffic to be served and other physical conditions. 9. The construction of parking or servicing areas on the county road right-of-way is specifically prohibited. Commercial establishments for customer vehicles should provide off -the -road parking facilities. 10. The grade of entrance and exit shall slope downward and away from the road surface at the same rate as the normal shoulder slope and for a distance equal to the width of the shoulder but in no case less than twenty (20) feet from the pavement edge. Approach grades are restricted to not more than ten percent (10%). 11. All driveways and approaches shall be so constructed that they shall not interfere with the drainage system of the street or county road. The Applicant will be required to provide, at his own expense, drainage structures at entrances and exits, which will become an integral part of the existing drainage system. The Board of County Commissioners or their representative, prior to installation, must approve the dimensions and types of all drainage structures. Note: This permit shall be made available at the site where and when work is being done. A work sketch or drawing of the proposed driveway(s) must accompany application. No permit will be issued without drawing, blueprint, or sketch. YARD SURVEY UNA FARAGHUITE-GO Integrated Vegetation and Noxious Weed Management Plan Una Development Contractor's Yard Garfield County, Colorado Photo 1. View from southeast corner looking northwest towards Una Industrial Park. Prepared for: Wagon Wheel Consulting Rifle, CO Prepared by: WestWater Engineering 2570 Foresight Circle #1 Grand Junction, CO 81505 September 2007 Una Development Contractor's Yard Integrated Vegetation and Noxious Weed Management Plan September 2007 Introduction The Una Development Contractor's Yard is located in SW 1/4 SW 1/4 Section 27, T7S, R96W, 6th PM (Figure 1). The site is located in an industrial subdivision area of Garfield County. County Road 300 borders on the west, Union Pacific Railroad on the north, EnCana Orchard Compressor Station on the east, and a large gravel mining operation on the south. The inspection identified appropriate topics for inclusion in an integrated vegetation and noxious weed management plan required by Garfield County regulations (BOCC, 2006). Factors considered include soil type and texture, existing land management, absence or presence of listed noxious weeds and potential natural vegetation community. Landscape Setting Terrain is gently sloping to moderately steep with south facing aspects. One soil is found on the property, Arvada loam with 1-6% slopes. The ecological site is salt flats and is a difficult soil for reclamation (NRCS, 2007). Greater than 99% of the site has been bladed prior to survey (Photo 1). Therefore, this report is based on indirect evidence from adjacent, undisturbed land as can be seen in Photo 3. This is a poor conditioned greasewood-cheatgrass vegetation community. Nearly no other vegetation species commonly found with greasewood was found here. The exception was two bottlebrush squirreltail plants and a few shadscale shrubs. Dominant vegetation is greasewood and cheatgrass. Potential natural vegetation for soils affected includes the species listed in Table 1 with the expected density. The Arvada loam salt flats site is particularly difficult with fine soils that expand and shrink with moisture (NRCS, 2007). Reclamation species are often difficult to find, expensive, and difficult to plant. Photo 2. Unbladed greasewood-cheatgrass vegetation community on north side of property. Shrubs and cheatgrass dominate the undisturbed landscape on the extreme north edge (Photo 2). Currently, dominant vegetation in the bladed area includes greasewood, cheatgrass, halogeton, sunflower (Helianthus spp.) and prickly lettuce (Lactuca serriola). Table 1. Potential natural vegetation for Arvada loam salt flats at Una Development Contractor's Yard. Commmon Name Scientific Name Typical Rangeland Composition inland saltgrass Distichlis spicata 10 western wheatgrass Pascopyrum smithii 10 alkalai sacaton Discobolus airoides 10 Gardner's saltbush Atriplex gardnerii 5 winterfat Krascheninnikovia lanata 5 greasewood Sarcobatus vermiculatus 5 bottlebrush squirreltail Elymus elymoides 5 Photo 2. Arvada loam salt flats. Photo 3. Formation from which soils derived. Current Amount of Infested Land Needing Treatment Although the property is exposed to several problem weeds not regulated by Garfield County or State of Colorado (8 CCR 1203-19), it is relatively noxious weed -free. Only salt cedar (T. rammossisisa) was found and that in low numbers and densities (see Figure 1). Other weeds observed are noted in the text due to adverse impact these species may have on reclamation through competition for moisture with desirable species. Only Garfield County listed weeds were mapped. Species in bold type in Table 2 are weeds observed in the field on the property. Those in regular type were observed nearby on other property. Photo 5. Cheatgrass and halogeton. Photo 6. View east along north boundary. Table 1. Una Garfield County Development Corp. Contractor's Yard list of regulated noxious weeds regulated by and the State of Colorado. Common Name*/ USDA Symbol Scientific Name Type** Control Methods downy brome, cheat BRTE Bromus tectorum A Plant competitive grasses, pre -emergent herbicide, limit grazing. halogeton` Halogeton glomeratus A Manual/mechanical, selective herbicides, competitive HAGL 1. Hand grub (pull), hoe, till, cultivate in rosette stage and before flowering or seed maturity. If seeds develop, cut and bag seed heads. 2. Chop roots with a spade below soil level. grasses, remove source of disturbance. field bindweed` COAR4 Convovulvus arvensis P Bindweed mites, selective herbicides, competitive grasses diffuse knapweedG CEDI3 Centauera diffusa P Seed head flies, herbicides at rosette stage, tillage in rosette stage. Russian knapweedG ACRE3 Acroptilon repens P Reseeding disturbed sites with fast growing grasses, herbicide in fall, allelopathic — tillage may be necessary bull thistle CIVU Cirsium vulgare B Till or hand grub in the rosette stage, mow at bolting or early flowering; apply seed head & rosette weevils, leaf feeding beetles, cut and bag mature seed heads. Herbicides in rosette stage. salt cedar TARA Tamarix rammossisima P burning is not recommended; repeated or historic flooding of bottomlands to prevent seedling establishment; hand pulling seedlings; spray herbicides on basal portion of stems of young, smooth barked plants, cut larger plants and treat cut stumps within 30 minutes with concentrated herbicide plus an adjuvant (remove all stems from site after cutting - they will resprout if in contact with soil); shade intolerant - promote growth of native riparian species that will shade out the tamarisk *8 CCR 1203-19, Colorado Department of Agriculture, cState of Colorado "C" list, GGarfield County list, Whitson, et al., 1996, Sirota, 2004, NRCS, 2007a Recommended Treatment For this property, the use of a soil sterilant should be considered. New products are available which are much safer than older products such as ureabor. Application rates are quite low and bio -accumulation is unlikely. Less than 20 salt cedar plants are found on the property. Control should be easily accomplished. On all problem weeds, it is important to know whether the target is annual, biennial, or perennial to select strategies that effectively control and hopefully eliminate the target. Treatment strategies are different depending on plant type and are summarized in Tables 2 and 3. Figure 2 and Table 6 illustrate best timing and strategies for the noxious weeds found. Herbicides should not necessarily always be the first treatment of choice when other methods can be effectively employed. Table 2. Treatment Strategies for Annual and Biennial Noxious Weeds Target: Prevent Seed Production 1. Hand grub (pull), hoe, till, cultivate in rosette stage and before flowering or seed maturity. If seeds develop, cut and bag seed heads. 2. Chop roots with a spade below soil level. 3. Treat with herbicide in rosette or bolting stage, before flowering. 4. Mow biennials after bolting stage, before seed set. Mowing annuals will not prevent flowering but can reduce total seed production. (Sirota, 2004) Herbicide treatment with two or more herbicide modes of action in fall (after approximately August 15 when natural precipitation is present) is the best method to control difficult species such as Russian knapweed. The resilience and ability to quickly develop immunity to herbicides, particularly those used incorrectly, makes it imperative to use the proper chemicals at the correct time in the specified concentration. Most misuse seems centered around excessive use either in frequency or concentration. This results in mostly top kill and an immune phenotype. Table 3. Treatment Strategies for Perennials Target: Deplete nutrient reserves in root system, prevent seed production 1. Allow plants to expend as much energy from root system as possible, do not treat when first emerging in spring but allow growth to bud/bloom stage. If seeds develop, cut and bag if possible. 2. Herbicide treatment at bud to bloom stage or in the fall (recommended, after August 15 when natural precipitation is present). In the fall plants draw nutrients into the roots for winter storage. Herbicides will be drawn down to the roots more efficiently at this time due to translocation of nutrients to roots rather than leaves. If the weed patch has been present for a long period of time, another season of seed production is not as important as getting the herbicide into the root system. Spraying in fall (after middle August) will kill the following year's shoots, which are being formed on the roots at this time. 3. Mowing usually is not recommended because the plants will flower anyway; seed production should be reduced. Many studies have shown that mowing perennials and spraying the re -growth is not as effective as spraying without mowing. Effect of mowing is species dependent; therefore, it is imperative to know the species and its basic biology. Timing of application must be done when biologically appropriate which is not necessarily convenient. 4. Tillage may or may not be effective. Most perennial roots can sprout from pieces only 1/2" - 1" long. Clean machinery thoroughly before leaving the weed patch. 5. Hand pulling is generally not recommended for perennial species unless you know the plants are seedlings and not established plants. Hand pulling can be effective on small patches but is very labor intensive because it must be done repeatedly. (Sirota, 2004) Best Management Practices The following practices should be adopted for any construction project to reduce the costs of noxious weed control. The practices include: • top soil, where present, should be segregated from deeper soils and replaced as top soil on the final grade, a process known as live topsoil handling, • wetland vegetation if encountered, should be live handled like sod, temporarily watered if necessary, and placed over excavated sub -soil relative to the position from which the wetland sod was removed, • in all cases temporary disturbance should be kept to an absolute minimum, • equipment and materials handling should be done on established sites such as the northern point of origin to reduce area and extent of soil compaction, • disturbances should be immediately replanted with the recommended mix in the re - vegetation section, • topsoil stockpiles should be seeded with non-invasive sterile hybrid grasses if stored longer than one growing season, • prior to delivery to the site, equipment should be cleaned of soils remaining from previous construction sites which may be contaminated with noxious weeds, • if working in sites with weed -seed contaminated soil, equipment should be cleaned of potentially seed -bearing soils and vegetative debris prior to moving to uncontaminated terrain. Photo 7. Dozer and track hoe bearing soil. Photo 8. Closeup of soil on dozer. In areas with slope greater than 3%, imprinting of the seed bed is recommended. Imprinting can be in the form of dozer tracks or furrows perpendicular to the direction of slope. When hydro - seeding or mulching, imprinting should be done prior to seeding unless the mulch is to be crimped into the soil surface. If broadcast seeding and harrowing, imprinting should be done as part of the harrowing. Furrowing can be done by several methods, the most simple of which is to drill seed perpendicular to the direction of slope in a prepared bed. Other simple imprinting methods include deep hand raking and harrowing, always perpendicular to the direction of slope. Herbicides: Difficult species such as Russian knapweed respond better to application of a combination of two or more chemical modes of action (biological reason for plant death) rather than one (Boerboom, 1999). It has also been found that use of two different groups of chemicals in the same mode of action can increase effectiveness on difficult species, e.g. phenoxys and benzoic acids or carboxylic acids and benzoic acids in a mix. Some come commercially pre -mixed, e.g. Crossbow and Super Weed -be -Gone Max which are available over the counter. However, some of the most effective herbicides are restricted use and available only for licensed applicators. Professionals or landowners using herbicides must use the concentration specified on the label of the container in hand. Herbicides generally do not work better at higher concentrations. Most herbicide failures observed by WWE are related to incomplete control caused by high concentrations killing top growth before the active ingredient can be transported to the roots through the nutrient relocation process. Most herbicide applications should use a surfactant if directed on the herbicide label or other adjuvants as called for on the herbicide label. Grazing: Grazing is not conducted on the subject property. Mechanical: Bull thistle and Russian knapweed found nearby and initial outbreaks and occurrence could be controlled mechanically. Alternative Methods: Some noxious weeds are subject to damage from beneficial insects. Included are musk and plumeless thistle rosette weevil (Trichosirocalus horridus) and thistle defoliating beetle (Cassida rubiginosa), which feeds on the foliage of Canada, musk, and plumeless thistles (Sullivan, 2004). Currently, Currently, infestations and noxious species found are candidates for insect control. Another alternative method, particularly for downy brome infestations and poor or destroyed topsoils, is the application of vesicular-arbuscular mycorrhizal fungi typically referred to as AMF. These fungi, mostly of the genus Glomus are symbiotic with about 80% of all vegetation. Endo-mycorrhizal fungi are associated mostly with grasses and forbs and could be helpful when reclaiming this project. In symbiosis, the fungi increase water and nutrient transfer capacity of the host root system by as much as several orders of magnitude (Barrow and McCaslin, 1995). Over-the-counter commercial products, which are better adapted to coating seeds when reseeding and treating roots of live seedling trees and shrubs at time of planting come in powder form and are available from many different sources. Some also come in granular form to be spread with seed from a broadcast spreader. The best AMF products should contain more than one species. All CO State Forest Salida District tree and shrub plantings include the application of AMF. According to District Forester Crystal Tischler, "AMF is worth it" (Tischler, 2006). Most if not all Colorado Department of Transportation revegetation/re-seeding projects now require use of AMF and BioSol®, a certified by-product of the penicillin manufacturing process composed primarily of mycelium. Compacted soils respond well to fossilized humic substances and by- products called humates. These humates, including humic and fulvic acids and humin were formed from pre -historic plant and animal deposits and work especially well on compacted soils when applied as directed. Revegetation The following mix is recommended for disturbed areas of the site that will not be treated with soil sterilant. Table 4. Recommended Seed Mix for Drilled Rate for Tombstone Trunk Phase 3 Scientific Name/Seeds per Pound Common Name/Preferred Cultivar No. PLS/ft2 % of Mix t by PLS Ft. Application Rate Lbs PLS/acre Atriplex canescens/52,000 fourwing saltbush 2 5 1.9 Atriplex confertifolia/65, 000 shadscale 2 5 1.5 Pleuraphis jamesii/159, 000 galleta/Viva 9 20 2.5 Pascopyrum smithii/110,000 western wheatgrass/Arriba 9 20 3.6 Elymus trachycaulus trachycaulus/ 159,000 slender wheatgrass/San Luis or Pryor 7 16 1.8 Poa secunda/925,000 Sandberg bluegrass 6 14 0.3 Sporobulus airoides/1,758.000 Alkalai sacaton/Salado 8 20 0.20 Total 4 F PLS 100 11.8 (NRCS, 2002, 2007b, Colorado Natural Heritage Program, 1998) For best results and success, the recommended grass mixture reseeding should be done in late autumn. The reseeding rate should be doubled for broadcast application. Preferred seeding method is multiple seed bin rangeland drill with no soil preparation other than simple grading to slope and imprinting and waterbars where applicable. Alternative seeding methods include but are not limited to: • harrow with just enough soil moisture to create a rough surface, broadcast seed and re - harrow, preferably at a 90 degree angle to the first harrow, • hydro -seeding (most economical in terms of seed cost), and • hand raking and broadcast followed by re -raking at a 90 degree angle to the first raking. • These are not the only means of replanting the site. However, these methods have been observed to be effective in similar landscapes. After desired grasses are established and control of target weed species is successful then shrubs, forbs and trees can be planted without concern for herbicide damage. Few native forb seeds are available commercially as cultivars. Most are collected from natural populations. Native shrubs and forbs often do not establish well from seed, particularly when mixed with grasses. Past experience has shown that stabilizing the soil with grasses, accomplishing weed control and then coming back to plant live; containerized woody species in copses has been the most cost effective method for establishing the woody species component of the plant community. Life Cycle and Management Calendars Figure 2 is a 2 year calendar for control and life cycle of biennial thistles. It is also appropriate to control of common burdock and common mullein. One column which should be added is cutting of rosettes which can be done any time during growing. Figure 3 depicts noxious weed biology and preferred treatment timing. Figue 2. Life Cycle and Management strategies for biennial thistles. Herbicide Application Herb Appl. Spring Starner Fri Winter Sprang Sumaner Year 1 Year 2 (Hartzler, 2006) Figure 3 Noxious Weed Biology Species Type* Jan Feb March April May June July Aug Sept Oct Nov Dec Knapweed, B A --> --> rosettes --> bolt flowering seed set --> germination --> Diffuse Knapweed, C P emerges --> flowering --> --> regrowth --> Russian Thistle, B germination rosettes --> --> --> Bull - 1st yr Thistle, Bull - 2nd B --> bolting flowering seed set--> --> --> rosettes yr leaves emerge flowering flowering senescence Tamarisk* P & seed growth & seed & semi- --> --> set set dormancy A = annual; WA = winter annual; B = biennial; P = perennial; CP = creeping perennial Shaded areas indicate best control timing. (Sirota, 2004) Commercial Applicator Recommendations semi - dormancy A certified commercial applicator is a good choice for herbicide control efforts. An applicator has the full range of knowledge, skills, equipment and experience desired when dealing with russian knapweed and other difficult vegetation. Reclamation farming services using multiple seed bin range drills and specialized related equipment is available and should be used for reclamation seeding projects. Common chemical and trade names may be used in this report. The use of trade names is for clarity by the reader. Inclusion of a trade name does not imply endorsement of that particular brand of herbicide and exclusion does not imply non -approval. Certified commercial applicators will decide which herbicide to use and at what concentration according to label directions. Landowners using unrestricted products must obey all label warnings, cautions, and application concentrations. The author of this report is not responsible for inappropriate herbicide use by readers. References Barrow, J.R., and Bobby D. McCaslin, 1995. Role of microbes in resource management in arid ecosystems. In: Barrrow, J.R., E.D. McArthur, R.E. Sosebee, and Tausch, Robin J., comps. 1996. Proceedings: shrubland ecosystem dynamics in a changing environment. Gen. Tech. Rep. INT -GTR -338. Ogden, UT: USDA, For. Serv., Intermountain Res. Sta., 275 pp. Boerboom, Chris, 1999. Herbicide mode of action reference. Weed Science. Univ. Wis. 5 pp. Cudney, D.W. and C.L. Elmore, 2000. Pest note: prostrate knotweed. IPM Ed. and Publ., UC Statewide IPM Project, U.C.-Davis, Davis, 2 pp. Colorado Natural Areas Program. 1998. Native Plant Re -vegetation Guide for Colorado. Caring for the Land Series, Vol. III, State of Colo., Div. Parks and Outdoor Rec., Dept. Nat. Res., Denver, 258 pp. Board of County Commissioners, 2006. Garfield County zoning resolution of 1978, amended October, 2006. Building and Planning Department, Glenwood Springs, CO, 78 pp. Hartzler, Bob, 2006. Biennial thistles of Iowa. ISU Extension Agronomy. URL: http://www.weeds.iastate.edu/mgmt/2006/iowathistles.shtml Natural Resource Conservation Service (NRCS), 2002. Plant materials technical note 59. USDA, NRCS, Colo. St. Office, Lakewood. 54 pp. NRCS, 2007a. The PLANTS Database (http://plants.usda.gov, 7 September 2006). National Plant Data Center, US Department of Agriculture, Baton Rouge, LA 70874-4490 USA. NRCS, 2007b. Web Soil Survey, US Dept. of Agriculture. URL: http://websoilsurvey.nrcs.usda.gov Sirota, Judith, 2004. Best management practices for noxious weeds of Mesa County. CSU Cooperative Extension Tririver Area. Grand Junction, CO. URL: http://www.coopext. colostate.edu/TRA/PLANTS/index.html#http://www.coopext.colostate. edu/ TRA/PLANTS/bindweedmite.html State of Colorado, 2005. Rules pertaining to the administration and enforcement of the Colorado Noxious Weed Act, 35-5-1-119, C.R.S. 2003. Department of Agriculture, Plant Industry Division, Denver, 78 pp. Sullivan, Preston, G. 2004. Thistle control alternatives. Appropriate Technology Transfer for Rural Areas, National Sustainable Agriculture Information Service, Fayetteville, AR, 9 pp. Tischler, Crystal, 2006. Personal communication. District Forester, Colorado State Forest Service, Salida. WestWater Engineering, 2006. North Parachute Ranch reclamation plan. EnCana Oil & Gas (USA) Inc., Parachute, 17 pp. Whitson, T.D. (ed.), L.C. Burrill, S.A. Dewey, D.W. Cudney, B.E. Nelsno, R.D. Lee, and Robert Parker, 1996. Weeds of the West. Western Society of Weed Science in cooperation with Cooperative Extension Services, University of Wyoming. Laramie, Wyoming. 630pp. • UNA DEVELOPMENT, LLC STORM WATER MANAGAMENT PLAN FOR UNA DEVELOPMENT STORAGE YARD • GARFIELD, COLORADO 2007 Prepared By: Wagon Wheel Consulting, Inc 111 E. 3rd St., Suite 213 Rifle, CO 81650 • • • • TABLE OF CONTENTS 1.0 INTRODUCTION 1.1 Storm Water Runoff Permitting Requirements 1.2 Project Description 1.3 Project Owner and Operator 2.0 CONSTRUCTION SITE DESCRIPTION 2.1 Legal Description 2.1.1 Schedule of Construction Activities 2.2 Runoff Characteristics 3.0 POTENTIAL POLLUTION SOURCES 4.0 DESCRIPTION OF CONTROLS 4.0.1 Erosion and Sediment Controls 4.0.2 Structural Practices 4.0.2.1 Implementation of Structural Practices 4.1 Storm Water Control Measures and Best Management Practices (BMP's) 4.1.1 Uphill Topsoil Stockpile/ Diversion Berm 4.1.2 Uphill and Downhill Silt Fence 4.1.3 Straw Bale Check Dams 4.1.4 Rock Check Dams 4.1.5 Road Drainage Relief 4.1.6 Culvert Inlet and Outlet Protection 4.1.7 Soil Berms and Sedimentation Basins 4.1.8 Storm Waddles/ Straw Rolls 4.1.9 Re -Seeding of Disturbed Areas 4.2 Other Controls 4.2.1 Waste Management and Disposal 4.2.2 Fuels and Materials Management 4.2.3 Construction Site Housekeeping 5.0 INSPECTION & MAINTENANCE PROCEDURES 6.0 NON-STORMWATER DISCHARGE 7.0 CERTIFICATIONS APPENDIX -- TOPOGRAPHIC MAP APPENDIX II — SITE DIAGRAMS APPENDIX III — BEST MANAGEMENT PRACTICES SPECIFICATIONS • • • STORMWATER MANAGEMENT PLAN 1.0 INTRODUCTION: This Stormwater Management Plan (SWMP) has been prepared to cover the construction and daily operations proposed by Una Development LLC, for a storage building and yard to house equipment and materials related to the oil and gas industry. The SWMP has been written to comply with the Colorado Department of Public Health and Environments regulations (CDPHE) as well as the U.S. Environmental Protection Agency (USEPA) and the National Pollutant Discharge Elimination System (NPDES), storm water regulations. This SWMP is intended to address Best Management Practices (BMP's) that will be implemented for the disturbed areas along the access road and facilities. The SWMP will be updated periodically as needed to address planned developments, and to maintain compliance with the applicable agencies regulations. 1.1 Storm Water Runoff Permitting Requirements The Federal Clean Water Act [section 402 (p)] requires that discharges of pollutants to waters of the United States from any point source be regulated by NPDES permits. In November 1990, the USEPA published final regulations that establish application requirements for storm water associated with construction activities for soil disturbances of 5 acres or more be regulated as and industrial activity and covered by an NPDES permit. In December 1999, the USEPA published final phase II NPDES regulations that established application requirements for storm water associated with construction activities for soil disturbances to be regulated as an industrial activity and covered by a NPDES permit. These regulations became effective July 1, 2002. Construction permits are required for oil and gas activities that disturb 1 or more acres during the life of the project, or are part of a larger common plan of development. CDPHE considers a common plan of oil and gas development to mean development of several well pads and/or related infrastructures in a contiguous area either during the same time period or under.a consistent plan for long-term development 1.2 Project Description and Background Una Development, LLC is in the process of planning to construct a site that would be utilized to store equipment and materials related to the drilling and production of natural gas in the Western Colorado area. The construction of the site will include but is not limited to: minimal grading to construct the pad in which the building will set, grading of the access road and barrow ditches, and construction of a retention pond. The proposed project will consume approximately six (6) acres of an eighteen (18) acre parcel of land. Una Development, LLC has plans to begin construction on this project in the later portion of 2007, and plans to be completed with construction within six months from the start of the project. The proposed site will be constructed to meet all Federal, State, and Local specifications and regulations including those set forth by the CDPHE, USEPA, and the NPDES organizations. All plats and drawings for the above listed project will be added in as an appendix. Any future projects that may arise during the development of the site will be added in as an appendix to this permit 1.3 Project Owner and Operator The Project Owner and Operator is Una Development, LLC their address is: Una Development, LLC P.O. Box 808 Silt, CO 81652 Una Development, LLC contact people are George Strong and Cody Smith (Wagon Wheel Consulting, Inc.) George Strong can be reached at (970) 625- 8903, and Cody Smith at (303) 902-1532. Una Development, LLC intends to utilize the services of contactors that specialize in the construction of these types of facilities for the completion of the project. Una Development, LLC or company representative will ensure that the contractors complete their scope of work as specified and that all regulations and stipulations are met. 2.0 CONSTRUCTION SITE DESCRIPTION: 2.1 Legal Description SW 1/4 of SW 1/4, Section 27, Township 7 South, Range 96 West, 6th P.M. 2.1.1 Schedule of Construction Activities Una Development, LLC plans to begin construction of above listed project in late 2007, and expect to complete construction of the site within 6 months. 2.2 Runoff Characteristics Natural drainage varies through out the area. The site characteristics are considered as gently sloping to flat. The facility is located adjacent to State Hwy 6 & 24, I-70, and the Union Pacific Railroad. All off-site, up -stream runoff is diverted around the property by existing drainage improvements from these adjacent lands. There are no drainages affected by the operations and construction of this facility. (See Attached Topographic Map of Area) 3.0 POTENTIAL POLLUTION SOURCES 3.1 Potential Pollution Sources associated with construction and natural gas development include but are not limited to: • Sediment resulting from erosion of soil stockpiles and other areas cleared of vegetation • Leakage of fuels and lubricants from equipment and spills from fueling • Trash and debris from clearing activities, construction materials, and workers. The most common source of pollution from improved dirt roadways and drilling sites is sediment, which can be carried away from these sites with storm water runoff and impact the water quality of a receiving stream. Clearing, grading, and other wise altering previously undisturbed land can increase the rate of soil erosion over pre -disturbance rates. In addition, road grading activities that are necessary to maintain the road can create sediment spoils that can be displaced and/or eroded and transported into nearby drainages. Petroleum products are also storm water pollutants. These products are used in the drilling, completion, and construction of oil and gas activities. These products that are most commonly used to power an lubricate equipment include: fuel, gear oil, hydraulic oil, brake fluid, and grease. Other potential pollution sources to storm water can be but are not limited to debris from material lay down yards. Residue from equipment cleaning and maintenance, and solid waste generated from land clearing operation and human activity (trees, brush, trash, etc.). Materials such as compressed gasses used in welding and chemicals used for drilling and completion operations and that are stored on-site are also potential storm water pollutants. 4.0 DESCRIPTION OF CONTROL MEASURES 4.0.1 Erosion and Sediment Controls Erosion and sediment controls are typically used to minimize release of sediment to storm water runoff. These controls can be accomplished through the use of a combination of construction techniques to include structural and/or non-structural controls including BMP's. This section describes erosion and sediment controls that are to be used at active construction sites to minimize impacts to storm water runoff. 4.0.2 Structural Practices The following are structural site management practices, which will minimize erosion and sediment impacts to storm water runoff. • To minimize disturbance associated with a facility, level and gently sloping terrains outside the project area will not be graded, except where reasonable for construction equipment stability and fire safety. • Placement of any topsoil stockpiles along the upstream edge of project to divert storm water runoff and/or run-on. • • • • Culverts will be protected using Rip Rap armoring, inlet aprons such as straw bales or storm waddles. For below grade inlets sediment sumps may be installed to enhance deposition. Culvert outlet may be protected with Rip Rap splash pads to slow water as well as straw bale dikes to catch any extra sediment that may pass through culverts. • Side hill cuts will be kept to a minimum to protect local resources wile providing a safe and stable plane for the efficient and safe use of equipment. • Silt barriers such as: brush dams, rock filter dikes, silt fence, straw bales, storm waddles, or water bars will be installed as needed on down gradient and fill slope portions of the project. • In areas of steep slopes that are not annually cultivated, water bars or runoff diversions will be installed as indicated in Table 1. Water bars and diversion dikes will be constructed to begin and end in undisturbed ground at 2% grades. TABLE 1 SLOPE DIVERSION SPACING (feet) 5-15% 300 ft. 16-30% 200ft 30%+ 100 ft. 4.0.2.1 Implementation of Structural Practices Construction sites may utilize control measures such as vegetative filters, brush dams, rock filter dikes, silt fence, straw bale dikes, water bars, or equivalent sediment controls so as to protect downhill surface waters, wetlands, roads and other structures that may be affected from sediment flow due to runoff from a storm event. • All graded surfaces, walls, dams and structures, vegetation, erosion and sediment control measures and other protective devices used for erosion control will be maintained, repaired and restored as appropriate. • All erosion control structures will be inspected by qualified Storm Water Management Inspector at least every 14 days before implementation of the reclamation phase and within 24 hours after a storm event of 1.0 inch or more. Under normal circumstances, deficiencies will be repaired in a timely manner. After reclamation phase has been • • • implemented inspections will be completed at least once every 30 days or after storm events. The designated inspector will maintain documentation of inspections, findings and corrective actions. 4.1 STORM WATER CONTROL MEASURES & BEST MANAGEMENT PRACTICES 4.1.1 Uphill Topsoil Stockpile/ Diversion Berm In order to divert surface runoff from up gradient areas away from road and facilities, salvaged topsoil will be placed on the uphill side of the cut slope. The topsoil stockpile will be placed and graded to form a diversion berm that will direct surface runoff away from the project. 4.1.2 Uphill & Downhill Silt Fence Silt fence will be placed on uphill sides of projects where applicable or existing vegetation is limited to reduce uphill runoff onto projects. On the downhill side and fill sides of projects silt fence will be installed within a 100 feet of a surface drainage. Silt fence may be required in areas where steep slopes below the projects will likely result in fast flow of water from the location to nearby drainages 4.1.3 Straw Bale Check Dams Straw bale check dams will be installed in areas of concentrated flow. Straw bale dams should be at suitable locations along the improved sections of the projects and along the new access road to well pads. All straw bale dams are to be constructed using certified weed free straw bales. 4.1.4 Rock Check Dams Rock check dams will be installed in areas of concentrated flow where straw bales are not feasible. Rock check dams may be used instead of straw bales in areas where step slopes, high flows, or long term exposure are expected to result in failure or frequent maintenance of straw bale structures. 4.1.5 Road Drainage Relief Culverts, rolling dips or water bars may be used to provide drainage of storm water from road surfaces as needed to drain low areas or to reduce the amount of water flowing on the road surface. Road drainage relief should be provided as needed and in accordance with generally accepted practices. Guidance for road drainage relief is available in the document "Low- Volume Roads Engineering, Best Management Practices Field Guide, " developed by the U.S. Forest Service and available online at http://www.blm.gov/bmp/field%20guide.htm. Depending on the location and type of drainage relief installed, additional sediment control features may be needed. 4.1.6 Culver Inlet & Outlet Protection • • • All Culvert inlets will be protected with rip rap or turf reinforcement matting (TRM). Rock for rip rap shall be 2-4 inches in diameter and at least 6 inches deep. Storm waddles/ Straw rolls should be placed in a horse shoe shape around the rip rap areas on the inlet side of the culverts to help in minimizing sediment from making its way through the culvert. Culvert outlets will be protected with rip rap splash pads to assist in slowing waters as well as to minimize puddling and downstream erosion. In areas where rip rap is not feasible straw bale dams should be installed to slow waters and catch additional sediment runoff. Culverts will be sized accordingly to maintain clear flow of water with out obstruction or damming of storm water runoff sediment and materials. Culverts should be a minimum of 8 inches in size. Culverts are to be installed level with the original bottom grade of drainage on the inlet side, they should also be installed level with the original bottom grad of drainage on outlet side as well when feasible. When original bottom grade is to steep to install culverts, culvert should be installed at a ration of 3:1 to maintain ease of flow. 4.1.7 Soil Berms & Sedimentation Basins Soil berms may be used to divert drainage away from areas of concern or to direct flow toward sediment control structures such as sediment basins. Where used, soil berms shall be constructed of soil with sufficient fines to minimize flow through the berm. Berms shall be at least 18 inches tall and will be compacted in place by wheel rolling or bucket packing with suitable rubber tired or tracked, heavy equipment. Soil berms will also be employed during the construction of the site to divert run-off away from the site and to divert storm water on the pad into the retention pond. 4.1.8 Storm Waddles/ Straw Rolls Straw rolls are intended to capture and keep sediment on the slopes and to minimize runoff sediment in barrow ditches. Straw rolls/ storm waddles are useful to temporarily stabilize slopes by reducing soil creep and sheet and rill erosion, until permanent vegetation can be established. Straw rolls will last an average of one to two years and if properly maintained can be reused. All slopes where straw rolls are to be placed are to be prepared and reseeded prior to placement of the rolls. Installation of the storm waddles/ straw rolls should be accomplished by digging a small trench across the slope on the contour. The trench should be dug deep enough to accommodate half the thickness of the roll (3"-5"). Trenches shall be dug a minimum of 10 feet and a maximum of 25 feet apart. Straw rolls should be installed perpendicular to water movement, parallel to the slope contours. Straw rolls need to fit snuggly against the soil, • no gaps should be between the soil and roll. Wooden stakes will be driven through the rolls and soil to hold rolls in place. Only 1 to 2 inches of stake should be exposed above the rolls. Stake should be installed a maximum of 4 feet apart. 4.1.9 Re -Seeding of Disturbed Area Areas of disturbance that were created during construction but will not be used for the operations of the facility will be re -vegetated after construction has been completed. Project sites should be re- seeded prior to the first available growing season. Seeding of locations should take place during the spring or fall months seeding seasons. Variations may occur depending on weather to determine when seeding should and can take place. Re -seeding of project sites should be accomplished by drill seeding where applicable. When drill seeding, seed should be drill into soil a minimum of 3" deep. In areas where drill seeding is not feasible had broadcasting techniques may be used. On step slopes where broadcasting must be performed seed should be covered by a straw mulch, straw blanket, or hydro -mulch. Hydro seeding techniques can also be used to re -seed project sites in replacement of hand broadcasting and where drill seeding can be performed. Seed mixes will be selected by affected agencies such as the Bureau of Land Management (BLM), U.S. Forest Service, County Agencies, or private land owners. Where mixes are not specified, the seed mix will be selected by the re -vegetation contractor as to match the existing vegetation of the surrounding area as best as possible. Application rates will be selected by the re -vegetation contractor but should not be less than 10 pounds to the acre. In areas where hand broadcasting techniques must be performed application rates are to be doubled. Topsoil that is stripped and stockpiled from construction activities and that is expected to be there for a long expanded amount of time should be seeded as well to prevent erosion until site is reclaimed. 4.2 OTHER CONTROLS 4.2.1 Waste Management and Disposal Road construction and grading will generate various other wastes during the course of construction. Other wastes may include but are not limited to the following: • Trees and Shrubs from clearing operations, • Trash and debris from construction materials and workers, • Sanitary sewage Each of these wastes will be managed so as to not contribute to storm water pollution. Trees and shrubs will be pilled at the toe of fill slopes to provide additional sediment control or may be mulched to be used as ground cover. Construction trash and debris will be collected in approved containers and hauled off-site • periodically for disposal in a suitable landfill. Sanitary waste will be containerized in portable toilets or other storage tanks with waste materials regularly pumped and transported off-site for disposal at an approved facility. 4.2.2 Fuels and Materials Management Petroleum Products Petroleum Products which are typically used during construction of facilities, may include and that may be found onsite are: • Gasoline, diesel fuel, lubricant oils and greases, hydraulic oils, used oils, and solvents. Gasoline and diesel fuels will be stored in portable containers approved for the transportation of fuels, and with secondary containment. Lubricants, hydraulic, and miscellaneous oils and solvents will be stored in approved 55 gallon or smaller containers and located in a designated storage area with secondary containment. Pollutants from petroleum product used during construction activities adhere easily to soil particles and other surfaces. In case of a spill or leak, soils contaminated with petroleum products will be contained and removed to a proper disposal site. Proposed soil erosion and sediment control practices will aid in retention of spills or leaks. Use of secondary containment and drip pans will reduce the likelihood of spills or leaks contacting the ground. Proper maintenance and safe storage practices will reduce the chance of petroleum products contaminating project sites. Oily wastes such as crankcase oil, cans, rags, and paper containing oils will be placed in proper receptacles and disposed of or recycled. Additional sources of petroleum contaminating soils, is leaks for equipment and vehicles. Routine daily inspections will be conducted to identify leaks and initiate corrective actions, if needed. The following guidelines for storing petroleum products will be used: • All product containers will be properly and clearly marked. • Drums will be kept off the ground within secondary containment and stored under cover if needed. • Fuel storage tanks will be placed within a secondary containment storage area. • Lids to storage drums will remain securely fastened when not being used • Emergency spill response procedures will be available onsite. Persons trained in chemical spill handling will remain on call at all times. • Spill clean-up and containment materials (absorbent, shovels, etc.) will be easily accessible. Spills will be • • immediately cleaned up and contaminated materials will be properly stored on site until they can be disposed of in accordance with applicable regulations. • Storage areas and containers will be regularly monitored for leaks; and repaired or replaced as necessary. Workers should be reminded about proper storage and handling of materials during weekly subcontractor or safety meetings. Other Chemical Products Management: Additional materials will be used and stored on site for use in construction. These materials will be stored appropriately and managed to minimize spills and leaks. Material Safety Data Sheets (MSDS) will be located at all storage areas, and in vehicles used for transporting the chemicals. All employees should be trained on how to use MSDS in the case of an emergency. Storage areas will be regularly inspected and any spills or leaks will be cleaned up immediately. Material Management The construction contractor will be responsible for the maintenance of lay down yards and staging areas that are used for the onsite storage of equipment and materials. These areas will be maintained with good house keeping and will be inspected on a regular basis for spills, leaks, and any potential contamination. All spills and leaks will be cleaned up immediately. 4.2.3 Construction Site Housekeeping Housekeeping will consist of neat and orderly storage of materials and containerized fluids. Wastes will be temporarily stored in sealed containers and regularly collected and disposed of at an offsite, suitable facility. If spills occur, prompt cleanup is required to minimize any commingling of waste materials with storm water runoff. Routine maintenance will be limited to fueling and lubrication of equipment. Drip pans will be used during routine fueling and maintenance to contain spill or leaks. Any waste product from maintenance will be containerized and transported offsite for disposal or recycling. There will be no major equipment overhauls conducted onsite. Equipment will be transported offsite for major overhauls. Cleanup of trash and discarded material will be conducted at the end of each work day. Lay down yards and storage areas should be equipped with trash containers that are to be hauled offsite to a local approved landfill and emptied on a weekly basis. Clean-up will consist of patrolling the roadways, access areas, and other areas, and other work areas to pick up trash, scrap debris, other 1111 discarded materials, and any contaminated soils that may be found. • • 5.0 INSPECTION AND MAINTENANCE PROCEDURES Una Development, LLC will comply with all specifications and regulations set forth by the General Permit concerning inspections and reporting spills and maintenance issues. Inspections will be completed for the construction site to include; roads and on any new disturbances one acre or larger. The inspection process will be conducted as follows: • Only qualified inspectors familiar with SWMP and current control measures and appointed by Una Development, LLC will conduct the inspections. • Inspections will cover all areas of the construction project sites to include: Staging Areas, Material lay down yards, access roads, and other areas disturbed by construction. • Inspections will take place at least once every 14 calendar days or after precipitation events, or snow melt events. These inspections will continue until the final reclamation phase has been completed. • Once the final reclamation stage has been completed inspections will be completed at least once every 30 calendar days, and until 70% of vegetation meets pre -disturbed levels. The hula hoop test can be used to determine the 70% level. • All inspections will be documented on an approved SWMP inspection form. • All BMP's will be inspected for evidence of deterioration, sediment build-up, etc. BMP's will be repaired or replaced if found to have defects. Sediment build up will be removed after it has built up to one third (1/3) the height of the straw bales or silt fence. • Access roads will be inspected for evidence of offsite tracking of sediment. • Modifications to the SWMP will be made within seven business days following each inspection if necessary. Modifications will include additional controls designed to correct identified problems, and to meet current regulations. • Inspection reports are to include the following: o Inspectors name (Printed) o Date inspection was completed o Inspectors signature o Brief description of project o BMP's used o BMP's needed of maintenance required o Site Rehabilitation % o Areas inspected o Inspection of any spills found o Inspection period (14 day, 30 day, Precipitation Event) All inspection forms will be retained for a minimum of 3 years from date the site was finally stabilized. • Actions taken to modify any storm water control measures will be recorded and maintained with the SWMP. ■ In the case of a spill, inspections are to be logged on a separate form with a • detailed report of incident and steps taken to remediate and cleanup the spill. • • Maintenance of storm water controls and BMP's should be made as soon as possible following all inspections. Repairs and replacement will be performed by the designated contractor (s). Contractors used to construct control measures should be knowledgably of SWMP controls and proper installation techniques. Una Development, LLC reserves the right to select any contractor they find fit to complete the task. 6.0 NON -STORM WATER DISCHARGES No non -storm water discharges are anticipated from the above listed project. Possible exceptions include fire prevention/ suppression or dust control activities. 7.0 CERTIFICATIONS 7.1 Owner/Applicant Certifiation I certify under Penalty of Law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, that the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. OWNER/OPERATOR Name (printed): Signature: Date: APPLICANT ( If different than Owner) Name (printed): Signature: Date: SWMP Prepared By: Wagon Wheel Consulting, Inc. 111 E. 3rd Street, Suite 213 Rifle, CO 81650 Ph: (970) 625-8433 Cody W. Smith • APPENDIX I. • • • APPENDIX II. • • WAGON WHEEL CONSULTING, INC. CODY W. SMITH 111 E. 3RD STREET, SUITE 213 RIFLE, CO 81650 OFFICE: (970) 625-8433 FAX: (970) 625-8435 June 19, 2007 Una Development, LLC. Attn: Mr. George Strong P.O. Box 808 Silt, CO 81652 Dear Mr. Strong, As per your request on June 11, 2007 Wagon Wheel Consulting, Inc. has completed a Sound Level Monitoring study for Una Development, LLC at your property located west of Parachute, CO. Please find attached to this letter the report detailing the information of the sound study that was completed. Please contact me at (970) 625-8433 if you have any questions or comments on this matter or need additional information. Thank you for the opportunity to be of service to you and your company. Sincerely, Cody W. Smith Wagon Wheel Consulting, Inc. Senior Permitter JUN 2 1 2007 ��r2L4iV''dIAJG UNA DEVELOPMENT, LLC SOUND STUDY REPORT On June 14, 2007 Wagon Wheel Consulting, Inc. conducted a sound level monitoring study to demonstrate the noise levels that can be found at the property lines at the proposed site for Una Development's storage yard for materials related to natural gas drilling activities. The sound study was also conducted to verify compliance with the Colorado State Noise Statute. APPLICABLE NOISE REGULATIONS The proposed use of the property for sounds generated at the site is regulated by the Colorado State Noise Abatement Code (Title 25, Article 12). Table 1 list the allowable sound level limits for uses regulated by the state statute. The proposed use of the property currently falls under the sound levels set for "Residential Zoning." The measurements taken shows comparison to the maximum permissible levels defined for residential land use by the Colorado State Noise Statute (C.R.S. § 25-12-101 et. seq). The maximum permissible noise levels for this use is set at 55 dBA daytime hours (7:00 a.m. — 7:00 p.m. Monday — Friday) with allowable increases up to 65 dBA for fifteen (15) minutes in any one (1) hour period. TABLE 1 COLORADO STATE STATUTE 25-12-103 MAXIMUM PERMISSIBLE NOISE LEVELS - dBA Daytime (1),(2) Nighttime (2) (7:OOam to 7:OOpm) (7:00pm to 7:00am) 55 50 Zone Residential Li s ht Industrial 70 65 (1) During the daytime, the noise level can be increased by 10 dBA for 15 minutes in any one-hour period. (2) Noise level limit decreased by 5 dBA for impulsive type sounds. SITE DESCRIPTION The property for the proposed site is situated at the southeast corner of the intersection of State Hwy 6 & 24 and County Road 300 (Una Road) west of the town of Parachute, CO (SEE ATTACHED MAP). On the north side of the property it is bordered by State Hwy 6 & 24 and the Union Pacific Railroad tracks. County Road 300 runs along the west property line. To the east and south of the property it is bordered by EnCana Oil & Gas's Orchard Compressor Station, and the Tippin Gravel Pit. SOUND STUDY RESULTS Sound levels were recorded at one location on the proposed property. Due to limited access and safety to the equipment, the equipment was set up six (6) feet inside the west property line (see site location map for GPS location of equipment). The location of the equipment was chosen for two reasons; 1) to adequately show noise levels at the entrance to the site, where the majority of noise levels will be generated, 2) to show noise levels from surrounding areas, mainly traffic on County Road 300 that is not associated with the proposed use of the site. Sound levels were taken on June 14, 2007 and June 15, 2007, levels were recorded for a twenty-four (24) hour period to show sound levels during peak hours. Una Development had a fork lift and a semi truck onsite performing normal duties that are to be expected at the site. Operations of the truck and fork lift continued on and off between the hours of 9:00 a.m. and 4:30 p.m. During the time that the equipment was present sound readings ranged from 42 dBA to 58 dBA with a few instances where measurements were in the high 60's and low 70's dBA range. These higher volumes can only be explained by truck traffic along County Road 300 using exhaust (Jake) brakes, and louder mufflered vehicles. Additional activities that occurred during the sound study which includes the heavy truck and vehicle traffic, also includes Union Pacific Railroad trains, a rig move associated with natural gas, construction on EnCana's compressor station, and daily routine operations at the gravel pit. All of these activities contributed to the higher noise volumes that were recorded, and were not associated with the proposed use of the property for Una Development. Table 2 graphs out the sound records that were taken at the site. Attached to this document is a read out of the recordings taken at the site as well. Sound measurements were recorded every two (2) minutes to show a better range of peak noises and times that high peaks lasted around the property. Table 2 A 130 65 0 08:03:08 08:21:08 08z1:08TIME On average the sound levels collected at Una Development's property demonstrates noise levels that can be expected at the site. Sound levels associated to the proposed use will be lower that the measurements shown in table two (2) due to the amounts of additional activities that occur on a daily basis that are not related to the proposed use. Una Development is also proposing to build a ware house at the site where the materials will be stored, with will mitigate noise levels at the site. SOUND MEASUREMENT EQUIPMENT Table 3 identifies the sound monitoring equipment and its specifications that was used to gather the sound levels at the site. The sound meter was set to log two (2) minute averages, showing more "Peaks" and "Valleys" to demonstrate overall sound levels from the site and other sound levels not associated with Una Development, LLC. TABLE 3 MEASUREMENT EQUIPMENT Location Equipment Make/Model Serial # Set 1 Sound Level Meter Extech/407764 1 5ND44 Set 2 Sound Level Meter Extech/407764 1 5ND44 EQUIPMENT SPECIFICATIONS Applicable Standards IEC651 Type 2, ANSI S1.4 Type 2 Accuracy ± 1.5dB (under reference conditions) Frequency Range 31.5Hz - 8KHz Measuring Level 30 — 130dB Frequency Weighting A and C Microphone 0.5" Electret condenser microphone Display 4 -digit LCD Resolution: 0.1dB Bargraph Sampling Rate Datalogging Sample Rate Time Weighting Level Ranges Auto Range AC Output DC Output Display Period: 0.5 sec. 100dB scale, 2dB steps 50mS 1 to 86,400 seconds per record FAST: 125 mS, SLOW: 1 sec. 30-80dB, 40-90dB, 50-100dB, 60-110dB, 70-120dB, 80-130dB 30-130dB 0.707 Vrms at Full Scale Output impedance approx. 6001/ 10mV/dB Output impedance approx. 1000 Date Time Value NC Bat Range O/U 1 06/14/07 08:03:08 55.8 A -- 30-130 --------- 2 06/14/07 08:05:08 52.8 A --- 30-130 - -- ---- 3 06/14/07 08:07:08 64.6 A ----- 30-130 --__-_ 4 06/14/07 08:09:08 55.5 A ----- 30-130 ------- 5 06/14/07 08:11:08 67.7 A ------ 30-130 ---- --- 6 06/14/07 08:13:08 56.8 A --- 30-130 ------ 7 06/14/07 08:15:08 52.4 A ------ 30-130 ------ 8 06/14/07 08:17:08 61.4 A ----- 30-130 ------- 9 06/14/07 08:19:08 58.6 A ----- 30-130 ------- 10 06/14/07 08:21:08 56.9 A ---- 30-130 ---------- 11 06/14/07 08:23:08 48.7 A ------ 30-130 ----------- 12 06/14/07 08:25:08 54.4 A ----- 30-130 -------- 13 06/14/07 08:27:08 58.3 A ----- 30-130 -------- 14 06/14/07 08:29:08 57.4 A ----- 30-130 ---------- 15 06/14/07 08:31:08 65.4 A ------ 30-130 - ------- 16 06/14/07 08:33:08 53.0 A ------ 30-130 ---------- 17 06/14/07 08:35:08 54.7 A ----- 30-130 --- 18 06/14/07 08:37:08 50.1 A --- 30-130 19 06/14/07 08:39:08 64.8 A ----- 30-130 20 06/14/07 08:41:08 53.9 A ---- 30-130 21 06/14/07 08:43:08 49.4 A ----- 30-130 22 06/14/07 08:45:08 49.6 A --- 30-130 23 06/14/07 08:47:08 52.2 A ---- 30-130 24 06/14/07 08:49:08 52.5 A ---- 30-130 25 06/14/07 08:51:08 52.2 A ----- 30-130 26 06/14/07 08:53:08 51.5 A ----- 30-130 27 06/14/07 08:55:08 50.9 A ---- 30-130 28 06/14/07 08:57:08 53.7 A ---- 30-130 29 06/14/07 08:59:08 64.5 A ----- 30-130 30 06/14/07 09:01:08 55.4 A ------- 30-130 31 06/14/07 09:03:08 60.1 A ------ 30-130 32 06/14/07 09:05:08 49.9 A ---- 30-130 33 06/14/07 09:07:08 54.0 A ------- 30-130 34 06/14/07 09:09:08 52.1 A --- 30-130 35 06/14/07 09:11:08 53.3 A --- 30-130 36 06/14/07 09:13:08 55.3 A ---- 30-130 37 06/14/07 09:15:08 57.7 A ---- 30-130 38 06/14/07 09:17:08 52.4 A ------ 30-130 --- 39 06/14/07 09:19:08 57.0 A ---- 30-130 40 06/14/07 09:21:08 52.1 A --- 30-130 41 06/14/07 09:23:08 48.0 A ---- 30-130 42 06/14/07 09:25:08 50.8 A ---- 30-130 43 06/14/07 09:27:08 51.1 A ------ 30-130 44 06/14/07 09:29:08 54.8 A ----- 30-130 45 06/14/07 09:31:08 63.5 A ------ 30-130 46 06/14/07 09:33:08 51.2 A ------ 30-130 47 06/14/07 09:35:08 52.1 A ------ 30-130 48 06/14/07 09:37:08 54.8 A ----- 30-130 --------- 49 06/14/07 09:39:08 57.0 A ----- 30-130 --------- 50 06/14/07 09:41:08 52.5 A 30-130 ------- 51 06/14/07 09:43:08 64.7 A 30-130 ------- 52 06/14/07 09:45:08 53.7 A 30-130 -------- 53 06/14/07 09:47:08 55.2 A 30-130 ------- 54 06/14/07 09:49:08 55.9 A 30-130 ----------- 55 06/14/07 09:51:08 54.4 A 30-130 --------- 56 06/14/07 09:53:08 48.6 A 30-130 --- ----- 57 06/14/07 09:55:08 48.1 A 30-130 ---------- 58 06/14/07 09:57:08 70.7 A 30-130 ------ 59 06/14/07 09:59:08 50.0 A 30-130 60 06/14/07 10:01:08 53.4 A 30-130 61 06/14/07 10:03:08 47.1 A 30-130 62 06/14/07 10:05:08 60.7 A 30-130 63 06/14/07 10:07:08 65.2 A 30-130 ------- 64 06/14/07 10:09:08 50.0 A 30-130 65 06/14/07 10:11:08 54.8 A 30-130 ------- 66 06/14/07 10:13:08 52.0 A 30-130 --------- 67 06/14/07 10:15:08 54.9 A 30-130 ------- 68 06/14/07 10:17:08 52.7 A 30-130 69 06/14/07 10:19:08 46.9 A 30-130 70 06/14/07 10:21:08 47.9 A 30-130 71 06/14/07 10:23:08 57.8 A 30-130 -------- 72 06/14/07 10:25:08 52.7 A 30-130 ----_ 73 06/14/07 10:27:08 54.1 A 30-130 ---------- 74 06/14/07 10:29:08 48.3 A 30-130 - 75 06/14/07 10:31:08 46.0 A ---- 30-130 ------- 76 06/14/07 10:33:08 51.5 A ---- 30-130 - 77 06/14/07 10:35:08 45.5 A ----- 30-130 ------- 78 06/14/07 10:37:08 47.2 A ---- 30-130 - 79 06/14/07 10:39:08 44.4 A ----- 30-130 80 06/14/07 10:41:08 50.2 A --- 30-130 81 06/14/07 10:43:08 47.9 A --- 30-130 82 06/14/07 10:45:08 47.4 A 30-130 83 06/14/07 10:47:08 47.5 A 30-130 84 06/14/07 10:49:08 46.4 A 30-130 85 06/14/07 10:51:08 57.4 A 30-130 86 06/14/07 10:53:08 66.9 A 30-130 87 06/14/07 10:55:08 64.4 A 30-130 88 06/14/07 10:57:08 46.1 A 30-130 89 06/14/07 10:59:08 55.9 A 30-130 90 06/14/07 11:01:08 44.7 A 30-130 91 06/14/07 11:03:08 61.6 A 30-130 92 06/14/07 11:05:08 54.7 A 30-130 93 06/14/07 11:07:08 43.8 A 30-130 94 06/14/07 11:09:08 42.4 A 30-130 95 06/14/07 11:11:08 62.1 A 30-130 96 06/14/07 11:13:08 46.3 A 30-130 97 06/14/07 11:15:08 52.5 A 30-130 98 06/14/07 11:17:08 56.3 A 30-130 99 06/14/07 11:19:08 47.6 A 30-130 100 06/14/07 11:21:08 53.6 A 30-130 101 06/14/07 11:23:08 57.0 A 30-130 102 06/14/07 11:25:08 51.5 A 30-130 103 06/14/07 11:27:08 48.7 A 30-130 104 06/14/07 11:29:08 47.8 A 30-130 105 06/14/07 11:31:08 55.5 A 30-130 106 06/14/07 11:33:08 56.4 A 30-130 107 06/14/07 11:35:08 42.5 A 30-130 108 06/14/07 11:37:08 42.8 A 30-130 109 06/14/07 11:39:08 45.1 A 30-130 110 06/14/07 11:41:08 51.8 A 30-130 111 06/14/07 11:43:08 59.1 A 30-130 112 06/14/07 11:45:08 59.3 A 30-130 113 06/14/07 11:47:08 56.6 A 30-130 114 06/14/07 11:49:08 47.0 A 30-130 115 06/14/07 11:51:08 66.8 A 30-130 116 06/14/07 11:53:08 51.7 A 30-130 117 06/14/07 11:55:08 68.3 A 30-130 118 06/14/07 11:57:08 57.3 A 30-130 119 06/14/07 11:59:08 47.4 A 30-130 120 06/14/07 12:01:08 42.8 A 30-130 121 06/14/07 12:03:08 59.8 A 30-130 122 06/14/07 12:05:08 59.7 A 30-130 123 06/14/07 12:07:08 41.9 A 30-130 124 06/14/07 12:09:08 42.7 A 30-130 125 06/14/07 12:11:08 49.0 A 30-130 126 06/14/07 12:13:08 45.5 A 30-130 127 06/14/07 12:15:08 57.0 A 30-130 128 06/14/07 12:17:08 45.3 A 30-130 129 06/14/07 12:19:08 45.1 A 30-130 130 06/14/07 12:21:08 50.0 A 30-130 131 06/14/07 12:23:08 46.1 A 30-130 132 06/14/07 12:25:08 45.6 A 30-130 133 06/14/07 12:27:08 48.5 A 30-130 134 06/14/07 12:29:08 42.6 A 30-130 135 06/14/07 12:31:08 45.4 A 30-130 136 06/14/07 12:33:08 44.5 A 30-130 137 06/14/07 12:35:08 42.0 A 30-130 138 06/14/07 12:37:08 43.9 A 30-130 139 06/14/07 12:39:08 56.6 A 30-130 140 06/14/07 12:41:08 47.6 A 30-130 141 06/14/07 12:43:08 43.5 A 30-130 142 06/14/07 12:45:08 52.6 A 30-130 143 06/14/07 12:47:08 40.9 A 30-130 144 06/14/07 12:49:08 41.3 A 30-130 145 06/14/07 12:51:08 37.2 A 30-130 146 06/14/07 12:53:08 42.0 A 30-130 147 06/14/07 12:55:08 46.8 A 30-130 148 06/14/07 12:57:08 45.0 A 30-130 149 06/14/07 12:59:08 50.9 A 30-130 150 06/14/07 13:01:08 58.3 A 30-130 151 06/14/07 13:03:08 48.1 A 30-130 152 06/14/07 13:05:08 46.3 A 30-130 153 06/14/07 13:07:08 43.5 A 30-130 154 06/14/07 13:09:08 45.7 A 30-130 155 06/14/07 13:11:08 48.1 A 30-130 156 06/14/07 13:13:08 40.0 A 30-130 157 06/14/07 13:15:08 42.5 A 30-130 158 06/14/07 13:17:08 43.0 A 30-130 159 06/14/07 13:19:08 43.2 A 30-130 160 06/14/07 13:21:08 47.4 A 30-130 161 06/14/07 13:23:08 44.2 A 30-130 162 06/14/07 13:25:08 63.0 A 30-130 163 06/14/07 13:27:08 39.1 A 30-130 164 06/14/07 13:29:08 61.5 A 30-130 165 06/14/07 13:31:08 61.3 A ------ 30-130 166 06/14/07 13:33:08 52.1 A ------ 30-130 167 06/14/07 13:35:08 46.2 A -- 30-130 168 06/14/07 13:37:08 70.1 A ----- 30-130 169 06/14/07 13:39:08 48.1 A ---- 30-130 170 06/14/07 13:41:08 46.7 A ---- 30-130 171 06/14/07 13:43:08 54.4 A ---- 30-130 172 06/14/07 13:45:08 51.9 A ---- 30-130 173 06/14/07 13:47:08 48.6 A ------ 30-130 174 06/14/07 13:49:08 51.1 A ------ 30-130 175 06/14/07 13:51:08 56.2 A ------ 30-130 176 06/14/07 13:53:08 53.8 A ---- 30-130 177 06/14/07 13:55:08 47.2 A ---- 30-130 178 06/14/07 13:57:08 47.1 A ---- 30-130 179 06/14/07 13:59:08 52.6 A ------ 30-130 180 06/14/07 14:01:08 50.1 A ----- 30-130 181 06/14/07 14:03:08 48.4 A ------ 30-130 182 06/14/07 14:05:08 53.4 A ------ 30-130 183 06/14/07 14:07:08 53.9 A ----- 30-130 184 06/14/07 14:09:08 46.9 A --- 30-130 185 06/14/07 14:11:08 48.5 A ------ 30-130 186 06/14/07 14:13:08 76.2 A ----- 30-130 187 06/14/07 14:15:08 53.4 A ----- 30-130 188 06/14/07 14:17:08 51.0 A ------ 30-130 189 06/14/07 14:19:08 60.2 A --- 30-130 190 06/14/07 14:21:08 47.2 A ----- 30-130 191 06/14/07 14:23:08 44.5 A ----- 30-130 192 06/14/07 14:25:08 43.5 A ----- 30-130 193 06/14/07 14:27:08 58.7 A ----- 30-130 194 06/14/07 14:29:08 40.6 A ----- 30-130 195 06/14/07 14:31:08 44.9 A --- 30-130 196 06/14/07 14:33:08 40.4 A ----- 30-130 197 06/14/07 14:35:08 64.7 A ------- 30-130 198 06/14/07 14:37:08 62.3 A --- 30-130 199 06/14/07 14:39:08 41.6 A ------ 30-130 200 06/14/07 14:41:08 50.9 A ----- 30-130 201 06/14/07 14:43:08 70.9 A ----- 30-130 202 06/14/07 14:45:08 40.3 A ------ 30-130 203 06/14/07 14:47:08 66.1 A ------- 30-130 204 06/14/07 14:49:08 55.9 A ------ 30-130 205 06/14/07 14:51:08 47.9 A ------ 30-130 206 06/14/07 14:53:08 44.2 A ----- 30-130 207 06/14/07 14:55:08 44.5 A ---- 30-130 208 06/14/07 14:57:08 64.2 A ------ 30-130 209 06/14/07 14:59:08 61.6 A ------ 30-130 210 06/14/07 15:01:08 45.9 A ----- 30-130 211 06/14/07 15:03:08 60.9 A ------ 30-130 212 06/14/07 15:05:08 48.4 A ----- 30-130 213 06/14/07 15:07:08 53.8 A ----- 30-130 214 06/14/07 15:09:08 47.4 A ------ 30-130 215 06/14/07 15:11:08 49.5 A ------ 30-130 216 06/14/07 15:13:08 49.6 A ---- 30-130 217 06/14/07 15:15:08 49.9 A ------ 30-130 218 06/14/07 15:17:08 44.4 A --- 30-130 219 06/14/07 15:19:08 43.0 A ---- 30-130 220 06/14/07 15:21:08 48.5 A ------ 30-130 221 06/14/07 15:23:08 45.9 A ----- 30-130 222 06/14/07 15:25:08 44.5 A ---- 30-130 223 06/14/07 15:27:08 65.0 A --- 30-130 224 06/14/07 15:29:08 43.5 A ----- 30-130 225 06/14/07 15:31:08 49.4 A ---- 30-130 226 06/14/07 15:33:08 48.4 A ------ 30-130 227 06/14/07 15:35:08 42.6 A ------ 30-130 228 06/14/07 15:37:08 48.0 A ----- 30-130 229 06/14/07 15:39:08 56.0 A ----- 30-130 230 06/14/07 15:41:08 66.9 A --- 30-130 231 06/14/07 15:43:08 54.5 A ----- 30-130 232 06/14/07 15:45:08 44.8 A --- 30-130 233 06/14/07 15:47:08 54.6 A ---- 30-130 234 06/14/07 15:49:08 74.4 A - 30-130 235 06/14/07 15:51:08 45.1 A ----- 30-130 236 06/14/07 15:53:08 53.2 A ----- 30-130 237 06/14/07 15:55:08 51.8 A 30-130 238 06/14/07 15:57:08 67.3 A 30-130 239 06/14/07 15:59:08 49.5 A 30-130 240 06/14/07 16:01:08 71.5 A 30-130 241 06/14/07 16:03:08 47.1 A 30-130 242 06/14/07 16:05:08 55.4 A 30-130 243 06/14/07 16:07:08 45.1 A 30-130 244 06/14/07 16:09:08 42.4 A 30-130 245 06/14/07 16:11:08 43.3 A 30-130 246 06/14/07 16:13:08 52.4 A 30-130 247 06/14/07 16:15:08 60.9 A 30-130 248 06/14/07 16:17:08 45.2 A 30-130 249 06/14/07 16:19:08 41.5 A 30-130 250 06/14/07 16:21:08 48.1 A 30-130 251 06/14/07 16:23:08 43.5 A 30-130 252 06/14/07 16:25:08 44.3 A 30-130 253 06/14/07 16:27:08 48.9 A 30-130 254 06/14/07 16:29:08 56.3 A 30-130 255 06/14/07 16:31:08 62.1 A 30-130 256 06/14/07 16:33:08 47.4 A 30-130 257 06/14/07 16:35:08 58.6 A 30-130 258 06/14/07 16:37:08 56.2 A 30-130 259 06/14/07 16:39:08 55.0 A 30-130 260 06/14/07 16:41:08 56.6 A 30-130 261 06/14/07 16:43:08 71.5 A 30-130 262 06/14/07 16:45:08 61.4 A 30-130 263 06/14/07 16:47:08 63.1 A 30-130 264 06/14/07 16:49:08 62.0 A 30-130 265 06/14/07 16:51:08 61.5 A 30-130 266 06/14/07 16:53:08 60.8 A 30-130 267 06/14/07 16:55:08 63.4 A 30-130 268 06/14/07 16:57:08 60.0 A 30-130 ------ 269 06/14/07 16:59:08 61.6 A 30-130 270 06/14/07 17:01:08 70.0 A 30-130 271 06/14/07 17:03:08 62.4 A 30-130 272 06/14/07 17:05:08 72.5 A 30-130 273 06/14/07 17:07:08 61.8 A 30-130 274 06/14/07 17:09:08 46.9 A 30-130 --- 275 06/14/07 17:11:08 46.2 A 30-130 276 06/14/07 17:13:08 55.3 A 30-130 277 06/14/07 17:15:08 62.0 A 30-130 278 06/14/07 17:17:08 52.3 A 30-130 279 06/14/07 17:19:08 40.8 A 30-130 280 06/14/07 17:21:08 49.2 A 30-130 281 06/14/07 17:23:08 36.9 A 30-130 282 06/14/07 17:25:08 41.8 A 30-130 283 06/14/07 17:27:08 66.0 A 30-130 284 06/14/07 17:29:08 37.1 A 30-130 285 06/14/07 17:31:08 44.0 A 30-130 286 06/14/07 17:33:08 36.4 A 30-130 287 06/14/07 17:35:08 52.2 A 30-130 288 06/14/07 17:37:08 39.2 A 30-130 289 06/14/07 17:39:08 52.9 A 30-130 290 06/14/07 17:41:08 44.7 A - 30-130 291 06/14/07 17:43:08 37.3 A ------- 30-130 292 06/14/07 17:45:08 37.7 A ----- 30-130 293 06/14/07 17:47:08 40.9 A ------- 30-130 ----___ 294 06/14/07 17:49:08 62.9 A ------ 30-130 -- ------- 295 06/14/07 17:51:08 61.9 A --- 30-130 --______-- 296 06/14/07 17:53:08 60.1 A ----- 30-130 -------- 297 06/14/07 17:55:08 40.8 A ------ 30-130 -------- 298 06/14/07 17:57:08 70.2 A ------ 30-130 299 06/14/07 17:59:08 59.2 A ------ 30-130 300 06/14/07 18:01:08 48.1 A ------ 30-130 301 06/14/07 18:03:08 39.0 A ------ 30-130 302 06/14/07 18:05:08 56.0 A ------ 30-130 303 06/14/07 18:07:08 53.8 A ------ 30-130 304 06/14/07 18:09:08 59.5 A ---- 30-130 305 06/14/07 18:11:08 44.9 A ----- 30-130 306 06/14/07 18:13:08 44.7 A 30-130 307 06/14/07 18:15:08 45.4 A 30-130 --- 308 06/14/07 18:17:08 38.0 A 30-130 309 06/14/07 18:19:08 38.1 A 30-130 310 06/14/07 18:21:08 62.8 A 30-130 311 06/14/07 18:23:08 39.8 A 30-130 312 06/14/07 18:25:08 36.1 A 30-130 313 06/14/07 18:27:08 45.2 A 30-130 314 06/14/07 18:29:08 38.6 A 30-130 --- 315 06/14/07 18:31:08 54.3 A 30-130 316 06/14/07 18:33:08 47.0 A 30-130 -- 317 06/14/07 18:35:08 45.3 A 30-130 318 06/14/07 18:37:08 44.8 A 30-130 319 06/14/07 18:39:08 47.1 A 30-130 320 06/14/07 18:41:08 59.3 A 30-130 - 321 06/14/07 18:43:08 42.9 A 30-130 ---- 322 06/14/07 18:45:08 47.3 A 30-130 323 06/14/07 18:47:08 46.7 A 30-130 324 06/14/07 18:49:08 45.7 A 30-130 325 06/14/07 18:51:08 46.7 A 30-130 326 06/14/07 18:53:08 42.7 A 30-130 --- 327 06/14/07 18:55:08 44.5 A 30-130 328 06/14/07 18:57:08 74.6 A 30-130 329 06/14/07 18:59:08 48.8 A 30-130 --- 330 06/14/07 19:01:08 50.3 A 30-130 331 06/14/07 19:03:08 60.2 A 30-130 332 06/14/07 19:05:08 46.9 A 30-130 333 06/14/07 19:07:08 42.0 A 30-130 334 06/14/07 19:09:08 49.3 A 30-130 335 06/14/07 19:11:08 43.7 A 30-130 336 06/14/07 19:13:08 48.7 A 30-130 337 06/14/07 19:15:08 40.5 A 30-130 338 06/14/07 19:17:08 48.9 A 30-130 339 06/14/07 19:19:08 45.0 A 30-130 340 06/14/07 19:21:08 47.9 A 30-130 341 06/14/07 19:23:08 46.3 A 30-130 342 06/14/07 19:25:08 47.8 A 30-130 343 06/14/07 19:27:08 46.2 A 30-130 344 06/14/07 19:29:08 46.5 A 30-130 345 06/14/07 19:31:08 44.2 A 30-130 346 06/14/07 19:33:08 65.0 A 30-130 347 06/14/07 19:35:08 50.1 A 30-130 348 06/14/07 19:37:08 36.8 A 30-130 349 06/14/07 19:39:08 38.9 A 30-130 350 06/14/07 19:41:08 41.5 A 30-130 351 06/14/07 19:43:08 39.0 A 30-130 352 06/14/07 19:45:08 40.0 A 30-130 353 06/14/07 19:47:08 37.1 A 30-130 354 06/14/07 19:49:08 42.8 A 30-130 355 06/14/07 19:51:08 40.6 A 30-130 356 06/14/07 19:53:08 41.5 A 30-130 357 06/14/07 19:55:08 55.4 A 30-130 358 06/14/07 19:57:08 43.3 A 30-130 359 06/14/07 19:59:08 46.0 A 30-130 360 06/14/07 20:01:08 42.2 A 30-130 361 06/14/07 20:03:08 42.4 A 30-130 362 06/14/07 20:05:08 45.3 A 30-130 363 06/14/07 20:07:08 53.2 A 30-130 364 06/14/07 20:09:08 41.2 A - 30-130 365 06/14/07 20:11:08 37.6 A 30-130 366 06/14/07 20:13:08 52.3 A ------ 30-130 367 06/14/07 20:15:08 39.2 A - 30-130 368 06/14/07 20:17:08 48.1 A ---- 30-130 369 06/14/07 20:19:08 38.5 A ---- 30-130 370 06/14/07 20:21:08 42.4 A ------ 30-130 371 06/14/07 20:23:08 44.0 A -- 30-130 372 06/14/07 20:25:08 50.6 A ---- 30-130 373 06/14/07 20:27:08 44.3 A ----- 30-130 374 06/14/07 20:29:08 45.9 A ---- 30-130 375 06/14/07 20:31:08 60.7 A ---- 30-130 376 06/14/07 20:33:08 52.5 A ------ 30-130 -- 377 06/14/07 20:35:08 45.4 A ---- 30-130 378 06/14/07 20:37:08 45.2 A ----- 30-130 379 06/14/07 20:39:08 42.9 A ---- 30-130 380 06/14/07 20:41:08 42.5 A ---- 30-130 381 06/14/07 20:43:08 42.6 A ------ 30-130 - - 382 06/14/07 20:45:08 43.9 A - 30-130 383 06/14/07 20:47:08 44.3 A ---- 30-130 384 06/14/07 20:49:08 67.4 A ---- 30-130 385 06/14/07 20:51:08 48.5 A ------ 30-130 386 06/14/07 20:53:08 44.6 A ----- 30-130 387 06/14/07 20:55:08 44.8 A ---- 30-130 - 388 06/14/07 20:57:08 42.0 A ------ 30-130 389 06/14/07 20:59:08 50.9 A ---- 30-130 390 06/14/07 21:01:08 42.5 A --- 30-130 391 06/14/07 21:03:08 59.4 A ----- 30-130 392 06/14/07 21:05:08 40.2 A ----- 30-130 393 06/14/07 21:07:08 43.9 A ---- 30-130 394 06/14/07 21:09:08 56.1 A ----- 30-130 395 06/14/07 21:11:08 60.6 A ---- 30-130 396 06/14/07 21:13:08 39.0 A ---- 30-130 397 06/14/07 21:15:08 41.8 A ------ 30-130 398 06/14/07 21:17:08 39.9 A ---- 30-130 399 06/14/07 21:19:08 48.0 A ---- 30-130 400 06/14/07 21:21:08 40.1 A ----- 30-130 401 06/14/07 21:23:08 39.7 A ------ 30-130 402 06/14/07 21:25:08 46.9 A ----- 30-130 403 06/14/07 21:27:08 69.5 A ---- 30-130 404 06/14/07 21:29:08 47.2 A ----- 30-130 405 06/14/07 21:31:08 43.7 A ---- 30-130 406 06/14/07 21:33:08 55.8 A --- 30-130 407 06/14/07 21:35:08 42.1 A ---- 30-130 408 06/14/07 21:37:08 48.5 A ----- 30-130 409 06/14/07 21:39:08 51.0 A ----- 30-130 410 06/14/07 21:41:08 46.5 A ---- 30-130 411 06/14/07 21:43:08 50.4 A ----- 30-130 412 06/14/07 21:45:08 51.6 A ---- 30-130 413 06/14/07 21:47:08 46.8 A --- 30-130 414 06/14/07 21:49:08 60.5 A ---- 30-130 ---------- 415 06/14/07 21:51:08 55.3 A ---- 30-130 ---------- 416 06/14/07 21:53:08 44.4 A ----- 30-130 ------ 417 06/14/07 21:55:08 47.5 A ---- 30-130 --- 418 06/14/07 21:57:08 43.9 A ------ 30-130 ----- 419 06/14/07 21:59:08 48.5 A ------ 30-130 ---- 420 06/14/07 22:01:08 44.5 A ---- 30-130 ------- 421 06/14/07 22:03:08 40.3 A ----- 30-130 422 06/14/07 22:05:08 46.6 A ------ 30-130 ------- 423 06/14/07 22:07:08 48.9 A ---- 30-130 --- 424 06/14/07 22:09:08 51.1 A ----- 30-130 -------- 425 06/14/07 22:11:08 40.3 A ----- 30-130 --------- 426 06/14/07 22:13:08 53.0 A ----- 30-130 --------- 427 06/14/07 22:15:08 41.4 A ----- 30-130 --------- 428 06/14/07 22:17:08 43.5 A 30-130 -------- 429 06/14/07 22:19:08 46.1 A 30-130 - ------- 430 06/14/07 22:21:08 47.8 A 30-130 431 06/14/07 22:23:08 48.2 A 30-130 ------- 432 06/14/07 22:25:08 49.2 A 30-130 ---------- 433 06/14/07 22:27:08 46.7 A 30-130 -------- 434 06/14/07 22:29:08 42.8 A 30-130 - ------- 435 06/14/07 22:31:08 42.4 A 30-130 -------- 436 06/14/07 22:33:08 41.5 A 30-130 ---- 437 06/14/07 22:35:08 42.4 A 30-130 ---------- 438 06/14/07 22:37:08 43.7 A 30-130 ------- 439 06/14/07 22:39:08 45.9 A 30-130 ---------- 440 06/14/07 22:41:08 40.8 A 30-130 --------- 441 06/14/07 22:43:08 41.0 A 30-130 ----------- 442 06/14/07 22:45:08 45.0 A 30-130 ----- 443 06/14/07 22:47:08 45.5 A 30-130 ----_--- 444 06/14/07 22:49:08 44.0 A 30-130 ---------- 445 06/14/07 22:51:08 42.2 A 30-130 --------- 446 06/14/07 22:53:08 48.3 A 30-130 -------- 447 06/14/07 22:55:08 47.9 A 30-130 -------- 448 06/14/07 22:57:08 53.8 A 30-130 ------- 449 06/14/07 22:59:08 47.9 A 30-130 ---- 450 06/14/07 23:01:08 46.2 A 30-130 - 451 06/14/07 23:03:08 44.8 A ------ 30-130 452 06/14/07 23:05:08 45.5 A ----- 30-130 ----- 453 06/14/07 23:07:08 42.6 A ------ 30-130 454 06/14/07 23:09:08 41.2 A ------ 30-130 --- 455 06/14/07 23:11:08 45.6 A ------ 30-130 --- 456 06/14/07 23:13:08 38.7 A ------- 30-130 457 06/14/07 23:15:08 40.5 A ------ 30-130 458 06/14/07 23:17:08 38.5 A ------ 30-130 --- 459 06/14/07 23:19:08 44.0 A ------- 30-130 460 06/14/07 23:21:08 41.8 A ------ 30-130 461 06/14/07 23:23:08 38.7 A ----- 30-130 462 06/14/07 23:25:08 41.5 A ---- 30-130 463 06/14/07 23:27:08 40.5 A ---- 30-130 464 06/14/07 23:29:08 40.8 A ------ 30-130 465 06/14/07 23:31:08 38.1 A ----- 30-130 466 06/14/07 23:33:08 44.6 A --- 30-130 - 467 06/14/07 23:35:08 39.6 A - 30-130 468 06/14/07 23:37:08 41.2 A ----- 30-130 469 06/14/07 23:39:08 38.5 A ---- 30-130 --- 470 06/14/07 23:41:08 44.4 A ---- 30-130 471 06/14/07 23:43:08 39.7 A ----- 30-130 472 06/14/07 23:45:08 42.8 A ----- 30-130 473 06/14/07 23:47:08 40.9 A ---- 30-130 --- 474 06/14/07 23:49:08 35.4 A ----- 30-130 475 06/14/07 23:51:08 36.7 A ---- 30-130 476 06/14/07 23:53:08 39.4 A ------ 30-130 477 06/14/07 23:55:08 44.3 A ---- 30-130 - 478 06/14/07 23:57:08 71.9 A --- 30-130 479 06/14/07 23:59:08 38.7 A ------ 30-130 ---- 480 06/15/07 00:01:08 38.8 A ---- 30-130 481 06/15/07 00:03:08 36.5 A ----- 30-130 482 06/15/07 00:05:08 46.2 A ----- 30-130 483 06/15/07 00:07:08 52.9 A ----- 30-130 - 484 06/15/07 00:09:08 49.3 A ----- 30-130 485 06/15/07 00:11:08 49.2 A ----- 30-130 --- 486 06/15/07 00:13:08 61.5 A ----- 30-130 487 06/15/07 00:15:08 41.7 A ------ 30-130 --------- 488 06/15/07 00:17:08 44.2 A ----- 30-130 489 06/15/07 00:19:08 40.6 A --- 30-130 --- 490 06/15/07 00:21:08 45.0 A ------ 30-130 491 06/15/07 00:23:08 39.5 A ----- 30-130 492 06/15/07 00:25:08 49.2 A---- 493 06/15/07 00:27:08 40.2 A-------- 494 06/15/07 00:29:08 48.0 A --- 30-130 ----- 495 06/15/07 00:31:08 41.4 A ---- 30-130 496 06/15/07 00:33:08 39.9 A --- 30-130 497 06/15/07 00:35:08 40.3 A ------ 30-130 498 06/15/07 00:37:08 42.7 A --- 30-130 499 06/15/07 00:39:08 38.7 A --- 30-130 500 06/15/07 00:41:08 40.0 A ---- 30-130 501 06/15/07 00:43:08 40.9 A ----- 30-130 502 06/15/07 00:45:08 40.9 A ------ 30-130 503 06/15/07 00:47:08 39.2 A ----- 30-130 504 06/15/07 00:49:08 47.4 A ----- 30-130 505 06/15/07 00:51:08 42.3 A ----- 30-130 506 06/15/07 00:53:08 41.1 A ----- 30-130 507 06/15/07 00:55:08 43.0 A ----- 30-130 508 06/15/07 00:57:08 41.3 A ------ 30-130 509 06/15/07 00:59:08 41.5 A ----- 30-130 510 06/15/07 01:01:08 40.8 A ---- 30-130 511 06/15/07 01:03:08 43.1 A ------ 30-130 512 06/15/07 01:05:08 44.1 A ---- 30-130 513 06/15/07 01:07:08 50.0 A ----- 30-130 514 06/15/07 01:09:08 41.2 A ----- 30-130 515 06/15/07 01:11:08 45.8 A --- 30-130 516 06/15/07 01:13:08 41.9 A ------ 30-130 517 06/15/07 01:15:08 43.9 A ---- 30-130 518 06/15/07 01:17:08 43.6 A ----- 30-130 519 06/15/07 01:19:08 48.6 A ----- 30-130 520 06/15/07 01:21:08 41.0 A ----- 30-130 521 06/15/07 01:23:08 43.5 A ---- 30-130 522 06/15/07 01:25:08 36.8 A ------- 30-130 523 06/15/07 01:27:08 40.2 A ----- 30-130 524 06/15/07 01:29:08 38.3 A ----- 30-130 525 06/15/07 01:31:08 41.2 A ----- 30-130 526 06/15/07 01:33:08 43.6 A ----- 30-130 527 06/15/07 01:35:08 43.5 A ----- 30-130 528 06/15/07 01:37:08 38.3 A ----- 30-130 529 06/15/07 01:39:08 38.0 A -- 30-130 530 06/15/07 01:41:08 36.2 A 30-130 531 06/15/07 01:43:08 52.6 A 30-130 532 06/15/07 01:45:08 38.0 A 30-130 533 06/15/07 01:47:08 38.8 A 30-130 534 06/15/07 01:49:08 37.5 A 30-130 535 06/15/07 01:51:08 42.3 A 30-130 536 06/15/07 01:53:08 40.5 A 30-130 537 06/15/07 01:55:08 42.3 A 30-130 538 06/15/07 01:57:08 55.0 A 30-130 539 06/15/07 01:59:08 45.8 A 30-130 540 06/15/07 02:01:08 71.2 A 30-130 541 06/15/07 02:03:08 77.9 A 30-130 542 06/15/07 02:05:08 73.3 A 30-130 543 06/15/07 02:07:08 47.3 A 30-130 544 06/15/07 02:09:08 43.3 A -- 30-130 545 06/15/07 02:11:08 41.0 A 30-130 546 06/15/07 02:13:08 41.7 A 30-130 547 06/15/07 02:15:08 45.7 A 30-130 548 06/15/07 02:17:08 40.2 A 30-130 549 06/15/07 02:19:08 39.5 A 30-130 550 06/15/07 02:21:08 52.6 A 30-130 551 06/15/07 02:23:08 54.2 A 30-130 552 06/15/07 02:25:08 40.5 A 30-130 553 06/15/07 02:27:08 40.6 A 30-130 554 06/15/07 02:29:08 43.5 A 30-130 555 06/15/07 02:31:08 44.9 A 30-130 556 06/15/07 02:33:08 39.3 A 30-130 557 06/15/07 02:35:08 42.0 A 30-130 558 06/15/07 02:37:08 47.1 A 30-130 559 06/15/07 02:39:08 39.4 A 30-130 560 06/15/07 02:41:08 39.9 A 30-130 561 06/15/07 02:43:08 39.8 A 30-130 562 06/15/07 02:45:08 45.6 A 30-130 563 06/15/07 02:47:08 43.1 A 30-130 564 06/15/07 02:49:08 39.3 A 30-130 565 06/15/07 02:51:08 45.5 A 30-130 566 06/15/07 02:53:08 50.0 A 30-130 567 06/15/07 02:55:08 49.3 A 30-130 568 06/15/07 02:57:08 46.5 A 30-130 569 06/15/07 02:59:08 40.5 A 30-130 570 06/15/07 03:01:08 39.2 A 30-130 571 06/15/07 03:03:08 42.8 A 30-130 572 06/15/07 03:05:08 46.5 A 30-130 573 06/15/07 03:07:08 40.3 A 30-130 574 06/15/07 03:09:08 39.7 A 30-130 575 06/15/07 03:11:08 38.2 A 30-130 576 06/15/07 03:13:08 41.1 A 30-130 577 06/15/07 03:15:08 43.4 A 30-130 578 06/15/07 03:17:08 41.1 A 30-130 579 06/15/07 03:19:08 43.3 A 30-130 580 06/15/07 03:21:08 42.8 A 30-130 581 06/15/07 03:23:08 42.9 A 30-130. -------- 582 06/15/07 03:25:08 37.7 A 30-130 583 06/15/07 03:27:08 46.6 A 30-130 ----------- 584 06/15/07 03:29:08 41.3 A 30-130 ---------_ 585 06/15/07 03:31:08 43.3 A 30-130 ------ 586 06/15/07 03:33:08 40.3 A 30-130 --------- 587 06/15/07 03:35:08 43.8 A 30-130 ------ 588 06/15/07 03:37:08 37.9 A 30-130 -------- 589 06/15/07 03:39:08 45.5 A 30-130 -------- 590 06/15/07 03:41:08 52.4 A 30-130 ------ 591 06/15/07 03:43:08 39.5 A 30-130 ---------- 592 06/15/07 03:45:08 43.1 A 30-130 ----- - 593 06/15/07 03:47:08 62.3 A 30-130 --------- 594 06/15/07 03:49:08 45.6 A 30-130 ---------- 595 06/15/07 03:51:08 60.7 A 30-130 -------- 596 06/15/07 03:53:08 50.6 A 30-130 597 06/15/07 03:55:08 38.6 A 30-130 ---------- 598 06/15/07 03:57:08 41.0 A 30-130 599 06/15/07 03:59:08 51.7 A 30-130 ---------- 600 06/15/07 04:01:08 38.9 A 30-130 -------- 601 06/15/07 04:03:08 45.9 A 30-130 602 06/15/07 04:05:08 47.4 A 30-130 ---------- 603 06/15/07 04:07:08 47.9 A 30-130 604 06/15/07 04:09:08 46.9 A 30-130 ------- 605 06/15/07 04:11:08 78.0 A 30-130 606 06/15/07 04:13:08 50.6 A 30-130 - ------ 607 06/15/07 04:15:08 47.0 A 30-130 - 608 06/15/07 04:17:08 49.1 A 30-130 609 06/15/07 04:19:08 46.9 A 30-130 - - - ----- 610 06/15/07 04:21:08 49.5 A 30-130 ------ 611 06/15/07 04:23:08 44.6 A 30-130 612 06/15/07 04:25:08 40.5 A 30-130 -- 613 06/15/07 04:27:08 46.5 A 30-130 ---------- 614 06/15/07 04:29:08 74.5 A 30-130 -------- 615 06/15/07 04:31:08 44.9 A 30-130 616 06/15/07 04:33:08 54.2 A 30-130 617 06/15/07 04:35:08 49.0 A ------- 30-130 618 06/15/07 04:37:08 54.0 A ----- 30-130 619 06/15/07 04:39:08 51.3 A ---- 30-130 620 06/15/07 04:41:08 45.3 A ----- 30-130 621 06/15/07 04:43:08 52.8 A ----- 30-130 622 06/15/07 04:45:08 55.6 A ---- 30-130 623 06/15/07 04:47:08 45.3 A ------ 30-130 624 06/15/07 04:49:08 50.0 A ------ 30-130 625 06/15/07 04:51:08 47.4 A ------ 30-130 - 626 06/15/07 04:53:08 47.6 A ----- 30-130 627 06/15/07 04:55:08 46.0 A ---- 30-130 628 06/15/07 04:57:08 50.9 A ----- 30-130 629 06/15/07 04:59:08 49.5 A ----- 30-130 630 06/15/07 05:01:08 50.0 A - 30-130 ---------- 631 06/15/07 05:03:08 49.7 A 30-130 --------- 632 06/15/07 05:05:08 46.7 A 30-130 ----------- 633 06/15/07 05:07:08 49.0 A 30-130 --------- 634 06/15/07 05:09:08 50.9 A 30-130 635 06/15/07 05:11:08 50.1 A 30-130 --------- 636 06/15/07 05:13:08 47.2 A 30-130 ------ 637 06/15/07 05:15:08 50.7 A 30-130 --- 638 06/15/07 05:17:08 45.8 A 30-130 -------- 639 06/15/07 05:19:08 47.3 A 30-130 --------- 640 06/15/07 05:21:08 43.8 A 30-130 --------- 641 06/15/07 05:23:08 51.1 A 30-130 -- 642 06/15/07 05:25:08 49.8 A 30-130 643 06/15/07 05:27:08 50.7 A 30-130 644 06/15/07 05:29:08 50.1 A 30-130 645 06/15/07 05:31:08 56.5 A 30-130 646 06/15/07 05:33:08 49.8 A 30-130 - 647 06/15/07 05:35:08 47.4 A 30-130 648 06/15/07 05:37:08 50.1 A 30-130 649 06/15/07 05:39:08 49.3 A 30-130 650 06/15/07 05:41:08 51.6 A 30-130 651 06/15/07 05:43:08 60.0 A 30-130 --- 652 06/15/07 05:45:08 52.2 A 30-130 ----- 653 06/15/07 05:47:08 52.6 A 30-130 654 06/15/07 05:49:08 57.9 A 30-130 655 06/15/07 05:51:08 55.7 A 30-130 656 06/15/07 05:53:08 54.1 A 30-130 657 06/15/07 05:55:08 53.8 A 30-130 658 06/15/07 05:57:08 57.9 A 30-130 659 06/15/07 05:59:08 57.6 A 30-130 - --- 660 06/15/07 06:01:08 54.4 A 30-130 -- 661 06/15/07 06:03:08 52.5 A 30-130 662 06/15/07 06:05:08 62.8 A 30-130 663 06/15/07 06:07:08 58.3 A 664 06/15/07 06:09:08 52.0 A 665 06/15/07 06:11:08 55.2 A 666 06/15/07 06:13:08 55.0 A 667 06/15/07 06:15:08 69.7 A 668 06/15/07 06:17:08 64.4 A 669 06/15/07 06:19:08 61.5 A 670 06/15/07 06:21:08 57.8 A 671 06/15/07 06:23:08 54.0 A 672 06/15/07 06:25:08 51.9 A 673 06/15/07 06:27:08 65.3 A 674 06/15/07 06:29:08 49.5 A 675 06/15/07 06:31:08 52.1 A 676 06/15/07 06:33:08 58.2 A 677 06/15/07 06:35:08 59.6 A 678 06/15/07 06:37:08 50.9 A 679 06/15/07 06:39:08 48.5 A 680 06/15/07 06:41:08 55.3 A 681 06/15/07 06:43:08 47.4 A 682 06/15/07 06:45:08 54.5 A 683 06/15/07 06:47:08 51.0 A 684 06/15/07 06:49:08 52.2 A 685 06/15/07 06:51:08 52.3 A 686 06/15/07 06:53:08 45.5 A 687 06/15/07 06:55:08 46.6 A 688 06/15/07 06:57:08 47.2 A 689 06/15/07 06:59:08 64.8 A 690 06/15/07 07:01:08 51.2 A 691 06/15/07 07:03:08 48.3 A 692 06/15/07 07:05:08 64.4 A 693 06/15/07 07:07:08 54.0 A 694 06/15/07 07:09:08 56.9 A 695 06/15/07 07:11:08 57.4 A 696 06/15/07 07:13:08 51.5 A 697 06/15/07 07:15:08 53.6 A 698 06/15/07 07:17:08 63.7 A 699 06/15/07 07:19:08 52.3 A 700 06/15/07 07:21:08 54.8 A 701 06/15/07 07:23:08 58.4 A 702 06/15/07 07:25:08 73.4 A 703 06/15/07 07:27:08 57.9 A 704 06/15/07 07:29:08 54.3 A 705 06/15/07 07:31:08 56.9 A 706 06/15/07 07:33:08 56.2 A 707 06/15/07 07:35:08 61.7 A 708 06/15/07 07:37:08 55.6 A 709 06/15/07 07:39:08 54.0 A 710 06/15/07 07:41:08 50.6 A 711 06/15/07 07:43:08 59.1 A 712 06/15/07 07:45:08 52.0 A 713 06/15/07 07:47:08 74.1 A 714 06/15/07 07:49:08 51.1 A 715 06/15/07 07:51:08 54.7 A 716 06/15/07 07:53:08 56.8 A 717 06/15/07 07:55:08 52.1 A 718 06/15/07 07:57:08 53.9 A 719 06/15/07 07:59:08 56.8 A 720 06/15/07 08:01:08 50.9 A 721 06/15/07 08:03:08 51.5 A 722 06/15/07 08:05:08 55.7 A 723 06/15/07 08:07:08 62.7 A 724 06/15/07 08:09:08 54.5 A 725 06/15/07 08:11:08 62.8 A 726 06/15/07 08:13:08 54.3 A 727 06/15/07 08:15:08 58.0 A 728 06/15/07 08:17:08 55.7 A 729 06/15/07 08:19:08 61.5 A 730 06/15/07 08:21:08 65.7 A 1 06/14/07 08:03:08 55.8 A 2 06/14/07 08:05:08 52.8 A 3 06/14/07 08:07:08 64.6 A 4 06/14/07 08:09:08 55.5 A 5 06/14/07 08:11:08 67.7 A 6 06/14/07 08:13:08 56.8 A 7 06/14/07 08:15:08 52.4 A 8 06/14/07 08:17:08 61.4 A 9 06/14/07 08:19:08 58.6 A 10 06/14/07 08:21:08 56.9 A 11 06/14/07 08:23:08 48.7 A 12 06/14/07 08:25:08 54.4 A 13 06/14/07 08:27:08 58.3 A 14 06/14/07 08:29:08 57.4 A 15 06/14/07 08:31:08 65.4 A 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 ------------ 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 16 06/14/07 08:33:08 53.0 A 30-130 --------- 17 06/14/07 08:35:08 54.7 A 30-130 ------ 18 06/14/07 08:37:08 50.1 A 30-130 ------- 19 06/14/07 08:39:08 64.8 A 30-130 --------- 20 06/14/07 08:41:08 53.9 A 30-130 -----_---- 21 06/14/07 08:43:08 49.4 A 30-130 22 06/14/07 08:45:08 49.6 A 30-130 ------__ 23 06/14/07 08:47:08 52.2 A 30-130 --------- 24 06/14/07 08:49:08 52.5 A 30-130 -------_- 25 06/14/07 08:51:08 52.2 A 30-130 ------ 26 06/14/07 08:53:08 51.5 A --- 30-130, - ----- 27 06/14/07 08:55:08 50.9 A --- 30-130 --- --- 28 06/14/07 08:57:08 53.7 A ----- 30-130 -- ------- 29 06/14/07 08:59:08 64.5 A ---- 30-130 --- - --- 30 06/14/07 09:01:08 55.4 A ----- 30-130 -- 31 06/14/07 09:03:08 60.1 A --- 30-130 -- --------- 32 06/14/07 09:05:08 49.9 A 30-130 ----------- 33 06/14/07 09:07:08 54.0 A 30-130 -----__ 34 06/14/07 09:09:08 52.1 A 30-130 - 35 06/14/07 09:11:08 53.3 A 30-130 36 06/14/07 09:13:08 55.3 A 30-130 37 06/14/07 09:15:08 57.7 A 30-130 38 06/14/07 09:17:08 52.4 A 30-130 39 06/14/07 09:19:08 57.0 A 30-130 40 06/14/07 09:21:08 52.1 A 30-130 41 06/14/07 09:23:08 48.0 A 30-130 42 06/14/07 09:25:08 50.8 A 30-130 43 06/14/07 09:27:08 51.1 A 30-130 44 06/14/07 09:29:08 54.8 A 30-130 45 06/14/07 09:31:08 63.5 A 30-130 46 06/14/07 09:33:08 51.2 A 30-130 ---------- 47 06/14/07 09:35:08 52.1 A 30-130 --- ------ 48 06/14/07 09:37:08 54.8 A 30-130 --------- 49 06/14/07 09:39:08 57.0 A 30-130 50 06/14/07 09:41:08 52.5 A ------ 30-130 51 06/14/07 09:43:08 64.7 A ---- 30-130 52 06/14/07 09:45:08 53.7 A ---- 30-130 53 06/14/07 09:47:08 55.2 A ----- 30-130 54 06/14/07 09:49:08 55.9 A ----- 30-130 55 06/14/07 09:51:08 54.4 A - 30-130 56 06/14/07 09:53:08 48.6 A ----- 30-130 57 06/14/07 09:55:08 48.1 A ---- 30-130 58 06/14/07 09:57:08 70.7 A ----- 30-130 59 06/14/07 09:59:08 50.0 A ----- 30-130 60 06/14/07 10:01:08 53.4 A ------ 30-130 61 06/14/07 10:03:08 47.1 A ----- 30-130 62 06/14/07 10:05:08 60.7 A ---- 30-130 63 06/14/07 10:07:08 65.2 A --- 30-130 64 06/14/07 10:09:08 50.0 A ----- 30-130 65 06/14/07 10:11:08 54.8 A ------ 30-130 66 06/14/07 10:13:08 52.0 A ---- 30-130 67 06/14/07 10:15:08 54.9 A ----- 30-130 -- 68 06/14/07 10:17:08 52.7 A ---- 30-130 69 06/14/07 10:19:08 46.9 A ----- 30-130 70 06/14/07 10:21:08 47.9 A ----- 30-130 - 71 06/14/07 10:23:08 57.8 A ------- 30-130 72 06/14/07 10:25:08 52.7 A ---- 30-130 73 06/14/07 10:27:08 54.1 A ----- 30-130 74 06/14/07 10:29:08 48.3 A ---- 30-130 75 06/14/07 10:31:08 46.0 A ------ 30-130 76 06/14/07 10:33:08 51.5 A ---- 30-130 77 06/14/07 10:35:08 45.5 A ----- 30-130 78 06/14/07 10:37:08 47.2 A ----- 30-130 79 06/14/07 10:39:08 44.4 A ---- 30-130 - 80 06/14/07 10:41:08 50.2 A ------- 30-130 81 06/14/07 10:43:08 47.9 A ----- 30-130 82 06/14/07 10:45:08 47.4 A ---- 30-130 83 06/14/07 10:47:08 47.5 A -- 30-130 84 06/14/07 10:49:08 46.4 A --- 30-130 - 85 06/14/07 10:51:08 57.4 A --- 30-130 86 06/14/07 10:53:08 66.9 A --- 30-130 87 06/14/07 10:55:08 64.4 A --- 30-130 88 06/14/07 10:57:08 46.1 A ---- 30-130 89 06/14/07 10:59:08 55.9 A ---- 30-130 90 06/14/07 11:01:08 44.7 A -- 30-130 91 06/14/07 11:03:08 61.6 A --- 30-130 92 06/14/07 11:05:08 54.7 A --- 30-130 93 06/14/07 11:07:08 43.8 A 30-130 94 06/14/07 11:09:08 42.4 A 30-130 95 06/14/07 11:11:08 62.1 A 30-130 96 06/14/07 11:13:08 46.3 A 30-130 97 06/14/07 11:15:08 52.5 A 30-130 98 06/14/07 11:17:08 56.3 A 30-130 99 06/14/07 11:19:08 47.6 A 30-130 -- ----- 100 06/14/07 11:21:08 53.6 A 30-130 ----------- 101 06/14/07 11:23:08 57.0 A 30-130 -------- 102 06/14/07 11:25:08 51.5 A 30-130 --______- 103 06/14/07 11:27:08 48.7 A 30-130 ------- 104 06/14/07 11:29:08 47.8 A 30-130 -- - --- 105 06/14/07 11:31:08 55.5 A 30-130 -------- 106 06/14/07 11:33:08 56.4 A 30-130 -- ----- 107 06/14/07 11:35:08 42.5 A 30-130 --------- 108 06/14/07 11:37:08 42.8 A 30-130 ----- --- 109 06/14/07 11:39:08 45.1 A 30-130 ------ 110 06/14/07 11:41:08 51.8 A -- 30-130 -------- 111 06/14/07 11:43:08 59.1 A 30-130 -------- 112 06/14/07 11:45:08 59.3 A 30-130 113 06/14/07 11:47:08 56.6 A 30-130 --- - --- 114 06/14/07 11:49:08 47.0 A 30-130 - -- ------ 115 06/14/07 11:51:08 66.8 A 30-130 ------ 116 06/14/07 11:53:08 51.7 A 30-130 117 06/14/07 11:55:08 68.3 A ---- 30-130 118 06/14/07 11:57:08 57.3 A ----- 30-130 119 06/14/07 11:59:08 47.4 A ------ 30-130 -- - 120 06/14/07 12:01:08 42.8 A -- 30-130 --- 121 06/14/07 12:03:08 59.8 A ------ 30-130 122 06/14/07 12:05:08 59.7 A ----- 30-130 ---- 123 06/14/07 12:07:08 41.9 A ---- 30-130 124 06/14/07 12:09:08 42.7 A ----- 30-130 125 06/14/07 12:11:08 49.0 A ------ 30-130 126 06/14/07 12:13:08 45.5 A ------ 30-130 127 06/14/07 12:15:08 57.0 A -- 30-130 128 06/14/07 12:17:08 45.3 A ----- 30-130 129 06/14/07 12:19:08 45.1 A ---- 30-130 130 06/14/07 12:21:08 50.0 A ----- 30-130 131 06/14/07 12:23:08 46.1 A ----- 30-130 -- 132 06/14/07 12:25:08 45.6 A ------ 30-130 ---- 133 06/14/07 12:27:08 48.5 A - 30-130 -------- 134 06/14/07 12:29:08 42.6 A --- 30-130 ------ 135 06/14/07 12:31:08 45.4 A ---- 30-130 ---------- 136 06/14/07 12:33:08 44.5 A ------ 30-130 -------- 137 06/14/07 12:35:08 42.0 A ------- 30-130 - 138 06/14/07 12:37:08 43.9 A ------- 30-130 ------- 139 06/14/07 12:39:08 56.6 A ------ 30-130 140 06/14/07 12:41:08 47.6 A ---- 30-130 -------- 141 06/14/07 12:43:08 43.5 A 30-130 ----------- 142 06/14/07 12:45:08 52.6 A 30-130 143 06/14/07 12:47:08 40.9 A 30-130 144 06/14/07 12:49:08 41.3 A 30-130 145 06/14/07 12:51:08 37.2 A 30-130 146 06/14/07 12:53:08 42.0 A 30-130 147 06/14/07 12:55:08 46.8 A 30-130 148 06/14/07 12:57:08 45.0 A 30-130 149 06/14/07 12:59:08 50.9 A 30-130 150 06/14/07 13:01:08 58.3 A 30-130 - 151 06/14/07 13:03:08 48.1 A 30-130 152 06/14/07 13:05:08 46.3 A 30-130 153 06/14/07 13:07:08 43.5 A 30-130 154 06/14/07 13:09:08 45.7 A 30-130 --- 155 06/14/07 13:11:08 48.1 A 30-130 156 06/14/07 13:13:08 40.0 A 30-130 157 06/14/07 13:15:08 42.5 A 30-130 -- 158 06/14/07 13:17:08 43.0 A 30-130 159 06/14/07 13:19:08 43.2 A 30-130 160 06/14/07 13:21:08 47.4 A 30-130 161 06/14/07 13:23:08 44.2 A 30-130 162 06/14/07 13:25:08 63.0 A 30-130 163 06/14/07 13:27:08 39.1 A 30-130 164 06/14/07 13:29:08 61.5 A 30-130 165 06/14/07 13:31:08 61.3 A 30-130 166 06/14/07 13:33:08 52.1 A 30-130 167 06/14/07 13:35:08 46.2 A 30-130 168 06/14/07 13:37:08 70.1 A 30-130 169 06/14/07 13:39:08 48.1 A 30-130 170 06/14/07 13:41:08 46.7 A 30-130 171 06/14/07 13:43:08 54.4 A 30-130 172 06/14/07 13:45:08 51.9 A 30-130 173 06/14/07 13:47:08 48.6 A 30-130 174 06/14/07 13:49:08 51.1 A 30-130 175 06/14/07 13:51:08 56.2 A 30-130 176 06/14/07 13:53:08 53.8 A 30-130 177 06/14/07 13:55:08 47.2 A 30-130 178 06/14/07 13:57:08 47.1 A 30-130 179 06/14/07 13:59:08 52.6 A 30-130 180 06/14/07 14:01:08 50.1 A 30-130 181 06/14/07 14:03:08 48.4 A 30-130 182 06/14/07 14:05:08 53.4 A 30-130 183 06/14/07 14:07:08 53.9 A 30-130 184 06/14/07 14:09:08 46.9 A 30-130 185 06/14/07 14:11:08 48.5 A 30-130 186 06/14/07 14:13:08 76.2 A 30-130 187 06/14/07 14:15:08 53.4 A 30-130 188 06/14/07 14:17:08 51.0 A 30-130 189 06/14/07 14:19:08 60.2 A 30-130 190 06/14/07 14:21:08 47.2 A 30-130 191 06/14/07 14:23:08 44.5 A 30-130 192 06/14/07 14:25:08 43.5 A 30-130 193 06/14/07 14:27:08 58.7 A 30-130 194 06/14/07 14:29:08 40.6 A 30-130 195 06/14/07 14:31:08 44.9 A 30-130 196 06/14/07 14:33:08 40.4 A 30-130 197 06/14/07 14:35:08 64.7 A 30-130 198 06/14/07 14:37:08 62.3 A 30-130 199 06/14/07 14:39:08 41.6 A 30-130 200 06/14/07 14:41:08 50.9 A 30-130 201 06/14/07 14:43:08 70.9 A 30-130 202 06/14/07 14:45:08 40.3 A 30-130 203 06/14/07 14:47:08 66.1 A 30-130 ---------- 204 06/14/07 14:49:08 55.9 A 30-130 --- ------ 205 06/14/07 14:51:08 47.9 A 30-130 --------- 206 06/14/07 14:53:08 44.2 A 30-130 ---------- 207 06/14/07 14:55:08 44.5 A 30-130 208 06/14/07 14:57:08 64.2 A 30-130 ---- 209 06/14/07 14:59:08 61.6 A 30-130 ----------- 210 06/14/07 15:01:08 45.9 A 30-130 -------- 211 06/14/07 15:03:08 60.9 A 30-130 --- 212 06/14/07 15:05:08 48.4 A 30-130 ---- 213 06/14/07 15:07:08 53.8 A 30-130 214 06/14/07 15:09:08 47.4 A ------ 30-130 - 215 06/14/07 15:11:08 49.5 A ------ 30-130 216 06/14/07 15:13:08 49.6 A ------- 30-130 217 06/14/07 15:15:08 49.9 A ------ 30-130 - 218 06/14/07 15:17:08 44.4 A ------ 30-130 219 06/14/07 15:19:08 43.0 A ----- 30-130 220 06/14/07 15:21:08 48.5 A ------ 30-130 ----- 221 06/14/07 15:23:08 45.9 A ------ 30-130 222 06/14/07 15:25:08 44.5 A ------ 30-130 223 06/14/07 15:27:08 65.0 A ----- 30-130 224 06/14/07 15:29:08 43.5 A ----- 30-130 225 06/14/07 15:31:08 49.4 A - 30-130 226 06/14/07 15:33:08 48.4 A -- 30-130 227 06/14/07 15:35:08 42.6 A 30-130 228 06/14/07 15:37:08 48.0 A 30-130 229 06/14/07 15:39:08 56.0 A 30-130 230 06/14/07 15:41:08 66.9 A 30-130 231 06/14/07 15:43:08 54.5 A 30-130 232 06/14/07 15:45:08 44.8 A 30-130 233 06/14/07 15:47:08 54.6 A 30-130 234 06/14/07 15:49:08 74.4 A 30-130 235 06/14/07 15:51:08 45.1 A 30-130 236 06/14/07 15:53:08 53.2 A 30-130 237 06/14/07 15:55:08 51.8 A 30-130 ----- 238 06/14/07 15:57:08 67.3 A 30-130 239 06/14/07 15:59:08 49.5 A 30-130 240 06/14/07 16:01:08 71.5 A 30-130 241 06/14/07 16:03:08 47.1 A 30-130 242 06/14/07 16:05:08 55.4 A 30-130 243 06/14/07 16:07:08 45.1 A 30-130 244 06/14/07 16:09:08 42.4 A 30-130 245 06/14/07 16:11:08 43.3 A 30-130 246 06/14/07 16:13:08 52.4 A 30-130 247 06/14/07 16:15:08 60.9 A 30-130 248 06/14/07 16:17:08 45.2 A 30-130 --- 249 06/14/07 16:19:08 41.5 A 30-130 250 06/14/07 16:21:08 48.1 A 30-130 251 06/14/07 16:23:08 43.5 A 30-130 - 252 06/14/07 16:25:08 44.3 A 30-130 --- 253 06/14/07 16:27:08 48.9 A 30-130 254 06/14/07 16:29:08 56.3 A 30-130 255 06/14/07 16:31:08 62.1 A 30-130 256 06/14/07 16:33:08 47.4 A 30-130 257 06/14/07 16:35:08 58.6 A 30-130 258 06/14/07 16:37:08 56.2 A 30-130 259 06/14/07 16:39:08 55.0 A 30-130 260 06/14/07 16:41:08 56.6 A 30-130 ---- 261 06/14/07 16:43:08 71.5 A 30-130 262 06/14/07 16:45:08 61.4 A 30-130 263 06/14/07 16:47:08 63.1 A 30-130 264 06/14/07 16:49:08 62.0 A 30-130 265 06/14/07 16:51:08 61.5 A 30-130 266 06/14/07 16:53:08 60.8 A 30-130 267 06/14/07 16:55:08 63.4 A 30-130 268 06/14/07 16:57:08 60.0 A 30-130 269 06/14/07 16:59:08 61.6 A 30-130 270 06/14/07 17:01:08 70.0 A 30-130 271 06/14/07 17:03:08 62.4 A 30-130 272 06/14/07 17:05:08 72.5 A 30-130 273 06/14/07 17:07:08 61.8 A 30-130 274 06/14/07 17:09:08 46.9 A 30-130 275 06/14/07 17:11:08 46.2 A 30-130 276 06/14/07 17:13:08 55.3 A 30-130 277 06/14/07 17:15:08 62.0 A 30-130 278 06/14/07 17:17:08 52.3 A 30-130 279 06/14/07 17:19:08 40.8 A 30-130 280 06/14/07 17:21:08 49.2 A 30-130 281 06/14/07 17:23:08 36.9 A 30-130 282 06/14/07 17:25:08 41.8 A 30-130 283 06/14/07 17:27:08 66.0 A 30-130 284 06/14/07 17:29:08 37.1 A 30-130 285 06/14/07 17:31:08 44.0 A 30-130 286 06/14/07 17:33:08 36.4 A 30-130 287 06/14/07 17:35:08 52.2 A 30-130 288 06/14/07 17:37:08 39.2 A 30-130 289 06/14/07 17:39:08 52.9 A 30-130 290 06/14/07 17:41:08 44.7 A 30-130 291 06/14/07 17:43:08 37.3 A 30-130 292 06/14/07 17:45:08 37.7 A 30-130 293 06/14/07 17:47:08 40.9 A 30-130 294 06/14/07 17:49:08 62.9 A 30-130 295 06/14/07 17:51:08 61.9 A 30-130 296 06/14/07 17:53:08 60.1 A 30-130 297 06/14/07 17:55:08 40.8 A 30-130 298 06/14/07 17:57:08 70.2 A 30-130 299 06/14/07 17:59:08 59.2 A 30-130 300 06/14/07 18:01:08 48.1 A 30-130 301 06/14/07 18:03:08 39.0 A 30-130 302 06/14/07 18:05:08 56.0 A 30-130 303 06/14/07 18:07:08 53.8 A 30-130 304 06/14/07 18:09:08 59.5 A 30-130 305 06/14/07 18:11:08 44.9 A 30-130 306 06/14/07 18:13:08 44.7 A 30-130 307 06/14/07 18:15:08 45.4 A 30-130 308 06/14/07 18:17:08 38.0 A 30-130 309 06/14/07 18:19:08 38.1 A 30-130 310 06/14/07 18:21:08 62.8 A 30-130 311 06/14/07 18:23:08 39.8 A 30-130 312 06/14/07 18:25:08 36.1 A 30-130 313 06/14/07 18:27:08 45.2 A 30-130 314 06/14/07 18:29:08 38.6 A 30-130 315 06/14/07 18:31:08 54.3 A 30-130 316 06/14/07 18:33:08 47.0 A 30-130 317 06/14/07 18:35:08 45.3 A 30-130 318 06/14/07 18:37:08 44.8 A 30-130 319 06/14/07 18:39:08 47.1 A 30-130 320 06/14/07 18:41:08 59.3 A 30-130 321 06/14/07 18:43:08 42.9 A 30-130 322 06/14/07 18:45:08 47.3 A 30-130 323 06/14/07 18:47:08 46.7 A 30-130 324 06/14/07 18:49:08 45.7 A 30-130 325 06/14/07 18:51:08 46.7 A 30-130 326 06/14/07 18:53:08 42.7 A 30-130 327 06/14/07 18:55:08 44.5 A 30-130 ------------ 328 06/14/07 18:57:08 74.6 A 30-130 329 06/14/07 18:59:08 48.8 A 30-130 330 06/14/07 19:01:08 50.3 A 30-130 331 06/14/07 19:03:08 60.2 A 30-130 332 06/14/07 19:05:08 46.9 A 30-130 333 06/14/07 19:07:08 42.0 A 30-130 334 06/14/07 19:09:08 49.3 A 30-130 335 06/14/07 19:11:08 43.7 A 30-130 336 06/14/07 19:13:08 48.7 A 30-130 337 06/14/07 19:15:08 40.5 A 30-130 338 06/14/07 19:17:08 48.9 A 30-130 339 06/14/07 19:19:08 45.0 A 30-130 340 06/14/07 19:21:08 47.9 A 30-130 341 06/14/07 19:23:08 46.3 A 30-130 342 06/14/07 19:25:08 47.8 A 30-130 343 06/14/07 19:27:08 46.2 A 30-130 344 06/14/07 19:29:08 46.5 A 30-130 345 06/14/07 19:31:08 44.2 A 30-130 346 06/14/07 19:33:08 65.0 A 30-130 347 06/14/07 19:35:08 50.1 A 30-130 348 06/14/07 19:37:08 36.8 A 30-130 349 06/14/07 19:39:08 38.9 A 30-130 350 06/14/07 19:41:08 41.5 A 30-130 351 06/14/07 19:43:08 39.0 A 30-130 352 06/14/07 19:45:08 40.0 A 30-130 353 06/14/07 19:47:08 37.1 A 30-130 354 06/14/07 19:49:08 42.8 A 30-130 355 06/14/07 19:51:08 40.6 A 30-130 356 06/14/07 19:53:08 41.5 A 30-130 357 06/14/07 19:55:08 55.4 A 30-130 358 06/14/07 19:57:08 43.3 A 30-130 359 06/14/07 19:59:08 46.0 A 30-130 360 06/14/07 20:01:08 42.2 A 30-130 361 06/14/07 20:03:08 42.4 A 30-130 362 06/14/07 20:05:08 45.3 A 30-130 363 06/14/07 20:07:08 53.2 A 30-130 364 06/14/07 20:09:08 41.2 A 30-130 365 06/14/07 20:11:08 37.6 A 30-130 366 06/14/07 20:13:08 52.3 A 30-130 -- 367 06/14/07 20:15:08 39.2 A 30-130 -- 368 06/14/07 20:17:08 48.1 A 30-130 369 06/14/07 20:19:08 38.5 A 30-130 - 370 06/14/07 20:21:08 42.4 A 30-130 ---- 371 06/14/07 20:23:08 44.0 A 30-130 ------- 372 06/14/07 20:25:08 50.6 A 30-130 --------- 373 06/14/07 20:27:08 44.3 A 30-130 - ---- 374 06/14/07 20:29:08 45.9 A 30-130 375 06/14/07 20:31:08 60.7 A 30-130 --------- 376 06/14/07 20:33:08 52.5 A 30-130 ----------- 377 06/14/07 20:35:08 45.4 A 30-130 - ------ 378 06/14/07 20:37:08 45.2 A 30-130 - ------ 379 06/14/07 20:39:08 42.9 A 30-130 380 06/14/07 20:41:08 42.5 A 30-130 381 06/14/07 20:43:08 42.6 A 30-130 --------- 382 06/14/07 20:45:08 43.9 A 30-130 -------- 383 06/14/07 20:47:08 44.3 A 30-130 --------- 384 06/14/07 20:49:08 67.4 A 30-130 --- 385 06/14/07 20:51:08 48.5 A 30-130 ---------- 386 06/14/07 20:53:08 44.6 A 30-130 -- 387 06/14/07 20:55:08 44.8 A 30-130 ---------- 388 06/14/07 20:57:08 42.0 A 30-130 ---------- 389 06/14/07 20:59:08 50.9 A 30-130 -------- 390 06/14/07 21:01:08 42.5 A 30-130 - 391 06/14/07 21:03:08 59.4 A 30-130 --------- 392 06/14/07 21:05:08 40.2 A 30-130 -- - 393 06/14/07 21:07:08 43.9 A 30-130 -------- 394 06/14/07 21:09:08 56.1 A 30-130 395 06/14/07 21:11:08 60.6 A 30-130 - 396 06/14/07 21:13:08 39.0 A 30-130 397 06/14/07 21:15:08 41.8 A 30-130 ----------- 398 06/14/07 21:17:08 39.9 A 30-130 399 06/14/07 21:19:08 48.0 A 30-130 --- ----- 400 06/14/07 21:21:08 40.1 A 30-130 -------- 401 06/14/07 21:23:08 39.7 A 30-130 ----------- 402 06/14/07 21:25:08 46.9 A 30-130 -- ------ 403 06/14/07 21:27:08 69.5 A 30-130 ------ 404 06/14/07 21:29:08 47.2 A 30-130 --------- 405 06/14/07 21:31:08 43.7 A 30-130 - ------ 406 06/14/07 21:33:08 55.8 A 30-130 ---------- 407 06/14/07 21:35:08 42.1 A 30-130 ---------- 408 06/14/07 21:37:08 48.5 A 30-130 ------- 409 06/14/07 21:39:08 51.0 A 30-130 --------- 410 06/14/07 21:41:08 46.5 A 30-130 -------- 411 06/14/07 21:43:08 50.4 A 30-130 ----------- 412 06/14/07 21:45:08 51.6 A 30-130 -------- 413 06/14/07 21:47:08 46.8 A 30-130 - 414 06/14/07 21:49:08 60.5 A 30-130 -------- 415 06/14/07 21:51:08 55.3 A 30-130 ------ 416 06/14/07 21:53:08 44.4 A 30-130 ------- 417 06/14/07 21:55:08 47.5 A 30-130 --------- 418 06/14/07 21:57:08 43.9 A 30-130 --------- 419 06/14/07 21:59:08 48.5 A 30-130 ----- 420 06/14/07 22:01:08 44.5 A 30-130 ----- 421 06/14/07 22:03:08 40.3 A 30-130 -------- 422 06/14/07 22:05:08 46.6 A 30-130 ------- 423 06/14/07 22:07:08 48.9 A 30-130 ----- --- 424 06/14/07 22:09:08 51.1 A 30-130 ------- 425 06/14/07 22:11:08 40.3 A 30-130 ------ 426 06/14/07 22:13:08 53.0 A 30-130 -- ----- 427 06/14/07 22:15:08 41.4 A 30-130 ------- 428 06/14/07 22:17:08 43.5 A 30-130 429 06/14/07 22:19:08 46.1 A 30-130 430 06/14/07 22:21:08 47.8 A 30-130 431 06/14/07 22:23:08 48.2 A 432 06/14/07 22:25:08 49.2 A 433 06/14/07 22:27:08 46.7 A 434 06/14/07 22:29:08 42.8 A 435 06/14/07 22:31:08 42.4 A 436 06/14/07 22:33:08 41.5 A 437 06/14/07 22:35:08 42.4 A 438 06/14/07 22:37:08 43.7 A 439 06/14/07 22:39:08 45.9 A 440 06/14/07 22:41:08 40.8 A 441 06/14/07 22:43:08 41.0 A 442 06/14/07 22:45:08 45.0 A 443 06/14/07 22:47:08 45.5 A 444 06/14/07 22:49:08 44.0 A 445 06/14/07 22:51:08 42.2 A 446 06/14/07 22:53:08 48.3 A 447 06/14/07 22:55:08 47.9 A 448 06/14/07 22:57:08 53.8 A 449 06/14/07 22:59:08 47.9 A 450 06/14/07 23:01:08 46.2 A 451 06/14/07 23:03:08 44.8 A 452 06/14/07 23:05:08 45.5 A 453 06/14/07 23:07:08 42.6 A 454 06/14/07 23:09:08 41.2 A 455 06/14/07 23:11:08 45.6 A 456 06/14/07 23:13:08 38.7 A 457 06/14/07 23:15:08 40.5 A 458 06/14/07 23:17:08 38.5 A 459 06/14/07 23:19:08 44.0 A 460 06/14/07 23:21:08 41.8 A 461 06/14/07 23:23:08 38.7 A 462 06/14/07 23:25:08 41.5 A 463 06/14/07 23:27:08 40.5 A 464 06/14/07 23:29:08 40.8 A 465 06/14/07 23:31:08 38.1 A 466 06/14/07 23:33:08 44.6 A 467 06/14/07 23:35:08 39.6 A 468 06/14/07 23:37:08 41.2 A 469 06/14/07 23:39:08 38.5 A 470 06/14/07 23:41:08 44.4 A 471 06/14/07 23:43:08 39.7 A 472 06/14/07 23:45:08 42.8 A 473 06/14/07 23:47:08 40.9 A 474 06/14/07 23:49:08 35.4 A 475 06/14/07 23:51:08 36.7 A 476 06/14/07 23:53:08 39.4 A 477 06/14/07 23:55:08 44.3 A 478 06/14/07 23:57:08 71.9 A 479 06/14/07 23:59:08 38.7 A 480 06/15/07 00:01:08 38.8 A 481 06/15/07 00:03:08 36.5 A 482 06/15/07 00:05:08 46.2 A 483 06/15/07 00:07:08 52.9 A 484 06/15/07 00:09:08 49.3 A 485 06/15/07 00:11:08 49.2 A 486 06/15/07 00:13:08 61.5 A 487 06/15/07 00:15:08 41.7 A 488 06/15/07 00:17:08 44.2 A 489 06/15/07 00:19:08 40.6 A 490 06/15/07 00:21:08 45.0 A 491 06/15/07 00:23:08 39.5 A 492 06/15/07 00:25:08 49.2 A 493 06/15/07 00:27:08 40.2 A 494 06/15/07 00:29:08 48.0 A 495 06/15/07 00:31:08 41.4 A 496 06/15/07 00:33:08 39.9 A 497 06/15/07 00:35:08 40.3 A 498 06/15/07 00:37:08 42.7 A 499 06/15/07 00:39:08 38.7 A 500 06/15/07 00:41:08 40.0 A 501 06/15/07 00:43:08 40.9 A 502 06/15/07 00:45:08 40.9 A 503 06/15/07 00:47:08 39.2 A 504 06/15/07 00:49:08 47.4 A 505 06/15/07 00:51:08 42.3 A 506 06/15/07 00:53:08 41.1 A 507 06/15/07 00:55:08 43.0 A 508 06/15/07 00:57:08 41.3 A 509 06/15/07 00:59:08 41.5 A 510 06/15/07 01:01:08 40.8 A 511 06/15/07 01:03:08 43.1 A 512 06/15/07 01:05:08 44.1 A 513 06/15/07 01:07:08 50.0 A 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 30-130 514 06/15/07 01:09:08 41.2 A ------- 30-130 515 06/15/07 01:11:08 45.8 A ---- 30-130 516 06/15/07 01:13:08 41.9 A ----- 30-130 517 06/15/07 01:15:08 43.9 A --- 30-130 518 06/15/07 01:17:08 43.6 A ---- 30-130 519 06/15/07 01:19:08 48.6 A ---- 30-130 520 06/15/07 01:21:08 41.0 A ----- 30-130 521 06/15/07 01:23:08 43.5 A ---- 30-130 522 06/15/07 01:25:08 36.8 A ----- 30-130 523 06/15/07 01:27:08 40.2 A ------ 30-130 524 06/15/07 01:29:08 38.3 A ---- 30-130 525 06/15/07 01:31:08 41.2 A --- 30-130 526 06/15/07 01:33:08 43.6 A ---- 30-130 527 06/15/07 01:35:08 43.5 A ---- 30-130 528 06/15/07 01:37:08 38.3 A -- 30-130 529 06/15/07 01:39:08 38.0 A 30-130 530 06/15/07 01:41:08 36.2 A 30-130 531 06/15/07 01:43:08 52.6 A 30-130 532 06/15/07 01:45:08 38.0 A 30-130 533 06/15/07 01:47:08 38.8 A - 30-130 534 06/15/07 01:49:08 37.5 A ------ 30-130 535 06/15/07 01:51:08 42.3 A ----- 30-130 536 06/15/07 01:53:08 40.5 A ----- 30-130 537 06/15/07 01:55:08 42.3 A ----- 30-130 538 06/15/07 01:57:08 55.0 A ---- 30-130 539 06/15/07 01:59:08 45.8 A 30-130 540 06/15/07 02:01:08 71.2 A 30-130 541 06/15/07 02:03:08 77.9 A 30-130 542 06/15/07 02:05:08 73.3 A 30-130 543 06/15/07 02:07:08 47.3 A 30-130 544 06/15/07 02:09:08 43.3 A 30-130 545 06/15/07 02:11:08 41.0 A 30-130 546 06/15/07 02:13:08 41.7 A 30-130 547 06/15/07 02:15:08 45.7 A 30-130 548 06/15/07 02:17:08 40.2 A 30-130 549 06/15/07 02:19:08 39.5 A 30-130 550 06/15/07 02:21:08 52.6 A 30-130 551 06/15/07 02:23:08 54.2 A 30-130 552 06/15/07 02:25:08 40.5 A 30-130 553 06/15/07 02:27:08 40.6 A 30-130 554 06/15/07 02:29:08 43.5 A 30-130 555 06/15/07 02:31:08 44.9 A 30-130 556 06/15/07 02:33:08 39.3 A 30-130 557 06/15/07 02:35:08 42.0 A 30-130 558 06/15/07 02:37:08 47.1 A 30-130 559 06/15/07 02:39:08 39.4 A 30-130 560 06/15/07 02:41:08 39.9 A 30-130 561 06/15/07 02:43:08 39.8 A 30-130 562 06/15/07 02:45:08 45.6 A 30-130 563 06/15/07 02:47:08 43.1 A 30-130 564 06/15/07 02:49:08 39.3 A 30-130 565 06/15/07 02:51:08 45.5 A 30-130 566 06/15/07 02:53:08 50.0 A 30-130 567 06/15/07 02:55:08 49.3 A 30-130 568 06/15/07 02:57:08 46.5 A 30-130 569 06/15/07 02:59:08 40.5 A 30-130 570 06/15/07 03:01:08 39.2 A 30-130 571 06/15/07 03:03:08 42.8 A 30-130 572 06/15/07 03:05:08 46.5 A 30-130 573 06/15/07 03:07:08 40.3 A 30-130 574 06/15/07 03:09:08 39.7 A 30-130 575 06/15/07 03:11:08 38.2 A 30-130 576 06/15/07 03:13:08 41.1 A 30-130 577 06/15/07 03:15:08 43.4 A 30-130 578 06/15/07 03:17:08 41.1 A 30-130 579 06/15/07 03:19:08 43.3 A 30-130 580 06/15/07 03:21:08 42.8 A 30-130 581 06/15/07 03:23:08 42.9 A 30-130 582 06/15/07 03:25:08 37.7 A 30-130 583 06/15/07 03:27:08 46.6 A 30-130 584 06/15/07 03:29:08 41.3 A 30-130 585 06/15/07 03:31:08 43.3 A 30-130 586 06/15/07 03:33:08 40.3 A 30-130 587 06/15/07 03:35:08 43.8 A 30-130 588 06/15/07 03:37:08 37.9 A 30-130 589 06/15/07 03:39:08 45.5 A 30-130 590 06/15/07 03:41:08 52.4 A 30-130 591 06/15/07 03:43:08 39.5 A 30-130 592 06/15/07 03:45:08 43.1 A 30-130 593 06/15/07 03:47:08 62.3 A 30-130 594 06/15/07 03:49:08 45.6 A 30-130 595 06/15/07 03:51:08 60.7 A 30-130 596 06/15/07 03:53:08 50.6 A 30-130 597 06/15/07 03:55:08 38.6 A ----- 30-130 598 06/15/07 03:57:08 41.0 A ------ 30-130 599 06/15/07 03:59:08 51.7 A --- 30-130 600 06/15/07 04:01:08 38.9 A ----- 30-130 601 06/15/07 04:03:08 45.9 A -- 30-130 602 06/15/07 04:05:08 47.4 A ---- 30-130 603 06/15/07 04:07:08 47.9 A ----- 30-130 604 06/15/07 04:09:08 46.9 A ---- 30-130 605 06/15/07 04:11:08 78.0 A ------ 30-130 606 06/15/07 04:13:08 50.6 A ----- 30-130 607 06/15/07 04:15:08 47.0 A ------ 30-130 608 06/15/07 04:17:08 49.1 A ---- 30-130 609 06/15/07 04:19:08 46.9 A ----- 30-130 610 06/15/07 04:21:08 49.5 A ------ 30-130 611 06/15/07 04:23:08 44.6 A ---- 30-130 612 06/15/07 04:25:08 40.5 A ---- 30-130 613 06/15/07 04:27:08 46.5 A ----- 30-130 614 06/15/07 04:29:08 74.5 A ------ 30-130 615 06/15/07 04:31:08 44.9 A ----- 30-130 616 06/15/07 04:33:08 54.2 A ------ 30-130 617 06/15/07 04:35:08 49.0 A ------- 30-130 618 06/15/07 04:37:08 54.0 A ----- 30-130 619 06/15/07 04:39:08 51.3 A ---- 30-130 620 06/15/07 04:41:08 45.3 A ------ 30-130 621 06/15/07 04:43:08 52.8 A ---- 30-130 622 06/15/07 04:45:08 55.6 A ------ 30-130 623 06/15/07 04:47:08 45.3 A ------ 30-130 624 06/15/07 04:49:08 50.0 A ------ 30-130 625 06/15/07 04:51:08 47.4 A ----- 30-130 626 06/15/07 04:53:08 47.6 A 30-130 627 06/15/07 04:55:08 46.0 A 30-130 628 06/15/07 04:57:08 50.9 A 30-130 629 06/15/07 04:59:08 49.5 A 30-130 630 06/15/07 05:01:08 50.0 A 30-130 631 06/15/07 05:03:08 49.7 A 30-130 632 06/15/07 05:05:08 46.7 A 30-130 633 06/15/07 05:07:08 49.0 A 30-130 634 06/15/07 05:09:08 50.9 A 30-130 635 06/15/07 05:11:08 50.1 A 30-130 636 06/15/07 05:13:08 47.2 A 30-130 637 06/15/07 05:15:08 50.7 A 30-130 638 06/15/07 05:17:08 45.8 A 30-130 639 06/15/07 05:19:08 47.3 A 30-130 640 06/15/07 05:21:08 43.8 A 30-130 641 06/15/07 05:23:08 51.1 A 30-130 642 06/15/07 05:25:08 49.8 A 30-130 643 06/15/07 05:27:08 50.7 A 30-130 644 06/15/07 05:29:08 50.1 A 30-130 645 06/15/07 05:31:08 56.5 A 30-130 646 06/15/07 05:33:08 49.8 A 30-130 647 06/15/07 05:35:08 47.4 A 30-130 648 06/15/07 05:37:08 50.1 A 30-130 649 06/15/07 05:39:08 49.3 A 30-130 650 06/15/07 05:41:08 51.6 A 30-130 651 06/15/07 05:43:08 60.0 A 30-130 652 06/15/07 05:45:08 52.2 A 30-130 653 06/15/07 05:47:08 52.6 A 30-130 654 06/15/07 05:49:08 57.9 A 30-130 655 06/15/07 05:51:08 55.7 A 30-130 656 06/15/07 05:53:08 54.1 A 30-130 657 06/15/07 05:55:08 53.8 A 30-130 658 06/15/07 05:57:08 57.9 A 30-130 659 06/15/07 05:59:08 57.6 A 30-130 660 06/15/07 06:01:08 54.4 A 30-130 661 06/15/07 06:03:08 52.5 A 30-130 662 06/15/07 06:05:08 62.8 A 30-130 663 06/15/07 06:07:08 58.3 A 30-130 664 06/15/07 06:09:08 52.0 A 30-130 665 06/15/07 06:11:08 55.2 A 30-130 666 06/15/07 06:13:08 55.0 A 30-130 667 06/15/07 06:15:08 69.7 A 30-130 668 06/15/07 06:17:08 64.4 A 30-130 669 06/15/07 06:19:08 61.5 A 30-130 670 06/15/07 06:21:08 57.8 A 30-130 671 06/15/07 06:23:08 54.0 A 30-130 672 06/15/07 06:25:08 51.9 A 30-130 673 06/15/07 06:27:08 65.3 A 30-130 674 06/15/07 06:29:08 49.5 A 30-130 675 06/15/07 06:31:08 52.1 A 30-130 676 06/15/07 06:33:08 58.2 A 30-130 677 06/15/07 06:35:08 59.6 A 30-130 678 06/15/07 06:37:08 50.9 A 30-130 679 06/15/07 06:39:08 48.5 A 30-130 680 06/15/07 06:41:08 55.3 A ----- 30-130 681 06/15/07 06:43:08 47.4 A ---- 30-130 682 06/15/07 06:45:08 54.5 A ---- 30-130 683 06/15/07 06:47:08 51.0 A ----- 30-130 684 06/15/07 06:49:08 52.2 A ----- 30-130 685 06/15/07 06:51:08 52.3 A --- 30-130 686 06/15/07 06:53:08 45.5 A ----- 30-130 687 06/15/07 06:55:08 46.6 A ---- 30-130 688 06/15/07 06:57:08 47.2 A ----- 30-130 689 06/15/07 06:59:08 64.8 A ------ 30-130 690 06/15/07 07:01:08 51.2 A ------- 30-130 691 06/15/07 07:03:08 48.3 A ---- 30-130 692 06/15/07 07:05:08 64.4 A ----- 30-130 693 06/15/07 07:07:08 54.0 A ------- 30-130 694 06/15/07 07:09:08 56.9 A ---- 30-130 695 06/15/07 07:11:08 57.4 A - 30-130 696 06/15/07 07:13:08 51.5 A ---- 30-130 697 06/15/07 07:15:08 53.6 A ------ 30-130 698 06/15/07 07:17:08 63.7 A ----- 30-130 699 06/15/07 07:19:08 52.3 A ----- 30-130 700 06/15/07 07:21:08 54.8 A ------- 30-130 701 06/15/07 07:23:08 58.4 A ------- 30-130 702 06/15/07 07:25:08 73.4 A 30-130 703 06/15/07 07:27:08 57.9 A 30-130 704 06/15/07 07:29:08 54.3 A 30-130 705 06/15/07 07:31:08 56.9 A 30-130 706 06/15/07 07:33:08 56.2 A 30-130 707 06/15/07 07:35:08 61.7 A 30-130 708 06/15/07 07:37:08 55.6 A 30-130 709 06/15/07 07:39:08 54.0 A 30-130 710 06/15/07 07:41:08 50.6 A 30-130 711 06/15/07 07:43:08 59.1 A 30-130 712 06/15/07 07:45:08 52.0 A 30-130 713 06/15/07 07:47:08 74.1 A 30-130 714 06/15/07 07:49:08 51.1 A 30-130 715 06/15/07 07:51:08 54.7 A 30-130 716 06/15/07 07:53:08 56.8 A 30-130 717 06/15/07 07:55:08 52.1 A 30-130 718 06/15/07 07:57:08 53.9 A 30-130 719 06/15/07 07:59:08 56.8 A 30-130 720 06/15/07 08:01:08 50.9 A 30-130 721 06/15/07 08:03:08 51.5 A 30-130 722 06/15/07 08:05:08 55.7 A 30-130 723 06/15/07 08:07:08 62.7 A 30-130 724 06/15/07 08:09:08 54.5 A 30-130 725 06/15/07 08:11:08 62.8 A 30-130 726 06/15/07 08:13:08 54.3 A 30-130 727 06/15/07 08:15:08 58.0 A 30-130 728 06/15/07 08:17:08 55.7 A 30-130 729 06/15/07 08:19:08 61.5 A 30-130 730 06/15/07 08:21:08 65.7 A 30-130 'Project 680500 August 23, 2006 Esgm— - -gym-, DRAFT EXECUTIVE SUMMARY ATCO Noise Management (ATCO) was retained by Enviro Noise Control to carry out a compliance and comprehensive sound level survey for the EnCana Orchard Compressor Station near Parachute, Colorado. Current noise regulations issued by Colorado Oil and Gas Conservation Commission (COGCC) indicate that noise levels at 350 feet from the compressor station should not exceed 55 dBA during the day 7:00 AM to 7:00 PM and 50 dBA from the night 7:00 PM to 7:00 AM for residential/agricultural/rural land uses. ATCO representatives visited the station and conducted sound level measurements from Wednesday, August 9th to Friday, August 11th, 2006. ATCO conducted long-term sound level measurements at four nearby residential locations and three far field compliance measurement locations located 350 feet from the compressor units, each in the direction of the residences. The results of the sound level measurements indicate that the noise levels at 350 ft from the compressor units exceed the noise criteria of the COGCC noise regulation. The measurement results are summarized below: Location at 350 ft Location 1 Location 2 Location 3 Sound Level Daytime dBA Sound Level Nighttime dBA Daytime 7:00 AM to 7:00 PM Nighttime 7:00 PM to 7:OOAM Permissible Noise Level dBA Permissible Noise Level dBA 59.2 60.1 55 50 61.3 64.7 55 50 58.4 62.4 55 50 However, the results of the comprehensive sound level measurements show that noise from the compressor station does not have a significant impact on the acoustic environment at the residences. Noise from vehicular traffic along Highway I70 and local surface traffic, and railway was prominent throughout the day. i c.nv11U 1NU1Jc'. Project 680500 August 23, 2006 DRAFT it v 1YTFi1)A1jsiitaiit 1.2 Site Description The Orchard Compressor Station is located near the corner of Highway 6 & 50 and Parachute Una Rd. close to the Town of Parachute, Colorado. The GPS coordinates at the center of the station are N 39°24'10.7" W 108°05'59.7". Interstate Highway I70 and a railway track lie just east of the station. Colorado River flows at the east and south sides of the station. A small forested area is located close to the banks of the river. There is a gravel pit operation 1 adjacent to the station site and to the northwest. The station consists of three Catpillar Model 3516 gas compressor units, including engines, compressors, vertical Air -X -Changer cooling fans, and pipe racks. The station is proposing to install more compressor units in the future. There are four nearby residences, all within a one mile radius of the compressor station. Figure 1 shows the Orchard station and the surrounding area, including the measurement locations and their distances from the station. 1.3 Station Operations The long-tei111 noise monitoring survey was conducted from approximately 9:00 PM on August 9th to approximately 9:00 AM on August 11th, 2006. During this period, the Orchard compressor station operated as follows: 1.Nor mal full operation, with all three compressor units running, from approximately 9:00 PM on August 9th to 11:00 PM on August 10, 2006; 2.Com plete shut down from approximately 11:00 PM on August 10th, to 12:00 AM on August 11th, 2006; and 3.Re-sta rt and normal operation, with all three compressor units running, from 12:00 AM to 9:00 AM on August 11th, 2006. 1.4 Measurement Locations Long-term comprehensive sound level measurements were conducted at four residential locations identified by EnCana and represent the noise sensitive receptors in the surrounding area. Three far -field measurement locations at 350 ft from the compressor units and in the direction of the residences were selected as monitoring locations. Following is a description of the measurement locations and the prevailing acoustic environment at them: Residence 1 (R 1): Residence 1 is situated at the northeast of the station, approximately 3459 feet from the center of the station. The GPS coordinates are N 39° 24' 36.7" W 108° 05' 30.9". This residence is beside Highway 6&50. Interstate Highway 170 and a €4ca�3='s 5 Enviro Noise Control — EnCana Orchard Compressor Stationmanageeat Project 680500 August 23, 2006 DRAFT railway are located on the east and west side respectively. The acoustic environmentat this location was dominated by heavy traffic noise from two highways and the railway. Residence 2 (R 2): Residence 2 is located on the north side of Parachute Una Rd. The sound level meter was situated outside the private property fence line and 3,656 feet .south of the station. The GPS coordinates for the sound monitoring of octhtiondence a are N 38° 23'38.7" W 108° 05' 37.9". A drilling rig was located to the west t 430 ft from the monitoring location. Noise generated from the drilling rig operation and the vehicle traffic along the road dominated the acoustic environment. Residence 3 (R 3): Residence 3 is on the east bank of the Colorado River, northeast of R2, and 2912 ft from the compressors. The sound level meter was situated in the backyard of the residential property. The coordinates are N 39° 23' 51.5" W 108° 05' 32.0". The environment can be described as a relatively quiet, rural area especially at night when insect and natural noise dominates. Residence 4 (R 4): Residence 4 is situated 3,192feet souwest from the stion, Una Rd. The sound leve beside a bridge crossing the Colorado River on Parachute monitoring location was located outside the property fence line. The coordinates are N 39°23' 40.0" W 108° 06' 09.3". The acoustic environment at this location was dominated by road traffic. Three far -field compliance sound level monitoring locations were selected, each at a distance of 350 ft from the compressors. The locations were at in direct line of sight with the residences and the noise propagation path from the noise sources. These locations are: Location 1: The sound level meter was situated 350 ft northeast of the compressors and oriented toward residential location R 1. GPS readings are N 39°24' 13.4" W 108° 05' 56.0". Location 2:. The sound level meter was situated at N 39°24' 05.8" W 108° 06' 01.8", 350 ft southwest of the compressors and at the fence line of the station. Location 2 was oriented toward the residential location R 4. Location 3: The sound level meter was situated 350 ft southeast of the compressors and in direct line of sight of residential locations R 2 and R 3. GPS coordinates are at N 39°24' 08.8" W 108°05' 55.0". Figure 1 gives an aerial view of the station, the surrounding residences and compliance monitoring locations. 6 Project 680500 August 23, 2006 DRAFT -- -- /iv1,WI 94 =MO PM lea Figure 1: Measurement Locations and Distances from Orchard Compressor Station