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Home My WebLink About20071723.tiff RESOLUTION RE: APPROVE REQUEST FOR EARLY RELEASE OF BUILDING PERMITS AND AN AGREEMENT FOR THE PLACEMENT OF A TEMPORARY WIND MONITORING TOWER IN THE A(AGRICULTURAL)ZONE DISTRICT AND ACCEPTANCE OF COLLATERAL- ANHEUSER-BUSCH, INC., FORT COLLINS BREWERY WHEREAS, the Board of County Commissioners of Weld County, Colorado, pursuant to Colorado statute and the Weld County Home Rule Charter, is vested with the authority of administering the affairs of Weld County, Colorado, and WHEREAS,the Board has been presented with a request from Anheuser-Busch, Inc., Fort Collins Brewery, for early release of building permits for the placement of a wind monitoring tower in the A (Agricultural) Zone District, which will be used temporarily to determine whether the site is feasible for the placement of a wind energy facility, on property described as follows: NE1/4 of Section 21, Township 8 North, Range 67 West of the 6th P.M., Weld County, Colorado. WHEREAS,Anheuser-Busch, Inc., assures the Board that the tower will be used solely for the purpose of conducting a wind study, then utilizing the data to determine the feasibility of installing a wind turbine on the property, and the company has entered into a collateral agreement with Weld County for the purpose of insuring the two towers will be removed at the end of the period necessary for determining feasibility, and WHEREAS,the Board has been presented with check#0007099480 from Anheuser-Busch, Inc., in the amount of $4,445.00, to cover the cost of the removal of the wind tower, in the event the Use by Special Review Permit they will be applying for is denied, and WHEREAS, the Department of Planning Services staff has reviewed the request and recommended it be approved, with the condition that within six months of completion, the towers shall be removed, or a complete Use by Special Review application shall be submitted to the Department of Planning Services. NOW, THEREFORE, BE IT RESOLVED by the Board of County Commissioners of Weld County, Colorado, that the request for early release of building permits for a temporary wind generation tower be, and hereby is, approved. BE IT FURTHER RESOLVED that check#0007099480 from Anheuser-Busch, Inc., in the amount of $4,445.00, be and hereby is, accepted to cover the cost of the removal of the wind tower, in the event the Use by Special Review Permit they will be applying for is denied. 2007-1723 00 PL f' Pz PL0073/ RE: REQUEST TO AUTHORIZE EARLY RELEASE OF BUILDING PERMITS - ANHEUSER-BUSCH, INC. PAGE 2 The above and foregoing Resolution was,on motion duly made and seconded, adopted by the following vote on the 18th day of June, A.D., 2007. BOARD OF COUNTY COMMISSIONERS WELD COUNTY, COLORADO ATTEST: a 4 -:,Cav E. Long, Chair Weld County Clerk to the Boar• ";; I` / ' l 1861 12 +�•`' " � er1Qe;Rro-Tem BY: ✓�/i ��G: �� ! . ,� Deputy Cler to the Board ��.• m . Garcia APP D AS T obert . Masden ounty At orney Douglas R demacher Date of signature: -7-7-o 7 2007-1723 PL0073 At4e; MEMORANDUM Wi` a TO: Weld County Board of County Commissioners COLORADO DATE: June 5, 2007 �Q FROM: Chris Gathman - Planner II SUBJECT: Early Release of Building Permit and Collateral Agreement for temporary wind monitoring tower to be located in the NE4 of Section 21, T8N, R67W (west of and adjacent to CR 19, approximately 1 mile north of CR 90) Anheuser-Busch has requested an early release of building permit for a wind monitoring tower which will be used temporarily to determine if the site is feasible for the placement of a wind energy facility (wind turbine) to be used by Anheuser-Busch. The attached agreement states that CPV will apply for a use by special review permit (USR) application no later than June 30, 2008. The agreement also provides that in the event the USR application is denied, the temporary wind monitoring tower shall be dismantled and the property returned to its existing condition within six (6) months. Anheuser-Busch has provided collateral in the amount of $4,445.00 to cover the cost of the removal of the wind tower in the event it is needed. Planning staff is in support of this request. SERVICE,TEAMWORK,INTEGRITY,QUALITY 2007-1723 + 'r •, �:r m tfrinhiaetScAtiala ON=07 ThEANF LSt?-.-SCM COMPANIES May 4, 2007 Mr. Chris Gathman Department of Planning and Zoning Weld County Colorado 918 10th Street Greeley, CO 80631 Dear Mr. Gathman, Anheuser-Busch, Inc. is writing to request an early release of a building permit for the erection of a meteorological tower at our Nutri-Turf farm in Fort Collins, Colorado. The tower would be 50 meters tall, using 6 inch diameter pipe, and supported by guy wires. You asked for a legal description of the tower location, and it would be located in the western part of Weld County at the following location. Please let us know if you need a different description. NE1/4 of Section 21, Township 8 North, Range 67 West Our plans are to conduct a wind study over the next 12 months, then to use this data to determine the feasibility of installing a wind turbine on the property. Since we anticipate installation of the tower near the end of June 2007, we would submit to Weld County a final and complete New USR application if the tower were to remain permanent and such application would be filed no later than June 30, 2008. If you have any questions, please feel free to contact William Stortz, Project Engineer, in St. Louis MO at (314) 765-6366. Sincerely, Glenn Wilson Enclosures: Plant Manager 1) Revised Draft Collateral Agreement Anheuser-Busch, Inc. (Revised date in Item #2) Fort Collins Brewery 2351 Busch Drive Fort Collins, CO 80524 AGREEMENT THIS AGREEMENT ("Agreement") is made and entered into this 0' day of.April; 2007, by and through the County of Weld, State of Colorado, acting through its Board of County Commissioners ("County") and Anheuser-Busch, Inc. ("A-B"). WITNESSETH WHEREAS, A-B, by applications dated April 12, 2007 (collectively, "Application") applied for and requested the early release and issuance of a building permit for one (1) 50 meter meteorological tower("Met Tower"); and WHEREAS, the Met Tower is to be located upon one (1)parcel of land located on the Northeast Quarter of Section 21, Township 8 North, Range 67 West, in Weld County, Colorado ("Property"); and WHEREAS, A-B, in the materials submitted to Weld County under the Application, has provided adequate proof and justification for the early release and issuance of a building permit for the Met Tower before the Met Tower can be considered by County under a new Use by Special Review application("New USR"); NOW, THEREFORE, in consideration of the foregoing and the acceptance and approval of the following conditions, County and A-B agree as follows: 1. The above recitals are incorporated herein by reference. 2. A-B anticipates installation of the Met Tower near the end of June 2007 and shall submit to County a final and complete New USR application, such application to be filed not later than June 30, 2008. 3. A-B shall provide to Weld County a performance guarantee cash deposit in the amount of Four Thousand Four Hundred Forty Five and 00/100 ($4,445.00) ("Guarantee Deposit"). 4. Said Guarantee Deposit shall be held by the County pending final resolution and determination of the New USR application. 5. If the New USR is approved by County, the Guarantee Deposit shall be returned by County to A-B within ten (10) days of the recording of the USR plat in accordance with County procedures and requirements. 6. In the event the New USR is not approved, A-B shall have six (6) months after final action to dismantle the Met Tower and return the Property to its existing condition. 11111111111111111111111111 111111111111 3490892 07/17/2007 12:15P Weld County, CO 1 of 2 R 0.00 D 0.00 Steve Moreno Clerk& Recorder ,2007-/2a3 7. In the event A-B has not dismantled the Met Tower and returned the Property to its existing condition within said six (6) month period, County then has the right to dismantle the Met Tower and restore the Property to its existing condition with all appropriate and reasonable costs and expenses thereof to be paid by A-B. County shall have the right to use the Guarantee Deposit for such dismantling and restoration and return excess funds, if any, to A-B. In the event the funds are not adequate for the dismantling and restoration("Deficiency"), A-B shall remain responsible for payment to County of the additional costs as well as any other reasonable expenses and costs including attorney fees incurred by County to collect any such Deficiency. 8. A-B understands and accepts all risks associated with construction of the Met Tower as there is no implied or express covenant, warranty, or guarantee that the New USR will be approved by County. 9. Upon payment of the Guarantee Deposit by A-B, the early issuance and release of the requested building permit is authorized without prejudice to the rights of County. 10. The Agreement shall be binding upon the parties and their successors and assigns. IN WITNESS WHEREOF, the parties have caused this Agreement to be executed on the day and year first above written. BOARD OF COUNTY COMMISSIONS, WELD COUNTY, COLORADO (C bi' �t el. as d �+.ng, �h. . / 06/18/2007 j4` y C 'rk to the (B.rd APPROVED AS TO FO42 By. ,/: 7 Count orney ANHEUSER-BUSCH, INC. By: SDWn/ Glenn Wilson, Plant Manager, Fort Collins Brewery 1111111111111111111111111111111111111111111111111 Ill 3490892 07/17/2007 12:15P Weld County, CO 2 of 2 R 0.00 0 0.00 Steve Moreno Clerk& Recorder — 620a2-/9Q3 NOTICE Pursuant to the laws of the State of Colorado and the Weld County Code,a public meeting will be held in the Chambers of the Board of County Commissioners of Weld County, Colorado, Weld County Centennial Center,915 10th Street, First Floor,Greeley,Colorado 80631,at the time specified. If a court reporter is desired, please advise the Clerk to the Board, in writing, at least five days prior to the meeting. The cost of engaging a court reporter shall be borne by the requesting party. In accordance with the Americans with Disabilities Act, if special accommodations are required in order for you to participate in this hearing,please contact the Clerk to the Board's Office at (970) 336-7215, Extension 4225, prior to the day of the hearing. The complete case file may be examined in the office of the Clerk to the Board of County Commissioners,Weld County Centennial Center,91510th Street,Third Floor,Greeley,Colorado 80631. E-Mail messages sent to an individual Commissioner may not be included in the case file. To ensure inclusion of your E-Mail correspondence into the case file, please send a copy to egesick@co.weld.co.us. DATE: June 18, 2007 TIME: 9:00 a.m. APPLICANT: Anheuser-Busch, Inc. Fort Collins Brewery Attn: Glenn Wilson, Plant Manager 2351 Busch Drive Fort Collins, Colorado 80524 REQUEST: Consider Request for Early Release of Building Permits and an Agreement for the placement of a temporary wind monitoring tower in the A(Agricultural)Zone District. (A vicinity map and copy of the Agreement are enclosed with this Notice.) LEGAL DESCRIPTION: The NE1/4 of Section 21, Township 8 North, Range 67 West of the 6th P.M., Weld County, Colorado. LOCATION: West of and adjacent to County Road 19; approximately one mile north of County Road 90 (See Legal Description for precise location.) BOARD OF COUNTY COMMISSIONERS WELD COUNTY, COLORADO DATED: June 7, 2007 CERTIFICATE OF MAILING The undersigned hereby certifies that a true and correct copy of the foregoing Notice of Hearing was placed in the United States mail, first class mail, postage prepaid, addressed to the following property owners. DATED this 7th day of June, 2007. ATTN GLENN WILSON ANHEUSER-BUSCH INC FORT COLLINS BREWERY 2351 BUSCH DR FORT COLLINS CO 80524 ANHEUSER-BUSCH INC C/O CORPORATE TAX DEPT ONE BUSCH PL SAINT LOUIS MO 63118-1849 BLACK HOLLOW RANCH LLC 517 42ND AVE GREELEY CO 80634 DONALD AND SANDIE HALL 44998 COUNTY ROAD 15 FORT COLLINS CO 80524 JOSEPH AND CORENE LEETE 8780 COUNTY ROAD 90 FORT COLLINS CO 80524-9124 NEW CONCEPT MODULAR HOMES LLC 2127 GENOA CT LOVELAND CO 80538 31,71 Deputy Clerk to the Board e R Y C L C 2 .°it d 9 V 5 d a >_« N d 3 23 3 BO C _ C .f. N C T F '0 0 � a Ili me 0 � O < os C C_ ' N G O > 9 O Et. - u 0 C 0 A a J �� _ r O E J LL U U Cm 11. 000 EBBED a Alf n a 1 Q U iQ a � G - a o ig IV tiiage W 1 ti �C F ®off _ r it• ario s �a .,. 0 ga. 6 $1 .1 �" Siaa mono 073M u Z ° _ ' € sue€ Be za E(pll.W'IIOJ P13M� AFFIDAVIT OF INTERESTED LAND OWNERS Page 1 of 2 AFFIDAVIT OF INTERESTED LAND OWNERS SURFACE ESTATE Subject Parcel: 055521000004 THE UNDERSIGNED, states that to the best of his or her knowledge the attached list is a true and accurate list of the names, addresses, and the corresponding Parcel Identification Number assigned by the Weld County Assessor of the owners of the property (the surface estate) within 500 feet of the property being considered. This list was compiled utilizing the records of the Weld County Assessor available on the Weld County Internet Mapping site, http://www.co.weld.co.us, and has not been modified from the original. The list compiled from the records of the Weld County Assessor was assembled within thirty days of the application's submission date. Signature 6/51 a00`i Date Property Owners Within 500 ft.of Parcel# 055521000004 NAME MAILING ADDRESS PARCEL IDENTIFICATION_ C/O CORPORATE TAX ANHEUSER-BUSCH INC DEPARTMENT 055515000006 ONE BUSCH PLACE ST LOUIS,MO 63118-1849 C/O CORPORATE TAX ANHEUSER-BUSCH INC DEPARTMENT 055520000009 ONE BUSCH PLACE ST LOUIS,MO 63118-1849 C/O CORPORATE TAX ANHEUSER-BUSCH INC DEPARTMENT 055522000006 ONE BUSCH PLACE ST LOUIS,MO 63118-1849 C/O CORPORATE TAX ANHEUSER-BUSCH INC DEPARTMENT 055527000017 ONE BUSCH PLACE ST LOUIS,MO 63118-1849 C/O CORPORATE TAX ANHEUSER-BUSCH INC DEPARTMENT 055528000002 ONE BUSCH PLACE ST LOUIS,MO 63118-1849 C/O CORPORATE TAX ANHEUSER-BUSCH INC DEPARTMENT 055529000020 ONE BUSCH PLACE ST LOUIS,MO 63118-1849 C/O CORPORATE TAX http://maps2.merrick.com/website/weld/setSql.asp?cmd=buffer&PIN=055521000004&P... 06/05/2007 AFFIDAVIT OF INTERESTED LAND OWNERS Page 2 of 2 DEPARTMENT ANHEUSER-BUSCH INC ONE BUSCH PLACE 055529000021 ST LOUIS,MO 63118-1849 51742AVE BLACK HOLLOW RANCH LLC 055517000007 GREELEY,CO 80634 COLORADO STATE OF 055516000001 EXEMPT, 44998 COUNTY ROAD 15 HALL DONALD & SANDIE L 055520100015 FT COLLINS,CO 80524 8780 COUNTY ROAD 90 LEETE JOSEPH L & CORENE V 055528000001 FORT COLLINS,CO 80524-9124 NEW CONCEPT MODULAR 2127 GENOA CT HOMES LLC 055520100014 LOVELAND,CO 80538 http://maps2.merrick.com/website/weld/setSgl.asp?cmd=buffer&PIN=05 5521000004&P... 06/05/2007 Google Maps Page 1 of 2 Go :sic /„.. * ., tt r aw ©2007 Google-Imagery©2007 DigitalGlobe,Map data©2007;NAVTEQ'm -Terms of Use http://maps.google.com/ 5/9/2007 REVISIONS ow Wm mod.,Yield ass" Cowdeion REV bESCR1f1'TION JAYS APPROVED Dimmer T1lrwra 611•0391 Seunrin PnA n 1 ends 0.109 ha MT 1020 60.0 kW NUt filet slows A Units, notes update 02Jul03 APB 2W mn 2.9 mm 345 loft Oafverb.d P 2 6-6WMmar 5.109 kW,MT 1020 60.0 he I.A A5Tu653 B Changed reaction format 1JAU 03 APB 203.152 mm 2J tten �}6•eft 9 _ 9 3 aecn D91rYte 181 n 1 } lm 5.a fnA C Revised SI forces 13Dec06 APB 1S2mm '.10 28/en \45n1Pa 4 114 S Ychtoar 0.109 Yoh MT 1015 500Id NIA 162.114 mm Z.8 mm 345 sit • 6 4.5 inch 4063 Inch MT 1010 50 014 NIA n 114 mn 2.1 mm Mites a DJ97 moo 7.7 0.N, NA 3J 1ao O.h.;r a 419 mm Abprl 15219 °sea a erected height 49.5 m (162.6 lett) ,A IMd.ne and itemiser felt.. 43.22 in (158.2 feet) Memel Si ,A Er.etud Might 10 m(33 APO MN.h00efy 70 mph 31.3 nee (NSW mist s lop 0f Wow MO weedy de mph 38.3 nil. / Me"assn s Radii lee Kenos sncn 0 mm 41.26 in (135.4 feet) 4 Erected height wee guy anchor form 12110 5.3 lei inner guy anchor iprce 30' 30' f Fagg eon,lytronesll ' (111•e Ouy maw kIls 2.3 618 102 MI ' c a ruler Ka 1x1. 49' 4Y pep Incr., tangle man lerlypnN' 4 34.29 re (112.5 Nei) Tower 6 .Ina 7 7 k)8 9.8 MN cr • Erected 130303 1r,h.lmmµ dulrw r .mcW+1 • 1 eger dent Woe 8.0 War 215.7 W .yr tyvnicsil 9: 41 Fantail•encl.,loss 32140 142101 ,v s O' Erection endsor lace 45' 45' 1.101*from hprtronpl: Sf. • II. 1 1.1.10rrern 9nT+r+elo'n DA146 3.6 MN 0 25.61 in (84.7 feet) 01•etnosn s=eer ten VMS 5.1 0/i 141.8„,p80. Erected height Imnoaw.Wnl s Madn,,a.larder tube step 2,5 MM 17.0 refs S 2 (1.06.) MWnsan 02 defction 11 loo 270 nee in . 1 • Wile guy weir• 0201.5 0.9074 <Q S. s 0- 17.32 m (56.8 feet) h" Erected height Mt, . 1 I x1 A • 6.83 in (29.0 ft) d , �•.Ni t 1 Er.et. height " m 0 i9 1, . leem 1 132 eve•. 1 7,181[,�..J , •�% ., . 2 n, , /I✓ /JCT( .� 12.2 m(40 felt) Wet,anchor feriae /—/O—C)/ .5 te (100 Seel)hew 9+y AN(I II feet)Outer evil A)WWIfares end e1orW1 member loser Ile*WcW Md were ANSI TIA/E1A.222.1r,(I60b),'3eutlleel 6eeMrAe for 6w1 marg.Tone and blme 8eppor*g Otrh.Arp'. 8)Wine speed.are Wept him wind velocity per 6Y.222-F.61.4-2224 verd low"cee l6I:C11.1-%9.4.1.0. 0.217. CI Fpisel free(to)rend l led own be fa=ros nelefY cerwud es tree s..:04(3..c)1e d.Peed met De essellan, V(7sme).12'2 V(Mn)Ira WW1..100 mph 0)Ore'Wee efficiency•0.1 and eel caw safely isrsa le mole,Il9n or noel io 20 E)M NBy8 laps Modem PEA n.del bane been(Pe.I5)and of em ILr910)Mohr=WV tWOAaed MrO bad eve used lo celcuele lomO.•ace.40 reedier. F)Torn.gored•Wen d•aa1 per 41 6MJn m=ile or 599 Corstnsa,(RISC)•5 045 5•.p Deer',091 Ed.108D.Chewer H,wooers H 1.1.H1-2 0)The weer design ewe 9s 58udorel egMnnr=of 514-2224.wakes 1.2,3.5.9 to the given kelln3 congest This rerain Cow not apply lo EIA.222-f Mtla1 7.11.12.13. H)Fhweoollon arcs mat be meMbaed worm*ass not•pen a Iles 819/7.5.Specelc fpnndafbn wale nun be append taw emcee abberelan.rel she by•gm/nd Pia welond. I)A9cely OusMisd proleeeiorel must dra mw Its•epp1.nib9 of this sue*,for the evened.le.mambo.Our to the Weed Mo4w1rM In to Meng re raronuceon Owed ids webrl el■ s6Md6c baton,YAW s ea1Wy kinked b Mane Wong Pram negligence or ere rniscarduct by NRO or is psMeaMad erg...oon0WMD then w 1)95 No weedy.awesome of 10044.N smile concerning the seed"of leis podud for•deer eeWolm r belle. 1.04 794.055 OTHERWISE SPE0(E0 tat:980Wd10ei COPOMPCD HERON NRG SYSTEMS INC OII4ENSION5 ARE M MEWS 16 04.ROM d 19 err 0 5,111103 mm•hYIM.wAas TOLERAWES : L MP AC ~C pl0 KOITIONCf 1N d0041L E 110 RIGGS ROAD, HINESBURG, VT., 05461 - Seers F S IIPG DeCle03 NeGLj5 Oluese3 1W It f1EHs0PJCf'OR rM-Mlles Per eeod1 UR9 1/111101.7/ex DPP® w.s MN. 1A00grebn• S 1/64 .50 2 .015 1 1• ►OeeBPf OF 71C Onloh' 50 Meter TallTower n#e-I=00.000 P... .0110 4 .005 APPROVALS DATE Min-1,000 US poses 10 M7 SCALE PROMO152 mm (6.0 inch) dio tube Mel. 1.000 US cases lr hero' "ley A Booth 2Gi oO3 .. tern ee MI,•ttlee ear 1.a. •� 03.e B 111 991 v e-o.....0., ..., alma set NTS J i' 1 Figure 47: 50 m TallTower T7lITewerManua7-7 11 00C 80 15 February 2007 REVISIONS cell► Dienlee3n Yt4be2 Canceler REV DESCRIPTION DATE APPROVED • Not 04pcod 00Mensal A Units, notes updote 02Jul03 APB 2 A13714 653 B Chonged reaction format 17Aug03 APB 7 �� C Revised SI forces 13Dec06 APB 4 F!ICi77T"'7RSR7T�.f*ii�Tf�G*x1�71l9� F?T7�6!!lT7� I 5 Oi fT'1 1f1l 1'31 IT�1�11!7t� ♦au mm Overall erected height 49.5 m (162.5 feet) ,♦ 116rero,.s end monks.,face. 46.22 m (158.2 f4H) Impede SI •♦ Erected Might :10 m.,meet)test vebott• 1705511 31.3 mA r 1(Fw4R mile) 1 Tap of lower vend vekidly 166 n 362 rnt (Peeled MOO • Re lee Weigle. el (.OFa Own ' 01.26 m (!JS! NM) Erected,..err pry Brow Flom 1117.0 5.31,14height tn...guy ancOortaro. 30• 00* ogee hum Immerse' > Outer guy malty lace 2.3 4.0 10.2 kN OUer gay anchor law 49' 49• (fie tom weenie' 34.20 m (112.5 lug)(Taww¢cn54 w SO 76.7W F ewe lace�aIX 1 221d.0 9.540 °' Erected height toner 0. la • ' F r veNpll E.edbn anchor Wee 321db 1421N 1` `.4 4 0' 15eceon ander bow 45' 45• (fie Fan hor¢predl f • M.eenn on Ueenn 08 Mil 3.6 RN % r ' ,• , Meese t weir tube ear 6.5 4 '41.6 rng ,4 Erect m (fight feet) (w'+ofe.elonl p. Erected height ' l4ph w.,uyl ta1113•fee•• 2.51131 57.0 501 /'004.10M ,lananrn lop cleilecilec t i ncn 1270 me w' • e • c held guy lenekr 02 41b 1 0.91M ,4454 e 72 a er 17.22 m (56.6 feet) Erected height It' • 3 E x ' e , _ f &6.3 a (29.0 ft) • Erected height A11�M 0}9} 1 P 48 * IQ* ).0 r .�� Girl 152 men.. 12 l r i-fizixOf / /l 12.2 m(40 reel) Owe weber melee I-/O-C'r% 30.5 m(KO Net)leder gay - !J'311 13.6 in(110 fed)Outergay nee AI thind krone ee11 elprebie mumbo bad.re 6)0M.0 ueN9 ANSI'rwOA.222-F.11996).'Stmet sal 911, ads far Sled Mere Taws ere Mane 6•40054.g Slore.ires". 61 Wine weeds ere Eeeied n4.l led velocity pa E W222.F.6IA-222F rM beep teeth:ru:0.1%69.Ch3t.0.a.211. C)F0•8•1 ills(fml•••••••••Or.re 49Croar.wy oon..d.d 1a Brie SSW,d(3e.$)wM speed tag me ewem+: VOW).1.22 V(ee)lor161tol.e 500 5pe 0)Day)ere 41 elmay.0.9.10.e 5y WMy lacier a 91313110'ten a egul b 2.0- E)M ANSYS Yew gWplbn FEA rme aeel5 NOT(Ptp.16)are 614).5(LhklOI Hesse•wtm 8145,854.hood bed tees aced b wildle mernher lave rte me:t o m. F)Tower.Ib.ebl.'Far anion pr Antreosn Intlim c•81541 Caerbtedlas(RISC)"Mottebl4 Stem D.rpr,la1 EC.1949.ampler H.emotion 41.1.F11-2 0)The Woo"OmM1 non 654 anchrd rea,Mlree of E1A-222-F,.means 1,2.3,6.4 for the given bale mrblbn.Th4.WyW does sal apply b E IA-272.F rdnu 7.11.12.11 4)Famdemrl d•e✓pn mire be ooredef 4 Want y end le net a pen d the s tfett SpecIle Iprr,p•024 dear mat be mewed forge upscale•ppleeeal inn Mt ty•aaerd pro4.eionel 1)A 1.wly OmIl.d Meello•el letM deermrse lo.op:lc y d the eneye4.105 ere tocee•d r.m'delan,0..to en ore d Mohreent h b1.Mem or communion 4111 eel p1a0u1 a. .0.rlhc locator Welty le.•dWy treed 5 trues wising loom negl4er e or Mhi rtllemnatet by 060 a the poleniaet engineer mnpeRn9 e•s reyw.Ne eterr•s•y,mamma r eyelet.le nee*concerning the rel4bRy d.1.podud l r•gtven epplka900 or longer, yep nc44600 �ULLSS 01913tw6E sF5O5C0 ' s.4 KORIIMON immense WON ' NRG SYSTEMS INC 0114631510145 ME r mrs i.e tvs a a 116 WPM'or srst ! en,.Mill21eNr, TOEE/tA4CE5 ARE, NC.At0 our IC 111rerya•D N casoures. Iq nand ar DO 110 RIGGS ROAD, HINESBURG, VT., 05461 Wien nechOcS DEOME3 mal.ES larwee t 140'0E IMPOglClD 011 roe-Metr.per wound USED sMOUT Di OveicS] eu 04- 1.000N•wbn. S 1/64 .RR S .012 a I. 464605 5 Cr"114 rn✓nm 5'0 Mater TallTower mPe.1,000.000 Pap. xxx : .005 APPROVALS GATE ub-1,000 USpand. DO NOT SCALE CAWING G 152 mm (fi.G inch) die tube kW- 1.000 us monde pr inc.. 54Y1i A Booth 26Apre5 r emus melt-Mies pr hoseWe l5,-Dlrnw '� B U1991 C re.. - .."'N-rS I 1,...„ 1 Figure 47: 50 m TallTower Ta llowe'tJanual-7.11.doc 80 5 I-ebn.ary 2C.Ci Hht 5Overall Erected.52n8 E'-5') ft5 C (170') 49,52n (162'-5�') 15 Guy Level Y Erected Height 3 48.22n (I5E -2i'l 3 /-43.5n (145') 741 Guy Leve( .5 Erected Height 41.26r. (135)- 36 re (120') Guy Level Erected Height 34.2% QI2'-6}') 3 3 27n (90') Guy Level -3 Erected Height 25,8in (84'-8') 3 Guy Level Erected Height 17.32r (56'-10') .3 LOOP GUY WIRE THROUGH ANCHOR EYE AND SECURE WITH 3 WIRE ROPE CLIPS (TYPO 3 U-BOLTS TO BE ON DEAD END 9e (30') OF WIRE ROPE, Guy Level Erected Height 8.83n (28'-IIa') 3 3 30,5M (1008 INNER ANCHOR RADIUS L 3358 (1108 OUTER ANCHOR RADIUS Figure 13: 50 m TallTower Assembly TalfTowerManual-7.11.cloc 22 15 February 2007 in coIn a a a a a a a c Co Co Co Co CO 0 y N N fn to N Ct N to o -o lo-o C C C C C co C C C r E 'o 'o 'o a a a a a a a a L 0 0 0 o O O O O 0 0 0 0 0 0 C N CD CV Nco co S (a _ o Z Z Z Z Z Z Z Z E o 0 0 0 0 0 o 0 > 0 0 co N CO a CO O co Cr) r r r r N .Lc In °� o °r °o °O In a a a co to a a a Co Co C9 Ca Co Co Co Co C O V) V1 WV) U) CO N y V - a V V 0 98 o c c C C C C c C C R Co 7 J 7 7 = = = d 2 O O O O O O O O to a a a a a a a a 2 'O O O O o O O o o if CD L o 0 o O O 0 0 O c0 o C a co 0 m Ni N N fa C T Z Z Z Z Z Z Z Z 2 .c = o 0 o o 0 0 o o c 3 c O N 0 a _ Q co N- N- co in OOi co O oo O a Q) 2 C > C "Cl- C V C Q O. ..8' co a) O `E d M O coc. w > to L to 2 N . N L N L co L N L N L T m C E a M a M a M a M a coi E M a M E ° c F 3 r o 0 0 0 0 0 0 0 a) r LL M M M n M .^.� M M r- M .�.. M N- E "' 0 N o El)) CV cn 2 N t 00 O) Q LL a C W N O .0 N p a N L E o W > C 2 E 2 C N a)a E w E m E a E m E al E a E al o `) a O C co E c� E L E t E r E L E r E r N .2 d 3 'O a C N C M C N C M C N C M C N O O 2 a) to 0 .T- o 1- O CO L.j r 7 (D N CO CO N CO N CO to > L ~ r C c o r co 2 3 T 2 2 a)o Na) O D O 0 E E E E = N E _ E = E a E E 3 o E E o E co E oo � `� mm tO0 0 0 v ton Fti22 Z coax 0 Screw-In Anchors Screw-in anchors are the most commonly used anchors for normal clay soils without rocks. They are installed by hand, using a cross bar to screw them into the earth like a corkscrew. Screw-in anchors can also used to provide the anchoring rod and eye for site-built anchors, such as concrete. Refer to the information on concrete anchors below. 150 mm (6.0 inches) screw-in anchors are the standard anchors supplied with NRG TallTowers. Table 4: Specifications for Screw-In Anchors 150 mm (6 inches) Anchor Helix diameter: 152 mm (6.0 inches) Length Overall: 1.65 m (66 inches) Rod diameter: 19 mm (0.75 inches) Material: Galvanized steel Holding Power: (These anchors are not suitable for soils denser than class 5.) Class 5 soils * 3,000 kg (6,500 pounds) Class 6 soils * 2,300 kg (5,000 pounds) Class 7 soils * 1,100 kg (2,500 pounds) * Consult the Soil Classes chart, Table 5. ** In class 7 soils, it is advisable to place anchors deep enough to penetrate to underlying class 5 or 6 soil. Table 5: Soil Classes Class Common Soil Types Geological Soil Classification 3 Dense clays, sands and gravel; Glacial till; weathered shales, schist, gneiss and hard silts and clays siltstone 4 Medium dense sandy gravel; Glacial till; hardpan; marls very stiff to hard silts and clays 5 Medium dense coarse sand and Saprolites, residual soils sandy gravels; stiff to very stiff silts and clays 6 Loose to medium dense fine to Dense hydraulic fill; compacted fill; residual coarse sand; firm to stiff clays soils and silts 7** Loose fine sand; Alluvium; loess; Flood plain soils; lake clays; adobe; gumbo; fill soil-firm clays; varied clays; fill Reproduced by permission,The A.B.Chance Co. TallTowerManual-7.11.doc 45 15 February 2007 Appendix C: Structural Analysis of NRG TallTowers OBJECTIVE: The objective of the analysis is to estimate the anchor reactions, member stresses and structural code compliance for the NRG TallTowers, when subjected to high wind speeds. IMPORTANT NOTE: It is important to remember that the purpose of this analysis is to provide insight, not exact numbers. All modeling and analysis include assumptions and approximations to the actual hardware. The computed results have been checked and are believed to be reasonably correct for the conditions stated. A qualified professional should evaluate whether this analysis is applicable to your particular site and conditions. STRUCTURAL CODE COMPLIANCE The performance of NRG TallTowers is assessed using the provisions of EIA-222-F (1996) and AISC ASD (1989). These standards are accepted in the BOCA 1996 and ICBO 2000 building codes for use on guyed structures. For a complete copy of the TIA/EIA 222-F Standard, contact: Global Engineering Documents, 15 Inverness Way East, Englewood, CO 80112-5704 In the U.S.A. or Canada, call: 1-800-854-7179 International callers: 303-397-7956. Each municipality or region will have specific code compliance requirements. Local ordinances must be reviewed to determine if the NRG analysis is acceptable. Wind speeds are based on location, exposure, and probability of occurrence. EIA-222-F lists minimum Basic Wind Speeds for different areas of the country. Basic Wind Speed is the fastest- mile wind speed at 33 ft (10 m) above ground corresponding to an annual probability of 0.02 (50- year recurrence interval). A 50-year recurrence interval is typically used for weather loading. Note that the basic wind speed differs from the 3-second wind speed reported by the National Weather Service (NWS). Wind speed and corresponding force are functions of the elevation above the ground, the diameter of the tower member or guy wire, and the three dimensional angle of the member or guy wire to the wind direction. The EIA-222-F Standards defines equations for use on the guy wires, and specifies a slightly different form for use on the main tower tube. A detailed description of each of the variables listed below is contained in the text of EIA-222-F. The EIA-222-F equations for wind speed, lift and drag force on vertical tubes and guy wires due to wind are listed below. TallTowerManual-7 11 doc 51 15 February 2007 Drag and lift force on inclined guy wires FD =gzGHCHdLc (lb) [N] FL =gzGHCLdLc (lb) [N] qz =See below GH = 1.69 d = Diameter of guy strand (ft) [m] Lc =Chord length of guy(ft)[m] 0-=Clockwise angle of guy to wind direction (0≤ 180') Co=1.2 sin'0 CL = 1.2 sine 0 cos Horizontal force on tube element F =gzGHCFA (lb) [N] G„ =1.69 for tubular pole structures CF =1.0 for round tubular structures A= Projected area of tube normal to the wind For round tubes this is element length * tube diameter Velocity pressure of wind at a given height is determined by qz =0.00256KzV2 for V in miles per hour qz =0.613KzV2 for V in m/s Exposure coefficient Kz =[z/33]217 forzinft Kz =[z/10]2" for z in meters V= Basic fastest mile wind speed (mph)[m/s] z=Height above ground (ft) [m] The horizontal and vertical forces on a given element at a specified elevation are calculated using the above equations and are used in the finite element analysis described next. METHODOLOGY The tower is modeled using the ANSYS Finite Element Analysis (FEA) method. FEA is a widely accepted method for analyzing stress, reactions and deformation in complex structures. ANSYS is one of the most widely accepted FEA programs in the world. The tower and guy wires are broken down into small sections called elements with the corresponding wind and or ice forces applied to each element. Elements are mathematical models of a physical structure that deform in the same fashion as the actual tower. The elements are combined mathematically using the finite element method to account for the effect each element has on the entire structure. Tower models are solved using the non-linear large deflection model. TaIITawerManual-7.11.doc 52 15 February 2007 Tower elements are modeled as ANSYS PIPE 16 elements and the guy wires as flexible LINK 10 elements. Typical guy wire elements are 0.3m (12 inches) long and tower sections vary from 0.05 - 0.3m (2 inches - 12 inches) long. A typical 50-meter tower analysis will have over 4000 elements and up to 8000 loads. A given tower may be tested using 4 - 6 different loading conditions and design alternatives. This includes wind, ice, erection, and several different wind velocities in combination with ice. Wind forces are calculated for each element using a proprietary program at the center of the element height using the equations given in the specific building or structural code. Variables in the wind force equation include basic 10 m wind speed, gust response factor, diameter (including ice diameter), element length, guy angle, coefficient of drag, height above ground, basic wind speed, and alpha. The load is then applied to each element. The applied force due to wind, ice and weight of the structure is then combined in a load factor equation to determine what load to apply to the structure. For example, EIA-222-F has determined that the full 50-year wind speed is unlikely to occur at the same time as the maximum amount of ice, so it allows one to decrease the wind load by 25% when the wind with ice combination is analyzed. After a tower has been analyzed the results are processed to assess the stress and structural stability of the tower. The ASD and EIA codes have allowable stress or strength limits depending on the specific code and type of member. Elastic deformation of the long slender tube elements is often the limiting factor in determining maximum allowable loads. Tube buckling is assessed using Euler's equation for elastic column buckling and the corresponding combined axial stress and bending stress equation in the ASD code. Appropriate factors of safety are built into each equation. A tower is a flexible structure composed of tube elements and guy elements. The equations governing these elements are quite different and have different factors of safety that may change with geometry. For this reason there is no single factor of safety specified for a tower. Using the stresses determined from the FEA analyses and taking into account such factors as axial stress, bending stress, unsupported length of the tower, maximum allowable stress, and the end conditions of the tube sections, our engineers have calculated if the structure is considered stable according to the specific code. The applied loads are compared to a MathCAD spreadsheet of the various equations to validate the accuracy. The MathCAD model includes several different methods of applying loads. These are used to verify that the applied loads are realistic. NRG also applies over 20 years of field experience in deciding if a given analysis is realistic. An analysis is only as good as the assumed conditions of loading, assembly and structural behavior. The field installation team must ensure that the structure and any foundations are assembled properly. Tubes must be dent free and straight. Dented or bent tubes will significantly reduce the load carrying capacity of the entire structure. Guy wires must have the correct number of wire clips and not be over tensioned, and the foundations must be adequately designed for the site conditions. Notice of NRG EIA-222-F Compliance Please note: TIA/EIA Engineering Standards and Publications are designed to serve the public interest by eliminating misunderstandings between manufacturers and purchasers, facilitating interchangeability and improvement of products, and assisting the purchaser in selecting and obtaining with minimum delay the proper product for the particular need. Since EIA-222-F Standards apply to steel antenna towers and antenna supporting structures for all classes of TaIITowerManual4.11floc 53 15 February 2007 communications services, NRG Systems has identified the specific standards that apply to NRG TallTowers and outlined them below. Paragraph numbers are per EIA-222-F nomenclature. 1 Material 1.1.1.2 Tube materials are as follows 4.5" —AISI 1010 6" - AISI 1015 (ASTM A-787 type 2) 8" — AISI 1020 2 Loading 2.1.2.2 Ice density for design is 56 lb/ft3 (8.8 kN/m3). 2.1.3.1 Basic wind speed is fastest mile wind speed at 10 m (33 ft) above ground corresponding to an annual probability of 0.02 (50-year recurrence interval). The appropriate basic wind speed for a given site must be determined on a site-by-site basis by the installer. 2.3.1.2 Ice thickness varies and depends on specific geographic location and other site parameters. NRG does not specify or recommend a design ice thickness. 2.3.2, 2.3.3 Horizontal wind force is calculated using the following equations F=gzGHCFA (lb) [N] gz =0.00256KzV2 for V in mi/h qz =0.613KZV2 for V in m/s Kz =[z/331217 for zinft Kz =[z/10 217 for z in meters GH =1.69 for tubular pole structures (Gust response factor 2.3.4.2) CF = 1.0 for round tubular structures V =Basic fastest mile wind speed (mi/h)[m/s] z=Height above ground(ft) [m/s] 2.3.14 Guy loads are calculated using the following equations TaIITowerManua-7.11.doc 54 15 February 2007 FD = 9zGHCodLc FL =9zGHCLdLc 4z = Per above equation(sec 2.3.3) GH = 1'uy (Gust response factor 2.3.4.2) d= Diameter of guy strand (ft) [m] Lc =Chord length of guy(ft)[m] 0=Clockwise angle of guy to wind direction (0≤ 180°) CD=1.2 sin3 0 CL = 1.2 sine O cos 0 2.3.16 Two load combinations are tested F=D+W F=D+0.75W+I The force due to the wind (W) is calculated per EIA-222-F Section 2.3.2, 2.3.14 above. The wind force for ice loading is calculated using the ice radius added to the guy or tower element radius. Dead load (D) is the gravity force due to the mass of the structure. Ice force (I) is the gravity force due to the weight of a uniform coating of ice on the structure. The wind force (W) is the vertical (FL) and horizontal (FD) force applied to the structure using the equations presented in section 2.3.14. 3 Stresses 3.1.1 NRG uses American Iron and Steel Construction (AISC) Allowable Stress Design (ASD), 1989 to determine the allowable load due to wind or ice. 3.1.11-15 Element stability is considered using ASD equations for combined axial and bending loading. NRG tower elements are considered to be slender elements per ASD (1989) and slenderness ratios range from less than 100 to greater than 170. 3.1.16 NRG does not specify or recommend specific reinforced concrete foundation and guy anchor design details for a specific site. 4 Manufacturing 4.1.1 Manufacturing and workmanship are in accordance with commonly accepted standards of the structural steel fabricating industry. TallTowerManual-➢.11 doc 55 15 February 2007 4.1.2 Welding procedures are in accordance with the requirements of appropriate AISC or AISI specification. 5 Factory finish 5.1.1.1 Structural materials shall be galvanized in accordance with ASTM A123 (hot dip). 5.1.1.2 Hardware shall be galvanized in accordance with ASTM A153 (hot-dip) or ASTM B693 Class 50 (mechanical). 5.1.1.3 Guy Strand — Zinc coated guy strand shall be galvanized in accordance with ASTM A475 or ASTM A586. 7 Foundations and Anchors NRG does not recommend specific anchor or foundation details due to the variability of specific site conditions. It is the responsibility of the installer to determine the appropriate anchor or foundation design. 8 Safety Factors of Guys 8.1 .1 Guy connections are swaged at the top and use u-bolt clips at the bottom end of the guy cable. Allowable guy strength is calculated using a connection efficiency of 90 percent. 8.1.2 The safety factor of guys is calculated by dividing the published breaking strength of the guy or guy connection strength; whichever is lower, by the maximum calculated tension design load. 8.2.1 The minimum allowable guy safety factor is 2.0. 9 Prestressing and proof loading of guys 9.2.1 NRG does not prestress or proof-load guy wires. TallrowerManual-7 11 doc 56 15 February 2007 10 Initial guy tension 10.2 Reactions and member forces NRG towers are designed with low initial guy tensions as the towers are intended to be flexible. Galloping issues and slack taut problems have not been an issue in 20 years of field experience. Excessive initial guy tensions may reduce the loading capacity of the tower significantly. High initial guy tensions will not stop the leeward wires from going slack as the tower is designed to accommodate minor deflections. 11 Operational requirements Section 11 does not apply, as NRG towers are not intended for directional antenna mounting applications. 12 Protective grounding Electrical grounding per the appropriate electrical or building code is the responsibility of the installer. NRG does not specify or recommend protective grounding design details. NRG does supply a ground system to protect the instrumentation installed on the tower. 13 Climbing and working NRG towers are not designed for climbing and must not be climbed when erect. NRG towers must be lowered for safe maintenance or service. 14 Maintenance and inspection 14.1.1 NRG strongly recommends that maintenance and inspection be performed on a regular basis. Towers must be inspected after severe wind, ice storms, or other extreme loading events. TallTowerManual-7 11 doc 57 15 February 2007 ,..rr ! 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ANHEUSER-BUSCH CO INC ST LOUIS (314) 765-3090 REMOVE DOCUMENT ALONG THIS PERFORATION y :ACK,.F1Ht5.CHEGK C.NTAINSA SECU.ITYiMA'K-::I 0;N• ACCE TWITH.UT H.L.ING AT AN ANGLE T• VE•IFY SECU RY MARK.. CHECK NO. 14229-09.k ANHEUSER-BUSCH, INC . 0007099480 62-26 311 o VOID 90 DAYS AFTER ISSUANCE Af'WUNr *FOUR THOUSAND FOUR HUNDRED FORTY-FIVE************************** ° OF C OF CHECK 8 ************************************************* and 00/100 USD PAY D TOME 05/23/2007 *********4 , 445 . 00* ORDER WELD COUNTY COLORADO OF DATE AMOUNT OF CHECKts CHASE BANK USA, N.A. AL-,,a--- - .. WILMINGTON, DE O1 u'0007099413OP I:0 31100267i:1 100 26 7i: 6301422964 5090 Hello