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Home My WebLink About20103485.tiff i Weld County Planning Department GREELEY OFFICE • NnW 2 7nfn 4ieft MFMORANDUM M O RAN D U Mst �CE�VED . TO: Board of County Commissioners COLORADO DATE: November 16, 2010 FROM: Chris Gathman— Planner III SUBJECT: Request of Early Release of Building Permit for a 230 Kv Capacitor Bank Station Purpose of Memo: To present a request to grant early release of building permit for a 230 Kv Capacitor Bank Station. Executive Summary of Request: The applicant (Cedar Creek Wind Energy, LLC) has submitted a request dated October 15, 2010 to grant early release of a building permit for a capacitor bank station adjacent to the Keenesburg substation site. This capacitor bank station is a requirement of Public Service Company of Colorado to interconnect the power generated at the Cedar Creek II Wind Farm with the Keenesburg substation. The proposed capacitor bank station is to be located on property currently owned by Cedar Creek I (the original wind farm facility east of Grover that was approved in 2006). The proposed capacitor bank station will access off of the Interstate 76 frontage road and will consist of approximately 1 acre of the existing 34.3 acre parcel (Lot A of Recorded Exemption 4596) owned by Cedar Creek I. This Capacitor Bank Station is considered to be part of a public utility and therefore requires a Subdivision Exemption plat for a Public Utility Facility per Chapter 24 of the Weld County Code. A condition of the Subdivision Exemption is that the land that the public utility facility is to be located on is to be designated by a lease or easement agreement. Cedar Creek II is in the process of working out an agreement with Cedar Creek II where facilities will be owned as a % by both Cedar Creek I and Cedar Creek II. However, this agreement has not been finalized and a specific easement agreement defining the capacitor station area cannot be finalized until this ownership agreement is finalized. In a conference call between Bruce Barker, I and representatives of Cedar Creek II, they indicated that this ownership agreement should be finalized shortly (within the next few weeks) and that there are no issues that will interfere with this agreement being finalized. Cedar Creek II is requesting release of grading and building permits prior to finalizing the lease agreement and prior to submitting the subdivision exemption plat for recording. Cedar Creek II has been granted written authorization from CDOT to access off of State Highway 52. The Department of Building Inspection is requiring additional information regarding a cabinet to be located at the Capacitor Bank site prior to releasing the building permit. Staff Recommendation: Staff recommends approval of the request of early release of grading and building permits provided the following conditions are addressed prior to release of permits: 1) The applicant shall provide a letter to the Department of Planning Services/Building Inspection acknowledging that the release of permits is at their own risk. 20 16 - 3495 PL 2.05 Board of County Commissioners Comments: Board of County Commissioners Recommendation: OK Not OK Work Session Sean Conway �( Dave Long j Barbara Kirkmeyer Doug Rademacher f. _ Bill Garcia w� BP DRAFT 11/19/10 CEDAR CREEK II, LLC c/o BP Wind Energy North America Inc. 700 Louisiana Street, 33`d Floor Houston, Texas 77002 November 19,2010 Via Email Mr. Chris Gathman Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 Re: Cedar Creek II—early release of grading and building permit for capacitor bank station Dear Chris: - Cedar Creek II, LLC ("CCII") acknowledges that: (1) the release of the grading and building permits for the proposed 230 kV capacitor bank station at Keenesburg (the"Improvements") is at CCII's risk as the Weld County Building - Department (the "Building Department") cannot sign-off on the final inspections of the Improvements until (a)the easement agreement between Cedar Creek Wind Energy, LLC and CCII for the Improvements has been signed and recorded, and (b) the subdivision exemption with respect to the Improvements has been submitted for recording; and (2) the Improvements cannot be operated until the Building Department signs-off on such final inspections. Best regards, CEDAR CREEK II, LLC By: Cedar Creek II Holdings, LLC, its sole member By: Name: Eric Stidman Title: Secretary 2424622-1 © O Chris Gathman From: Chris Gathman Sent: Tuesday, November 09, 2010 8:50 AM To: 'Gonzalez, David' Subject: Capacitor Bank Building Permit David, I have drafted up the early release of building permits memo to the Board of County Commissioners. It is being reviewed by my supervisor before I send it to the Board of County Commissioners. As to the other items (CDOT access approval) - Public Works is checking on if they received something from Craig Arneson about this and who received it. In talking to David Bauer - they wanted this information prior to finalizing the grading permit. I also left Craig a voice message re: this. I am waiting to hear back from both parties. In regards to the building permit - Frank Piacentino indicated that the review is complete and is simply requesting that the plans for the cabinet be submitted before they release the permit. One final item - with early release of building permits staff requests a written acknowledgement from Cedar Creek that this release of building permit is at their own risk. I will let you know as soon as I hear anything else on this. Sincerely, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue, Greeley CO. 80631 Ph: (970)353-6100 ext. 3537 Fax: (970)304-6498 1 COLORADO DEPARTMENT OF TRANSPORTATION COOT Permit No. 410114 SwsmnP STATE HIGHWAY ACCESS CODE 76 F / 37.335 / R Local Jurisdiction NOTICE TO PROCEED Weld County Permittee(s): Applicant: Cedar Creek Wind Energy,LLC Blattner Energy,Inc. Craig Arneson 59550 County Road 105 67125 County Road 132 (mover,CO 80729 New Raymer,CO 80742 • The permittee is hereby authorized to proceed with access construction within state highway right-of-way in accordance with the above referenced State Highway Access Permit and this Notice to Proceed. This Notice to Proceed is valid only if the referenced Access Permit has not expired. Access Permits expire one year from date of issue if not under construction, or completed. Access Permits may be extended in accordance with Section 2.3(11)(d), of the Access Code. Adequate advance warning is required at all times during access construction, in conformance with the Manual on Uniform Traffic Control Devices for Streets and Highways. All construction shall be completed in an expeditious and safe manner and shall be finished within 45 days from initiation. The permittee or applicant shall notify the Department prior to commencing construction as indicated on the Access Permit. Both the Access Permit and this Notice To Proceed shall be available for review at the construction site. This Notice to Proceed is conditional. The following items shall be addressed prior to or during construction as appropriate. • Municipality or County Approval (When the appropriate local authority retains issuing authority) By Title Date 00 This Notice is not valid until signed by a duly authorized representative of the Department Colorado Department of Transportation By { { Title f- �n Date !9(( `--1-te_e - . (�� on i -T _I ,�`y/1`V/ 11/3/2010 Co•; distrib on: Required: Make copies as necessary for. `/ J Form 1265B198,6/99 Region(original) Local Authority Inspector Lee Ireton Applicant MICE Patrol Traffic Engineer Staff Access Section 23-Hudson COLORADO DEPARTMENT OF TRANSPORTATION CDOT Permit No. 410114 STATE HIGHWAY ACCESS PERMIT . State Highway No/Me/Side 76F / 37.335 / R Permit fee Date of transmittal Region/Section/Patrol Local Jurisdiction $100.00 11/2/2010 4/ 01 /23-Hudson Weld County The Permittee(s); Applicant: Ref No.: Cedar Creek Wind Energy,LLC Blattner Energy,Inc. Craig Arneson • 59550 County Road 105 67125 County Road 132 Grover,CO 80729 New Raymer,CO 80742 320-761-0201 970-466-9888 is hereby granted permission to have an access to the state highway at the location noted below.The access shall be constructed,maintained and used in accordance with this permit,including the State Highway Access Code and any attachments,terms,conditions and exhibits.This permit may be revoked by the issuing authority if at any time the permitted access and its use violate any parts of this permit.The issuing authority,the Department and their duly appointed agents and employees shall be held harmless against any action for personal injury or property damage sustained by reason of the exercise of the permit. Location:This access will be located on the 1-76 east frontage road,a distance of 1770 north of mile post 37 on the east/right side. Access to Provide Service to: (land Use Code:) (Size or Count) (Units) 170-Wind Farm Substation 7 ADT Additional Information: MUNICIPALITY OR COUNTY APPROVAL Required only when the appropriate local authority retains issuing authority. Signature Print Name Tale Date Upon the signing of this permit the permittee agrees to the terms and conditions and referenced attachments contained herein. All construction shall be completed in an expeditious and safe manner and shall be finished within 45 days from Initiation. The permitted access shall be completed in accordance with the terms and conditions of the permit prior to. being used. The permittee shall notify Lee Ireton with the Colorado Department of Transportation In Greeley, Colorado at(970) 350-2147, at least 48 hours prior to commencing construction within the State Highway right-of-way.The person signing as the permittee must be the owner or legal representative of the property served by the permitted access and have full authority to accept the permit and its terms and conditions. PermiUeeSignatu Print Name ck Date �u .Tho.irs II-3- to This permit is not valid until signed by a duly authorized representative of the Department. COLORADO DEPARTMENT OF TRANSPORTATION Signature Print Name Title 1� , , I Date of issue) A Signature glotri0. L-\cL-CAe-,/ eAr✓nit l31 01V C py D Mutton: Required: Make copies as necessary for: Previous editions . a• elate and may not be used 1.Reglon 3.StaffAccess Section Local Authority Inspector Page '13 COOT Form#101 5107 2Appllcant 4.Ceniral Files MTCE Patrol Traffic Engineer State Highway Access Permit PERMIT EXPIRATION Form 101, Page 2 1. A permit shall be considered expired if the access is not under construction within one year of the permit issue date The following paragraphs are excerpts of the State Highway or before the expiration of any authorized extension. When Access Code. These are provided for your convenience but the permittee is unable to commence construction within one do not alleviate compliance with all sections of the Access year after the permit issue date, the permittee may request a Code. A copy of the State Highway Access Code is one year extension from the issuing authority. No more than available from your local issuing authority(local government) two one-year extensions may be granted under any or the Colorado Department of Transportation (Department). circumstances. If the access is not under construction within When this permit was issued, the issuing authority made its three years from date'of issue the permit will be considered decision based in part on information submitted by the expired. Any request for an extension must be in writing and applicant, on the access category which is assigned to the submitted to the issuing authority before the permit expires. highway, what alternative access to other public roads and The request should state the reasons why the extension is streets is available, and safety and design standards. necessary, when construction is anticipated, and include a Changes in use or design not approved by the permit or the copy of page 1 (face of permit) of the access permit. issuing authority may cause the revocation or suspension of Extension approvals shall be in writing. The local issuing the permit. authority shall obtain the concurrence of the Department prior to the approval of an extension, and shall notify the APPEALS Department of all denied extensions within ten days. Any 1. Should the permittee or applicant object to the denial of person wishing to reestablish an access permit that has a permit application by the Department or object to any of expired may begin again with the application procedures.An the terms or conditions of a permit placed there by the approved Notice to Proceed, automatically renews the Department, the applicant and permittee (appellant) have a access permit for the period of the Notice to Proceed. right to appeal the decision to the [Transportation] Commission [of Colorado]. To appeal a decision, submit a CONSTRUCTION request for administrative hearing to the Transportation 1. Construction may not begin until a Notice to Proceed is Commission of Colorado within 60 days of transmittal of approved. (Code subsection 2.4] notice of denial or'transmittal of the permit for signature. Submit the request to the Transportation Commission of 2. The construction of the access and its appurtenances Colorado, 4201 East Arkansas Avenue, Denver, Colorado as required by the terms and conditions of the permit shall 80222-3400. The request shall include reasons for the be completed at the expense of the permittee except as appeal and may include changes, revisions, or conditions provided in subsection 2.14. All materials used in the that would be acceptable to the permittee or applicant. construction of the access within the highway right-of-way or on permanent easements, become public property. Any 2. Any appeal by the applicant or permittee of action by a . materials removed from the highway right-of-way will be. local issuing authority shall be filed with the local authority disposed of only as directed by the Department.All fencing, and be consistent with the appeal procedures of the local guard rail, traffic control devices and other equipment and authority. materials removed in the course of access construction shall be given to the Department unless otherwise instructed by 3. In submitting the request for administrative hearing, the the permit or the Department inspector. appellant has the option of including within the appeal a request for .a review by the Department's internal 3. The permittee shall notify the individual or the office administrative review committee pursuant to [Code] specified on the permit or Notice to Proceed at least two • subsection 2.10.When such committee review is requested, working days prior to any construction within state highway processing of the appeal for formal administrative hearing, right-of-way. Construction of the access shall not proceed 2.9(5) and (6), shall be suspended until the appellant notifies until both the access permit and the Notice to Proceed are the Commission to proceed with the administrative hearing, issued.The access shall be completed in an expeditious and or the appellant submits a request to the Commission or the' safe manner and shall be finished within 45 days from administrative law judge'to withdraw the appeal. The two initiation of construction within the highway right-of-way. A administrative processes, the internal administrative review construction time extension not to exceed 30 working days committee, and the administrative hearing, may not run may be requested from the individual or office specified on concurrently. the permit 4. Regardless of any communications, meetings, 4. The issuing authority and the Department may inspect administrative reviews or negotiations with the Department the access during construction and upon completion of the or the internal administrative review Committee regarding access to ensure that all terms and conditions of the permit revisions or objections to the permit or a denial, if the are met. Inspectors are authorized to enforce the conditions permittee or applicant wishes to appeal the Department's . of the permit during construction and to halt any activities decision to the Commission for a hearing, the appeal must within state right-of-way that do not comply with the be brought to the Commission within 60 days of transmittal provisions of the permit, that conflict with concurrent of notice of denial or transmittal of the permit. highway construction or maintenance work,that endanger highway property, natural or cultural resources protected by right-of-way or any adopted municipal system and drainage law,or the health and safety of workers or the public. plan. - 5. Prior to using the access, the permittee is required to 11. By accepting the permit, permittee agrees to save, complete the construction according to the terms and indemnify, and hold harmless to the extent allowed by law, conditions of the permit. Failure by the permittee to abide by the issuing authority, the Department, its officers, and all permit terms and conditions shall be sufficient cause for employees from suits, actions, claims of any type or the Department or issuing authority to initiate action to character brought because of injuries or damage sustained suspend or revoke the permit and close the access. If in the by any person resulting from the permittee's use of the determination of the Department or issuing authority the access permit during the construction of the access. failure to comply with or complete the construction requirements of the permit create a highway safety hazard, CHANGES IN ACCESS USE AND PERMIT VIOLATIONS such shall be sufficient cause for the summary suspension 1. It is the responsibility of the property owner and of the permit. If the permittee wishes to use the access prior permittee to ensure that the use of the access to the to completion, arrangements must be approved by the property is not in violation of the Code, permit terms and issuing authority and Department and included in the permit. conditions or the Act.The terms and conditions of any permit The Department or issuing authority may order a halt to any are binding upon all assigns, successors-in-interest, heirs unauthorized use of the access pursuant to statutory and and occupants. If any significant changes are made or will regulatory powers. Reconstruction or improvement of the be made in the use of the property which will affect access access may be required when the permittee has failed to operation,traffic volume and or vehicle type, the permittee or meet required specifications of design or materials. If any property owner shall contact the local issuing authority or the construction element fails within two years due to improper Department to determine If a new access permit and construction or material specifications, the permittee shall be modifications to the access are required. responsible for all repairs. Failure to make such repairs may result in suspension of the permit and closure of the access. 2. When an access is constructed or used in violation of the Code, section 43-2-147(5)(c), C.R.S., of the Act applies. 6. The permittee shall provide construction traffic control The Department or issuing authority may.• summarily devices at all times during access construction, in suspend an access-permit and immediately order closure of conformance with the M.U.T.C.D. as required by section 42- the access when its continued use presents an immediate 4-104, C.R.S.,as amended. threat to public health, welfare or safety. Summary suspension shall comply with article 4 of title 24,C.R.S. 7. A utility permit shall be obtained for any utility work within highway right-of-way. Where necessary to remove, MAINTENANCE relocate, or repair a traffic control device or public or private 1. The permittee, his or'her heirs, successors-in-interest, utilities for the construction of a permitted access, the assigns, and occupants of the property serviced by the relocation, removal or repair shall be accomplished by the access shall be responsible for meeting the terms and permittee without cost to the Department or issuing conditions of the permit, the repair and maintenance of the authority, and at the direction of the Department or utility access beyond the edge of the roadway including any cattle company. Any damage to the state highway or other public guard and gate, and the removal or clearance of snow or Ice right-of-way beyond that which is allowed in the permit shall upon the access even though deposited on the access in the be repaired immediately.The permittee Is responsible for the course of Department snow removal operations. Within repair of any utility damaged in the course of access unincorporated areas the Department will keep access construction, reconstruction or repair. culverts clean as part of maintenance of the highway • drainage system. However, the permittee is responsible for 8. In the event it becomes necessary to remove any right- the repair and replacement of any access-related culverts of-way fence,the posts on either side of the access shall be within the right-of-way. Within incorporated areas, drainage securely braced with an approved end post before the fence responsibilities for municipalities are determined by statute is cut to prevent any slacking of the remaining fence. All and local ordinance. The Department will maintain the posts and wire removed are Department property and shall roadway including auxiliay lanes and shoulders, except in be turned over to a representative of the Department. those cases where the access installation has failed due to improper access construction and/or failure to follow permit 9. The permittee shall ensure that a copy of the permit is requirements and specifications in which case the permittee available for review at the construction site at all times. The shall be responsible for such repair. Any significant repairs permit may require the contractor to notify the individual or such as culvert replacement, resurfacing, or changes in office specified on the permit at any specified phases in design or specifications, requires authorization from the construction to allow the field inspector to inspect various Department. aspects of construction such as concrete forms, subbase, • base course compaction, and materials specifications. Minor changes and additions may be ordered by the Department or local authority field inspector to meet unanticipated site conditions. 10. Each access shall be constructed in a manner that shall not cause water to enter onto the roadway or shoulder, and shall not interfere with the existing drainage system on the Form 101, Page 3 • COLORADO DEPARTMENT OF TRANSPORTATION Environmental Clearances Information Summary PURPOSE-This summary is Intended to Inform entitles external to CDOT that may be entering the state highway right-of-way to perform work related to their own facilities(such as Utility,Special Use or Access Permittees),about some of the more commonly encountered environmental permits/clearances that may apply to their activities: This listing is not all-Inclusive-additional environmental or cultural resource permits/clearances may be required in certain instances. Appropriate local,state and federal agencies should be contacted for additional information If there is any uncertainty about what permits/clearances are required fora specific activity. IMPORTANT—Please Review The Following Information Carefully—Failure to Comply With Regulatory Requirements May Result In Suspension or Revocation of Your CDOT Permit,Or Enforcement Actions By Other Agencies CLEARANCE CONTACTS-As Indicated in the permit/clearance descriptions listed below,the following individuals or agencies may be contacted for additional Information: • Colorado Department of Public Health and Environment(CDPHE)—General Information—(303) 692-2035 Water Quality Control Division(WQCD)(303)692-3500 Environmental Permitting Website http://www.cdphe.state.co.us/nermits.asp. • • CDOT Water Quality Program Manager,Rick Willard(303)757-9343 • • CDOT Asbestos Project Manager;Julia Horn(303)512-5519 • • Colorado Office of Archaeology and Historic Preservation:(303)866-3395 • • U.S.Army Corps of Engineers,District Regulatory Offices Omaha District(NE Colorado),Denver Office (30319794120 hffp://www.nwousace.armv.mil/html/od-tittd-lakes.html Sacramento Dist.(Western CO),Grand Junction Office(970)243-1199 'htto://www.sok.usace.armv.mil/cesok-co/regulatory/ Albuquerque District(SE Colorado),Pueblo Reg.Office(719)543-6915 http://www.spa.usace.armv.mil/rea/ • • CDOT Utilities,Special Use and Access Permitting:(303)757-9654 http://wwwi.dot.state.co.us/Permits/ • Ecological Resources—Disturbance of wildlife shall be avoided to the maximum extent practicable. Entry into areas of known or • suspected threatened or endangered species habitat will require special authorization from the CDOT permitting office. If any threatened or endangered species are encountered during the progress of the permitted work,work in the subject area shall be halted and the COOT Regional Permitting Office and Regional Planning and'Environmental Manager shall be contacted immediately. Authorization must be provided by CDOT prior to the continuation of work. Information about threatened or endangered species may be obtained from the CDOT website httn://www.dotstate.co.usfenvironmental/Wildlife/Guidelines:ase,or the Colorado Division of Wildlife website http://wildlife.state.co.usM/iidlifespecles/SpeciesOfConcern/. Additional guidance may be provided by the Regional Permitting Office in the Permit Special Provisions. Cultural Resources—The applicant must request a file search of the permit area through the Colorado Office of Archaeology and Historic Preservation(DAMP),Denver,to ascertain if historic or archaeological resources have previously been identified. Inventory of the permit area by a qualified cultural resources specialist may be necessary,per the recommendation of OAHP and/or COOT. If archaeological or historical artifacts are encountered during the progress of the permitted work,work in the subject area shall be halted and the CDOT Regional Permitting Office and Regional Planning and Environmental Manager shall be contacted immediately. Authorization must be provided by CDOT prior to the continuation bf work. Additional guidance may be provided by the Regional Permitting Office in the Permit Special Provisions. Contact Information Contact the OAHP at(303)866-3395. General Prohibition—Discharges-All discharges are subject to the provisions of the Colorado Water Quality Control Act and the Colorado Discharge Permit Regulations. Prohibited discharges include substances such as wash water,paint,automotive fluids, solvents,oils or soaps. Contact Information: Contact the CDOT Water Quality Program Manager at(303)757-9343,or the Colorado Department of Public Health and Environment,Water Quality Control Division(WQCD)at(303)692-3500. General Authorization-Allowable Non-Stormwater Discharges-Unless otherwise identified by CDOT or the WOCD as significant sources of pollutants to the waters of the State,the following discharges to stormwater systems are allowed without a Colorado Discharge Permit System permit landscape irrigation,diverted stream flows,uncontaminated ground water Infiltration to separate storm sewers,discharges from potable water sources,foundation drains,air conditioning condensation,irrigation water,springs, footing drains;water line flushing,flows from riparian'habitats and wetlands,and flow from fire fighting activities. Contact Information: The CDOT Water Quality Program Manager or the CDPHE Water Quality Control Division(telephone ifs listed above). • Hazardous Materials,Solid Waste-The Solid Wastes Disposal Sites and Facilities Act C.R.S-30-20-100,et al,and Regulations Pertaining to Solid Waste Disposal Sites and Facilities(6 OCR 1007-2),prohibit solid waste disposal without an approved Certificate of Designation(a landfill permit). The Colorado Hazardous Waste Act C.R.S.25-15-301 et al,and the Colorado Hazardous Waste Regulations(6 CCR 1007-3)prohibit the transfer,storage or disposal(TSD)of hazardous waste except at permitted TSD sites. There are no permitted landfills or TSD sites within the State Highway Right of Way. Therefore,all solid or hazardous wastes that might be generated by the activities of entities entering the State Highway Right of Way must be removed from the ROW and disposed of at a permitted facility or designated collection point(e.g.,for solid waste,a utility or construction company's own dumpster). If pre-existing solid waste or hazardous materials contamination(including oil or gasoline contaminated soil,asbestos,chemicals;mine tailings,etc.) Is encountered during the performance of work,the permittee shall halt work in the affected area and immediately contact the CDOT Regional Permitting Office for direction as to how to proceed.Contact Info:Contact the CDOT/CDPHE Liaison at(303)757-9787. Environmental Clearances Information Summary Page 1 of 3 Colorado Department of Transportation November'07 o CEDAR CREEK WIND ENERGY,LLC 5307 E.Mockingbird Lane, Suite 1009 Dallas,Texas 75206 • October 12,2010 Weld County Planning and Zoning 1555 N. 17th Avenue Greeley, Colorado 80631 Attn: Department of Planning Services Re: Designation of Authorized Agent for Application for Subdivision Exemption, Case No.: To Whom It May Concern: Cedar Creek Wind Energy, LLC("Cedar Creek 1"or"Owner")is the owner of property located at the following legal description: Lot A—RE-4596,Section 28,Township 2 North,Range 64 West . Cedar Creek I is currently in the process of entering into an easement agreement, concerning property located within the above-referenced legal description,with Cedar Creek II,LLC ("Cedar Creek II"or"Authorized Agent"). As Owner of said property, Cedar Creek I hereby designates Cedar Creek II as its Authorized Agent for purposes of submitting the referenced Subdivision Exemption Application,together with any other filings and submittals related to the processing and approval of the Application. Should you have any questions or concerns regarding the above,please do not hesitate to contact our office. Sincerely, CEDAR CREEK WIND ENERGY,LLC,a Colorado limited liability company By: CCWE Holdings LLC,its managing member By: Babcock �LLC, its managing member Name: se//em.) cc Title: V. Ares"Q . 1 4934679_1.DOC [ I "t III r st[1i t \ 1 5 $ tl 1`�� it tt�l[ir}f_ N. i z 5 [,1imittiF.i1111 i� . I M;:h i L� F. „8 �s 0 1 t 1: i ll , 11 , Ills Jill Al l 1 i i 1 4 ilg111 ; •1 ! it sx : II lil ; i lfittr it � Il ll ` = i 1l;Mil 1111 Ill' I } t t t t i k 1i ,.= r iii1 I rl it1 ] I ] i . I 1 111 1 1 iti 1 [ 1i " . . 1 1 I '� r gJill p r li11 . '1110t 1' tl ''' I r •[ r . • 1 1 1 1 . . . 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'gip/-x-69-B9Z9Z6-SAN I- 14 `.�� I IVHYN7 37NM35 91HNd //-\ 4) I I — — 14 — L— Mad 1N3W33M7Vlatlfl.ESLN3WDUbdWl3� U —�\ ryyy f • II� 37Nvw31MVW`Mel W831-DN0h- 4 J . - - }— • _ ZSHLLBdI 'BZ '735 I / I l 'A angel 'SON NOQd373M It i0 ti/L 35 I No ; 113d AfJVMWND.ADM3f✓3 SM007 I I 3Ni JO'3NI7 '3�L m 0,1 4 DI 031NVb'0.1N3W35V3,0S- /�• h / Oq�l a o 2U( 111 / Qe�P 2 U I LO 22 a / '6'1;t:' cU��Jo ii U (l¢tl WI a . • 2 Li, \ , 0s V 1p • z / 4P r ► �/ cv Q sir 'I 'Q I I ^ M / 7 I (rih 8 / / o7. CI II I Wp *etreo�tN // / a I I o .-1 / 3 S S oli v vti J► I I ® t., // / / OF Vt I / ell ' / 41- ecis r-- al O O_, U\.. i ti X P it ..1\ • Cia ticcb Ts :±e r-- J 1 c C-i Chris Gathman From: Gonzalez, David [David.Gonzalez2@bp.com] Sent: Tuesday, July 20, 2010 2:45 PM To: Frank Piacentino Cc: David Bauer; Chris Gathman; Bruce Barker; Cohen, Matthew; Gray, Jamie O Subject: Question on Building Permits-Cedar Creek II July 20, 2010 Frank, Thank you for the return phone call this morning. As I mentioned on the phone this morning, we have some sticker shock on the magnitude of costs associated with building permits at Weld County (estimate of $680,000). As I was reviewing the rate schedule for building permits in Weld County, the first observation was that the published rates did not contemplate a wind farm project. Most of the rates were based on either building costs or square footage. Using a project valuation of $250,000,000, the cost applied is approximately $2.72 per $1,000 of valuation which is comparable to the rates applied for an occupied building; however, our turbines are not occupied buildings. Most of the value of the turbines (95%) lies in the towers, blades, and nacelles which is prefabricated and does not involve any inspections from Weld County personnel. Since our wind farm does not appear to lie within a well established cost category in your building fee schedule, we'd like to hear more about your basis for assessing these building fees. Please note that we have already deposited a significant amount ($1,128,472) to protect the roads in Weld County which does not include the purchase of 3,000 cubic yards of gravel that is specifically for Weld County road repair. Since we do not have the ability to renegotiate the rates in our power purchase agreement, we are extremely sensitive to unexpected costs which represent an economic hardship for us. We certainly appreciate your help with this issue. I'm happy to set up a quick conference call to discuss this issue if it's easier that preparing a lengthy e-mail response. Thanks for your help. Sincerely David Gonzalez, P.E. BP Wind Energy North America Inc. 700 Louisiana St., 33rd Floor Houston, TX 77002 e-mail: david.gonzalez2(abp.com Phone: (713) 354-2138 Cell: (832) 434-9338 www.bpalternativenergv.com <BL0CKED: :file://www.bpalternativenergy.com> This e-mail and any attachments hereto is/are intended for the sole and exclusive use by the intended recipient(s) named herein and may contain legally privileged, trade secret and/or other confidential information. If you are not the intended recipient of this e-mail, you are 1 hereby notified that any dissemination, distribution or copying of this e-mail and any attachments hereto, is strictly prohibited. If you received this e-mail in error, please immediately notify me, at 713.354.2138, and permanently delete the original and any e-mail or printout copies thereof. 2 � 1I/II�,Y� ��f] Ir�� - 111 V 1J 1J TETRATECH EC, INC. �I 1I JJ'� Lt JUN 172010 WELD COUNTY PI IRLIC WORKS RCPT Transmittal Cover Sheet - To: David Bauer,Weld County Public Works Department Phone: (970) 356-4000 ext. 3750 From: Sarah McCall Jensen Date: June 16, 2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project# 106-4002 Subject: Construction and Additional Studies Documents Enclosed please find a hard copy of the following document: Name of Document No.of copies Temporary Meteorological Tower Information 1 rol) 7350 East Progress Place,Greenwood Village, Colorado 80111 Tel 970.223.9600 Fax 303.741.6106 co, zit www.tetratech.com TETRATECH EC, INC. 0 Memorandum To: David Bauer, Weld County Public Works Department From: Sarah Jensen,Tetra Tech EC Date: June 16, 2010 Project: Cedar Creek II Wind Farm Project Subject: Temporary Meteorological Tower Information Distribution: David Bauer,Weld County Public Works Department Chris Gathman, Weld County Planning Department David Gonzalez, BP Wind Energy North America, Inc. (BPWENA) Kim Randolph, BPWENA Jamie Gray, MPR Associates Sarah Jensen, Tetra Tech EC Project File This memorandum contains information regarding the nine temporary 80 meter meteorological (met) towers to be installed within the Cedar Creek II Wind Farm project area. The nine temporary met towers will help BPWENA verify that the wind turbines are operating within the turbine manufacturer's guaranteed performance level. The legal description of each tower is as follows: • Tower.#1: NW4 of Section 36, Township 12 North, Range 57 West . • Tower#2: NW4 of Section 36, Township 12 North, Range 57 West • Tower#3: SE4 of Section 16, Township 11 North, Range 58 West • Tower#4: SE4 of Section 16, Township 11 North, Range 58 West • Tower#5: NW4 of Section 34,Township 11 North, Range 58 West • Tower#6: NW4 of Section 12, Township 11 North, Range 58 West • Tower#7: NW4 of Section 12, Township 11 North, Range 58 West • Tower#8: W2 of Section 34, Township 12 North, Range 57 West • Tower#9:W2 of Section 34,Township 12 North, Range 57 West Attached please find the following.information: • Maps showing the proposed meteorological tower locations (Figures 1-6) • A representative engineering drawing of the proposed met towers • The Federal Aviation Administration (FAA) Determination of No Hazard to Air Navigation for Temporary Structure for all nine temporary met towers and the five permanent met towers as approved by the Weld County Board of County Commissioners ® ■ 7350 East Progress Place,Greenwood Village,Colorado 80111 Tel 970223,9600 Fax 303.741.6106 www.tetratech.com Weld County 1041 Permit Application Meteorological Tower Information June 2010 Maps Showing Tower Locations Figure 1: Proposed Guyed Met Tower Plot Plan Figure 2: Proposed Guyed Met Towers 1 and 2 Vicinity Map Figure 3: Proposed Guyed Met Towers 3 and 4 Vicinity Map Figure 4: Proposed Guyed Met Tower 5 Figure 5: Proposed Guyed Met Towers 6 and 7 Vicinity Map Figure 6: Proposed Guyed Met Towers 8 and 9 Vicinity Map Cedar Creek II Wind Farm Project(USR-1723) Wind Energy Facility and 230-kV Transmission Line Weld County 1041 Permit Application Meteorological Tower Information June 2010 This page intentionally left blank. Cedar Creek II Wind Farm Project Wind Energy Facility and 230-kV Transmission Line Weld County 1041 Permit Application Meteorological Tower Information June 2010 Figure 1: Proposed Guyed Tower Plot Plan Cedar Creek II Wind Farm Project(USR•1123) Wind Energy Facility and 230-kV Transmission Line Weld County 1041 Permit Application Meteorological Tower Information June 2010 This page intentionally left blank. Cedar Creek II Wind Farm Project Wind,Energy Facility and.230-kV Transmission Line . R56W RBOW RSBW ' Gk 1� d " i ' „�� CEDAR CREEK II [ . . So- ' ##kk . j WIND FARM PROJECT: ` -..”- - 7771=M:1%,,,404%.-_ _ ' I Wind Energy Facility Plot Plan ,t .r P o..v,i a _.f1 a�b� rOL-4----- .. s• [{tt h .,'t *1 -ie +� .L �1` , Legend • 3,,1_` �al ill' _ . .. < r' • Residence t5 f: s "rs L a V. s ® Proposed Guyed Met Tower F • [ `� 3 }�'� y, 7 1 , la.eel Cedar Creek ll Wlnd Farm Boundary 11L it a'tjc t..at r }'S I l ®® 1��1 i" ! + Ire .. 1 a�;s�t _.�y�� .. V < Ceder Greek Wind Farm Boundary a 1 1 wA -SI c---4- •p ' A' 3 y ,Iiiht-At T']{ t` �+. . +7 .-�.•c� ° r Project Facilities Ilh:', y_ o I_I.t a A . F�tlsting Subetatlon j" I Z g a. ... s :1,, Ff " Femary2010 • e l Proposed Transmisslan Line Route 6 ! # SA�u. ❑ r. — September2009 .• �s a q y _ yl '� Pmposetl Transmission IJne Route I "a t+< `^ ''1- k ""1 `C d m located t proposed Area,and Batch Plant I!! t� .1:14 "S•. SO" -e�'�i <_ wio be loratetl m proposed substation site. i�x '� 'w'�s 1 ..y . ) 1 1 w��7� '_` {=[Aar ys LL it 1" 1�qa` Ens I_ ,,r F ff d ip y14 R 1 �® '0.� 1 ' 1 ETEE:::::::. dor 1. •• - on Line {{{"""t¢ 1"--"'" t Jtk •a 1 ;+� �]lf',I ,.„ Hydrology I7_, {fit __ # y ,., a• t J �°` M . i ro Perenntal Stream f ., 1�«- '-X I ) L'dl �y.L . ��jJ - IntermltGM Stream Xec; 05* r ,gy, -, f j 1 }- al L---- Perennial Lake a'Pond - " - I ' --' •je�) w,�"} Intennldenilake orPond :Ia 1....-..---,, .. warn m®. _ .>d+_ per a, ' {-1 [Q'�..`R .C41® _ ) t • 7, vst aj �1t r 1 440.4 �s.,t'k' •;',t"i �. `• f.. .�_d . an ,rYi :-Lti 4 S �' CIS. 3 trip' q x ,. *t. suM '*iCij z .- '� 64tA,€'1L `.A S, ��^--'-:bJ 4 _' 1 NOTE: lliagmganhmnd:OwilaM NrolaYe the anticipated W YYq k ' — !T_ F enenpemenr wine Naves.ldeCrne final to change end `g4 Y i a final Alma wigEe sdom#Mmmtlews are Nal In mn4mNon �Y{ 6 mow= t �"'rx 'N with apeueamn lmwaeng puma• I ,,,==jetR-- r;, ' 1- a �i K• i llnch equals 4,500 fee[ Scale s i 1_.1 eo ..r„'s Z"'Ti = •. 1:54.000 (wnMnmm 2a°FaeT 'w 5 tAa [' a _. 1 ' ₹ >�Jro Hfr. u. y %Lt.,RTL-,Y . ;%1'5" 0 1 2 3 x 4 „_ 4 .1 . v, Miles tc IS;4 I e{a .. 25 a 'r yY•� Sources •f i i r s - ` I a": ::-.-- 2 wma mw....a sawm-zma r ( 3-S t -4:a' A �E -s- -, "�• G `- 76 yp ueLsmnaregwnmt2005 i • •t w§�` s • j cd eonpamnml&Tmryoio-x05 kr "pr 3 TµrF I S1 A ui it� j c''vi ir_.rr 11 xasoi�wl m< mb onoi zaofi'zaos t tw i `�L +Al, 1 r } tr: r(**-'} MFOP N:...e..o-.e,r.<=,w+n.a�.. J Go &d-.• P:1 7a t,. r j d L lu f =COLORADO' I� POPPtm ��..v_..ri..m.......,,r...,=-aou. -d r .1 ,r - a2. Reeteed: nwnewa ,it; . �if � ^ .. t "'IA .a , . ys: BP Wind Energy e° ' 'As,..I . ,24-4 i Vii;. ` n, _t. a�...:61pr a,..,..._..e __ North America, Inc. R60W Ret RSOW Weld County 1041 Permit Application Meteorological Tower Information June 2010 Figure 2: Proposed Guyed Met Towers 1 and 2 Vicinity Map • Cedar Creek II Wind Farm Project(USR-1723) Wind Energy Facility and 230-kV Transmission Line Weld County 1041 Permit Application Meteorological Tower Information June 2010 This page intentionally left blank. Cedar Creek II Wind Farm Project Wind Energy Facility and 230-kV Transmission Line yst' {[ k 1 Ry"a14t,"7,"' { fir.. Ter4 `i�j. L F gaJl1 il . 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" Miles + S' a. 15 %{'✓ ,a�5}i+F .y, P:14002 CeEar Creek_Winr!_Fertn\GIS5Maps\Met_Toweis iy '-.7@i‘ �1�4Fc h N E '' L L O ' D R • AT ION Design Supporting Calcsfaions tcS71 Sales Order: 13118 Drawing Number �(� Tower: 126685 colic, Foundation: 1266860®✓ SS`0NAL�� _ Order Description: N r -" x 250' CS QgGISTE�F�C/� 4 � Site Name: t shen II Wind Project/Site I 1045'Ni Location: Bonneville, ID O`nq,. C'A� Prepared For: —�� Customer: DNV Global Energy Concepts DEC 2 2 2009 Contact: Jeff Kadinger Date: December 22, 2009 Included pages: 91 211 W.Washington,Suite 2000 — South Bend,IN 46601 - Offce:(800)806-3556 — Fax:(574)288-5860 — www.nellolnc.com J� 5?' Table of Contents Tower analysis — Short form Tower analysis— Long form Foundation analysis % �V 211 W.Washington,Suite 2000 — South Bend,IN 46601 - Office:(800)806-3556 — Fax:(574)288-5860 — www.nelloinc.com 5e 250.0 ft R.200.00 ft(4.19) d a. a , re 2 a 240.0R' a• Z CC A et "to 220.0 M1 r 4 K cc C N co N 2 a 200.0 ft . cc . Co R=200.00 ft(2.52) R=200.00 ft(.5.18) g 190.8 R I PLAN co . �Jo my S 180.oft l v-to DESIGNED APPURTENANCE LOADING _ 5 ra TYPE — ELEVATION TYPE ELEVATION 0 m w N 2 a $. 4'Lightning Rod 250 12'Nor boom 3 devices(6.6'hor 1.3250 Beams(12'x36') _ 250 ved arm) _ 160.0 ft Goal Post-1Z 2 Devices 250 Wind Vane 250 SYMBOL LIST _ g 150.08 MARK SIZE MARK I SIZE m a - �JC A NA. L C I4 @0.893229 ' fH9 B BR 12 21 03 p 140.0n �2a MATERIAL STRENGTH co " " " N �9s GRADE Fy Fu GRADE Fy Fu A500-50 50 ksi A36 36 ksi 58 kai a Jag OO�PPv/// $ < TOWER DESIGN NOTES 'o i 120.0M1 1. Tower designe a 5 mph basic wind in accordance with the TIA/EIA-222-F Standard. 2. Tower is al I d for a 65 mph basic wind with 0.50 in ice. 3. Deflects",gs b red upon a 50 mph wind. 4. TOW :95.3% e N N' a CON i 1000a ® ' _ m % R ' g 90.OR / �y� . Nw rem N rq CO N 5 1J4 or, .... 80.0 ft • ` �flJ/R X10 • c c c .4(z.I I CO N EC WV) 2 F ' 60.0 ft co w w w co 31 50.0 ft i/4fHS(4208.84$ IT-1p% 40.0 fl, C c c K K CO re a CO N N N d 20.0 ft 2 E m a a m n 0: G '© `6 N co m m 11761 3.Bft - < m 0 8 0.0 ft JB, O n 2811b 158231b 45 2 in I c E. m 33075 lb(Adel) R=200.00 ft_,..i78116ft(Torgea) . .„ 0 6 $ ® j a 1 Q� O 5 at 0 ! . LL - q I 1 3 ! O O F °°1 2 f a R g Nello Corporation '°b'SO13118; Tower 126685;Foundation 126686 211 W.Washington St.,Suite 2000 Protect NGX 18x 250'-Goshen ll Wind Project,Site 1,Bonneville County South Bend, IN 46601 Chant DNV Global Energy Concepts cram by Tony RISATower 5.1.2.0 APO: Phone:574-288-3632 Code: TIA/EIA-222-F Date:12/21/09 Scale: FAX:574-288-5860 Path'N:te 112661126685 ed Dwg No. RISATower Job Page S013118;Tower 126685; Foundation 126686 1 of 68 Nello Corporation Project Date 211 W. Washington St,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX.-574-288-5860 Tony RISATower .5.1.2.0 Tower Input Data The main tower is a 3x•guyed tower with an overall height of 250.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 130 ft at the top and tapered at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Basic wind speed of 75 mph. Nominal ice thickness of 0.5000 in. Ice density of 56 pcf. A wind speed of 65 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 50 mph. oel Pressures are calculated at each section. Safety factor used in guy design is 2. Stress ratio used in tower member design is 1.333. bb Local bending stresses due to climbing loads,feedlin s rts,and appurtenance mounts are not considered. Sian Consider Moments-Legs Distribute Lc , s Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Leg in Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals J Assum .dex Plate J Calculate Redundant Bracing Forces Use Moment Magnification J Use ca ns For Wind Area J Ignore Redundant Members in FEA J Use Code Stress Ratios J Us ns For KIJr V SR Leg Bolts Resist Compression Use Code Safety Factors-Guys t nGuys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice n _ s Mast Stability Checks Offset Girt At Foundation Always Use Max Kz se Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile roject Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity J Autocalc Torque Arm Areas L._ Poles __ 2 J Leg Bolts Are At Top Of Section J SR Members Have Cut Ends V Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) J Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination RISATower Job Page SO13118;Tower 126685; Foundation 126686 2 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID . South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX.:574-288-5860 Wind 180 F cr J IegA Wnd 90— - 0 n o N <et 6. Leg C . Z 4 e^.y i. .. CO Face C o bye tt, Corner&Stf. iunt Guyed Tower oce e, -,. ower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sec ions ft Ji ft TI "250.00-240.00 1.50 10.00 T2 240.00-220.00 1.50 20.00 T3 220.00-200.00 1.50 20.00 T4 200.00-180.00 1.50 20.00 . T5 180.00-160.00 1.50 20.00 T6 160.00-140.00 1.50 20.00 T7 140.00-120.00 1.50 20.00 T8 120.00-.100.00 1.50 20.00 T9 100.00-80.00 1.50 20.00 TI0 80.00-60.00 1.50 20.00 TI 1 60.00-40.00 1.50 20.00 T12 40.00-20.00 p1.50 20.00 T13 20.00-3.83 1.50 16.17 T14 3.83-0.00 1.50 3.83 Tower Section Geometry (cont'd) RISATower Job Page SO13118;Tower 126685; Foundation 126686 3 of 68 Nell°Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 250.00-240.00 1.40 ZBrace No Yes 1.0625 1.0625 T2 240.00-220.00 1.42 Z Brace No Yes 1.0625 1.0625 T3 220.00-200.00 1.42 Z Brace. No Yes 1.0625 1.0625 T4 200.00-180.00 1.42 Z Brace No Yes 1.0625 1.0625 T5 180.00-160.00 1.42 Z Brace No Ycs 1.0625 1.0625 T6 160.00-140.00 1.42 Z.Brace No Yes 1.0625 1.0625 T7 140.00-120.00 1.42 Z Brace No Yes 1.0625 1.0625 T8 120.00-100.00 1.42 Z Brace No Yes 1.0625 1.0625 T9 100.00-80.00 1.42 Z Brace No Yes 1.0625 1.0625 TI0 80.00-60.00 1.42 Z Brace No Yes 1.0625 1.0625 T11 60.00-40.00 1.42 ZBracc No Yes 1.0625 1.0625 T12 40.00-20.00 1.42 Z Brace No Yes 1.0625 1.0625 T13 20.00-3.83 1.45 Z Brace No Yes 1.0625 1.0625 T14 3.83-0.00 0.89 X Brace No Ycs O 0.0000 3.0625 O Tower Section Geon r t cont'd Tower Leg Leg Leg 'a nal Diagonal Diagonal Elevation Type Size Grade pe Size Grade ft TI 250.00-240.00 Pipe P1.5x.145 A5 Solid Round 5/8 A36 R� (36 ksi) T2 240.00-220.00 Pipe PI.5x.145 (5!j.-o Solid Round 5/8 A36 `t si) (36 hi) T3 220.00-200.00 Pipe PI.5x.145 A500-50 Solid Round 5/8 A36 (50 ksi) (36 ksi) T4200.00-180.00 Pipe P1.5x.145 A500-50 Solid Round 5/8 A36 (50 ksi) (36 ksi) T5 180.00-160.00 Pipe PI -= A500-50 Solid Round 1/2 A36 (50 hi) (36 hi) T6 160.00-140.00 Pipe P1.5x. '5 A500-50 Solid Round 5/8 A36 (50 hi) (36 ksi) T7 140.00-120.00 Pipe P1.5x.145 A500-50 Solid Round 5/8 A36 (50 ksi) (36 hi) T8 120.00-100.00 Pipe P1.5x.145 A500-50 Solid Round 1/2 A36 (50 hi) _ (36 hi) T9 100.00-80.00 Pipe PI.5x.145 A500-50 Solid Round 5/8 A36 (50 hi) (36 ksi) TI0 80.00-60.00 Pipe P1.5x.145 A500-50 Solid Round 1/2 A36 (50 ksi) • (36 hi) T11 60.00-40.00 Pipe Pl.5x.145 A500-50 Solid Round 5/8 A36 (50 hi) (36ksi) T12 40.00-20.00 Pipe P1.5x.145 A500-50 Solid Round 1/2 A36 (50 ksi) (36 hi) T13 20.00-3.83 Pipe P1.5x.145 A500-50 Solid Round 5/8 A36 (50 ksi) (36 ksi) T143.83-0.00 Pipe P1.5x.145 A500-50 Solid Round 5/8 A36 (50 ksi) (36 ksi) Tower Section Geometry (cont'd) • Job Page RISATower SO13118; Tower 126685; Foundation 126686 4 of 68 Project Date Nano Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX.574-288-5860 Tony RISATower 5.1.2.0 Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade it TI 250.00-240.00 Solid Round 5/8 A36 Solid Round 5/8 A36 (36 hi) (36 hi) T2 240.00-220.00 Solid Round 5/8 A36 Solid Round 5/8 A36 (36 hi) (36 ksi) T3 220.00-200.00 Solid Round 5/8 A36 Solid Round 5/8 A36 (36 ksi) (36 hi) T4200.00-180.00 Solid Round 5/8 A36 Solid Round 5/8 A36 (36 ksi) (36 ksi) T5 180.00-160.00 Solid Round 1/2 A36 Solid Round 1/2 A36 (36 ksi) (36 ksi) T6 160.00-140.00 Solid Round 5/8 A36 Solid Round 5/8 A36 (36 ksi) (36 hi) T7 140.00-120.00 Solid Round 5/8 A36 Solid Round 5/8 A36 (36 hi) (36 hi) T8 120.00-100.00 Solid Round 1/2 A36 Solid Round 0 1/2 A36 (36 ksi) (36 ksi) T9 100.00-80.00 Solid Round 5/8 A36 Solid Rouitd 4 5/8 A36 (36 hi) (36 hi) T10 80.00-60.00 Solid Round 1/2 A36 Solid n 1/2 A36 (36 ksi) (36 ksi) TII 60.00-40.00 Solid Round 5/8 A36 S R d 5/8 A36 (36 ksi) (36 ksi) 112.40.00-20.00 Solid Round 1/2 A36 Soh Round 1/2 A36 (36 ksi (36 ksi) T13 20.00-3.83 Solid Round 5/8 Solid Round 5/8 A36 3 (36 ksi) T14 3.83-0.00 Solid Round 5/8 itiiii�� Solid Round 5/8 A36 ®� si) (36 hi) O�/ 1 wer Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts. . . TI 250.00-240.00 None Solid Round A36 Solid Round 5/8 A36 (36 ksi) (36 ksi) T2 240..00-220.00 None Solid Round A36 Solid Round 5/8 A36 (36 hi) (36 hi) T3 220.00-200.00 None Solid Round A36 Solid Round 5/8 A36 (36 ksi) (36 hi) T4 200.00-180.00 None Equal Angle A36 Solid Round 5/8 A36 (36 hi) (36 hi) 15180.00-160.00 Nonc Equal Angle A36 Solid Round 1/2 A36 (36 hi) (36 ksi) T6 160.00-140.00 None Equal Angle A36 Solid Round 5/8 A36 (36 ksi) (36 ksi) T7 140.00-120.00 None Equal Angle A36 Solid Round 5/8 A36 (36 hi) (36 hi) • T8 120.00-100.00 None Equal Angle A36 Solid Round 1/2 A36 (36 hi) (36 ksi) T9 100.00-80.00 None Equal Angle A36 Solid Round 5/8 A36 (36 hi) (36 hi) TI0 80.00-60.00 None Equal Angle A36 Solid Round 1/2 A36 (36 hi) (36 hi) T11 60.00-40.00 None Equal Angle A36 Solid Round 5/8 A36 RISATower ower Job Page SO13118;Tower 126685; Foundation 126686 5 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250' -Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 • County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts • (36 ksi) (36 ksi) T12 40.00-20.00 None Equal Angle A36 Solid Round 1/2 A36 (36 hi) (36 ksi) T13 20.00-3.83 None Flat Bar A36 Solid Round 5/8 A36 (36 hi) (36 ksi) T14 3.83-0.00 None Flat Bar A36 Solid Round 1/2 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust J3'e' mJ Double Angle Double Angle Elevation Area Thickness Al Factor S Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft (1T in in in TI 250M0- 0.00 0.0000 A36 1 1 36.0000 36.0000 240.00 (36 ksi) 12 240.00- 0.00 0.0000 A36 . 1 1 36.0000 36M000 220.00 (36 ksi) T3 220.00- .0.00 0.0000 A36 1 Co 1 1 36.0000 36.0000 200.00 (36 ksi) T4 200.00- 0.00 0.0000 A36 1 1 36.0000 36.0000 180.00 (36 ksi) <49 T5 180.00- 0.00 0.0000 A36 1 1 36.0000 36.0000 160.00 (36 ksi T6 160.00- 0.00 0.0000 ;3 1 1 1 36.0000 36.0000 140.00 3: i T7 140.00- 0.00 0.0000 1 1 1 36.0000 36.0000 120.00 ,i) T8 120.00- .0.00 0.0000 A36 1 I 1 36.0000 36.0000 100.00 (36 hi) T9 100.00- 0.00 •0.0000 A36 1 I 1 36.0000 36.0000 80.00 (36 hi) TI0 80.00- 0.00 0.0000 A36 1 1 I 36.0000 36.0000 60.00 (36 ksi) TI I 60.00- 0.00 0.0000 A36 1 1 I 36.0000 36.0000 40.00 (36 ksi) T12 40.00- 0.00 0.0000 A36 1 I 1 36.0000 36.0000 20.00 (36 hi) T13 20.00-3.83 0.00 0.0000 A36 1 1 1 36.0000 36.0000 (36 ksi) T14 3.83-0.00 0.00 0.0000 A36 I 1 1 36.0000 36.0000 _ (36 ksi) . _.. Tower Section Geometry (cont'd) . KFactors/ Job Page RISATower SO13118; Tower 126685; Foundation 126686 6 of 68 Project Date Neffo Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Tower Cale Cale Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1250.00- No No 1 0.9 240.00 0.9 T2 240.00- No No 1 0.9 220.00 0 9 T3 220.00- No No 1 200.00 T4 200.00- No No 1 180.00 ' T5 180.00- No No 1 160.00 T6 160.00- No No 1 140.00 T7 140.00- No No 1 40 120.00 T8120.00- No No 1 b 100.00 T9 100.00- No No 1 80.00 T1080.00- No No 1 60.00 T1160..60.00- No No 1 40.00 T12 40.00- No No 1 20.00 T13 20.00- No • No 1 ric`P 3.83 T14 3.83-0.00 No No 1 cs 1 1 'Note:Kfactors are applied to member segment lengths.Z . ithout inner supporting,members will have the Kfoctor in the out-of-plane direction applied to the overall length. <ler Tower Section Geometry-(cont'd) . Tower Leg Diagonal Top Girl Bottom Gin Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U, Net U ' Net- U Net ' U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 250.00- 0.0000 ' I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00 • T2 240.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 - 0.0000 0.75 0.0000 0.75 220.00 T3 220.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200.00 T4 200.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00 T5 180.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00 T6 160.00- 0.0000 1 '. 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00 T7 140.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00 RISATower JobPage SO13118;Tower 126685; Foundation 126686 7 of 68 Ne!(o Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T8 120.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00 T9 100.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00 TIO 80.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00 TI I 60.00- 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00 T12 40.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 20.00 T13 20.00-3.83 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.0000 0.75 0.0000 0.75 T14 3.83-0.00 0.0000 1 . 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.000 0.0000 0.75 0.0000 0.75 e� Tower Section Gee?;.. ry (cont'd) Tower Leg Leg Diagonal Top Gin e, Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bo o. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in a in in in in T1 250.00- Flange 0.7500 2 0.6250 0 . 50 - 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 240.00 A325N A325X 325X A325X A325N A325X A325N 12 240.00- Flange 0.7500 2 0.6250 e 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 220.00 A325N + A325X A325X A325N A325X A325N T3 220.00- Flange 0.0000 0 "A 0.#'t.- 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 200.00 A325N Al,X A325X A325X A325N A325X A325N T4 200.00- Flange 0.0000 0 0.00t 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 180.00 A325N A325X A325X A325X A325N A325X A325N T5 1,80.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 160.00 A325N A325X A325X A325X A325N A325X A325N T6 160.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 140.00 A325N A325X A325X A325X A325N A325X A325N T7 140.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 120.00 A325N • A325X A325X A325X A325N A325X A325N T8 120.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 100.00 A325N A325X A325X A325X A325N A325X A325N T9 100.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 80.00 A325N A325X A325X A325X A325N A325X A325N T10 80.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 .0 60.00 A325N A325X A325X A325X A325N A325X A325N TII 60.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 40.00 A325N A325X A325X A325X A325N A325X A325N T12 40.00- Flange 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 20.00 A325N A325X A325X A325X A325N A325X A325N T13 20.00-3.83 Flange 0.7500 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T14 3.83-0.00 Flange 0.7500 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N . • RISATower Job Page SO13118;Tower 126685; Foundation 126686 8 of 68 Project Date Nello Corporation 211 W. Washington St,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX..574-288-5860 Tony .., ,older 5.1.2.0 Guy Data • Guy Guy Guy Initial % Guy Guy L„ Anchor Anchor Anchor End Elevation Grade Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency ft lb ksi P(( f li ft % 239.911 EHS A 3/8 1540.00 10% 23000 0.273 314.77 200.00 0.0000 -4.19 100% B 3/8 1540.00 10% 23000 0.273 315.53 200.00 0.0000 -5.18 100% C 3/8 1540.00 10% 23000 0.273 309.60 200.00 0.0000 2.52 100% 190 EHS A 5/16 1120.00 10%: 23000 0.205 277.93 200.00 0.0000 -4.19 100% B 5/16 1120.00 10% "23000 0.205 278.62 ' 200.00 0.0000 -5.18 100% C 5/16 1120.00 10% 23000 0.205 273.29 200.00 0.0000 2.52 100% 150 EHS A 5/16 1120.00 10% 23000 0.205 251.66 200.00 0.0000 -4.19 100% B 5/16 1120.00 10% 23000 0.205 252.26 200.00 0.0000 -5.18 100% C 5/16 1120.00 10% 23000 0.205 247.61 . 200.00 0.0000 2.52 100% 90 EHS A 1/4 665.00 10% 23000 0.121 220.12 200.00 0.0000 -4.19 100% B 1/4 665.00 10% 23000 0.121 220.54 J,�S. 0 0.0000 -5.18 100% C 1/4 665.00 10% 23000 0.121 217.33 yio.0 0.0000 2.52 100% 50 EHS A 1/4 665.00 10% 23000 0.121 206.012 211.00 0.0000 -4.19 100% B 1/4 665.00 10% 23000 0.121 " 20 N. 00.00 0:0000 -5.18 100% C 1/4 665.00 10% 23000 0.121 : . 200.00 0.0000 2.52 100% ( Guy (cont'd) Guy Mount Torque-Arm Torque-An e-Ann Torque-Arm Torque-Ann Torque-Arm Size Elevation Type Spread Leg Angl Style Grade Type I li 239.911 Corner 190 Corner if 150 Corner 90 Corner 50 Corner Guy Data (cont'd) • Guy Diagonal Diagonal Upper Diagonal Lower Diagonal Is Pull-Off Pull-Off Type Pull-Off Size Elevation Grade Type Size Size Strap. Grade /1 239.91 A572-50 Solid Round No A36 Solid Round 5/8 (50 ksi) (36 hi) 190.00 A572-50 Solid Round No A36 Solid Round 5/8 (50 ksi) (36 ksi) 150.00 A572-50 Solid Round No A36 Solid Round 5/8 (50 hi) (36 ksi) 90.00 A572-50 Solid Round No A36 Solid Round 5/8 (50 ksi) (36 ksi) 50.00 A572-50 Solid Round No A36 Solid Round 5/8 (50 hi) (36 hi) RISATower Job S013118; Tower 126685; Foundation 126686 Page 9 of 68 Neilo Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client - Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX-574-288-5860 Tony RISATower 5.1.2.0 Guy Data (cont'd) Guy Cable Cable Cable Cable Tower Tower Tower Tower Elevation Weight Weight Weight Weight Intercept Intercept Intercept Intercept A B C D A B C D ft lb lb lb lb ft ft ft ft 239.911 85.93 86.14 84.52 8.60 8.65 8.33 5.1 sec/pulse. 5.1 sec/pulse 5.0 sec/pulse 190 56.98 57.12 56.02 6.95 6.99 6.73 4.6 sec/pulse 4.6 sec/pulse 4.5 sec/pulse 150 51.59 5131 50.76 5.72 5.75 5.54 4.1 sec/pulse 4.1 sec/pulse 4.1 sec/pulse 90 26.63 26.69 26.30 4.37 4.39 4.27 3.6 sec/pulse 3.6 sec/pulse 3.6 sec/pulse 50 24.95 24.98 24.75 3.85 3.86 3.79 3.4 sec/pulse 3.4 sec/pulse 3.4 sec/pulse Guy Data (con't4 \, Torque Arm Pull Off Diagonal Guy Cale Cale K, Kr K, K, Kr Elevation K Kcit4 ft Single Solid Angles Rounds 239.911 No No I I 190 No No 1 1 150 No No 1 1 90 No No I 1 1 50 No No 1 1 1 elg<ealr Guy Data (cont'd) , Torque-Ann Pull O/f Diagonal Guy Bolt Size Number Net Width U Bolt Size Number Net Width U Bolt Size Number Net Width U Elevation in Deduct in Deduct in Deduct ft in in in 239.911 0:6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N • 190 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N 150 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0:75 A325N A325N A325N 90• 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N 50 0.6250 0 0.0000 0:75 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N Guy Pressures Guy Gra, z q. q: Ice Elevation Location Ice Thickness ft ft psf psf in Jo RISATower Job Page SO13118; Tower 126685; Foundation 126686 10 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV•Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Guy Guy z 9. 9: Ice Elevation Location Ice Thickness It ft psf psf in 239.911 A 117.86 21 16 0.5000 , B 117.37 21 16, 0.5000 C 121.22 21 16 0.5000' 190 A 92.91 19 15 0.5000 B 92.41 19 14 0.5000 C 96.26 20 15 0.5000 150 A 72.91 18 14 0.5000 B 72.41 18 14 0.5000 C 76.26 18 14 0.5000 90 A 42.91 16 12 0.5000 B 42.41 15 12 0.5000 C 46.26 16 12 0.5000 50 A 22.91 14 11 0.5000 B 22.41 14 11 0.5000 C 26.26 14 11 ;4.400 - Guy-Mast Forces (Excludy- ��iiiiiiiind) - No Ice Guy Guy Chord Gary Tension F, Fr /� F, M, - My M_ Elevation Location Angle Top ® Bottom lb //++�� ft lb Sib lb lb-ft lb-ft lb-ft 239.911 A 50.7930 1606.58 0.00 Sib -994.23 -1092.92 0,00 0.00 1540.00 B 50.9065 1606.85 C 1264.17 495.95 547.40 0.00 -948.13 1540.00 C 50.0087 1604.75 . 9 1246.86 505.12 539.90 -0.00 935.14 15411 1 �VVO 15.89 3773.02 6.84 -5.61 -0.00 -12.98 190 A 44.2798 11 . 8 0.00 824.27 -815.88 -713.84 0.00 0.00 1120.11 ..• B 44.4255 1159.98 704.88 826.49 406.96 357.88. 0.00 -619.87 1120.00 C 43.2734 1158.40 -718.13 808.87 414.62 350.25 -0.00 606.65 1120.00 Sum: -13.26 2459.63 5.70 -5.71 -0.00 -13.21 150 A 37.7507 1151.58 0.00 721.12 -897.85 -624.51 0.00 0.00 1120.00 B 37.9284 1151.79 775.76 724.03 447.88 313.51 0.00 -543.02 1120.00 C 36.5239 1150.21 -789.80 700.91 455.99 .303.50 -0.00 525.68 1120.00 Sum: -14.04 2146.05 6.03 -7.49 -0:00 -17.34 90 A 25.3141 676.39 0.00 300.08 -606.18 -259.87 0.00 0.00 665.00 B 25.5464 676.51 524.00 -302.58 302.53 131.02. • 0.00 -226.94 665.00 C 23.7160 675.58 -531.37 282.73 306.79 122.42 -0:00 212.04 665.00 Sum: -737 885.39 3.14 • -6.43 -0:00 -14.89 50 A 15.2232 671.55 0.00 187.94 -644.72 -162.76 0.00 0.00 665.00 B 15.4880 671.67 557.68 190.95 321.98 82.68 0.00 -143.21 665.00 C 13.4108 670.74 -562.53 167.27 324.77 72.43 -0.00 125.45 665.00 Sum: -4.84 546.16 2.04 -7.65 0.00 -17.76 R SAT ower Job Page SO13118; Tower 126685; Foundation 126686 11 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South.Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Guy-Mast Forces (Excluding Wind) - Ice Guy Gtry Chord Guy Tension F, Fr F, M, My M Elevation Location. Angle Top Bottom lb ft lb lb lb lb-ft lb-ft lb-ft 239.911 A 50.7930 2512.29 0.00 1997.14 -1524.15 -1729.57 0.00 0.00 2315.37 B 50.9065 2512.80 1316.80 2000.55 760.25 866.26 0.00 -1500.41 2315.08 C 50.0087 2508.83 -1341.60 1973.42 774.57 54.52 -0.00 1480.07 2317.33 Sum: -24.80 5971.11 10.68 .79 -0.00 -20.35 190 A 44.2798 1909.37 0.00 1382.71 -13Iti -1197.46 0.00 0.00 1773.32 B 44.4255 1909.81 1137.55 138636 ttcfor 600.31 0.00 -1039.77 1773.06 C 43.2734 1906.43 -1159.35 1357.33 t1/40 .35 587.74 -0.00 1018.00 1775.08 Sum: -21.80 41 9,37 -9.41 -0.00 -21.77 150 A 37.7507 1891.82 0.00 1 .1 -1451.66 -1050.60 0.00 0.00 1783.79 B 37.9284. 1892.26 1254.20 7.90 724.1.1 527.36 0.00 . -913.42 1783.54 C 36.5239 1888.87 -12 3 1179.99 737.47 510.95 -0.00 884.99 1785.55 Sum: 13. 4 3611.02 9.93 -12.29 -0.00 -28.43 90 A 25.3141 1229.54 0 577.62 -1085.41 -500.23 0.00 0.00 11/ B 25.5464 1',9 938.22 582.16 541.68 252.08 0.00 -436.62 II :l C 23.7160 1227. . -951.80 546.19 549.52 236.51 -0.00 409.64 1176.67 Sum: -13.58 1705.97 5.79 -11.64 -0:00 -26.98 50 A 15.2232 1216.07 0.00 374.79 -1156.88 -324.58 0.00 0.00 1184.73 B 15.4880 1216.41 1000.65 380.23 577.73 164.64 0.00 -285.17 1184.49 C 13.4108 1213.82 -1009.75 337.46 582.98 146.13 -0:00 253.10 1186.35 Sum: -9.10 1092.49 3.83 43.81 -0.00 -32.08 Guy-Mast Forces (Excluding Wind) - Service Guy Guy Chord Gtry Tension F, F. F, M, My M Elevation Location Angle Top Bottom lb . . .. p lb lb lb lb ft lb-ft lb-fi 239.911 A 50.7930 1606.58 0.00 1261.99 -994:23 -1092.92 0.00 0.00 1540.00 B 50.9065 1606.85 859.00 1264.17 495.95 547.40 0.00 -948.13 1540.00 Job Page • RISATowerS013118;.Tower 126685; Foundation 126686 12 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen.II Wind Project;Site 1,Bonneville 12:39:50 12/21/09 ...County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX-574-288-5860 5.1.2.0 • Guy Gtry Chord Guy Tension F, F. F, M, ' My M Elevation Location Angle Top Bottom lb ft lb lb lb lb-ft lb-ft lb-ft C 50.0087 160435 874.89 1246.86 505.12 539.90 -0.00 935.14 1540.00 Sum: -15.89 3773.02 6.84 -5.61 -0.00 -12.98 190 A 44.2798 1159.78 0.00 824.27 -815.88 -713.84 0.00 0.00 1120.00 B 44.4255 1159.98 704.88 826.49 406.96 357.88 0.00 -619.87 I120.00 C 43.2734 1158.40 -718.13 808.87 414.62 350.25 -0.00 606.65 1120.00 Sum: - -13.26 2459.63 5:70 -5.71 -0.00 -13.21 150 A 37.7507 1151.58 0.00 721.12 -897.85 -624.51 0.00 0.00 1120.00 B 37.9284 1151.79 775.76 724.03 447.88 0.51 0.00 -543.02 1120.00 C 36.5239 1150.21 -789.80 700.91 455it99s4 303.50 -0.00 525.68 1120.00 Sum: -14.04 2146.05 -7.49 -0.00 -17.34 90 A 25.3141 676.39 0.00 300.08 -259.87 0.00 0.00 665.00 B 25.5464 676.51 524.00 302.5 02.53 131.02 0.00 -226.94 665.00 C 23.7160 675.58 -531.37 306.79 122.42 -0.00 212.04 665.00 Sum: -7.37 .39 3.14 -6.43 -0.00 -14.89 50 A 15.2232 671.55 0.00 7.94 ' -644.72 -162.76 0.00 0.00 665.00 B 15.4880 671.67 is190.95 321.98 '82.68 0.00 -143.21 665.00 C 13.4108 670.74 ei .53 167.27 324.77 72.43 -0.00 125.45 66.1Wr .,,. -4.84 546.16 2.04 -7.65 0.00 -17.76 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight or Shield Type Number Per Bow Spacing Diameter Leg ft in in in fill 1"Conduit C Yes Ar(CfAc) 250.00-0.00 1 1 0.2500 0.0100 0.50 LDF2-50A(3/8 FOAM) B Yes Ar.(CfAe) 250.00-0.00 6 2 0.4400 0.4400 0.08 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ar CAR C,yh Weight Section Elevation In Face Out Face R le . ft= fi= fi2 lb T1 250.00-240.00 A 0.000 0.000 0.000 0.000 0:00 B 0.733 0.000 0.000 0.000 4.80 C 0.008 0.000 0.000 0:000 5.00 T2 240.00-220.00 A 0.000 0.000 0.000 0.000 0.00 B 1.467 0.000 0.000 0.000 9.60 C 0.017 0.000 0.000 0.000 10.00 RISATower Job Page SO13118;Tower 126685; Foundation 126686 13 of 68 Nello Corporation Project Date 211 W. Washington St,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face f+ ft' f+' ft' ft' lb T3 220.00-200.00 A 0.000 0.000 0.000 0.000 0.00 B 1.467 0.000 0.000 0.000 9.60 C 0.017 0.000 0.000 .0.000 10.00 T4 200.00-180.00 A 0.000 0.000 0.000 0.000 0.00 B 1.467 0.000 0.000 0.000 9.60 C 0.017 0.000 0.000 0.000 10.00 15 180.00-160.00 A 0.000 0:000 0.000 0.000 0.00 B 1.467 0.000 0.000 0.000 9.60 C 0.017 0.000 0.000 0.000 10.00 T6 160.00-140.00 A 0.000 0.000 0.000 0.000 0.00 B 1.467 0.000 0.000 0.000 9.60 C 0.017 0.000 0.000 0.000 10.00 T7 140.00-120.00 A 0.000 0.000 0.000 0.000 0.00 B 1.467 0.000 0.000 0.000 9.60 C 0.017 0.000 0.000 0.000 0.00 T8 120.00-100.00 A 0.000 0.000 0.000 0.000 .00 B 1.467 0.000 0.000 0.00 9.60 C 0.017 0.000 0.000 v.)no\ 10.00 T9 100.00-80.00 A 0.000 0.000 0.000 ,�I F,1 0.00 B 1.467 0.000 0.000 f" Au 9.60 C 0.017 0.000 0.000 (17 t1/40 10.00 T10 80.00-60.00 A 0.000 0:000 _0.000 0.000 0.00 B 1.467 0.000 0. 0.000 9.60 C 0.017 0.000 0.000 10.00 T11 60.00-40.00 A 0.000 0.000 n 0.000 0.00 B 1.467 0.000 00 0.000 9.60 C 0.017 0.000 moo 0.000 10.00 T12 40.00-20.00 A 0.000 0.01!x' 0.000 0.000 0.00 B 1.467 01.01". 0.000 0.000 9.60 C 0.017 g 00 is 0.000 0.000 10.00 T13 20.00-3.83 A 0.000 'I. 0.000 0.000 0.00 . -B --; L 001' 0.000 0:000 7.76 C 0.1 li.., 1.000 0.000 0.000 8.09 T14 3.83-0.00 A 0.00'( 0.000 0.000 0.000 0.00 B 0.281 �` 0.000 0.000 0.000 1.84 C 0.003 0.000 0.000 0.000 1.91 Feed Line/Linear Appurtenances Section Areas - With Ice " Tower Tower Face Ice AR A CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft' ft' fr' ft' lb T1 250.00-240.00 A 0.500 0.000 0.000 0.000 0.000 0.00 B 1.200 0.733 0.000 0.000 28.39 C 0.842 0.000 0.000 0.000 8.12 T2 240.00-220.00 A 0.500. 0.000 0.000 0.000 0.000 0.00 B 2.400 . 1.467 0.000 0.000 56.79 C 1.683 0.000 0.000 0.000 16:23 T3 220.00-200.00 A 0.500 0.000 0.000 0.000 0.000 0.00 B 2.400 1.467 0.000 0.000 56.79 C 1.683 0.000 0.000 0.000 16.23 T4 200.00-180.00 A 0.500 0.000 0.000 0.000 0.000 0.00 B 2.400 1.467 0.000 0.000 56.79 C 1.683 0.000 A000 0.000 16.23 T5 180.00-160.00 A 0.500 0.000 0.000 0.000 0.000 0.00 B 2.400 1.467 0:000 0.000 56.79 C 1.683 0.000 0.000 0.000 16.23 T6 160.00-140.00 A 0.500 0.000 0.000 0.000 0.000 0.00 RISATower Page SO13118;Tower 126685; Foundation 126686 14 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID . . South Bend,IN 46601 Client Designed by - Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX.:574-288-5860 5.1.2.0 Tower Tower Face Ice AR AF CAA ' CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft' ft' fi' ft' lb B 2.400 1.467 0.000 0.000 56.79 C 1.683 0.000 0.000 0.000 16.23 T7 140.00-120.00 A 0.500 0.000 0.000 0.000 0.000 0.00 B 2.400 1.467 0.000 0.000 56.79 C 1.683 0.000 0.000 0.000 16.23 T8 120.00-100.00 A 0.500 0.000 0.000 0.000 0.000 0.00 B 2.400 1.467 0.000 0.000 56.79 C 1.683 0.000 0.000 0.000 16.23 T9 100.00-80.00 A 0.500 0.000 0.000 0.000 0.000 0.00 B 2.400 1.467 0.000 0.000 56.79 C 1.683 0.000 0.000 0.000 16.23 TIO 80.00-60.00 A 0.500 0.000 0.000 0:000 0.000 0.00 B 2.400 1.467 .0.000 0.000 56.79 C 1.683 0.000 0.000 0.000 16.23 TI1 60.00-40.00 A 0.500 0.000 0.000 0.000 .000 0.00 B 2.400 1.467 0.00004 .000 56.79 C 1.683 0.000 '0.00.000 16.23 T12 40.00-20.00 A 0.500 0.000 0.000 ;E1 03® 0.000 0.00 B 2.400 1.467 t ® 0.000 56.79 C 1.683 0.000 yt 0.000 16.23 T13 20.00-3.83 A 0.500 0.000 0.000 GI100 0.000 0.00 B 1.941 1.1860.000 0.000 45.92 C 1361 0. 0.000 0.000 13.12 T14 3.83-0.00 A 0.500 0.000 0.000 0.000 0.00 B 0.459 0.000 ' 0.000 10.87 C 0.322 00 0.000 0.000 3.11 <3 Rd'Line Shielding . . Section Elevation Face AR AR. AF AF Ice Ice f ft' ft' f+2 It' T1 250.00-240.00 A 0.000 0.000 0.000 0.000 B 0.067 0.460 0.000 0.000 C 0.001 0.200 0.000 0.000 T2 240.00-220.00 A 0.000 0.000 0.000 0.000 B 0.131 0.897 0.000 0.000 C 0.001 0.390 0.000 0.000 T3 220.00-200.00 A 0.000 0.000 0.000 0.000 B 0.131 0.897 0.000 0.000 C 0.001 0.390 0.000 0.000 T4 200.00-180.00 A 0.000 0.000 0.000 0.000 B 0.131 0.897 .0.000 0.000 C 0.001 0.390 0.000 0.000 T5 180.00-160.00 A 0.000 0.000 0.000 0.000 B 0.105 0.828 0.000 0.000 C 0.001 0.360 0.000 0.000 T6 160.00-140.00 A 0.000 0.000 0.000 0.000 B 0.131 0.897 0.000 0.000 C 0.001 0.390 0.000 0.000 T7 140.00-120.00 A 0.000 0.000 0.000 0.000 B 0.131 0.897 0.000 0.000 C 0.001 0.390 0.000 0.000 T8 120.00-100.00 A 0.000 0.000 0.000 0.000 B 0.105 0.828 0.000 0.000 C 0.001 0.360 0.000 0.000 T9 100.00-80.00 A 0.000 0.000 0.000 0.000 RISATower Job. Page SO13118; Tower 126685; Foundation 126686 15 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen.II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX..574-288-5860 5.1.2.0 Section Elevation Face AR AR Ar AF Ice Ice ft ft' f ft' ft2 B 0.131 0.897 0.000 0.000 C 0.001 0.390 0.000 0.000 TIO 80.00-60.00 A 0.000 0.000 0.000 0.000 B 0.105 0.828 0.000 0.000 C 0.001 0.360 0.000 0.000 T11 60.00-40.00 A 0.000 0.000 0.000 0.000 B 0.131 0.897 0.000 0.000 C 0.001 0.390 0.000 0.000 TI2 40.00-20.00 A 0.000 0.000 0.000 0.000 B 0.105 0.828 0.000 0.000 C 0.001 0.360 0.000 0.000 T13 20.00-3.83 A 0.000 0.000 0.000 0.000 B 0.104 0.715 0.000 0.000 C 0.001 0.311 0.000 0.000 T14 3.83-0.00 A 0.000 0.000 0.000 s 100 B 0.046 0.323 0.000 '1t 00 'C 0.001 0.141 0.0000 0.000 .M Discrete Teter 'Loads 744 Description Face Offset Offsets: Azin lacement CAAA CAAA Weight or Type Hon AA Front Side Leg Lateral Vert ft ° ft fr' rt' lb ft 4'Lightning Rod C From Lc 0.0000 250.00 No Icc 0.25 0.25 4.00 0 1/2"Ice 0.66 0.66 6.82 2.00 Beacon(12"x 36") B From Leg 0.00 0.0000 250.00 No Ice 2.40 2.40 100.00 0.00 1/2"Ice 2.67 2.67 127.21 0.00 Goal Post-12'w/2 Devices A From Leg 0.00 0.0000 250.00 No Ice 8.81 8.81 205.00 0.00 1/2"Ice 12.17 12.17 279.00 8.04 12'Hor boom w 3 devices C From Leg 6.60 0.0000 250.00 No Ice 5.10 5.10 87.00 (6.6'hor 1.3 vert arm) 0.00 1/2"Ice 7.77 7.77 133.00 1.30 Wind Vane C From Leg 6.60 0.0000 250.00 No Ice 0.26 0.26 0.29 0.00 1/2"Ice 0.34 0.34 7.48 0.00 . . Tower Pressures - No Ice . Gil=1.099 RISATower Job Page SO13118; Tower 126685; Foundation 126686 16 of 68 Project Date Nell° Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250' -Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Section z ' Kz q. AG F AF AR Aug Leg CAAA CAAA Elevation a % In Out c Face Face. ft ft psf ft' .e . ft' ft' R' ft: !t: TI 250.00- 245.00 1.773 26 16.583 A 0.000 4.396 3.167 72.04 0.000 0.000 240.00 B 0.000 5.062 62.56 0.000 0.000 C 0.000 4.403 71.92 0.000 0.000 T2 240.00- 230.00 1.741 25 33.167 A 0.000 8.727 6.333 72.57 0.000 0.000 220.00 B 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T3 220.00- 210.00 1.697 24 33.167 A 0.000 8.727 6.333 72.57 0.000 0.000 200.00 B 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T4200.00- 190.00 1.649 24 33.167 A 0.000 8.727 6.333 72.57 0.000 0.000 180.00 B 0.000 10.063 62.94 0.000. 0.000 C. 0.000 8.742 72.45 0.000 0.000 T5 180.00- 170.00 1.597 23 33.167 A 0.000 8.248 6.333 76.79 0.000- 0.000 160.00 B 0.000 9.610 65.90 0.000 0.000 C 0.000 8.264 76.64 0.000 0.000 T6 160.00- 150.00 1.541 22 33.167 A 0.000 8.727 4 72.57 0.000 0.000 140.00 B. 0.000 10.063 x, 62.94 0.000 0.000 C 0.000 8.742 ® 72.45 0.000 0.000' 17140.00- 130.00 1.48 21 33:167 A 0.000 72 6.333 72.57 0.000 0.000 120.00 B 0.000 10 • 62.94 0.000 0.000 C. 0.000 a 4 72.45 0.000 0.000 18120.00- 110.00 1.411 20 33.167 A 0.000 2 6.333 76.79 0.000 0.000 100.00 B 0.000 10 65.90 0.000 0.000 C 0. 8.264 76.64 0.000 0.000 T9 100.00- 90.00 1.332 19 33.167 A 0. 8.727 6.333 72.57 0.000 0.000 80.00 B rah: 10.063 62.94 0.000. 0.000 C =4,tt0 8.742 72.45 0.000. 0.000 T10 80.00- 70.00 1.24 18 33.167 0.000 8.248 6.333 76.79 0.000 0.000 60.00 0.000 9.610 65.90 0.000 0.000 0.000 8.264 76.64 0.000 0.000 T11 60.00- 50.00 1.126 16 6 0.000 8.727 6:333 72.57 0.000 0.000 40.00 ``��§ 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T12 40.00- 30.00 1 14 3 167 A 0.000 8.248 6.333 76.79 0.000 0.000 20.00 B 0.000 9.610 65.90 0.000 0.000 C 0.000 8.264 76.64 0.000 0.000 113 20.00-3.83 11.91 1 14 26.818 A 0.000 7.030 5.121 72.84 0.000 0.000 B 0.000 8.112 63.13 0.000 0.000 C 0.000 7.042 72.72 0.000 0.000 T14 3.83-0.00 1.91 1 14 3.489 A 0.000 1341 1.243 71.38 0.000 0.000 B 0.000 1.976 62.89 0.000 0.000 C.. 0.000 1.744 71.27 . 0.000. 0.000 - Tower Pressure -With Ice . GH=1.099 Section z Kz q. tz AG F AF AR AB Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf. in ft' e ft' ft' le ft' (t' TI 250.00- 245.00 1.773 19 0.5000 17.417 A 0.000 8.028 4.833 60.20 0.000 0.000 240.00 B 0.733 8.768 50.87 0.000 0.000 C 0.000 8.670 55.75 0.000 0.000 T2 240.00- 230.00 1.741 19 0.5000 34.833 A 0.000 15.890' 9.667 60.84 0.000 0.000 220.00 B 1.467 17.393 51.26 0.000 0.000 RISATower Job Page 5O13118;Tower 126685; Foundation 126686 17 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX..574-288-5860 Tony RISATower 5.1.2.0 • Section z Kz g, tz AG F AF AR Al, Leg CAAA CAA4 Elevation a % In Out c Face Face ft ft psf in ft' e p' jr' ft' ft' ft' C . 0.000 17.183 56.26 0.000 0.000 T3'220.00- 210.00 1.697 18 0.5000 34.833 A 0.000 15.890 9.667 60.84 0.000 0.000 200.00 B 1.467 17.393 51.26 0.000 0.000 C 0.000 17.183 56.26 0.000 0.000 T4 200.00- 190.00 1.649 18 0.5000 34.833 A 0.000 15.890 9.667 60.84 0.000 0.000 180.00 B 1.467 17.393 51.26 0.000 0.000 C 0.000 17.183 56.26 0.000 0.000 T5 180.00 170.00 1.597 17 0.5000 34.833 A 0.000 15.411 9.667 62.73 0.000 0.000 160.00 B 1.467 16.983 52.39 0.000 0.000 C 0.000 16.734 57.77 0.000 0.000 T6160.00- 150.00 1.541 17 0.5000 34.833 A 0.000 15.890 9.667 60.84 0.000 0.000 140.00 B 1.467 17.393 51.26 0.000 0.000 C 0.000 17.183 56.26 0.000 0.000 T7 140.00- 130.00 1.48 16 0.5000 34.833 A 0.000 15.890 9.667 60.84 0.000 0.000 120.00 B 1.467 173 51.26 0.000 0.000 C 0.000 0 56.26 0.000 0.000 T8 120.00- 110.00 1.411 15 0.5000 34.833 A 0.000 1 9.667 62.73 0.000 0.000 100.00 . B 1.467 3 52.39 0.000 0.000 C 0.E10 734 57.77 0.000 0.000 T9 100.00-80.00 90.00 1.332 14 0.5000 34.833 A 0. R 15.890 9.667 60.84 0.000 0.000 B '%0 17.393 51.26 0.000 0.000 C C 00 17.183 56.26 0.000 0.000 TI 0 80.00-60.00 70.00 1.24 13 0.5000 34.833 A t?.� 1. 00 15.411 9.667 62.73 0.000 0.000 '1.467 16.983 52.39 0.000 0.000 0.000 16.734 57.77 0.000 0.000 TI1 60.00-40.00 50.00 1.126 12 0.5000 34:8 -414v0.000 15.890 9.667 60.84 0.000 0.000 1.467 17.393 51.26 0.000 0.000 C 0.000 17.183 56.26 0.000 0.000 T1240.00-20.00 30.00 1 11 0.5000 -+li';3 A 0.000 15.411 9.667 62.73 0.000 0.000 B 1.467 16.983 52.39 0.000 0.000 C 0.000 16.734 57.77 0.000 0.000 T1320.00-3.83 11.91 1 11 0 28.166 A 0.000 12.780 7.816 61.16 0.000 0.000 B 1.186 14.005 51.45 0.000 0.000 C 0.000 13.830 56.52 0.000 0.000 T14 3.83-0.00 1.91 1 II 0.5000 3.814 A 0.000 3.225 1.897 58.83 0.000 0.000 B 0.281 3.361 52.09 0.000 0.000 C 0.000 3.406 55.69 0.000 0.000 Tower Pressure Service Gn=1.099 • Section z Kz g. Ac F AF AR Amg Leg C,AA CRAA Elevation a % In Out c Face Face ft It psf ft' e 1t' ft' ill ft' 1? TI 250.00- 245.00 1.773 11 16.583 A 0.000 4.396 3.167 72.04 0.000 0.000 240.00 B 0.000 5.062 62.56 0.000 0.000 C 0.000 4.403 71.92 0.000 0.000 T2240.00- 230.00 1.741 11 33.167 A 0.000. 8.727 6.333 72.57 0.000 0.000 220.00 B 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T3 220.00- 210.00 1.697 11 33.167 A 0.000 8.727 6.333 72.57 0.000 0.000 200.00 B 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 RISATower Job Page SO13118;Tower 126685; Foundation 126686 18 of 68 Project Date Nello Corporation 211 W. Washington St,Suite 2000 - NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Section z IQ q, Ac F AF AR Ales Leg C4AA CAA ' Elevation a % In Out c Face Face ft It psf (t' e ft' R' (t' fi' Ti' T4200.00- 190.00 1.649 11 33.167 A 0.000 8.727 6.333 72.57 0.000 0.000 180.00 B 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T5 180.00- 170.00 1.597 10 33.167 A 0.000 8.248 6.333 76.79 0.000 0.000 160.00 B 0.000 9.610 65.90 0.000 0.000 C 0.000 8.264 76.64 0.000 0.000 T6 160.00- 150.00 1.541 10 33.167 A 0.000 8.727 6.333 72.57 0.000 0.000 140.00 B 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T7 140.00- 130.00 1.48 9 - 33.167 A 0.000 8.727 6.333 72.57 0.000 0.000 120.00 B 0.000 10.063 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T8 120.00- 110.00 1.411 9 33.167 A 0.000 8.248 6.333 76.79 0.000 0.000 100.00 B 0.000 9.610 65.90 0.000 0.000 C 0.000 8.264 76.64 0.000 0.000 T9 100.00- 90.00 1.332 9 33.167 A 0.000 8.727 O 72.57 0.000 0.000 80.00 B. 0.000 10.063 isb 62.94 0.000 0.000 C 0.000 8.742 72.45 0.000 0.000 T10 80.00- 70.00 1.24 8 33.167 A 0.000 4 6.333 76.79 0.000 0.000 60.00 B 0.000 9 0 65.90 0.000 0.000 - C 0.000 76.64 0.000 0.000 TI 60.00- 50.00 1.126 7 33.167 A 0.000 .7 6.333 72.57 0.000 0.000 40.00 B 0.000 . 63 62.94 0.000 0.000 C 0. . 8.742 72.45 0.000 0.000 T12 40.00- 30.00 1 6 33.167 A O. 8.248 6.333 76.79 0.000 0.000 20.00 B l0i1t! 9.610 65.90 0.000 0.000 C. 4!tlo 8.264 76.64 0.000 0.000 T13 20.00-3.83 11.91 1 6 26.818 0.000 7.030 5.121 72.84 0.000 0.000 0.000. 8.112 63.13 0,000 0.000 0.000 7.042 72.72 0.000 0.000 T14 3.83-0.00 1.91 1 6 - 8ezt 0.000 1.741 1-.243 71.38 0.000 0.000 0.000 1.976 62.89 0.000 0.000 C 0.000 1.744 71.27 0.000 0.000 Tower Forces . No Ice - Wind Normal To Face Section Add Self F e CF RR DF DR As F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ft'. lb pi( TI 250.00- 9.80 164.23 A 0.265 2.393 0.606 2.663 200.23 20.02 B 240.00 B 0.305 2.282 0.618 3.126. C 0.266 2.392 0.606 2.668 • T2240.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 391.40 19.57 B 220.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.605 5.293 • T3 220.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 381.35 19.07 B 200.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.605 5.293 T4 200.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 370.60 18.53 B 180.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.605 5.293 T5.180.00- 19.60 266.21 A 0.249 2.441 0.602 4.962 . 346.02 17.30 B 160.00 B 0.29 2.324 0.613 5.889 C 0.249 2.44 0.602 4.972 T6 160.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 346.40 17.32 B 140.00 ' B 0.303 2.287 0.617 6.208 RISATower Job Page SO13118; Tower 126685; Foundation 126686 19 of 68 Piello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Section Add Self F e CF RR Or "OR . As F w CH. . Elevation Weight Weight a Face c ft lb . lb a fl2 lb Plf C 0.264 2.397 0.605 5.293 T7 140.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 332.52 16.63 B 120.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.605 5.293 T8 120.00- 19.60 266.21 A 0.249 2.441 0.602 4.962 305.56 15.28 B 100.00 B 0.29 2.324 0.613 5.889 C 0.249 2.44 0.602 4.972 T9 100.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 299.36 14.97 B 80.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.605 5.293 TIO 80:00- 19.60 266.21 A 0.249 2.441 0.602 4.962 268.54 13.43 B 60.00 B 0.29 2.324 0.613 5.889 C 0.249 2.44 0.602 4.972 TI] 60.00- 19.60 324.13 A 0.263 2.399 0.605 5(' , 253.08 12.65 B 40.00 B 0.303 2.287 0.617 6.' C 0.264 2.397 0.605 q 293 T12 40.00- 19.60 .266.21 A 0.249 2.441 0.602 ,f' . 62 216.62 10.83 B 20.00 B 0.29 2.324 0.613 'S�3'•'Z9 5.889 C 0.249 2.44 0.602 i 4.972 T13 2000- 15.85 260.33 A 0.262 2.402 0.605 C 4.254 181.29 11.21 B 3.83 B 0.302 2.289 0.617 t 1 5.002 C 0.263 2.4 0.605 p 1 4.262 .T14 3.83-0.00 3.75 66.73 A 0.499 1.901 0.697 g® 1 1.214 41.97 10.96 B B 0.566 1.829 0.7tro 1 1.450 C 0.5 1.9 O. 1 1 - 1.216 Sum Weight: 245.00 3825.04 3934.93' S Tow-e7:-.ices - No Ice -Wind 60 To Face Section Add Self F t Cr 14 De DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ft' lb PIT TI 250.00- 9.80 164.23 A 0.265 2.393 0.606 0.8 2.663 200.23 20.02 B 240.00 B 0.305 2.282 0.618 0.8 1126 C 0.266 2.392 0.606 0.8 2.668 12240.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 391.40 19.57 B 220.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T3 220.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 381.35 19.07 B 200.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T4 200.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 370.60 18.53 B 180.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T5 180.00- 19.60 266.21 A 0.249 2.441 0.602 0.8 4.962 346.02 17.30 B 160.00 B 0.29 2.324 0.613 0.8 5.889 C 0.249 2.44 0.602 0.8 4.972 T6 160.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 346.40 17.32 B 140.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T7 140.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 332.52 16.63 B 120.00 B 0.303 2.287 0.617 0.8 6.208 C. 0.264 2.397 0.605 0.8 5.293 T8 120.00- 19.60 266.21 A 0.249 2.441 0.602 0.8 4.962 305.56 15.28 B 100.00 B 0.29 2.324 0.613 0.8 5.889 RISATower Jobf Page SO13118; Tower 126685; Foundation 126686 20 of 68 Project Date Nello Corporation 211 W. Washington St,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 .County, ID South Bend,IN 46601 Client - Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX 574-188-5860 5.1.2.0 Section Add Self F e CF RR DF DR AR F w Ctrl. Elevation Weight Weight a Face c f lb lb e fta lb plf C 0.249 2,44 0.602 0.8 4.972 T9 100.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 299.36 14.97 B • 80.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T10 80.00- 19.60 266.21 A 0.249 2.441 .0.602 0.8 4.962 268.54 13.43 B • 60.00 B 0.29 2.324 0.613 0.8 5.889 C 0.249 2.44 0:602 0.8 4.972 T11 60.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 253.08 12.65 B 40.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T12 40.00- 19.60 266.21 A 0.249 2.441 0.602 0.8 4.962 216.62 10.83 B 20.00 B 0.29 2.324 0.613 0.8 5.889 C 0.249 2.44 0.602 0.8 4.972 T13 20.00- 15.85 26033 A 0.262 2.402 0.605 0.8 4f , 181.29 11.21 B 3.83 B 0.302 2.289 0.617 0.8 ! C 0.263 2.4 0.605 0.8 • 2.2 T14 3.83-0.00 3.75 66.73 A 0.499 1.901 0.697 0.8 4 14 41.97 10.96 B B 0.566 1.829 0.734 0.8 1.450 C 0.5 1.9 0.697 0.8 1.216 Sum Weight: 245.00 3825.04 3934.93 . te._-_e? Tower ForceseIce -Wind 90 To Face . . Section Add Self F e -st, Re DF DR AE F w Ctrl. Elevation Weight Weight a Face ft lb lb. e 0 . fts lb ' plf T1 250.00- 9.80 164.23 A 2.393 0.606 0.85 2.663 200.23 20.02 B 240.00 B .305 2.282 0.618 0.85 3.126 C . 66 2.392 0.606 0.85 2.668 T2 240.00- 19.60 324.13 A 0.263 2.399 0.605 0.85 5.282 391.40 19.57 B 220.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T3 220.00- 19:60 324.13 A 0.263 2.399 0.605 0.85 5.282 381.35 19.07 B 200.00 • B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T4200.00- 19.60 324.13 . A 0.263 '2.399 0.605 0.85 5.282 370.60 18.53 B • 180.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T5 180.00- 19.60 266.21 A 0.249 2.441 0.602 0.85 4.962 346.02 17.30 B 160.00 B 0.29 2.324 0.613 0.85 5.889 C 0.249 2.44 0.602 0.85 4.972 ' T6 160.00- 19.60 324.13 A 0.263 2.399 0.605 0.85 5.282 346.40 17.32 B 140.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 17 140.00- 19.60 324.13 A 0.263 2.399 0.605 0.85 5.282 332.52 16.63 B 120.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T8 120.00- 19.60 266.21 A 0.249 2.441 0.602 0.85 4.962 305.56 15.28 B 100.00 B 0.29 2.324 0.613 0.85 5.889 C 0.249 2.44 0.602 0.85 4.972 T9 100.00- 19.60 324.13 A 0.263 2.399 0.605 0.85 5.282 299.36 14.97 B . 80.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T10 80.00- 19.60 266.21 A 0.249 2.441 0.602 0.85 4.962 268.54 13.43 B 60.00 . B 0.29 2.324 0:613 0.85 5.889 RISATower Job Page 5O13118; Tower 126685; Foundation 126686 21 of 68' Nello CorporationProject Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Section Add Self F e CF RR OF DR. A.E. F w Ctrl. . Elevation Weight Weight a Face c ft lb lb e f? lb plf C 0.249 2.44 0.602 0.85 4.972 TII 60.00- 19.60 324.13 A 0.263 2.399 0.605 0.85 5.282 253.08 12.65 B 40.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T12 40.00- 19.60 266.21 A 0.249 2.441 0.602 0.85 4.962 216.62 10.83 B 20.00 B 0.29 2.324 0.613 , 0.85 5.889 C 0.249 2.44 0.602 0.85 4.972 T13 20.00- 15.85 260.33 A 0.262 2.402 0.605 0.85 4.254 181.29 11.21 B 3.83 B 0.302 2.289 0.617 0.85 5.002 C 0.263 2.4 0.605 0.85 4.262 T14 3.83-0.00 3.75 66.73 A 0.499 1.901 0.697 0.85 1.214 41.97 , 10.96 B B 0.566 1.829 0.734 0.85 1.450 C 0.5 1.9 0.697 0.85 1.216 Sum Weight: 245.00 3825.04 9 3934.93 o ,l��7ii Tower Forces - With Ice -q!4mi�+Normal To Face • • Section Add Self F e CF RR r1.�oDR AR F w Ctrl. Elevation Weight Weight a 1 Face. c ft lb lb e Jrz lb plj i TI 250:00- 36.51 262.59 A 0.461 1.956 5.446 274.71- 27.47 B 240.00 B 0.546 1.8 7.062 C 0.498 't 0.696 6.037 T2 240.00- 7102 518.02 A 0.456 it 0.676 10.743 535.33 26.77 B 220.00 B 0.5 .:WY 0.72 13.981 C .964 0.694 11.926 T3 220.00- 73.02 518.02 A -4 ,- 1.964 0.676 10.743 521.60 26.08 B 200.00 B 541 1.852 0.72 13.981 C 93 1.909 0.694 11.926 T4200.00- 73.02 518.02 A 0.456 1.964 0.676 10.743 506,89 25.34 B 180.00 B 0.541 1.852 0.72 13.981 C 0.493 1.909 0.694 11.926 T5 180.00- 73.02 448.33 A 0.442 1.986 0.67 10.323 480.06 24.00 B 160.00 B 0.53 1.864 0.713 13.577 C 0.48 1.927 0.688 11.508 T6.160:00- 73.02 518.02 A 0.456 1.964 0.676 10.743 473.79 23.69 B 140.00 B 0.541 1.852 0.72 13.981 C 0.493 1.909 0.694 11.926 '17 140.00- 73.02 518.02 A 0.456 1.964 0.676 10.743 454.81 22.74 B 120.00 B 0.541 1.852 0.72 13.981 C 0.493 1.909 0.694 11.926 T8 120.00- 73.02 448.33 A 0.442 1.986 0.67 10.323 423.91 21.20 B 100.00 B 0.53 1.864 0.713 13.577 C 0.48 1.927 0.688 11.508 1'9100,00- 73.02 518.02 A 0.456 1.964 0.676 10.743 409.45 20.47 B 80.00 B 0.541 1.852 0.72 13.981 C 0.493 1.909 0.694 11.926 TIO 80.00- 73.02 448.33 A 0.442 1.986 0.67 10.323 372.56 18.63 B 60.00 B 0.53 1.864 0.713 ' 13.577 C 0.48 1.927 0.688 11.508 TII 60:00- 73.02 518.02 A 0.456 1.964 0.676 10.743 346.15 17.31 B 40.00 B 0.541 1.852 0.72 13.981 C 0.493 1.909 0.694 11.926 T12 40.00- 73.02 448.33 A 0.442 L986 0.67 10.323 300.53 15.03 B 20.00 B 0.53 1.864 0.713 13.577 RISATower Job Page SO13118; Tower 126685; Foundation 126686 22 of 68 Project Date Naito Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project;Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-188-5860 5.1.2.0 Section . Add Self F e CF RR DF DR As F w Ctrl. Elevation Weight Weight a Face c ft lb lb e fr= lb Prf C 0.48 1.927 0.688 11.508 T13 20.00- 59.04 415.94 A 0.454 1.967 0.675 8.626 247.57 15.31 B 3.83 B 0.539 1.854 0318 11.247 C 0.491 1.912 0.693 9.583 T14 3.83-0.00 13.98 108.07 A 0.846 1.857 0.935 3.014 87.00 22.73 B B 0.955 2.012 1 3.642 C 0.893 1.914 0.977 3.327 • Sum Weight: 912.70 6206.07 5434.36 Tower Forces - With Ice - Wind . To Face Section Add Self F e CF RR OF DR F w Ctrl. Elevation Weight Weight a \ Face c n lb lb a tl lb 1 T1 25030- 36.51 262.59 A 0.461 1.956 0.678 0.8 5.446 269.01 26.90 B 240.00 B 0.546 1.848 0.722 '� 6.915 C 0.498 1.903 0.696 6.037 T2240.00- 73.02 518.02 A 0.456 1.964 0.676 10.743 524.10 26.21 B 220.00 B 0.541 1.852 0 ,"` .8 13.688 C 0.493 1.909 I ,^� 0.8 11.926 T3.220.00- 73.02 518.02 A 0.456 1.964 p 0 I - 0.8 10.743 510.66- 25.53 B 200.00 B 0.541 1.85L " 0.8 13.688 C 0.493 .1' 0.694 0.8 11.926 T4 200.00- 73.02 518.02 A 0.456 `�.C1 0.676 -0.8 10.743 496.26 24.81 B 180.00 B 0.5 :a 0.72 0.8 13.688 C g 9 .90 0.694 0.8 11.926 • T5 180.00- 73.02 448.33 A ir`�:.,, 1.986 0.67 0.8 10.323 469.69 23.48 B 160.00 B 0:53 1.864 0.713 0.8 13.284 C +.48 1.927 0.688 0.8 11.508 T6 160.00- 73.02 518.02 A 0.456 1.964 0.676 0.8 10.743 463.85 23.19 B 140.00 B 0.541 1.852 0.72 0.8 13.688 C 0.493 1.909 0.694 0.8 11.926 77 140.00- ' 73.02 518.02 A 0.456 1.964 0.676 0.8 10.743 445.27 22.26 B 120.00 B 0.541 1.852 0.72 0.8 13.688 C 0.493 1.909 0.694 0.8 11.926 T8.120.00- 73.02 448.33 . A 0.442 1.986 0.67 0.8 10.323 414.76 20.74 B 100.00 B 0.53 1.864 0.713 0.8 13.284 C 0.48 1.927 0.688 0.8 11.508 T9 100.00- 73.02 518.02 A 0.456 1.964 0.676 0.8 10.743 ' 400.86 20.04 B 80.00 B 0.541 1.852 0.72 0.8 13.688 C 0.493 1.909 0.694 0.8 11.926 T1080.00- 73.02 448.33 A 0.442 1.986 0.67 0.8 10.323 364.51 18.23 B 60.00 B 0.53 1.864 0.713 0.8 13.284 C 0.48 1.927 0.688 0.8 11.508 T11 60,00- 73.02 518.02 A 0.456 1.964 0.676 0.8 ' 10.743 338.89 16.94 B 40.00 B 0.541 1.852 0.72 0.8 13.688 C 0.493 1.909 0.694 0.8 11.926 • T12 40.00- 73:02 448.33 A 0.442 1.986 0.67 0.8 10.323 294.03 14.70 B 20.00 B 0.53 1.864 0.713 0.8 13.284 C 0.48 1.927 0.688 0.8 11.508 T13 20.00- 59.04 415.94 A 0.454 1.967 0.675 0.8 8.626 242.35 14.99 B 3.83 B 0.539 1.854 0318 0.8 _ 11.010 • C 0.491 1.912 0.693 0.8 9.583 T143.83-0.00 13.98 108.07 A 0.846 1.857 0.935 0.8 3.014 85.66 22.38 B B 0.955 2.012 1 0.8 3.586 Job Page RISATower SO13118; Tower 126685; Foundation 126686 23 of 68 Nello Corporation Project Date 211 W. Washington St.,fSnite2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX-574-288-5860 Tony RISATower . . 5.1.2.0 • Section Add Self . F e CF RR DF DR AE F W Ctrl. • Elevation Weight Weight a Face c ft lb lb e fT' lb plj C 0.893 1.914 0.977 0.8 1 3.327 Sum Weight: 912.70 6206.07 5319.88 • • Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF RR DF DR AR F W Ctrl. Elevation Weight Weight a Face c fi lb lb e ft' lb plf TI 250.00- 3631 262.59 A 0.461 1.956 0.678 0.85 1 5 P , 270.43 27.04 B 240.00 B 0.546 1.848 0.722 0.85 1 C 0.498 1.903 0.696 0.85 1• 037 T2 240.00- 73.02 518.02 A 0.456 1.964 0.676 0.85 � :'743 526.91 26.35 B 220.00 B 0.541 1.852 0.72 0.85 3.761 C 0.493 1.909 0.694 0.85 11.926 T3 220.00- 73.02 518.02 A 0.456 1.964 0.676 0.85 10.743 513.39 25.67 B 200.00 B 0.541 1.852 0.72 0 13.761 C 0.493 1.909 0.694 13 11.926 • T4 200.00- 73.02 518.02 A 0.456 1.964 0.676 10.743 498.92 24.95 B 180.00 B 0.541 1.852 0 5 13.761 C 0.493 1.909 Olaf 0.85 11.926 T5'180.00- 73.02 448.33 A 0.442 1.986 : 0.85 10.323 "472.28 23.61 B 160.00 B 0.53 1.84 3 0.85 13.357 C 0.48 0.688 0.85 11.508 T6 160.00- 73.02 518.02 A 0.456 96 0.676 0.85 10.743 466.33 23.32 B 140.00 B 0.52). 0.72 0.85 13.761 C .90 0.694 0.85 11.926 T7 140.00- 73.02 518.02 A -4.56 1.964 0.676 0.85 10.743 447.65 22.38 B 120.00 B 541 1.852 0.72 0.85. 13.761 C 93 1.909 0.694 0.85 11.926 T8 120.00- 73.02 448.33 A ' 0.442 1.986 0.67 0.85 10.323 417.05 20.85 B 100.00 ' B 0.53 1.864 0.713 0.85 13.357 C 0.48 1.927 0.688 0.85 11.508 T9 100.00- 73.02 518.02 A 0.456 1.964 0.676 0.85 10.743 403.01 20.15 B 80.00 B 0.541 1.852 0.72 0.85 13.761 C 0.493 1.909 0.694 0.85 11.926 TIO 80:00- 73.02 448.33 A 0.442 1.986 0.67 0.85 10.323 366.52 18.33 B 60.00 B 0.53 1.864 0.713 0.85 13.357 C 0.48 1.927 0.688 0.85 11.508 TIl 60.00- 73.02 518.02 A 0.456 1.964 0.676 0.85 10.743 340.70 17.04 B 40.00 B 0.541 1.852 0.72 0.85 13.761 C 0.493 1.909 0.694 0.85 11.926 T12 40.00- 73.02 448.33 A 0.442 1.986 0.67 0.85 10.323 295.66 14.78 B 20.00 . B 033 1.864 0.713 0.85 13.357 C 0.48 1.927 0.688 0.85 11.508 T13 20.00- 59.04 415.94 A 0.454 1.967 0.675 0.85 8.626 243.65 15.07 B 3.83 B 0.539 1.854 0.718 0.85 11.069 C 0.491 1.912 0.693 0.85 9.583 T143.83-0.00 13.98 108.07 A 0.846 1.857 0.935 0.85 3.014 85.99 22.46 B B 0.955 2.012 1 0.85 3.600 C 0.893 1.914 0.977 0.85 3.327 Sum Weight: 912.70 6206.07 5348.50 Job Page RISATower SO13118; Tower 126685; Foundation 126686 24 of 68 Project Date No&Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project;Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX..574-288-5860 5.1.2.0 Tower Forces - Service - Wind Normal To Face Section Add Self F e CF RR Dr DR AE F w Cirl. Elevation Weight Weight a Face c ft lb lb e l? lb PIT TI 250.00- 9.80 164.23 A 0.265 2.393 0.606 2.663 88.99 8.90 B 240.00 B 0.305 2.282 0.618 3.126 C 0.266 2.392 0.606 2.668 T2240.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 173.95 8.70 B 220.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.605. 5.293 T3 220.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 169.49 8.47 B 200.00 B 0.303 2.287 0.617 6.208 C 0.264 2397 0.605 5.293 T4 200.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 164'.71 8.24 B 180.00 B 0.303 2.287 0.617 64,9r C 0.264 2.397 0.605 33 T5 180.00- 19.60 266.21 A 0.249 2.441 0.602 9. 153.79 7.69 B 160.00 B 0.29 2.324 0.613 °.4\ 89 C 0.249 2.44 0.602 „. 4.972 T6 160.00- 19.60 324.13 A 0.263 2.399 0.605 �, M 5.282 153.96 7.70 B 140.00 B 0.303 2.287 0.617 4 "L. 6.208 C 0.264 2.397 0.605 - 5.293 Ti 140.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 147.79 7.39 B 120.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.6 5.293 T8 120.00- 19.60 266.21 A 0.249 2.441 0. 4.962 135.80 . 6.79 B 100.00 B 0.29 2.324 5.889 C 0.249 2. r 4.972 T9 100.00- 19.60 324.13 A 0.263 ?:'�' 0.605 5.282 133.05 6.65 B 80.00 B 0.303 . .28'J 0.617 6.208 C 0. 0.605 5.293 TIO 80:00- 19.60 266.21 A 0.602 4.962 119.35 5.97 B 60.00 B 2.324 0.613 5.889 C .24 2.44 0.602 4.972 TI1 60.00- 19.60 324.13 A 63 2.399 0.605 5.282 112.48 5.62 B 40.00 B 0.303 2.287 0.617 6.208 C 0.264 2.397 0.605 5.293 T12 40.00- 19.60 266.21 A 0.249 2.441 0.602 4.962 96.28 4.81 B 20.00 B 0.29 2.324 0.613 5.889 C 0.249 2.44 0.602 4.972 T13 20.00- 15.85 260.33 A 0.262 2.402 0.605 4.254 80.57 4.98 B 3.83 B 0.302 2.289 0.617 5.002 C 0.263 2.4 0.605 4.262 T14 3.83-0.00 - 3.75 66.73 A 0.499 1.901 0.697 1.214 18.65 4.87 B B 0.566 1.829 0.734. 1.450 C 0.5 ' 1.9 0.697 1.216 Sum Weight: 245.00 3825.04 - 1748.86 Tower Forces-Service - Wind 60 To Face , • Section Add Self F e CF RR DE DR Ac F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ... ft' lb _ Pit TI 250.00- 9.80 164.23 A 0.265 2.393 0.606 0.8 1 2.663 88.99 8.90 B 240.00 B 0305 2.282 0.618 0.8 1 3.126 • C 0.266 2.392 0.606 0.8 1 2.668 RISATower Job Page SO13118; Tower 126685; Foundation 126686 25 of 68 Milo Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX..574-288-5860 Tony RISATower 5.1.2.0 Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e fie lb plf T2.240:00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 173.95 8.70 B 220.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T3 220.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 5.282 169.49 8.47 B 200.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T4 200.00- 19.60 324.13 A 0.263 2.399 0.605 0.8• 5.282 164.71 8.24 B 180.00 B 0.303 2.287 0.617 0.8 6.208 C 0.264 2.397 0.605 0.8 5.293 T5 180.00- 19.60 266.21 A 0.249 2.441 0.602 0.8 4.962 153.79 7.69 B 160.00 B 0.29 2.324 0.613 0.8 5.889 C 0.249 2.44 0.602 0.8 4.972 T6 160.00- 19:60 ' 324.13 A 0.263 2.399 0.605 0.8 5.282 153.96 7.70 B 140.00 B 0.303 2:287 0.617 0.8 6e C 0.264 2.397 0.605 0.8 �y5, T7 140.00- 19.60 324.13 A 0.263 2.399 0.605 0.8 • a `.x282 147.79 7.39 B 120.00 B 0.303 2.287 0.617 0.8 08 C 0.264 2.397 0.605 0.8 5.293 T8 120.00- 19.60 266.21 A 0.249 2.441 0.602 0.8 4.962 135.80 6.79 B 100.00 B 0.29 2.324 0.613 0.8 5.889 C 0.249 2.44 0.602 0 4.972 T9 100.00- 19.60 324.13 A 0.263 2.399 0.605 5.282 133.05 6.65 B 80.00 B 0.303 2.287 0.6174 :444 6.208 C 0.264 2.397 0.6 ..._c.: 5.293 TIO 80.00- 19.60 266.21 A 0.249 2.441 O.62€t 0.8 4.962 119.35 5.97 B 60.00 B 0.29 2.324 0.8 5.889 C 0.249 2. 0.8 4.972 . TI1 60.00- 19.60 324.13 A 0.263 2 90.605 0.8 5.282 112.48 5.62 B 40.00 B 0.303 .28 0.617 0.8 6.208 C 0.262. 0.605 0.8 5.293 T12 40.00- 19.60 266.21 A .4 4 0.602 0.8 4.962 96.28 4.81 B 20.00 B 2.324 0.613 0.8 5.889 C t .249 2.44 0.602 0.8 4.972 T13 20.00- 15.85 260.33 A 62 2.402 0.605 0.8 4.254 80.57 4.98 B 3.83 B 0.302 2.289 0.617 0.8 5.002 C 0.263 2.4 0.605 0.8 4.262 T14 3:83-0.00 3.75 66.73 A 0.499 1.901 0.697 0.8 1.214 18.65 4.87 B B 0.566 1.829 0.734 0.8 . 1.450 C 0.5 1.9 0.697 0.8 1.216 Sum Weight: 245.00 3825.04 1748.86 Tower Forces - Service - Wind 90 To Face Section Add Self F ' e CF RR DF DR AE F --- w Ctrl. Elevation Weight Weight a Face c R . lb lb e . ff lb p/f T1 250.00- 9.80 164.23 A 0.265 2.393 0.606 0.85 2.663 88.99 8.90 B 240.00 B 0305 2.282 0.618 0.85 3.126 • C 0.266 2.392 0.606 0.85 2.668 T2240.00- 19.60 324.13 A . 0.263 2.399 0.605 0.85 5.282 ' 173.95 8.70 B 220.00 B 0.303 2.287 0.617 0.85 6.208 C. 0.264 2.397 0.605 0.85 5.293 T3 220.00- 19.60 324.13 A 0.263 2.399 0.605 0.85 5.282 169.49 8.47 B 200.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 Jab Page RISATower SO13118; Tower 126685; Foundation 126686 26 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville. 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Section Add Self F e CF RR DE DR AE F w Ctrl. Elevation Weight Weight a Face. c ft lb - lb e ft' lb PIT T4 200:00- 19.60 324.13 . A 0.263 2.399 0.605 0.85 5.282 164.71 8.24 B 180.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 • T5 180.00- 19.60 266.21 A 0.249 2.441 0.602 0.85 4.962 153.79 7.69 B 160.00 B 0.29 2.324 0.613 0.85 5.889 C 0.249 2.44 0.602 0.85 4.972 T6 160.00- 19.60 324.13 A 0.263 2.399 0.605 0.85 5.282 153.96 7.70 B 140.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T7 140.00- 19:60 324.13 A 0.263 2.399 0.605 0.85 5.282 147.79 7.39 B 120.00 B 0.303 2.287 0.617 0.85 6.208 C 0.264 2.397 0.605 0.85 5.293 T8 120.00- 19.60 ' 266.21 A 0.249 2.441 0.602 0.85 4.962 135.80 6.79 B 100.00 B 0.29 2.324 0.613 0.85 5 C 0.249 2.44 0.602 0.85 T9 100:00- 19.60 324.13 A 0.263 2.399 0.605 0.85 28 133.05 6.65 B 80.00 B 0.303 2.287 0.617 0.85 . 08 C 0.264 2.397 0.605' 0.85 5.293 T10 80.00- 19:60 266.21 A 0.249 2.441 0.602 0.85 4.962 119.35 5.97 B • 60.00 B 0.29 2.324 0.613 0.85 5.889 C 0.249 2.44 0.602 0 4.972 TII 60.00- 19.60 " 324.13 A 0.263 2.399 0.605 1. 5.282 112.48 5.62 B 40.00 B 0.303 2.287 0.617 � . ':1 6.208 C 0.264 2.397 0.6!'1 4_15 5.293 T1240.00- 19.60 266.21 A 0.249 2.441 014, 0..'=' 0.85 4.962 96.28 4.81 B 20.00 B 0.29 2:324 if✓" 0.85 5.889 C 0.249 2..A` §igi 0.85 4.972 T13 20.00- 15.85 260.33 A 0.262 ,..i'. 0.605 0.85. 4.254 80.57 4.98 B 3.83 B 0.302 1.28 e 0.617 0.85 5.002 C 0.26 "^.-F 0.605 0.85 4.262 T143.83-0.00 3.75 66.73 A 1 .9i' 0.697 0.85 1.214 18.65 4.87 B B 1.829 0.734 0.85 1.450 C 0. 1.9, 0.697 0.85. 1.216 Sum Weight: . 245:00 3825.04 1748.86 • • Mast Vectors - No Ice • Section Section Wind Directionality F V. V. OTM, OTM Torque No. Elevation Azimuth ft lb lb lb lb-ft lb ft lb-/t TI , 250.00-240.00 0 Wind Normal 200.23 0.00 -200.23 -49055.62 0.00 0.00 30 Wind 90 200.23 100.11 -173.40 -42483.42 -24527.81 0.00 60 Wind 60: 200.23 173.40 -100.11 -24527.81 -42483.42 0.00 90 Wind 90 200.23 200.23 0.00 0.00 -49055.62 0.00 120 Wind Normal 200.23 173.40 100.11 24527.81 -42483.42 : 0.00 150 Wind 90 200.23 100.11 173.40 42483.42 -24527.81 0.00 180 Wind 60 200.23 0.00 200.23 49055.62 0.00 0.00 210 Wind90 200.23 -100.11 173.40 42483.42 24527.81 0.00 240 Wind Normal 200.23 -173.40 100.11 24527.81 42483.42 0.00 270 Wind 90 200.23 -200.23 0.00 0.00 49055.62 0.00 300 Wind 60 200.23 -173.40 -100.11 -24527.81 42483.42 0.00 330 Wind 90 . 200.23 -100.11 -173.40 -42483.42 24527.81 0.00 T2 240.00-220.00 0 Wind Normal 391.40 0.00 -391.40 -90021.04 0.00 0.00 30 Wind90 391.40 195.70 -338.96 -77960.51 -45010.52 0.00 60 Wind 60 391.40 338.96 -195.70 -45010.52 -77960.51 0.00 90 Wind 90 391.40 391.40 0.00 0.00 -90021.04 0.00 RISATower Job Page SO13118; Tower 126685; Foundation 126686 27 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen.II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX.-574-288-5860 Tony RISATower 5.1.2.0 Section Section Wind Directionality F V, V OTM, OTM, Tongue No. Elevation Azimuth ft 0 lb lb lb lb-,11 lb-ftt lb ji 120 Wind Normal 391.40 338.96 19530 45010.52 -77960.51 0.00 ISO Wind 90 391.40 195.70 338.96 77960.51 -45010.52 0.00 180 Wind 60 391.40 0.00 391.40 . 90021.04 0.00 0.00 210 Wind 90 391.40 -195.70 338.96 77960.51 45010.52 0.00 240 Wind Normal 391.40 -338.96 195.70 45010.52 77960.51 0.00 270 Wind 90 391.40 -391.40 0.00 0.00 90021.04 0.00 300• Wind 60 391.40 -338.96 -195.70 -45010.52 77960.51 0.00 330 Wind 90 391.40 -195.70 -338.96 -77960.51 45010.52 0.00 Ti 220.00-200.00 0 Wind Normal 381.35 0.00 -381.35 -80084.29 0.00 0.00 30 Wind 90 381.35 190.68 -330.26 -69355.03 -40042.15 0.00 60 Wind 60 381.35 330.26 -190.68 -40042.15 -69355.03 0.00 90 Wind90 381.35 381.35 0.00 0.00 -80084.29 0.00 120 . Wind Normal ' 381.35 330.26 190.68 40042.15 -69355.03 0.00 150 Wind90 381.35 190.68 330.26 69355.03 -40042.15 • 0.00 180 Wind 60 381.35 0.00 381.35 84.29 0.00 0.00 210 Wind 90 381.35 -190.68 330.26 6 55.03 40042.15 0.00 240 Wind Normal 381.35 -330.26 190 40042.15 69355.03 0.00 270 Wind 90 381.35 -381.35 0.00 80084.29 0.00 300 Wind 60 381.35 -330.26 -40042.15 69355.03 0.00 330 Wind 90 381.35 -190.68 -69355.03 40042.15 0.00 T4 200.00-180.00 0 Wind Normal 370.60 0.00 .60 -70414.63 0.00 0.00 30 Wind 90 370.60 185 20.95 -60980.86 -35207.31 0.00 60 Wind 60 370.60 -185.30 -35207.31 -60980.86 0.00 90 Wind 90 370.60 0.00 0.00 -70414.63 0.00 120 Wind Normal 370.60 0 5 185.30 35207.31 -60980.86 0.00 150 Wind 90 370.60 85.30 320.95 60980.86 -35207.31 0.00 180 ' Wind 60 37 0.00 370.60 70414.63 0.00 0.00 210 Wind 90 10. -185.30 320.95 60980.86 35207.31 0.00 240 Wind Norma! .-, 60 -320.95 185.30 35207.31 60980.86 0.00 270 Wind 90 <._ r 0.60 -370.60 0.00 0.00 70414.63 0.00 300 Wind :0.60 -320.95 -185.30 -35207.31 60980.86 0.00 330 ` " 0.60 -185.30 -320.95 -60980.86 35207.31 0.00 T5 180.00-160.00 0 Wi a 346.02 0.00 -346.02 -58824.10 0.00 0.00 30 nd 9 346.02 173.01 -299.67 -50943.17 29412.05 0.00 60 ;. 60 346.02 299.67 -173.01 -29412.05 -50943.17 0.00 90 Wind 90 346.02 346.02 0.00 0.00 -58824.10 0.00 120 Wind Normal 346.02 299.67 173.01 29412.05 -50943.17 0.00 150 Wind 90 346.02 173.01 299.67 50943.17 -29412.05 0.00 180 Wind 60 346.02 0.00 346.02 58824.10 0.00 0.00 210 Wind 90 346.02 . -173.01 299.67 50943.17 29412.05 0.00 240 Wind Normal 346.02 -299.67 173.01 29412.05 50943.17 0.00 270 Wind 90 346.02 -346.02 0.00 0.00 58824.10 0.00 300 Wind60 346.02 -299.67 -173.01 -29412.05 50943.17 0.00 330 Wind 90 346.02 -173.01 -299.67 -50943.17 29412.05 0.00 T6 160.00-140.00 0 Wind Normal 346.40 0.00 -346.40 -51959.92 0.00 0.00 30 Wind 90 346.40 173.20 -299.99 -44998.61 -25979.96 0.00 60 Wind 60 346.40 299.99 -173.20 -25979.96 -44998.61 0.00 90 Wind 90 346.40 346.40 0.00 0.00 -51959.92 0.00 120 Wind Normal 346.40 299.99 173.20 25979.96 -44998.61 0.00 150 Wind 90 346.40 173.20 299.99 44998.61 -25979.96 0.00 180 Wind 60 346.40 0.00 346.40 51959.92 0.00 0.00 210 Wind 90 346.40 -173.20 299.99 44998.61 25979.96 0.00 240 Wind Normal 346.40 -299.99 173.20 25979.96 44998.61 0.00 270 Wind 90 346.40 • -346.40 0.00 0.00 51959.92 0.00 300 Wind 60 346.40 -299.99 -173.20 -25979.96 44998.61 0.00 330 Wind 90 346.40 -173.20 -299.99 -44998.61 25979.96 .0.00 T7 140.00-120.00 0 Wind Normal 332.52 0.00 -332.52 -43227.89 0.00 0.00 30 ' Wind 90 332.52 166.26 -287.97 -37436.45 -21613.94 0.00 60 Wind60 332.52 287.97 -166.26 -21613.94 -37436'.45 0.00 90 Wind 90 332.52 . 332.52 0.00 0.00 -43227.89 . 0.00 120 Wind Normal 332.52 287.97 166.26 21613.94 -37436.45 0.00 RISATower Job Page SO13118; Tower 126685; Foundation 126686 28 of 68 Project Date Nello Corporation 211 W. WashingtonSt,Suite2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South.Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Section Section Wind Directionality F V, V OTM, OTM Torque No. • Elevation Azimuth fic. lb lb lb l6 Jt lb-ft lb-ft 150 Wind 90 332.52 166.26 287.97 37436.45 -21613.94 0.00 180 Wind 60 332.52 0.00 332.52 43227.89 0.00 0.00 210 . Wind 90 332.52 -166.26 287.97 37436.45 21613.94 0.00 240 Wind Normal 332.52 -287.97 166.26 21613.94 37436.45 0.00 270 Wind 90 332.52 -332.52 0.00 0.00 43227.89 0.00 300 Wind 60 332.52 -287.97 -166.26 -21613.94 37436.45 0.00 330 Wind 90 332.52 -166.26 -287.97 -37436.45 21613.94 0.00 T8 120.00-100.00 0 Wind Normal 305.56 0.00 -305.56 -33611.12 0.00 0.00 30 Wind 90 305.56 152.78 -264.62 -29108.08 -16805.56 0.00 60 Wind 60 305.56 . 264.62 -152.78 -16805.56 -29108.08 0.00 90 Wind 90 305.56 305.56 0;00 0.00 -33611.12 0.00 120 Wind Normal 305.56 264.62 152.78 16805.56 -29108.08 0.00 150 Wind 90 305.56 152.78 264.62 29108.08 -16805.56 0.00 180 Wind 60 305.56 0.00 305.56 33611.12 0.00 0.00 210 Wind90 305.56 -152.78 264.62 08.08 16805.56 0:00 240 - Wind Normal 305.56 -264.62 152.78 05.56 29108.08 0.00 270 Wind 90 305.56 -305.56 41 004‘ 0.00 33611.12 0.00 300 Wind 60 305.56 -264.62 - G -16805.56 29108.08 0.00 330 Wind90 305.56 -152.78 -29108.08 16805.56 0.00 T9 100.00-80.00 0 Wind Normal 299.36 0.00 6 -26942.28 0.00 0.00 30 Wind 90 299.36 149.68 .25 -23332.70 -13471.14 0.00 60 Wind 60 299.36 259 149.68 -13471.14 -23332.70 0.00 90 Wind 90 • 299.36 .' 0.00 0.00 -26942.28 0.00 120 Wind Normal 299.36 2 149.68 13471.14 -23332.70 0.00 150 Wind90 299.36 08 259.25 23332.70 -13471.14 0:00 180 Wind 60 299.36 0.00 299.36 '26942.28 0.00 0.00 210 : Wind 90 29 -149.68 259.25 23332.70 13471.14 0.00 • 240 Wind Normal 9. -259.25 149.68 13471.14 23332.70 0.00 270 Wind 90 .436 . -299.36 0.00 0.00 26942.28 0.00 300 Wind 60 9.36 . -259.25 -149.68 -13471.14 23332.70 0.00 330 Wind 9.36 -149.68 -259.25 -23332.70 13471.14 0.00 TIO 80.00-60.00 0 Wind 7 8.54 0.00 -268.54 -18797.68 0.00 0.00 30 268.54 134.27 -232.56 -16279.26 -9398.84 0.00 60 nd 268.54 232.56 -134.27 -9398.84 -16279.26 0.00 90 . 90 268.54 268.54 0.00 0.00 -18797.68 0.00 120 Wind Normal 268.54 232.56 134.27 9398.84 -16279.26 0.00 150 Wind 90 268.54 134.27 232.56 16279.26 -9398.84 0.00 180 Wind 60 268.54 0.00 268.54 18797.68 0.00 0.00 210 Wind 90 268.54 -134.27 232.56 16279.26 9398.84 0.00 240 Wind Normal 268.54 -232.56 134.27 9398.84 16279.26 0.00 270 Wind 90 268.54 -268.54 0.00 0.00 18797.68 0.00 300 Wind 60 268.54 -232.56 -134:27 -9398.84 16279.26 0.00 330 Wind 90 268.54 -134.27 -232.56 -16279.26 9398.84 0.00 TI1 60.00-40.00 0 Wind Normal 253.08 0.00 -253.08 -12653.97 0.00 0.00 30 Wind 90 253.08 126.54 -219.17 -10958.66 -6326.99 0.00 60 Wind 60 253.08 219.17 -126.54 6326.99 -10958.66 0.00 90 ; Wind 90 253.08 253.08 0.00 0.00 -12653.97 0.00 120 . Wind Normal 253.08 219.17 126.54 6326.99 -10958.66 0.00 150 Wind 90 253.08 126.54 219.17 10958.66 -6326.99 0.00 180 Wind 60 253.08 0.00 253.08 12653.97 0.00 0.00 210 Wind 90 253.08 -126.54 219.17 10958.66 6326.99 0.00 240 Wind Normal 253.08 -219.17 126.54 6326.99 10958.66 0.00 270 Wind 90 253.08 -253.08 0.00 0.00 12653.97 0.00 300 Wind60 253.08 -219.17 -126,54 -6326.99 10958.66 0.00 330 Wind 90 253.08 . -126.54 -219.17 -10958.66 6326.99 0.00 T12 40.00-20.00 0 Wind Normal 216.62 0.00 -216.62 -6498.57 0.00 0.00 30 . Wind 90 216.62 108.31 -187.60 -5627.92 -3249.28 0.00 60 - Wind 60 216.62 187.60 -108.31 -3249.28 -5627.92 0.00 90 Wind 90 216.62 216.62 0.00 0.00 -6498.57 0.00 120 Wind Normal 216.62 187.60 108.31 3249.28 -5627.92 0.00 150 Wind90 216.62 108.31 187.60 5627.92 -3249.28 0.00 RISATower Job Page SO13118; Tower 126685; Foundation 126686 29 of 68 1Ve1lo Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID , South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX..574-288-5860 Tony RISATower 5.1.2.0 Section Section Wind Directionality . F V, V OTM, OTM, Torque No. Elevation Azimuth R 0lb lb lb lb-ft lb-ft lb-ft 180 Wind 60 216.62 0.00 216.62 6498.57 0.00 0.00 210 Wind 90 216.62 -108.31 187.60 5627.92 3249.28 0.00 240 Wind Normal 216.62 -187.60 108.31 3249.28 5627.92 0.00 270 Wind 90 216.62 • -216.62 0.00 0.00 6498.57 0.00 300 Wind60 216.62 • -187.60 -108.31 -3249.28 5627.92 0.00 330 Wind 90 216.62 -108.31 -187.60 -5627.92 3249.28 0.00 T13 20.00-3.83 0 Wind Normal 181.29 0.00 -181:29 -2159.85 0.00 0.00 30 Wind 90 181.29 90.64 -157.00 -1870.48 -1079.92 0.00 60 Wind 60 181.29 157.00 -90.64 -1079.92 -1870.48 0.00 90 Wind 90 181.29 181.29 0.00 0.00 -2159.85 0.00 120 Wind Normal 181.29 157.00 90.64 1079.92 -1870.48 0.00 150 Wind90 181.29 90.64 157.00 1870.48 -1079.92 0.00 180 Wind60 181.29 0.00 181.29 2159.85 0.00 0.00 210 Wind 90 181.29 -90.64 157.00 1870.48 1079.92 0.00 240 Wind Normal 181.29 -157.00 90.64 't 079.92 1870.48 0.00 270 Wind 90 181.29 -181.29 0.04,4\4. } 0.00 2159.85 0.00 300 Wind 60 181.29 -157.00 -913 -1079.92 1870.48 0.00 330 Wind 90 181.29 -90.64 -4µ 44, -1870.48 1079.92 0.00 T14 3.83-0.00 0 Wind Normal -80.33 0,00 0.00 30 Wind 90 41.97 20.9 F2.jp'�c5 -69.57 -40.16 0.00 60 Wind 60 41.97 36.3 '+ \x'0.98 -40.16 -69.57 0.00 • 90 Wind 90 41.97 41 �9 0.00 0.00 -80.33 0.00 120 Wind Normal 41.97 20.98 40.16 -69.57 0.00 150 Wind90 41.97 /? 36.35 69.57 -40.16 0.00 180 Wind 60 41.97 0 -41.97 80.33 0.00 0.00 210 Wind 90 41.97 20.98 36.35 69.57 40.16 0.00 240 , Wind Normal 41 -36.35 20.98 40.16 69.57 0.00 270 Wind 90 1. ) -41.97 0.00 0.00 80.33 0.00 300 Wind 60 97 -36.35 -20.98 -40.16 69.57 0.00 330 Wind90 11.97 -20.98 -36.35 -69.57 40.16 0.00 ,5� N. Mast Totals - No Ice Wind V V OTM, OTM Torque Azimuth lb lb lb ft . lbitt lb-ft 0 0.00 -3934.93 -544331.28 0.00 0.00 30 1967.47 -3407.75 -471404.72 -272165.64 0.00 60 3407.75 -1967.47 -272165.64 -471404.72 0.00 90 3934.93 0.00 0.00 -544331.28 0.00 120 3407.75 1967.47 272165.64 -471404.72 0.00 150 1967.47 3407.75 471404.72 -2721'65.64 0.00 180 0.00 3934.93 54433128 0.00 0.00 210 -1967.47 .3407.75 471404.72 272165.64 0.00 240 -3407.75 1967.47 272165.64 471404.72 0.00 270 -3934.93 0.00 0.00 544331.28 0.00 300 -3407.75 -1967.47 -272165.64 471404.72 0.00 330 -1967.47 -3407.75 -471404.72 272165.64 0.00 Mast Vectors -With Ice Job Page RISATower SO13118; Tower 126685; Foundation 126686 30 of 68 Project Date Nello Corporation 211 W Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Section Section Wind Directionality F V. V OTM, OTM Torque No. Elevation Azimuth ft lb lb lb lb-ft lb ft lb-ft T1 250.00-240.00 0 Wind Normal 274.71 0.00 -274.71 -67304.46 0.00 0.00 30 Wind 90 270.43 135.22 -234.20 -57379.45 -33128.04 0.00 60 Wind 60 269.01 232.97 -134.50 -32953.31 -57076.81 0.00 90 Wind 90 270.43 270.43 0.00 0.00 -66256.08 0.00 120 Wind Normal 274.71 237.91 137.36 33652.23 -58287.37 0:00 150 Wind90 270.43 135.22 234.20 57379.45 -33128.04 0.00 180 Wind 60 269.01 0.00 269.01 65906.62 0.00 0.00 210 Wind 90 270.43 -135.22 234.20 57379.45 33128.04 0.00 240 Wind Normal 274.71 -237.91 137.36 33652.23 58287.37 0.00 270 Wind 90 270.43 -270.43 0.00 0.00 66256.08 0.00 300 Wind60 269,01 -232.97 -134.50 -32953.31 57076.81 0.00 330 Wind 90 270.43 -135.22 -234.20 -57379.45 33128.04 0.00 T2 240.00-220.00 0 Wind Normal 535.33 0.00 -535.33 -123126.77 0.00 0.00 30 Wind 90 526.91 263.45 -456.32 -104953.00 -60594.64 0.00 60 Wind 60 524.10 453.89 -262.05 71.73 -104393.70 0.00 90 Wind 90 526.91 526.91 0.00 0.00 -121189.29 0.00 120 Wind Normal 535.33 463.61 267 6$ 1563.39 -106630.91 0.00 150 Wind 90 526.91 263.45 0 , 104953.00 -60594.64 0.00 180 Wind 60 524.10 0.00 120543.46 0.00 0.00 210 Wind 90 526.91 -263.4 104953.00 60594.64 0.00 240 Wind Normal 535.33 -463.61 7.67 61563.39 106630.91 .0.00 270 - Wind 90 . 526.91 -52 0.00 0.00 121189.29 0.00 300 Wind 60 524.10 y}pi'. -262.05 -60271.73 104393.70 0.00 330 Wind 90 526.91 { } -45632 -104953.00 60594.64 0.00 T3 220:00-200.00 0 Wind Normal 521.60 ".-! t0 -521.60 -109535.73 0.00 0.00 30 Wind90 513.3 56.70 -444.61 -93368.03 -53906.05 0.00 60 Wind 60 51 442.24 -255.33 -53618.78 -92870.46 0.00 90 Wind 90 "'3. 513.39 0.00 ' 0.00 -107812.11 0.00 120 Wind Normal ' 4,60 451.72 260.80 54767.86 -94860.72 0.00 150 Wind 90 .,'gfr 3.39 256.70 444.61 93368.03 -53906.05 0.00 180 Wind y10.66 0.00 510.66 107237.57 0.00 0.00 210 ` 3.39 -256.70 444.61 93368.03 53906.05 0.00 240 Wi a - 521.60 -451.72 260.80 54767.86 94860.72 0.00 270 nd 9 513.39 -513.39 0.00 0.00 107812.11 0.00 300 . 60 510.66 -442.24 -255.33 -53618.78 92870.46 0.00 330 Wind 90 513.39 -256.70 -444.61 . -93368.03 53906.05 0.00 T4 200.00-180.00 0 Wind Normal 506.89 0.00 -506.89 -96309.99 0.00 0.00 30 Wind 90 498.92 249.46 -432.08 -82094.43 -47397.24 0.00 60 Wind 60 496.26 429.77 -248.13 -47144.66 -81656.95 0.00 90 Wind 90 498.92 498.92 0.00 0.00 -94794.49 0.00 120 Wind Normal 506.89 438.98 253.45 48155.00 -83406.90 0.00 150 Wind 90 498.92 249.46 432.08 82094.43 -47397.24 0.00 180 Wind 60 496.26 0.00 496.26 94289.32 ' 0.00 0.00 210 Wind90 498.92 -249.46 432.08 82094.43 47397.24 0.00 240 Wind Normal 506.89 . -438.98 253.45 48155.00 83406.90 0.00 270 Wind 90 498.92 -498.92 0.00 0.00 94794.49 0.00 300 Wind 60 496.26 -429.77 -248.13 -47144.66 81656.95 0.00 330 Wind 90 498.92 -249.46 -432.08 -82094.43 47397.24 0.00 T5 180.00-160.00 0 Wind Normal 480.06 0.00 -480.06 -81609.92 0.00 0.00 30 Wind 90 472.28 236.14 -409.01 -69531.04 -40143.76 0.00 60 Wind 60 469.69 406.76 -234.84 -39923.37 -69149.30 0.00 90 Wind 90 472.28 472.28 0.00 , 0.00 -80287.53 0.00 120 Wind Normal 480.06 415.74 240.03 40804.96 -70676.27 0.00 150 Wind90 472.28 236.14 409.01 69531.04 -40143.76 0.00 180 Wind 60 469.69 0.00 469.69 79846.73 0.00 0.00 210 Wind 90 472.28 -236.14 409.01 69531.04 40143.76 0.00 240 Wind Normal 480.06 -415.74 240.03 40804.96 70676.27 0.00 270 Wind 90 472.28 -472.28 0.00 0.00 80287.53 0.00 300 Wind 60 469.69 -406.76 -234.84 -39923.37 69149.30 0.00 330 Wind90 472.28 -236.14 -409.01 -69531.04 40143.76 0.00 T6 160.00140.00 0 Wind Normal 473.79 0.00 -473.79 -71068.46 0.00 0.00 RISATower Job Page SO13118; Tower 126685; Foundation 126686 31 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250' -Goshen II Wind Project, site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Section Section . Wind - Directionality - F V, V OTM, OTM, Torque No. Elevation Azimuth ft lb lb lb lb-jt lb-ft lb-ft 30 Wind 90 466.33 233.17 -403.86 -60578.61 -34975.07 0.00 60 Wind 60 463.85 401.71 -231.92 -34788.69 -60255.78 0.00 90 Wind 90 466.33 466.33 0.00 0.00 -69950.15 0.00 120 Wind Normal 473.79 410.31 236.89 35534.23 -61547.09 0.00 150 Wind 90 466.33 233.17 403.86 60578.61 -34975.07 0.00 180 Wind 60 463.85 0.00 463.85 69577.38 0.00 0.00 210 Wind 90 466.33 -233.17 403.86 60578.61 34975.07 0.00 240 Wind Normal 473.79 -410.31 236.89 35534.23 61547.09 0.00 270 Wind 90 466.33 -466.33 0.00 0.00 69950.15 0.00 300 Wind 60 463.85 -401.71 -231.92 -34788.69 60255.78 : 0.00 330 Wind 90 466.33 -233.17 -403.86 -60578.61 34975.07 0.00 T7 140.00-120.00 0 Wind Normal 454.81 0.00 -454.81 -59125.18 0.00 0.00 30 Wind 90 447.65 223.83 -387.68 -50398.18 -29097.40 0.00 60 Wind60 445.27 385.61 -222.63 -28942.34 -50129.60 0.00 90 Wind90 447.65 447.65 0.00 0.00 -58194.80 0.00 120 Wind Normal 454.81 393.88 227.40 062.59 -51203.90 0.00 150 Wind 90 447.65 223.83 387 50398.18 -29097.40 0.00 180 Wind 60 445.27 0.00 57884.68 0.00 0.00 210 Wind 90 447.65 -223.83 50398.18 29097.40 0.00 240 Wind Normal 454.81 -393.8 0 29562.59 51203.90 0.00 270 Wind90 447.65 -447.65 0.00 0.00 58194.80 0.00 300' Wind 60 445.27 -385 ft 22.63 -28942.34 50129.60 0.00 330 • Wind 90• 447.65 (�7.� -387.68 -50398.18 29097.40. 0.00 T8 120.00-100.00 0 Wind Normal 423.91 ' `Zt -423.91 -46630.56 0.00 0.00 30 Wind 90 417.05 2 -361.17 -39728.89 -22937.48 0.00 60 Wind 60 414.76 59.19 -207.38 -22811.55 -39510.77 0.00 90 Wind 90 417 417.05 0.00 0.00 -45874.97 0.00 120 Wind Normal 367.12 211.96 23315.28 -40383.25 0.00 150 Wind 90 05 208.52 361.17 39728.89 -22937.48 0:00 180 Wind 60 4.76 0.00 414.76 45623.11 0.00 0.00 210 Wind 17.05 -208.52 361.17 39728.89 22937.48 0.00 240 Win j 3.91 -367.12 211.96 23315.28 40383.25 0.00 270 417.05 -417.05 0.00 0.00 45874.97 0.00 300 nd 414.76 -359.19 -207.38 -22811.55 39510.77 0.00 330 u. 90 417.05 -208.52 -361.17 -39728.89 22937.48 . 0.00 T9 100.00-80.00 0 Wind Normal 409.45 0.00 -409.45 -36850.45 0.00 0.00 30 Wind 90 403.01 201.50 -349.01 -31411.25 -18135.29 0.00 60 Wind 60 400.86 347.15 -200.43 -18038.65 -31243.85 0.00 90 Wind 90 403.01 403.01 0.00 0.00 -36270.58 0.00 120 Wind Normal 409.45 354.59 204.72 18425.22 -31913.43 0.00 150 Wind 90 403.01 201.50 349.01 31411.25 -18135.29 0.00 180 Wind 60 400.86 0.00 400.86 36077.29 0.00 0.00 210 Wind 90 403.01 -201.50 349.01 31411.25 18135.29 0.00 240 Wind Normal 409.45 -354.59 204.72 18425.22 31913.43 0.00 270 Wind 90 403:01 -403.01 0.00 0.00 36270.58 0.00 300 Wind 60 400.86 -347.15 -200.43 -18038.65 31243.85 0.00 330• Wind 90 403.01 -201.50 -349.01 -31411.25 18135.29 0.00 TIO 80.00-60.00 0 Wind Normal 372.56 0.00 -372.56 -26079.05 0.00 0.00 30 Wind 90 366.52 183.26 -317.42 -22219.16 -12828.24 0.00 60 Wind60 364.51 . 315.67 -182.25 -12757.81 -22097.17 0.00 90 Wind 90 366.52 366.52 0.00 0.00 -25656.47 0.00 120 Wind Normal 372.56 322.64 186.28 13039.53 -22585.12 0.00 150 Wind 90 366.52 183.26 317.42 22219.16 -12828.24 0.00 180 Wind 60 364.51 0.00 364.51 25515.6! 0.00 0.00 210 Wind 90 366.52 -183.26 317.42 22219.16 12828.24 0.00 240 Wind Normal 372.56 -322.64 186.28 13039.53 22585.12 .0.00 270 Wind 90 366.52 -366.52 0.00 0.00 25656.47 0.00 300 Wind 60 364.51 -315.67 -182.25 -12757.81 22097.17 0.00 330 Wind90 366.52 -183.26 -317.42 -22219.16 12828.24 0.00 T11 60.00-40.00 0 Wind Normal 346.15 0.00 -346.15 -17307.54 0.00 0.00 30 Wind 90 340.70 170.35 -295.06 -14752.91 -8517.60 0.00 Job Page RISATower SO13118; Tower 126685; Foundation 126686 32 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project; Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts , Tony RISATower FAX:574-288-5860 5.1.2.0 Section . Section Wind Directionality F V. V, OTM, OTM Torque No. Elevation Azimuth ft ° lb lb lb lb-ft lb-ft lb-ft 60 Wind 60 338.89 293.49 -169.44 -8472.20 -14674.29 0.00 • 90 - Wind 90 340.70 340.70 0.00 0.00 -17035.19 0.00 120 Wind Normal 346.15 299.78 173.08 8653.77 -14988.77 0.00 150 Wind 90 340.70 170.35 295.06 14752.91 -8517.60 0.00 180 Wind 60 338.89 0.00 338.89 16944.41 0.00 0.00 210 Wind 90 340.70 -170.35 295.06 14752.91 8517.60 0.00 240 Wind Normal 346.15 -299.78 173.08 8653.77 14988.77 0.00 270 Wind 90 340.70 -340.70 0.00 0.00 17035.19 0.00 300 Wind 60 338.89 -293.49 -169.44 -8472.20 14674.29 0.00 330 Wind 90 340.70 -170.35 -295.06 -14752.91 8517.60 0:00 T12 40.00-20.00 0 Wind Normal 300.53 0.00 -300.53 -9015:82 0.00 0.00 30 Wind 90 295.66 147.83 -256.05 -7681.41 -4434.87 0.00 60 Wind 60 294.03 254.64 -147.02 -4410.52 -7639.24 0.00 90 Wind 90 295.66 295.66 0.00 0.00 -8869.73 0.00 120 Wind Normal 300.53 260.26 150.26 007.91 -7807.93 0.00 150 Wind.90 295.66 147.83 256.05 -81.41 -4434.87 0.00 180 Wind 60 294.03 0.00 2%1 8821.03 0.00 0.00 210 Wind,90 295.66 -147.83 4c . 7681.41 4434.87 0.00 240 Wind Normal 300.53 -260.26 4507.91 7807.93 0.00 270 Wind 90 295.66 . -295.66 - 0.00 8869.73 0.00 300 Wind 60 294.03 -254.64 .02 -4410.52 7639.24 0.00 330 Wind 90 295.66 147 .rte 56.05 -7681.41 4434.87 0.00 T13 20.00-3.83 0 Wind Normal 247.57 ® -247.57 -2949.57 0.00 0.00 30 Wind90 243.65 - 1 -211.01 -2514.00 -1451.46 0.00 60 Wind 60 242.35 8 -121.17 -1443.68 -2500.53 0.00 90 Wind 90 243.65 4S'1143.65 0.00 0.00 -2902.91 0.00 120 Wind Normal 247 qt 214.40 123.79 . 1474.78 ' -2554.40 0.00 150 Wind 90t3. it, 121.83 211.01 . 2514.00 -1451.46 0.00 180 Wind 60 35 0.00 242.35 2887.36 0.00 0.00 210 Wind90 p 13.65 -121.83 ' 211.01 2514.00 1451.46 0.00 240 Wind Norn1,i_ 47.57 -214.40 123.79 1474.78 2554.40 0.00 270 .qd ' 3.65 -243.65 0.00 0.00 2902.91 0.00 300 t ; 242.35 -209.88 -121.17 -144168 2500.53 0.00 330 °v"nd9i 243.65 -121.83 -211.01 -2514.00 1451.46 0.00 T14 3.83-0.00 0 Wind t al 87.00 0.00 -87.00 -166.52 0.00 0.00 30 Wind 90 85.99 43.00 -74.47 -142.54 -82.30 0.00 60 Wind 60 85.66 74.18 42.83 -81.98 -141.99 0.00 90 Wind 90 85.99 85.99 0.00 0.00 -164.60 0.00 120 Wind Normal 87.00 75.34 43.50 83.26 -144.21 0.00 150 Wind 90 85.99 43.00 74.47 142.54 -82.30 0.00 180 Wind 60 85.66 0.00 85.66 163.95 ' 0.00 0.00 210 Wind 90 85.99 -43.00 74.47 142.54 82.30 0.00 , 240 Wind Normal 87.00 -75.34 43.50 83.26 144.21 0.00 270 Wind 90 85.99 -85.99 0.00 0.00 164.60 0.00 300 Wind 60 85.66 . -74.18 -42.83 -81.98 141.99 0.00 330 Wind 90 85.99 -43.00 -74.47 . -142.54 82.30 0.00 : . Mast Totals - With. Ice • Wind V. V OTM, . OTM Torque . Azimuth ° lb lb lb-ft' lb-ft lb-ft 0 0.00 -5434.36 -747080.02 0.00 0.00 30 2674.25 4631.94 -636752.89 -367629.45 0.00 60 4607.15 -2659.94 -365659.26 -633340.42 0.00 90 5348.50 0.00 0.00 -735258.90 0.00 • 120 4706.30 2717.18 373540.01 -646990.28 0.00 RISATower Job Page S013118; Tower 126685; Foundation 126686 33 of 68 NeHo Corporation Project Date 211 W. Washington St,Suite 2000 NGX 18 x 250'-.Goshen,II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX 574-288-5860 Tony RISATower ' 5.1.2.0 -Wind V. V OTM, OTM Torque Azimuth ° lb lb . lb-ft lb-ft lb-ft 150 2674.25 4631.94 636752.89 -367629.45 0.00 180 0.00 5319.88 731318.53 0.00 0.00 210 -2674.25 4631.94 636752.89 367629.45 0.00 240 -4706.30 2717.18 373540.01 646990.28 0.00 270 -5348.50 0.00 0.00 735258.90 0.00 300 -4607.15 -2659.94 -365659.26 633340.42 0.00 330 -2674.25 -4631.94 -636752.89 367629.45 0.00 • Mast Vectors - Service Section Section Wind Directionality F V V O OTM • Torque No. Elevation Azimuth "l � t 0lb lb lbo 4k lb-ft lbft. lb-ft T1 250.00-240.00 0 Wind Normal 88.99 0.00 .'� -21802.50 0.00 0.00 30 Wind 90 88.99 44.49 -18881.52 -10901.25 0.00 60 Wind 60 88.99 77.070 9 -10901.25 -18881.52 - 0.00 90 Wind 90 88.99 88.99 0.00 0.00 -21802.50 0.00 120 Wind Normal 88.99 71fTh 44.49 . 10901.25 -18881.52 0.00 150 Wind90 88.99 .:a$„aq V 77.07 18881.52 -10901.25 0.00 180 Wind 60 88.99 4r7 88.99 21802.50 - 0.00 0.00 210 Wind 90 88.99 `�-:49 77.07 18881.52 10901.25 0.00 240 Wind Normal 88. . O77.07 44.49 10901.25 18881.52 0.00 • 270 Wind 90 8 -88.99 0.00 0.00 21802.50 0.00 300 Wind60 48. -77.07 -44.49 -10901.25 18881.52 0.00 330 Wind90 99 -44.49 -77.07 -18881.52 10901.25 0.00 T2 240:00-220.00 0 Wind Normal '(3.95 0.00 -173.95 -40009.35 0.00 0.00 30 Wind a. \'73.95 86.98 -150.65 -34649.12 -20004.68 0.00 60 R ' 3.95 150.65 -86.98 -20004.68 -34649.12 0.00 90 c W 0 173.95 173.95 0.00 0.00 -40009.35 0.00 120 Win ormal 173.95 150.65 86.98 20004.68 -34649.12 0.00 150 Wr rd 90 173.95 86.98 150.65 34649.12 -20004.68 0:00 180 Wind 60 173.95 0.00 173.95 40009.35 0.00 0.00 210 Wind 90 . 173.95 -86.98 150.65 . 34649.12 .20004.68 0.00 240 Wind Normal 173.95 -150.65 86.98 20004.68 34649.12 0.00 270 Wind 90 173.95 -173.95 0.00 0.00 40009.35 0.00 300 Wind60 173.95 -150.65 -86.98 -20004.68 34649.12 0.00 330 Wind 90 173.95 -86.98 -150.65 -34649.12 20004.68 0.00 T3 , 220.00-200.00 0 ' Wind Normal 169.49 0.00 -169.49 -35593.02 0.00 0.00 30 Wind 90 169.49 84.75 -146.78 -30824.46 -17796.51 0.00 60 Wind 60 169.49 ' 146.78 -84.75 -17796.51 -30824.46 0.00 90 Wind 90 169.49 169.49 0.00 0.00 -35593.02 0.00 120 Wind Normal 169.49 146.78 84.75 17796.51 -30824.46 0.00 150 Wind 90 169.49 84.75 146.78 30824.46 -17796.51 0.00 180 Wind 60 169.49 0.00 169.49 35593.02 0.00 0.00 210 Wind 90 169.49 -84.75 146.78 30824.46 17796.51 0.00 240 Wind Normal 169.49 -146.78 84.75 17796.51 30824.46 0.00 270 Wind 90 169.49 -169.49 0.00 0.00 35593.02 0.00 300 Wind 60 169.49 -146.78 -84.75 -17796.51 30824.46 0.00 330 Wind 90 169.49 -84.75 -146.78 . -30824.46 17796.51 0.00 T4 200.00-180.00 0 Wind Normal 164.71 0.00 -164.71 -31295.39 0.00 0.00 30 Wind 90 164.71 82.36 -142.65 -27102.60 -15647.69 0.00 60 Wind 60 164.71 142.65 -82.36 -15647.69 -27102.60 0.00 90 Wind 90 164.71 164.71 0.00. 0.00 -31295.39 0.00 120 Wind Normal 164.71 142.65 82.36 15647.69 -27102.60 0.00 150 Wind 90 164.71 82.36 142.65 27102.60 -15647.69 0.00 180 Wind 60 164.71 • 0.00 164.71 31295.39. 0.00 0.00 210 Wind 90 164.71 -82.36 142.65 2710160 15647.69 0.00 Job. Page RISA Tower SO13118; Tower 126685; Foundation 126686 34 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250' -Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID . South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2,0 Section Section Wind Directionality F V. V, OTM, OTM, Torque No. Elevation Azimuth ft _0 lb lb lb lb fl lb ft lb:ft 240 Wind Normal 164.71 -142.65 82.36 15647.69 27102.60 0.00 270 Wind90 164.71 -164.71 0.00 0.00 31295.39 0.00 300 Wind 60 164.71 -142.65 -82.36 -15647.69 27102.60 0.00 330 Wind 90 164.71- -82.36 -142.65 -27102.60 15647.69 0.00 T5 180.00-160.00 0 Wind Normal 153.79 0.00 -153.79 -26144.04 0.00 0.00 30 Wind 90 153.79 76.89 -133.18 -22641.41 -13072.02 0.00 60 " Wind 60 153.79 133.18 -76.89 -13072.02 -22641.41 0.00 90 Wind 90 153.79 153.79 0.00 ' 0.00 -26144.04 0.00 120 Wind Normal 153.79 133.18 76.89 13072.02 -22641.41 0.00 150 Wind 90 153.79 76.89 133.18 22641.41 -13072.02 0.00 180 Wind 60 153.79 0.00 153.79 26144.04 0.00 0.00 210 Wind 90 153.79 -76.89 133:18 22641.41 13072.02 0.00 240 Wind Normal - 153.79 -133.18 76.89 13072.02 22641.41 0.00 270 Wind 90 153.79 -153.79 0.00 0.00 26144.04 0.00 300 Wind 60 153.79 -133.18 -76.89 91= 72.02 22641.41 0.00 330 Wind 90 153.79 -76.89 -133.18 w .r-1.41 13072.02 0.00 T6 160.00-140.00 0 Wind Normal 153.96 0.00 -150 -23093.30 0.00 0.00 30 Wind 90 . 153.96 76.98 - SS -19999.38 -11546.65 0.00 60 Wind 60 153.96 133.33 -11546.65 -19999.38 0.00 90 Wind90 153.96 153.9• " .0.00 -23093.30 0.00 120 Wind Normal 153.96 133.33 r`-- 6,98 11546.65 -19999.38 0.00 • 150 Wind 90 153.96 7. j' o 133.33 19999.38 -11546.65 0.00 180 Wind60 153.96 ! ' 153.96 23093.30 0.00 0.00 210 Wind 90 153.96 - 1 e 133.33 19999.38 11546.65 0.00 240 Wind Normal 153.96 °•_-'3 76.98 11546.65 19999.38 0.00 270 Wind 90 153.96 53.96 0.00 0.00 23093.30 0.00 300 " Wind 60 15 -133.33 -76.98 -11546.65 19999.38 0.00 330 Wind 90 ' 3. -76.98 -13333 -19999.38 11546.65 ' 0.00 T7 140.00-120.00 0 Wind Normal 79 ' 0.00 -147.79 -19212.39 0.00 0.00 30 Wind 90 .79 73.89 -127.99 -16638.42 -9606.20 0.00 60 Wind 47.79 127.99 -73.89 -9606.20 -16638.42 0.00 90 7.79 147.79 0.00 0.00 -19212.39 0.00 120 W. a 147.79 127.99 73.89 9606.20 -16638.42 0.00 150 nd 9 147.79 73.89 127.99 16638.42 -9606.20 0.00 180 . 60 147.79 0.00 147.79 19212.39 0.00 0.00 210 Wind 90 147.79 -73.89 127.99 , 16638.42 9606.20 0.00 • 240 Wind Normal 147.79 -127.99 73.89 9606.20 16638.42 0.00 • 270 Wind 90 147.79 -147.79 0.00' 0.00 19212.39 0.00 300 Wind 60 147.79 -127.99 -73.89 -9606.20 16638.42 0.00 330 Wind 90 147.79 -73.89 -127.99 -16638.42 9606.20 0.00 T8 120.00-100.00 0 Wind Normal 135.80 0.00 -135.80 -14938.28 0.00 0.00 30 Wind90 135.80 67.90 -117.61 -12936.93 -7469.14 0.00 60 Wind 60 ' 135.80 117.61 -67.90 -7469.14 -12936.93 0.00 90 Wind90 135.80 • 135.80 0.00 0.00 -14938.28 0.00 120 Wind Normal 135.80 . 117.61 67.90 7469.14 -12936.93 0.00 150 Wind 90 135.80 67.90 117.61 12936.93 -7469.14 0.00 180 Wind 60 135.80 0.00 135.80 14938.28 0.00 0.00 210 Wind 90 135.80 -67.90 117.61 12936.93 7469.14 0.00 240 Wind Normal 135.80 -117.61 67.90 7469.14 12936.93 0.00 270 Wind 90 135.80 -135.80 0.00 0.00 14938.28 0.00 300 Wind 60 135.80 -117.61 -67.90 -7469.14 12936.93 0.00 330 Wind 90 135.80 -67.90 -117.61 -12936.93 7469:14 0.00 T9. 100.00-80.00 0 Wind Normal 133.05 0.00 -133.05 ' -11974.35 0.00 0.00 30 Wind 90 133.05 66.52 -115.22 -10370.09 -5987.17 0.00 60 Wind 60 133.05 115.22 -66.52 -5987.17 -10370.09 0.00 90 Wind 90 133.05 133.05 0.00 0.00 -11974.35 0.00 120 Wind Normal 133.05 115.22 66.52 5987.17 -10370.09 0.00 150 " Wind 90 133.05 66.52 115.22 10370.09 -5987.17 0.00 180 Wind 60 133.05 ' 0.00 133.05 11974.35 0.00 0.00 210 Wind 90 133.05 ' -66.52 115.22 10370.09 5987.17 0.00 240 Wind Normal 133.05 -115.22 66.52 5987.17 10370.09 0.00 RISATower Page SO13118; Tower 126685; Foundation 126686 35 of 68 • Nello Corporation Project Date 211 W. Washington St,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by _ Phone:574-288-3632 DNV Global Energy Concepts FAX•574-288-5860 Tony RISATower 5.1.2.0 Section Section Wind Directionality F V, V OTM OTM, Torque No. Elevation Azimuth fi lb lb lb lb-ft lb-ft lb-ft 270 Wind 90 133.05 -133.05 0.00 0.00 11974.35 0.00 300 Wind 60 133.05 -115.22 -66.52 -5987.17 10370.09 0.00 330 Wind 90 133.05 -66.52 -115.22 -10370.09 5987.17 0.00 TIC 80.00-60.00 0 Wind Normal 119.35 0.00 -119.35 -8354.52 0.00 0.00 30 Wind 90 119.35 59.68 -103.36 -7235.23 -4177.26 0.00 60 Wind 60 119.35 103.36 -59.68 -4177.26 -7235.23 0.00 90 Wind 90 119.35 119.35 0.00 0.00 -8354.52 0.00 120 ' Wind Normal 119.35 103.36 59.68 4177.26 -7235.23 0.00 150 Wind 90 119.35 59.68 103.36 7235.23 -4177.26 0.00 180 Wind 60 119.35 0.00 119.35 8354.52 0.00 0.00 210 Wind 90 119.35 -59.68 103.36 7235.23 4177.26 0.00 240 Wind Normal 119.35 -103.36 59.68 4177.26 . 7235.23 0.00 270 Wind 90 : 119.35 -119.35 0.00 0.00 8354.52 0.00 300 Wind 60 119.35 -103.36 -59.68 -4177.26 7235.23 0.00 330 Wind 90 119.35 -59.68 -103.36 35.23 4177.26 0.00 TII 60.00-40.00 0 Wind Normal 112.48 0.00 -112.48 - 23.99 0.00 0.00 30 Wind 90 112.48 56.24 -937. -4870.52 -2811.99 0.00 60 Wind 60 112.48 97.41 ". -2811.99 4870.52 0.00 90 Wind90 112.48 112.48 0.00 -5623.99 0.00 120 Wind Normal 112.48 97.41 4 2811.99 -4870.52 0.00 150 Wind 90 112.48 56.24 .41 4870.52 -2811.99 0.00 180 Wind 60 112.48 0 0 112.48 5623.99 0.00 0.00 210 Wind 90 112.48 - . 97.41 4870.52 2811.99 0.00 240 Wind Normal 112.48 - i} 56.24 2811.99 4870.52 0.00 270 Wind 90 112.48 3 t 48 0.00 0.00 5623.99 0.00 300 Wind 60 112.�4r8 97.41 -56.24 -2811.99 4870.52 0.00 330 r Wind 90 I I lV g -56.24 -97.41 . -4870.52 2811.99 0.00 T12 40.00-20.00 0 Wind Normal k / 0.00 -96.28 -2888.25 0.00 0.00 30 Wind90 28 48.14 -83.38 -2501.30 -1444.13 0.00 60 Wind 60 .28 83.38 -48.14 -1444.13 -2501.30 0.00 90 Wind t: 96.28 96.28 0.00 0.00 -2888.25 0.00 120 Win' 6.28 83.38 48.14 1444.13 -2501.30 0.00 150 :." 1 96.28 48.14 83.38 2501.30 -1444.13 0.00 180 `'?nd 61 96.28 0.00 96.28 2888.25 0.00 0.00 • 210 i. 90 96.28 48.14 83.38 2501.30 1444.13 0.00 .240 Wind Normal 96.28 -83.38 48.14 1444.13 2501.30 0.00 270 ' Wind 90 96.28 -96.28 0;00 0.00 2888.25 0.00 300 Wind 60 96.28 -83.38 -48.14 -1444.13 2501.30 0.00 330 Wind 90 96.28 -48.14 -83.38 -2501.30 1444.13 0.00 TI3 20.00-3.83 0 Wind Normal 80.57 . 0.00 -80.57 -959.93 0.00 0.00 30 Wind 90 80.57 40.29 -69.78 -831.33 479.97 0.00 60 Wind 60 80.57 69.78 -40.29 -479.97 -831.33 0.00 90 Wind 90 80.57 80.57 0.00 0.00 -959.93 0.00 120 Wind Normal 80.57 69.78 40.29 479.97 -831.33 0.00 150 Wind 90 80.57 40.29 69.78 831.33 479.97 . 0.00 180 Wind 60 80.57 0.00 80.57 959.93 0.00 0.00 210 Wind 90 80.57 -40.29 69.78 831.33 479.97 0.00 240 Wind Normal 80.57 -69.78 40.29 479.97 831.33 0.00 270 Wind 90 80.57 -80.57 0.00 0.00 959.93 0.00 300 Wind60 80,57 -69.78 -40.29 -479.97 831.33 0.00 330 Wind 90 80.57 -40.29 -69.78 -831.33 479.97 0.00 T14 3.83-0.00 .0 Wind Normal 18.65 0.00 -18.65 -35.70 0.00 0.00 30 ' Wind 90 18.65 9.33 -16.15 -30.92 -17.85 0.00 60 Wind 60 18.65 16.15 -9.33 -17.85 -30.92 0.00 90 ' Wind 90 18.65 18.65 0.00 0.00 -35.70 0.00 120 Wind Normal 18.65 16.15 9.33 17.85 -30.92 0.00 • 150 Wind 90 18,65 9.33 16.15 30.92 -17.85 0.00 180 Wind 60 18.65 0.00 18.65 35.70 0.00 0.00 210 Wind 90 18.65 -9.33 16.15 30.92 17.85 0.00 240 Wind Normal 18.65 -16.15 9.33 17.85 30.92 : 0.00 270 Wind 90 18.65 -18.65 0.00 0.00 35.70 0.00 Job Page RISATower SO13118; Tower-126685; Foundation 126686 36 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Eriergy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 • Section Section Wind Directionality F V. V OTM, OTM Torque No. Elevation Azimuth ft 0lb lb lb lb-fl lb-ft lb-ft 300 Wind 60 18.65 -16.15 -9.33 . -17.85 30.92 0.00 . .330 Wind 90 18.65 -9.33 . -16.15 . -30.92 17.85 0.00 Mast Totals -Service Wind V V2 OTM OTM, Torque Azimuth ° lb lb lb-ft lb-ft lb-fl 0 0.00 -1748.86 -241925.01 0.00 0.00 30 874.43 -1514.56 -209513.21 -120962.51 0.00 60 1514.56 -874.43 -120962.51 -209513.21 0.0 90 1748.86 0.00 0.00 -241925.01 0'4 120 1514.56 874.43 120962.51 -209513.21 4 j 150 874.43 1514.56 209513.21 . -120962.51 0.01 180 0.00 1748.86 241925.01 0.00 .00 210 -874.43 1514.56 209513.21 120962.51 0.00 240 -1514.56 874.43 120962.51 209513.21 0.00 270 -1748.86 0.00 0.00 241925.041 0.00 300 -1514.56 -874.43 -120962.51 2095t 0.00 330 -874.43 -1514.56 -209513.21 1209,, .l; 0.00 Discrete Appurf�tj nce.Pressures - No Ice c1,=1.099 Description Aiming Weighty `- :.et ' Offset. z K. q, C,,Ac C4Ac Azimuth ` Front Side lb Y,, ft ft ft Psf fr' ft: 4'Lightning Rod 240.0000 4.00 `' -0.75 0.43 . . 252.00 1.788 . 26 0.25 0.25 Beacon(12"x 36") 120.0000 100.00 0.75 0.43 250.00 1.783 26 2.40 2.40 Goal Post-12'w/2 0.0000 205.00 0.00 -0.87 258.04 . 1.800 26 8:81 8.81 Devices 12'Her boom w 3 240.0000 87.00 -6.47 3.73 251.30 1386 26 5.10 5.10 devices(6.6'hor 1.3 vert arm) Wind Vane 240.0000 0.29 -6.47 3.73 • 250.00 . 1.783 : 26 0.26 0.26 , Sum 396.29 ._ . Weight: _ . • Discrete Appurtenance Vectors - No Ice 4'Lightning Rod-Elevation 252-From Leg C . Wind F. F. V. V OTM OTM, Torque Azimuth lb lb lb lb lb-ft lb-ft lb-ft 0 3.54 6.13 0.00 -7.07 -1780.92 3.00 -5.31 30 6.13 3.54 3.54 -6.13 -1542.09 -888.32 -3.06 60 7.07 0.00 6.13 -3.54 -889.59 -1540.82 0.00 90 6.13 3.54 7.07 0.00 1.73 -1779.65 3.06 120 3.54 6.13 6.13 3.54 893.06 -1540.82 . 5.31 150 0.00 7.07 3.54 6.13 1545.55 -88832 6.13 180 3.54 6.13 0.00 7.07 1784.38 ' 3.00 5.31 RISATower Job Page SO13118; Tower 126685; Foundation 126686 37 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 4'Lightning Rod-Elevation 252-From Leg C Wind F, F, V, V OTM, OTM, Torque Azimuth ° lb lb lb lb lbft lb-ft lb-ft 210 6.13 3.54 -3.54 6.13 1545.55 894.32 3.06 240 7.07 0.00 -6.13 3.54 893.06 1546.82 0.00 270 6.13 3.54 -7.07 0.00 1.73 • 1785.65 -3.06 300 3.54 6.13 -6.13 -3.54 -889.59 1546.82 -5.31 330 0.00 7.07 -3.54 -6.13 -1542.09 894.32 -6.13 Beacon(12"x 36')-Elevation 250-From Leg B Wind F F, V V, OTM, OTM, Torque Azimuth ° lb lb lb lb lb-ft lb ft lb-ft 0 33.88 58.68 0.00 -67.76 -16895.69 . -75.00 50.82 30 0.00 67.76 33.88 -58.68 -14626.2 -8544.49 58.68 60 33.88 58.68 58.68 -33.88 -8426 Q -14744.59 50.82 90 58.68 33.88 67.76 0.00 t. • -17013.99 29.34 120 67.76 0.00 58.68 33.88 .16,t 12. -14744.59 0.00 150 58.68 33.88 33.88 58.68 s`t` 89 -8544.49 -29.34 180 3188 58.68 0.00 67.76 eb02.29 -75.00 -50.82 210 0.00 67.76 -33.88 58.68 4712.89 8394.49 -58.68 240 33.88 58.68 -58.68 33.88- 8512.79 14594.59 -50.82 . 270 58.68 33.88 -67.76 0.6�"*1.� �i 43.30 16863.99 -29.34 300 67.76 0.00 -58.68 �1 -8426.19 14594'.59 0.00 330 58.68 33.88 -33.88 ,o-XC63 -14626.29 .. 8394.49 ._ 29.34 412) Goal Post-12'w12 D ,el ation 258.04-From Legit Wind ' F, F, V or V OTM, - - OTM Torque Azimuth ° lb lb 11 lb lb-fl lb-ft lb-ft 0 250.98 0.00 .00 -250.98 -64940.52 0,00 0.00 30 217.36 125.49 25.49 -217.36 -56263.92 -32381.49 -108.68 60 125.49 217.36 217.36 -125.49 -32559.03 -56086.39 -188.24 90 0.00 250.98 250.98 0.00 _177.54 -64762.98 -217.36 120 125.49 217.36 217.36 125.49 32203.96 -5608639 -188.24 150 217.36 125.49 125.49 217.36 55908.85 -32381.49 -108.68 180 250.98 0.00 0.00 250.98 64585.45 0.00 0.00 210 217.36 125.49 -125.49 217.36 55908.85 32381.49 .108.68 240 125.49 217.36 -217.36 125.49 32203.96 56086.39 188.24 270 0.00 250.98 -250.98 0.00 -177.54 64762.98 217.36 300 125.49 217.36 -217.36 -125.49 -32559.03 56086.39 188.24 330 ' 217.36 125.49 -125.49 -217.36 -56263.92 32381.49 108.68 12'Hor boom w 3 devices(6.6'Mir 1.3 vert arm)-Elevation 251.3-From Leg C Wind F F, V, V OTM, OTM_ Torque Azimuth ° lb lb lb lb lb-ft lb-ft lb-ft 0 ' 72.10 124.88 0.00 -144.19 -35911.41 562.52 -932.33 30 124.88 72.10 72.10 -124.88 -31056.68 -17555.57 -538.28 60 144.19 0.00 124.88 -72.10 -17793.32 -30818.93 0.00 90 124.88 72.10 144.19 0:00 324.77 -35673.66 538.28 120 72.10 124.88 124.88 72.10 18442.86 -30818.93 932.33 150 0.00 144.19 72.10 124.88 31706.22 -17555.57 1076.56 180 72.10 124.88 0.00 144.19 36560.95 562.52 932.33 210 124.88 72.10 -72.10 124.88 31706.22 18680.61 538.28 240 144.19 0.00 -124.88 72:10 18442.86 31943.97 0.00 270 124.88 72.10 -144.19 0.00 324.77 36798.70 -538.28 RISATower Job Page SO13118;Tower'126685; Foundation 126686 38 of 68 Project • Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen.II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX::.574-288-5860 5.1.2.0 12'Hor boom ry 3 devices(6.6''hor 1.3 vert arm)-Elevation 251.3-From Lez C Wind F,, F, V V. OTM,. OTM, Torque Azimuth lb lb lb lb loft lb-ft lbft 300 72.10 124.88 -124.88 -72.10 -17793.32 31943.97 -932.33 330 0.00 144.19 -72.10 -124.88 -31056.68 18680.61 -1076.56 • Wind Vane-Elevation 250-From Leg Wind F F, V. V OTM, OTM, Torque Azimuth lb lb lb lb lb ft lb ft lb ft 0 3.60 6.23 0.00 -7.20 -1798.68 1.88 -46.55 30 6.23 3.60 3.60 -6.23 -1557.56 -898.01 -26.87 60 7.20 0.00 6.23 -3.60 -898.80 -1556.77 0.00 90 6.23 3.60 7.20 0.00 1.08 -1797.89 26.87 120 3.60 6.23 . 6.23 3.60 900.9 -1556.77 46.55 150 0.00 7.20 3.60 6.23 155 -898.01 53.75 180 3.60 6.23 '0.00 7.20 ®1 a . 1.88 46.55 210 6.23 3.60 -3.60 6.23 901.76 26.87 240 7.20 0.00 -6.23 3.60 .97 1560.52 0.00 270 6.23 3.60 -7.20 0.00 prti, 1.08 1801.64 -26.87 300 3.60 6.23 -6.23 -3.60 sp -898.80 1560.52 -46.55 330 0.00 7.20 -3.60 -6.23/N� -1557.56 901.76 -53.75 ty Discrete Ap.'I-' enance Totals - No Ice . Wind V, V, OTM OTM Torque Azimuth lb lb ' t � - lb ft lb-ft 0 0.00 -477.20 - 1 492.40 -933.37 30 238.60 -413.27 05 6.54 • -60267.88 -618.22 60 413.27 -238.60 0566.93 -104747.50 -137.42 90 477.20 0.00 193.35 -121028.17 380.20 120 413.27 238.60 60953.63 -104747.50 795.95 150 238.60 413.27 105433.25 -60267.88 998.42 180 0.00 477.20 121713.92 492.40 933.37 210 -238.60 413.27 105433.25 61252.68 618.22 240 -413.27 238.60 60953.63 105732.29 137.42 270 -477.20 0.00 193.35 122012.96 -380.20 300 -413.27 -238.60 -60566.93 105732.29 -795.95 330 -238.60 -413.27 . -105046.54 61252.68 -998.42 Discrete Appurtenance Pressures - With Ice GH=1.099 Description Aiming Weight Offset. Offset. z K. q, C4Ac CAAc G Azimuth Front Side lb ft ft ft psf It' ft' in 4'Lightning Rod 240.0000 6.82 -0.75 0.43 252.00 1.788 19 0.66 0.66 0.5000 Beacon(12"x 36') 120.0000 127.21 0.75 0.43 250.00 1.783 19 2.67 2.67 0.5000 Goal Post-12'w/2 0.0000 279.00 0.00 -0.87 258.04 1.800 19 12A7 12.17 0.5000 Devices 12'Hor boom w 3 240.0000 133.00 -6.47 3.73 251.30 1.786 19 7.77 7.77 0.5000 devices(6.6'her 1.3 vcrt arm) RISATower Job Page SO13118; Tower 126685; Foundation 126686 39 of 68 Neil° Corporation Project Date Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower . 5.1.2.0 Description Aiming Weight Offset, Offset, z K, q, CAAc Casic t, Azimuth Front Side lb f F ft psi ft' ft2 in Wind Vane 240.0000 7.48 -6.47 3.73 250.00 1.783 19 0.34 0.34 0.5000 Sum 553.51 Weight: Discrete Appurtenance Vectors - With Ice 4'Lightning Rod-Elevation 252-From Leg C Wind F. F, V, V ' OTM, OTM Torque Azimuth ° lb lb lb lb lb-ft lb-ft lbJ 0 7.04 12:20 0:00 -14.08 ' -3545.63 5.11 -10.56 30 12.20 7.04 7.04 -12.20 -3070.2 -1769.18 -6A0 60 14.08 0.00 12.20 -7.04 -1771 I -3068.05 0.00 90 12.20 7.04 14.08 0.00 a .eQ -3543.47 6.10 120 7.04 12.20 12.20 7.04 t7 -3068.05 10.56 150 0.00 14.08 7.04 12.20 1‘.12 -1769.18 12.20 180 7.04 12.20 0.00 14.08 ibi. 1.54 5.11 10.56 210 12.20 7.04 -7.04 12.20 076.12 1779.40 6.10 240 14.08 0.00 -12.20 7.09, 1777.24 3078.28 0.00 270 12.20 7.04 -14.08 OP 2.95 3553.70 -6.10 300 7.04 12.20 -12.20 f�J' -1771.34 3078.28 -10.56 330 -0.00 14.08 . -7.04 "Er.t It -3070.21 . . 1779.40 . -12.20 t' Beacon{12"x 3 Eon 250-From Leg B Wind F F, V, �(j V, OTM, OTM Torque Azimuth 0 lb lb lb lb-ft lb- lb-ft 0 28.29 49.00 cigi.00 -56.58 -14090.14 -95.41 42.44 30 0.00 56.58 28.29 -49.00 -12195.04 . -7168.02 49.00 60 28.29 49.00 49.00 -28.29 -7017.53 -12345.53 42.44 90 49.00 28.29 56.58 0.00 55.08 -14240.63 24.50 120 56.58 0.00 49:00 28.29 7127.70 -12345.53 0.00 150 49.00 28.29 28.29 49.00 12305.21 -7168:02 -24.50 180 28.29 49.00 0.00 56.58 14200.31 -95.41 -42.44 210 0.00 56.58 -28.29 49.00 12305.21 6977.21 -49.00 240 28.29 49.00 -49.00 28.29 7127.70 12154.72 -42.44 270 49.00 28.29 -56.58 0.00 55.08 14049:82 -24.50 300 56.58 0.00 -49:00 -28.29 -7017.53 12154.72 0.00 330 49.00 28.29 -28:29 49.00 -12195.04 6977.21 24.50 Goat Post-12'rv/2 Devices-Elevation 258.04-From Leg A Wind F, F, V, V OTM, OTM, Torque Azimuth ° lb lb lb lb lb-ft lb-fi lb-ft 0 - 260.03 0.00 0.00 -260.03 -67338.56 0.00 0.00 30 225.19 130.01 130.01 -225.19 -58349.27 -33548:47 -11239 60 130.01 225.19 225.19 -130.01 -33790.09 -58107.65 -195.02 90 0.00 260.03 260.03 0:00 -241.62 -67096.94 -225.19 120 130.01 225.19 225.19 130.01 33306.85 . -58107.65 -195.02 150 225.19 130.01 130.01 225.19 57866.03 -33548:47 -112.59 180 260.03 0.00 0.00 260.03 66855.32 0.00 0.00 210 225.19 130.01 -130.01 225.19 57866.03 33548.47 112.59 240 130.01 225:19 -225.19 130.01 33306.85 58107.65 195.02 270 0.00 260.03 -260.03 0.00 -241.62 67096.94 225.19 RISATower Job Page SO13118; Tower 126685; Foundation 126686 40 of 68 • Project Date Nello Corporation 211 W. Washington SL,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 • County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 - Goal Post-12'*12 Devices-Elevation 258.04-Froth Leg A Wind F,, F, V, V, OTM1. OTA4 Torque Azimuth 0 lb lb lb lb lb-ft lb-Jt lb-ft 300 130.01 225.19 -225.19 -130.01 -33790.09 58107.65 195.02 330 225.19 130.01 -130.01 -225.19 -58349.27 33548.47 112.59 . . 12'Hor boom w 3 devices(6.6''her 1.3 vent ann)-Elevation-251.3.-From Leg C Wind F F, V. V OTM OTM Torque Azimuth . ° lb lb lb lb lb-ft lb-ft lb-J1 0 82.38 142.69 1 0.00 164.76 -40908.67 859.95 -1065.32 30 142.69 82.38 82.38 -142.69 -35361.43 -19842.63 -615.07 60 164.76 0.00 142.69 -82.38 -20206.09 -34997;97 0.00 90 142.69 82.38 164.76 0.00 496.49 -40545.21 615.07 120 82.38 142.69 142.69 82.38 21199.0 -34997.97 1065.32 - 150 0.00 164.76 82.38 142.69 36354 -19842.63 1230.13 180 82.38 142.69 0.00 164.76 419 859.95 1065.32 210 142.69 82.38 -82.38 142.69 21562.53 615.07 240 164.76 0.00 -14169 82.38 .07 36717.87 0.00 270 142.69 82.38 -164.76 0:00 6.49 42265.10 -615.07 300 82.38 142.69 -142.69 -82.38 206.09 36717.87 -1065.32 330 0.00 164.76 -82.38 -142.6% -35361.43 2156153 -1230.13 . Wind Vane-Elevatio f i rom Le:C Wind F,, F V ' OTM, ' OTM Torque Azimuth lb lb t• Illai., lb lb-t lb-t lb-t 0 3.62 6.28 .04'r -725 -1783.61 48.36 -46.85 30 6.28 3.62 Y -6.28 -1540.91 -857.40 -27.05 60 7.25 0.00 2:: -3.62 -879.84 -1520.47 0.00 90 6.28 3.62 .25 0.00 27.92 -1763:17 27.05 120 3.62 6.28 '�,; ' 6.28 3.62 933.69 -1520.47 46.85 150 • 0.00 7.25 3.62 6.28 1596.75 -857.40 54.10 180 3.62 6.28 0.00 7.25 1839.45 48.36 46.85 210 6.28 3.62 -3162 6.28 1596.75 954.13 27.05 240 7.25 0.00 -6.28 3.62 j 933.69 1617.19 0.00 270 6.28 3.62 -725 0.00 - 27.92 1859.89 -27.05 300 3.62 6.28 -6.28 -3.62 -877.84 1617.19 -46.85 330 0.00, 7.25j -3.62 -6.281 -1540.91 954.13 , -54.10 • . Discrete Appurtenance .Totals -'With.Ice. . Wind ' V, V, OTM, • OTM Torque Azimuth ° lb lb lb-ft lb-ft lb-ft - 0 0.00 ' -502.70 -127666:61 818.02 -1080.30 30 251.35 -435.35 110516.86 -63185.70 -711.81 60 435.35 -251.35 -63662.89 -110039.67 -152.58 90 502.70 0.00 340.83 -127189.42 447.52 120 435.35 251.35 64344.54 -110039.67 927.72 150 251.35 435.35 111198.52 -63185.70 1159.33 180 0.00 502.70 128348.26 818.02 1080.30 210 -251.35 435.35 111198.52 64821.73 711.81 240 -435.35 251.35 64344.54 111675.71 152.58 . • 270 -502.70 0.00 340.83 128825.45 -447.52 RISATower Job Page SO13118;Tower 126685; Foundation 126686 41 of 68 Ne/lo Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen.II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX::.574,288-5860 Tony RISATower .... 5.1.2.0 • Wind V V. OTM, OTM, Torque Azimuth ° lb lb lb J1 lb-ft lb-ft 300 -435.35 -251.35 -63662.89 111675.71 -927.72 330 -251.35 -435.35 -110516.86 64821.73 -1159.33 • Discrete Appurtenance Pressures Service c71=1.099 Description Aiming Weight Offsets Offset, z K, q, CAA( CAAC Azimuth Front Side ° lb ft ft ft . . psi Itt f[= 4'Lightning Rod 240.0000 4.00 -0.75 0.43 252.00 1.788 11 0.25 0.25 Beacon(12"x36") 120.0000 100.00 0.75 0.43 250.00 1.783 11 2.40 2.40 Goal Post-12'w/2 0.0000 . 205.00 0.00 -0.87 258.04 1.800 2 8.81 8.81 Devices 12'Hor boom w 3 240.0000 87.00 -6.47 3.73 251.30 1178 11 5.10 5.10 devices(6.6'her 1.3 vert ann) Wind Vane 240.0000 0.29 -6.47 3.73 2504 :3 11 0.26 0.26 Sum 396.29 '+- Weight: „�p/ . Discrete Appu - lance Vectors - Service -Mr ' 4'Lightning got xlevation 252-From Leg C Wind F F, V, •y )) V OTM, OTM Torque Azimuth ° lb lb ce.(1 lb lb-ft lbft lbft0 1.57 2.72 0 -3.14 -790.56 3,00 -2.36 30 2.72 1.57 1.57 -2.72 -684.41 -393.14 -1.36 60 3.14 0.00 2.72 -1.57 -394.41 -683.14 0.00 90 2.72 1.57 3.14 0.00 1.73 -789.29 1.36 120 1.57 2.72 2.72 1.57 397.88 -683.14 2.36 150 0.00 3.14 1.57 2.72 687.87 -393.14 2.72 180 1.57 2.72 0.00 3.14 794.02 3.00 236 210 2.72 1.57 -1.57 2.72 687.87 399.14 1.36 240 3.14 0.00 -2.72 1.57 397.88 689.14 0.00 270 2.72 1.57 -3.14 0.00 1.73 795.29 -1.36 300 1.57 2.72 -2.72 -1.57 -394.41 689.14 -2.36 330 0.00 3.14 -1.57 -2.72 -684.41 399.14 -2.72 • Beacon(12"x36")-Elevation 250-From Leg B Wind F F, V, V, OTM OTM • Torque Azimuth ° lb lb lb lb lb-ft • lb-ft lb-ft 0 15.06 26.08 0.00 -30.11 . -7485.14 .-75100 22.59 30 0.00 30.11 15.06 -26.08 -6476.52 -383922 26.08 60 15.06 26.08 26.08 -15.06 -3720.92 . -6594.82 22.59 90 26.08 15.06 30.11 0.00 43.30 -7603.44 13.04 120 30.11 0.00 26.08 15.06 3807.52 -6594.82 0.00 150 26.08 15.06 15.06 26.08 6563.12 -3839.22 -13.04 180 15.06 26.08 0.00 30.11 7571.74 -75.00 -22.59 - 210 0.00 30.11 -15.06 26.08 6563.12 3689.22 -26.08 240 15.06 26.08 -26.08 15.06 3807.52 6444.82 " =22.59 270 26.08 15.06 -30.11 0.00 43.30 - 7453.44 -13.04 RI SAT Owed Job Page SO13118;Tower 126685; Foundation 126686 42 of 68 Project Date Nell°Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project,Site 1, Bonneville 12:39:50 12/21/09 . County, ID • South Bend,IN 46601 Client Designed by. . Phone:574-188-3631 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 .. . 5.1.2.0 Beacon(12"z 36'9'-Elevation 250-From Leg B Wind F • F, V. V. OTM, . OTM Torque Azimuth ° lb lb lb lb lb-11 lb-ft lb-ft 300 30.11 0.00 -26.08 -15.06 _3720.92 6444.82 0.00 • 330 26.08 15.06 -15.06 -26.08 . -6476.52 3689.22 13.04 Goal Post-I2'a/2 Devices-Elevation 258.04-From LegA Wind F. F, 1 V. V. OTM OTM Torque Azimuth ° lb lb lb lb lb-ft lb-ft lb-ft 0 11135 0.00 . 0.00 -111.55 -28961.08 - 0.00 0.00 30 96.60 55.77 55.77 -96.60 -25104.82 -14391.77 -4830 60 55.77 96.60 96.60 -55.77 -14569.31 -24927.28 -83.66 90 0.00 111.55 111.55 0.00 -177.54 • -28783.55 -96.60 120 55.77 96.60 96.60 55.77 14214.24 =24927.28 -8166 150 96.60 55.77 55.77 96.60 24749Q -1439137 48.30 180 111.55 0.00 0.00 111.55 a86,v6 1 •0.00 0.00 210 96.60 55.77 -55:77 96.60 9. 14391.77 48.30 240 55.77 96.60 -96.60 55.77 .24 24927.28 83.66 270 0.00 111.55 -111.55 0.00 reis 7.54 28783.55 96.60 300 55.77 96.60 -96.60 -55.77 4569.31 24927.28 83.66 330 96.60 55.77 -55.77 -96.6Q-x, -25104.82 14391.77 48.30 12'llar boom tv3 devices/6.6'hor 1.3 v ion 251.3-From Le;C Wind F. F, V. O7714, O271,4' Torque Azimuth lb lb . lb .lb. lb-ft lb-ft lb-ft 0 32.04 55:50 I w -64:09 -15780.20 562.52 -41437 30 55.50 32.04 A+ -55.50 -13622.54 -7489.96 -239.24 60 64.09 0.00 5i'. -32.04 -7727.71 -13384.79 0.00 90 55.50 32.04 -:1.09 0.00 324.77 -15542.45 239.24 120 32.04 55.50 55:50 32.04 8377.26 -13384.79 414.37 150 0.00 64.09 32.04 55.50 14272.08 -7489.96 478.47 180 32.04 55.50 0.00 • 64.09 16429.74 562.52 414.37 210 " 55.50 32.04 -32.04 55.50 14272.08 8615.01 239.24 240 64.09 0.00 -55:50 1 32.04 8377.26 14509.83 0.00 270 55.50 32.04 -64:09 0.00 324.77 . 16667.49 -239.24 300 32.04 55.50 -55.50 -32.04 -7727.71 14509.83 414.37 330 0.00 64.09 -32.04 -55.50 -13622.54 . 8615.01 -478.47 " . ' Wind Vane-Elevation 250:From Leg C Wind F, F, "" V V ' OTM, OTM Torque Azimuth -. lb lb lb lb . lb-f . lb-lt lb-ft ' 0 1.60 2:77 0.00 -3.20 -798.81 1.88 -20.69 30 2.77 1.60 1.60 -2.77 -691.65 -398.07 -11.94 ' 60 3.20 0.00 2.77 -1.60 -398.87 -690.86 0.00 90 2.77 1.60 -3.20 0.00 1.08 -798:02 11.94 120 1.60 2.77 2.77 - 1.60 401.03 -690.86 20.69 150 0.00 3.20 1:60 2.77 693.81 -398:07 23.89 180 1.60 2.77 0.00 3:20 800.9$ 1.88 20.69 210 2.77 1.60 -1.60 2.77 693.81 : 401.82 11.94 240 3.20 0.00 -2.77 1.60 401.03 694:61 0.00 270 2.77 1.60 -3.20 0.00 1.08 801.77 -11.94 300 1.60 2.77 -2.77 -1.60 -398.87 694.61 -20.69 ' 330 0.00 3:20 -1.60 -2;77 -691.65 • 401.82 -23.89 ' • RISATower Job Page SO13118; Tower 126685;Foundation 126686 43 of 68 Hello Corporatioa Project Date 211 W. Washington St.,Suite 2000 •NGX 18 x 250'-Goshen II'Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID . . South Bend,IN 46601 . Client - ' ' Designed by ' Phone:574-288-3632 DNV Global Energy Concepts • FAX 574-288-5860 Tony RISATower 5.1.2.0 Discrete Appurtenance Totals -Service Wind V,.. ' V - OTM, • OTM, Torque Azimuth lb lb lbft lbf lb-ft 0 ' 0.00 '-212.09 -53815.79 492.40 - =414.83 30 106.05 -183.68 -46579.93 -26512.17 - -274.76 60 183.68 -106.05 -26811.22 -46280.89 -61.07 90 212.09 . 0.00 193.35 -53516.74 168.98 120 .183.68 106.05 27197.92 -46280.89 353.75 150 106.05 183.68 46966.64 -26512.17 443.74 180 0.00 212.09 54202.49 492.40 414.83 . 210. -106.05 183.68 46966.64 27496.97 274.76 , 240 =183.68 . 106.05 27197.92 47265.68 61.07 , 270 -212.09 0.00 193.35 54501.54 -168 300 -183.68 -106.05 -26811.22 47265.68 a-353. 330 -106.05 -183.68 -46579.93 27496.97 • Force Totals (Does no dude forces on guys) $ Load' Vertical' - Sum of - Sum of Torques - ' Case Forces Forces' X Z ' lb lb i lb lb ft Leg Weight - 2041.08 s - Bracing Weight 1783.96 . 1 - Total Member Self-Weight 3825.04 4 ''>�; Guy Weight 735.04 ` k ✓ Total Weight, 5201. � d,r _ Wind 0 deg-No Ice 0.00 -4412.13 -933.37 Wind 30 deg-No•Ice 2206.07 -3821.02 -618.22 Wind 60 deg-No Ice - 3821.02 -2206.07 137.42 . Wind 90 deg-No Ice 4412.13 0.00 ' . - 380.20 Wind 120 deg-No Ice = '" . 3821.02 2206.07 795.95 - • Wind 150 deg-No Ice 2206.07 3821.02 998.42 ' • Wind 180 deg.-No Ice 0.00 ' 4412.13 933.37 Wind210 deg No Ice -2206.07 - 3821.02 - 618.22 Wind 240 deg=Nolte -3821.02 - 2206.07 137.42 Wind 270 deg-No,Ice -4412.13 0.00 -380.20 Wind 300 deg-No lee -3821.02 -2206.07 -795.95 Wind 330 deg-Nolce _.-.._ -2206.07 -3821.02 -998.42 Member Ice 2381.02 Guy Ice 1871.51 Total Weight Ice 10278.86 . ., . Wind 0 deg-Ice • ' 0.00 -5937.06 -1080.30 Wind 30 deg-Ice 2925.60 .-5067.29 -711.81 Wind 60 deg-ice - . 5042.50 -2911.29 -152.58 Wind 90 deg•-Ice 5851.20 0.00 447.52 ' Wind'120 deg-Ice 5141.65 2968.53 927.72 • Wind 150 deg-Ice - - 2925.60 5067.29 1159.33 ' Wind 180 deg-Ice 0.00 5822.58 1080.30 Wind 210 deg-Ice -2925.60 5067.29 711.81 . Wind-240 dcg;Ice -5141.65 2968.53 - 152.58 Wind-270 deg-Ice -5851.20 0.00 -447.52 ' Wind 300 deg-Ice ' -5042.50 2911.29 -927.72 Wind 330 deg''-Ice'- -2925.60 -5067.29 -1159.33 Job. • JPage RISATower SO13118; Tower 126685; Foundation 126686 44 of 68 • Project Date Nell°Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project,.Site 1, Bonneville 12:39:50 12/21/09 County, ID . • South Bend,IN 46601 Client Designed by. Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX.:574-288-5860 .5.1.2.0 Load Vertical Sum of Sum of SuidofTorgires Case Forces Forces Forces X Z lb lb lb lb-ft Total Weight 5201.41 :i 'i:. Wind 0 deg-Service 0.00 -1960.95 414.83 Wind 30 deg-Service 980.47 -1698.23 -274.76 Wind 60 deg-Service 1698.23 . 980.47 -61.07 Wind 90 deg-Service 1960.95 0.00 168.98 Wind 120 deg-Service 1698.23 - 980.47 353.75 Wind 150 deg-Service 980.47 1698.23 443.74 .. Wind 180 deg-Service 0.00 1960.95 414.83 Wind 210 deg-Service -980.47 . 1698.23 274.76 Wind 240 deg-Service -1698.23 980.47 61.07 Wind 270 deg-Service -1960.95 0.00 -168.98 Wind 300 deg-Service -1698.23 -980.47 -353.75 Wind 330 deg-Service - -980.47 -1698.23 -443.74 oS Load CombC a4 ns Comb. Description et, No. 1 Dead Only 2 Dcad+Wind 0 deg-No Ice+Guy 3 Dead+Wind 30 deg-No Ice+Guy 4 Dead+Wind 60 deg-No Ice+Guy 5 Dead+Wind 90 deg-No Ice+Guy 6 Dcad+Wind 120 deg-No Ice+Guy 7 Dead+Wind 150 deg-No Ice+Guy . 8 Dead+Wind 180 deg-No lee+Guy 9 Dead+Wind 210 deg-No lee+Guy ' '_ �--- 10 Dead+Wind 240 deg-No lce+Guy 11 Dead+Wind 270 deg-No Ice+Guy 12 Dead+Wind 300 deg-No Ice+Guy 13 Dead+Wind 330 deg-No Ice+Guy . 14 Dead+Icc+Temp+Guy 15 Dead+Wind 0 deg+Ice+Temp+Guy 16 Dead+Wind 30 deg+Ice+Temp+Guy 17 Dead+Wind 60 deg+Ice+Temp+Guy 18 Dead+Wind 90 deg+Ice+Temp+Guy • 19 Dead+Wind 120 deg+Ice+Temp+Guy 20 Dead+Wind 150 deg+Ice+Temp+Guy 21 Dead+Wind 180 deg+Ice+Temp+Guy 22 Dead+Wind210 deg+Ice+Temp+Guy 23 Dead+Wind 240 deg+Ice+Temp+Guy 24 Dead+Wind 270 deg+Ice+Temp+Guy 25 Dead+Wind 300 deg+Ice+Temp+Guy 26 Dead+Wind 330deg+Ice+Temp+Guy 27 Dead+Wind 0 deg-Service-Guy 28 Dead+Wind 30 deg-Service+Guy 29 Dead+Wind 60 deg-Service+Guy 30 Dead+Wind90 deg-Service+Guy 31 Dead+Wind 120 deg-Service+Guy 32 Dead+Wind 150 deg-Service+Guy 33 Dead+Wind 180 deg-Service+Guy 34 Dead+Wind 210 deg-Service+Guy 35 Dead+Wind:240 deg-Service+Guy 36 Dead+Wind 270 deg-Service+Guy Job Page RISATower SO13118;Tower 126685; Foundation 126686 45 of 68 Nano Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1,Bonneville 12:39:50 12/21/09 County, ID . South Bend,1N 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Comb. Description No. 37 Dead+Wind 300 deg-Service+Guy 38 Dead+Wind 330 deg-Service+Guy .. • Maximum Member Forces . Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb:ft lb-ft Tl 250-240 Leg Max Tension 25 7097.12 36.85 18.78 Max.Compression 23 -7671.53 29.56 -18.95 Max.Mx 16 141.15 -74.19 13.05 Max.My 21 6630.44 -21.86 64.88 Max.Vy 18 1150.89 7.09 3.03 . Max.Vx 21 1342.80 5.26 -53.99 Diagonal Max Tension 21 184,6. 0.00 0.00 Max.Compression 15 -1 Oft 0.00 0.00 Max.Mx 23 0.68 0.00 Max.My 20 0.00 -0.06 Max.Vy • 23 - .32 0.00 0.00 Max.Vx 20 0.13 0.00 0.00 Horizontal Max Tension 1' 1258.26 0.00 0.00 Max.Compression -1345.47 0.00 0.00 Max.Mx 116.01 0.49 0.00 Max.My 20 -558.76 0.00 -0.00 Max.Vy 17 1.30 0.00 0.00 Max. 20 -0.00 0.00 0.00 Top Girt Max a n 26 693.72 0.00 0.00 Max. m s ion 20 -622.71 0.00 0.00 x 14 -0.94 0.49 0.00 20 -232.75 0.00 -0.00 ax.Vy 14 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Bottom Girt Max Tension 26 1094.11 0.00 0.00 Max.Compression 7 -254.65 0.00 0.00 Max.Mx 17 281.74 0.49 0.00 Max.My 20 43.02 0.00 400 Max.Vy 17 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 T2 240-220 Leg Max Tension 25 6806.97 47.51 9.63 Max.Compression 23 -8317.27 17.36 -6.36 Max.Mx 18 4675.95 -149.01 42.69 Max.My 21 6629.59 52.49. -172.93 Max.Vy 18 1151.59 -149.01 42.69 Max.Vx 21 1343.72 52.49 -172.93 Diagonal Max Tension 20 1023.82 0.00 0.00 Max.Compression 26 -1530.04 0.00 0.00 Max.Mx 23 -481.05 0.68 0.00 Max.My 20 290.40 0.00 -0.06 Max.Vy 23 -1.31 0.00 0.00 Max.Vx 20 0.12 0.00 0.00 Horizontal Max Tension 26 1141.54 0.00 0.00 Max.Compression 20 -684.46 0.00 0.00 Max.Mx 14 100.65 0.49 0.00 Max.My 20 -676.48 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 . Max.Vx 20 -0.00 0.00 0.00 Bottom Girt Max Tension 26 422.36 0.00 0.00 Max.Compression 7 -252.90 0.00 0.00 Max.Mx 14 54.23 0.49 0.00 • Page RISATower Job SO13118;,Tower 126685; Foundation 126686 46 of 68 Neffo Corporation Project Date 211 W. Washington St,Suite 2000 NGX 18 x 250'- Goshen II Wind Project Site 1;Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client ' ' Designed by: Phone:574-288-3632 DNV-Global Energy Concepts Tony RISATower - FAX:574-288-5860 5.1.2.0 Section Elevation Component Condition Gov. ' Force Major Axis. 'Minor No. ft Type Load Moment Moment Comb. lb lb-ft . lbft Max.My 20 -209.68 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Guy A Bottom Tension 21 6400.61 Top Tension 21 6595.55 Top Cable Vert 21 5284.89 Top Cable Norm 21 3946.04 Top Cable Tan 21 2.12 Bot Cable Vert 21 -4750.18 Rot Cable Norm 21 4289.94 Bot Cable Tan 21 2.12 Guy B Bottom Tension 25 6414.98 Top Tension 25 6610.71 Top Cable Vert 25 5305.05 Top Cable Norm 25 3944.35 es Top Cable Tan 25 0.554 Bot Cable Vert 25 -4769. Bot Cable Norm 25 4 Bot Cable Tan 25 Guy C Bottom Tension 17 Top Tension 17 $1/4 .17 Top Cable Vert I 136.98 Top Cable Norm 3946.92 Top Cable Tan _ ®®® 0.49 Bot Cable Vert -4610.52 Bot Cable Norm 17 4276.51 Bot Cable T 17 0.49 Top Guy Pull-Off Max Te o 15 1898.51 0.00 0.00 Max.Cr . t ion 1 0.00 0.00 0.00 . '::, 17 703.66 0.49 0.00 yr y 20 632.03 0.00 -9.00 17 1.30 0.00 0.00 ax.Vx 20 -0.00 0.00 0.00 T3 220.200 Leg ax Tension 1 0.00 0.00 0.00 ax.Compression 23 -6873.15 10.89 -2.69 Max.Mx 26 -2212.59 -32.93 -1.88 .Max.My 26 -3608.09 9.17 -33.92 Mai.Vy 26 • 364.92 -0.57 1.71 Max.Vx 15 -419.84 3.12 ' 5.20 Diagonal Max Tension 8 748.55 0.00 0.00 Max.Compression 15 -1362.86 0.00 0.00 Max.Mx 15 -769.79 0.68 0.00 Mix.My 20 398.49 0.00 -0.05 _Max.Vy 15 -1.31 0.00 0.00 . Max.Vx 20 0.10 0.00 0.00 Horizontal Max Tension 15 923.32 0.00 0.00 Max.Compression 8 -504.22 0.00 0.00 Mai.Mx 14 108.23 0.49 0.00 • Max.My 20 -368.09 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Top Girt Max Tension 26 412.75 0.00 0.00 Max.Compression 7 -252.34 0.00 0.00 Max.Mx 14 52.55 0.49 0.00 • Max.My 20 -209.41 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Bottom Girt Max Tension 15 514.65 0.00 0.00 . Max.Compression 21 -284.98 0.00 0.00 . Max.Mx 14 54.19 0.49 0.00 Max.My 20 -24.39 0.00 -0.00 RISATower Job Page SO18118; Tower 126685;Foundation 126686 47 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Section Elevation ' Component Condition Gov. Force Major Axis . Minor Axis No. ft Type Load Moment Moment Comb. lb lb"! lb-ft Max.Vy 14 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 T4 200-180 Leg Max Tension 12 1773.82 -0.43 6.96 Max.Compression 23 -11534.41 21.59 -6.03 Max.Mx 24 -2051.16 49.70 0.84 Max.My 21 271.55 3.12 -48.82 Max.Vy 15 333.53 -2.60 11.73 Max.Vx 15 -420.19 12.98 42.38 Diagonal Max Tension 21 870.52 0.00 0.00 Max.Compression 15 -1442.36 0.00 0.00 Max.Mx 15 -579.53 0.68 0.00 Max.My 20 697.24 0.00 -0.05 Max.Vy 15 -1.31 0.00 0.00 Max.Vx 20 0.09 0.00 0.00 Horizontal. Max Tension 15 1034.01 0.00 0.00 Max.Compression 21 -612.244 .00 0.00 Max.Mx 14 9811 0.49 0.00 Max.My 20 0.00 -0.00 Max.Vy 14 0.00 0.00 Max.Vx 20 0.00 0.00 Top Girt Max Tension 15 .83 0.00 0.00 Max-.Compression 1ic\ 87.99. 0.00 0.00 Max.Mx 52.25 0.49 0.00 Max.My -18.78 0.00 -0.00 Max.Vy 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Bottom Girt Max Tensi 26 439.00 0.00 0.00 Max.Com -:s 7 -176.07 0.00 . 0.00 Ma,...:pi 14 105.36 0.49 0.00 . 20 -55.06 0.00 -0.00 e r 14 1.30 0.00 0.00 20 -0.00 0.00 0.00 Guy A od omTcnsian 21 4366.56 op Tension 21 4501.61 Top Cable Vert 21 3284.73 Top Cable Norm 21 3078.16 Top Cable Tan 21 0.88 Bot Cable Vert . 21 -2886.71 Bot Cable Norm • 21 3276.23 Bot Cable Tan 21 . 0.88 . Guy B Bottom Tension 25 4372.55 Top Tension 25 4508.29 Top Cable Vert 25 3297.83 Top Cable Norm 25 3073.93 Top Cable Tan 25 0.03 Bot Cable Vert 25 -2898.57 Bot Cable Norm 25 3273:75 Hot Cable Tan 25 0.03 Guy C, Bottom Tension 17 4333.11 Top Tension 17 4463.53 Top Cable Vert 17 3200.07 Top Cable Norm 17 3111.69 Top Cable Tan 17 0.31 Bot Cable Vert 17 -2810.62 . Bot Cable Norm 17 3297.92 Bot Cable Tan 17 0.31 Top Guy Pull-Off Max Tension 26 2318.44 0.00 0.00 . Max.Compression 1 0.00 0.00 0.00 ' ' Max.Mx 14. 799.59 0.49 0.00 Max.My 20 988.28 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 Page RIS Job ATowerSO13118;Tower 126685; Foundation 126686 48 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen.II Wind Project;Site 1;Bonneville 12:39:50 12/21/09 County, ID . . South Bend,IN 46601 Client Designed by . Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX•574-288-5860 . _5.1.2,0 Section Elevation . Component Condition Gov. Force Major Axis. Minor Axis • No. ft Type . Load Moment Moment Comb. lb lb ft lb-f Max.Vx 20 -0.00 0.00 0.00 -T5 180-160 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 23 -11205.35 21.92 -3.41 Max.Mx 24 -9924.44 24.69 8.53 ' Max.My 15 -3525.38 10.30 27.14 Max.Vy 26 325.46 19.03 13.92 Max.Vx 15 -303.61 10.30 27.14 Diagonal Max Tension 7 395.01 0.00 0.00 Max.Compression 25 -1087.69 0.00 0.00 Max.Mx 15 -963.09 0.50• 0.00 Max.My 20 -39.76 0.00 -0.03 Max.Vy 15 -0:96 0.00 0.00 Max.Vx 20 0.06 0.00 0.00 Horizontal Max Tension 25 756.19 0.00 0.00 Max.Compression 7 -268.42 0.00 0.00 Max.Mx 14 173.54 .36 0.00 Max.My 20 -6& 0.00 -0.00 Max.Vy 14 0 0.00 0.00 Max.Vx 20 0. 0.00 0.00 Top Girt Max Tension 26 0.00 0.00 Max.Compression 7 tIrkt62 0.00 0.00 Max.Mx 14� 81.33 0.36 0.00 Max.My �'O -35.81 0.00 -0.00 Max.Vy 0.96 0.00 0.00 Max.Vx -0.00 0.00 ' 0.00 Bottom Girt Max Tension CO 15 361.14 0.00 0.00 Max.Compre 8 -132.80' 0.00 0.00 i Max. 14 81.25 036 0.00 Ma 20 87.70 0.00 -0.00 14 0.96 0.00 0.00 a x 20 0.00 0.00 0.00 T6 16O-14O Leg e ion 25 967.13 0.14 12.54 ompression 19 -13937.22 -16.70 -15.93 Max.Mx 25 961.20 58.75 21.68 Max.My 21 453.99 0.25 -62.03 Max.Vy 25 400.82 40.53 16.05 Max.Vx 26 428.99 1.99 - 36.60 Diagonal Max Tension 7 527.06 0.00 0.00 Max.Compression 26 -1512.34 0.00. 0.00 Max.Mx 26 -652.41 0.67 0.00 Max.My 20 200.39 0.00 -0.03 Max.Vy 26 -130 0.00 •0.00 Max.Vx 20 0.07 0.00 0.00 Horizontal Max Tension 26 1098.46 0.00 0.00 Max.Compression 7 -374.91 0.00 0.00 Max.Mx 23 251.72 0.49 0.00 Max.My 20 216.91 0.00 -0.00 Max.Vy 23 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Top Girt Max Tension 25 482.85 0.00 0.00 Max.Compression 8 -167.45 0.00 0.00 Max.Mx 14 104.90 0.49 0.00 Max.My 20 127.90 0.00 -0.00 Max.Vy 14 130 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Bottom Girt Max Tension 26 539.81 0.00 0.00 Max.Compression 7 -162.19. 0.00 0.00 Max.Mx 14 130:07 0.49 0.00 Max.My 19 -75.26 0.00 0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 19 0.00 0.00 0.00 Job Page RISATower SO13118; Tower 126685; Foundation 126686 49 of 68 Nello Corporation Project Date 211 W. Washington St,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client - Designed by . Phone:574-288-3632 DNV Global Energy Concepts ` FAX.-574-288-5860 Tony RiSATower 5.1.2.0 Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb jt lb ft Guy A Bottom Tension 21 4144.33 Top Tension 21 4251.75 Top Cable Vert 21 2723.81 Top Cable Norm 21 3264.70 Top Cable Tan 21 0.80 Bot Cable Vert 21 -2401.58 Bot Cable Norm 21 3377:55 Bot Cable Tan 21 0.80 Guy B Bottom Tension 25 4151.53 Top Tension 25 4259.65 Top Cable Vert 25 2739.36 Top Cable Norm 25 3261.98 TopCable'Tan 25 0.03 Bot Cable Vert 25 -2415.82 Bot Cable Norm 25 3376.24 Bot Cable Tan 25 0.03 ®®Guy C Bottom Tension 17 40% Top Tension 17 4 Stito Top Cable Vert 17 Top Cable Norm 17 Top Cable Tan 17 S1/4 . 2 Bot Cable Vert 1 303,46 Bot Cable Norm 3384.42 Bot Cable Tan 0.32 Top Guy Pull-Off Max Tension 2145.41 0.00 0.00 Max.CompressionS 1 0.00 0.00 0.00 Max.KZ 14 959,27 0.49 0.00 Max. 20 883.65 0.00 0.00 M 14 1.30 0.00 0.00 20 -0.00 0.00 0.00 T7 140-120 Leg ion 1 0.00 0.00 0.00 . inp,ession 25 -12903.28 -21.15 3.14 ax.Mx 16 -4718.44 40.96 -0.51 Max.My 26 -7674.94 -18.40 -49.07 Max.Vy 25 400.56 4.98 4.68 Max.Vx 26 428.66 0.64 -1.45 Diagonal Max Tension 7 428.76 0.00 0.00. Max.Compression 26 -1444.33 0.00 0.00 Max.Mx 23 -123.08 0.67 0.00 Max.My 20 -537.16 0.00 -0.03 Max.Vy 23 -1.30 0.00 0.00 Max.Vx 20 0.05 0.00 0.00 Horizontal Max Tension 26 982.70 0.00 0.00 Max.Compression 7 -284.24 0.00 0.00 Max.Mx 14 239.57 0.49 0.00 Max.My 19 -66.30 0.00 0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 19 0.00 0.00 0.00 Top Girt Max Tension 26 531.32 0.00 0.00 Max.Compression 7 -161.81 0.00 0.00 Max.Mx 14 130.34 0.49 0.00 Max.My 19 -40.15 0.00 0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 19 0.00 0.00 0.00 Bottom Girt. Max Tension 26 405.56 0.00 0.00 Max.Compression 7 -39.23 0.00 0.00 Max.Mx 14 147.00 0.49 0.00 Max.My 19 167.17 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 19 0.00 0.00 0.00 T8 120-100 Leg Max Tension 1 0.00 0.00 0.00 RISA Tower Job Page S013118; • Tower'126685;Foundation 126686 50 of 68 Project Date Nano Corporation ' 211 W. Washington St,Suite NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID - . SouthBend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower ' ' FAX.-,574-288-5860 5.1.2.0 • Section Elevation 'Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment • Comb. lb lb ft lb-ft Max.Compression 25 -12903.65 -7.54 -18.64 Max.Mx 25 -6549.57 -24.58 -7.78 Max.My 26 -7675.30 -10.63 -23.69 Max.Vy 24 -341.82 10.83 8.62 . Max.Vx 15 -324.77 9.14 10.03 Diagonal Max Tension 8 258.88 0.00 0.00 Max.Compression 25 -1178.76 0.00 0.00 Max.Mx 25 ' -484.58 . 0.50 0.00 . Max.My 20 -359.44 0.00 -0.02 Max.Vy 25 -0.96 0.00 0.00 Max.Vx 20 0.03 0.00 0.00 Horizontal Maio Tension 25 818.71 0.00 0.00 Max.Compression 8 -170.50 0.00 0.00 Max.Mx 14 242.90 .0.36 0.00 Max.My 20 491.99 .00 -0.00 Max.Vy 14 0.96 .00 0.00 Max.Vx 20 -13030.00 0.00 Top Girt Max Tension 26 0.00 0.00 Max.Compression 7 0.00 0.00 Max.Mx 14 r 0.36 0.00 Max.My 19 :05 0.00 -0.00 Max.Vy 1 0.96 0.00 0.00 Max.Vx 0.00 0.00 0.00 Bottom Girt Max Tension 386.91 0.00 0.00 Max.CompressionP{P�— -91.14 0.00 0.00 Max.Mx �./ 14 113.46 036 0.00 Max.My aaaa//// 20 236.92 0.00 -0.00 Max.\ 14 0.96 0.00 0.00 Mr..= '-.. 20 -0.00 0.00 0.00 T9 100-80 Leg M..•, en'a on 1 0.00 0.00 0.00 o ` ssion 20 -11683.80 -7.37 -12.89 x 26 -10351.64 44.09 20.38 .My 26 - 4 -3 31.53 40.09 Max.Vy 24 -342.01.01 41.08 21.15 4(Zal". Max.Vx 15 -324.96 22.49 • 38.79 Diagonal Max Tension 8 349.33 0.00 0.00 Max.Compression 25 -1282.10 0.00 0.00 Max.Mx 25 -392.28 0.67 0.00 Max.My 20 -104.55 0.00 -0.02 - Max.Vy 25 -130 0.00 0.00 Max.Vx 20 0.04 0.00 0.00 Horizontal Max Tension 25 928.43 0.00 0.00 Max.Compression 8 -247.10 0.00 0.00 Max.Mx 14 246.92 0.49 0.00 Max.My 20 540.03 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00. Top Girt Max Tension 25 526.69 0.00 0.00 Max.Compression 6 -119.69 0.00 0.00 Max.Mx 14 147.05 0.49 0.00 Max.My 20 319.68 0.00 -0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Bottom Girt Max Tension 26 462.41 0.00 0:00 Max.Compression 7 -49.90 '0.00 0.00 Max.Mx 15 415.56 .0.49 0.00 Max.My 20 89.34 0.00 -0.00 Max.Vy 15 130 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Guy A Bottom Tension 21 2757.61 Top Tension 21 2811.86 RISATower Job. Page SO13118; Tower 126685; Foundation 126686 51 of 68 Nello CorporaBon Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250' -Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Section Elevation Component Condition Gov. •Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb ft lb-R Top Cable Vert 21 1279.80 Top Cable Norm 21 2503.74 Top Cable Tan 21 0.36 Bot Cable Vert 21 -1094.14 Bot Cable Norm 21 2531.26 Bot Cable Tan 21 0.36 GuyB Bottom Tension 25 2761.71 Top Tension 25 2816.53 Top Cable Vert 25 1292.38 Top Cable Norm 25 2502.52 Top Cable Tan 25 0.14 Bot Cable Vert 25 -1105:67 Bot Cable Norm 25 2530.72 Bot Cable Tan 25 0.14 Guy C Bottom Tension 17 2725.73 Top Tension 17 2776.13 Top Cable Vert 17 1142' Top Cable Norm 17 2 . 4 Top Cable Tan 17 D Bot Cable Vert 17 - 4 Bot Cable Norm 17 .21 Bot Cable Tan 1 0.05 Top Guy Pull-Off Max Tension 1820.76 0.00 0.00 Max.Compression 0.00 0.00 0.00 Max.Mx 846.10 0.49 0.00 Max.My 20 1166.77 0.00 -0.00 Max.Vyerr 14 1.30 0.00 0.00 Max.1 20 -0.00 0.00 0.00 TI0 80-60 Leg Max .i.ps 1 0.00 0.00 0.00 Max. mpt s ion 21 -10872.91 0.03 4.06 26 -10368.58 -17.94 7.74 . Y 18 -10317.32 1.24 -15.43 ax.Vy 26 337.60 14.27 8.62 Max.Vx 26 291.14 -11.36 13.00 Diagonal Max Tension 7 104:20 0.00 0.00 Max.Compression 26 -1060.71 0.00 0.00 Max.Mx 21 -364.64 0.50 0.00 Max.My 20 -528.89 0.00 :0.01 Max.Vy 21 -0.96 0.00 0.00 Max.Vx 20 0.02 0.00 0.00 Horizontal Max Tension 26 737.19 0.00 0.00 Max.Compression 7 -64.67 0.00 0.00 Max.Mx 16 487.78 0.36 0.00 Max.My 20 258.15 0.00 0.00 Max.Vy 16 0.96 0.00 0.00 Max.Vx 20 0.00 0.00 0.00 Top Girt Max Tension 26 350.19 0.00 0.00 Max.Compression 7 -35.48 0.00 0.00 Max.Mx 15 327.71 0.36 0.00 Max.My 20 72.64 0.00 -0.00 Max.Vy 15 0.96 0.00 0.00 Max.Vx 20 -0.00 0.00 0.00 Bottom Girt Max Tension 26 316.04 0.00 0.00 Max.Compression 7 -16.69 0.00 0.00 Max.Mx 14 126.33 036 0.00 Max.My 20 101.58 0.00 0.00 Max.Vy 14 0.96 0.00 -0.00 Max.Vx 20 -0.00 0.00 0.00 T11 60-40 Leg Max Tension 1 0.00 0.00 0.00 . Max.Compression 25 -12963.03 -11.73 4.18 Max.Mx 26 -10368.95 -43.58 17.73 Job Page • RISATower • SO13118; Tower 126685; Foundation 126686 52 of 68 Nello Corporation Project Date 211 W. Washingion'S(.,Srrite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 • County, ID . . . South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts• Tony RISATower FAX:574-288-5860 5.1.2.0 Section Elevation Component Condition Gov. Force Major Axis'• Minor Axis No. It Type Load Moment Moment Comb. lb lb-ft lb-ft Max.My 24 -9476.36 -0.87 -37.74 Max.Vy 26 346.00 43.05 22.40 Max.Vx 26 325.69 -22.20 36.84 Diagonal Max Tension 7 250.95 0.00 0.00 Max.Compression 26 -1281.66 0.00 0.00 Max.Mx 21 -891.12 0.67 0.00 Max.My 26 733.66 0.00 0.01 Mai.Vy 21 -1.30 0.00 0.00 Max.Vx 26 -0.02 0.00 0.00 Horizontal Max Tension 26 931.70 0.00 0.00 Max.Compression 7 -176.97 0.00 0.00 Maz.Mx 15 759.14 0.49 0.00 Max.My 26 489.76 0.00 0.00 Max.Vy 15 1.30 0.00 0.00 Max.Vx • 26 -0.00 . 0.00. 0.00 Top Girt Max Tension - 26 424.88 ® .00 0.00 Max.Compression 7 -29t 1y``�®w➢ 0.00 0.00 Max.Mx 14 ..53 0.49 0.00 Max.My 20 -� t' 0.00 0.00 Max.Vy - 14 ._ i ,t '0.00 0.00 Max.Vx 20 10 0.00 0.00 Bottom Girt Max Tension 2¢f` 16.00' 0.00 0.00 Max.Compression ! -75.23 0.00 0.00 Max.Mx 167.62 0.49 0.00 Max.My 311.32 0.00 0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx ✓✓ 26 -0.00 0.00 0.00 Guy A Bottom st 21 2419.62 Top =4; 21 2450.88 Top ' ;`°V rt 21 707.67 a orm 21 2346.49 p b Tan 21Q4 0.14 ble Vert 21 -567.89 Hot Cable Norm 21 2352.03 Bot Cable Tan 21 0.14 Guy B Bottom Tension 25 2422.67 Top Tension 25 2454.51 Top Cable Vert 25 - 719:82 Top Cable Noim 25 2346.58 Top Cable Tan 25 0.13 Bot Cable Vert 25. -579.19 Bot Cable Norm 25 2352.42 Bot Cable Tan 25 0.13 Guy C Bottom Tension 17 2400.11 Top Tension 17 2427.50 • Top Cable Vert 17 625.52 Top Cable Norm 17 2345.53 Top Cable Tan 17 0.02 Dot Cable Vert 17 -491.17 Bot Cable Norm 17 2349.32 Bot Cable Tan 17 0.02 Top Guy Pull-Off Max Tension' 26 1707.74 0.00 0.00 Max.'Compression 1 0.00 0.00 0.00 Max.Mx 14 914.57 0.49 0.00 Max.My 26 1707.74 0.00 0.00 Max.Vy 14 130 .0.00 0.00 Max.Vx 26 -0.00 0.00 0.00 T12 40-20 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 25 -15321.93 -8.44 -19.60 Max.Mx 25 -8636.01 . --25.31 -3.22 Max.My 15 -12103.18 3.33 -25.31 RISATower Job Page SO13118; Tower 126685; Foundation 126686 53 of 68 ' Ne(!o Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX.574-288-5860 Tony RISATower 5.1.2.0 Section Elevation 'Component Condition Coy. Force Major Axis Minor Axis No. ft • Type Load Moment Moment • Comb. lb lb-ft lb ft Max.Vy 26 346.04 12.45 4.67 Max.Vx 26 325.61 -13.60 8.03 Diagonal Max Tension 7 161.83 0.00 0.00 Max.Compression 26 -1187.70 0.00 0.00 Max.Mx 21 -485.25 0.50 0.00 Max.My 26 -840.59 0.00 0.01 Max.Vy 21 -0:97 0.00 0.00 Max.Vx 26 -0.02 0.00 0.00 Horizontal Max Tension 26 825.42 0.00 0.00 Max.Compression 7 -105.01 0.00 0.00 Max.Mx 23 405.01 0.36 0.00 Max.My 26 638.61 0.00 0.00 Max.Vy 23 0.96 0.00 0.00 Max.Vx 26 -0.00 0.00 0.00 Top Girt Max Tension 26 392.56 0.00 0.00 Max.Compression 7 -52.86 .00 0.00 Max.Mx 14 129. 0.36 0.00 Max.My 26 0.00 0.00 Max.Vy 14 0.00 0.00 Max.Vx 26 • 0 0 0.00 0.00 Bottom Girt Max Tension 26 .74 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 129.36 0.36 0.00 Max.My ct54ID 301.74 0.00 0.00 Max.Vy 0.96 0.00 0.00 Max.Vx 26 -0.00 0.00 0.00 T13 20-3.82813 Leg Max Tensi 1 •0.00 0.00 0.00 Max.Com s 25 -15322.31 2.89 -40.42 M . 26 -8437.66 326.73 19.95 26 -11817.11 -91.96 298.07 a y 25 -1117.44 -72.55 278.77 fr�„".. 21 1245.42 209.68 -81.76 Diagonal 4.2 . Tension 6 80.57 0.00 0.00 's, Max.Compression 26 -1787.19 0.00 0.00 `' Max.Mx 21 -711.12 0.68 0.00 Max.My 26 -1676,33 0.00 0.02 Max.Vy 21 -1.31 0.00 0.00 Max.Vx 26 0.03 0.00 0.00 Horizontal Max Tension 26 959.27 0.00 0.00 Max.Compression 6 -45.51 0.00 0.00 Max.Mx 19. 331.11 0.49 0.00 Max.My 25 944.47 0.00 .0.00 Max.Vy 19 1.30 0.00 0.00 Max.Vx 25 -0.00 0.00 0.00 Top Girt Max Tension 26 396.21 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 14 167.09 0.49 0.00 Max.My 26 396.21 0.00 0.00 Max.Vy 14 1.30 0.00 0.00 Max.Vx 26 -0.00 0.00 0.00 Bottom Girt Max Tension 26 1130.23 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 14 660.46 0.49 0.00 Max.My 25 1128.88 0.00 0.00 Max.Vy 14 130 0.00 0.00 Max.Vx 25 -0.00 0.00 0.00 T14 3.82813-0 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 25 -12614.69 -23.07 -789.96 • Max.Mx 21 -12139.45 81.68 204.57 Max.My 26 -10705.69 -14.42 -890.57 Max.Vy 21 122.35 81.68 , 204.57 RISATower Job Page SO13118;Tower 126685; Foundation 126686 54 of 68 • Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 . County, ID South Bend,IN 46601 Client Designed.by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 • Section Elevation Component Condition Gov. Force Major Axii Minor Axis No. ft Type Load Moment Moment . Comb. lb lb ft lb ft Max.Vx 26 921.04 -14.42 -890.57 Diagonal Max Tension 13 177.54 2.31 -2.47 Max.Compression 26 -3198.54 -3.20 -4.41 Max.Mx 26 -3042.18 4.99 -5.72 Max.My 26 -3042.18 4.99 -5.72 Max.Vy 26 12.86 0.00 0.00 Max.Vx 26 -14.50 4.99 -5.72 Horizontal Max Tension 25 1473.16 0.00 0.00 . Max.Compression I 0.00 0.00 0.00 Max.Mx 14 687.41 0.21 0.00 Max.My 25 1015.01 0.00 0.00 Max.Vy 14 -0.74 0.00 0.00 Max.Vx 25 -0.00 0.00 0.00 Top Girt Max Tension 25 1248.65 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 14 775.9 .49 0.00 Max.My 25 124%, 0.00 0.00 Maz.Vy 14 0.00 0.00 Max.Vx 25 0. 0.00 0.00 Maximuuu iteactions . Location Condition Gov. Verlica V Horizontal,X Horizontal,Z Load 16 lb lb Comb. Mast Max.Vert 25 .107' 102.19 60.78 Max.H. 23 et,�Qq.&57 240.18 -140.78 Max.!-!, S, V344 .63 -1.99 286.13 Max.M. a6.o0 -0.18 0.08 Max.M, 1 0.00 -0.18 0.08 Max.Torsion 26 781.10 17.94 231.28 Min.Vert 1 14280.58 -0.18 0.08 Min.H. 19 30439.30 -250.91 -139.68 Min.H, 8 18551.68 -1.03 -178.63 Min.M. 1 0.00 -0.18 0.08 Min.M, 1 0.00 -0.18 0.08 Min.Torsion 7 53.67 -102.56 -158.92 Guy C@200 ft Max.Vert 10 -1367.41 -1413.62 815.91 Elev 2.52 ft Azimuth 240 deg Max.H. 10 -1367.41 -1413.62- 815.91 Max.H, 17 -11229.51 -13717.02 7918.19 Min.Vert 17 -11229.51' -13717.02 7918.19 Min.H. 17 _11229.51 -13717.02 7918.19 Min.H, -10 -1367.41 -1413.62 815.91 Guy B @ 200 ft Max.Vert 6 -1498.09 1457.51 842.02 Elev-5.18 ft Azimuth 120 deg Max.Hi 25 -11768.41 13703.94 7911.03 Max.H, 25 -11768.41 13703.94 7911.03 Min.Vert 25 -11768.41 13703.94 7911:03 Min.H. 6 -1498.09 1457.51 842.02 Min.H, 6 -1498.09 1457.51 842.02 Guy A @ 200 ft Max.Vert 2 -1486.06 -0.18 -1681.60 Elev-4.19-ft Azimuth 0 deg. Max.H, 24 -7242.53 1254.91 -9487.11 • RI.SATower Job Page SO13118; Tower 126685; Foundation 126686 55 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 1 :39:50 12/21/09 County, ID South Bend,IN 46601 Client - Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX-574-288-5860 Tony RI 3ATower 5.1.2.0 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load lb lb lb Comb. Max.H, 2 -1486.06 -0.18 -1681.60 Min.Vcrt 21 -11700.50 4.30 -15827.01 Min.H, 18 -7321.38 -1252.20 -9570.19 Min.H, 21 -11700.50 4.30 -15827.01 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, lb lb lb lb-11 lb-ft lb-ft Only 14280.58 0.18 -0.08 0 0.00 -204.83 Dead+Wind 0 deg-No 17381.22 0.25 -205.73 - 0.00 -489.46 Ice+Guy Dead+Wind 30 deg-No 17984.78 88.69 -168.70 tgy� : 0 0.00 -394.25 Ice+Guy - °°QQ''��ff Dead+Wind 60 deg-No 18467.26 156.66 -91.0Oeb. 0.00 0.00 -33137 Ice+Guy Dead+Wind 90 deg-No 17973.90 190.53 6szi& 0.00 0.00 -244.40 Ice+Guy • Dead+Wind 120 deg-No 17363.60 179.07 0.00 0.00 -100.71 lce+Guy Dead+Wind 150 deg-No 18043.17 102.56 CO158.92 0.00 0.00 -53.67 Ice+Guy Dead+Wind 180 deg-No 18551.68 1.ice178.63 0.00 0.00 -117.98 Ice+Guy Dead+Wind 210 dcg-No 18034.70 111‘ 160.18 0.00 0.00 -192.78 Ice+Guy Dcad+Wind 240 deg-No 17380.91 6. 103.08 0.00 0.00 -246.28 Ice+Guy :,-` Dead+Wind 270 deg-No 18040.6. -. -188.95 8.84 0.00 0.00 -344.01 Ice+Guy Dead+Wind300dcg-No 18563.78 -154.43 -89.06 0.00 0.00 -468.23 Ice+Guy Dcad+Wind 330 deg-No 18059.49 -87.17 -167.69 0.00 0.00 -537.94 lee+Guy Dead+Ice+Temp+Guy 22725.25 1.10 -0.49 0.00 0.00 -359.74 Dcad+Wind0 30453.63 1.99 -286.13 0.00 0.00 -675.42 deg+Icc+Temp+Guy Dead+Wind30 31811.65 25.15 -233.22 0.00 0.00 -582.26 dcg+Ice+Temp+Guy. Dead+Wind 60 32888.82 111.63 -65.71 0.00 0.00 -620.87 dcg+Ice+Tcmp+Guy Dead+Wind90 31805.14 214.83 92.63 0.00 0.00 -606.19 deg-I Ice+Temp+Guy Dead+Wind 120 30439.30 250.91 139.68 0.00 0.00 -436.10 deg+Ice+Temp+Guy Dead+Wind 150 31926.37 193.94 130.62 0.00 0.00 -384.17 dcg+Ice+Temp+Guy Dcad+Wind 180 33052.91 4.90 120.13 0.00 0.00 -501.65 dcg+Ice+Temp+Guy Dcad+Wind210 31941.60 -185.51 133.18 0.00 0.00 -578.81 deg+Ice+Temp+Guy Dead+Wind 240 30516.57 -240:18, - 140.78 0.00 0.00 -527.19 deg+Ice+Temp+Guy Dcad+Wind 270 31956.45 -207:41 97.91 0.00 0.00 -554.94 deg+Ice+Temp+Guy Dead+Wind 300 33074.67 -102.19 -60.78 0.00 0.00 -700.43 Jab Page RISATower SO13118; Tower 126685; Foundation 126686 56 of 68 • Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen.II Wind Project,-Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX.:574-288-5860 Tony RISATower 5.1.2.0 Load Vertical Shan-. Shea. Overiurning Ovendrning Torque Combination Moment,M, Moment,M, lb lb lb lb-ft lb-ft -lb-ft deg+Ice+Temp+Guy Dead+Wind 330 3194635 -17.94 -231.28 0.00 0.00 -781.10 deg+Ice+Tcmp+Guy Dcad+Wind 0 deg- 14991.48 0.19 -92.50 0.00 0.00 -335.40 Service+Guy Dead+Wind 30 deg- 15088.26 43.52 -79.91 0.00 0.00 -282.54 Service+Guy Dead+Wind 60 deg- 15200.32 76.66 -44.56 , 0.00 0.00 -243.40 Service+Guy Dead+Wind 90 deg- 15081.11 91.00 1.74 0.00 0.00 -194.68 Service+Guy ' Dead+Wind 120 deg- 14979.03 80.53 45.64 0.00 0.00 -125.54 - Service+Guy . Dead+Wind 150 deg- 15101.00 47.86 76.81 0.00 0.00 -89.85 Service+Guy Dead+Wind 180 deg- 15224.55 0.48 -87.88 AZ 0.00 -117.39 Service+Guy • Dead+Wind 210 deg- 15103.54 -47.00 77.37 S . 0 0.00 -165.42 Service+Guy Dead+Wind 240 deg- 1499534 -79.71 46.44 0.00 0.00 -204.27 Service+Guy Dcad+Wind 270 dcg- 15106.45 -90.40 0.00 0.00 -253.89 Service+Guy • Dead+Wind 300 deg.- 15230.89 -76.04 0.00 0.00 -322.54 Service+Guy /� Dead+Wind 330 deg- 15111.48. -43.02 VY79.53 0.00 0.00, -360.82 Service+Guy - a// . . -(� . • :solution Summa Sum of Applied Fore Sum of Reactions Load PX PY PZ PX PY PZ %En-or Comb. lb lb . . - lb lb , lb lb 1 0.00 -5201.36 0.00 - -0.06 5201.47 0.02 0.002% 2 -4.68 -5295.96 -5882.94 4.63 5295.93 5881.01 0.024% 3 2934.29 -5195.30 -5085.80 -2935.34 5195.27 5083.17 0.036% 4 5090.01 -5095.76 -2938.02 -5093.52 , 5095.81 2939.59 0.049% 5 5872.93 -5194.44 1.99 -5871.18 5194.41 0.22 0.036% 6 5093.51 -5294.39 2945.44 -5091.79 5294.36 -2944.40 0.025% 7 2941.25 -5200.50 5093.87 -2938.45 5200.48 -5093.36 0.036% 8 4.68 -5106.76 5882.94 -6:19 5106.82 5886.19 0.046% . 9 -293429 -5207.42 5085.80 2931.49 5207.40 -5085.36 0.036% 10 -5090.01 -5306.97 2938.02 5088.33 5306.93 -2937.05 0.025% II -5872.93 -5208.28 -1.99 5871.16 5208,26 4.18 0.036% 12 -5093.51 -5108.33 -2945.44 5095.93 5108.38 2948.78 0.053% 13 -2941.25 -5202.22 -5093.87 2942.19 5202.19 5091.30 0.035% 14 0.00 -10278.70 0.00 -0.77 10278.84 0.33 0.008% 15 -15.04 -10584.47 -10488.16 1498 10584.41 10485.75 0.016% 16 5177.52 -10258.53 -8978.15 -5178.48 10258.48 8975.31 0.021% 17 8969.18 -9936.33 -5176.11 -8977.40 9936.44 5179:66 0.062% 18 10368.41 -10255.66 6.02 -10366.46 10255:61 -3.84 0.020% 19 9078.84 -10579.24 5256.79 -907636 10579.19 -5255.53 0.016% 20 5199.43 -10275.83 9004.07 -5196.64 10275.78 -9003.39 0.020% 21 15.04 -9972.94 10373.67 -19.06 9973.05 -10382.31 0.066% 22 -5177.52 -10298.88 8978.15 5174.57 10298.83 -8977.54 0.021% 23 -9068.33 =10621.08 5233.36 9066.28 10621.02 -5232.18 0.016% 24 -10368.41 -10301.75 -6.02 10366.39 10301.70 8.28 0.021% 25 -8979.70 -9978.16 -5199.54 8984.26 9978.26 5206.80 0.060% RISATower Job Page SO13118; Tower 126685; Foundation 126686 57 of 68 Nel/o Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by' Phone:574-288-3632 DNV Global Energy Concepts FAX.:574-288-5860 Tony RISATower . 5.1.2.0 Sun;of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 26 -5199.43 -10281.57 -9004.07 5200.29 10281,51 9001.11 0.021% 27 -2.08 -5243.41 -2614.64 2.13 5243.35 2613.11 0.026% 28 1304.13 -5198.67 -2260.35 -1304.92 5198.71 2258.37 0.037% 29 2262.23 -5154.42 -1305.79 -2261.87 5154.50 1305.42 0.009% 30 2610.19 -5198.28 0.89 -2609.62 5198.35 -0.27 0.014% 31 2264.09 -5242.35 1309.27 -2263.48 5242.42 -1309.00 0.011% 32 1307.22 -5200.98 2263.94 -1306.56 5201.06 -2263.77 0.012% 33 2.08 -5159.32 2614.64 -2.16 5159.38 -2614.17 0.00800% 34 -1304.13 -5204.06 2260.35 1303.24 5204.14 -2260.12 0.016% 35 -2262.23 -5248.30 1305.79 2261.45 5248.35 -1305.29 0.016% 36 -2610.19 -5204.44 -0.89 2609.23 5204.49 2.13 0.027% 37 -2263.78 -5160.01 -1309.09 2262.28 5159.96 1309.01 0.026% 38 -1307.22 -5201.74 -2263.94 1307.60 5201.67 2262:69 0.022% 0 Non-Linear Convey er le Results Load Converged? Number Displacement orce Combination of Cycles Tolerance 4cN,0olerance 1 Yes 23 0.0000000 0.00009975 2 Ycs 47 0.000188 0.00006200 3 Yes 45 0.00 0.00006172 4 Yes 27 0 0.00012343 5 Yes 45 012 0.00006012 6 Yes 47 0. 9169 0.00006017 7 Ycs 45 0018218 0.00005865 8 Yes 27 0.00017825 0.00010904 9 Yes 46 0.00018981 0.00006040 10 Yes a 0.00019543 0:00006014 11 Yes 'lt - - 0.00018875 0.00006184 12 Yes 2`q 0.00019927 0.00012512 13 Yes 45 0.00017830 0.00006131 14 Yes 20 0.00020000 0.00011641 15 Yes- 59 0.00018645 0:00005589 16 Yes 55 0.00019326 0.00008564 17 Yes 30 0.00019147 0.00016117 18 Yes 55 0.00018974 0.00008398 19 Yes 59 0.00018634 . 0.00005485 20 Yes 55 0.00018433 0.00008492 21 Yes 30 0.00019611 0.00015685 22 Yes 56 0.00018753 0.00008296 23 Yes 60 0.00018593 0.00005240 24 Ycs 56 0.00018786 0.00008463 25 Yes 31 0.00017608 0.00014053 26 Yes 54 0.00019948 0.00009523 27 Yes 21 0.00000001 0.00010819 28 Ycs 20 0.00000001 0.00009242 29 Yes 22 0.00000001 0.00009676 30 Ycs 24 0.00000001 0.00008259 31 Yes 25 0.00000001 0.00008945 32 Yes 25 0.00000001 0.00009435 33 Yes 25 0.00000001 0.00008129 34 Yes 24 0.00000001 0.00010211 _ 35 Ycs 24 0.00000001 0:00008779 36 Yes 22 0.00000001 0.00008757 37 Yes 19 0.00000001 0.00009110 38 Yes 21 0.00000001 0.00011231 • Jab Page RISATower SO13118;Tower 126685;Foundation 126686 58 of 68 Project Date NeHo Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project,Site 1, Bonneville 12:39;50 12/21/09 _ . . . .. County, ID . . • South Bend,IN 46601 Client Designed by • ' Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX.-.574-188-5860 5.1.2.0 Maximum Tower Deflections - Service Wind Section Elevation Hors. Gov. Tilt Twist . No. Deflection Load ft in Comb. 0 ° T1 250-240 3.142 37 0.2302 4.7898 T2 240-220 2.703 37 0.1744 4.5722 T3 .220-200 2.163 37 0.1109 4.1876 T4 200-180 1.709 37 0.1022 3.7866 T5 180-160 1.402 37 0.0461 3.4022 T6 160-140 L.278 37 0.0167 2.9720 T7 140-120 1.375 37 0.0672 2.5963 T8 120-100 1.502 37 0.0121 T9 100-80 1.338 37 0.0631 1 3 T10 80-60 1.102 37 0.0445 O 42 T11 60-40 0.904 37 0.0508 ' . 403 T12 40-20 0.724 37 0.0399 0.6196 T13 20-3.82813 0.475 37 0.088 0.5262 T14 3:82813-0 0.103 37 0.124 0.6648 • ,e) . . • 'Critical Deflections and us of Curvat ure Service Wind Elevation Appurtenance G,„., Deflection Tilt Twist Radius of ..;+a.` Curvature I -. .,,i.. ' .in 0 ° 250.00 4'Lightning Rod - 7 `^ 3.142 0.2302 4.7898 12777 239:91 Guy ,. 7 2.699 0.1740 4.5703 7323 190.00 Guy 37 1.533 0.0786 3.5972 26450 150.00 Guy ;•`'k 37 1.303 0.0509 2.7798 25348 90.00 Guy 37 1.217 0.0602 1.6216 145120 50.00 Guy . .37 0.815 0.0434 0.8119 652169 Maximum Tower Deflections -Design Wind Section Elevation Hors. Gov. Tilt , Twist ' No. Deflection Load . ft in Conib. . T1 250-240 15.412 • 25 1.0027 7.7279 T2 240-220 14.128 25 0.8665 7.2489 T3 220:200 12.248 25 0.7395 6.5313 T4 200-180 10.281 25 0.6782 5.7982 T5 180-160 8.615 '.25 0.4027 5.1326 T6 160-140 7.577 25 0.1911 4.3875 T7 140-120 7.524 25 0.1659 3.8107 T8 120-100 7:794 25 0.0902 3.2523 T9 100-80 7.159 25 0.2361 2.6581 T I 0 80-60 6.209 25 0.2050 2.0998 ' T I 1 60-40 5.234 25 0.2650 1.5417 T12 40-20 4.137 25 0.2790 1.1612 T13 20-3.82813 2557 25 0.5045 1.1590 , • RISATower Job' Page SO13118; Tower 126685; Foundation 126686 59 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project, Site 1, Bonneville ,12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 • Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 T14 182813-0 0.538 25 0.6562 1.4421 Critical Deflections and Radius of Curvature - Design Wind • Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 250.00 4'Lightning Rod 25 15.412 1.0027 7.7279 5581 239.91 Guy 25 14.118 0.8655 7.2451 3223 190.00 Guy 25 9.385 0.5561 5.4677 4616 150.00 Guy 25 7.441 0.1445 4.0811 4417 90.00 Guy 25 6.690 0.2374 A 2.3731 25864 50.00 Guy 25 4.715 0,89Q p 1.2276 19438 Bolt Des ' rata Section Elevation Component Bolt Bolt Size Num imum Allowable Ratio Allowable Criteria No. Type Grade ! -' Load per Load Load Ratio - ft in Bn Bolt lb - Allowable ° lb Tl 250 Leg A325N 0.75 2 1013.84 19434.50 1.333 Bolt Tension 0.052 ✓ T2 240 Leg A325N ' 2 3403.49 19397.70 0.175V 1.333 Bolt Tension rc Guy Design Data Section Elevation Size Initial Breaking Actual Allowable Required Actual No. Tension Load T T. S.F. S.F. ft lb lb lb lb T2 239.91 (A) 3/8 EHS 1540.00 15399.96 6595.55 7700.00 2.000 2.335 V (1146) 239.91(B) 3/8 EHS 1540.00 15399.96 6610.71 7700.00 2.000 2.330 V (1145) 239.91 (C) 3/8 EHS 1540.00 . 15399.96 6478.17 7700.00 2.000 2.377 V (1144) T4 190.00(A) 5/16 EHS 1120.00 11199.98 4501.61 5600.00 2.000 ' 2.488 V (1149) 190.00(B) 5/16 EHS 1120.00 1 1199.98 4508.29 5600.00 2.000 (1148) 2.484 V 190.00(C) 5/16 EHS 1120.00 11199.98 4463.53 5600.00 2.000 2.509 V (1147) T6 150.00(A) 5/16 EHS 1120.00 1119998 4251.75 5600.00 2.000 2.634 V (1152) 150.00(B) 5/16 EHS 1120.00 11199.98 4259.65 5600.00 2.000 2.629 V (1151) 150.00(C) 5/16 EHS 1120.00 11199.98 4196.70 5600.00 2.000 2,669 V (1150) RISATower Job Page SO13118; Tower 126685; Foundation 126686 60 of 68 Nello Corporation Project Date ' 211 W. Washington St.,Stolle 2000 NGX 18 x 250' -Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 • County, ID South Bend,IN 46601 Client Designed.by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower .. FAX.-:574-288-5860 5.1.2.0 . . .. ._ . .. .. ,. .. . Section Elevation Size Initial Breaking Actual Allowable Required Actual No. Tension Load T T S.F. S.F. ft lb lb lb lb T9 90.00(A) 1/4 EHS 665.00 6649.98 2811.86 3325.00 2.000 2,365 (1155) 90.00(B) 1/4 EHS 665.00 6649.98 2816.53. 3325.00 2.000 2361 V (1154) 90:90(C) 1/4 EHS 665.00 6649.98 2776.13 3325.00 2.000 2,395 (1153) TI1 50.00(A) 1/4 EHS 665.00 . 6649.98 2450.88 3325.00 2.000 2 713 I, (1158) 50.00(B) 1/4 EHS 665.00 6649.98 2454.51 3325.00 2.000 2 709 101 (1157) 50.00(C) 1/4 EHS 665.00 6649.98 2427.50 3325.00 2.000 2 739 (1156) Com ression C et . . • Leg Design Data pression) Section Elevation Size L L„ 8c Mast F A Actual Allow. Ratio No. CO -' Stability P Po P ft ft ft Index ksi in° lb lb p„ TI 250-240 P1.5x.145 10.00 ASS 27.0 1.00 27.510 0.7995 -7671.53 21993.30 0.349 K=1.00 V T2 240-220 Pl.5x.145 20.0 2 27.3 0.87 23.806. 0.7995 -8317.26 19031.70 0.437 K=1.00 V T3 220-200 P1.5x.145 4,14_1 1.42 273 0.84 23.104 0.7995 -6873.15 18470.80 0.372 K=1.00 T4 200-180 P1.5x.145 1.00 1.42 27.3 0.92 25.267 0.7995 -11534.40 20200.10 0.571 K=1.00 V T5 180-160 P1.5x.145 20.00 1.42 27.3 0.91 25.000 0.7995 -1120530 1998630 0.561 K=1.00 V T6 160-140 P1.5x.145 20.00 1.42 27.3 0.91 24.965 0.7995 -13937.20 19958.60 0.698 K=1.00 V Ti 140-120 PI.5x.145 20.00 1.42 27.3 0.73 19.952 0.7995 -12903.30 15950.50 0.809 K=1.00 V T8 120-100 P1.5x.145 ' 20.00 1.42 27.3 0.73 19.951 0.7995 -12903.60 15950.30 0.809 ' - K=1.00 T9 100-80 PI.5x.145 20.00 1.42 27.3 0.69 18.826 0.7995' -11683.80 15050.50. 0376 K=1.00 TI0 80-60 PI.5x.145 20.00 1.42 27.3 0.86 23.671 0.7995 -10872.90 18924.10 0375 K=1.00 V TI1 60-40 P1.5x.145 20.00 1.42 27.3 0.78 21.493 0.7995 -12963.00 17182.40 0.754 K=1.00 V T12 40-20 Pl.5x.145 20.00 1.42 27.3 0.81 22.139 0.7995 -15321:90 17699.00 0.866 K=1.00 V .. T13 20-3.82813 PI.5x.145 16.17 1.45 28.0 0.81 22.109 0.7995 -1532230 17675.20 0.867 K=1.00 T14 3.82813-0 PI.5x.145 3.92 1.18 22.7 0.75 21.123 0.7995 -1261430 16887.10 0.747 K=1.00 ✓ RISATower Job Page SO13118;Tower 126685; Foundation 126686 61 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Diagonal. Design Data (Compression) Section Elevation Size L L„ Kl/r F A Actual Allow. Ratio No. P Pa P I fl ft ksi in: lb lb pa T1 250-240 5/8 2.05 1.84 141.1 7.501 0.3068 -1811.56 2301.15 0.787 K=1.00 ✓ 12 240-220 5/8 2.06 1.84 141.7 7.438 0.3068 -1530.04 2281.86 0.671 K=1.00 ✓ T3 220-200 5/8 2.06 1.84 141.7 7.438 0.3068 -1362.86 2281.86 0.597 K=1.00 ✓ T4 200-180 5/8 2.06 1.84 1411 7.438 :3068 -1442.36 2281.86 0.632 K=1,00 ✓ T5 180-160 1/2 2.06 1.84 177.1 4ta,. 0.1963 -1087.69 934.65 1.16 K=1.00 ® Yii T6 160-140 5/8 2.06 1.84 141. .438 0.3068 -1512.34 2281.86 0.663 K 0 ✓ 17 140-120 5/8 2.06 1.84 I . 7.438 0.3068 -1444.33 2281.86 0.633 . T8 120-100 1/2 2.06 1.820 1 7.1 4.760 0.1963 -1178.76 934.65 1.261 K=1.00 Pit T9 100-80 5/8 2.06 v. 141.7 7.438 0.3068 -1282.10 2281.86 0362 K=1.00 ✓ TIO 80-60 1/2 C 1.84 177.1 4.760 0.1963 -1060.71 934.65 1.135 K=1.00 ✓ T I 1 60-40 5/8 1.84 141.7 7.438 03068 -1281.66 2281.86 0.562 K=1.00 Vil • T12 40-20 1/2 *. ""'-w- 2.06 1.84 177.1 4.760 0.1963 -1187.70 934.65 1.271 K=1.00 ✓ T13 20-3.82813 5/8 2.09 1.87 143.5 7.251 0.3068 -1787.19 2224.61 0.803 K=1.00 ✓ T14 3.82813-0 5/8 1.09 0.56 43.3 18.922 0.3068 -3198.54 5805.23 0.551 K=1.00 ✓ .. Horizontal Design Data (Compression) Section Elevation Size L L„ Kl/r F A •Actual A//ow. Ratio No. P Pa P ft ft ft ksi in' 1b lb Pa T1 250-240 5/8 1.50 1.34 103.0 12.589 0.3068 -1345.47 3862.35 0.348 K=1.00 ✓ 12 240-220 5/8 1.50 1.34 103.0 12.589 0.3068 -684.46 3862.35 0.177 K=1.00 ✓ T3 220-200 5/8 1.50 1.34 103.0 12.589 0.3068 -504.22 3862.35 0.131 K=1.00 ✓ T4: 200-180 5/8 1.50 1.34 103.0 12.589 0.3068 -612.25 386235 0.159 K=1.00 ✓ T5 180-160 1/2 1.50 1.34 128.8 9.002 0.1963 -268.42 1767.46 0.152 K=1.00 V. RISA T ower Jeb Page SO131,18;Tower 126685; Foundation 126686 62 of 68 Project Date NeIto Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250' -Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 • County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX.:574-288-5860 5.1.2.0 Section Elevation Size L L„ KI/r Fa A Actual Allow. Ratio No. P Pa P ft f1 ft ksi in1 lb lb Pa T6. 160-140 5/8 1.50 1.34 103.0 12.589 0.3068 -374.91 3862.35 0.097 K=1.00 17 140-120 5/8 1.50 1.34 103.0 12.589 0.3068 -284.24 3862.35 0.074 K=1.00 V T8 120-100 1/2 1.50 1.34 128.8 9.002 0.1963 -170.50 1767.46 0.096 K=1.00 V T9- 100-80 5/8 1.50 1.34 103.0 12.589 0.3068 -247.10 3862.35 0.064 K=1.00 TIO 80-60 1/2 1.50 1.34 128.8 9.002 0.1963 -64.67 1767.46 0.037 K=1.00 T 1 1 60-40 5/8 1.50 1.34 103.0 12.589 0.3068 -176.97 3862.35 0.046 K=1.00 ✓ T12 40-20 1/2 1.50 1.34 128.8 9.0 .1963 -105.01 1767.46 0.059 K=1.00 V T13 20-3.82813 5/8 1.50 1.34 103.0 od. 0.3068 -45.51 3862.35 0.012 K=1.00. ® Y • Top Girt Design =,,(Compression) Section Elevation . Size L KI/r F A Actual Allow. Ratio No. P Pa P ft ft ksi in' lb lb pa TI 250-240 5/8 1. 1.34 103.0 12.589 ' .0.3068 -622.71 3862.35' 0.161 K=1.00 VT3 220-200 5/8 I. 1.34 103.0 12.589 0.3068 -25234 3862.35 0.065 K=1.00 T4 200-180 5/8 1.50 L34 103.0 12.589 0.3068 -287.99 3862.35 0.075 K=1.00 V T5 180-160 1/2 1.50 1.34 128.8 9.002 0.1963 -131.62 1767.46 0.074 K=1.00 V T6 160-140 5/8 1.50 1.34 103.0 12.589 0.3068 -167.45 3862.35 0.043 . K=1.00 V T7 140-120 5/8 1.50 1.34 103.0. 12389 03068 -161.81 386235 0.042 K=1.00 V T8 120-100 1/2 1.50 1,34 128.8 9.002 0.1963 -26.54 1767.46 0.015 K=1.00 ✓ T9 100-80 5/8 1.50 1.34 103.0 12.589 - 03068 -119.69 3862.35 0.031 K=1.00 Tlo 80-60 1/2 1.50 1.34 128.8. 9.002 0.1963 -35.48 1767.46 0.020 K=1.00 V Ti! 60-40 5/8 1.50 1.34 103.0 12.589 0.3068 -28.57 3862.35 0.007 K=1.00 V T12 40-20 1/2 1.50 1.34 128:8 9.002 0.1963 -52.86 1767.46 0.030 K=1.00 -. Bottom Girt Design Data (Compression) RISATower Job Page, SO13118; Tower 126685; Foundation 126686 63 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632. DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Section Elevation Size L L„ Kl/r F, A Actual Allow. Ratio No. P P, P ft ft ft ksi in° lb lb Pa TI 250-240 5/8 1.50 1.34 103.0 12.589 0.3068 -254.65 3862.35 0.066 K=1.00 ✓ 12 240-220 5/8 130 1.34 103.0 12.589 0.3068 -252.90 3862.35 0.065 K=1.00 ✓ T3 220-200 5/8 1.50 1.34 103.0 12.589 0.3068 -284.98 3862.35 0.074 K=1.00 T4. 200-180 5/8 1.50 1.34 103.0 12.589 0.3068 -176.07 3862.35 0.046 K=1.00 V T5 180-160 1/2 1.50 1.34 128.8 9.002 0.1963 -132.80 1767.46 0.075 K=1.00 V T6 I60-140 5/8 1.50 1.34 1010 12.589 0.3068 -162.19 3862.35 0.042 K=1.00 V T7 140-120 5/8 1.50 1.34 103.0 12.589 .3068 -39.23 3862.35 0.010 K=1.00 ✓ T8 120-100 1/2 1.50 1.34 128.8 0.1963 -91.14 1767.46 0.052 K=1.00 '" V T9 100-80 5/8 1.50 1.34 103.!` .589 0.3068 -49.90 3862.35 0.013 TI0 80-60 1/2 1.50 1.34 9.002 0.1963 -16.69 1767.46 0.009 = . o V TI1 60-40 , 5/8 1.50 1.3 2, 3.0 12.589 0.3068 -75.23 3862.35 0.019 Co K=1.00 ✓eb itension Checks Leg Design Data (Tension) Section Elevation Size L L„ Kl/r F A Actual Allow. Ratio. No. P P0 P ft ft ft ksi in2 lb lb Pa Tl 250-240 PI.5x.I45 10.00 1.40 27.0 30.000 0.7995 7097.12 23983.70 0.296 T2 240-220 P1.5x.145 20.00 1.42 27.3 30.000 0.7995 6806.97 23983.70 0:284 T4 200-180 Pl.5x.145 20.00 1.42 27.3 30.000 0.7995 1773.82 23983.70 0.074 V T6 160-140 P1.5x.145 20.00 1.42 27.3 30.000 0.7995 967.13 23983.70 0.040 V ' Diagonal Design Data (Tension) Section Elevation Size - - L L. Ki/r F A Actual Allow. Ratio No. P Pa P fi ft ft ksi in' . lb lb Pa Tl 250-240. 5/8 2.05 1.84 141.1 21.600 0.3068 1846.75 - -6626.80 0.279 RISATower Job • • Page SO13118;Tower 126685; Foundation 126686 64 of 68 Project Date Nello Corporation 211 W. Washington St,.Suite 2000 NGX 18 x 250'-Goshen-II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Section -Elevation Size L 4 Kl/r F A Actual Allow. Ratio' No. P P, P ft ft ft ksi ii? • lb lb p, 11, T2 240-220 5/8 2.06 1.84 141.7 21.600 0.3068 1023.82 6626.80 0.154 T3 220-200 5/8 2.06 1.84 141.7 - 21.600 0.3068 748.55 6626.80 0.113 Il/ T4 200-180 5/8 2.06 1.84 141.7 21.600 0.3068 870.52 6626.80 0.131 Y T5 180-160 1/2 2.06 1.84 177.1 21.600 0.1963 395.01 4241.15 0.093 V T6 160-140 5/8 2.06 1.84 141.7 21.600 0.3068 527.06 6626.80 0.080 V T7 140-120 5/8 2.06 1.84 141.7 21.600 0.3068 428.77 6626.80 0.065 V T8 120-100 1/2 2.06 1.84 177.1 021,,6 0.1963 258.88- 4241.15 0.061 . T9 100-.80 5/8 2:06 1.84 141.7 1 @00 0.3068 349.33 6626.80 0.053 . T10 80-60 1/2 2.06 1.84 I 21.600 0.1963 104.20 4241.15 0.025 V TN 60-40 5/8 2,06 1.84 41. 21.600 0.3068 250.95 6626.80 0.038 T12 40-.20 1/2 2.06 IC, 177.1 21.600 0.1963 161.83 4241.15 0.038 V T13 20-3.82813 5/8 2. .87 143.5 21.600 0.3068 80:57 6626.80 0.012 T14 3.82813-0 5/8 1. 0.56 43.3 21.600 0:3068 177.54 6626.80 0.027 <ewV _. -: . . . . . Horizontal Design Data (Tension). 1 Section Elevation Size . L L„ Kl/r F, A Actual Allow. Ratio No. P Po P ft ". ft ft ksi int lb lb Po • T1 250-240 5/8 - 1.50• 1.34 103.0 21.600 0.3068 1258.26 6626.80 0.190 T2 240-220 5/8 1.50 1.34 103.0 21.600 0.3068 1141.54 6626.80 0.172 V T3 220-200 5/8 1.50 ' 1.34 103.0 21:600 0.3068 923.32 6626.80 0.139 Ve T4 200-180 . 5/8 1.50 1.34 103.0 21.600 0.3068 1034.01 6626.80 0.156 V T5 180-160 1/2 1.50 1.34 128.8 21.600 0.1963 756.19 4241.15 0.178 V • T6 160-140 5/8 1.50 1.34 103.0 21:600 0.3068 1098.46 6626.80 0.166 V T7 140-120 5/8 1.50 1.34 103.0 21.600 0.3068 982.70 6626.80 0.148 , • V..! T8 120-100 1/2 1:50 1.34 128.8 21.600 0.1963 818.71 4241.15 0.193 V T9 100-80 5/8 1.50 1.34 103.0 21.600 0.3068 928.43 6626.80 0.140 RISATower Job Page SO13118; Tower 126685; Foundation 126686 65 of 68 Nello Corporation Project Date 211 W. Washington St,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,1N 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX:574-288-5860 Tony RISATower 5.1.2.0 Section Elevation Size L L„ Kl/r F, A Actual Allow. Ratio No. P Pa P ft ft ft hi in2 lb lb Pa 101 T10 80-60 1/2 1.50 1.34 128.8 21.600 0.1963 737.19 4241.15 0.174 III 60-40 5/8 1.50 1.34 103.0 21.600 0.3068 931.70 6626.80 0.141 V. T12 40-20 1/2 1.50 1.34 128.8 21.600 0.1963 825.42 4241.15 0.195 T13 20-3.82813 5/8 1.50 1.34 103.0 21.600 0.3068 959.27 6626.80 0.145 T14 3.82813-0 1/2 0.80 0.64 61.6 21.600 0.1963 1473.16 4241.15 0347 p. Top Girt Desi n Dat t sion Section Elevation Size L L„ % F, A Actual Allow. Ratio No. P P, P ft ft ft e hi in' lb lb "p TI 250-240 5/8 1.50 1.3 13.0 21.600 0.3068 693.72 6626.80 0.105 T3 220-200 5/8 1.50 n 103.0 21.600 0.3068 412.75 6626.80 0.062 ectT4 200-180 5/8 C 1.34 103.0 21.600 0.3068 492.83 6626.80 0.074 T5 180-160 1/2 1.34 128.8 21.600 0.1963 336.77 4241.15 0.079 1\72te V. T6 160-140 5/8 1.50 1.34 103.0 21.600 0.3068 482.85 6626.80 0.073 T7 140-120 5/8 1.50 1.34 103.0 21.600 0.3068 531.32 .6626.80. 0.080 l✓ T8 120-100 1/2 1.50 134 128.8 '21.600 0.1963 306.30 4241.15 0.072 T9 100-.80 5/8 1.50 1.34 103.0 21.600 0.3068 526.69 6626.80 0.079 I✓ TIO 80-60 1/2 1.50' 1.34 128.8 21.600 0.1963 350.19 4241.15 0.083 TI 1 60-40 5/8 1.50 1.34 103.0 21.600 0.3068 424.89 6626.80 0.064 T12 ' 40-20 1/2 1.50 1.34 128.8 21.600 0.1963 392.56 4241.15 0.093 T13 20-3.82813 5/8 1.50 1.34 103.0 21.600 0.3068 396.21 6626.80 0.060 T14 3.82813-0 5/8 1.50 1.34 103.0 21.600 0.3068 1248.65 6626.80 0.188 l✓ Bottom Girt.Design Data (Tension) Job Page RISATower SO13118; Tower 126685; Foundation 126686 66 of 68 Project Date Nello Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen.11 Wind Project, Site 1, Bonneville 12:39:50 12/21/09 . County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts Tony RISATower FAX:574-288-5860 5.1.2.0 Section Elevation Size L ` L. Kl/r F A Actual Allow. Ratio No. P Pe P ft ft ft ksi in2 lb lb Pa T1 250-240 5/8 1.50 1.34 103.0 21.600 0.3068 1094.11 6626.80 0.165 ✓' T2 240-220 5/8 1.50 1.34 103.0 21.600 0.3068 422.36 6626.80 0.064 V T3 220-200 5/8 1.50 1.34 103.0 21.600 0.3068 514.65 6626.80 0.078 I T4 200-180 5/8 1.50 1.34 103.0 21.600 0.3068 439.00 6626.80 0.066 T5 180-160 1/2 1.50 1.34 128.8 21.600 0.1963 361.14 4241.15 0.085 ✓' T6 160-140 5/8 1.50 1.34 103.0 21.600 0.3068 539.81 6626.80 0.081 T7 140-120 5/8 1.50 1.34 103.0 21.60 .3068 405.56 6626.80 0.0661 V T8 120=100 1/2 1.50 1.34 128.8 4 0.1963 386.91 4241.15 0.0991-IIT9 100-80 5/8 1.50 1.34 103. .600 0.3068 462.41 6626.80 0.070 .S1/4T10 80-60 1/2 1.50 1.34 21.600 0.1963 316.04 4241.15 0.075 T11 60-40 5/8 1.50 1.3e 1 3.0 21.600 0.3068 516.00 6626.80 0.078 -�' T12 40-20 1/2 1.50 128.8 21.600 0.1963 301.74 4241.15 0.071 T13 20-3.82813 5/8 1.34 103.0 21.600 0.3068 1130.23 6626.80 0.171 - y . d je Top.G y Pull-Off.Design Data (Tension) Section Elevation Size L L. Kl/r F A Actual Allow. Ratio No. P P. P ft ft ft ksi in2 lb lb. pa T2 240-220 5/8 1.50 1.34 103.0 21.600 0.3068 1898.51 6626.80 0.286 T4 200-180 5/8 1.50 1.34 103.0 21.600 0.3068 '2318.44 6626.80 0.350 T6 160-140 5/8 . 1.50 1.34 103.0 21.600 0.3068 2145.41 6626.80 0324 V T9 100-80 5/8 1.50 1.34 103.0. 21.600 0.3068 1820.76 6626.80 0.275 TI1 60-40 5/8 1.50 1.34 103.0 21.600 0.3068 1707.74 6626.80 0.258 V Section Capacity-Table Section Elevation Component - Size Critical P SF'Partaw % Pass No. fi Type Element lb lb Capacity Fail RISATower Job Page SO131,18;Tower 126685;Foundation 126686 67 of 68 Nello Corporation Project Date 211 W. Washington St.,Suite 2000 NGX 18 x 250'- Goshen II Wind Project, Site 1, Bonneville 12:39:50 12/21/09 County, ID South Bend,IN 46601 Client Designed by Phone:574-288-3632 DNV Global Energy Concepts FAX..574-288-5860 Tony RISATower . 5.1.2.0 • Section Elevation Component Size Critical P SF'Poua„ % Pass . • No. ft Type Element lb lb Capacity Fail TI 250-240 Leg Pl.5x.145 1 -7671.53 29317.07 26.2 Pass Diagonal 5/8 12 -1811.56 3067.43 59.1 Pass Horizontal 5/8 15 -1345.47 5148.51 26.1 Pass Top Girt 5/8 4 -622.71 5148.51 12.1 Pass Bottom Girt 5/8 7 1094.11 8833.52 12.4 Pass T2 240-220 Leg P1.5x.145 49 -8317.26 25369.25 32.8 Pass Diagonal 5/8 137 -1530.04 3041.72 50.3 Pass Horizontal 5/8 128 -684.46 5148.51 13.3 Pass Bottom Girt 5/8 56 -252.90 5148.51 4.9 Pass GuyA@239.911 3/8 1146 6595.55 7700.00 85.7 Pass Guy B@239.911 3/8 1145 6610.71 7700.00 85.9 Pass Guy C@239.911 3/8 1144 6478.17 7700.00 84.1 Pass Top Guy Pull- 5/8 52 1898.51 8833.52 21,5 Pass Off@239.911 T3 220-200 Leg PI.5x.145 139 -6873 24621.58 27.9 Pass Diagonal 5/8 150 -13 3041.72 44.8 Pass Horizontal 5/8 153 9 8833.52 10.5 Pass Top Girt 5/8 143 O .34 5148.51 4.9 Pass Bottom Girt 5/8 147 14.65 8833.52 5.8 Pass T4 200-180 Leg Pl.5x.145 22 534.40 26926.73 42.8 Pass Diagonal 5/8 -1442.36 3041.72 47.4 Pass Horizontal 5/8 -612.25 5148.51 11.9 Pass Top Girt 5/8 -287.99 5148.51 5.6 Pass Bottom Girt 5/8 itice136 439.00 8833.52 5.0 Pass GuyA@190 5/16 1149 4501.61 5600.00 80.4 Pass Guy B@190 5/16 CoW 1148 4508.29 5600.00 80.5 Pass Guy C@190 5/16 1147 4463.53 5600.00 79.7 Pass Top Guy Pull- 5 277 2318.44 8833.52' 26.2 Pass Off@190 T5 180-160 Leg x.,45 319 -11205.30 26642.27 42.1 Pass Diagonal is 2 328 -1087.69 1245.89 87.3 Pass Horizontal /2 331 756.19 5653.45 13.4 Pass Top Girt /2 323 336.77 5653.45 6.0 Pass Bottom Girt i /__-,.,, 1/2 327 361.14 5653.45 6.4 Pass T6 160-140 Leg - P1.5x.145 410 -13937.20 26604.81 52.4 Pass Diagonal 5/8 449 -1512.34 3041.72 49.7 Pass Horizontal 5/8 452 1098.46 ' 8833.52 12.4 Pass Top Girt 5/8 412 482.85 8833.52 5.5 Pass Bottom Girt 5/8 416 539.81 8833.52 6.1 Pass GuyA@150 5/16 1152 4251.75 5600.00 75.9 Pass Guy B@150 5/16 1151 4259.65 5600.00 76.1 Pass Guy C@150 5/16 1150 4196.70 5600.00 74.9 Pass Top Guy Pull- 5/8 457 2145.41 8833.52 24.3 Pass Off@150 T7 140-120 Leg P1.5x.145 500 -12903.30 21262.02 60.7 Pass Diagonal 5/8 587 -1444.33 3041.72 47.5 Pass Horizontal 5/8 584 982.70 8833.52 11.1 Pass Top Girt 5/8 503 531.32 8833.52 6.0 Pass Bottom Girt 5/8 506 405.56 8833.52 4.6 Pass T8 120-100 Leg P1.5x.145 590 -12903.60 21261.75 60.7 Pass Diagonal 1/2 598 -1178:76 1245.89 94.6 Pass Horizontal 1/2 601 818.71 5653.45 14.5 Pass 'Top Girt 1/2 593 306.30 5653.45 5.4 Pass Bottom Girt 1/2 597 386.91 5653.45 6.8 Pass T9 100-80 Leg P1.5x.145 680 -11683.80 20062.32 58.2 Pass Diagonal 5/8 736 -1282.10 3041.72 42.2 Pass Horizontal 5/8 733 928.43 8833.52 10.5 Pass Top Girt 5/8 682 526.69 8833.52 6.0 Pass Bottom Girt 5/8 686 462.41 8833.52 5.2 Pass GuyA@90 1/4 1155 2811,86 3325.00 84.6 Pass Guy B@90 1/4 1154 2816.53 3325.00 84.7 Pass Job Page RISATower SO13118;Tow- Foundation 126686 68 of 68 Project Date No&Corporation 211 W. Washington St.,Suite 2000 NGX 18 x 250'-Goshen II Wind Project Site 1, Bonneville 12:39:50 12/21/09 - County, ID South Bend,IN 46601 Client Designed by' Phone:574-288-3632 DNV Global Energy Concepts .. Tony RISATower FAX:574-288-5860 5.1.2.0 Section Elevation Component ' Size' Critical . P ' SF"Pena✓ % Pass No. . .ft Type Element 1b • lb Capacity Fail GuyC@90 1/4 1153 2776.13 3325.00 83.5 Pass Top Guy Pull- 5/8 727 1820.76 8833.52 20.6 Pass Off@90 TIO 80-60 • Leg Pl.5x.145 771 -10872.90 25225.82 43.1 Pass Diagonal 1/2 857 -1060.71 1245.89 85.1 Pass Horizontal 1/2 854 737.19. 5653.45 13.0 Pass Top Girt 1/2 773 350.19 5653.45 6.2 Pass Bottom Girt 1/2 777 316.04 5653.45 5.6 Pass TI 60-40 Leg P1.5x.145 860, -12963.00 22904.14 56.6 Pass Diagonal . 5/8 899 -1281.66 3041.72 42.1 Pass Horizontal 5/8 902 931.70. 8833.52 10.5 Pass Top Girt 5/8 862. 424.89 8833.52 4.8 Pass • Bottom Girt - 5/8 866 516.00 8833.52 5.8 Pass Guy A@50 1/4 1158 2450.88 3325.00 73.7 Pass Guy B@50 • 1/4 1157 2454 3325.00 73.8 Pass Guy C@50 1/4 1156 242 . 3325.00 73.0 Pass • Top Guy Pull- 5/8 907 I 8833.52 19.3 Pass Off@50 • T12 40-20 Leg PI.5x.145 950 3 1.90 2359237 64.9 Pass Diagonal • 1/2 1 187.70 1245.89 95.3 Pass Horizontal 1/2 825.42 5653.45 14.6 Pass Top Girt 1/2 ,. 392.56 5653.45 6.9 Pass Bottom Girt 1/2til<S 301.74 5653.45 5.3 Pass T13 20-3.82813 Leg PI.5x.145 040 -15322.30 23561.04 65.0 Pass Diagonal 5/8 1048 -1787.19 2965.41 60.3 Pass Horizontal 5/8 Vv 1051 959.27 8833.52 10.9 Pass Top Girt 5/8 1042 396.21 883352 4.5 Pass Bottom Girt 5 1045 1130.23 8833.52 12.8 Pass T14 3.82813-0 Leg P1 1112 -12614.70 22510.50 56.0 Pass Diagonal 1120 -3198:54 7738.37 41.3 Pass Horizontal 2 1127 1473.16 5653.45 26.1 Pass Top Girt /8 1114 1248.65 8833.52 14.1 ' Pass cla- Summary Leg(T13) 65.0 Pass Diagonal 95.3 Pass (T12) Horizontal 26.1 Pass (T1) Top Girt 14.1 Pass (T14) Bottom Girt 12.8 , Pass (T13) Guy A(12) 85.7 Pass Guy B(T2) 85.9 Pass Guy C(T2) 84.1' Pass Top Guy 26.2 Pass Pull-Off (T.4) Bolt Checks 13.2 Pass _ _ . . .. RATING= 95.3 , .Pass Program Version 5.1.2.0-3/5/2008 File:N:/eri/1266/126685.eri INDIVIDUAL PIER AND PAD FOUNDATION NELLO CORPORATION Template:= "PierPadGuy.mcd" 211 W.Washington Street Version:= 2.1 Suite 2000 South Bend,IN 46601 PROJECT DATA 574-288-3632(voice) .574-288-5860(fax) Saes' Order: jSO13;1y18 ` f 4 Weal • d 26686aN gib ;Goshen II Wlnd Project-Site 1 Bonneville eo;;ID- Model+ NOn al),62501 rDESIGN CODES AND STANDARDS Vettl pNUIGI'oba En ren gy Conceptsj . ANSI/TIA/EIA-222-F, "TIA/EIA Standard - Structural Standards for Steel Antenna Towers FOUNDATION DESIGN REACTIONS and Antenna Supporting Structures," 1996. • ACI 318-99, "Building Code Requirements for Overdesign Factor: a $;00 Structural Concrete," 1999. Compression: _ 33.075•kipsal IC= 33.1 kips Allow for reduction in required development Uplift: IU:= 0'kips.al jU= 0.0kipp length due to excess reinforcement per ACI 12.2.5, 12.3.3.1,and 12.5.3.4? Shear: ,;- 0.287•kips�al fS= 0.3kiis 0 Reduction (Design Mode) Moment: IM:= 0 fr•kip IM 0.0kp1� red:= 0 , w Reduction (Analysis Mode) SITE GEOTECHNICAL DATA c°®� ' Soil Parameters: Design based on soil report,dated 10/2009 by Zngineering Company, PN: Goshen II Wind Project. Soil Unit Weight: y :=,0.100•kcfs *Soi inn weight will be re-defined later if groundwater level it Angle of Internal Friction: Ode a•o e depth of the foundation g Allowable Bearing Pressure: Bc:= 3'ks 9 (�S <I f Cohesion: • n.: 1.S,kafi 2 Passive Pressure Coefficient: Kp an( •degJ 5= 1.00 1 Seismic Zone: Seism "D" Z:= 0 if Seismic= "A" 0 if Seismic= "B" Sliding Friction Coefficient: µ := 0.4 1 if Seismic= "C" Depth Neglected: on:=4.ft I 2 if Seismic= "D" Depth of Water: D co-ft I 2 if Seismic'4 "E" 2 if Seismic= "F" MATERIAL SPECIFICATIONS "Error" otherwise Z= 2 Concrete Compressive Strength: F :=:= 4000-psi Clear Cover: cc3.in P 9 Unit Weight: yconc:= 0.150-kcf *Concrete unit weight will be re-defined later if groundwater Rebar level is above the depth of the foundation Yield Strength FY:= 60•ksi Elastic Modulus: E:= 29000•ksi N:ISO1131181126686.ppg.xmcd 1 of 11 12/21/2009 6:12 PM DIMENSIONS Tower Height: II 250'f Pier Extension: OSf it Depth: ID 'T5•ft Pad Width: 5:Sf1 Pad Thickness: la,P ,--31.25-ii Pier Diameter: Dp< z3:71 ftif Soil Unit Weight Re-defined: �- ifrrD>Dµ {y— 62.4•pcf/,y y = 100 pcf ezr 1, Concrete Unit Weight Re-defined: if;D>DN;,�yconc- 62 4:pcf),yconc] 7conc = 150 pef COMPRESSION CAPACITY 3 Concrete Volume: Vconc W2•T+ rz•Dp2•(D+ E— T) Vconc=85.5 ft3 Vconc= 3.2 yd 4 Concrete Weight: Wtconc ycon_c 2•Vconc \ Wtconc = 12.829 kips Soil Volume: Vsoil I I/W — 71 4'Dp2 i•(D— T) Vsoi1= 144.884 ft3 3 Vsoi1= 5.4yd Soil Weight: Wtsoli Vsoil•y / Wtsoil= 14. ips Soil Weight Removed: Wtsoil.rem W2131 Wts % r� 22.688 kips Total Download: P C+Wtconc+ Wtsoil 92 kips Overturning Moment: Mot:= M+ S(D+ E) eRkot= 2.296 ft•kips Bearing Area: Area:=__W2 33 Area= 30.25 ft2 Section Modulus: Sect W Sect= 27.729 ft3 6 Gross Bearing Pressure: ppos:= r AJ P ppos ct = 2.079 ksf ' P = Mot P = 1.914 ksf neg' Area Sect neg Net Bearing Pressure: p— Wt soils Mot ppos.net Area + Sect ppos.net= 1.329 ksf P—Wtsoil.rem Mot Pneg.net pneg.net= 1.164 ksf Area Sect Allowable Bearing Pressure: Be= 3 ksf Check: Checkcomp if(Bc≥ppos.neb"OK" ,"NO GOOD") Checkcomp OK"'' ppos.net - R2riccomp Ratiocomp 0.441 Bc N:ISO11 311 8112 6 6 8 6.ppg.xmcd 2of 11 12/21/2009. 6:12 PM LATERAL CAPACITY Ultimate Passive Pressure: Ppn K .y.Dn+ 2.c• Ppn= 3.4 ksf Ppt:= Kp•y(D— T) + 2•c•IrCp Ppt= 3.625 ksf Pptn:= if(Dn <D— T,Ppt,Ppn) Pptn= 3.625 ksf Ppb Kp•y•D+ 2•c•� Ppb= 3.75ksf Pp := mean(Pptn,Ppb) Pp = 3.687 ksf Effective Pad Thickness: Te:= if(Dn <D— T,T,D— Dn) Te= 1.25 ft • Effective Pad Area: Ae:= W Te Ae= 6.875 ft2 Factor of Safety: - FSpp:= 2.0 FSpp= 2.00 PP Ae+ P•µ Lateral Capacity: Sall:= FS Sall= 24.754 kips pp Check: Checklateral:= if(Sall≥S,"OK" ,"NO GOOD") Checklat rat- WOK" Raflolateral SS Ratio ,t l'= 0.012 , all Isoc ' n seis tire' N:IS0113 11 8112 6 6 8 6.ppg.xmcd 3 of 11 12/21/2009, 6:12 PM CONCRETE STRENGTH CAPACITY _ [ H- 700•ft Load Factor: I F:= maxi 1.3,min 1.7,1.3+ (1.7— 1.3). — LF= 1.3 L 1200•ft- 700•ft - CONCRETE SHEAR CAPACITY Shear Strength Reduction Factor: 4s:= 0.85 [ACI 9.3.2.3] Effective Shear Depth: d T— cc— 0.5.in d= 11.5 in ONE-WAY SHEAR Effective Shear Width: bµ,:= W I/ bµ\,= 5.5 ft Factored Shear Force: Vul •., LF-I •(z — Dp — d-W Vu1 = 2.28 kips / f Nominal Shear Strength from Concrete: Vcl := 2• o •bv d•psi Vol = 96.007kips psi Nominal Shear Strength from Reinforcement: Vs1 := 0•kips Nominal Shear Strength: Vn1 := Vc1 + Vsl Vnl = 96.007 kips [A .1.1, Eqn. 11-2] Check: Checkshear.1 if(�s'Vnl Vuf,"OK" ,"NO GO o' ecksh K" Vnl Ratioshear.1 := Rat.oshear.1 .0:028' ' �S Vnl , TWO-WAY SHEARelict - Shear Perimeter: bo:= n•(Dp+ d) b0 = 1 Wiffl [ACI 11.12.1.2] Factored Shear Force: Vu2:= LF-C V C :998kips IQ ��r fluu Nominal Shear Strength from Concr c2 4-J--bo-d•psi Vc2=434.142 kips psi Nominal Shear Strength from Reinfo ement: Vs2:= 0•kips Nominal Shear Strength: Vu2:= Vc2+ V52 Vu2= 434.142 kips [ACI 11.12.2.1, Eqn. 11-37] Check: Checkshear.2 if(+sr Vn2≥Vu2,"OK" ,"NO GOOD")Checkshear:2= "OK"' Vu2 - Ratioshear.2:= Ratio shear 2= "1-7 ,s Vn2 N:ISO113 1 18112 6 6 8 6.ppg.xmcd 4 of 11 12/21/2009. 6:12 PM PAD REINFORCEMENT • Bar Quantity: hp :— 1 per layer per direction Bar Size: I3... .._i Bar Diameter: dp := dial dp= 0.5in P Bar Area: Ap := areas Ap= 0.2 in2 P Bar Weight: wtp := ws wtp= 0.668 lb p ft Steel Area: Atp:= np•Ap Atp= 1.4 in2 per layer per direction Total Quantity: ntp 2•np nlp= 14 Bar Length: Lp := W— 2•cc Lp = 5 ft Bar Weight: Wtp := Lp•wtp Wtp= 3.3 lb Total Weight: Wttp:= ntp•Wtp Wttp= 47 lb W- 2•cc— dp Bar Spacing: spp•ctr:= sPp;ctr a Q M np - 1 e spp.cl sPp:ctr— dp s, .c]a D [[Y1 FLEXURAL STRENGTH le Flexural Strength Reduction Factor: of:= 0.90 [ACI g ,t.2: ] Effective Flexural Depth: df:= T— cc— 1.5dp 8= 11.25 in Effective.Flexural Width: by := W tte eD by= 5.5 ft F Depth of Compressive Zone: a y a= 0.374 in 1-430. Nominal Flexural Strength: Mn: Fy.l df— a) Mn= 77.44 ft-kips 2 fc— 4000.psill Concrete Strength Factor: N min 0.85,max 0.65,0.85 - 0.05 131 = 0.85 [ACI 10.2.7.3] • 1000-psi p Check: Checkyield i a ≤p 1 87-ksi '1 "OK" ,"NO GOOD-Steel Not Yielding" Chccks field="OK" d (87.ksi+ FyJ' Factored Moment: Mu :•= LF. P •W•W + S•(D+ E— T)J Mu= 56.494 ft-kips W 2 4 Check: Checkflex:= if(Of Mn ≥Mu,"OK" ,"NO GOOD") Checkflex. "Q1( ' Mu Ratioflex Ratioflcx- 0.811 Of Mn _ : N:1SO1131 1811 2 6 6 8 6.ppg.xmcd 5of 11 12/21/2009. 6:12 PM MINIMUM REINFORCEMENT Minimum Reinforcement Ratio: pmi p if(Fy.≥ 60•ksi3O.0018,0.0020) Amin p=.0.0018 Minimum Steel Area Required: Amin.p•:= pmin:p' m.Wd Am• p= 1.366 in2 Check: Checkmin p if(Atp 2 Amin.p,"OK" ,"NO GOOD") Checkmin p= "OK e Amin.p Ratiomin.p:= CRationh p= 0.976 ' Atp DEVELOPMENT LENGTH Reinforcement Location Factor: Ay:. 1.0 [ACI 12.2.4] Coating Factor: [1 := 1.0 . [ACI 12.2:4] Lightweight Aggregate Concrete Factor: 7r:= 1.0 [AC! 12.2.4] Reinforcement Size Factor: yp if(sp ≤ 6,0.8,1.0) yp = 0.8 ; [ACI 12.2.4] Transverse Reinforcement Index: Ktr:= 0•in [ACI 122.4] d Maximum Spacing or Cover Dimension: cp := mini cc+ P,I/ spp cl• 25 in [ACI 12.2.4] 1 2 ��® Development Length: ld •= max 12•in,d . 3 • F3, a•i3 ; ld 12in P P 40 T. psi ,c + Ku.) I • P V c _mi [ACI 12.2.3, Eqn. 12-1] \ d P )) Acitar max(12.in,ldP if(red'=etex,1)) 1dp= 12 in [ACI 12.2.5] D Development Length Available: 1ap:= W — - lap= 12 in 2 Check: Checkdev p := if e, K" ,"NO GOOD") Checkdev p - 'OK'' 1 Ratiodev.p := 1_ Ratiodev.p',=.1 ap N:ISO1131181126666.ppg.xmcd 6 of 11 12/21/2009 6:12 PM PIER REINFORCEMENT Tie Quantity: nt:-: 13 . Gross Area: A :_ nD 2 A = 7.069 fr2 g 4 P B Tie Size:st; 4q Bar Quantity: n 1;� o —_ Tie Diameter: dt digs dt= 0.5 in t Bar Size: sc:_ j Tie Area: At:= areas At= 0.2in2 t Bar Diameter de:= diasc de= 0.875 in Tie Weight: wit w wtt= 0.668 lb s, ft Bar Area: Ae:= areas Ac= 0.6 in2 Tie Spacing: sp _ D+•E— T— cc— 5•in t n — 2 Bar Weight: wt := w wt = 2.044 lb— t t c Ss c ft spt=6.636in t Tie Spacing Factor: z: if(Z≤ 1,1,0.5) z= 0.5 Steel Area: Ate:= nc'Ac Ate= 10.2 m2 Total Quantity: ntc ns ntc= 17 Maximum Tie Spacing: spt.max min(z.16.de,z•48•d Hook Length: hooke:= 12•de hooks= 10.5 in . 90 degree hook [ACI 7.1.2] Bend Radius: bend := 3•de if se≤8 Spt.maz= 7 i9 7 Check:Che O if(spt.max≥ spt,"OK" ,"NO GOOD" 5.de if se> 11 c st L cktie= "OK" 4•ds otherwise Ov ngth: Lot H.in1 bends= 2.625 in ngth: Lt:= rz.(Dp— 2•cc— dt) + Lot Lt= 9.556 I do) Bar Length: Le (D+ E— 2•cc— 2•dp — de — be oke+ 2• bende+ 2 2 ) Le = 8.401 ft Bar Weight: Wit:= Ls•wte Wte= 17.2 C Tie Weight: Wtt= Lt:wtt Wtt= 6.41b Total Weight: Wtte:= ntc•Wte Wt = Total Weight: Writ nt'Wtt Wttt= 83.0 lb n.(tip — 'dt— de) Bar Spacing: sPc.ctr:= 1 n spc.ctr a � c sPo.c1 sPc.ctr— dc sPc.c1sCegatth MINIMUM REINFORCEMENT Minimum Steel Area Required: Amine if(Z≤ 1,0.5,1)•0.01•Ag Amin.c= 10.2 in2 [ACI 10.8.4 & 10.9.1] Maximum Steel Area Required: Amax c:= 0.08•Ag Amax.e= 81.4 in2 [ACI 10.9.1] Check: Checkn.c if(Ate≥Amin.c,"OK","NO GOOD") Checkmin.c "OK' ..' Atnin.c Ratiomin.c Ratiomin.c= 0.998'a Atc • N:ISO1131181126686.ppg.xmcd 7of 11 12/21/2009. 6:12 PM COMPRESSIVE STRENGTH Compressive Strength Reduction Factor: 4c;= 0.70 [ACI 9.3.2.2] Nominal Compressive Strength: Pn 0.85•(0.85•fe.Ag) Pit= 2941.7 kips [ACI 10.3.5.1, Eqn. 10-2] Factored Compression:Moment: Pn:= LF•C Pn= 43.0 kips Check: aMeampv;= if(4)c•Pn ≥Pu,"OK","NO GOOD") Checkcomp= "OK" Pu ZaligaDiMPI: lRafiocomp= 0.021 Ye'n REINFORCEMENT STRESS The stress within the rebar is found by finding the cross-sectional properties of a pipe with an equivalent area and diameter as the circle of vertical reinforcement. Diameter of Reinforcement Circle: de Dp— 2•cc — 2.dt— dc de= 28.125 in Equivalent Pipe Thickness: te:= 2•Atc to= 0.231 in 7t•de t Equivalent Outer Diameter: ODe:= de+ e Ole 28.24 in 2 0 44 te Equivalent Inner Diameter: IDe:= de— 2 texttSS, De= 28.01 in rr Check: Checkmath if[4•(ODs- IDe2) = Atc,"OK" ' D"1 Checkmath= "OK" 0 rz 4 ODe — ]D 4 3 Equivalent Section Modulus: SM:_ — SM=71.4in 32 OD U Reinforcement Stress: ft + S TEA) ft= 0.3 ksi Atc Allowable Stress: Ft:t t- y Ft= 36 ksi Check: Checkpier if(Ft≥ ft,"OK" ,"NO GOOD") (Checkpier= "01C tt Ratiopier f Ratio Pier— 9.041 * 10 3 Ft N:ISO1131181126686.ppg.xmcd 8'of 11 12/21/2009 6:12 PM COMPRESSIVE DEVELOPMENT LENGTH Basic Development Length: Idb.cc max 8•in,0.02•de• f�Ypsi3O.0003•de. Idb.cc= 16.602ir{ACl12.32] • Development Length: Id.cc:= max(8•in,ldbxe•if(st= 4 A spt≤44n,0.75,1)) Id.cc= 16.602 in [ACI 12.3.3.2] := max(8•in,ld.ce•Ratiopier) ld.cc- 8in [ACI 12.3.3.1] (Because the rebar stresses are so low, reduce the required development length for excess reinforcement regardless of what is chosen on the first page.) Development Length Available: Ia.ccl := D+ E— T— cc la.ccl = 78 in la.cc2 T— cc Ia.cc2= 12 in Check: Checkdev.ccl 'f Oa.cci Z Id.cc'"OK" ,'NO GOOD") Checkdev.cet "OK" Id.cc Ratiodev.cc1 := l Ratiodev.ccl = 0.103 a.ccl Check: Checkdev.cc2 if(1a.cc2 Id.cc'"OK",'NO GOOD") Checkdev;cc2'- "OK" ld eo Ratiodev.ec2 I a Ratiodev.cc2 -0.667 a.cc2 S trtvirtof flAwra qc <zip N:ISO1131 1811 2 6 6 8 6.ppg.xmcd 9 of 11 - 12/21/2009 6:12 PM DESIGN SUMMARY FOUNDATION DIMENSIONS MATERIAL SPECIFICATIONS CHECKS Tower Height: H= 250 ft Concrete Strength: Pc= 4000 psi Checkeomp= "OK" Pier Extension: E= 0.5 ft Concrete Weight: Yconc= 150 pcf Checklaterai= "OK" Depth: D= 7.5 ft Rebar Yield Strength fy= 60 ksi Checkshear.l = "OK" Pad Width: W= 5.5 ft Checkshear.2= "OK" Pad Thickness: T= 1.25 ft Checkyield= "OK" Pier Diameter: DP= 3 ft Checkflex= "OK" Clear Cover: cc= 3 in Checkmin p= "OK" Volume: Vconc = 3.2yd3 Checkdev.p= "OK" Checktie= "OK" PAD REINFORCEMENT Checkmin c= "OK" Quantity: np = 7 per layer per direction Check = "OK" comp ntp= 14 total per pad Check = "OK" pier Size: sp =4 Checkdev.cei = "OK" Length: Lp =5 ft LP = 60 in o 44Checkdev.cc2= "OK" Weight: Wtp= 3.3 lb per bar Wttp= 471b per pad PIER REINFORCEMENT TIE REINFt"�t.EMENT Quantity: lie.= 17 per column Quantil<4%v.= 13 per column Size: s = 7 Si st=4 Length: Le= 8.401 ft Lc= 100.81 in the Lt= 9.556 ft Lt= 114.68 in Weight: Wtc= 17.2 lb per bar eight: Wtt= 6.4 lb per tie Wtte= 292 lb per co =4,. Wt ttt= 83lb per column Hook Length: hookc= 10.5 in Overlap Length: Lo.t= 22in Bend Radius: bends= 2.625 in '^OMPACTION NOTE: _oose Lift Thickness: LL:= 12.in Percent Compaction: gpch: 973, ASTM Standard: ASTM:= "D698" Optimum Moisture Content Tolerance OMC 2 f3 "omc. 2°/, ADDITIONAL FOUNDATION NOTES: 1. N:1SO113 1 18112 6 68 6.ppg.xmcd 10 0111 12/21/2009. 6:12 PM q cal titer V N:ISOI131181126686.ppg.xmcd 11 of 11 12/21/2009. 6:12.PM DEADMAN ANCHOR FOUNDATION NELLO CORPORATION Template:= "DeadmanAnchor.mcd" 211 W.Washington Street Version:= 2.1 Suite2000 South Bend,IN 46601 574-288-3632(voice). 6 PROJECT DATA 574-288-5860(tax)' ales` rder [8013,1'1'8" IProjeett ImitaraZI de oshen� II Wfnd' P[olectSitet18onnevilleColp �(Nnei jNGX11`8pX¢250' Client �DNVfdlaalTEnergv e0nEeptSi DESIGN CODES AND STANDARDS • ANSI/TIA/EIA-222-F, "TIA/EIA Standard - FOUNDATION DESIGN REACTIONS Structural Standards for Steel Antenna Towers gverdesign Factor: a t= 1:00 and Antenna Supporting Structures," 1996. • ACI 318-99, "Building Code Requirements for Uplift: lU: 11.768•kip IU= 11.8'kips Structural Concrete," 1999. Shear: Ira:_ 15.823-kips- {S= 15,8kip SITE &GEOTECHNICAL DATA Soil Parameters: Design based on soil report dated 10/2009 by Barr E jng Company, PNs- Goshen ll Wind Project. - Soil Unit Weight: Ly :7_0.100.1(4 *Soil unit weir, t d be re-defined later if groundwater level is above th1Ft.of the foundation Angle of Internal Friction: Lc.- 0-deg � Cohesion: Passive Pressure Coefficient: 5:= tanl k + 45-deg iCkb = 1.00 \2 Seismic Zone: Seismic:= 'D'i ( Z:= 1 if Seismic= "A" Base Friction Coefficient: FA—:17074, F ) 1 if Seismic= "B" Skin Friction Factor: K:71. °4 iNit) L 2 if Seismic= "C" Depth Neglected: Dn:--4• 3 if Seismic= "D" 3 if Seismic= "E" Depth of Water: Dw := GO'ft 4 if Seismic= "F" 'Error" otherwise Z= 3 MATERIAL SPECIFICATIONS Concrete Compressive Strength: fe 4000-psi, Clear Cover: cc:= 3-in Unit Weight: y := 0.150•kcf 'Concrete unit weight will be re-defined later if groundwater conc 9 level is above the depth of the foundation Rebar Yield Strength F := 60-ksi Elastic Modulus: E 29000•ksi N:ISO1131181126686.da.xmcd 1 of 9 12/21/2009 6:14 PM DIMENSIONS Tower Height lagcXSAA Depth: 0,7105-5,:..q Thickness: -ul�i5f, Width: R Length: 3. Soil Unit Weight Re-defined: := if[D>Ow'�y - 62.4•pcf�,y] y= 100 pcf Concrete Unit Weight Re-defined: if[D>DK;(Yconc 62:4•pcf ,Yconc] Yconc 150pcf UPLIFT CAPACITY Concrete Volume: Vconc WL•T Vconc= 58.5ft3 Vconc= 2.2yd3 Concrete Weight: Wtconc Yconc'Vconc Wtconc = 9kips Soil Cone Volume: Hsoil•= D- T Hsoi1= 4 ft Wbot W Wbot= 3 ft Wtop Wbot+ 2•Hsoil.tan(4) Wtop tc3t20 Lbot= Lka ft Ltop Lbot+ 2•Hsoil'tanG0 ® p = 13 ft Hsoil ri Vsoil.cone :- 6 •[(Wbot*Lbot 410''bot+ Wtop)•(Lbot+ Ltop)] + (Wtop.Ltop)] 3 3 Vsoil.cone= 156 ft Vsoil.cone= 5.8 yd Soil Cone Weight: Wtsoil.cone Y'Vsoi a Wtsoil.cone = 16 kips 2 Skin Friction: SF S.y D -(2 + •L) SF= Okips 2 Clay Friction: CF:= (c.0.5)•(2WT+ 2L•T) CF=36kips CF SF Wtsoil.cone Wtconc Uplift Capacity: Uall.l —'+ — + + Uall.l = 33 kips 2 2.0 2.0 1.25 • CF SF Wtsoil.cone Wtconc Ua11.2 • — + — + + Ua11.2= 4o kips 1.5 1.5 1.5 1.5 Uall:= min(Uall.1'Uall.2) Tian-33 kips Check: Cheek_ if Nall≥U,"OK","NO GOOD") Cbeckuplift= "OK" U Ratrouplift Ratiouplift 0.359 Uall N:1SOI131181126686.da:xmcd 2 of 9 12/21/2009 6:14 PM LATERAL CAPACITY Passive Pressure Ultimate Passive Pressure: ppn:= Kp•y•Dn + 2•c•Fp Ppn= 3 ksf Ppt Kp:y.(D— T) + 2•cFp Ppt= 3 ksf Pptn:= if(Dn<D— T,Ppb Ppn) Pptn= 3 ksf Ppb:= Kp•yD+ 2•c•IrCp Ppb= 4 ksf Pp:= mean(Pptn,Ppb) Pp = 3 ksf Effective,Pad Thickness: Te:= if(Dn<D— T,T,D— Dn) Te= 2 ft Effective Pad Area: Ae:= L•Te Ae= 20 ft2 Factor of Safety: FSpp:= 2.0 FSpp= 2.00 Pp•Ae Lateral Capacity: Sa1Lpp P Sall.pp= 33.9 kips FS pp Base Friction Soil Weight above Anchor: Wtsoil:= y-WL•(D— T) 5.6 kips Factor of Safety: FSµ 2.0 µ = 2.00 µ ++ Wtcone— U) Allow. Friction Resistance: Salt:µ := ma 0-kips — Sall.µ = 2.521 kips FSµ Total ce?) Lateral Capacity: Sall SallR I1.µ Sa11= 36.403 kips Check: Cheecklateral: Ara S,"OK" ,"NO GOOD") Checklaternl= "OK". S Ratioiateral:= �Rati0lateral=0.435; Sall N:ISO1131181126686.daxmcd 3 of 9 12/21/2009 6:14 PM CONCRETE STRENGTH CAPACITY Load Factor LF ma 1.3,min� 1.7,1.3+ H— 700•ft •(13- 1.3) LF= 1 L 1200•ft- 700.ft CONCRETE SHEAR CAPACITY Shear Strength Reduction Factor: is 0.85 [ACI 9.3.2.3] Effective Shear Depth: d:= T— cc— 0.5•in d= 15 in ONE-WAY SHEAR Effective Shear Width: bµ,:= W bN,= 3 ft Factored Shear Force: v 1 LF-U Vui = 8 kips 2 F Nominal Shear Strength from Concrete: Vc1 = 2• •bw d•psi Vc1 = 66 kips psi Nominal Shear Strength from Reinforcement: Vs1 0•kips Nominal Shear Strength: Vnl := Vci + Vs1 VIII = 66kips [A.1.1, Eqn. 11-2] Check: Checkshear.1 if(�s Vn1 ≥Vu1,"OK" "NO GOQT�'A1I!&Ckshear.l = °OK e Ratioshear.1 Vul Rate°sbear.1 = 0.136rc Ts Vn1 atiVe te9triC N:ISO1131181126686.da,xmcd 4 of 9 "12/21/2009. 6:14 PM UPLIFT REINFORCEMENT Bar Quantity: nu Wit. including the bar in the front being used for lateral loads Bar Size: su 44 Bar Diameter: du:= dia du= 1 in su . Bar Area: Au area Au= 0 in2 su ]b Bar Weight wtu:= w mu= 1 su ft Steel Area: Atu:= nu Au Atu= 1 in2 'per layer per direction Bar Length: Lu:= L—,2•cc Lu= 13 ft . Bar Weight: Wtu.:= Lu•wtu Wtu= 8.41b , W- 2•cc— du t Bar Spacing: spu.ctr:= spu.cu n '=:9.833 in u— 1 spu.cl:= spu.ctr— du spu:c1=`9.333 in FLEXURAL STRENGTH Flexural Strength Reduction Factor: ,:],f:= 0.90 [ACI 9.3.2.1] e� Effective Flexural Depth: V. Qa=CAI= try df= 1 i pte Effective Flexural Width: b := W = AfU Fy Depth of Compressive Zone: a:= = 0 in 0.85•fc-b oo Nominal Flexural Strength: Mn:= Atu•Fy a Mn= 56ft•kips 2J Pc— 4000-psi)) Concrete Strength Factor: p1 := ' t,n.. ,max 0.65,0.85 - 0.05• p1 = 1 [ACI 10.2.7.3] 1000•psi b Check: Checkyield.0:a if a ≤ p 1. 87:ksi }"OK" ,"NO GOOD-SteelNotYieldin " Gfieckieldu=[ (87 + F Factored Moment: Mu:= LF•III, . Mu= 25 ft-kips 8 Check: Checkflexu:= if(+fMu≥Mu,"OK" ;'NO GOOD") Cheeknex u ,"OK". M Ran°flex.0:= Ratioflex u 0.491/ $gMn N:ISOI131181126686.da:xmcd 5 of 9 12/21/2009. 6:14 PM SHEAR REINFORCEMENT Bar Quantity: including the bar in the top being used for uplift loads Bar Size: ss:= sl ss= 4 Bar Diameter: ds:= dia ds l = 1 in s Bar Area: As:== areas As= 0 in2 s Bar Weight wt_:= w wt = 1 16 gs s ft Steel Area: Ats:= ns'As Ats= 0 in2 per layer per direction Bar Length: Ls= L— 2•cc Ls= 13 ft Bar Weight: Wts:= LS wt5 Wts= 8.4 lb T— 2•cc— ds Bar Spacing: co -r n — 1 sps.etr '11.511 s sps.cl sps.etr— ds Sps:cl FLEXURAL STRENGTH Flexural Strength Reduction Factor: gc 0.90 '' [ACI 9.3.2.1] ;V- 4 Effective Flexural Depth: Ti=a=cial5=0),Nti df= 3.ii ige Effective Flexural Width: T = -AftiDepth of Compressive Zone: :_ Fy CoRk 1 in 0.85-fc•b Nominal Flexural Strength: ;= Ats'Fy. a) Mn= 64ft•kips 2 re — 4000 psi' Concrete Strength Factor: :_ , ' max 0.65,0.85 - 0.05 pi = 1 [ACI 10.2.7.3] r 1000-psi )) Check: Checkyields'= 'f Ld R 1'[87bi+ F• ,"OK","NO GOOD-Steel Not Yielding"1 Cteckyields=y) , Factored Moment: 4:= LF.S—L M u= 33 ft-kips 8 Check: Checkflax.s:= if(QfMn ≥Mu,"OK" ,"NO GOOD") Checkflexs "OK"'` t M Ratioflex.s:_ Rationexs='0.583 Of Mn N:ISO113118112 6 6 8 6.da.xmcd 6 of 9 12/21/2009 6:14 PM TIE REINFORCEMENT Tie Quantity: gifj139 Tie Size: gkt4 Tie Diameter: dt:= dia dt= 1 in st Tie Area: At:= area At= 0 in2 st lb Tie Weight wtt:= w wtt= 1 st ft L— lac— d Tie Spacing: spt := t spt._ 393e4 n4 nt— 1 Tie Spacing Factor: z:= if(Z≤ 1,1,0.5) z= 1 'z.16-dull z,48•dt Maximum Tie Spacing: spt.max:= m' z•W spt.max=:;4!1!1 \ 18•iti )) e 440 Check Checktie:= if(spt max≥spt,"OK" ,"NO GOOD") Chec R'! K". Hook Length: hook[ 6•dt hookt= 3 in 135 de T >3ok [ACI 7.1.3] V Bend Radius: bends:= 3.dt if su ≤8 dt= 1 in [ACI 7.2] 5•dt if sa> 14 - 4.dt oth*. [(i. r dTie Length: Lt:= 2•T+ 2-W- 4•(2•cc+ .dt+ 2•bendt) + 1 + 2.3).2. bends+ —f1 + 2•hookt Lt= 8ft 4 8 l 2� Tie Weight: Wtt:= Lt.wtt Wtt= 5.0 lb Total Weight: Wttt:='nt•Wtt Wttt= 196.51b N:ISO1131181126686.da.xmcd 7of9 -12/21/2009 6:14 PM DESIGN SUMMARY FOUNDATION DIMENSIONS MATERIAL SPECIFICATIONS CHECKS Tower Height: H= 250 ft Concrete Strength: Pc= 4000 psi Checkuplift= "OK" Depth: D= 5.5 ft Concrete Weight: ?cone= 150 pcf Check lateral= "OK" Width: W= 3 ft Rebar Yield Strength Py= 60ksi Check yield.0= "OK" Thickness: T= 1.5 ft Check = "OK" flek.0 Length: L= 13 ft Checkyield.s= "OK" Clear Cover: cc = 3 in Checkftexs= "OK" Volume: V = 2.2yd3 per anchor Checktie= "OK" 3•Vconc = 6.5yd3 total ANCHOR STEEL INSTALLATION ANGLE LONGITUDINAL REINFORCEMENT U 0 := atan — Quantity: nu= 4 in top layer(including front corner) S) ns= 2 in front layer(including top and bottom corner) 0 = 36.6 deg Anchor Part#: rAnchoi:PN 106075 nu+ ns= 6 total per block t1 3-(nu+ ns) = 18 total for 3 blocks Ember eae Part# : EmbedmentPN:= 10501( Size: sul= 4 CHECK ANc 41 ABOVE FOUNDATION Length: Lu= 12.5 ft La = 150 in Length r or: La= 1211 Weight: Wtu= 8.416 perbarper anchor L 'ter i °xposed: L = L •sin(0) — D Le= 2 ft (nu+ nay Wit,= 501b g e a CI TIE REINFORCEMENT OPC'neeckkanchor if(1.ft<Le <4•ft,"OK","NO GOOD") Quantity: nt= 39 per anchor ''.._ Y Checkanehor`' "OK" 3•nt= 117 total for 3 blocks '> CHECK ANCHOR STRENGTH Size: st= 4 ; T U S Requred Strength: Pa:= Pa= 20 kips Bend Radius: ben;= 1 in sin(0) Anchor Capacity: Pc= 45 kips Hook Length: hooka=3 in Length: Lt= 7.54 ft L = 90.49 in CheckAnchCap:= if(Pc> Pa,"OK","NO GOOD") t Weight: wtt= 5.016 per tie CheckAnchCap—'"OK" Wtn= 19616 per anchor ^OMPACTION NOTE: _oose Lift Thickness: LL:= 12•in Percent Compaction: [pet:=97°l ASTM Standard: ASTM:= "D698" Optimum Moisture Content Tolerance: OMC ;,2% omc 2a 1 ADDITIONAL FOUNDATION NOTES: 1. N:ISO1131 18112 6 6 8 6.da.xmcd 8 of 9 12/21/2009 6:14 PM ono tl 941/4 tire N:ISOI13118V26686.da.xmcd 9019 12/21/2009 6:14 PM e esss s QS9 Guyed Tower Section Data . L+ Bottom Top Face Diagonal Diagonal Snit motion Section Leg Leg Evil c, Section Elevation Elevation PISS Widtil Leg Type Leg Size tin) Part Weight Bolt Diarneter • Number {fl) ({t} (In) Type Size QM Number (IDS Qty. qin) Lenalh 250' — in 13 240 250 NGZ 16 P e 1.5x.145 Solid Round 5Th 126655 230 12 3/4 2 3/4 240 — • 12 220 240 NGZ 18 Pipe 1.5x.145 Solid Round 5/8 126864 41O 12 3/4 2 3/4 11 20O 220 NGZ 18 Pipe 1.5x.148 Solid Round 5/8 --_ 112980 400 12 3/4 2 314 10 180 21)0 NGZ 18 " Pipe 1.5x.145 Solid Round 5/8 128853 410 12 3/4 2 314 "-NJ — 9 160 180 NGZ 18 p d 1.5x.145 Solid Round 1/2 1.26852 390 12 3/4 2 314 8 140 100 NGZ 16 PiPe 1.5x.145 Solid Roue. 5/8 126653 410 12 3/4 2 314 7 120 140 _ NGZ 16 Pipe 1.5x.145 Solid Round 5/8 112980 400 12 314 2 314 I 6 100 120 N.IGZ 10 Pipe 1.5x.145 Solid Round 1/2 126852 390 12 3/4 2 304 200 - 5 80 100 Mr 18 _Pipe 1.5x.145 Solid Rou 51'8 . 126853 410 12 T4 2 3(4 4 60 so NOZ 18 Pipe 1.5x.145 Solid Rt ,. 1/2 126852 380 12 314 2 314 3 40 60 K'GZ — 18 Pipe 1.5x.145 Solid Rc 'r 126853 I 410 12 314 2 314 2 20 0 KGZ 18 ripe 1.5x.145 Sod` o-'. 112 126852 390 12 314 2 314 18C - 1 0 20 NGZ 10 pipe 1.5x.1413 5/8 126851 390 0 0 0 illic 14c' - VC.' iestolcee — 12:1 — col". • 1r]0'- ikeiGi' 0NALE,,, , 86'- ^L5TE 10 del 4 13 Becton part mote- is stamped on the BOTTOM footpad MA . • 66 - d'imor,: i cppnsite the climbing lace. • One loekwasher and one plain rut per bolt_ See Guyed 01 r. OF ' Tower Section Data table 1'i-srnurnber of fulls per section !c 46Y- NGZ Leg Connection Detail DEC 2 2 2DD2 Tower Reactions TILL: 8 ENV Glob a Energy Via- Base Compression: 38.1 kips Crntcds MI ELLO Base Shear; 0.3 kips NZ 1F1 x 250' CORPORATION Anchor Uplift 1 1,8 kips 211 w.vraerlN1J1 sr., IT— 1 Anchor Shear 15.8 lips • Goshen II Wind Project I Site sul ne. 1, Btxlr ieville Ce., ID Scum send,IN 46tA1-1701, (kit 1574)$&3632 COPYRIGHT NOTICF: DRAWN or OF Pa' 1574) l-WO - — T I hill drawing 181hu pr[rp(alr of -. - a REV BY U.Z TL ::t y Ro- Aura HMO Inc It Gs not Cc Sr repo:glutei, etro Fnc MK Oltra.DATE' 12`121, 009 DWG NO: 128685 • wow crtacedcur% t..o,or�, ti n Pal ENS.APP- UJ DWG.PROM v2.05 SKEET: 1 or 5 yay;pi,�rwriNtr. cx�iNlt. Guy Cable and Hardware Data Cut —Cut Cut Lug Hole End Cul E,oration Cable Cable TurnbucklePN Diameter Turnbuckle Shedd° Thimble Deadenc SleeveLath, Length, Length. Length, (ft) Size (In) Type On) Size (in) Size (in) Size (In) Grip (in) t.in, Amstar Anchor Anchor Tow („Ft) A(t1) B (ft) C{ft) _ 244 318 EI-IS 104866 1 1116 518 5/8 -7/16 ' 318 3/8 341 342 335 1018 190 5/16 EI-IS 104865 1 1/16 518 6/8 7116 5116 6/16 301 302 296 699 II 150 &116 r EHS 10406$ 1 1116 58 5/8 7/16 5/16 51116 273 -273 268 814 90 114 EHS 104885 1 1/18 518 - 518 318 114 1/4 239 238 236 714 54 114 EHS 104885 1 1/18 518 5/8 318 114 114 224 224 222 670 There are 3 guy cables par level. The cut length is the lhee etical chard length plus 8%. • 444° ICS —GableCipsolcri;'. End Clip 0-94ID . Dear3end Grip • es Shackle I. • Thimble: c .. csogA RE Thimble ,� . `r_' 10459 .., Nk. 1 SEW a0 DEC 22 2003 c-Cc b[e J \ TITLE! + 1 f c � LINV Gleba Energy C:nnnAr is N L L �� NGz 18 x250' CORPORATION ifl W.Washigg`.an$L, ne .. 1 OA:-.l ns..:...J i 1514° ti9Uy n l'uware L1etdil. +Oily I"I�IIUYVLil11 Li tt1lI. ,ThsbetennYrKRArILIMAr .Htes r.wu 1. lonneVille Co-, ID $oca Ben IN 4eeet-17.35 Tower Termination Anchor Termination — Rey(574:08-3532 COPYRIGHT HOME; DRAWN BY: OF Fa:{574 TRA-WC This draw:rig it the properly Of ,-----+. rev Ere DATE DESCRIPTION Hello Inc. u;a rot to be reprcdetted. C1 ICCl<E0: AJK ORIG.tw i b: 12/210309 DWG NG: 126&.5 copied or ir#ioeo in wt S or in put withcuui our mitten comsat. ENC.ARP: Dii C''NG. PPo00: v2.05 SHEET: 2 4}r 5 Guy Carla Mins Tension at Various Temperatures (Ho) MaximumGuy Anchor Reactions Anchor Guy Elevation'i Uplift Shear EIitrvation 00 on 0 deg F 20 deg F 40 dog F 430 deg F ; 80 deg F 100 deg F 120 deg F i ldiu {ftJ Location %-ha age (lops) (kips) r 240 A 2210 1980 1760 1540 133D 1140 980 200 A 4.19 11.7 16.8 240 B 2210 1980 1760 1540 1330 1140 960 200 B -5A8 11 .8 15.8 240 C 2210 19801 1760 1540 1330 1140 960 200 C i 252 11 2 15.8 190 A . 1620 1450 1280 1120 970 820 ' 700 190 B ' 1620 1450 1280 - 1120 970 I 820 100 100 C 1620 1450 1280 1120 970 820 700 150 A 1620 1450 1280 1120 670 830 I 700 150 B 1520 1450 1280 1120 970 830 700 150 C 1620 1450 1280 1120 970 830 700 Ho A 960 660 760 670 570 490 420 90 B 960 860 760 61'0—- 570 ---490 420 - • 90 i C 960 860 760 670 570 I 490 420 N 50 A 980 860 760 670 570 490 420 50 B 960 Fin] 760 670 570 490 420 , • 4° 50 C 960 860 760 670 570 490 420 C CS - • 4:14ZICIZIPS te1811,94, '- fi 10459 441.wei co) „.... ..... DEC 2 2 2009 E DIN Global Energy o0 pts NELLO B hfC2 18 x 250' CORPORATION 211 W.WyUtitiOn .. Goshen H Wind Project 18ite !bile 20OC 1 Bonneville Cc . ID South Bend.IN46601-J7c:=. -Jr - Eau.(S74)3�r-982? CCPYF SHT NU110E,', DRAWN er OF I Fat k574',20a-ais The diagonals me prtr ty id . PLV & DATE DESCRIPTION IVe1141n�itisnntra139reprrtltmed, c CITED: AJI4 GR10- Q4TE: 12/21/21)09 f'13NG 12606b - - - - =pled crlraz7d it1mut ix in rant - - _ - wl8tautourar68enoatiRts,I_ ENG.APP De Deis.MOO: v2.05 SH-_T :i :1F 5 Antenna Loading Feedline Loading Height Qty. Description Height Qty. IDescription 250' 1 4' Lightning Rod - 0' -.2-60' 1 [1" Conduit - -- 250' 1 Beacon (12"x 36") 0'-250' B jLDF2-50A(343 FOAM) _ . 250' 1 Goal Post-12'w,) 2 Deviras 250' 1 12' hkirbourn w 3 devices {S.6' hor 1-3 vatarrn) 250' 1 Wind Vane T le• 41814 — A. J. Mil ISIIIS licsIS:4,11 Sell SsVO AL fit ' ta liqiillir et . 04 stj, �4 + �I it OFF `) DEC 22 2009 IIITl'IV l DtdV Global Energy 8) C.nepts NI E1LtL.0 NGZ 18 x250' CORPORATION' 211 vv.wash n 00n$1.. Go hea II Wind Project/ Site sv to 2000 1, ©Onnevllle Co., ID *OA Dort, HS 4-X01.1705 exi oThrsa.it3p, cOPYRZI%7 vor1Ct: DRAWN BY: OF Fax..(Vd128e.58N0 - This drawing it to F?Cperty of It: (3Y DATE DESK:MKION Minn Inc. II I6 not to be reprad.med, , CHECKED: AJK 'CR!v.DATC: 1212112000 ow NO. 126685 -- r npini or u&aed in'd tICi8 C 1n pal %meatotin mitten toren. Fria,Ann: nor nme.PtOG: v2.05 SHEET CF 5 Tower Notes: . Tower Is designed per TIAIEIA-2222-F, "Structural Standards for Steel Antenna Towers and Antenna Supporting Structures; for the folk:wing to&ingg conditions. • 75 mph fastest-mile basic wind speed with no ice 75 mph fastest-mile basic wind speed with 1/2 inch radial ice with a 25% reduction in wind loading 2. Tower design loading is assumed to be based on site-specific data and must be verified by others prior to Installation. 3. Tower design includes the antennas, dishes, andiorlines listed in the appurtenance loading tables on sheet 4, 4. Towel mentor design doe$not include stresses due to erection since erection equipment and procedures are unknown, Tower ir:stallatlon shell he performed by caoahtpeterlt sod qualified erectors In accordance with TIAIEIA-222-'F and OSHA standards and all applicable building codes 5. Field connections shall be bolted- No field welds shall be allowed unless otherwise noted. 6. Structural bolts shall conform to ASTM A325, except for 112 inch diameter and smaller bolts,which s ati oonf:Im to ASTM A449 nr SAE J429 Grade 5. 7. Structure, steel and comedian bolts shat be galvanized after fabrication in accordance with TIA/EIA-222-F. 8. AP high strength bolts shall be tightened to a."snug tight" condition as defined in the November 13, 1985,ALSO "Spectfleation for Structural Joints Using ASTM A32 A494 Bolts." 9. Tower shall be marked and lighted In conformance with local building axles, FM regulations, and TINEIA-222-F. 10. Tower that' ha grounded in conformance with local building codes anc TlA1EIA-222-F. 11. Allowable tolerance on es-bulittower steel height Is plus at% or minus 1/2%. 4e4 12. Maintenance and inspection shall be performed over the Pie of the structure in accordance with TIA!EtA-222-F. 13. Materiel specifications: 14. Guy agile segment's should be out 8% longer then theoretical chard lengths. 15. Guy anchor location and elevations are based on customer supplied spreadsheet. 16. Concrete contractor stall be responsible for properly aligning anchor bolts and materials before and after placing concrete, regardless r anchor bolt template is provided. • csoiskE t$TEft f tie -- 10459 i.^^t ti i-ftbrit 4 OF 1ti Fez DEC 3 2 2009 • TITL.c, DINA./Glcbal Energy r":rjn its NELLI ra.� 1 A x 250 CORPORATION • • 211AUYtialnr$a 9L. (Jaslhen II Wind Project;Sits Stitt,20LC6 1. I3orLnnuiia Co., ID South Band, IN 4Ii0G1.1 W5 ac I:(ST&rdofa632 GQQYRFGN'_NQTICEc 1IRAWN sv: nF Fir(fitliE lS.M&I Ti-s drawing is Num properly of - R V l BY I DATE I UESii'11ON Nenc sC kisnat.°Uaraproduced, CHECKED. MK ORIG.r4TF 12/21/2009 DWG No: 126685 coped or:razed In whits or in part e y.in ..111 raninnOnadanr. ENG.APP: ©JI OWN. PRQG: v2 45 sF1ELT: 5 IY 5 r Je' 1/4C S. 4%,1 n� ceC6‘ I— _ - -r- ` i II I RI a I I _ ptate '_ 'r ase l PiN 1(14714 I'' 1 a', i 5".-5" r � ' - { F --0.76"Oa_ x 43"ASTM Fl 5.4 grade 105 ,--' anchor boll and hardware �r w -� i ` r - PIN 103342 2'-E 1,2'• L J, f s 3 nal. Pack with non-shrirlfk, 3" i cement type grout with4) Har Cover 2 v 1 a minimum compressive Ty- .1 strength of 5000 psi. 4 r rr -5" • Grout must achlev #7 reinforcing bars, PLAN VIEW minimum strength prior �1 1L ' - 104.81" long bent with to erecting 7fllt�fl�' I7`7�t/lT 2.625" bend radius and . 41411111-44= II II I - 1 10.50" long 90 degree standard hook, — -017 --3 ' Via. - II r 1 1 lttotalspaced around Inside of ties,rE Clear Cover + - �,. I it _—/tot reinforcing Ties h,. (T)p ) m ri pll^tc --. , ill.: __hi 114.611" tong bent into f .a�= - Idd 111 24 '�Il if 30.00r outer diarnetercircle with 22.00" overlap, GRADT____ r-t pr tir 7 ll III II I I II top 2 spaced at 5• with the t ; m rt r ITT remainder spaced squat yto top of pad, t I II II III 13 fetal. 1 II III 1 LL egiii° III ILLJUL I II II II II IIII .. II . as ass..l# #k.®iW61� #4 reinforcing biiS, III II 11 II II II 1111 00.0 long each. iii-�IW I III r equally spaced, ► l `L III II . II IC II I III[ 71,43* ill Ill I1I"IIIt 7 per direction, y,5Ti:p S illI iftt69 14 total. III U II 1I II liii ` ` '0 Chill-ft `I #H -I{— H itil`Itil1C`It1flt ILL lLILL LULL 1u459 41% Ili tIlli lftt II? II II II II II ULL. I), I I G,' I I I I II '�rit ' nc fiJ LlF 1 . lL_ i -fir - -- I - - 1. 3• ANCHOR STEEL DETAIL [�t+IV Global Energy (I Clear Cover Concepts N E I .L 0 (TYA') NGZ le X297 Foundation CORPORATION) GUYED TOWER BASE FOUNDATION Goshen II )114x.Was1'alyttnn 3t• Wind Project, Site aile213CC (CONCRETE VOLUME: 3.2 CU. YD.) - _ y 1, Sanrevllle C©�, IQ "�, �N WOW QQPYRrrC:-(T NCIrtCF. DRAWN SY: OF FBA:(574J2 5BBC This *Thing Is Ito roaurty nr - - ,R=V EY EY 9A.'E DESCRIPTION toe a Inc. It le not lo bereproduaad, r..HErnrt FIRS I ORIG.Ern 12/22/2009 DWG NO: 126686 cc vied co tr!cad In wMe+nr ki µgirt I - without 4urbwittuhWant EMe.APP: WI DWG.PRIM v2.1 SHEET: 1 OF 3 Anchor Angle Hartz. Vert. A 36.5 deg 9'-71511r 2'-51311fi" B 38.6 deg 91.713J16- 2'-8" C 36.3 deg 9'-9518- Z-3 5/16" See guy radius - listed in Maximum - + Guy Anchor Raactians table Horizontal - f!Utaximum Guy AncFtarReaC Reactions for distance to tenter of tower. eta 13uy Radius Anchor Eleva®on (ft) Location Change (ft) I, Upit (kips) Shear (kips) 20D A -4.19 11./ 15.8 200 B. -8.18 11.8 15.8 200 C 2.52 11.2 15.8 #4 reinfoircng bars, Guy anchor PfN 106075. 150.04" long each, Anchor shall pass through ce tier tit equally spaced, deadmen and rest on the rebar yes. 4 In top layer, 4in bottom layer, tin front layer 411' ° (including top and bottom corners), Vert. 17-6" 8 total per block, � GRACIE r ! 24 fatal per tower. N. ilifiA41441 #d reinforcing II 90.49" long0' 6 Ar gie 12.00" hig " de sage with it 1.0(1" bend 'us a . 3.00" long 135 4 1 f M degre oflom back comer. i A aqua I I I rt tfitttl"r -m-tttttrrrm i I I-I-I-I-Ua-I 14 -U i- 11 LL Ll LI-I ' i-I I --as A els__set 3" Clear Cover SIDE VIEW Typ• • a t3cO" N.,..„.._ 04CZ1 . BACK VIEW asoliAL Five . tHOSTE?,9 r7 till. a. If> 1 N 10459 ti � I 4 CF ll‘ I I J. IBC 2 2 2Q09 I �—s==— , GUYED TOWER DEADMAN ANCHOR (CONCRETE VOLUME. TII LE. I I Divl+Oloball Eno .l. .� �. . REatAhGHOR Cuncel INELL0, 3,. 26.6 Tu.. 'Mt. PER T!ER) Clear Cover h.t3P 1B�C250' Foundation CORPORATION 211 W.WesNhgton SL, Ty�p I3ostiol II Wind Project, Site Suite 2C00 • 1 . f'nie, la Cr., ID aeM,IN4a 1-lms Bus:4574''8&3932 COPYRIGHT NU I ICE: DRAWN 8Y: cF Fax:16rtpIB3-&$SS This efsUY'AU ilti Me proeriy of -Hi-TV E'-'t" .:A.I E CESURIFTIUN Net Inc U.Is milk,Ca reproduced, CHECt io': RRa uH a [ATE: 1212212009 DWG MO: 126666 • cociad or bawd in whole Of in part - - -. v•itlioul our or Neh comsat ENG.APR: 0JI 1 DWG.FROG: v2.1 SHFFT. 2 OF S Faundabon Notes: 1. This foundation has been designed for the following tower reactions. Base Down Load: 33.1 (tips Base Shea' Load: 0.3 Idps . Anchor Uplift 114 kips Anchor Shear: 15.8 kips • • 2. Foundation design is based on soil report dated 10/2009 by Barr Engineering Company, PN: Goshen II Wind Project. 3. A field Inspection shall be pet formed in order to verify hat the actual site soil parameters meet or exceed the assumed soil parameters and that the depth of standard foundations are adequate based • on the frost penetration and groundwater depth. Local frost depth must be no deeper than the bottom of the base foundation. 4. Reinforcement shall bedeformed and conform to the requirements of ASTtu1 X4815 Grade 80 unless otherwise noted. Splices in reinforcement shall not be allowed unless otherwise indicated. 5. Welding Is prohibited on reinforcing steel and anchorage. • 41° 8. Siructual backfill must be compacted in 12" loose lifts to a 97% of maximum dry density at IIIICIIIIIIIIiiiiiiiipp optimum moisture content In acxonriance with ASTP.1 D695. Backfill must be dean and free of organic and frozen sons and foreign materials. Fill should be compacted al water content within 2 percent of optimum 7. Foundation designs assume level ground at tower site. 8. Loose material shall be removed from bottom of excavation prior to concrete placement. ficl1/4-S1/4,21# , 9. Concrete cover from exposed surface of concrete to surface of reinforcement shall not be less than 3". ill 10. Concrete and reinforcement installation must oonfomi to ACl 318, "Building Code Requirements for u rate? • 11. Concrete shall develop a minimum compressive strength of 4000 psi in 28 days. 12. Concrete shall be placed as soon as practical after excavating to avoid disturbance of be- iii t si wall surfaces. 13. Concrete contactor shall be responsible for properly aligning anchor bolts and mate ` _; and after placing concrete. regarcless of wetter an anchor bolt template is provided. ill Sit F o1$TEt?to 1-0. Positive drinoge shall be maintained during construction and throughout - tyto ,S minimize the potential hr surface water Infiltration. 10459 b 15. The sub-grade, if practical, should be prof-rolled with vibratory c• .. i 1 - b casting.foundation or placing struotual fill. C s 16. Overcxcavation of unsuitable soils foroompac�ted backfll placement I footings should extend di. "ire ne ' th N laterally beyond all edges of the footings at least 12 inches per foot of over; ovation deplih below footing base elevation. f -+.wtiDe:rala - 17. It shall bete oontrawdor's responsibility to locate and prevent damage to any existing underground utilit;es, DEC 2 2 2009 foundations or other buried objects that might be damaged or interfered with during construction of the foundations. IIIISa 18. DiffictdHes during excavation may arise due to the presence of shallow bedrock. Pneumatic hammers, rippers, and 1a• bi EIS.tlI iq DNV Global Energy + } may be required to remove material from excavation. Concepts NELLO PIGZ 18 X 250' roundel or COPPOMTFON 249 W_WeeNrglIcn E , Goshen II Wind Projedl, ite sune ZINO 1, So ntieville Cu., IDS South Reed,Ai awl. Bur.(574x208 632 OC."r�I.iGl4T NOTICE: DRAWN BY: OF re:(574)200-54e5 - - Tti3 dray...l is the property of Chi!REV I BY I DATE DESPTION Pdelk•Inc. t ia not to de Tepraduoed, CHECKED: HMO ORIG.DATE 12/222009 DWO NO: 128686 :cols,: crironead int+Pwie or in pal • Jld'art our within ccnaent. ENC.of DJI . owe Pr{tx-i: v2.1 SHEET: 3 OF 3 "t. Federal Aviation Administration Aeronautical Study No. Air Traffic Airspace Branch, ASW-520 2010-WTW-5965-OE `4 2601 Meacham Blvd. . Fort Worth, TX 76137-0520 • Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor • Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast01 Location: New Raymer, CO Latitude: 40-58-32.11N NAD 83 Longitude: 103-42-08.86W Heights: 262 feet above ground level (AGL) 5360 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. It is required that FAA Form 7460-2,Notice of Actual Construction or Alteration, be completed and returned to this office any time the project is abandoned or: At least 10 days prior to start of construction (7460-2,Part I) X Within 5 days after the construction reaches its greatest height(7460-2, Part II) This determination expires on 05/14/2012 unless: (a) extended, revised or terminated by the issuing office. (b) the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST'BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. Page 1 of 2 Additional wind turbines or met towers proposed in the future may cause a cumulative effect on the national airspace system. This determination is based, in part, on the foregoing description which includes specific coordinates and heights . Any changes in coordinates will void this determination. Any future construction or alteration requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. • If we can be of further assistance,please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5965-OE. Signature Control No: 697960-126000299 (DNE -WT) Earl Newalu Specialist • • • Page 2 of 2 Federal Aviation Administration _ Aeronautical Study No. '1 - Air Traffic Airspace Branch,ASW-520 2010—WTW-5971—OE , tc f'° 2601 Meacham Blvd. ' Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang • BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C.,. Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast02 Location: New Raymer, CO Latitude: 40-58-27.50N NAD 83 Longitude: 103-42-16.88W Heights: 262 feet above ground level (AGL) 5373 feet above mean sea level(AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is (are)met: As a condition to this Determination,the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended,revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However,this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure. If the permanent structure will exceed Title 14 of the Code of Federal Regulations,part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman(NOTAM). If you have any questions,please contact our office at(404) 305-7082. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2010-WTW-5971-OE Signature Control No: 697966-125999011 (TMP -WT) Earl Newalu Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. Air Traffic Airspace Branch,ASW-520 2010-WTW-5970-OE 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 • Mingyu Tang BP Alternative Energy -TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Met Tower Mast03 Location: New Raymer, CO Latitude: 40-58-25.07N NAD 83 Longitude: 103-41-57.38W Heights: 262 feet above ground level (AGL) 5354 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure. If the permanent structure will exceed Title 14 of the Code of Federal Regulations, part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at (404) 305-7082. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2010-WTW-5970-OE • Signature Control No: 697965-125999006 (TMP -WT) Earl Newalu Specialist Page 2 of 2 40 Federal Aviation Administration Aeronautical Study No. Air Traffic Airspace Branch, ASW-520 2010-WTW-5969-OE 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor • Houston, TX 77002 ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** • The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast04 Location: New Raymer, CO Latitude: 40-55-16.82NNAD 83 Longitude: 103-51-55.05W Heights: 262 feet above ground level (AGL) 5547 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. It is required that FAA Form 7460-2,Notice of Actual Construction or Alteration, be completed and returned to this office any time the project is abandoned or: At least 10 days prior to start of construction (7460-2, Part I) _X_Within 5 days after the construction reaches its greatest height(7460-2,Part II) While the structure does not constitute a hazard to air navigation, it would be located within or near a military training area and/or route. This determination expires on 05/14/2012 unless: (a) extended,revised or terminated by the issuing office. (b) the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. Page 1 of 2 NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. Additional wind turbines or met towers proposed in the future may cause a cumulative effect on the national airspace system. This determination is based, in part, on the foregoing description which includes specific coordinates and heights . Any changes in coordinates will void this determination. Any future construction or alteration requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc.,which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance,please contact our office at(404) 305-7082. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2010-WTW-5969-OE. Signature Control No: 697964-126000498 (DNE -WT) Earl Newalu Specialist Page 2 of 2 - - Federal Aviation Administration Aeronautical Study No. E'1 Air Traffic Airspace Branch, ASW-520 2010-WTW-5968-OE `J" 2601 Meacham Blvd. • Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77; concerning: Structure: Met Tower Mast05 Location: New Raymer, CO Latitude: 40-55-11.12N NAD 83 Longitude: 103-51-52.83W Heights: 262 feet above ground level (AGL) 5570 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as . indicated above. Equipment which has a height greater than the studied structure requires separate notice to the. FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure. If the permanent structure will exceed Title 14 of the Code of Federal Regulations, part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5968-OE Signature Control No: 697963-125999010 (TMP -WT) Earl Newalu Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. -r- Air Traffic Airspace Branch, ASW-520 2010-WTW-5967-OE ' 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 • **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast06 Location: New Raymer, CO Latitude: 40-55-21.10NNAD 83 Longitude: 103-51-49.41W Heights: 262 feet above ground level (AGL) 5541 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to.this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure. If the permanent structure will exceed Title 14 of the Code of Federal Regulations,part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at(404) 305-7082. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2010-WTW-5967-OE Signature Control No: 697962-125999009 (TMP -WT) Earl Newalu Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. c - Air Traffic Airspace Branch,ASW-520 2010-WTW-5966-OE 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast07 Location: New Raymer, CO Latitude: 40-53-23.47NNAD 83 Longitude: 103-51-31.78W Heights: 262 feet above ground level(AGL) 5587 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are)met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. It is required that FAA Form 7460-2,Notice of Actual Construction or Alteration,be completed and returned to this office any time the project is abandoned or: At least 10 days prior to start of construction (7460-2,Part I) X Within 5 days after the construction reaches its greatest height(7460-2, Part II) This determination expires on 05/14/2012 unless: (a) extended,revised or terminated by the issuing office. (b) the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. Page 1 of 2 Additional wind turbines or met towers proposed in the future may cause a cumulative effect on the national airspace system. This determination is based, in part, on the foregoing description which includes specific coordinates and heights . Any changes in coordinates will void this determination. Any future construction or alteration requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance, please contact our office at(404) 305-7082. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2010-WTW-5966-OE. Signature Control No: 697961-126000301 (DNE -WT) Earl Newalu Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. f' Air Traffic Airspace Branch, ASW-520 2010-WTW-5972-OE " 2601 Meacham Blvd. ` Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast08 Location: New Raymer, CO Latitude: 40-53-15.93NNAD 83 Longitude: 103-51-30.53W Heights: 262 feet above ground level(AGL) 5587 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure. If the permanent structure will exceed Title 14 of the Code of Federal Regulations, part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5972-OE Signature Control No: 697967-125999008 (TMP -WT) Earl Newalu Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. iAir Traffic Airspace Branch,ASW-520 2010-WTW-5964-OE � "' 2601 Meacham Blvd. Fort Worth, DC 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast09 Location: New Raymer, CO Latitude: 40-56-46.72N NAD 83 Longitude: 103-48-55.55W Heights: 262 feet above ground level(AGL) 5488 feet above mean sea level.(AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: As a condition to this Determination,the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system - Chapters 4,8(M-Dual),&12. It is required that FAA Form 7460-2,Notice of Actual Construction or Alteration,be completed and returned to this office any time the project is abandoned or: At least 10 days prior to start of construction(7460-2, Part I) X Within 5 days after the construction reaches its greatest height(7460-2, Part II) While the structure does not constitute a hazard to air navigation, it would be located within or near a military training area and/or route. This determination expires on 05/14/2012 unless: (a) extended, revised or terminated by the issuing office. (b) the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. Page 1 of 2 NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. Additional wind turbines or met towers proposed in the future may cause a cumulative effect on the national airspace system. This determination is based, in part, on the foregoing description which includes specific coordinates and heights . Any changes in coordinates will void this determination. Any future construction or alteration requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance, please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5964-OE. Signature Control No: 697959-126000497 (DNE -WT) Earl Newalu Specialist Page 2 of 2 r — Federal Aviation Administration Aeronautical Study No. r' Air Traffic Airspace Branch,ASW-520 2010-WTW-5963-OE 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast10 Location: New Raymer, CO Latitude: 40-56-40.67N NAD 83 Longitude: 103-48-57.27W Heights: 262 feet above ground level (AGL) 5498 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would riot be a hazard to air navigation provided the following condition(s), if any, is (are)met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. While the structure does not constitute a hazard to air navigation, it would be located within or near a military training area and/or route. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure.If the permanent structure will exceed Title 14 of the Code of Federal Regulations, part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5963-OE Signature Control No: 697958-125999569 (TMP -WT) Earl Newalu Specialist Page 2 of 2 , Federal Aviation Administration Aeronautical Study No. �` Air Traffic Airspace Branch, ASW-520 2010-WTW-5962-OE Lit 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO MR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Met Tower Mastl 1 Location: New Raymer, CO Latitude: 40-56-46.54N NAD 83 Longitude: 103-48-47.46W Heights: 262 feet above ground level (AGL) 5482 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. While the structure does not constitute a hazard to air navigation, it would be located within or near a military training area and/or route. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure. If the permanent structure will exceed Title 14 of the Code of Federal Regulations, part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman(NOTAM). If you have any questions,please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5962-OE Signature Control No: 697957-125999568 (TMP -WT) Earl Newalu Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. 'r'j ` Air Traffic Airspace Branch, ASW-520 2010-WTW-5961-OE J 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston,TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast12 Location: New Raymer, CO Latitude: 40-58-16.03N NAD 83 Longitude: 103-44-25.93W Heights: 262 feet above ground level (AGL) 5396 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system—Chapters 4,8(M-Dual),&12. It is required that FAA Form 7460-2,Notice of Actual Construction or Alteration, be completed and returned to this office any the project is abandoned or: At least 10 days prior to start of construction (7460-2, Part I) _X_Within 5 days after the construction reaches its greatest height(7460-2, Part II) This determination expires on 05/14/2012 unless: (a) extended,revised or terminated by the issuing office. (b) the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC,within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. Page 1 of 2 Additional wind turbines or met towers proposed in the future may cause a cumulative effect on the national airspace system. This determination is based, in part, on the foregoing description which includes specific coordinates and heights . Any changes in coordinates will void this determination. Any future construction or alteration requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance, please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5961-OE. Signature Control No: 697956-126000300 (DNE -WT) Earl Newalu Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. '1 Air Traffic Airspace Branch, ASW-520 2010-WTW-5960-OE Lai 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77, concerning: Structure: Met Tower Mast13 Location: New Raymer, CO Latitude: 40-58-10.10N NAD 83 Longitude: 103-44-27.46W Heights: 262 feet above ground level (AGL) 5410 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if,any, is (are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system - Chapters 4,8(M-Dual),&12. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc.,which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the. FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure. If the permanent structure will exceed Title 14 of the Code of Federal Regulations,part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions,please contact our office at(404) 305-7082. On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2010-WTW-5960-OE Signature Control No: 697955-125999005 (TMP -WT) Earl Newalu - Specialist Page 2 of 2 Federal Aviation Administration Aeronautical Study No. Air Traffic Airspace Branch,ASW-520 2010-WTW-5959-OE 2601 Meacham Blvd. Fort Worth, TX 76137-0520 Issued Date: 05/14/2010 Mingyu Tang BP Alternative Energy-TX 700 Louisiana Street, 33rd Floor Houston, TX 77002 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Met Tower Mast14 Location: New Raymer, CO Latitude: 40-58-16.78NNAD 83 Longitude: 103-44-18.05W Heights: 262 feet above ground level (AGL) 5400 feet above mean sea level(AMSL) This aeronautical study revealed that the temporary structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked and/or lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, a med-dual system- Chapters 4,8(M-Dual),&12. Construction of a permanent structure at this location requires separate notice to the FAA. This determination expires on 05/14/2012 unless extended, revised or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights,requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc.,which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the. FAA. Page 1 of 2 This determination did not include an evaluation of the permanent structure associated with the use of this temporary structure.If the permanent structure will exceed Title 14 of the Code of Federal Regulations,part 77.13, a separate aeronautical study and FAA determination is required. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman(NOTAM). If you have any questions, please contact our office at(404) 305-7082. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2010-WTW-5959-OE Signature Control No: 697954-125999007 (TMP -WT) Earl Newalu Specialist • Page 2 of 2 Chris Gathman Subject: Updated: Discussion-Weld County requirements to install capacitor banks near Keenesburg by Cedar Creek II Location: Conf. Call Dial In: 1-866-634-1110 ; Conf. Code: 9592023680 Start: Thu 7/15/2010 2:30 PM End: Thu 7/15/2010 3:30 PM Recurrence: (none) Meeting Status: Accepted Organizer: Gonzalez, David «Preliminary cap bank layout.pdf>> «[Untitled].pdf>> Hello Everyone, During the final stages of our discussions with Public Service Company of Colorado ("PSCO"), PSCO has asked us to install some capacitor bank equipment adjacent to the existing Keenesburg substation (near the town of Keenesburg along the Southern access road of Interstate 76). I've attached two drawings that provides: 1) A conceptual layout of equipment-approximately 1 to 1.5 acres. 2) A map that shows the possible locations of the equipment near the Keenesburg substation. This map has some hand-written comments that shows the current land ownership as well as the leading candidate locations for the equipment: A- Possible location of capacitor banks on land owned by Cedar Creek I. B - Possible location of capacitor banks on land owned by PSCO C- Possible location of capacitor banks on land owned by PSCO Can you please participate in a conference call to discuss the Weld County approval requirements needed to install this equipment? The conference call is scheduled for tomorrow(July 15, 2010) at 3:30 p.m. CST/2:30 p.m. MST. Please plan to use the following dial-in information for this phone call: Conf. Call Dial In: 1-866-634-1110 Conf. Code: 9592023680 During this phone call, we'd like to provide the Weld County team with an understanding of our plans to install this required equipment. Furthermore, we'd like to learn from Weld County what will be required to obtain the approval. Some of our initial questions includes:, Do we have to obtain a USR approval for this work? Will we need to obtain the approval of the County Commissioners to disturb approx. 1 to 1.5 acres of land? What are the setback requirements for this equipment(From:I-76 as well as from other private property lines)? Is this equipment located on land that was already included in a USR approval (when PSCO obtained approval to build the Keenesburg substation)? Will a stormwater detention pond be required for this work? If anyone has a schedule conflict, please let me know and I'll try to find a time that is convenient for everyone. If anyone has any questions, please give me a call at(713) 354-2138. Thanks. 1 Sincerely David Gonzalez, P.E. BP Wind Energy North America Inc. 700 Louisiana St., 33rd Floor Houston,TX 77002 e-mail: david.gonzalez2Abp.com Phone: (713) 354-2138 Cell: (832) 434-9338 www.bpalternativeneray.com PDr TDm Preliminary cap [Untitled].pdf bank layout.pd... 2 Chris Gathman From: Gray, Beth [Beth.Gray@bp.com] Sent: Thursday, July 15, 2010 10:30 AM To: Chris Gathman Subject: RE: Cedar Creek 2-mylar plat Great, thanks. Beth Gray Office: 713.354.2167 beth.gray(Bbp.com Original Message From: Chris Gathman [mailto:cgathman@co.weld.co.us] Sent: Thursday, July 15, 2010 11:29 AM To: Gray, Beth Subject: RE: Cedar Creek 2 - mylar plat That will work. Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue, Greeley CO. 80631 Ph: (970)353-6100 ext. 3537 Fax: (970)304-6498 Original Message From: Gray, Beth [mailto:Beth.Gray@bp.com] Sent: Thursday, July 15, 2010 10:28 AM To: Chris Gathman Subject: RE: Cedar Creek 2 - mylar plat No problem! In the meantime, we are confirming with the clerk's office as to the recording fees. I think it will take about 2 days to get a check cut. Is that okay for your timing purposes? Beth Gray Office: 713.354.2167 beth.gray@bp.com Original Message From: Chris Gathman [mailto:cgathman@co.weld.co.us] Sent: Thursday, July 15, 2010 11:26 AM To: Gray, Beth Subject: RE: Cedar Creek 2 - mylar plat OK. Thanks! 1 Chris Gathman From: Bruce Barker Sent: Thursday, July 15, 2010 9:23 AM To: Chris Gathman Subject: Cedar Creek II I agree with your recommendation that we just figure that it's not a substantial change. 1 7 R Mokrir MEMORANDUM IYIC. TO: David Gonzalez—BP Wind Energy North America Inc. COLORADO DATE: June 15, 2010 FROM: Chris Gathman —Weld County Department of Planning Services, David Bauer—Weld County Public Works, Lauren Light—Weld County Environmental Health SUBJECT: Pending Prior to Recording & Prior to commencement of construction activities and/or hauling of materials for the USR-1723 (Cedar Creek II) Use by Special Review Permit Prior to recording the Plat Conditions: Condition of Approval 2.D: The applicant shall submit four(4) copies of a decommissioning plan to the Department of Planning Services for review and approval, which shall include collateral in the amount sufficient to ensure removal of all wind turbines from the site. Neither updated decommissioning plan nor proposed collateral has been submitted for review by Planning, Public Works and the County Attorney's Office Condition of Approval 2.E: The applicant shall submit a dust abatement plan, on site dust, for review and approval, to the Environmental Health Services, Weld County Department of Public Health & Environment. An updated dust abatement plan is required to be submitted and approved by Weld County Environmental Health Services. Condition of Approval 2.H: The applicant shall submit a waste handling plan, for approval, to the Environmental Health Services Division of the Weld County Department of Public Health and Environment. The plan shall include at a minimum, the following: A. A list of wastes which are expected to be generated on site (this should include expected volumes and types of waste generated). B. A list of the type and volume of chemicals expected to be stored on site. C. The waste handler and facility where the waste will be disposed(including the facility name, address, and phone number). An updated waste handling plan shall be submitted and approved by the Weld County Environmental Health Services. Condition of Approval 2.P: Written evidence from the applicant indicating all requirements and agreements between the surface developer and the mineral owners and/or lessees have been completed shall be submitted or evidence that an adequate attempt has been made to mitigate their concerns. Delineating drill envelopes on the plat can be submitted to the Department of Planning Services in lieu of agreement as evidence of an adequate attempt. Has the letter from U.S. AG Bank been addressed?Are the towers going to be placed outside of drill windows required by the Colorado Oil& Gas Commission (or is there a surface use agreement in place)? Are drill windows going to be indicated on the plat? Condition of Approval 2.Q -The applicant shall provide written evidence from the applicable (Pawnee and Southeast Weld) Fire Protection District that there is adequate access for emergency equipment and the width, usually twenty (20)feet, is adequate and designed for appropriate weight capacity. No correspondence has been provided from Southeast Weld Fire Protection District. Condition of Approval 2.R-The applicants shall provide written evidence from the applicable Fire Protection District(Pawnee and Southeast Weld) that there is a coordinated plan in place for emergency responders during construction of the facilities and a plan for post construction activities. The applicants shall submit plot plans to the applicable Fire Protection Districts for their review and comment. No correspondence has been provided from Southeast Weld Fire Protection District. Prior to the commencement of construction activities and/or hauling of materials conditions: Condition 5.H: The subdivision exemption plat for the proposed main substation and the Cedar Creek I substation tap shall be submitted for recording to the Department of Planning Services. The Department of Planning Services will permit these to be submitted prior to the release of building permits for the main substation and the substation tap vs. prior to commencement of construction and hauling on the entire project. MEMORANDUM TO: Chris Gathman, Planning Services DATE: June 8, 2010 I C FROM: Don Carroll, Engineering Administrator WClay Kimmi, P.E., CFM COLORADO Janet Carter, Traffic Engineer SUBJECT: USR-1723, Cedar Creek II Final Construction Drawing Comments Comments made during this stage of the review process will not be all inclusive, as revised materials are submitted other concerns or issues may arise. Final Construction Drawings This memo addresses Public Work's review of the Construction Drawings titled Civil Construction Plans for Wind Turbine Generators, Access Roads, Drainage and Erosion Control for Cedar Creek II Wind Proiect submitted on May 28, 2010. The drawings were stamped, signed and dated May 18, 2010 by Steve A. Windingland, P.E. License No. 43017. A red-lined set of the reviewed Construction Drawings have been returned along with the comments and requests for more information detailed below. This memorandum also addresses the grading permit application requirements. Upon acceptance of revised Construction Drawings, please provide Public Works with 4 complete Construction Drawings sets (3 — 24" x 36" and 1 — 11" x 17"). Upon acceptance, please incorporate the Construction Drawings set into Exhibit B of the Improvements Agreement. Please note that, per the Board of County Commissioners' USR-1723 Resolution, no permits will be released until the Improvements Agreement and Collateral have been accepted by the Weld County Board of County Commissioners. Please incorporate the following comments and requests for more information into the Final Construction Drawings. General Comments/Requirements 1. The Construction Drawing set is an Exhibit to the Cedar Creek II Improvements Agreement. As such, it will provide the guidance for contractors and inspectors' determination of completion and for release of collateral. Accuracy and completeness of the Construction Drawing set are needed to ensure to all parties that construction was performed to standard. 2. The Construction Drawing set shall identify the locations of all access points, road crossings, intersection improvements, cattle guards, and proposed safety improvements such as corrections of sight distance issues, road stabilization, mag-chloride, etc. 3. The Construction Drawing set shall be consistent with the drawings provided with the Right of Way and Access permit applications. 4. Accesses must intersect the county road at a 90° angle or plus or minus 10°. 5. Please provide a typical access detail in the construction drawings. 6. Please show the location of any sign relocations on the Construction Drawings; 7. Please show locations of temporary construction signing (i.e. reduced speed zones, controlled intersections, etc) on the Construction Drawings. 8. Please show the truck turnaround and gravel stockpile layout including erosion control on the appropriate sheets. Page 1 of 3 M:\PLANNING—DEVELOPMENT REVIEW\USR-Use by Special Review\USR.-1723 BP Cedar Creek II\USR-1723 Cedar Creek II-Construction Comments Rev 06-09-10.doc Global Changes 1. Please add the County Roads to the Key Map shown on each Construction Drawing sheet. 2. Please show silt fencing on the down gradient side of all tower locations. 3. There is a line symbol label PUG shown on several sheets, however, the symbol is not identified in the legend. Please update the legend to define and include the line symbol. 4. Please ensure that all County Roads shown on each of the sheets are labeled. There are many instances where a portion of a County Road appears on a sheet and is not labeled. 5. The Construction Drawing set refers to a detail for a fence crossing but there is not a detail that shows the fence crossing. Please provide a typical detail for a fence crossing. 6. When referencing a detail on an individual sheet, please ensure that the user is directed to a specific detail on a specific sheet (for example when referring to Swale Crossings, state "Swale Crossing — See detail A on sheet X of Y"). Please ensure that this format is used globally throughout the Construction Drawing set for all details. 7. Please label all culverts shown on the Construction Drawing set with the following information: a. type of culvert b. size of culvert — note that minimum size accepted by Weld County is 15 inches but the contractor shall verify culvert sizes upstream and downstream to ensure that larger culverts are installed where needed. c. culvert slope shall be shown as a minimum of 1% d. identify each culvert as Temporary or Permanent e. provide riprap and filter bedding on the outlet. f. the inverts of the culvert shall match the existing flowline 8. Please show on the Construction Drawings the location of power lines which will be buried adjacent to County Roads. Please include any accesses that may be constructed to install the line or provide future maintenance on the line. Please identify the location of all buried power line delineators and high voltage warning signs. Individual Sheet Changes 1. Sheet 2, please show the locations of the gravel stockpiles, proposed water supply well, and proposed local gravel source. 2. Sheet 3, please show the locations of all road, intersection, and access improvements. Please include existing cattle guards on the sheet. 3. Sheet 3, please change note 1 to refer to the Department of Defense specifications (see #13 below). 4. Sheet 4, please provide construction details for the 3 accesses into the sub-station/yard site. 5. Sheet 4, please provide construction details on the intersection improvements that will occur at the intersection of CR 132 and CR 135. 6. Sheet 5, please change the typical truck turnaround to show the use of the Department of Defense specification for gravel. Please include a note on the detail that states, testing results shall be provided to the Department of Public Works showing that the stockpile meets the DOD specification (see #13 below). 7. Sheet 5, please provide a seed mix that will be used to return the temporary disturbed areas to native conditions. 8. Sheet 6, please remove the words "or crushed concrete coarse graded aggregate" from Section B' to B' on the detail titled Typical Turbine Access Road Swale Crossing —Option 1. 9. Sheet 6, please provide the dimensions (length, width, and thickness) of the riprap to be installed and provide a size and material type for the culvert in the detail titled Typical Turbine Access Road Swale Crossing — Option 2. 10. Sheet 6, please provide a seed mix that will be used to reclaim the temporary access roads and disturbances to the native condition. 11. Sheet 7, this sheet contains details for BMPs to be utilized throughout the project. However, these details are not referenced on the Construction Drawing set. Please ensure that these details are called out on the appropriate sheets in the Construction Drawing set. Page 2 of 3 M:\PLANNING—DEVELOPMENT REVIEW\USR-Use by Special Review\USR-1723 BP Cedar Creek II\USR-1723 Cedar Creek II-Construction Comments Rev 06-09-10.doc 12. Sheet 7, please define Class I-IV riprap (give size) and provide maintenance notes for the temporary rock check dam detail. 13. Sheet 8, please change Table 1 to be consistent with the DOD specification: Sieve Size % by mass passing designated sieve 100 #4 41-71 ±7% from target values #200 9-16 ±4% from target values PI 8±4 14. Sheet 8, please change Special Provisions for Storm Water and Erosion Control Note 5Bb to be consistent with the access permit applications. Please note that the minimum culvert size allowed in Weld County is 15 inches. Grading Permit Application Please provide two (2) grading permit applications that have been stamped, signed, and dated by a registered professional engineer licensed in the State of Colorado. The first grading permit should contain the following information: 1. Signed Grading Permit Application for the Batch Plant/Lay Down Area/Substation; 2. Appropriate application fee. Please contact Lin Dodge (970-353-6100 x 3574) at the Building Department for the permit fee; 3. Erosion and Sediment Control Plan (a drawing) for the Batch Plant/Lay Down Area/Substation; 4. Installation detail drawings for all BMPs to be utilized for the Batch Plant/Lay Down Area/Substation as shown on the Erosion and Sediment Control Plan; 5. Installation and maintenance notes for all BMPs to be utilized for the Batch Plant/Lay Down Area/Substation; 6. Copy of the CDPHE Construction Stormwater Discharge Permit Approval Letter. The second permit should contain the following information: 1. Signed Grading Permit Application for the rest of the project area • not including the Batch Plant/Substation Area; 2. Appropriate application fee. Please contact Lin Dodge (970-353-6100 x 3574) at the Building Department for the permit fee; 3. Erosion and Sediment Control Plan for the remaining impacted area outside of the Batch Plant/Substation Area. Please provide a single copy of the Construction Drawings sheets 7 through 41 showing the location of all sediment and erosion control facilities. This set of drawings will be utilized to for field checks to demonstrate compliance with the CDPHE permit to any inspectors. 4. Installation detail drawings for all BMPs td be utilized for the impacted area outside of the Batch Plant/Substation Area.; 5. Installation and maintenance notes for all BMPs for the impacted area outside of the Batch Plant/Substation Area.; 6. Copy of the CDPHE Construction Stormwater Discharge Permit Approval Letter. Original&Email: Chris Gathman,Planning Services PC: USR-1723 CC: Craig Arneson,Blattner Energy Keith Abshire,British Petroleum David Gonzales,British Peteroleum Page 3 of 3 M:\PLANNING—DEVELOPMENT REVIEIMUSR-Use by Special Review\USR-1723 BP Cedar Creek II\USR-1723 Cedar Creek II-Construction Comments Rev 06-09-10.doc • rs LH% PUBLIC WORKS DEPARTMENT 1111 H STREET, P.O. BOX 758 GREELEY, COLORADO 80632 WEBSITE: WWW.CO.WELD.CO.US PHONE: (970) 356-4000,EXT. 3750 I D FAX: (970) 304-6497 C. COLORADO June 8, 2010 RE: Minutes and Summary of BP Cedar Creek II meeting June 2, 2010 Date of Meeting: June 2, 2010 Subject: Discussion of remaining construction documents, permits, construction timing Meeting Participants: BP Wind Energy North America, Inc: David Gonzalez Keith Abshire Kim Randolph Jamie Gray Eric Stidman Tharon Anderson TetraTech: Sarah Jensen Weld County Planning: Chris Gathman Weld County Public Works: Pat Persichino David Bauer Janet Carter Clay Kimmi Don Carroll Mel Everhart Blattner: Craig Arenson Andrew Snyder Chuck Dursma Purpose of Meeting: Meeting requested by BP in conjunction with site visits by them and Blattner. Discussion topics to be what else is to be submitted prior to beginning construction. Summa: L. Weld County asked for an update on BP's discussions with the Air Force/Department of Defense. BP has received Air Force approval to cross DOD communication lines with power collection lines. BP agreed to exchange contact information and a schedule of line crossing construction. 2. Weld County requested a copy of the previously requested Construction Schedule and key contacts list, BP's Randolph provided an electronic copy of a Gantt chart of the entire project covering items back to January 2009. D. Gonzalez stated that BP wishes to start construction in C:\Documents and Settingslcgathman\Local Settings\Temporary Internet Files\ContentOutlook\B66R7M8E\Meeting Notes-June 2 2010.doc Chris Gathman From: Gonzalez, David [David.Gonzalez2@bp.com] Sent: Monday, June 07, 2010 5:12 PM To: Chris Gathman; Jensen, Sarah Subject: RE: Cedar Creek-temporary met tower questions Chris, Hopefully, I can help clear things up. We do plan to install 5 permanent met towers (80 meters) at the project site, which were approved in our USR permit. Once we satisfy all of the requirements in the USR and get the construction permits, the met towers will be installed as part of our construction permit. In addition, we'd like to obtain Weld County's approval to install 9 additional temporary towers (80 meter). We realize that we do not have the approval to install these temporary towers, so Sarah Jensen and her colleagues at Tetratech are helping us put an application together for these additional 9 towers. These are truly temporary towers and we anticipate that we will remove them within 6 months after installation. The temporary towers will help us verify that the power output of our turbines is within the manufacturer's guarantee limits. However, the 5 permanent met towers will be used for the life of the facility. I hope that this background information answers your questions; however, please feel free to call me if you have any additional questions. Thanks for your help. Dave Original Message From: Chris Gathman [mailto:cgathman@co.weld.co.us] Sent: Monday, June 07, 2010 2:47 PM To: Jensen, Sarah Cc: Gonzalez, David Subject: RE: Cedar Creek - temporary met tower questions Sarah, I left a long-winded message earlier. This is a little more succinct. I want to make sure we are all on the same page. Is it 9 towers or 5 towers? I remember discussion about having up to 9 met towers on site but the specific direction that I was given is that there were to be 5 met towers for this facility (which were reflected in the use request and the resolution description). Now is it my understanding that there are also going to be 9 temporary towers (6 months or less) in addition to the 5 permanent towers? Is that correct? Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue, Greeley CO. 80631 Ph: (970)353-6100 ext. 3537 Fax: (970)304-6498 1 Original Message From: Jensen, Sarah [mailto:sarah.jensen@tetratech.com] Sent: Monday, June 07, 2010 9:16 AM To: Chris Gathman Cc: Gonzalez, David Subject: Cedar Creek - temporary met tower questions Hi Chris, As I mentioned in my voicemail, I have several questions for you regarding the agreement form for the 9 temporary met towers. I've attached a draft of the form with questions for you. Would you please take a look at the attached document and address these questions? Thanks very much! -Sarah Sarah McCall Jensen I Environmental Planner Direct: 970.206.4336 I Cell: 303.250.9789 I Fax: 303.741.6106 sarah.iensen(ftetratech.com <mailto:sarah.iensen(dtetratech.com> Tetra Tech EC, Inc. I Energy Services 7350 Progress Place, Greenwood Village, Colorado 80111 I www.tetratech.com <htto://console.mxlogic.com/redir/?bX33B000PrbarZNPvpI05fVNSvS9YLXK nKgekhRQnPhOgeitPtdzFfx7U k-OaDYUXfX4-ndKcL3DzgaoVYQsFIzzhO-ropdYnEr40g2kvYGg82VEwDWGRoX4Iq85vCa89Rcv40g2PvQDaIa6V- 7PM760jg9JBBd-UV54SYc hhho> PLEASE NOTE: This message, including any attachments, may include confidential and/or inside information. Any distribution or use of this communication by anyone other than the intended recipient is strictly prohibited and may be unlawful. If you are not the intended recipient, please notify the sender by replying to this message and then delete it from your system. P Think Green - Not every email needs to be printed. 2 10 TETRATECH EC, INC. Transmittal Cover Sheet To: Chris Gathman,Weld County Planning Department Phone: (970) 353-6100 ext. 3540 From: Sarah McCall Jensen Date: June 4, 2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project it 106-4002 Subject: Construction and Additional Studies Documents Enclosed please find hard copies of the following documents: Name of Document , No.of copies Certification of Completed Work 1 Fact Sheet:Nationwide Permit 14 1 Nationwide Permit(March 12,2007): Finalized Regional Conditions for the State of Colorado 1 Nationwide Permit No. 14, Corps File No. NWO-2010-1014-DEN 1 Memo re:Strategy for State Historic Preservation Office Coordination, 1 Also enclosed is a CD that includes the electronic files of the hard copy documents sent to you by Federal Express this week for the Cedar Creek project. • e 7350 East Progress Place,Greenwood Village,Colorado 80111 Tel 970.223.9600 Fax 303.741,6106 9Po, _Slit www.tetratech.corh 0 TETRATECH EC, INC. • • Memorandum To: Chris Gathman,Weld County Planning Department From: Sarah Jensen,Tetra Tech EC Date: ' June 4, 2010 Project: Cedar Creek II Wind Farm Project(USR-1723) Subject: Strategy for State Historic Preservation Office Coordination Distribution: David Gonzalez, BP Wind Energy North America, Inc. (BPWENA) , Bridgette Miranda, BPWENA Reid Farmer,Tetra Tech EC Project File As part of the development standards of the Cedar Creek II Wind Farm Project(USR-1723) (Development Standard 32: In areas where sensitive historic, paleontological, or archeological resources are known to occur,the applicant shall coordinate with the State Historic Preservation Office [SHPO]to conduct on-site pre-construction surveys, or monitor during construction activities,to minimize and/or avoid impacts to cultural resources), Cedar Creek II, LLC is required to provide written evidence of coordination with the SHPO. On March 15, 2010 a meeting was held at the Office of Archaeology& Historic Preservation (OAHP)in Denver to brief OAHP staff on the Cedar Creek II Wind Farm Project. Attending were Ms.Shina duVal, Compliance Manager—OAHP, Ms. Bridgette Miranda and Ms. Brandy Gibson of BPWENA, and Mr. Reid Farmer of Tetra Tech EC. Ms. duVal was provided with information on the nature and scope of the project and with the land ownership status of the locations to be developed. In that meeting, Ms. duVal informed BPWENA and Tetra Tech that as all of the parcels involved were either privately owned or owned by the State of Colorado and there was no federal nexus under the National Environmental Policy Act,federal requirements under the National Historic Preservation Act did not apply and under Colorado law (CRS 24-80-401-411 "Historical, Prehistorical, and Archaeological Resources")BPWENA was under no obligation to conduct cultural resource inventories for the project. Ms. Miranda and Ms. Gibson of BPWENA then stated that as a matter of BPWENA policy,they would have Tetra Tech conduct cultural resource surveys at a reconnaissance level on private lands and Class III level on state lands involved.Tetra Tech would then prepare a report on the results of the survey on state lands in accordance with its Archaeological Permit requirements for submittal to the OAHP. Tetra Tech cultural resources specialists,working on behalf of Cedar Creek II, LLC, completed the survey of cultural resources in the Project area in April and May of 2010. The survey on state lands was conducted under Tetra Tech's State of Colorado Archaeological Permit No. 2010-59. (111:go) 7350 East Progress Place;Greenwood Village,Colorado 80111 Tel 970.223.9600 Fax 303.741.6106 www.tetratech.com Memorandum Cedar Creek II Wind Farm Project Page 2 of 2 A total of 13 archaeological sites and one paleontological site were discovered and recorded in the course of the survey. Three of the archaeological sites were located on state land. Eight of the archaeological sites were prehistoric in age and five were historic. In addition a total of 11 cultural isolated finds were made. Four of these were located on state land. One was historic and one was prehistoric in age. The remainder were stone cairns with no associated artifacts where no time period could be assigned. One prehistoric archaeological site located on private land has been recommended as eligible for inclusion on the National Register of Historic Places (NRHP). All of the rest of the archaeological sites and isolated finds have been recommended as not eligible for the NRHP. A list of the sites and isolates discovered is shown in Attachment A. Cedar Creek II, LLC will formally consult with the SHPO for cultural resources on state lands, and has already contacted Ms duVal with information on the results of the survey in advance of submittal of the survey report. The Project has been designed to minimize and/or avoid impacts to cultural resources. This concern for cultural resources extends to buried resources that may be uncovered during Project construction. To that end, an unanticipated discovery plan has been developed for the Project and is provided in Attachment B. This plan will be provided to and discussed with all construction workers prior to the initiation of Project construction. Attachment A: Cultural Resources Discovered by Cedar Creek II Survey Attachment B: Cedar Creek II Unanticipated Discovery Plan TETRATECH EC, INC. APPENDIX A: CEDAR CREEK II CULTURAL SURVEY 411:10 w eefr,Ile ,c",. `y :,LAND xe , BRHP,",- RESOURCE,' TIME PERIOD? ' TYPE‘ OWNERSHIP %ELIGIBILITY' 5WL6454 PREHISTORIC-LATE PREHISTORIC LITHIC SCATTER,FAR PRIVATE NE 5WL6455 PREHISTORIC-ARCHAIC LITHIC SCATTER,FAR,CAIRNS PRIVATE NE 5WL6456 HISTORIC FARMSTEAD PRIVATE NE 5WL6457 HISTORIC FARMSTEAD PRIVATE NE 5WL6458 PREHISTORIC-UNKNOWN LITHIC SCATTER,FAR PRIVATE NE 5WL6459 PREHISTORIC-PALEONTOLOGICAL MINERALIZED BONES PRIVATE 7 5WL6460 HISTORIC TRASH DUMP PRIVATE NE 5WL6461 HISTORIC FARMSTEAD PRIVATE NE 5WL6462 PREHISTORIC-ARCHAIC LITHIC SCATTER,FAR STATE NE 5WL6463 PREHISTORIC-UNKNOWN LITHIC SCATTER,CAIRN STATE NE 5WL6464 HISTORIC TRASH SCATTER PRIVATE NE PREHISTORIC-ARCHAIC,LATE LITHIC SCATTER;HEARTHS,FAR,CAIRN, 5WL6465 PREHISTORIC STONE CIRCLES PRIVATE E 5WL6466 PREHISTORIC-UNKNOWN LITHIC SCATTER,FAR STATE NE 5WL6478 PREHISTORIC-UNKNOWN LITHIC SCATTER,FAR,STONE CIRCLES PRIVATE NE ",+«, + ft ^`LAND NRHP .ISOLATES TIME PERIOD' " TYPE , OWNERSHIP ELIGIBILITY. 5WL6467 UNKNOWN STONE CAIRN PRIVATE NE 5WL6468 UNKNOWN STONE CAIRN PRIVATE NE 5W16469 UNKNOWN STONE CAIRN PRIVATE NE 5WL6470 UNKNOWN STONE CAIRNS-6 PRIVATE NE 5WL6471 HISTORIC PIT WI ASSOCIATED TIMBER PRIVATE NE 5WL6472 PREHISTORIC CORE TOOL PRIVATE NE 5WL6473 UNKNOWN STONE CAIRN STATE NE 5WL6474 UNKNOWN STONE CAIRN STATE NE 5WL6475 UNKNOWN STONE CAIRN STATE NE 5WL6476 UNKNOWN STONE CAIRN STATE NE 5WL6477 UNKNOWN STONE CAIRN PRIVATE NE DEFINITIONS" t!. _. . E ELIGIBLE NE NOT ELIGIBLE PE POTENTIALLY ELIGIBLE FAR FIRE AFFECTED ROCK This page intentionally left blank. Cedar Creek II Environmental Management Plan Attachment B: Cedar Creek II Wind Farm PLAN AND PROCEDURES ADDRESSING UNANTICIPATED DISCOVERIES OF CULTURAL RESORUCES AND HUMAN REMAINS This document discusses the procedures that should be implemented if' unknown/undocumented cultural resources are discovered during construction and/or maintenance associated with the Project. ' Since it is not possible to predict which kinds of cultural resources, if any, might be discovered, the cultural resource types described below are necessarily generic. For the purpose of this Unanticipated Discovery Plan for Cultural Resources, inadvertent, unanticipated or emergency discoveries are defined as: • Previously unidentified archaeological sites, as defined by the National Historic Preservation Act, the Colorado State Historic Preservation Office, and professional archaeological standards and guidelines. • Artifacts or cultural materials within archaeological sites previously recommended/determined to be ineligible for listing to the National Register of Historic Places (NRHP), but which are qualitatively distinct from artifacts and cultural materials previously identified at the site and suggest that the site has the potential to provide additional data relative to NRHP eligibility criteria. • All artifacts and/or cultural materials within or immediately adjacent to archaeological sites previously determined to be eligible for further treatment, but that have not been subject to that treatment, and/or all cultural sites/resources previously determined as eligible for listing in the NRHP. • The Project will be subject to Colorado State Laws regarding treatment or disturbance of human remains listed in Table 1. Any evidence of human remains and/or associated funerary objects regardless of context of discovery. All discoveries of bone are to be treated by construction personnel as potential human remains until a determination can be made by a qualified archaeologist, or osteologist(if required), as described below. Indicators of prehistoric cultural occupation by Native Americans include artifacts and human bone, as well as shell, animal bone, and discreet accumulations of fire-fractured rock). Any discovery of these indicators will require avoidance. These indicators may include: • Human bone—either intact burials or isolated bones, including teeth or fragmentary pieces of bone. Cedar Creek II Environmental Management Plan • Habitation—occupation or ceremonial structures as interpreted from rock rings/features, distinct ground depressions, differences in compaction (e.g., house floors). • Artifacts—such as chipped stone objects, projectile points, and bifaces; groundstone artifacts such as manos, metates, mortars, pestles, grinding stones, and pitted hammerstones; and, shell and bone artifacts including ornaments and beads (ornaments and beads were often interred with the deceased, and must be considered indicative of potential human remains). • Features—such as a hearth (fire-affected rock; baked and vitrified clay, ash), artifact caches, faunal remains, and distinctive changes in soil stratigraphy indicative of prehistoric activities. Historical cultural materials from the eighteenth, nineteenth, and twentieth centuries that can be attributed to European and other groups may also be extant in the Project Area. Objects and features associated with the historic period may include: • Structural remnants or portions of foundations (bricks, cobbles/boulders, stacked field stone,postholes, etc.) • Trash pits,privies, wells and associated artifacts • Isolated clusters of manufactured artifacts (e.g., glass bottles, metal cans, manufactured wood items) • Human remains Diagnostic and exceptional isolated prehistoric or historic finds that are unique, associated with a specific setting or environment, or may contribute to the understanding and appreciation of Colorado prehistory and history, may be eligible for the NRHP and will be considered under their own merit as historic objects. The following list is examples of potential diagnostic and/or isolated artifacts that would be avoided: • Prehistoric—lithics (projectile points, exceptional/unusual ground stone, exceptional/unusual chipped-stone artifacts). • Historic—ceramic (decorated rim or basal sherds, makers marks, complete vessels), glass (cut, pressed, or decorated, vessel bases and lips, labels, complete vessels), buttons, marbles, pipes, figurines, or doll parts, and identifiable metal (tools, gun parts, machine parts, hinges, nails, buckles, flatware, wagon hardware, horse tack)that are clearly 50 years of age or older. Training It is possible that construction work could intercept undocumented cultural resources or human remains. The identification of cultural resources requires basic training to recognize potential sites, artifacts, and cultural features of significance. All relevant Cedar Creek II Environmental Management Plan BPWE personnel and construction contractor personnel have been provided basic orientation training designed to facilitate the recognition of cultural resources and human remains. The purpose of this training was to provide an overview of the general cultural history of the project area, so that construction personnel are aware of the kinds of archeological resources that have been and/or may be encountered in the field. In addition, the training program emphasized the exact procedures to be followed in the event of a significant site discovery, such as a discovery of human remains, during construction. Procedures BPWE is committed to the protection and preservation of significant cultural resources, and recognizes that it is possible that previously unknown cultural resource sites could be discovered during the project construction process, particularly during excavation activities. The following procedures will be initiated in the event of discovering unanticipated cultural resources: • Construction contractor personnel involved in unanticipated discoveries of archeological materials must immediately suspend all ground-disturbing activities within a 100 ft. radius of the find, and should notify the construction manager. Care should be taken to protect it the discovery area from further disturbance. • The construction manager, in turn, should notify the BPWE Project Manager or available representative. A qualified archaeologist should be consulted to review the discovery, and to assess the significance of the find. If an archeologist is not immediately available, and further work in the discovery area is not imminent, then a detailed description, photographs, or drawings of the discovery may delivered, or transmitted to the archeologist for review. The archeologist will determine if a visit to the area is required. No work that could adversely affect the discovery area should be performed until the archeologist reviews the discovery and clears the site as insignificant. Project construction outside the discovery location may continue while documentation and assessment of the cultural resources proceed. • The archeologist will determine, based on the artifacts or archeological materials discovered and based on the cultural sensitivity of the area in general, whether the discovery is potentially significant. If it is deemed potentially significant, BPWE and the archeologist should consult and coordinate appropriate mitigation measures for treating and handling the discovery,while minimizing impacts to the construction schedule to the extent possible. Special Procedures for Discoveries of Human Remains The Project will be subject to the Colorado State Laws listed in Table 1. Cedar Creek II Environmental Management Plan Table 1. Colorado State Laws Pertaining to the Treatment.of Human Remains • Colorado Statutes Section Title Summary CRS 24.80-1301-1301 Unmarked Human Graves Requires anyone discovering suspected human remains to immediately contact local county coroner and law enforcement officials; if the coroner determines they are human remains with no forensic value, he notifies the state archaeologist who prescribes treatment and Native American consultation as applicable CRS 24-80401411 Historical, Prehistorical Section 411 explicitly includes human remains to and Archaeological the list of resource types covered by this act and Resources addresses the state archaeologist's responsibilities under part 13. At all times human remains must be treated with the utmost dignity and respect. Should human remains be encountered, the following steps should be implemented: • Work in the general area of the discovery will stop immediately and the location will be immediately secured and protected from damage and disturbance. Human remains or associated artifacts should be left in place and not disturbed. No skeletal remains or materials associated with the remains will be collected or removed until appropriate consultation has taken place and a plan of action has been developed. • The Weld County Coroner, the Weld County Sherriff s Department, or other local law enforcement, should be notified immediately. The coroner, medical examiner, and/or local law enforcement will make an official ruling on the nature of the remains, being either forensic or archeological. If the remains are archeological in nature, a qualified archeologist (or osteologist if necessary) will confirm the identification as human. • If human remains are determined to be Native American, the remains should be left in place and protected from further disturbance until a plan for their protection or removal can be generated. Consultation with the state archaeologist, appropriate landowners and Native American groups to determine a plan of action is strongly recommended. If human remains are determined to be Euro- American, the remains should be left in place and protected from further disturbance until a plan for their avoidance or removal can be generated in consultation with a qualified archaeologist. Contact Information Per the protocols outlined the above, the contacts included in Table 2 below should be used in the event cultural resources and/or human remains are encountered during Project related construction or maintenance activity. Cedar Creek II Environmental Management Plan Table 2. Contacts for Emer.enc Discove Procedures Contact `Telephone : E-mail •Involvement Keith Abshire 281-745-7599 keith.abshire@bp.com Site Manager Kim Randolph 713-354-2101 kimberly.randolph@bp.com Project Manager Bridgette Miranda 281-650-5246 bridgette.miranda@bp.com Environmental Affairs Weld County Office of the 970-392-4545 n/a County Coroner Coroner/Medical Examiner Weld County Sheriff District 1 970-356-4015 n/a Law Enforcement Office This page intentionally left blank. Hello