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Home My WebLink About36673-Z �U-FF01/( Town of Southold Annex 7/9/2012 �SU ea P.O.Box 1179 54375 Main Road Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 35783 Date: 7/9/2012 THIS CERTIFIES that the building WIND TURBINE Location of Property: 825 Route 25, Greenport, SCTM#: 473889 Sec/Block/Lot: 35.-1-24 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 8/22/2011 pursuant to which Building Permit No. 36673 dated 9/8/2011 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: Wind Turbine as applied for. The certificate is issued to Jemco Realty Assoc LLC (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 36673 6/4/12 PLUMBERS CERTIFICATION DATED f Authorized Signa ure o�sUc��o TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 36673 Date: 9/8/2011 Permission is hereby granted. to: Jemco Realty Assoc LLC PO BOX 67 Greenport, NY 11944 To: construct a Wind Turbine as applied for At premises located at: 825 Route 25, Greenport SCTM # 473889 Sec/Block/Lot# 35.-1-24 Pursuant to application dated 8/22/2011 and approved by the Building Inspector. To expire on 3/9/2013. Fees: ALTERATION OF ACCESSORY BUILDINGS $250.00 CO -ACCESSORY BUILDING $50.00 Total: $300.00 Building Inspector Form No.6 v TOWN OF,.SOUTHOLD. BUILDING DEPARTMENT SEP 1 6 2011 TOWN HALL 765-1802 ' BLDG.DEPT. APPLICATION FOR CERTIFICATE OF OCCUPANCY TOWN DF SOUTNOLD This-application must be filled-in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new. use: 1. Final survey of property with accurate-location of all buildings,property,lines,streets,and unusual natural or topographic features. 2. Final Approval from Health Dept.of water supply and sewerage-disposal (S-9 farm). 3. Approval of electrical installation from Board of Fire Underwriters: 4. Sworn statement from plumber certifying that the solder used.in system contains less than 2110 of 1% lead. 5. Commercial building,industrial building,multiple residences and similar buildings and installations, a certificate of Code Compliatice'from architect or engineer responsible for the building. .6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey.of property showing all property lines,streets,building.and unusual natural or topographic features. 2. A properly eompleted application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling.$50.00, Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool $50.00,Accessory building$50.00, Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-.existing Building- $100.00 3. Copy of Certificate of.Occupancy-$25. 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy -Residential $15.00,Commercial $15.00 Date. 1 New Construction: Old or Pre-existing Building: (check one) Location of Property: 9,�_S � 0 s �eee� House No. Street Hamlet Owner or Owners of Property: O Suffolk County Tax Map No 1000, Section 35 Block / Lot z Subdivision Filed Map. Lot: Permit No. 3 3 Date of Permit. - Applicant: (f7 -0 I J L©Q i C- Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: _� (check one) Fee Submitted:, A licant Signature �OAN�pF SO(/ryolo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G roger.richert( town.southold.ny.us Southold,NY 11971-0959 C4UNTY,� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Jemco Realty Associates LLC Address: 825 Route 25 City: Greenport St: NY Zip: 11944 Building Permit#: 36673 Section: 35 Block: 1 Lot: 24 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: GREENLOGIC License No: 43858-me SITE DETAILS Office Use Only Residential Indoor Basement Service Only Commerical X Outdoor X 1st Floor Pool New Renovation 2nd Floor Hot Tub, Addition Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixture Time Clocks Disconnect Switches Twist Lock F1 Exit Fixtures TVSS Other Equipment: 10 KW WIND TURBINE to include 1 Powersync.inverter; 3 ac disconnects Notes: Inspector Signature: Date: June 4 2012 81-Cert Electrical Compliance Form.xls OF SO(/r�°!o cou J TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 �tW INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG.. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) KELECTRICAL (FINAL) REMARKS: DATE rz,� INSPECTOR N � �o • aQ `ycourm, ' TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ' [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [ ] FOUNDATION 2ND [ ] IN LATION [ ] FRAMING/STRAPPING [ FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [. ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL ( UGH) [ ] ELECTRICAL (FINAL) REMARKS: , r w i DATE �� L INSPECTOR GREENLOGIC@ ENERGY 3(DIP13 June 18, 2012 Office of the Building Department Town of Southold 54375 Main Road Southold, NY 11971 Re: 67 Steps/Jemco Realty Associates LLC 825 Route 25, Southold Tax#: 35-1-25 Permit:36673 Dear Building Inspector, GreenLogic LLC installed the Bergey XL-S 1 Okw wind turbine and ARE 120' tower at 67 Steps (825 Route 25 in Southold) according to our pre-installation engineer stamp and manufacturers specifications. Please let us know if you need any additional information to close out the building permit for this client and send them their Certificate of Occupancy. Sincerely, Ashlee Reiniger Project Manager GreenLogic LLC GREENLOGIC, LLC • www.GreenLogic.com Tel: 877.771.4330 Fax: 877.771.4320 SOUTHAMPTON/CORPORATE: CUTCHOGUE: MANORVILLE: NEW YORK CITY: ROSLYN HEIGHTS: 425 County Rd. 39A 1070 Depot Lane 40 Woodland Avenue 241 6th Avenue #313 200 S. Service Rd.,#108 Southampton, NY 11968 Cutchogue, NY 11935 Manorville, NY 11949 New York, NY 10014 Rosyln Heights, NY 11577 FIELD INSPECTION REPORT DATE COMBIENTS W 10 FOUNDATION(1ST) Al FOUNDATION(2ND) . � O ROUGH FRANII Q& H PLUI MING INSULATION PER N.Y. H STATE ENERGY CODE 07 Z , FINAL 67 0 ADDITIONAL CO TS W � O Z y . TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health_ SOUTHOLD,NY 11971 4 sets of Building Plans TEL:(631)765-1802 Planning Board approval % FAX:(631)765-9502 z Survey ✓' SoutholdTown.NorthFork.net PERMIT NO. / r3 Check Septic Form IA N.Y.S.D.E.C. E C E n n Trustees Af I V Flood Permit � Examined 1/ Storm-Water Assessment Form ✓ Contact: ApprovedIVA 2 AUG 2 2 2011 Mail to: 4LS Cvu,�t;Ed ?q� $utie IDI Disapproved a/c 5 I N K Phone: I0 31 •-*I'l I - I f Z Expiration 2 BLDG.DEPT. TOWN OF TH Building Inspector APPLICATION FOR BUILDING PERMIT Dater �S ,20 INSTRUCTIONS a.This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans,accurate plot plan to scale.Fee according to schedule. b.Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or areas,and waterways. c.The work covered by this application may not be commenced before issuance of Building Permit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant.Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f.Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize,in writing,the extension of the permit for an addition six months.Thereafter,a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold,Suffolk County,New York,and other applicable Laws,Ordinances or Regulations,for the construction of buildings,additions,or alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,housing code,and regulations,and to admit authorized inspectors on premises and in building for necessary inspections. �00 (Signatdre of applicant or name,if a corporal n) lI2S (au n: i 12d 3Q A, (MailirAFIR� VEj - 'A-'s NOTED State whether applicant is owner,lessee,agent,architect,engineer,general contractor,elec �/,,Vlumbeerr or builder 0 YIIY �� DATE' 1 B.P. # .3� 7 S ernC0 Ida1+� • -D56 �' Y Name of owner of premises_ NT A7 (As on the to roll or latest dg6,t 1802 8 AM TO 4 PM FOR THE If appli it is a corporation,signature of duly authorized officer FOLLOWING INSPECTIONS' rc Lo IG __C, LC— , a �.�, �...� (Name and title o corp�r�a ce tm,}lu'1 1. FOUNDATION-TWO REQUIRED -� `u )` '��"' 1 FOR POURED CONCRETE Builders License No. N i '.~' �. 4': -` !1 td 2. ROUGH-FRAMING,PLUMBING, Plumbers License No. STRAPPING, ELECTRICAL 8 CAULKING Electricians License No. 1,Eq.l; �'1 �� ICAT 3. INSULATION Other Trade's License No.cugakL 4. FINAL-CONSTRUCTION 8 ELECTRICAL MUST BE COMPLETE FOR C.O. Yk- . � I` 1. Location o land on which ph-posed work will be done: ALL CONSTRUCTION SHALL MEET THE Z t .QQ,VL�61(�- E EMENTS OF THE F NEW '�S �711>t c5 n1( R E CODE4 0 House Number Street HamIlAORK STATE. NOT RESP NSIBLE FOR .3 5 DESIGN OR CONSTR�ICTON ERRORS. County Tax Map No. 1000 Section Block D � Lot Subdivision w EdW&AL Lot `, 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy v1.y�uf0� b. Intended use and occupancy�J I VVAA 6A 3. Nature of work(check which applicable):New Building Addition Alteration lD Repair Removal Demolition Other Work L N.� 11 tJ 1Mi t"— 6u&a (Description) 4. Estimated Cost �, D00 Fee /` (To be paid on filing this application) 5. If dwelling,number of dwelling units u '4 Number of dwelling units on each floor If garage, number of cars 6. If business,commercial or mixed occupancy,specify nature and extent of each type of use. V I K2 qaA 7. Dimensions of existing structures,if any:Front Rear . Depth Height Number of Stories Dimensions of same structure with alterations or additions: Front Rear Depth N/A- Height Number of Stories 8. Dimensions of en it new construction:Front Rear Depth Height Number of Stories 9. Size of lot:Front Rear Depth 10.Date of Purchase Name of Former Owner �LL� � � � 11.Zone or use district in which premises are situated��n! (.1.1.1�M/IU.Y. 12.Does proposed construction violate any zoning law,ordinance or regulation?YES_NO 13.Will lot be re-graded?YES_NO `Will excess fill be removed from premises?YES_NO Con%+o1K17iat 'Do xioX b 3 14.Names of Owner of premises ! uvi: DVQUS�&Address f Ml Phone No. 1:7-51q - 611b Name of Architect_ N(h Address Phone No Name of Contractor C--ri.P"Lora(. LI C Address U2S(ouju I!AA--siephone No. G,31• 371 •S'lVL Scu�a�4M 15 a.Is this property within 100 feet of a tidal wetland or a freshwater wetland?*YES NO v *IF YES,SOUTHOLD TOWN TRUSTEES&D.E.C.PERMITS MAY BE REQUIRED. b.Is this property within 300 feet of a tidal wetland?*YES NO *IF YES,D.E.C.PERMITS MAY BE REQUIRED. 16.Provide survey,to scale,with accurate foundation plan and distances to property lines. 17.If elevation at any point on property is at 10 feet or below,must provide topographical data on survey. 18.Are there any covenants and restrictions with respect to this property?*YES NO *IF YES,PROVIDE A COPY. STATE OF NEW YORK) COUNTY OFSt l 1 I. .' '. _ �<J�r �^i�- being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the C V-yy&(1 7J`1 (Contractor,Agent,Corporate Officer,etc.) of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief,and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this day of_1 tt l 20 1 NotaryPublic BARBARA A.CASCTO-M Si cure of Applicant Notary Public,State of New York No.01-CA4894969 Gualified in Suffolk Counfv_, Commission Expires May 11, " pV SO�ryD ° � <o Town Hall Annex Telephone(631)765-1802 W75 Main Road y O _ x(63 )765gg5QQ22 .wOUP.o.Box 1179 roger.riche nSony.us Southold,NY 11971-0959 �4 Y BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: ja,.b��a - /a 0a.5 u 0+4 a_ Date: Company Name: C rr cv1 Lo t G L L B Name: i2o�cr-� SK a la License No.: 95 rr Address: 425 our 2� 39 Sou-�tiam� � ��/ 11R68 Phone No.: Z- JOBSITE INFORMATION: (Indicates. required information) *Name:. JeMc 0 L L C *Address: 8 2.-175 kou,�e ZS -� V-ecrn o► 4- N *Cross Street: *Phone No.: R 17-S/�{ -O(!(o Permit No.. Tax Map District: 1000 Section: 35 Block: Of Lot: 2 *BRIEF DESCRIPTION OF WORK(Please Print Clearly) n S4� ! ( /0k-u0 (Please Circle All That Apply) *1s.job ready for inspection: YES !(VO Rough In Final *Do you need a Temp Certificate: S IVU Temp-inform a dad *Service Size4.-R;-co F&sk° Q hCe 100 150 200 300. 350 400 Other . *New Servicennect Unde d Number of Meters Change of Service Overhead UN . - 4 2012 Additional Info PAYMENT DUE WITH APPLICATIONLk \�" O TOWN OF SOUTHOLD i 82-Request for Inspection Form dog Town of Southold Erosion, Sedimentation & Storm-Water Run-off ASSESSMENT FORM PROPERTY LOCATION: S.C.T.M.d: THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMISSION OF A �1p1 a 100 6) 3�j 0/ .Z,q STORM-WATER,GRADING,DRAINAGE AND EROSION CONTROL PLAN s ct a on — To1-- CERTIFIED BY A DESIGN PROFESSIONAL IN THE STATE OF NEW YORK. SCOPE OF WORK - PROPOSED CONSTRUCTION 1TTM# / WORK ASSESSMENT Yes No a. What Is the Total Area of the Project Parcels? ' Will this Project Retain All Storm-Water Run-Off (Include Total Area of all Parcels located within �Q.aJ 3 Generated by a Two(2")Inch Rainfall on Site? the Scope of Work for Proposed Construction) (S.F.r Acres) (This item will include all run-off created by site V b. What is the Total Area of Land Clearing clearing and/or construction activities as well as all and/or Ground Disturbance for the proposed Site Improvements and the permanent creation of construction activity? Impervious surfaces.) (9,F./Auesl 2 Does the Site Plan and/or Survey Show All Proposed — PROVIDE-BRIEF PROJECT DESCRIPTION (ProvidaAdddanal Pages asNeeded) Drainage Structures Indicating Size&Location?This /� II Item shall Include all Proposed Grade Changes and n dal f l�� n d Slopes Controlling Surface Water'Flow. 3 Does the Site Plan and/or Survey describe the erosion /❑ and sediment control practices that will be used to V control site.erosion and storm water discharges. This Item must be maintained throughout the Entire Construction Period. 4 Will this Project Require any Land Filling,Grading or Excavation where there is a change to the Natural t/ Existing Grade Involving more than 200 Cubic Yards — — of Material within any Parcel? 5 Will this Application Require Land Disturbing Activities Encompassing an Area in Excess of Five Thousand (5,000 S.F.)Square Feet of Ground Surface? 6 Is there a Natural Water Course Running through the Site? Is this Project within the Trustees jurisdiction General DEC SWPPP Requirements: or within One Hundred(IOV)feet of a Weiland or Submission of a SWPPP Is required for all Construction activities involving soil Beach? 41sturbances of one(1)or more acres; including disturbances of less than one acre that 7 Will there be Site preparation on Existing Grade Slopes ❑ f are part of a larger common plan that will ultimately disturb one or more acres of land; Which Exceed Fifteen(15)feet of Vertical Rise to Including Construction activities involving soil disturbances of less than one(1)acre where One Hundred(109)of Horizontal Distance? the DEC has determined that a SPDES permit Is required for storm water discharges. (SWPPP's Shall most the Minimum Requirements of the SPDES General Permit 8 Will Driveways,Parking Areas or other Impervious for Storm Water Discharges from Construction activity-Permit No.GP-0.10-001.) Surfaces be Sloped to Direct Storm-Water Run-Off ❑ 1.The SWPPP shall be prepared prior to the submittal of the NOI.The NOI shall be into and/or in the direction of a Town right of-way? submitted to the Department prior to the commencement of construction activity. 2.The SWPPP shag describe the erosion and sediment control practices and where 9 Will this Project Require the Placement of Material, — required,post-construction storm water management practices that will be used and/or Removal of Vegetation and/or the Construction of any y�• constructed to reduce the pollutants In stern water discharges and to assure Item Within the Town Right-of-Way or Road Shoulder comprrance with the terms and conditions of this permit in addition,the SWPPP shall Area?(this Item will NOT Include the Installation of DrivewayAprorm) Identify potential sources of pollution which may reasonably be expected to affect the quality of storm water discharges. NOTE: If Any Answer to Questions One through Nine Is Answered with a Check Mark 3.All SWPPPs that require the post-construction storm water management practice In a Box and the construction site disturbance is between 5,000 S.F.&1 Acre In area, component shall be prepared by a qualified Design Professional Licensed In New York a Storm Water,MusGrat be Sing,Drainage&Erasion Control Plan n Required by theTown it that is knowledgeable In the principles and practices of Storm Water Management Southold and Must k(Submitted for Review PriorQuestion ti Issuance a foraAny Building Permit (NOTE: ACheakMark(./)end/arAnswerforeachQuestlon4sRequ)redfora Complete Appllption) STATE OF NEW YORK, S U-Pr0 i I<- COUNTY OF........................................... SS L� being dul sworn deposes and says that he/she is the applicant for Perini That I............................................. ........ ......... r p Ys / aPP � ame o niival signing Document)' And that he/she is the ...................................NX;G Y. . ....................---....................................... ........ .......... ... ....... ....... ....... (Owner,Contractor,Agent,Corporate Officer,ete.i Owner and/or representative of the Owner or Owners,and is duly authorized to perform or have performed the said work and to make and file this application;that all statements contained in this application are true to the best of his knowledge and belief;and that the work will be performed in the manner set forth in the application filed herewith. Sworn to before this; em�ss, '' -- ��-- /.� .............day of.r,.. . . .`.. ........,20.1I Notary Public: (r lifid_ G�=f ...................................... ............................................................ ........ ........................... (Signature of Applicant) FORM - 06/10 RA A.CASCIOTTA Notary Public,State of New Yo* NO.01-CA4894969 Qualified In Suffolk County Commission Expires May 11, S GREENLOGICO ENERGY August 19, 2011 Town of Southold Building Department Town Hall 53095 Route 25 Southold, NY 1.1971 Dear Building Inspector: Please find attached a building permit application on behalf of Jemco Realty Associates LLC who have engaged us to install a wind turbine at 825 Route 25, Greenport. In connection with this application, please find attached: • A building Permit application • A Storm Water Assessment Run-off Form • 2 Surveys of Premises • Two Engineer's Reports • Spec. sheets of the wind turbine (Bergy BWC Excel) • Check for$300 • GreenLogic Suffolk County Home Improvement License • GreenLogic Certificate of Liability Insurance • GreenLogic Certificate of Worker's Compensation Insurance Coverage • Installation Manager's Master Electrician's License Please let us know if you need anything else in connection with this application. Yours truly, Barbara Casciotta Account Manager GreenLogic LLC GREENLOGIC, LLC a www.GreenLogic.com Tel: 877.771.4330 Fax: 877.771.4320 SOUTHAMPTON/CORPORATE: CUTCHOGUE: MANORVILLE: FIRE ISLAND: ROSLYN HEIGHTS: 425 County Rd.39A 1070 Depot Lane 40 Woodland Avenue 125 Duneway 200 S. Service Rd., #108 Southampton, NY 11968 Cutchogue, NY 11935 Manorville, NY 11949 Seaview, NY 11770 Rosyln Heights, NY 11577 GREENLOGICO ENERGY June 20, 2012 Building Inspector Verity Town of Southold, Building Dept Town Hall 53095 Route 25 Southold, NY 11891 Inspector Verity: I've enclosed a copy of the electrical certificate and certification letter for the installation of a wind turbine at 825 Route 25, Greenport. Please close out this permit and issue a certificate of occupancy. If you need anything else in order to close this out, please let me know. Sincerely, Alexandra McNear Senior Account Manager 631-771-5152, ext 107 GREENLOGIC, LLC e www.GreenLogic.com Tel: 877.771.4330 Fax: 877.771.4320 SOUTHAMPTON/CORPORATE: CUTCHOGUE: MANORVILLE: NEW YORK CITY: ROSLYN HEIGHTS: 425 County Rd. 39A 1070 Depot Lane 40 Woodland Avenue 241 6th Avenue #3B 200 S. Service Rd., #108 Southampton, NY 11968 Cutchogue, NY 11935 Manorville, NY 11949 New York, NY 10014 Rosyln Heights, NY 11577 G R E LO G I CO ENERGY July 5,2012 Town of Southold Building Department 53095 Route 25 Southold NY 11891 Dear Inspector Fish, This is a new survey marking the wind turbine at 825 Route 25, Greenport, NY. Please close out permit number 36673 and send a certificate of occupancy to our office. If there is anything else you need please let me know.Thanks so much. Best, E �, �] D D Alexandra McNear JUL - 6 2012 631-771-5152, ext. 107 BLDG.DEFT. TOWN OF SOUTHOLD GREENLOGIC, LLC • www.GreenLogic.com Tel: 877.771.4330 Fax: 877.771.4320 SOUTHAMPTON/CORPORATE: CUTCHOGUE: MANORVILLE: NEW YORK CITY: ROSLYN HEIGHTS: 425 County Rd.39A 1070 Depot Lane 40 Woodland Avenue 241 6th Avenue #3B 200 S. Service Rd.,#108 Southampton, NY 11968 Cutchogue, NY 11935 Manorville, NY 11949 New York, NY 10014 Rosyln Heights, NY 11577 15 Designed,Built,and Proven In Amedr:Ws Tornado Alfcy ED i 0KW CLASS r WIND, TURBINE • 5-YEAR WARRANTY • AMERICA'S BEST SELLING RESIDENTIAL SYSTEM • CERTIFIED BY CALIFORNIA ENERGY COMMISSION • SIMPLE DESIGN - 3 MOVING PARTS • PATENTED POWERFLEXG ROTOR SYSTEM AUTOFURL@ AUTOMATIC STORM PROTECTION • DIRECT-DRIVE PM ALTERNATOR NO SCHEDULED MAINTENANCE REQUIRED • HEAVY-DUTY CONSTRUCTION • DESIGNED FOR 30+ YEARS • POLYURETHANE AIRCRAFT QUALITY PAINT • PROVEN, OVER 50 MILLION OPERATIONAL HOURS The Bergey BWC Excel is a rugged and reliable small wind turbine that has been proven in ( i hundreds of installations around the world. It comes from the world's leading manufacturer of small wind turbines and is backed by the longest warranty in the industry.Whether you want to reduce the electric bills at your home or power a a 23 it'(7 meter) critical load far from the power grid, the BWC � I" o I+ Rotor Diameter Excel will deliver years of"worry-free"power. j a _ Excel—S GridTek 10 r _—Al { Excel-S:Grid-Intertie Applications (10kW) Power Processor ,� (AC output) Excel-R: Battery Charging Applications (7.5kW) Excel-PD: Pumping Applications (10kW) Excel-R opticharge Voltage Regulator Net Weight: 1,050 IDS (DC output) Shipping Weight: 1200 Ibs TKE; 0.1 1,X M,'OVtKG_ PARTS ARM.Ttt; , PA-R.xaa Yowl S:EF Kgy,,iNG PERFORMANCE 13- ;Z ._. _._�__ _1 I I Predicted Monthly Energy Production Start-up Wind Speed...7.5 mph 11 I i Wind Speeds Taken at Top of Tower Cut-in Wind Speed...8 mph tD — 4 EXCELS^ - rerape 1n spee 8mph amph t0mph it mph ixmnh 13mnn l4 mph Rated Wind Speed...31 mph : y �t� i - Esau-s(Acewm 2ao rtD sea Tao_ 1 9am ( 113o 11370 Rated Rotor Speed...310 RPM M 6 I t EXCEL-R 5 Excel-R(I3CkWh) 340 500 6aa o90 1.oso _ta2o _1.5so Furling Wind Speed...36 mph 7 — --e —�---- --(— Max.Design Wind Speed...125 mph o 6 Wind Speeds Taken at 10 meters(per standard wind resource maps) (with Extra-Stiff Blades...150 mph) W 6 1 I l -k— �erp a n 6 ee B m h 9 m h 10 m h _t1 m h 12 m h 13 Mph 14 m h 4 Eaw1 5 330 460 670 610 1,110 l.a60 1.610 3 I 999flip O+e-IlIrW 41BMgea TOWN Excel-P" 440��-�620' 630 1.090 1 290 —fare 1 740 I �^.vaardivrtR.+!ec gp 1{, Ex 43tl 620 B90 L700 1,370 1,670 1,909 t�ra'v.asioro`sea low+:rum.•'p- r- -. - _. "._. _ .. (.. ., 2 Tower .F 7.4 560 76,- 1030 1290 1650 1820 2060 1p©�t�H't;C�',I6D,L.xiK�ls l�Afi'I�R 1 — . �l i 1ao tG Excels_ ago_ _.Sao__ _9110 ,_1,220_-_1,a111 ry1.e20_-2,139_ Tower Exoe1-R 630 610 1.140 1410 1690 1,950 200 00 4 8 12 10 20 24 28 32 36 40 44 mph 12011. ExcM-6 550 760_ 1,tl50' 1,3.1D 1,030 1.9Ta 2,280 u�1vFl r�ap ��a11V pp�� Tower '6xcp1-R' 700 960 �1240 '1530 1800 2070' 2320 �I�s®Ga-ag.,Gl y1 /-'9Q" 0 2 4 6 0 10 12 14 16 18 20 22 m!a Assumptions:Inland Site.Rayliegh Distribution,Shear Exponent=0.18.Attitude=1,000 ft. -- WIND SPEED Note:Battery charge regulation(batteries full)will reduce actual Excel-R performance. Your Performance raay Vary. = 4J 2001 PRIESTLEY AVE. NORMAN, OK 73069 Q - T: 405-364-4212 F: 405-364-2078 SALES@BERGEY.COM 1t1►IiHiDPo cER SIMPLICITY•.RELIABILITY•PERFORMANCE WWW.BERGEY.COM .44 {r a f `lk y } ' Ir 1 'C» \ ' .t�,.-��. Y s fig if►J 'i '�'�_ � I F lip IBM log '� dill �. ': t1 s• ' �" ,.� a ` � • ;�ale, _ • �. f R :i r W `e �►" Y "ill'� law W _t i r y��1��Wf • f, ' R�74 clRi Ma ,IC _ r•f C Y S if Tr a _� _. AIR! i i f �, • r for bergey W09026 0& e) Pt,,eparedOL3\, Project Summary bergey W09026 WEIGHT(KG) Global Base Reactions For Pole Shaft Governing Load Case Structure Pole Emb. Shaft Base Shaft Ground Shaft Top Sect A Sect B Sect C Sect D Sec Sect F Load Case Moment Shear Axis] Maximum Identifier Height Length Diameter Line Diameter Diameter Identifier Deflection m m mm mm mm �i, kN.m mm 120F10K 36.58 --- 1460.00 1460.00 580.00 3052 2537 1476 '50W ---- w WIND 1953 95.3 99.2 637 0 S1 Project Summary bergey W09026 LENGTH(M) THICKNESS(MM) Structure Structure Shaft Shaft Shaft Camber Sect A Sect B Sect C Sect DL Sect E Sect F Sect A Sect B JSectC JSectD Sect E Sect F Identifier Quantity Yield Taper Shape Stress mpa mm/m mm J 120F10K 1 448 25.096 16 --- 11.70 11.80 x80 6.14 — --- 8.000 8.000 6.000 5.000 --- -- � 0 Q S2 Project Summary bergey `; W09026 <::�� SECTION DATA (F-3f, Structure «A„ «A„ «B>, «B» «C>, «C„ «D„ «D» «B„ «E„ «F» «F» «A;_.<B» ,B,_«C» «C,_«D» «D,_«B» «B, I Identifier Base Top Base Top Base Top Base Top Base Top Base Top 'Joint Joint Joint Joint Joint Diameter Diameter Diameter Diameter Diameter Diameter Diameter Diameter Diameter Diameter Diameter Diazn ter Type Type Type Type Type mm mm mm mm mm mm mm mm mcn mm mm.f, mm 120F10K 1460.0 1166.4 1232.0 935.9 988.7 692.7 734.1 580.0 Slip Slip Slip — 6\ � S3 BERGEY 36.58' POLE, SITE: 1OKW WIND TOWER W09026 DATEQ4-13-11 Fuse 1.9.0.363 *** SUMMARY *** Design Code: TIA-222-G ---------------------------------------------------- DESIGN SUMMARY ----------------------------------------��-------- Height Above Base Plate (m) 36.58 Ground Line Diameter (mm) 1 460.00 Pole Shaft Weight (kg) 7-5;64 Top Diameter (mm) 580.00 Pole Taper (mm/m) 25.0957 Shape: 16 Sides-� Connections Between Sections /First/ /Second/ /Third/ Qj- Height Above Ground (m) 11.70 21.52 31.69 Type Slip Joint Slip Joint Slip Joint Overlap Length (mm) 1976 1625 1249 ��? Maximum Axial Force (N) 55 606 27 876 11 503 \\D Section Characteristics /First/ /Second/ /Third/ /Fou��/�'), Base Diameter (mm) 1460.00 1231.97 988.72 734.06 Top Diameter (mm) 1166.38 935.94 692.72 580 00 Thickness (mm) 8.0000 8.0000 5.-000 Length (m) 11.700 11.796 11.t7�95� �i6\139� Weight (kg) 3052 2537 1976 '5�00 ------- ANALYSIS SUMMARY ------ ---- -�, ------------------------------------ l --------------------------- Pt. of Governing �G�-rning�Governing Governing Pole Fixity Level Sec.lp Level See�U Biel Sec.3 Level Sec.4 Top Governing Load Case WIND WIND ` W�ND�& WIND WIND WIND Height (m) 0.00 t0.;0Q 11.70 21.52 31.69 36.58 Resultant Moment (N-m) 1 952 666 1 952 '66 98.9 414 437 223 95 335 1 962 Shear Force (N) 96 234 ((�J96\\234 ��' "68 365 44 652 23 478 14 991 Axial Force (N) 98 308 \ 98 30f8;-�' 55 606 27 876 11 503 6 772 Effective Yield Strength (MPa) 395.46 J395.4,6 } 443.88 429.66 448.00 448.00 Combined Interaction Value O.A2 V Oz9'2 0.29 0.27 0.13 0.01 Total Deflection (mm) A_0 �01 68.37 227.33 486.36 637.23 Note: Diameters are outside, measured across the flats Forces and moments are reported in the local element coordinate system Q 1 BERGEY 36.58' POLE, SITE: 1OKW WIND TOWER W09026 DATN04-13-11 Fuse 1.9.0.363 *** POLE SHAFT POINT OF FIXITY REACTIONS *** Loading Moments Moments Moments Moments Shear Shear Sheaf� Notes Case About About Resultant Vertical In In Resul'tan Identifier X-Axis Y-Axis (X & Y) Torsional Force X-Direction Y-Direction (>XQ&-Y) (N-m) (N-m) (N-m) (N-m) (N) (N) (N) It,"'Iuq) WIND 1 171 836 -1 561 955 1 952 666 916 99218 77 606 55 303 95 295 T&S 377 633 -423 295 567 261 684 80475 15 116 1-2 657 19 716 Note: Positive vertical force is downward. Reactions are considered in the global coordinate system. lqz "N -�Z' o N p C 2 BERGEY 36.58' POLE, SITE: l0KW WIND TOWER W09026 DAT4,04-13-11 Fuse 1.9.0.363 *** INPUT LOADS *** Design Code TIA-222-G Loading Case WIND Orientat`io of System ******* Basic Wind Velocity is 199.90 kph Ice Thickness 0.0 � �,+ +X-Axis Wind Orientation is 33.8 Degrees Clockwise From -X- Axis * (Transverse)141 Structure Weight Overload Factor is 1.200 Exposure C, Gust Factor 1.10 �* Structure Category 1, Topographic Category 1, Crest Height 0.00 m (Longit dinal) * * (Vertical) Orientations are Measured Clockwise From -X- Axis +Y OJs * * +Z-Axis Positive -Y- Axis is 90 Degrees Clockwise From -X- Axis Foundataion Rotation of 0.50 Degrees C Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y \]Force-Z EPA (m) (m) (m) (Degrees) (N) (N) ✓~ `N) (m^2) 1 36.58 36.58 0.00 45.00 10 40303 � ��58 wind turbine 2 5.00 5.00 0.00 33.75 28`� 188 N` 235 0.150 1-step bolts 3 15.00 15.00 0.00 33.75 354 \ `236� 235 0.150 1-step bolts 4 25.00 25.00 0.00 33.75 4� \263 235 0.150 1-step bolts 5 33.29 33.29 0.00 33.75 2'79 186 153 0.100 1-step bolts Cj C� 3 BERGEY 36.58' POLE, SITE: 1OKW WIND TOWER W09026 DATE, 04-13-11 Fuse *** INPUT LOADS *** Design Code TIA-222-G Loading Case T&S Orientationysof System Basic Wind Velocity is 80.50 kph Ice Thickness 0.0 �J�jA ******* +X-Axis Wind Orientation is 33.8 Degrees Clockwise From -X- Axis Z* * (Transverse) Structure Weight Overload Factor is 1.000 Exposure C, Gust Factor 1.10 Structure Category 1, Topographic Category 1, Crest Height 0.00 m (LongiraiTa ) * * (Vertical) Orientations are Measured Clockwise From -X- Axis +Yr s * * +Z-Axis Positive -Y- Axis is 90 Degrees Clockwise From -X- Axis i Foundataion Rotation of 0.50 Degrees Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA (m) (m) (m) (Degrees) (N) (N) (N) (m^2) 1 36.58 36.58 0.00 45.00 7 706 C7906 54 450 wind turbine 2 5.00 5.00 0.00 33.75 31 '< 21, 196 0.150 1-step bolts 3 15.00 15.00 0.00 33.75 39 26 196 0.150 1-step bolts 4 25.00 25.00 0.00 33.75 43 2J 196 0.150 1-step bolts 5 33.29 33.29 0.00 33.75 31 � 21 127 0.100 1-step bolts Qr 4 BERGEY 36.58' POLE, SITE: 1OKW WIND TOWER W09026 DATE 04-13-11 Ruse 1.9.0.363 *** Properties *** �\v Distance Diameter From Across Wall D/t W/t Moments of Connection Base Flats Thickness Across Across Inertia Area Locations (m) (mm) (mm) Flats Flats (mm^4) (mm^2) t � Top of Sect 9 36.58 580.00 5.000 116.00 21.08 383 145 900 9�199'.9,5 EPA 4 33.29 662.56 5.000 132.51 24.37 573 025 800 10 4 3:81 31.69 702.72 5.000 140.54 25.97 684 537 600 (/-1�1 102.76 Top of Sect 3 31.69 692.72 6.000 115.45 20.98 783 208 900T"-�13 113.26 31.58 695.48 6.000 115.91 21.07 792 692 OOb�4�13 165.98 Base of Sect 4 30.44 724.06 6.000 120.68 22.02 895 4230660� 13 711.81 28.51 772.51 6.000 128.75 23.62 108916400D 14 636.93 26.58 820.96 6.000 136.83 25.23 1309a-12000 15 562.06 EPA 3 25.00 860.61 6.000 193.93 26.54 1509524000 C16 319.23 21.52 947.94 6.000 157.99 29.44 20 1990y`0� \"V 986.90 Top of Sect 2 21.52 935.94 8.000 116.99 21-:2)8 > 576�5000 23 626.09 Base of Sect 3 19.90 976.72 8.000 122.09 \2��0� 2931�17000 24 664.39 16.58 1 059.91 8.000 132.49 24. 36 3��5335;jD00 26 782.53 EPA 2 15.00 1 099.56 8.000 137.45 y�25.35 cz4193992000 27 792.08 11.70 1 182.38 8.000 147.80 c 7.4/�\ \'5 2816000 29 900.63 Top of Sect 1 11.70 1 166.38 8.000 145.80,�, 277-0 �12242000 29 493.26 11.58 1 169.39 8.000 146.U7 e?,7.0\ 5051436000 29 569.94 Base of Sect 2 9.72 1 215.97 8.000 15i'5Q' C,\28-.2�4'' 5) 5683892000 30 755.84 6.58 1 294.87 8.000 161'.8& �3 21 6871976000 32 764.72 EPA 1 5.00 1 334.52 8.000 '16-6�82 31.19 7526965000 33 774.27 1.58 1 420.35 8.000 "177.559�� 33.33 9084527000 35 959.50 Pt of Fixity 0.00 1 460.00 8.000 �82. 0 34.31 9871337000 36 969.05 5 BERGEY 36.58' POLE, SITE: 1OKW WIND TOWER W09026 DATEV4-13-11 use 1.9.0.363 Forces and Moments for Pole in the Local Element Coordinate System Loading Case WIND Dist. From Resultant Shear Shear Resultant Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear It A�Na1 (m) (N-m) (N-m) (N-m) (N-m) (N) (N) (N) \\(N) 36.58 1387 -1387 1962 -10 10625 10575 Vti991 6772 33.29 41135 -43737 60042 -10 15119 13588 20032'8a 9750 33.29 41135 -43737 60042 -10 15396 13771 20656 9910 31.69 64437 -70261 95335 -10 17760 15356 23478 11503 31.69 64437 -70261 95335 -11 17756 1535223472 11515 31.58 66132 -72224 97927 -10 17923 15463$ 23672 11771 30.44 84434 -93663 126103 -10 19711 16663\-a 25810 14409 28.51 118592 -134683 179453 -10 22765 18,707p 29465 16982 26.58 156792 -181745 240031 -10 25967 �j20�48 33301 19726 25.00 191186 -224943 295214 -10 28713 ``��'2 88 �36595 22051 25.00 191186 -224943 295214 -7 29070 22920 37018 22364 21.52 278356 -337167 437223 -7 35427 271,71 44652 27876 21.52 278356 -337167 437223 -11 3: �3/7�4 2/;1\4 S 44582 27987 19.90 324185 -397235 512729 -8 364.97� 29223 48333 34473 16.58 428287 -535690 685813 -11 �9932 .�-33525 56061 42471 15.00 482941 -609150 777365 -11 418d119 35659 59891 46453 15.00 482941 -609150 777365 -7 48393_ \fv `'35832 60215 46815 11.70 608677 -780034 989414 -7 Vd 1r} 55 3- 40371 68365 55606 11.70 608677 -780039 989419 03 40316 68277 55715 11.58 613525 -786661 997622 =11 a531k3 40452 68526 56442 9.72 691047 -892965 1129129 8 59108 42982 73083 67034 6.58 832899 -1066838 1370871 12� 65351 47145 80582 76446 5.00 909038 -1194559 1501107 �i� -12 68474 49234 84336 81301 5.00 909038 -1194559 1501107 �5 7 68595 49301 84474 81742 1.58 1085342 -1440666 180374\3 - 3 75143 53662 92337 92986 0.00 1171639 -1561953 1952666 13 78389 55828 96239 98308 Q 6 BERGEY 36.58' POLE, SITE: 10KW WIND TOWER W09026 DATEV4-13-11 Fuse 1.9.0.363 Deflections and Stresses for Pole ` Loading Case WIND *** Deflections and Stresses *** n Distance Defl. Axial Flexural Shear Torsion Comb\in�ed Effective From Defl. Defl. Resultant Defl. Interaction Interaction Interaction Interactions Stress Yield Base X-Dir Y-Dir X & Y Z-Dir Rotation Term Term Term Term `Interaction Strength (m) (mm) (mm) (mm) (mm) (deg.) G IV (MPa) 36.58 501 394 637 13 1.81 0.00 0.00 0.02FO 00 0.01 448.00 33.29 421 330 535 11 1.75 0.00 0.09 0.02 0.00 0.09 448.00 33.29 421 330 535 11 1.75 0.00 0.09 0:02 l �j 0.00 0.09 448.00 31.69 383 299 486 9 1.69 0.00 0.12 0.<< `, �-J 0.00 0.13 448.00 31.69 383 299 486 9 1.69 0.00 0.11 0:02, D.00 0.11 448.00 31.58 381 297 483 9 1.69 0.00 0.11 tk0�02 0.00 0.11 448.00 30.44 355 277 450 9 1.65 0.00 0.13 r�0=f02 0.00 0.13 448.00 28.51 313 243 396 7 1.56 0.00 0.16 0.02 h 0.00 0.16 448.00 26.58 273 211 345 6 1.47 0.00 0.19 f�.� 0.'02_ 0.00 0.19 448.00 25.00 242 187 305 5 1.38 0.00 0.21�+-cam <0.02t� 0.00 0.22 448.00 25.00 242 187 305 5 1.38 0.00 �`o(.2`1 0, 02 0.00 0.22 448.00 21.52 180 138 227 4 1.18 0.00 <�0.2, 0.03 0.00 0.27 429.66 21.52 180 138 227 4 1.18 0.00 �0.20e�---' 0.02 0.00 0.20 448.00 19.90 155 119 195 3 1.10 0.00 0.22�� 0.02 0.00 0.22 448.00 16.58 108 83 136 2 0.93 0.00� 0�24- 0.02 0.00 0.25 448.00 15.00 69 68 112 2 0.84 O�o0 L 0-26 0.02 0.00 0.26 448.00 15.00 89 68 112 2 0.84 p (0.00 0.26 0.02 0.00 0.26 448.00 11.70 54 41 68 1 0.67 ��00 \\`..29 0.02 0.00 0.29 443.88 11.70 54 41 68 1 0.67 !�'�0.00< 0.29 0.02 0.00 0.30 446.67 11.58 53 40 67 1 0.666 0.01-1 0.29 0.02 0.00 0.30 446.15 9.72 38 29 47 1 0..55 N 0�-..- 0.31 0.02 0.00 0.32 438.02 6.58 17 13 22 0 0`�37N00•} 0.34 0.03 0.00 0.35 424.26 a, 5.00 10 8 13 0tu 0`2H C- .001 00 0.36 0.03 0.00 0.37 417.34 5.00 10 8 13 0 0.28 0.36 0.03 0.00 0.37 417.34 1.58 1 1 1 (r09 )0.09(( 0.01 0.40 0.03 0.00 0.40 402.37 0.00 0 0 0 N 0.00\ 0.01 0.41 0.03 0.00 0.42 395.46 4A BERGEY 36.58' POLE, SITE: 1OKW WIND TOWER W09026 DATEI04-13-11 use 1.9.0.363 Forces and Moments for Pole in the Local Element Coordinate System /�, Loading Case T&S !f I�n �15� Dist. From Resultant Shear Shear Resultant J Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shears 1 (m) (N-m) (N-m) (N-m) (N-m) (N) (N) (N) U" (N) 36.58 1069 -1069 1512 -3 7794 7778 11011 5217 33.29 27248 -27577 38768 -3 8320 8136 1�11637. 7700 33.29 27248 -27577 38768 -3 8350 8155 11 M1� 7835 31.69 40446 -41158 57705 -3 8626 8343 j�l2001 9163 31.69 40446 -41158 57705 -3 8624 8341 11998 9166 31.58 41364 -42108 59026 -3 8644 8354 12021 9375 30.44 50967 -52080 72870 -3 8862 850- 12282 11558 28.51 67621 -69539 96996 -3 9217 8R742� 12703 13675 26.58 84746 -87699 121955 -3 9588 �8:�991 13144 15929 25.00 99126 -103103 143025 -3 9911 .10 �13530 17867 25.52 32114 -138996 191765 -3 0617 �97,32 14451 22673 21.52 132114 -138996 191765 -3 10667 97.32\\\V(��'� 19459 22673 21.52 132114 -138996 191765 -3 10b6 !J`9,714 14429 22690 19.90 148122 -156658 215597 -3 11Q51 99V 14884 28021 16.58 182048 -194577 266461 -3 118A, c;�10476 15782 34599 15.00 198802 -213527 291746 -3 r 1 183 16732 16236 33918 15.00 198802 -213527 291746 -3 220 10738 16254 38127 11.70 235137 -255121 346953 -3 13 08 11283 17219 45454 0 q� 11.70 235137 -255121 346953 "'3 @A2988 11265 17193 45464 11.58 236490 -256682 349017 C-3 �`3009 11276 17216 46019 9.72 257733 -281290 381510 3 13�'75 11584 17770 54710 6.58 294957 -324849 438779 01-3 14200 12063 18632 62411 5.00 314215 -347579 468553 - 14572 12313 19078 66457 5.00 314215 -347579 468553 -3. 14567 12301 19066 66668 1.58 357205 -398771 535363 -3 15328 12802 19971 75862 0.00 377635 -423293 5.67262, �a 3 15714 13059 20432 80296 g BERGEY 36.58' POLE, SITE: l0KW WIND TOWER W09026 DATEQ4-13-11 Fuse 1.9.0.363 Deflections and Stresses for Pole Loading Case T&S *** Deflections and Stresses *** Distance Defl. Axial Flexural Shear Torsion Goom ned Effective' From Defl. Defl. Resultant Defl. Interaction Interaction Interaction Interaction//Stress Yield Base X-Dir Y-Dir X & Y Z-Dir Rotation Term Term Term Term In 4raction Strength (m) (mm) (mm) (mm) (mm) (deg.) (MPa) 36.58 171 158 233 3 0.75 0.00 0.00 0.01 t0.00 0.01 448.00 33.29 140 129 190 3 0.71 0.00 0.06 0.01 0 00 0.06 448.00 33.29 140 129 190 3 0.71 0.00 0.06 0.01 0.00 0.06 498.00 31.69 126 116 171 2 0.67 0.00 0.07 0.01w, 0.00 0.06 448.00 31.69 126 116 171 2 0.67 0.00 0.06 01.01 0.00 0.07 446.00 31.58 125 115 170 2 0.67 0.00 0.06 a�'p.'p 0.00 0.07 448.00 30.44 115 106 157 2 0.64 0.00 0.07 1 0-01 0.00 0.08 448.00 28.51 100 92 136 2 0.60 0.00 0.09 0.01`\ 0.00 0.09 448.00 26.58 86 79 117 2 0.55 0.00 0.10 0.0? 0.00 0.10 448.00 25.00 75 69 102 1 0.50 0.00 0.1?O j_e� €�0.01 0.00 0.10 448.00 25.00 75 69 102 1 0.50 0.00 �0).1O 0N01 0.00 0.10 448.00 21.52 55 50 74 1 0.41 0.00 � 6' \ 0.OI 0.00 0.12 429.66 N, 21.52 55 50 74 1 0.41 0.00 -�\ �0.09 0.01 0.00 0.09 448.00 19.90 47 42 63 1 0.38 0.00 rr( 0. 0.01 0.00 0.09 448.00 16.58 32 29 43 1 0.31 0.00 00/� 0.01 0.00 0.10 448.00 15.00 26 24 35 0 0.28 00"00 0 1Q 0.01 0.00 0.10 448.00 15.00 26 24 35 0 0.28 p 0-Oq 0-10 0.01 0.00 0.10 448.00 11.70 16 14 21 0 0.21 01 00` _ `� 10 0.01 0.00 0.10 443.88 11.70 16 14 21 0 0.21 4 0.Q`0 � 0.10 0.01 0.00 0.11 446.67 11.58 15 19 21 0 0.21 0.00 `v 0.10 0.01 0.00 0.11 446.15 9.72 11 10 14 0 0..� v �OD�^� 0.10 0.01 0.00 0.11 438.02 6.58 5 4 6 0 0� 1 Co�'� O 0�i0.11 0.01 0.00 0.11 424.26 5.00 3 2 4 0 0�09 1 0.11 0.01 0.00 0.12 417.34 5.00 3 2 4 0 0.09 On 0.11 0.01 0.00 0.12 417.34 1.58 0 0 0 C,0> 0.03 0.01 0.12 0.01 0.00 0.12 902.37 0.00 0 0 0 0.00 0.01 0.12 0.01 0.00 0.13 395.46 c,2 9 ANALYSIS OF BOLTS & PLATE Program: BPL (ver 2. 01a) Fri Apr 15 14:24:05 2011 Input Units: Metric (S. I.) Output Units: Metric (S. I.) Angles: Degrees Specification: AASHTO Fx 0 (N) Mx 1952666 (N—m) Fy 95295 (N) My 0 (N—m) Fz 99218 (N) Mz 916 (N—m) Pole Diameter 1460 (mm) Pole Sides 16 Bolt Diameter 33 (mm) Bolt Length 1270 (mm) Bolt Yield Strength 380 (MPa) Bolt Circle 1600 (mm) N; First Bolt Angle 0 (deg) 0 Number of Bolts 44 O Plate Flat X—Length 1700 Plate Sides 16 Plate Thickness 50 (mm) o Plate Yield Strength 345 �(wa) Attachment Angle 0 (deg, Bolt Loads Wind angle which produces maximum Bolt CSR: 90 (deg) Calculated Calculated Allowable Force Stress Stress Combined Bolt Axial Shear Axial Shear Axial Shear Stress Number (N) (N) (MPa) (MPa) (MPa) (MPa) Ratio 1 -2254 2192 3 3 266 160 0. 02 2 -18043 2192 26 3 266 160 0. 1 3 -33511 2191 48 3 266 160 0. 18 4 -48343 2189 70 3 266 160 0. 26 5 -62236 2188 90 3 266 • 160 0. 34 6 -74909 2186 108 3 266 160 0.41 6 7 -86102 2183 124 3 266 160 0.47 8 -95588 2180 138 3 266 160 0. 52 �r 9 -103175 2177 149 3 266 160 0. 56 10 _108707 2173 157 3 266 160 0. 59 11 112072 2170 162 3 266 160 0.61 12 -113201 2166 163 3 266 160 0. 61 13 -112072 2162 162 3 266 160 0. 61 14 -108707 2159 157 3 266 160 0. 59 15 -103175 2155 149 3 266 160 0. 56 (' 16 -95588 2152 138 3 266 160 0. 52 17 -86102 2149 124 3 266 160 0.� 18 -74909 2146 108 3 266 160 0�41 19 -62236 2144 90 3 266 160 �0\34) 20 -48343 2142 70 3 266 160 00?)26 21 -33511 2141 48 3 266 �,60 0.`8"\ 22 -18043 2140 26 3 266 �16.0a <0:q 23 -2254 2140 3 3 266 460 2 24 13534 2140 20 3 266 16. 0-08 25 29002 2141 42 3 � 66 266� 160 0. 16 26 43834 2142 63 3 2 ;fi�0�0. 24 27 57727 2144 83 3'Q266 \'�16�0 0. 31 28 70400 2146 102 3� 26.6' \10 0. 38 29 81593 2149 118 ( 3 �2601 160 0.44 30 91080 2152 131 26,6� 160 0.49 31 98666 2155 142t,( , 3 ``266 160 0. 54 32 104198 215950-w (3 266 160 0. 57 33 107563 2162 155 3 266 160 0. 58 34 108692 21666 157 � 1 266 160 0. 59 35 107563 2170, 155 266 160 0. 58 36 104198 2.173 150 3 266 160 0. 57 37 98666 c2-1'77 142 3 266 160 0. 54 38 91080.� 2180 131 3 266 160 0.49 39 815�9,3>� 2183 118 3 266 160 0.44 40 (7040OP 2186 102 3 266 160 0. 38 41 '5.77;27 2188 83 3 266 160 0. 31 42 �J43834 2189 63 3 266 160 0. 24 �43\ 29002 2191 42 3 266 160 0. 16 4�4 13534 2192 20 3 266 160 0. 08 Plate Loads Plate Bend Line Section Moment Moment Moment Moment Moment Moment Calculated Calculated Angle Length Modulus Arm 1 Arm 2 Arm 3 Arm 4 Arm 5 Arm 6 Moment Stress (deg) (mm) (mm-3) (mm) (mm) (mm) (mm) (mm) (mm) (N-m) (MPa) 0 917. 562 -214748.4 70 61.857 37. 594 37. 594 61.857 0 21364 56 2. 5 889. 038 -214748.4 63.6 60.431 41. 056 5.87 21. 394 50.498 20008 54 5 860. 15 -214748.4 57.078 58. 889 44.439 14.023 5. 152 39. 043 18856 53 7. 5 841.954 -214748.4 50.448 57. 235 47. 738 22. 15 27. 514 0 18284 52 10 833. 154 -214748.4 43.722 55.473 50.946 30. 235 15.933 0 17963 52 12. 5 833. 154 -214748.4 36.912 53. 605 54.057 38. 261 6.538 4. 321 18331 53 15 841.954 -214748.4 30. 033 51. 634 57.065 46. 216 19. 305 0 19857 57 17. 5 860. 15 -214748.4 23. 096 49. 566 59.965 54. 082 32. 036 0 21642 61 20 889.038 -214748.4 16. 115 47.403 62. 75 61.845 44. 705 11.679 24704 A7 22. 5 932. 639 -214748.4 9. 104 45. 15 65.416 69.49 57.289 29. 061 28366 "j 7% 25 872. 777 -214748.4 30. 143 55. 29 64. 336 57.096 33.719 0 25213 �69 27. 5 847.208 -214748.4 15. 079 45. 059 59.059 56. 795 38. 314 3.99 23.191 66 30 825. 331 -214748.4 34. 741 53. 67 56. 386 42.835 13.293 0 217,19� 63 32. 5 848.618 -214748.4 24. 358 48. 178 55.869 47.275 22. 57 0 21612 61 35 835. 347 -214748.4 13.928 42. 595 55. 246 51.625 31.804 0 ��---��"21446 62 37. 5 828.723 -214748.4 3.472 36. 931 54. 518 55.876 40.978 10. 126 __./22359 65 40 867.07 -214748.4 31. 196 53. 686 60. 022 50.073 24.044 0 9- 24347 67 42. 5 877.249 214748.4 25.402 52. 752 64. 053 59.074 37. 917 1. H3 26743 73 45 917. 562 -214748.4 19. 56 51. 717 67.962 67. 962 51. 7147, 1-9. 56 30950 81 47. 5 889. 038 -214748.4 1. 013 37.917 59.074 64. 053 52 �W 25.402 26743 72 50 860. 15 -214748. 4 24. 044 50. 073 60.022 53. 686 31-�96 0 24347 68 52.5 841.954 -214748.4 10. 126 40.978 55. 876 54. 518- 36A31�3\472\ 22359 64 55 833. 154 -214748.4 31.804 51. 625 55. 246 42. 59P V13.928�� `�Oz 21446 62 57. 5 833. 154 -214748.4 22. 57 47.275 55.869 48((JiA 243 8 �0 21613 62 9 60 841. 954 -214748.4 13.293 42. 835 56. 386�\,53;67 j034\741 0 21739 62 62. 5 860. 15 -214748.4 3.99 38. 314 56. 795 `59: 059'\\45. Q59 15. 079 23197 65 65 889. 039 -214748.4 33.719 57. 096 64.1336 5b49`W 143 0 25213 68 67. 5 917. 562 -214748.4 29.061 57. 289 p9-.M 65 416�45. 15 9. 104 28366 74 70 889. 038 -214748.4 11. 679 44. 705a�63845�6275 47.403 16. 115 24704 67 72. 5 860. 15 -214748.4 32. 036 54082�59.96549}?566 23. 096 0 21642 60 75 841.954 -214748.4 19. 305 46 2 6> 57�065N, 634 30. 033 0 19857 57 77. 5 833. 154 -214748.4 6. 538 Q38.. '61 44 0'S7 53.605 36.912 4. 32 18331 53 80 833. 154 -214748.4 30.23;z50. 946 k.173 43.722 15.932 0 17963 52 82. 5 841.954 -214748.4 22.<1 7.,T.3b�, .235 50.448 27. 514 0 18284 52 85 860. 15 -214748.4 T-4 023 44T438.889 57.078 39. 043 5. 152 18856 53 87. 5 889. 039 -214748?4 57 4'1.056 0.431 63.6 50.498 21. 394 20008 54 90 917. 562 -214748?4�37. 594 611857 70 61.857 37. 594 0 21364 56 Q Plate Summary Critical wind Angle 45 (deg) Maximum Stress Angle 45 (deg) Failure Line Length 917. 562 (mm) Plate Section Modulus —214748.4(mm-3) Moment Arm 4 19. 56 (mm) Moment Arm 5 51. 717 (mm) Moment Arm 6 67.962 (mm) Moment Arm 7 67.962 (mm) Moment Arm 8 51. 717 (mm) Moment Arm 9 19. 56 (mm) Moment About Failure Line 30950 (N—m) Plate Bending Stress 81 (MPa) Allowable Bending Stress 319 (MPa) Combined Stress Ratio 0.25 Nl� sp 13 12 11 15 14 0 > 16 \8) 17 (7) 18 \ (6) 19 \ (5) 20 21 (3) 22 23 24 44 25 43 26 42 27 41 28 40 29 39 30 38 31 32 33 $�5 36 37 34 e IMF—_-q Job No Sheet No Rev 1 Software licensed to Valmont Part Job Title Bergey 120'10kW WP(min height) Ref By ttl Date15-Apr-11 Chd j133 Client Bergey File 110415 W09026 Bergey 1 Daterrime 15-Apr-2011 10:20 Job Information Engineer Checked Approved Name: ttl j133 Date: 15-Apr-11 Structure Type I SPACE FRAME \ j Number of Nodes 9 Highest Node 9 Number of Elements 8 Highest Beam 8 �j Number of Basic Load Cases 1 1 '�p Number of Combination Load Cases 0 Included in this printout are data for., 0 C� All The Whole Structure Included in this Printout are results for load cases: Type UC Name Yp Primary 1 LOAD CASE 1 �`6 Z �3D Rendered View(Input data was modified after picture taken) Print Time/Date:15/04/2011 10:25 STAAD.Pro for Windows 20.07.04.12 Print Run 1 of 5 Job No Sheet No Rev loop-IMF, 2 Software licensed to Valmont Part Job Title Bergey 120'10kW WP(min height) Ref 6y ttl Date15-Apr-11 Chd j133 Client Bergey File 110415 W09026 Bergey 1 Date/rime 15-Apr-2011 10:20 Nodes Node X Y Z (m) (m) (m) 1 0.000 0.000 0.000 2 0.000 9.721 0.000 3 0.000 11.700 0.000 4 0.000 19.894 0.000 5 0.000 21.521521 0.000 6 0.000 30.445 0.000 7 0.000 31.694 0.000 ( f1 8 0.000 36.376 0.000 �`:� 9 0.000 36.576 0.000 Beams Beam Node A Node B Length Property P (m) (degrees) 1 1 2 9.721 1 0 2 2 3 1.979 2 Q( 3 3 4 8.194 30, 5 5 6 8.924 5 0 6 6 7 1.249 7 7 8 4.6824 � 0� 8 8 9 0.200v,\\8 Section Pro pertI"e �!! Prop Section i�J Area l" lu J Material (mm2) (mm4) (mm4) (mm4) 1 HDC 57.5X47.8X0.3 33.8E+3 7.57E+9 7.57E+9 15E+9 STEEL 2 HDC 485X46'.5X0.6 60.6E+3 10.9E+9 10.9E+9 21.4E+9 STEEL 3 HD0.A6;5X38.3X0.3 27.2E+3 3.94E+9 3.94E+9 7.78E+9 STEEL 4 f1113C 38.8X37.2X0.6 42.4E+3 4.86E+9 4.86E+9 9.59E+9 STEEL 5f DC 37.2X28.3X0.2 15.8E+3 1.36E+9 1.36E+9 2.69E+9 STEEL <q L vHDC 28.7X27.5X0.4 24.6E+3 1.54E+9 1.54E+9 3.04E+9 STEEL '1 7�1 HDC 27.5X22.8X0.2 10.1E+3 514E+6 514E+6 1.01E+9 STEEL t 8 HDC 11.8X11.8X0.2 5.61 E+3 61.4E+6 61.4E+6 121 E+6 STEEL Print Time/Date:15/04/2011 10:25 STAAD.Pro for Windows 20.07.04.12 Print Run 2 of 5 Job No Sheet No Rev 3 Software licensed to Valmont Part Job Title Bergey 120'10kW WP(min height) Ref By ttl Date15-Apr-11 Chd J133 Client Bergey File 110415 W09026 Bergey 1 Daterrime 15-Apr-2011 10:20 Materials Mat Name E v Density a (kg/CM2) (kg/m3) 0/0-0 1 STEEL 2.04E+6 0.300 7.83E+3 6.5E-6 2 STAINLESSSTEEL 1.97E+6 0.300 8E+3 9.9E-6 3 ALUMINUM 703E+3 0.330 2.71E+3 12.8E-6 4 1 CONCRETE 221 E+3 0.170 2.4E+3 5.5E-6 10) Supports Node X Y Z rX rY rZ �� (kip/in) (kip/in) (kip/in) (kip-ft/deg) (kip-ft/deg) (kip f/deg) 1 Fixed I Fixed Fixed Fixed Fixed Fixed Basic Load Cases v� Number Name 1 LOAD CASE 1 Node Loads : 1 LOAD CAS"E�1� Node FX FY FZ t\ MX�>� �MY MZ (kN) (kN) (kN (kfJ:m)�, (kN m) (kN-m) 8 -0.451 -0.451 - 9 -0.152 -0,152 �,-,::0.152Z - -5.450 -5450 U -5.450 - - - Sefteigh.t"1, LOAD CASE 1 Direction F�adtor ' lC, P% X �( }`4.000 Y"1 -1.000 `(Z -1.000 OZ v Print-rime/Date:15/04/2011 10:25 STAAD.Pro for Windows 20.07.04.12 Print Run 3 of 5 Job No Sheet No Rev 4 Software licensed to Valmont Part Job Title Bergey 120'10kW WP(min height) Ref It, ttl Dat,1 5-Apr-1 1 Chd j133 Client Bergey File 110415 W09026 Bergey 1 Date/rime 15-Apr-2011 10:20 Calculated Modal Frequencies & Mass ParticipationsQ Mode Frequency Period Participation X Participation Y Participation Z (Hz) (sec) N N N 1 1.048 0.954 54.405 0.000 0.009 2 1.048 0.954 0.009 0.000 54.405 3 4.207 0.238 14.755 0.000 14.836V 4 4.207 0.238 14.836 j 0.000 j 14.755 5 11.349 0.088 5.603 0.000 1 5.604 6 11.349 0.088 5.604 0.000 5.603 Mode Shapes ; Mode Node X Y Z rX rYTZ 1 1 0.000 0.000 0.000 0.000 'MOO `0`,.000, 2 0.071 0.000 0.001 ao00;, tVlgl000,P\\4000 3 0.102 0.000 0.001 0:000' �-0.000r y\ 20A00 4 0.292 0.000 0.004 0.000; -0.000, '-'-0.001 5 0.342 0.000 0.004 C0�000 /J '01,(00-r -0.001 6 0.696 0.000 0.009/'} ""0.000 U/0;000 -0.001 7 0.755 0.000 0g10 0;006-\\\AA.000 -0.001 8 0.990 0.000 -,MAi3,-/ '0.000 /,/ 0.000 -0.001 9 1.000 1 0.000 013 le,O.UOO` 0.000 -0.001 2 1 0.000 0.000,� ))o.000' c 0.000 0.000 0.000 2 -0.001 -ot000 � o.oT.r�o.000 0.000 0.000 3 -0.001 ,�O�OQO� ((TO102,> 0.000 0.000 0.000 4 -0.00,40.000 a\\0.292 0.001 0.000 0.000 5 -0.00, V.0.000( fj0.342 0.001 0.000 0.000 6 1 -0.009, �> -0.000 �0.696 1 0.001 1 0.000 0.000 7 n -0`.010 -0.000 0.755 0.001 0.000 0.000 8 k,,0.013 -0.000 0.990 0.001 1 0.000 0.000 9eC ., ?).013 -0.000 1.000 0.001 0.000 0.000 3 0.000 0.000 0.000 0.000 0.000 0.000 n2 ✓ 0.362 0.000 0.363 0.002 0.000 -0.002 ,ham 3 0.487 0.000 0.488 0.002 0.000 0.002 _61 4 0.893 0.000 0.896 0.001 0.000 -0.001 5 0.917 0.000 0.920 0.000 0.000 -0.000 6 0.241 0.000 0.242 -0.004 0.000 0.004 ' 7 0.032 0.000 0.032 -0.004 0.000 0.004 8 -0.951 0.000 -0.953 -0.006 0.000 0.006 9 -0.997 0.000 -1.000 -0.006 0.000 0.006 4 1 0.000 0.000 0.000 0.000 0.000 0.000 2 0.363 -0.000 -0.362 -0.002 0.000 -0.002 3 0.488 -0.000 -0.487 -0.002 0.000 -0.002 4 0.896 -0.000 -0.893 -0.001 0.000 -0.001 5 0.920 -0.000 -0.917 -0.000 0.000 -0.000 6 0.242 -0.000 -0.241 0.004 0.000 0.004 Print Time/Date:15/04/2011 10:25 STAAD.Pro for Windows 20.07.04.12 Print Run 4 of 5 Jab No Sheet No Rev 5 Software licensed to Valmont Part Job Title Bergey 120'10kW WP(min height) Ref By ttl Dat,15-Apr-11 Chd j133 Client Bergey File 110415 W09026 Bergey 1 Date rime 15-Apr-2011 10:20 Mode Shapes Cont... � Mode Node X Y Z rX rY rZ ( �J 7 0.032 -0.000 -0.032 0.004 0.000 0.004 8 -0.953 -0.000 0.951 0.006 0.000 0.006 9 -1.000 -0.000 0.997 0.006 0.000 0.006 5 1 0.000 0.000 0.000 0.000 0.000 0.000 2 -0.535 0.000 0.535 0.001 0.000 0.001 0!_ 3 -0.607 0.000 0.607 0.001 0.000 0.001 �i�✓J 4 -0.065 0.000 0.065 -0.004 0.000 -0.004( 5 0.171 0.000 -0.171 -0.004 0.000 -,0 004q 6 1 1.000 -0.000 -1.000 0.002 0.000 A�0 002� 7 0.862 -0.000 -0.862 0.004 0.000 C`� �0.004 8 -0.586 -0.000 0.586 0.011 0.000 0.0.11 9 -0.669 -0.000 0.670 0.011 0 000'all 6 1 0.000 0.000 0.000 0.000 (-0,000 _ Q 000- 2 0.535 0.000 0.535 0;0,01`i0.000; "N0.001 3 0.607 0.000 0.607 0.001\" 0.000 -0.001 4 0.065 0.000 0.065 f=Q,004! C0 000L y 0.004 5 -0.171 0.000 -0.171 -�-A.004 r/0:000 0.004 6 -1.000 -0.000 -1.000 f);�,0.002:\N�& o-000 -0.002 7 -0.862 -0.000 't0.862 )" 0.'004 }) 0.000 -0.004 8 0.586 -0.000 {0.586� 0,01 0.000 -0.011 9 0.670 -0.000 f?��0:669, ��//bYl 0.000 -0.011 Q Print Time/Date:15/04/2011 10:25 STAAD.Pro for Windows 20.07.04.12 Print Run 5 of 5 t�OA� Bergey (10 Kw) 120' SL Tower(min height) Campbell Diagramv, 200 Rated Rotor RPM 1st tower 2nd tower 3rd tower /,- �A,,.� Rated RPM rpm Hz rpm Hz rpm Hz r"MA 110% 90% HZ 0 1.048 0 4.207 0 11.349„, 200 220 180 0 Fundemental Tower Frequency(Hz) 600 1.048 600 4.207 600 11.349It �p 200 220 180 35 1.048 1sttower 4.207 2nd towerd� v 11.349 3rd tower Tower Modes with 545 kg Tower Top Mass 14 i 1 1 1 P rpm Hz ; 0 0 12 / 1st tower 600 10 �!� ''� �\ `�'� � i. 2nd tower 10 — — 3rd tower // 1 —1P N / 1 - - -2P 3P r m Hz = If ' Q 8 // — — —3P 0 0 600 30 " ♦/ ----�rated rpm / 1 • •••••••110%Rated rpm 6 / ' 90%Rated rpm / 1 i 2911 le / 1 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 rpm Job No Sheet No Rev 1 Software licensed to Valmont Part Job Title Bergey 120'10kW WP(max height) Ref By ttl Datel 5-Apr-1 1 Chd j133 Client Bergey Pile 110415 W09026 Bergey 1 Date/Time 15-Apr-2011 10:16 Job Information Engineer Checked Approved v Name: ttl j133 Date: 15-Apr-11 Structure Type SPACE FRAME Number of Nodes 9 Highest Node 9 4 Number of Elements 8 Highest Beam 8 Number of Basic Load Cases 1 Number of Combination Load Cases 0 Included in this printout are data for., All The Whole StructureAN Included in this rintout are results for load cases: �U Type L/C Name Primary 1 LOAD CASE 1 CO) x 3D Rendered View(Input data was modified after picture taken) Print Time/Date:15/04/2011 10:18 STAAD.Pro for Windows 20.07.04.12 Print Run 1 of 6 Job No Sheet No Rev 2 Software licensed to Valmont Part Job Title Bergey 120'10kW WP(max height) Ref Ely ttl Date15-Apr-11 Chd j133 Client Bergey File 110415 W09026 Bergey 1 Daterrime 15-Apr-2011 10:16 Nodes ( � Node X Y Z (m) (m) (m) 1 0.000 0.000 0.000 2 0.000 9.878 0.000 r� 3 0.000 11.700 0.000 4 0.000 20.217 0.000 5 0.000 21.678 0.000 6 0.000 30.937 0.000 7 0.000 32.017 0.000 ep 8 0.000 36.868 0.000 { 9 0.000 1 37.068 0.000 Beams Beam Node A Node B Length Property p (m) (degrees) 1 1 2 9.878 1 0 2 2 3 1.822 2 3 3 4 8.517 30�J �� 4 4 5 1.461 40" 5 5 6 9.259 5 0 �✓ 6 6 7 1.080 �6,\\ " �0 7 7 8 4.851 �� 'I),( 8 8 9 0.200y \\8 Section Pro erties� Q Prop Section I�zj Area Imo, lu J Material (mm2) (mm4) (mm4) (mm4) 1 HDC 57;5X4713x0.3 33.8E+3 7.57E+9 7.57E+9 15E+9 STEEL 2 HDC 485X46'5X0.6 60.6E+3 10.9E+9 10.9E+9 21.4E+9 STEEL 3 HD0',4615X38.3X0.3 27.2E+3 3.94E+9 3.94E+9 7.78E+9 STEEL 4 \14,D`C,38.8X37.2=6 42.4E+3 4.86E+9 4.86E+9 9.59E+9 STEEL 5(� 37.2X28.3X0.2 15.8E+3 1.36E+9 1.36E+g 2.69E+9 STEEL ��6 -HDC 28.7X27.5X0.4 24.6E+3 1.54E+9 1.54E+9 3.04E+9 STEEL 7, HDC 27.5X22.8X0.2 10.1E+3 514E+6 514E+6 1.01E+9 STEEL 8 HDC 11.8X11.8X0.2 5.61 E+3 61.4E+6 61.4E+6 121 E+6 STEEL Print Time/Date:15/04/2011 10:18 STAAD.Pro for Windows 20.07.04.12 Print Run 2 of 5 -q Job No Sheet No Rev 3 Software licensed to Valmont Part Job Title Bergey 120'10kW WO(max height) Ref By ttl Date15-Apr-11 Chd j133 Client Bergey File 110415 W09026 Bergey 1 Date/rime 15-Apr-2011 10:16 Materials Mat Name E v . Density, a (kg/cm) (kg/m') O/P.) 1 STEEL 2.04E+6 0.300 7.83E+3 6.5E-6 2 STAINLESSSTEEL 1.97E+6 0.300 8E+3 9.9E-6 3 ALUMINUM 703E+3 0.330 2.71E+3 12.8E-6 4 1 CONCRETE 221 E+3 0.170 2.4E+3 5.5E-6 OLA— Supports Node X Y Z rX rY rZ � (kip/in) (kip/in) (kip/in) (kip ft/deg) (kip-ft/deg) (kip-ft/deg) 1 Fixed Fixed Fixed Fixed Fixed Fixed Basic Load Cases Number Name 1 LOAD CASE 1 Node Loads : 1 LOAD CASEt r. " /-P Node FX FY FZ -I' MX MY MZ (kN) (kN) (kN) (kfV:rtt)�3 (kN-m) (kN-m) 8 -0.451 -0.451<,�,_%=0t451 - 9 -0.152 -0,152 - -5.450 -5,450 U -5.450 n - - Sefteight.j, LOAD CASE 1 Direction Factor`' X �( -" =1.000 Y� -1.000 Z -1.000 Print Time/Date:15/04/2011 10:18 STAAD.Pro for Windows 20.07.04.12 Print Run 3 of 5 Job No Sheet No Rev 4 Part Software licensed to Valmont Job Title Bergey 120'10kW WP(max height) Ref By ttl Date15-Apr-11 Chd j133 Client Bergey File 110415 W09026 Bergey 1 Daterrime 15-Apr-2011 10:16 Calculated Modal Frequencies & Mass Participations Mode Frequency Period Participation X Participation Y Participation (Hz) (sec) N N N 1 1.023 0.977 0.252 0.000 53.892 2 1.023 0.977 53.892 0.000 0.252 3 4.112 0.243 19.387 0.000 10.293 4 4.112 0.243 10.293 0.000 19.387 5 11.080 0.090 5.620 0.000 5.619 6 11.080 0.090 5.619 0.000 5.620 Mode Shapes �� Mode Node X Y Z rX 1 1 0.000 0.000 0.000 0.000 ,_b:000 V000. 2 0.005 0.000 0.071 O.000;, �U,�'0?00oy�\OAoo 3 0.007 0.000 0.099 O.ft�0.000r\. 26°000 4 0.020 0.000 0.293 0.061k ,0.000, '-'-0.000 5 0.023 0.000 0.336 fC0'001 '0400' -0.000 6 0.048 0.000 0.698&1),,,0.001 �/O.Obo -0.000 7 0.051 0.000 _0.7,49 ,V 0.061�' 0.000 0.000 8 0.068 0.000 �D:990s r w'0.001, / 0.000 -0.000 9 0.068 0.000 ,--,\ 0dO /(,0.00,E` 0.000 -0.000 2 1 0.000 0.00p,�C))0.000"\\\�,0.000 0.000 0.000 2 -0.071 -o,000 o.do5- 0.000 0.000 3 -0.099 i( O�QQO` t-66Q7l a moo 0.000 0.000 4 -0.293 �'�,.-'0`AOo,a I0L020 0.000 0.000 0.001 5 -0.3W, WO.000( nO.023 0.000 0.000 0.001 6 0 698, -0.000' 0.048 0.000 0.000 0.001 7 -0749' -0.000 0.051 0.000 0.000 0.001 8 �,zz�_�;0.990 -0.000 0.068 0.000 0.000 0.001 9' 1.000 -0.000 0.068 0.000 0.000 0.001 3 (j1�>!� 0.000 0.000 0.000 0.000 0.000 0.000 h2 0.367 0.000 0.268 0.001 0.000 -0.002 3 0.483 0.000 0.352 0.001 0.000 -0.002 4 0.909 0.000 0.663 0.000 0.000 -0.001 5 0.933 0.000 0.679 0.000 0.000 -0.000 < 6 0.240 -0.000 0.175 -0.003 0.000 0.004 > 7 0.060 -0.000 0.044 -0.003 0.000 0.004 8 -0.954 -0.000 -0.695 -0.004 0.000 0.006 9 -1.000 -0.000 -0.729 -0.004 0.000 0.006 4 1 0.000 0.000 0.000 0.000 0.000 0.000 2 0.268 0.000 -0.367 -0.002 0.000 -0.001 3 0.352 0.000 -0.483 -0.002 0.000 -0.001 4 0.663 -0.000 -0.909 -0.001 0.000 -0.000 5 0.679 -0.000 -0.933 -0.000 0.000 -0.000 6 0.175 -0.000 -0.240 0.004 0.0001 0.003 Print Time/Date:15/04/2011 10:18 STAAD.Pro for Windows 20.07.04.12 Print Run 4 of 6 Job No Sheet No Rev 5 awn Software licensed to Valmont Part Job Title Bergey 120'10kW WP(max height) Ref By tt1 Date15-Apr-11 Chd j133 Client Bergey Pile 110415 W09026 Bergey 1 Daterrime 15-Apr-2011 10:16 Mode Shapes Cont... Mode Node X Y Z rX rY rZ 7 0.044 -0.000 -0.060 0.004 0.000 0.003 8 -0.695 0.000 0.954. 0.006 0.000 0.004 9 -0.729 0.000 1.000 0.006 0.000 0.004 5 1 0.000 0.000 0.000 0.000 0.000 0.000 2 0.533 0.000 0.533 0.001 0.000 -0.001 3 0.600 0.000 0.600 0.001 0.000 -0.001 4 0.061 0.000 0.061 -0.003 0.000 0.003( 5 -0.145 0.000 -0.145 -0.004 0.000 00041 6 -1.000 0.000 -1.000 0.002 0.000 1 n-0.002 7 -0.887 0.000 -0.887 0.003 0.000 ,p.003 8 0.582 1 0.000 0.582 0.010 0.000 `y0.01,0 9 0.664 0.000 0.664 0.010 1 00Q` 10 010,✓ 6 1 0.000 0.000 0.000 0.000 tf�,,U;000 D 000 2 0.533 -0.000 -0.533 -0;001,1 `=d.00fJ;' \\0 001 3 0.600 -0.000 -0.600 -0.00,1 0.000 \�-0.001 4 0.061 -0.000 -0.061 �--0;003` %000Z 0.003 5 -0.145 -0.000 0.145 ^ 0.004 /' //0.'000 0.004 6 -1.000 0.000 1.000E }r 0.002 ,'�&,0'000 -0.002 7 -0.887 0.000 a0.847 ) 0:003 �� 0.000 -0.003 8 0.582 0.000 �fb, 2' -Oi010` 0.000 -0.010 9 0.664 0.000 �,>,7,0:664, \\/0.01`0 0.000 -0.010 iN 0 <q Print Time/Date:15/04/2011 10:18 STAAD.Pro for Windows 20.07.04.12 Print Run 6 of 5 c� Bergey (10 Kw).120' SL Tower(max height) Campbell DiagraMV 200 Rated Rotor RPM 1st tower 2nd tower 3rd tower ,p kk Rated RPM rpm Hz rpm Hz rpm Hz `ter MA.- 1100/0 90% 1 HZ 0 1.023 0 4.112 0 11.08,,_, 200 220 180 0 Fundemental Tower Frequency(Hz) 600 1.023 600 4.112 600 11.08�{j 200 220 180 35 1.023 1 st tower 4.112 2nd tower 11.08 3rd tower 14 �* Tower Modes with 545 kg Tower Top Mass 1 �1 1 1P rpm Hz 12 � i 0 0 ; /' 1st tower 600 10 . !�� 2nd tower �d 10 V � `�\`1 3rd tower Y / 1 �1P / 1 —2P 3P rpm Hz = / ' 0 0 m $ o �� // 1 _ _ _3P 1 600 30 U- Q // 1 ....-rated rpm / 1 / 1 •110%Rated rpm / 1 6 y �� 90%Rated rpm /!l�� v I or / 'I / 2 0 / ' + 0 20 40 60 80 100 120 140 160 180 200 220 240 �� rpm r Fatigue Loads Analysis Project title: Bergey 120' 10kW tower Rated rotorspeed: 200 rpm Design life 20 year Partial Safety Fac.: 1.25 [-] Actual Cycles 5,000,000 [no.] m: 3 used cycles 5.00E+06[no.] (�� Joint Height D T F Mx '6�U/MZ} [name] m [m] [m] [kN] [kN.m]-,`� [kN.m] Section-To 36.567 0.3000 0.0060 2.70 1.80 _[F Section-Bottom 0 1.4600 0.0080 2.70 S'�00253 A IXX Izz SF;-� SMy SMz [m2] [m4] [m4] [MPa] [MPa] Section-Top 0.0057 0.0001 0.0001 0.4753�' 4.3085 rrA Section-Bottom 0.0374 0.0101 0.0201 f-QW22 7.2911 Added T factor Partial Safety Fac. Correction Fa"c, z�, S Fx new S My new S My new -,-�\\JJ MPa MPa MPa Section-Top 1.000 1.25 _U Q, 0.5,9 5.39 Section-Bottom 1.000 1.25 �=>,,41' ✓r'-0.09 9.11 Fx My My Detail cat Fatigue Limit Leo a,M=3, Gycl.Allow. C cl.Allow. Cycl.Allow. DC MPa - '' r \\ no. no. no. Section-Top DC 40 29.48< N % .1:1.11 6.11E+11 8.20E+08 Section-Bottom DC 71 t,52.3V \1 V11.86 9.75E+14 9.46E+08 DFx D My DM v - Section-To 0.0000 0.0061 Section-Bottom �; \�� v� 0.0000 0.0053 Sum Section-Top \�� 0.0061 Section-Bottom 0.0053 Check: Passed! Reference, 1.Eurocode3:Design of steel structures-Part 1-9:Fatigue 4 20IEG�61400-2 Wind turbines-Part 2:Design requirements for small wind turbines 3�Germanischer Lloyd,Rules and Guidelines,IV-Industry Services,Part 1 -Guideline for the Certification of Wind Turbines. 2003 Edition. Changed Date: 2011-4-15 �� NGINF� Engineering Letter O �c Revision 0 August 18, 2011 Page 1 of 1 PoIessIOOP' Mr.Andrew Murray American Resource and Energy(ARE) (651)330-1263 ext.23 amurray@arewindtowers.com Subject: ARE 120-ft Monopole w/Bergey 10kW Wind Turbine-TEP#110005.18 limited Structural Analysis and Generic Foundation Design 825 Rt.25 Greenport,NY 11944 (Suffolk County) Dear Mr.Murray: Tower Engineering Professionals,Inc.(TEP)utilized the following information to complete the structural design review and foundation design for the American Resource&Energy(ARE)120-ft monopole with a top mounted 1OkW Bergey Wind Turbine: 1) Tower design drawing by ARE dated April 15,2011,Quotation#W09026,Version I,Description:120'IOkW wind pole,provided by ARE 2) Correspondence from ARE indicating the turbine mechanical specifications from the turbine manufacturer/supplier. A limited structural analysis of the proposed monopole was conducted based upon the provided information.This analysis was used to verify the overall tower section capacities and verify the tower base reactions to facilitate a foundation design.TEP did not conduct a verification of the connection capacities,with the exception of proposed anchor bolts and baseplate.TEP did not verify the operational and/or vibrational characteristics of the proposed tower and turbine configuration, specifically with regard to fatigue, harmonics, vortex shedding or destructive resonance induced by the spinning rotor. The tower and foundation have been designed to meet a 120-mph 3-second gust wind speed (Exposure C,Topographic Category 1, Structure Class H)and a 3/4"radial ice with a reduced wind loading of 50-mph 3-second gust.This design meets the requirements of the ANSIfM-222-G-2-2009, Structural Standard for Antenna Supporting Structures and Antennas, ASCE/SEI-7-05, Minimum Design Loads for Buildings and Other Structures and the 2010 New York State Building Code(IBC 2006). A geotechnical report was not provided to TEP. The foundation design is based on assumed Presumptive Soil Parameters per the ANSUTIA-222-G Annex F-Table F-1.TEP utilized clay soil with an ultimate bearing capacity of 5,000-psf and a unit weight of 110- pcf-for this foundation design.TEP assumed that groundwater is not present within the depth of the foundation.TEP understands that the assumed soil paramters will be verified by a geotechnical engineer.If the assumed design parameters are found o be inaccurate,a foundation redesign shall be conducted. Thank you for the opportunity to perform this service for you. If you have any questions please contact our o ce. Regai s, 0 CO An rew .Ha ane,P.E. F 1�, Attachments: 0$6259 R®DES a1Qti 1) Calculations 2) Foundation Design Drawings 3703 Junction Boulevard, Raleigh, NC 27603-5263 O) 919.661.6351 F) 919.661.6350 www.tepgroup.net STRUCTURAL CALCULATIONS PROJECT DESCRIPTION: 120-ft ARE Monopole w/Bergey 10kW Wind Turbine TEN 110005.18 f,NGINF� O v 'EFS S I OAP, PROTECT REPRESENTATIVE: Mr. Andrew Murray American Resource and Energy (ARE) (651) 330-1263 ext. 23 amurrgy@arewindtowers.com PROTECT LOCATION: 825 Rt. 25 Greenport, NY 11944 (Suffolk C unty) OF a� �0 .Q o� tr F 086259 4�R®PESStQ�� 3703 Junction Boulevard, Raleigh, NC 27603-5263 O) 919.661.6351 F) 919.661.6350 www.teptiroup.net 120.0 ft' DESIGNED APPURTENANCE LOADING a m TYPE ELEVATION TYPE ELEVATION Bergey 10kW Wind Turbine 120 e N MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 165 ksi 60 ksi 100.5 if TOWER DESIGN NOTES 1. Tower is located in Suffolk County,New York. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 0.75 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. Force Couples(top of tower) m Bergey 1OkW Wind Turbine Moment N o O m M:10800.00lb-ft N Ice-,M:10800.00 lb-ft Service-,M:10800.00lb-ft 9. Tower geometry and turbine loading reference:Dwg by A.R.E.Quotation#:W09026,Dated: j 4-15-2011,Version:I,Description:120-ft 10kW wind pole 10. TOWER RATING:44% sss n iz ^N N I O i i w c� tD m ,e m I I t: 32.5 ft ALL REACTIONS ARE FACTORED AXIAL m 33384 lb m « m SHEAR MOMENT �} 1��r 7239 c lb 617370lb-ft TORQUE 958 lb-ft 50 rrph WIND-0.7500 in ICE AXIAL 2154416Ib SHEAR \ MOMENT 247481b ` 1675665lb-ft TORQUE 892 lb-ft REACTIONS-120 rrph WIND d a t n - a « p J V C 9 E Tower Engineering Professionals °b 120-ft ARE Monopole-Bergey 1OkW Wind Turbine _ 3703 Junction Blvd. PfOfect TEP#1100051s Raleigh,NC 27603 c"'m American Resource and Energy ARE Drawn by:Lukas Bur he AaPd: Phone:(919)661-6351 code:TIA-222-G Date'08/16/11 scale: NTS FAX: 919 661-6350 Path: Dwg No.E-1 RISATower Job 120-ft ARE Monopole-Bergey 1 OkW Wind Turbine Page 1 of 29 RISATower Job Page 120-ft ARE Monopole-Bergey IOkW Wind Turbine 2 of 29 Project Date Tower Engineering Project Date Tower Engineering . Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Jmmdon Blvd. 3703 Jancdnn Bit d. Raleigh,NC 27603 Client Designed by Raleigh,AC 27603 Client Designed by - P/tanev(919)661-6351 American Resource and Energy( ) Lukas Phone:(919)661-635/ American Resource and Energy(ARE) Lukas Burgher FAX:(919)661-6350 kas Burgher FAX;(919)66l-6350 g Section Flerarion Section Splice Number TIP Ball- wall Dead Pole Grade Length LengA of Diameter Diameter Thickness Radius ower,In ut Uata „. .< .,, ,....-'_.., .•.�.>.� L3 65.93 3255 38.71 5.64 16 36.7273 48.4526 0.3150 L2598 5 ksi) _ fr _ft f Sider in in in m _ lb A572-65 (65 k i) IA 32.55-0.00 39.39 16 46.0541 57.4803 0.3150 1.2598 A572-65 Thete is a pole section. (65 ksi) This tower is designed using the TIA-222-G standard.The following design criteria apply: Tower is located in Suffolk County,New York. Basic wind speed of 120 mph. Structure Class II. ;, ,, Ta` ered;Pole Pro erties Exposure Category C. Topographic Category 1. Secdaa Tip Dia. Area 1 C I/C J h1Q WI rn _ _ '' in in in in' in in Crest Height 0.00 ft. O1 "' LI 23.2820 14.2154 920.3229 8.0590 11.6456 79.0272 1854.5807 7.0288 4.1524 21.094 Nominal ice thickness of 0.7500 in. 29.2912 17.9164 1842.5288 10.1572 14.6515 125.7574 3712.9557 8.8597 5.3252 27.052 Ice thickness is considered to increase with height. I2 28.8892 20.2392 1844.2180 95612 13.8177 133A677 3716.3596 10.0067 4.9215 20.834 Ice density of 56 pef. 39.5754 29.0708 5465.9749 13.7340 19.7956 276.1203 11014.7113 14.3740 7.2541 30.7U9 A wind eed of 50 m h is Used In combination with Ice. L3 39.0943 36.5844 6127.8175 12.9628 18.7309 327.1502 12348.4177 18.0890 6.6920 21.215 sP P 49AU20 48.3653 14158.6419 17.1371 24.7109 572.9709 28531.6629 23.9141 9.0153 28.624 Temperature drop of 50'F. IA 48.7298 45.9553 12145.7814 16.2931 23A876 517.1149 24475.4648 22.7225 8.5380 27.108 Deflections calculated using a wind speed of 60 mph. 58.6064 57.4355 23711.5627 20.3509 29.3150 808.8556 47782.1473 28.3988 10.8118 34.327 Tower geometry and turbine loading reference:Dwg by A.R.E.Quotation#:W09026,Dated:4-15-2011,Version:I, Description:120-ft IOkW wind pole. Tower Gorses Gusset Gutter Grade Adjust.ractor Adjust. Weigh Mmt. Double Angle Double Angle A non-linear(P-delta)analysis was used. Eletnrion Area Thickness At Factor Stitch Belt Stitch Hot, Pressures are calculated at each section. (Perface) A, spacing sparing Stress ratio used in pole design is 1. Diagonals eodmnmis Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. -ft fl a Ll I I 1 120.00-100.54 L2 I 1 1 '0 tfo�s""- 10054-65.93 L3 65.93-32.55 1 1 1 Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder 143255-0.00 I I 1 Consider Moments-riorizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagomd. d Assume Rigid index Plate Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA J Use Code Suess Ratios Use Clear Spans For KLr SR Leg Busts Resist Compression d Use Code Safety Factors-Guys Rc en sun Guys To Initial Tension NI Leg Panels Rase Same Allowable Feedlif,e/Linear'A urtenaiices Er'te'red As A"tea Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation ., ,. Always Use Max Kz d Use Azimuth Dish Coefficients J Consider reedline Torque Use Special wind Profde 4 Project Wind Area of Appure Include Angl Blo k Shear Ch ck Description Face Allmr Component Placement Tam, C Aa W igh( Inde Bolts In Member Capacity Autocalc Torque Arm Arco Poles , or shield T)pe Number clu Leg Bolts Are At Top Of Section SR Members Have Cut Ends `-4 Include Shear-Tonsion interaction Leg f - Secondary Horizontal Braces Leg Sort Capacity Reports By Componeat Always Use Sub-Critical Flow Step Pegs(5/8"SR)7-in. C No CaAa(Ou(Of 120.00� 9.19 1 No Ice 0.04 0.61 Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing U.se Top Mounted Sockets w/12"step Face) 12"Ice 0.14 1.14 Add IBC.6D+W Combination 1"Ice 0.24 2.28 Safety Line 3/8 C No CaAa(Out Of 120.00-9.19 1 No ice 0.04 0.22 Face) 1/2"Ice 0.14. 0.75 I"Ice 0.24 1.28 ':,'Ta Bred_Pole Section Georrmet Feed Line/L:inear.A" urtenances Section'Areas ,= ' Seniun Elesmion S¢criun Splice Number Top Boumn Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Rndiur fr f f Sides fit in in Ton- Tou er Face A. Ar CsA.r nAa IVeigin LI 120.00-10U.54 19AG 4.10 16 22.8346 28.7283 0.1969 0.7874 A572-65 Sermon Eleoatimt /n Face Our Face (65 ksi) f Itt ft, Jrt f' 16 12 100.54-65.93 38.71 5.34 16 27.0936 38.8150 02362 0.9449 A572-65 LI 120.00-100.54 A 0.000 0.000 0.000 0.000 0.00 II 1 Job Page Job Page _ RISATower 120-ft ARE Monopole-Bergey 10kW Wind Turbine 3 of 29 RISATower 120-ft ARE Monopole-Bergey 10kW Wind Turbine 4 of 29 Tower Engineering Project Dale TowerEngineering Project Date Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Jm enion Blvd. 370.3 Juncrinrr Bird. - Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by phone:(919)661-6351 American Resource and Energy( ) Lukas Phone:(919)661-6351 American Resource and Energy(ARE) FAX"(919)661-6350 kas Burgher FAX:(919)661-6350 Lukas Burgher Tower Tower Face As Ar C As C'A"r Weight Description Shear Vertical Moment Torque Section Elevatian In Foee Out Face lb - ---- lb lb B 0.000 0.000 0.000 0.000 0.00 No Ice 0.00 0.00 10800.00 0.00 C O"000 0.000 0.000 1.440 16.13 With Ice 0.00 0.00 10800.00 0.00 - 12 100.54-65.93 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0"OOO 0.000 0.O00 0.00 C 0.00U W 00 O.OW O. O 2.562 28.70 _ L3 65.93-3255 A 0.000 0.000 0.0 0.000 0.00 ' B o.000 0.000 0.000 0.000 0.00 User Deflned.;Loads..::_ C 0.000 0.000 0.000 2.470 27.67 DescriptionElevarimr O ser Azimuth Nei It F, F {Sind Fase CtAc lA 32.55-0.00 A 0.000 0.000 0.000 0.000 0.00 ff g i B O.U00 0.000 0.000 0.000 0.00 From Angle C 0.000 0.000 0.O00 1.729 19.37 Centmid _-.___..__.___-__.._..-._........_........._..!.___._.___...!__..__._ __._._..__-.__ lb __.._....._.....fb . .......__......_IG_ ........__.._ lb ..___.�- Bergey lOk\V\Vind Turbine 120.00 0.00 0.0000 No Ice 1202.00 0.00 0.00 2450.00 48.36 Ice 1502.50 0.00 0.00 2817.50 320.33 7777777:Feed Line/Li near.App rrtendhces Sectioh Areas w'With Ice:E F " 0.00 0.00 607.00 53.56 Tower Tmrer race Ice As Ar CxAx C A,r Weight Section Jrr Elerminn Thidin mess In Face oarrace fr Leg IrT It !t Ib �x. - _ LI 1200010054 A 1.692 0.000 0.000 o.000 0.000 0.00 -? _222=G VerMalt!Orl.-.ConstBt]tS B O.000 0.000 O.000 0.000 0.00 C 0.000 0.000 0.000 14.607 138.81 Consrant Vahte 12 100.54-65.93 A 1.644 0.000 ROOO 0 .000 0.000 0.00 Wind Importance Factor Without ice 1 B 0.000 0.000 0.000 0.000 0.00 Wind Importance Factor With ice Factor 1 C 0.000 0.000 0.000 25.987 246.95 Ice Importance Factor 1 - - I3 65.93-32.55 A 1.560 0.000 0.000 0.000 0.000 0.00 Re 0.95 B 0.000 0.000 0.000 0.000 0.00 2r 900 C 0.000 0.000 0.000 24.420 229.87 Li 32.55-0.00 A 1.397 0.000 0.000 0.000 0.000 0.00 9.5 j B 0.000 0.000 0.000 0.000 0.00 0.85 C O.O110 0.000 0.000 16.306 150.74 K° 1G 1 f 1 Feed Line Center'of-pressure: 222-G.Section Ve"rificatior ArRrB`.Element Section Eleradon CPx CP. Cps CP. Section Elem. Size C C F e c A, A, A,R, A,R, Ice ice Elevation Nurn. vnce WIce w✓lce n•Ace _ Jt in in is in c -•LI 120.00-100.54 -0.0912 0.0527 -0.6500 0.3753 c Jt' ft` fe fr' 12 10054-65.93 -0.0919 0.0531 -0.7022 0.4054 LI I TP28.7284x22.8346x 298.676 14OA67 1 1 42.62 48.111 42.62 48.111 L3 65.93-3255 -0.0924 0.0534 -0.7324 0.4228 120.00-100.54 0.1969 IA 3255-0.W -0.0651 0.0376 -05313 0.3068 Sum 42.624 48.111 42.624 48.111 2 100.54-65.93 TP38.815x27.0936xO 370.431 169.45 1 1 98.751 108.511 98.751 1118511 .2362 Sum: 98.751 108511 98.751 1 USS I l L3 65.93-32.51 7 TP48.4528x36.7273x 453.075 2U2346 1 1 123.081 132.22 123.081 132226 0.315 L, �1 ,,.V Sum 123.091 13222 123.081 1 32.221 .. ,'. ,„Shieldln --.,.Factor,.Ka 1A 3255-0.0 TP57.4803.46.0541.490.193 215.058 I 1 145.55_ 154.OI I4555_ 154.017 0.315 Descrprion Feed Li Sum: 145.55 154.01 145.55 154.017 Tmrer Fecd Line ne K, Section Record No. Segment Eln•. Ke No Ice lee Force COU les At To OUToierer Ber'a JOWWindTUtbirie Morrient Page RISATower dab 120-ft ARE Monopole-Bergey 1OkW Wind Turbine 5 of 29 RISATower deb 120-ft ARE Monopole-Bergey 1 OkW Wind Turbine Page 6 of 29 Tower Engineering Project Date Tower Engineering Project Date r- Professionals TEP#110005.18 14:30:53 OiV16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 3mrctian Blvd. 3703 hmcrinn Bhd. Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone,(919)661-6351 American Resource and Energy(ARE) Lukas Bur I er Phone:(919)661-6351 American Resource and Energy(ARE) Lukas Bur FAX(919)661-6350 g FAX(919)661-6350 gher Section ., I Kz qr Ao £ Ae A An 222=G'.Secti0n'Verificatfon:Tables '-No % `" ° r ce r ce r r s t e ` t r= r: r' Section zrr z,n K_ K, K r, q: F e A,R, I I C 0.000 145.5551 100.00 - 0.000 -1.729 Elemrion a c r p ft in a rT LI 120.00-100.54 109.90 1.291 1 1 45 1 42.624 L2 100.54-65.93 82.52 1.215 1 1 43 1 98.751 - L3 65.93-3255 48.89 1.089 1 1 38 1 123.081 G 1.100 L4 32.55-0.00 16.18 0.863 I 1 31 1 145.555 h,= Section z Kz q, tz AG F Az A, Ara Leg C A� CAA 222=>G Section,1/erification Tables=,Ice " " Out emnon a o 1n .a: c Face roe e r fe Jr, LI 109.90 1.291 8 1.6918 48.111 A 0.000 48.111 48.111 100.00 0.000 0.000 Section ziw zw K, K, K, r, q_ F e AR, 120.00-1U0.54 B 0.000 46.111 100.00 0.000 0.000 Ele'arion a C 0.000 48.111 100.00 0.000 14.607 1210054-65.93 82.52 1215 7 1.6440 108.511 A 0.000 108311 I08511 100.00 0.000 O.UDO t r in r' B 0.000 108511 100.00 O.000 0.000 L1120.00.10054 109.90 110.27 1.291 1 1 1.6918 r 8 1 48.111 C 0.000 108511 100.00 0.000 25.987 L2 100.54-65.93 82.52 83.23 1.215 1 1 1.6440 7 I 108.511 L3 65.93-3255 48.89 1.089 7 :.5601 �:2.2261A 0.000 132.226 132.226 100.0000000.0001365.93-32.55 48.99 49.24 1.089 1 1 1.5601 7 1 132.226 BO.000132.226 1U0.0U 0.000 0.000LS 32.55-0.00 I6.18 16.27 0.863 1 I 1.3968 5 1 154.017 C 0.010132'1 l' .20.000 24A20 LI 32.55-0.00 16.18 0.863 5 .3968 4.017 A 0.01. I54.017 154.017 100.00 0.000 0.000 B 0.000 154.017 100.00 0.000 0.000 C 0.000 154.017 100.00 0.000 16.306 222-G,:Section,Verification Tables=;Service.- , Section m,w a„ K K K r, q, F e A,R, E1e,atiar' ° Tower Pressure::=.Se e rvice. LI 120.00-10054 109.90 1.291 1 I IO 1 42.624 Grt=1.I00 12 100.54.65.93 82.52 1.215 I 1 I0 1 98.75I L3 65.93-32.55 48.89 1.019 1 1 8 1 123.081 IA 3255-0.00 16.18 0.863 l 1 7 I 145555 Section z K. q, Aa F Ar AR Ara Leg CA, C An Ele-ka, % hr Our Face race e Tower,Press�ires,-;No.lce LI 109.90 .291 10 42.624 A O.000 42.624 42.624 100.00 O.000 0.000 12D.0D-10054 B 0.000 42.624 100.00 0.000 0.000 C 0.000 42.624 100.U0 0.000 1.440 Grr=1.100 L2 82.5'_ 1.215 10 99.751 A 0.000 98.751 98.751 100.00 0.000 0.000 100-54-65.93 B 0.000 98.751 100.00 0.000 0.000 Section z Kz q, An F Ar Ae Ara Leg CAA CAAa C 0.000 98.751 100.00 0.000 2.562 Eletntion a % 1. 0a/ L3 65.93-32.55 48.89 1.089 8 123.081 A 0.000 123.081 123.081 100.00 0.000 0.000 Face Face B 0.000 123.081 100.00 0.000 0.000 jr Jr sf f1 e fr' fr' f? fr' 1r' C 0.000 123.081 100.00 0.000 2.470 LI 109.90 1.291 45 42.624 A 0.000 42.624 42.624 100.00 0.000 0.000 L43255-0.OD 16.18 0.863 7 145.555 A 0.000 145.555 145.555 100.00 0.000 0.000 120.00.too 54 B 0.000 42.624 100.00 0.000 0.000 B 0.000 145.555 100.00 0.000 0.000 C 0.000 42.624 100.00 0.000 1.440 C 0.000 145.555 100.00 0.000 1.729 L2 82.52 1.215 43 98.751 A 0.000 98.751 98.751 100.00 0.000 0.000 1005"5.93 B 0.000 98.751 100.00 0.000 0.000 C 0.000 98.751 100.00 0.000 2562 L365.93-3255 48.89 1.089 38 123.U81 A 0.000 123.081 123.091 100.00 0.000 0.000 ;i ,, , +- ToWQr Forces=No.IcQ,';;Wind Normal TQ;Face„-- ;- B 0.000 123.081 100.00 0.000 O.000 C 0.000 123.081 100.00 (1000 2.410 L132.55-0.00 16.18 0.863 31 145.555 A 0.000 145.555 145.555 100.00 0.000 0.000 B 0.000 145555 100.00 0.000 0.000 RISATower Job Page 7 of 29 RISATower Job Page 120-ft ARE Monopole-Bergey 10kW Wind Turbine 120-ft ARE Monopole-Bergey 10kW Wind Turbine 8 of 29 Project Date Project Date Tower Engineering Touter Eagirreering Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Junction Bhd. 3703 Junction Bh-d. - Raleigh,NC 2760.3 Client Designed by Raleigh,NC 27603 Client Designed by Prone:(919)661-6351 American Resource and Energy(ARE) Phone:(919)661-6351 American Resource and Energy(ARE) FAR:1919)661-6350 Lukas Burgher FAX:(919)661-6350 Lukas Burgher Section Add Self F e Cr q_ Dr De Ac F n Orl. Section Add Self F e Cr q. De De Ac F w Ctd. Elevation Weight Weigtrt a Face Elevation {Weight Weigle a Face Ff c Pf r lb lb a ? U, Pif It Ib Ib a i' U, ptf LI 16.13 1063.77 A 1 0.75 45 1 1 42.624 1661.52 85.39 C 65.93-3255 B 1 0.75 1 1 123.081 120.00-100.54 B 1 0.75 1 1 42.624 C 1 0.75 1 1 123.081 C 1 0.75 l 1 42.624 IA 32.55-0.00 19.37 6752.40 A 1 0.75 31 1 1 145.555 3813.47 ...... C L2 28.70 3247.89 A 1 0.75 43 l l 98.751 3582.81 10350 C B 1 0.75 1 1 145555 100.5"5.93 B 1 0.75 1 1 98.751 C 1 0.75 1 l 145-155 C l 0.75 1 1 98.751 Sum Weight: 91.86 16659.53 OTM 733555.89 13017.71 L3 27.67 5595.48 A 1 0.75 38 1 1 123.081 3959.91 118.63 C lbB 65.93-32.55 B t 0.75 I 1 123.081 C 1 0.75 l I 123.081 IA 32.55-0.00 19.37 6752.40 A 1 0.75 31 I 1 145.555 3813.47 117.17 C B t 0.75 I 1 145.555 C 1 0.75 1 1 145555 Sum Weight 91.86 16659.53 OTM 733555.89 13017.71 - - - Ibrt ....:.: .... ..:.... Tower Forces'-.With Ice 'Wind Normal-To Face Section Add Self F e Ce q, Dr De Ae F w Crcl. Elevation Weight Weight Face Ff Y r 1b 1b (r' Ib 1( ;'-To�nrer Force''§.,.No)Ice Wind 60 6 Face.-.IF., .. LI 138.81 2185.71 ^ I L2 8 1 1 48.111 624.61 32.10 C ".r.' ." '': ..' 120.00-10054 B 1 1.2 1 1 4s.111 C 1 1.2 1 1 48.111 Section Add Self F e Cr q: Dr De Ac F w Cbl. L2 246.95 5734.28 A I 1.2 7 1 1 108.511 1267.99 36.63 C Eleration Wei ght ight a Face 100.5465.93 B 1 1.2 1 .1 108.511 psf 1 1. 2 I 1 :09.511 fr Ib Ib a f Ib L3 229.87 8499.90 A 1 1.2 7 I 1 132.226 1328.04 39.79 C LI 16.13 1063.77 A 1 0.75 45 1 1 42.624 1661.52 85.39 C 65.93-32.55 B 1 1.2 1 1 132.226 120.00-100.54 B 1 0.75 I I 42.624 C I 1.2 1 I :12.226 C 1 0.75 1 1 42.624 lA 32.55-0.00 150.74 9799.67 A 1 1.2 5 I I 54.017 1200.76 36.89 C L2 28.70 3247.89 A 1 0.75 43 1 1 99.751 3582.81 10350 C B 1 1.2 1 1 154.017 100.5465.93 B 1 0.75 1 1 98.751 C 1 1.2 1 1 154.017 C 1 0.75 1 1 98.751 Sum Weight 766.38 2621956 OTM 257635.51 4421AO L3 27.67 5595.48 A 1 0.75 38 1 1 123.OS1 3959.91 118.63 C Ibrt 65.93-32.55 B I 0.75 1 1 123.011 C 1 0.75 1 1 12IM 1A 3255-U.00 19.37 6752.40 A 1 0.75 31 1 1 145555 3813.47 117.17 C B 1 0.75 1 1 145.555C 1 0.75 1 1145555 Sum Weight: 91.86 1665953 OTM 733555.89 13017.71 ? - ,bB Tower Forces=,With Ice;Wind 60 To,Fam, .•. Section Add Self F e Ce q; Dr Dp Ae F w Oct. El-rhm Weight Wigh a Face Ff t Ib Ib e lb 1 ToWe�.Forces%`-'No;lc'-Wind 90-To Face LI 138.81 2185.71 A 1 1.2 8 1 1 48.111 624.61 32.10 C 120.W-10054 B 1 1.2 1 1 48.111 C 1 1.2 1 1 48.111 Section Add Self G e CI q: Dr De Ae F w Crr1. L2 246.95 5734.28 A 1 1.2 7 1 1 IU8511 1267.99 36.63 C Elevation Weigh, Weight Face 100.5465.93 B 1 1.2 1 1 IU8.5 psf C I 1.2 1 1 1U8.511 t lb Ib a ? 16 O L3 229.87 8499.90 A I 1.2 1 I I 132.226 1328.01 39.79 C LI 16.13 1063.77 A 1 0.75 45 1 1 42.624 1661.52 85.39 C 65.93-32.55 B 1 1.2 1 1 132.226 120.00-100.54 B I 0.75 1 I 42.624 C 1 1.2 1 1 132.2211 C 1 0.75 1 1 42,624 IA 32.55-0.00 150.74 9799.67 A 1 1.2 5 1 1 154.017 1200.76 36.89 C L2 28.70 3247.89 A 1 0.75 43 1 1 98.751 3582.81 103.50 C B l 1.2 1 1 154.017 100.5465.93 B 1 0.75 1 1 98.751 C 1 1.2 1 1 154.017 C 1 0.75 1 1 98.751 Sum Weight: 766.38 26219.56 OTht 257635.51 4421.40 L31 27.67 5595.48 1 A I 1 1 0.75 381 1 1 123.081 1 3959.91 1 118.63 C Ibrt Page RISATower J 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 9 of 29 RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine 10 of 29 Project Date Project Date Touter Engineering Tower Engineering Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 Off 6/11 3703 Junction Blvd. 3703 Juncdon Md. - Raleigh,NC 27603 Client Designed by Raleigh,AC 27603 Client Designed by Plmne:(919)661-635! American Resource and Energy(ARE) Phonr:(9/9)66l-635! American Resource and Energy(ARE) FAX:(919)661-6350 Lukas Burgher FAX:(9I9)66l-6350 Lukas Burgher Section Add Self F e CF 9, De Op Ae I F w On. Elevation tVight Weight o Face t Ib Ib rf 1' Ib Xf LI 16.13 1063.77 A 1 0.75 10 1 '1 42.624 371.66 19.10 C ' - 120.00-100.54 B 1 0.75 1 1 42.624 AffTower;Force§,...With:;lce=Wind 90.To.Face. -" "` `.. ` C 1 0.75 1 1 42.624 L2 28.70 3247.89 A 1 0.75 10 1 1 98.751 801.42 23.15 C Section Add Self F e CF 4z Dr De Ac F n Crl. IOU.5465.93 D 1 0.75 1 1 98.751 _ Elevation Weigle IVeighr Face C 1 0.75 1 1 99.751 psf 1.3 27.67 5595.48 A 1 0.75 8 1 1 123.091 885.77 2654 C ft !b Ib a fil Ib Pif 65.93-3255 B 1 0.75 1 1 123.081 - LI 138.81 2185.71 A 1 1.28 1 1 48.111 624.61 32.10 C C 1 0.75 1 1 123.081 120.00-100.54 B 1 12 1 1 48.111 1A 32.55-0.00 19.37 6752.40 A 1 0.75 7 1 1 145555 - 853.01 - 26.21 C C 1 12 1 1 48.111 B 1 0.75 1 1 145.555 L2 246.95 5734.28 A 1 1.2 7 1 1 108511 1267.99 36.63 C C 1 0.75 1 1 145.555 100.54-65.93 B 1 12 1 I 108.5 Sum Weight: 91.86 16659.53 OTM 164084.87 2911.86 C 1 1.2 1 I 108511 lb-ft L3 229.87 8499.90 A 1 1.2 7 1 1 132.226 1328.04 39.79 C 65.93-3255 B 1 1.2 1 1 132.226 C 1 12 1 I 132.226 L132.55-0.00 150.74 9799.67 A 1 12 5 1 1 154.017 1200.76 36.89 C B 1 1.2 1 1 114.11, C 1 L2 i I 154.M -- - -, Sum Weight 766.38 26219.56 OTM 257635.51 4421.40 i ...... ..... ::,,. `..Lower-Forces=,SerVtce-<:WInd:90 TO Face IMft Section Add Self F e CF q, DF Du Ae F w CO. Elevation IVeight Weight a Face Psf Ib Ib e IL pl LI 16.13 1063.77 A 1 0.75 10 1 1 42.624 371.66 19.10 C TowerF&di3e§=:Service=Wind Normal;To Face I2o.B°I°o54 B , °.75 I 42.624 . C 1 0.75 1 1 42.624 L2 28.70 3247.89 A I 0.75 10 I 1 98.751 801.42 23.15 C Section Add Self F e CF q, DF De Ae F u CI L 100.5465.93 B 1 0.75 1 1 98.751 Elevation Weight Veight Face C 1 0.75 1 1 98.751 psf L3 27.67 5595.48 A 1 0.75 8 1 1 123.091 885.77 26.54 C ft !b Ib r' Ib AV 65.93-32.55 B 1 0.75 1 1 123.081 LI 16.13 1U63.77 A 1 0.75 10 I 1 42.624 371.66 19.10 C C 1 0.75 1 1 123.081 120.00-100.54 B 1 0.75 t 1 42.624 IA 32.55-0.00 19.37 6752.40 A 1 0.75 7 1 1 145.555 853.01 26.21 C C 1 0.75 1 1 42.624 B 1 0.75 1 1 145.555 L2 28.70 3247.89 A 1 0.75 10 1 1 99.751 801.42 23.15 C C 1 0.75 1 1 145.555 100.54-65.93 B 1 0.75 I 1 98.751 Sum Weiglrt: 91.86 16659.53 OTM 164084.87 2911.86 C 1 0.75 1 1 98.751 lb-ft. L3 27.67 5595.48 A 1 0.75 8 1 1 123.081 885.77 2654 C 65.93-32.55 B 1 0.75 1 1 123.081 C 1 0.75 1 1 123.081 LA 32.55-0.00 19.37 6752.40 A 1 0.75 7 1 1 145.555 853.01 26.21 C B 1 0.75 I 1 145.555 C 1 0.75 1 1 145.555 -- ', _ Sum Weight: 91.86 16659.53 OTM 164084.97 2911.86 - - Farce Totals - - Ib-ft Load- Vertical Smn of Sum of Sum of Sum I Stan ofTorques Case Forces Forces Forces Orenuming Ovenurrong X Z Mnmenec.M, Moments,Al, Ib lb Ib Ib-t lb- Ib-t ... Leg Weigle 1665953 Tower Forces Serujce Wn d.60 T.o Face Bracing W°fight °°o - - '- - -- --- --- '-" - - -- - ••'- - - "' ---- -`" Total Member Seif-Weight 1663953 74.44 128.93 s Total Weight 1795340 �. . 74.44 12893 -, _,„,;,;�,,,�,�,;, Wind 0 deg-No Ice 'g 0.00 `-15467.71 -1038281.45 128.93 483.31 Wind30 deg-No Ice 3 4 =i 7733.85 -13395A3 -899168.14 -519049.01 -279.04 Wind 60 deg-No Tcc F'�._„"�G,_,_�-,,,_;,,? 13395A3 -7733.85 -51910350 -899113.64 0.00 _ RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 11 of 29 RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 12 of 29 Project Date Project Date Tower Engineering Tower Engineering Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Junction Rhel. 3703.1-crinn Rhd. - Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 American Resource and Energy(ARE) Phone:(919)661-6351 American Resource and Energy(ARE) FAX:(919)661-6350 Lukas Burgher FAX:(919)661-6350 Lukas Burgher Load Vertical Suot of Sion of I Sumq Sum of �S'ancj`Te ues Conib. Description case Forces Forces Forces ovemaxing Orern'.Mg No. X Z Mna.us,M, Moments,M, 16 1.2 Dcad+1.6 Wi ad 210 deg-No Ice t t t 1 - lb Ih lb lb- lb- lb- 7 0.9 Dead+1.6 Wind 210 deg-No ice Wind 90 deg-No Ice "- 13467.71 0.00 74.44 -1038226.95 279.04 18 1.2 Dcad+l.6 Wind 240 deg-No Ice Wind I20 deg-No Ice 13395.43 7733.85 519252.38 -899113.64 483.31 19 0.9 Dcad+1.6 Wind 240 deg-No Ice Wind I50 deg-No lee ' 7733.85 13395.43 899317.02 -519049.01 558.08 20 L2 Dcad+1.6 Wind 270 dcg-No Ice Wind 180 deg-No ice ,;� U.W 15467.71 1039430.33 128.93 483.31 21 0.9 Dead+L6\Yind 270 dcg-No ice N lt nd210dcg-Noe s"">> -7733.85 13395A 899317.02 519306.89 279.04 22 L2Dead+l.6Wiad300deg-Nolce Wind240deg-Nolte -13395.43 7733.95 51925238 899371.51 0.00 23 0.9Dead+l.6Wind300deg-Nolce Wind 270 dcg-No lee -2 -15467.71 0.00 74.44 1039484.92 -279.04 24 1.2 Dead+1.6 Wind330 deg-No Ice Wind 300 deg-No Ice "*%R -13395.43 -7733.85 -51910350 899371.51 -083.31 25 0.9 Dead+1.6 Wind 330 deg-No Ice Wind 330 deg-No Ice -7733.85 -13395.43 -999168.14 519306.88 -558.08 26 L2 Dead+LO Ice+1.0 Temp hlember Ice 956ti 02," -x F- �. 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp Total Weight Ice 28488 44:M ; �,; '.,., „�'„;,,? M 616.14 1067 18 ,= E 28 1.2 Dead+LO Wind 30 deg+1.0 Ice+1.0 Temp Wind 0 deg-Ice "-'�-- 0.00 7238.90 -605919.38 1067.18 -830.39 29 1.2 Dead+I.O Wind 60 deg+1.0 lce+1.0 Temp Wind 30 deg-Ice 3619.45 -6269.08 -524659.03 -302200.58 -479.42 30 L2 Dead+1.0 Wind 90 deg+1.0 Ice+I.O Temp Wind 60 dcg-Ice ,F,yl�p q �', 6269.08 -3619.45 -302651.62 -524207+98 0.00 31 1.2 Dead+LO Wind 120 deg+1.01ce+1.0 Temp Wind 90 dcg-ice x 7239.90 0.00 616.14 -605468+33 479.42 32 1.2 Dead+1.0 Wind 150 deg+l.O lce+1.0Temp fund 120 deg-Ice 6269.08 3619.45 303883.89 -524207.98 83039 33 1.2 Dead+1.0 Wind 180 dcg+LO lce+l.O Temp Wind 150 deg-Itt ':. �s 3619.45 6269.08 52589130 -302200.58 958.85 34 1.2Dead+I.O Wind210deg+].Oita+I.OTemp Wind 180 deg-Ice �,'`" 0.00 7238.90 607151.65 1067.18 830.39 35 1.2 Dcad+l.O Wind 240 deg+1.0 Ice+1.0 Tcmp Wind 210 deg-Itt __" =„" -3619.45 6269.08 52589130 304334.94 479.42 36 1.2 Dead+1+0\Ydd 270 dcg+1.0 Ica+1.0 Temp Wind 240 deg-Ice -� �; 6269.08 3619.45 303883.89 526.142.34 0.00 37 1.2Dead+I.0 Wind300 deg+LO ice+LOTemp Wind 270 deg-Ice -7238.9U 0.00 616.14 607602.69 -479.42 38 1.2 Dcad+LO Wind330 deg+LO ice+l.O Temp Nnd300 deg-Ice -6269+08 -3619.45 -302651.62 52634234 -830.39 39 Dead+WindO deg-Service Wind 33U deg-Ice , -3619.45 -6269.08 -524659.03 304334.94 -958.85 4U Dead+Wind 30 deg-Service Total Weight --O 1795340==.._ .,,&,'_w,"'y 74.44 128.93 ^'_..-... 41 De,.&Wind 6U deg-Service Wind O deg-Service .,� "'=N 0.00 -3518+86 -247724.87 0.00 0.U0 42 Dend+Wind 91)deg-Service tVind]0 deg-Serxice " 1759.43 -3047.42 -214536.03 -123862.43 0.00 43 Dead+\Yind 120 deg Service \Yind fiO deg-Serviceg� 3047.42 -1759.47 -123862.43 -214536.03 0.00 44 Dead+Wind 150 deg-Service Wind 90 deg-Service "`,� +- 3518.86 0.00 0.00 -247724.87 0.00 45 Dend+Wind 180 deg-Service Wind 120 deg-Service 3047A2 1759.43 123862.43 -214536.03 0.00 46 Dead+Wind 2I0 deg-Service Wind l50 deg-Service -1759A3 3047.42 214536.03 -123862.43 0.00 47 Dead+\Vind 240 deg-Service Wind l80 deg-Services 0.00 3518.86 247724.87 0.00 0.00 48 Dead+Wind 270 deg-Service Wind 210 deg-Service -1759A3 3047.42 214536.03 123862.43 0.00 49 Dead+Wind 300 deg-Service „q. Wind240 deg-Service -3047.42 1759.43 123862.43 214536.03 0.00 50 Dead+Wind 330 deg-Service \Ynd 270 deg-Servic -3,13.86 0'00 0.00 247724.97 0.00 Wind 300 deg-Service 3047A2 -1759.43 -123862.43 214536.03 0.01 Wind330de -Service --�'I -1759,43 -3047,42 -214536.03 123862.43 0.00 .... Maximum Member.F,orces ... ,,., Section Elevation C mpanenr Candition Goa Axial Major Axis Minor Axis Ale. Jt Type Load Moment Monnnt Load Combinatidris Comb. Ih -rt lb jt Ll 120-100.542 Pole Max Tension 1 0.00 0.00 0.00 C-1, Description Maz.Compression 26 -3723.99 104.31 -60.23 _ No. Max.hix 20 -2239.74 9373737 -8.69 1 Dead Only Mac My 14 -2239.75 15.05 -93731.31 2 1.2 Dead+1.6 Wind0 deg-No ice M",Vy 20 -6045.98 9373737 -8.69 3 0.9 Dead+1.6 Wind 0 deg-No lce 1.1u,Vx 14 6045.98 15.05 -93731.31 4 1.2 Dead+1.6 Wind 30 deg-No Ice Max.Tom- 38 103.95 5 0.9 Dead+1.6 W7nd 30 deg-No lce I2 100542- Pole Max Tenion 1 0.00 0.00 0.00 6 1.2 Dead+1.6 Wind 60 deg-No Ice 65.925 7 0.9 Dead+L6 Wind 60 deg-No ice Max.Compression 26 -10172.09 391.10 -225.80 8 1.2 Dead+l.6 Wind 90 deg-No ice Max.ALx 20 -5784.19 383104.01 -31.42 - 9 0.9 Dead+1.6 Kind 90 deg-No Ice Max.My 14 -5784,21 54.42 -383081.25 10 1.2 Dead+1.6 W5nd 120 deg-No ice Max.Vy 20 -11469A6 383104-01 -31.42 I I 0.9 Dead+1.6 Wind 120 dcg-No Ire Max.Vx 14 11469.46 54.42 -383081.25.- 12 1.2 Dead+1.6 Wind 150 deg-No ice Max.Torque 38 379.87 13 0.9 Dead+1.6 Wind 150 deg-No Ire 15 65.925- Pole Max Tension 1 0.00 0.00 0.00 I4 1.2 Dead+1.6 Wind 180 deg-No Ice 32.5458 15 0.9 Dend+l.6 Wind 180 deg-No Ice Max.Comprex ion 26 -19851.37 742.43 -428.64 RISATower "' 12O-ft ARE Monopole-Bergey 10kW Wind Turbine Page 13 of 29 RISATower lob 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 14 of 29 Project Date Project Date Tower Engineering Tower Engineering Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 0811 6/1 1 3703 Juncdon Bhd. 3703 Jwshon Bhd. Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone,(919)661-6351 American Resource and Energy(ARE) Lukas Burg her Phone:(919)661-6351 American Resource and Energy(ARE) Lukas Burgher FAX:(919)661-6350 FAX.(919)661-6350 Section Elevation Companenr Condition Gov, Aral Afajo,Axis Afiner"s Load Vertical Shear, Shcnr_ Orenumiag Ovemm,fng Torque No. Ji T)pe Load Mmmmr Moment Combination Morten,3f, Moment,M, Cont. Ib lbb f6-� Ib lb l6 lb-t Ib-r lb-r Max.Mx 20'- 12055.75 860393.59 -60.45 0.9 Dead+1.6 Wind 90deg-No 16158.04 24747.23 0.00 67.50 -1671660.73 446.11 Max.My 14 -12055.76 104.71 -860349.75 fee Max.Vy 20 -17635.55 960393.59 -60.45 1.2 Dmd+1.6 Wind 120 deg- 21544.07 21432.41 12374.01 837832.71 -1450856AO 772.65 Max.Vx 14 17635.54 104.71 -860349.75 No Ice Max.Torque 38 691A2 0.9 Dead+1.6 Wind 120 deg- 16158.05 21432.49 12374.05 835999.89 -144776052 772.68 LA 32.5458-0 pole Max Tereion I O.U0 0.00 o.UO No Ice Max.Compression 26 -33384.44 1092.97 -631.03 12 Dcad+1.6 Wind 150 deg- 21544.07 12374.01 21432.41 1451102.64 -837586.62 892.16 Max.Mx 20 -21536.58 1675521.12 -90.23 No Ice Max.My 14 -2153658 156.29 -1675455-0 0.9 Dead+1.6 Wind 150 deg- 16158.05 12374.05 21432.49 1447944.73 -835815.79 892.19 9 No Ice Max.Vy 20 -24753.33 1675521.12 -90.23 1.2 Dead+1.6 Wind 180 deg- 21544.05 -0.00 24746.83 1675455.09 156.22 772.66 Max.Vx 14 24753.33 156.29 -1675455.0 No Ice 9 0.9 Dead+l.6 Wind 180 deg- 16158.04 -0.00 24747.23 1671845.03 116.91 772.68 Max.Torque 38 95828 No Ice 1.2 Dead+1.6 Wind210 deg- 21544.07 -12374.01 21432.41 1451102.81 837898.81 446.10 No Tee 0.9 Dead+1.6 Wind2lO deg- 16158.05 -12374.05 21432A9 1447944.94 836O0.34 446.11 Na Ice ' .2 Dead+1.6 Wind 240 deg- 21544.07 -21432.41 12374.01 837532.88 1451168.79 -0.0I Maximum Reactions` ' No Ice 0.9 Dcad+1.6 Wnd 240 deg- 16158.U5 -21432.49 12374.05 836W0.01 1447994.20 .0.01 Lncatiw, Condition Gov. Vertical Horizontal,X Horizontal,Z No Ice Load Ib It, Ib - 1.2 Dud+1.6 Wind270 deg- 21544.U5 -24746.83 0.00 90A9 1675521.12 446.09 Comb. No Ice pole Max.Vert 26 33384.44 _ 0.00 -0.00 0.9 Dmd+1.6 Wind 270 deg- 16158.04 -24747.23 0.00 67.50 1671894.47 446.11 Max.IT, 21 16158.04 24747.23 -0.00 No ice Max.H. 3 J6158.04 0.00 24747.23 1.2 Dmd+1.6 Wind 300 deg- 21544.07 -21432.41 -12374.01 -837652.63 1451168.70 -772.64 Max.M, 2 1675274.69 0.00 24746.83 No Ice Max.M, 8 1675208.66 -24746.83 -0.00 0.9 Dead+1.6 Wind 300 deg- 16158.05 -21432.49 -12374.05 -835865.17 1447994.14 -772.66 Max.Torsion 38 958.28 3619.39 6268.96 No Ice hrin.Ven 21 16158.04 24747.23 -0.00 1.2 Dmd+1.6 Wind 330 deg- 21544.07 -12374.01 -21432.41 -1450922.45 837899.72 -892.18 Min.if, 9 16158.04 24747.23 -0.00 No Ice Min.It. 15 16158.04 0.00 -24747.23 0.9 Dmd+1.6 Wind 330 deg- 16158.05 -12374.05 -21432.49 -1447809.93 836049.27 -892.21 Min.M, 14 -1675455.09 0.00 -24746.93 No Ice Min.M, 20 -1675521.12 24746.83 -0.00 1.2 Dmd+1.0 1m+1.0 Temp 33384.44 -0.00 0.00 631.03 109297 0.00 Min.Torsion 32 -958.28 -3619.39 -6268.96 1.2 Dmd+1.0 Wind 0 deg+1.0 33384.44 0.00 -7238.78 -615443.99 1111.66 -829.89 Ica+1.0 Temp 1.2 Dmd+1.0 Wind 30 deg+1.0 33384.44 3619.39 -6269.96 -532904.12 -306931.25 -479.14 Iee+1.0 Temp 1.2 Dead+LO Wind 60 deg+1.0 33384.44 6268.96 -361939 -307401.08 -532434.26 -0.00 �;Tower`Mast Reaction,SUm�nar", lee+l.oTemp = ... :;; '-- '-'°""` 1.2Dmd+1.0 Wnd90deg+1.0 33384.44 7238.78 -0.00 641.82 -6I4974.10 479.14 Ice+l.0 Temp Load Vertical shear, Shear, Overrmvmg Ovenaming Torque 1.2 Dmd+1.0 Wind 120 33384.44 6268.96 3619.39 308694.75 -532434.32 829.89 Combination Momem,M, Momcm,M. deg+1.0 lce+1.0 Temp lb lb lb Ibft Ib-t Ib ft 12 Dmd+1.0 Wind 150 33384.44 3619.39 6268.96 534187.85 -306931.31 95828 Dead Only 17953.40 -0.00 0.00 74.44 128.93 0.00 deg+1.01ce+1.0 Temp 1.2 Dead+l.6 IV' deg-No 21544.05 -0.00 -24746.83 -1675274.69 156.22 -772.66 1.2Dud+LO Wind 180 33384A4 0.00 7238.78 616727.75 1111.66 829.89 Ice deg+1.0 Ice+1.0 Temp 0.9 Dud+1.6 Wind 0 deg-No 16159.04 -0.00 -24747.23 -1671710.13 116.91 -772.68 1.2 Dmd+1.O Wi d210 33384A4 -3619.39 6268.96 534187.95 309154.68 479.14 Ice deg+1.01ee+1.0 Temp 1.2 Dmd+1.6 Wind 30 deg-No 21544.07 12374.01 -21432.41 -1450922.29 -837586.52 -446.08 1.2 Dmd+1.0 Wind 240 33384.44 -6268.96 3619.39 308684.85 534657.80 -0.00 Ice deg+I.01ce+1.0 Temp 0.9 Dead+1.6 Wnd 30 deg-No 16158.05 12374.05 -21432.49 -1447809.81 -835815.72 446.09 1.2 Dmd+1.0 Vind 270 33384.44 -7238.78 -0.00 641.82 617197.64 -479J4 Ice deg+1.0 Tce+J.O Temp 1.2 Dmd+1.6 3Ynd 60 deg-No 21544.07 21432AI -12374.01 -837652.46 -1450856.31 -0.01 12 Dmd+1.0 Wind 300 33384.44 -6268.96 -3619.39 -107401.18 534657.75 -829.89 Ice deg+1.01ce+1.0 Temp 0.9 Dmd+1.6 Wind 60 deg-No 16158.05 21432.49 -12374.05 -835865.05 -144776OA5 -0.01 1.2Dcad+1.0 Wind330 33384A4 -3619.39 -6268.96 -532904.22 309154.62 -958.28 Ice deg+1.0 rce+1.0 Temp 1.2 Dead+l.6 Wind 90 deg-No 21544.05 24746.83 0.00 90.19 -1675208.66 446.09 Dead+Wind0 deg-Service 17953AO 0.00 -3518.66 -249495.46 130.05 0.04 Tee Dcad+Wind 30 deg-Service 17953AO 1759.33 -3047.25 -216059.35 -124655.23 0.02 - RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 15 of 29 RISATower Job Page 120-ft ARE Monopole-Bergey 10kW Wind Turbine 16 of 29 Tower Engineering Project Date Tower Engineering Project Date Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Amcrian Blvd. 3703 J cdon Blv& Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone,(919)661-6351 American Resource and Energy(ARE) Lukas Burgher Phone,(919)661-6351 American Resource and Energy(ARE) Lukas Burgher FAX:(919)661-6350 9 FAX:(919)66)-6350 g Load Vertical Shear, Shear, Ovenuming Orenuming Torgae Sum of Applied Forces Sun,afReacricas Carnbinarion Afmacen,M, Alammn,M_ Wad PX PY PZ PX PY PZ %Error th Ib lb l-r lbtl lb Jr Cant. _ lb !b ffi Ib _ Ib Ib Dead+Wind 60 deg-Scrviee� 17953.40 ��3047.25 -1759.33 -124710.20 -216004.39 -0.00 43 3047.42 -17953AG 1759.43T-3047.25 17953.40 -175933 � 0.001%� Dead+Wind 90 deg-Service 17953.40 3518.66 -0.00 75.08 -249440.50 -0.02 44 1759.43 -17953.40 3047.42 -1759.33 17953.40 -3047.25 0.001% Dead+3Viad 120 deg-Scrv)ce 17953.40 3047.25 1759.33 124860.36 -216004.39 -0.04 45 0.00 -17953AO 3518.86 -0.00 17953.40 -3518.66 0.001% Dead+3Vird 150 deg-Service 17953.40 1759.33 3047.25 216209.52 -124655.23 -0.05 46 -1759.43 -17953.40 3047.42 1759.33 17953AO -3047.25 0.001% Dead+Wind 190 deg-Sevvice 17953.40 0.00 3518.66 249645.62 13U.05 -0.04 47 -3047.42 -17953AO 1759.43 3047.25 17953AO -1759.33 0.001% . Dead+lViad 210 deg-Service 17953AU -1759.33 3047.25 216209.51 124915.32 -0.02 48 -3518.96 -17953AO 0.00 3518.66 17953AO 0.00 0.0011,_ Dead+Wind 240 deg-Service 17953AO -3047.25 1759.33 124860.36 216264.48 -0.00 49 -3047.42 -1795140. -1759A3 3047.25 17953.40 175933 0.001% Dead%nd 270 deg-Service 17953AO -3518.66 -0.00 75.08 249700.59 0.02 50 -1759A3 -17953AO -3047.4E 1759.33 17953.40 3047.25 0.001% Dead+\Ymd 300 deg-Service 17953.40 -3047.25 -1759.33 -124710.19 216264.48 0.04 . Dead+Wind 330 deg-Service 17953AO -1759.33 -304725 -216059.35 124915.32 0.05 Solution;Summar Non=LinearCo'nverence.Results Sum ofApylied Forces So ofReaaions Load Ganged? Number Di.9dacemenr Force Load PX PY 1'Z PX Py PZ %Error „___ Co _ mm ofnit_ Tolerance Tolerance Comb. 76 IG Ib Ib Ib 76 1 4 Yes �O.000WUUl� U.000WO01� 6305 1 0.00 -17953.40 0.00 0.00 17953.40 -0.00 0.000% 2 Yes 4 0.000W001 0.00022016 2 0.00 -21544.08 -24748.33 0.00 21544.05 24746.83 0.005% 3 Yes 4 0.00000001 0.00022016 3 0.00 -16158.06 -24748.33 0.00 16158.04 24747.23 0.004% 4 Yes 5 0.000WU01 O.W047552 80 4 12374'17 -21544.08 -21432.68 -12374.01 21544.07 21432AI 0.001% 5 Yes 5 0.000WOU1 0.00048535 5 12374.17 -16159.06 -21432.68 -12374.05 16158.05 21432.49 0.001% 6 Yes 5 O.000WW1 0.00038370 6 21432.68 -21544.08 -12374.17 -21432A1 21544.07 12374.01 0.001% 7 Yea 5 O.000W001 0.00022575 7 21432.68 -16158.06 -12374.17 -21432A9 16158.05 12374.05 0.001% 8 Yes 4 0.00000001 0.00019123 8 24748.33 -21544.08 0.00 -24746.83 21544.05 -0.00 0.005% 9 Yes 4 0.000WOOl 0.00050403 9 24748.33 -16158.06 0.00 -24747.23 16158.04 -0.00 0.004% 11 Yes 5 0.000WW1 0.00039870 10 21432.68 -21544.08 12374.17 -21432AI 21544.07 -12374.01 0.001% 11 Yes 5 0.000OW01 0.00046652 it 21432.68 -16158.06 12374.17 -21432.49 16158.05 -12374.05 0.WI% 12 Yes 5 0.00000001 0.00036856 12 12374.17 -21544.08 21432.69 -12374.01 21544.07 -21432.41 0.001% 13 Yes 5 0.000W001 0.00026309 13 12374.17 -16158.06 21432.68 -12374.05 16158.05 -21432.49 0.001% 14 Yes 4 0.00000001 0.00022018 14 0.00 -21544.08 24748.33 0.00 21544.05 -24746.83 0.005% 15 Yes 4 0.00000001 0.00049624 15 0.00 -16158.06. 24748.33 0.00 16158.04 -24747.23 0.004% 16 Yes 5 O.000WOOI 0.00039237 16 -12374'17 -21544.08 21432.68 12374.01 21544.07 -21432.41 0.001% 17 Yes 5 0.000MOOlOGGOI 0.W039237 577 17 -12374.17 -16158.06 21432.68 12374.05 16159.05 -21432.49 O.W1% 18 yes 5 0.0gUW0Ol 0.00038394 1 8 -21432.68 -21544.08 12374.17 21432.41 21544.07 -12374.01 0.001% I9 Ycs 5 0.W000001 0.00022560 19 -21432.68 -16158.06 12374.17 21432.49 16159.05 -12374.05 0.001% 20 Yes 4 O.000OOUOI 0.00019127 20 -24748.33 -21544.08 0.00 24746.83 21544.05 -0.00 O.U05% 21 Yes 4 0.OWWWI 0.WO46902 21 -24748.33 -16158.06 0.00 24747.23 16158.04 -0.00 0.004% 22 Yes 5 0.000WOU1 0.0004690E 37053 22 -21432.68 -21544.09 -12374.17 21432.41 21544.07 12374.01 0.001% 23 Yes 5 0.0WW001 0.00050716 23 -21432.68 -16158.06 -12374-17 21432.49 16158.05 12374.05 0.001% 24 Yes 5 0.0000MI 0.00040120 24 -12374.17 -21544A8 -21432.68 12374.01 21544.07 21432.41 O.W1% 25 Yes 5 0.00000001 0.00040120 25 -12374.17 -16158.06 -21432.68 12374.05 16158.05 21432.49 O.W1% 2G Yea 4 0.000WWI 0.WOWWI 415 26 0.00 -33384.44 0.00 0.00 33384.44 -0.00 0.0W% 27 Yes 5 0.000W001 0.0004 243 27 0.00 -33384.44 -7238.90 -0.00 33384.44 7238.78 0.0W% 28 Yes 5 0.000WW1 0.00046327 28 3619A5 -33384.44 -6269.08 -361939 33384.44 6268.96 0.000% 29 Yes 5 0.00000001 0.00041321 29 6269.08 -33394.44 -3619.45 -6268.96 33384.44 3619.39 O.OW% 30 Yes 5 0.00000001 0.0004668 30 7239.90 -33384.44 0.00 -7238.78 33384.44 0.00 0.000% 31 Yes 5 O.0000001 O.00046689 6304 31 6269.08 -33384A4 3619A5 -6268.96 33384.44 -3619.39 0.000% 32 Yes 5 0.00000001 0.00041510 32 3619.45 -333..44 6269.08 -3619.39 33384.44 -6268.96 0.000% 33 Yes 5 0.00000001 0.00046727 33 0.011 -33394.44 7238.90 -0.00 33384.44 -7238.78 0.000% 34 Yes 5 0,000WW1 0.00046727 34 -3619.45 -33394.44 6269.08 3619.39 33384.44 -6268.96 0.000% 35 Yes 5 0.00000001 O.00U46591 1486 35 _6269.08 -33384.44 3619A5 6268.96 33384.44 -3619.39 O.OW% 36 Yes 5 0.000WW1 0.00046378 36 -7238.90 -33384.44 0.00 7238.78 33384.44 0.00 0.000% 37 Yes 5 0.00000001 0.00046815 37 -6269.08 -33384.44 -3619.45 6268.96 33384.44 3619.39 0.0W% 38 Yes 5 0.000OUW1 0.00005443 38 -3619.45 -33384.44 -6269.08 3619.39 33384.44 6268.96 U.000% 39 Yes 4 0.00000UOI 0.W005443 39 0.00 -17953.40 -3518.86 -0.00 17953.40 3518.66 0.WI% 40 Yes 4 0.00000001 0.00004958 40 1759.43 -17953.40 -3U47.42 -1759.33 17953AO 3047.25 U.001% 41 Yes 4 0.0000W01 0.00005442 41 307,42 -17953.40 -1759.43 -3047.25 17953AO 175933 O.W1% 42 Yes 4 0.000WW1 0.00004959 42 35 18.86 -17953.40 0.00 -3518.66 17953.40 0.00 0.001% 43 Yea 4 O.000OOWl O.W004959 RISAToiver Job Page 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 17 Of 29 RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine 18 of 29 Project Date Project Date Tower Engineering Tower Engineering - Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16111 3703 Junction Blvd. 3703 J.-rian Bhd. Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone:(9!9)661-6351 American Resource and Energy(ARE) Lukas Burgher Phone:(9/9)66/-635/ American Resource and Energy(ARE) Lukas Burgher FAX:(919)661-6350 g FAX:(919)661-6350 44 Yes 4 0.000W001 0.00004962 45 Yes 4 0.00000001 0.00005447 46 Yes 4 O.00W0001 0.00004964 - ' " Pole::Desi n-Data ` 47 Yes 4 0.0WWOOl 0.00004964 ,� ,;:...,, 9 - 48 Yex 4 O.000W001 0.00005448 49 Yes 4 0.0WW001 0.00004964 Seerian Elevation Size L L. Kilt A P. QP„ Ratio 50 Yes 4 O.000W001 0.00004960 No.- P. It A It in' lb lb r -._.....--_- _ ..._�-_....... ---- -------_-___-----�-- LI 120-118.976 MS.7284t22.8346A.1969 19A6 0.00 0.0 14.41U2 -1355.07 lUl6l1U.W O.WI 118.976- 14.6050 -141259 1025190.W O.WI 117.952 -Maximum TOWerr DefleCtlonS-,..Service Wind 117.952- 14.7997 -1470.97 1034130.00 0.001 116.928 116.928- 14.9945 -1530.21 1042950.W 0.001 Section Eleration MomGay. Tilt Ttisr 115.904 'Va. Dejleaian [,tad 115.904- 15.1893 -1590.31 1051650.00 0.002 Lt Comb. 114.88 LI 120-100.542 4.504 47 0.3741 0.0000 114.88- 15.3841 -1651.28 106OZ30.W 0.002. L2 104.639-65.925 3.389 47 0.3175 0.0000 113.856 L3 7126-32.5458 1550 47 0.2007 0 .00W 113.856- 15.5788 -1713.13 1068670.00 0.002 IA 38.3858-0 OA65 47 0.1 086 0.00W 112.832 112.832- 15.7736 -1775.84 1077000.W 0.002 11 Lim 111.808- 15.9684 -1839.44 1085200.00 O.W2 10.794 DefleCtlonS and,RadiUS of_CUrvatUre, Sehildd Wind.,l.,,., ,. '' 110.784- 16.1632 -1903.93 1093280.00 0.002 109.759 Efevadnn Appurtenance Gnv. Dflection Tilt T'isr RadlusoJ 109.759- 16.3579 -1969.29 1101230.00 O.OU2 108.735 Load Cunnture 1107.71 1 - 16.5527 -203555 IIU9050.W 0.002 Comb in A 120.W BergelOkW Wind Twiriue 47 4.504 0.3741 0.00W 42285 107.71 107.711- 16.7475 -2102.70 1116760.00 0.002 106.697 106.687- 16.9423 -2170.75 1124340.00 0.002 105.663 105.663- 17.1371 -2239.70 1131790.00 0.002 ,: .. ... r. 104.639 Maximum,Tovlrer D"eflections;=,DeSI 104.639- 17.9164 -1309.23 1160370.00 0.001 100.542 Seaimt Elevation [krz Gov. Tilt Twist L2 104.639- TP38.815x27.0936x0.2362 38.71 0.00 0.0 21.1731 -1556.29 1482810.W 0.001 A'a. D Pecrian Land - 100542 U. ....._C_n`l: 100542- 215442 -3004.77 1499700.00 0.002 ...._....-'---...._-.._......-__.0-1 .069 _. ....._------.._.._.._.._..-..-'-- Ll 120-1065.9 21.591 20 1.9111 0.0021 98.9149 L2 104.639-65.925 21.591 20 1.9111 U.0021 98.9149- 21.9153 -314622 1516280.00 0.002 L3 7126-32,5458 10.153 20 1.2916 0.0013 972881 IA 38.3858-0 3.097 18 0.7171 0.0006 97.2881- 22.2865 -3290.39 1532540.00 0.002 95.6614 95.6614- 22.6576 -3437.27 1548490.00 O.OU2 94.0346 - 94.0346- 23.0288 -3586.89 1564120.00 0:002 CriticaLDeflections and.Radiis of Curvature=.De"si"'n Wind:; 92'4079 -- - = 92.4079- 23.3999 -3739.25 1579440.00 O.W2 90.7811 E!«ndon Appunerwtce Gor. Deflraion Till Tvisr Radius of 90.7811- 23.7711 -3894.36 1594450.W 0.002 Land Cnnnture 89.1544 ft Contb. A 89.1544- 24.1422 4052.23 1609150.00 0,003 120.00 w�B a lOkW Wes® ind Turbines 20 28.069 2.0889 0.0023 10242 875276 87.5276- 24-5133 4212.85 1623530.00 0.003 85.9008 85,9008- 21.8945 -437625 1637590.W O.OU3 84.2741 „Corn"r>esson.Checks , gz26473 25.2556 4542.43 I651350.W 0.003 RISATower Jab 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 19 of 29 RISATower Jab j 20-ft ARE Monopole-Bergey 10kW Wind Turbine Page 20 of 29 Tower Engineering Project Date Traver Fughteering Project Date Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Jannion Bled. 3703 Jan rii BA d. - Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 American Resource and Energy(ARE) Lukas Bur her Pltone:(919)66/-6351 American Resource and Energy(ARE) Lukas Burgher FAX:1979J 66/-6350 g FAX:(919)661-6350 g Section Elevation Size L L. KUr A P. ¢P, Ratio Section Elevation Size L 6, KUr A P. OP, Ratio No. P. Na. P. ft fr fi in' lb lb gyp, fr h Jr in lb lb mpg ..._...........__............__........_........__...._._..._........_.............__...............................................__......._..._..__.____.......__.._.r....__'._._..._..__....._.__'__...._..._..._._...... __._._......_._._._._._....._._.__...._.__.__..._...._...._...._.__.__......_...._......_......._...__._.._._._......................._...._......_._.._..._........_..___._._._....._...__._..__..._.........._._._....- - 82.6473- 25.6268 -471 IAA 1664790.00 0.003 29.12-27.407 49.2388 -15358.80 3082650.00 0.005 81.0206 27.407- 49.7510 -15715.20 3098400.00 O.W5 81'0206- 25.9979 -4883.15 1677910.00 0.003 25.6941 793938 25.6941- 50.2633 -16075.60 3113820.W 0.005 79.3938- 26.3691 -5057.72 1690730.00 0.003 23.9811 77.767 23.9811- 50.7756 -16439.90 3128900.00 0.005 - 77.767- 26.7402 -5235.08 1703220.00 0.003 22.2682 76.1403 22.2682- 51.2879 -16808.20 3143640.00 0.005 76.1403- 27.1114 -5415.27 1715410.W 0.003 20.5553 74.5135 20.5553- 51.8002 -17180.50 3158050.00 0.005 74.5135- 27.4825 -5599.28 1727280.00 0.003 18.8423 72.8868 18.8423- 523125 -17556.70 3172120.611 0.006 72.8868- 27.8536 -5784.12 1738840.W 0.003 17.1294 71.26 17.1294- 52.8248 -17936.90 3185850.00 0.006 71.26-65,925 29.0708 -3111.83 1774540.00 O.OU2 15.4164 L3 71.26-65.925 TP48.4528x36.7273xO.315 38.71 0.00 0.0 38.2078 -4999.36 2661940.00 0.002 15.4164- 53.3371 -18321.10 3199250.00 0.006 65.925- 38.6734 -7456.00 2682840.00 0.003 13.7035 64.395 13.7035- 53.8494 -18709.20 3212320.00 0.006 64'395- 39.1390 -7701.03 2703470.00 0.003 11.9906 62.8651 11.9906- 54.3617 -19101.20 3225040.00 0.01% 62.8651- 39.6046 -7949.24 2723820.00 0.003 10.2776 61.3351 10.2776- 54.8740 -19497.20 3237430.00 0.006 61.3351- 40.0701 -9200.64 2743900.00 0.003 856469 59.8052 8.56469- 55.3863 -19897.20 3249496.00 0.006 59.8052- 40.5357 -8455.23 2763690.00 0.003 6.85175 58.2752 6.85175- 55.8986 -20301.10 3261210.00 6.006 58.2752- 41.0013 -8713.00 2783210.00 0.003 5.13882 56.7453 5.13882- 56AI09 -20709.00 3272590.00 0.006 56.7453- 41.4669 -8973.96 2802450.W 0.003 3.42588 55.2153 3.42588- 56.9232 -21120.90 3283630.00 O.W6 55.2153- 41.9324 -9238.12 2821420.W 0.003 1.71294 53.6954 1.71294-0 57A355 -21536.60 3294340.00 O.W7 53.6854- 423980 -9505.46 28401W.W O.UO3 52'1554 52.1554- 42.8636 -9776.01 2858510.00 OX03 50.6255 50.6255- 433292 -10049.80 2876640.W 0.003 49.0955 49.0955- 43.7947 -10326.70 2894490.00 0.004 47.5656 Section Eleial/on Size At.. SAL„ Ratio Af,r �A1„r Ratio 47.5656. 44.2603 -10606.90 2912070.00 0.004 No. M- M,. 46.0356 ft lb-JI Ib jt QAf„ lb-jt lb-fr 04, 46.0356- 44.7259 -10890.20 2929370.00 0.004 LI 120-118.976 TP28.7284x22.83464.1969 21412.83 477243.33 0,045 0.00 477243.33 0.000 44.5056 118.976- 25674.83 488066.67 0.053 0.00 488066.67 0.000 44.5056- 45.1914 -11176.80 2946390.00 0.004 117.952 42.9757 117.952- 30069.17 498947.50 0.060 0.00 498947.50 0.000 42.9757- 45.6570 -11466.50 2963130.00 -0.004 116.928 41A457 116.928- 34597.67 509880.83 0.068 0.00 509880.83 0.000 41.4457- 46.1226 -11759.50 2979601100 O.0U4 115.904 39.9158 115.904- 39261.83 520866.67 0.075 0.00 520866.67 0.000 39.9158- 46.5882 -12055.70 2995780.UU U.OU4 114.88 38.3858 114.88- 44063.58 531900.83 0.083 0.00 531900.83 0.000 38.3858- 483653 -7201.89 3055020.00 0.002 113.856 32.5458 113.856- 49004.50 542981.67 0.090 U.UO 542981.67 0.000 IA 38.3858- TP57.4803x46.0541x0.315 38.39 0.00 0.0 47.7019 -7107.60 3033380.00 0.002 112.832 32.5458 112.832- 54086.25 554106.67 0.098 0.00 554106.67 0.000 32.5458- 48.2142 -14657.90 3050140.00 0.005 111.808 30.9329 111.808- 59310.67 56527333 0.105 0.00 565273.33 0.00030.8329- 48.7265 -15006AQ 3066560.00 0.005 110.784 29.12 110.784- 64679.42 576480.00 0.112 0.00 576480.00 0.000 RISATower J°b 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 21 of 29 RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 22 of 29 TowerEngitteering Project Date Tower Engineering Project Date Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Junction Blrd. 3703 Juncrino Blyd Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by - Plwne:(919)661-1351 American Resource and Energy(ARE) Lukas Burgher Phone:(919)661-6351 American Resource and Energy(ARE) Lukas Burgher FAX:(919)661-6350 g FAX:(919)66I 5 ur350 g Section Elevation Size Af,,, W., Ratio kr� OM,y Ratio Section Elevation Size M_ Or- Ratio Al_ mAl_ Ratio No. Af,,, AI„ No. Al„ Al- fi Ib-ft tbft M,u Ib fi tb-ll M,,. Ir lbfl ......�bn._...._...._q..M..^.+..._.._.._.._�:.:r�.......................r�:.l..........._.._OAfpt.... _.._...............-._....._..............................__........_._......___.._......_........._.._................................................_...._...................._....._..._....._.............._......._............_......__�......_.. ............._........._......_..._._....__.._...__._.__._____..____.........__._....___......._._._....._. 109.759 59.8052 - 109.759- 70194.08 587723.33 0.119 0.00 587723.33 0.000 59.8052- 54768250 2283841.67 0240 0.00 2283841.67 0.000 108.735 58.2752 108.735- 75856.50 599001.67 0.127 0.00 599001.67 0.000 58.2752- 569101.67 2326591.67 0.245 0.00 2326591.67 0.000 107.711 56.7453 107.711- 81668.33 610311.67 0.134 0.00 610311.67 0.000 56.7453- 590953.33 2369483.33 0.249 0.00 2369483.33 0.000 106.687 55.2153 - 106.687- 87630.83 621651.67 0.141 0.00 621651.67 0.000 55.2153- 613239.17 2412500.00 0.254 0.00 2412500.00 0.000 105.663 53.6854 105.663- 93746.67 633019.17 0.148 0.00 633019.17 0.000 53.6854- 635961.67 2455641.67 0.259 0.00 2455641.67 0.000 104,639 52.1554 104.639- 55964.17 678730.83 0.082 0.00 678730.83 0.000 52.1554- 659123.33 2498900.00 0.264 0.00 2498900.00 0.000 100.542 50.6255 L2 I04.639- TP38.815x27.0936z0.2362 63841.00 852875.00 0.075 0.00 852875.00 0.000 50.6255- 682726.67 2542266.67 0.269 0.00 2542266.67 0.000 100.542 49.0955 100.542- 13U863.33 87784L67 0.149 0.00 877941.67 0.000 49.0955- 706773.33 2585733.33 0.273 0.00 2585733.33 0.000 98.9149 475656 98.9149- 142315.93 90295833 0.158 0.00 902958.33 0.000 47.5656- 731265.00 262929333 0.278 0.00 2629283.33 0.000 97.2881 46.0356 97.2881- 154166.67 928225.00 0.166 0.00 928225.00 0.000 46.0356- 756204.17 2672925.00 0.283 0.00 2672925.00 0.000 95.6614 445056 95.6614- 166422.50 953625.00 0.175 0.00 953625.00 0.000 44.5056- 781594.17 2716633.33 0.288 0.00 2716633.33 0.000 94.0346 42.9757 - 94.0346- 179086.67 979158.33 0.183 0.00 979159.33 0.000 42.9757- 807435.00 2760416.67 0.293 0.00 276U416.67 0.000 92.4079 4'.4457 92.4079- 192165.00 1004800.(1D 0.191 0.00 1004800.00 0.000 41.4457- 83373333 2804250.00 0.297 0.00 2804250.00 0.000 90.7811 39.9159 - 90.7811- 205661.67 1030558.33 0.200 0.00 1030558.33 0.000 39.9158- 86048333 2848141.67 0.302 0.00 2848141.67 0.000 89.1544 38.3858 89.1544- 219582.50 1056416.67 0.208 0.00 1056416.67 0.000 38.3858- 493700.00 3016000.00 0.164 0.00 3016000.00 0.000 87.5276 325458 87.5276- 233931.67 1092366.67 0.216 0.00 1082366.67 0.000 Li 38.3858- TP57.4803x46.05410315 473205.00 2953283.33 0.160 0.00 2953283.33 0.000 85.9008 325458 85.9008- 248714.17 1108391.67 0.224 0.00 1109391.67 0.000 32.5458- 999400.00 3001708.33 0333 0.00 3001709.33 0.000 94.2741 30.8329 84.2741- 263935.00 1134491-67 0.233 0.00 1134491.67 0.000 30.8329- 1032425.00 3050150.00 0.338 0.00 3050150.00 0.000 82.6473 29.12 82.6473- 279598.33 1160650.00 0.241 0.00 1160650.00 0.000 29.12-27.407 1065983.33 3098591.67 0.344 0.00 3098591.67 0.000 81.0206 27.407- 1100075.00 314703333 0.350 0.00 3147033.33 0.000 81.0206- 295709.17 1186858.33 0.249 0.00 1186858.33 0.000 25.6941 79.3938 25.6941- 1134700.00 3195466.67 0.355 0.00 3195466.67 0.000 79.3938- 312272.50 1213109.33 0.257 0.00 121310833 0.000 23.9811 77.767 23.9811- 1169866.67 3243875.00 0.361 0.00 3243875.00 0.000 77.767- 329293.33 1239391.67 0266 0.00 1239391.67 0.000 22.2682 76.1403 22.2682- 120555833 3292241.67 0.366 0.00 3292241.67 0.000 76.1403- 346776.67 1265700.00 0.274 0.00 1265700.00 0.000 20.5553 74.5135 20.5553- 1241791.67 3340575.W 0.372 0.00 3340575.W 0.000 74.5135- 364726.67 1292016.67 0.282 0.00 1292016.67 0.000 18.8423 72.8 868 18.8423- 1278550.00 3388841.67 0.377 0.00 3388841.67 0.000 72.8868- 383147.50 1318341.67 0.291 0.00 1318341.67 0.000 17.1294 71.26 17.1294- 1315850.00 3437050.W 0.383 0.00 3437050.00 0.000 71.26-65.925 196648.33 1404575.W 0.140 0.00 1404575.00 0.000 15.4164 L3 71.26-65.925 TP48AS28z36.7273x0.315 250346.67 2072450.W 0.121 0.00 2072450.00 0.000 15.4164- 135368333 3485175.W 0388 0.00 3485175.00 0.000 65.925- 466286.67 2114383.33 0.221 0.00 211438333 0.000 13.7035 64.395 13.7035- 1392058.33 3533216.67 0.394 0.00 3533216.67 0.000 64.395- 485998.33 2156500.00 0.225 0.00 2156500.00 0.000 11.9906 62'8651 11.9906- 1430966.67 3581158.33 0.400 0.00 3581158.33 0.000 62.8651- 506133.33 2198791.67 0.230 0.00 2198791.67 0.000 10.2776 61.3351 10.2776- 1470408.33 3628991.67 0.405 0.00 3628991.67 0.000 61.3351- 526694.17 2241241.67 0.235 0.00 2241241.67 0.000 8.56469 RISATower J°b 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 23 of 29 RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 24 of 29 Tower Engineering Project Date TowerEng veering Project Date Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Juncrion Md. 3703 Juncann B6d. Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone:(919)66/-6351 American Resource and Energy(ARE) Lukas Bur her Phone:(919)66ra351 American Resource and Energy(ARE) Lukas Burgher FAA:(919)661-6"0 g661-63", g Section Elevation Size A7,,, rM„ Ratio Af,o QM, Ratio Section Elevation Size Aauol Ratio Acn,al QT. Ratio No. M. No. V. V T. T fr lb-Ji .. Ib lr QM,�__..._.lb ft Ib Jiu�,y1_� ft lb Ib �y !!'ft 16 f 9r ..___._.......__......_..........._.....___......._____...._ _.._...__.._..__..___._.___._._...._._.___...._.__.._ ._._._......._...._. ...__.._._.....__..._.__._......._..__.._.__.................__...._.._...__..._.......__.._._..._....._...............__._-__._.............._..___......_......._..__...........____.__...._............._.__.__ - 8.56469- 1510383.33 3676700.00 0.411 0.00 3676700.00 0.000 94.0346- 7913.49 782062.00 0.010 0.00 1973925.00 0.000 6.85175 92.4079 6.85175- 1550900.00 3724283.33 OA16 0.00 3724283.33 0.000 92.4079- 8169.47 789722-00 0.010 0.00 202563333 0.000 5.13892 90.7811 5.13882- 1591950.00 3771725.OU 0.422 0.00 3771725.00 0.000 90.7811- 8428.43 797226.00 0.011 0.00 2077558.33 0.000 3.42588 89.1544 _ 3.42588- 1633541.67 3819016.67 0.428 0.00 3819016.67 0.000 89.1544. 8690.37 804573.00 0.011 0.00 2129683.33 0.000 1.71294 875276 1.71294-0 1675666.67 3866150.00 OA33 0.00 3966150.00 0.000 87.5276- 8955.27 911764.00 0.011 0.00 2181991.67 0.000 85.9W8 85.9008- 9223.13 818797.00 0.011 0.00 2234458.33 0.000 84.2741 84.2741- 9493.95 825674.00 0.011 0.00 2287075.00 0.000 .... - _ Pole_Shear;l)esj n_l)ata 826473 - 82.6473- 9767.71 832393.00 0.012 O.UU 2339808.33 0.000 81.0206 Section Elevation Size Actual �V. Ratio Acrund Ratio 81.0206- 10044.40 838956.00 0.012 0.00 2392641.67 0.000 No. V V. T. T. 79.3938 J7 lb lb ��y_ 79.3938- 10324.10 845363.00 0.012 0.00 2445566.67 0.000 Ll 120 18-1 .976 TP28.7284z22.8346z0.1969 4i 99.79 50805,7.00 0.008 0.00 962100.00 0.000 77.767 118.976- 4228.33 512593.00 0.008 0.00 983916.67 0.000 77.767- 10606.60 851612.00 0.012 0.00 2498550.00 0.000 117.952 76.1403 117.952. 4358.53 517066.00 0.008 0.00 1005850.00 0.000 76.1403- 10892.10 857704.00 0.013 0.00 2551593.33 0.000 116.928 745135 116.928- 4490AI 521477.00 0.009 0.00 1027891.67 0.000 74.5135- 11180.50 863610.00 0.013 0.00 260,4641.67 0.000 115.904 72.8868 115.904- 4623.96 525826.00 0.009 0.00 1050041.67 0.000 72.8868- 11471.90 869419.00 0.013 0.00 2657708.33 0.000 114.88 71.26 114.88- 4759.16 530113.00 0.009 0.00 1072283.33 0.000 7126.65.925 5755.03 887271.00 0.006 0.00 2831558.33 0.000 113.856 L3 71.26-65.925 TMA52806.72730.315 6718.23 1330970.00 0.005 0.00 4177950.00 0.000 113.856- 4896.03 534337.00 0.009 0.00 1094625.00 0.000 65.925- 12748.10 1341420.00 0.010 OAU 4262491.67 0.000 112.832 64.395 112.832- 503456 538500.00 0.009 0.00 1117050.00 0.000 64.395- 13024.20 1351740.OU 0.010 0.00 43474UO.W 0.000 111.808 62.8651 111.808- 5174.75 542600.00 0.010 0.00 1139566.67 0.000 62.8651- 13301.80 1361910.00 0.010 0.00 4432650.00 0.000 110.784 61.3351 110.784- 5316.59 546638.00 0.010 Will 1162158.33 0.000 61.3351- 13580.80 1371950.00 0.010 0.00 4518225.00 0.000 109.759 59.8052 109.759- 5460.09 550613.00 0.010 0.00 1184816.67 O.OW 59.8052- 13861.20 1381850.00 0.010 0.01 4604108.33 0.000 108.735 58.2752 108.735- 5605.23 554527.00 0.010 0.00 1207558.33 0.000 58.2752- 14143.10 1391610.00 0.010 0.01 4690291.67 0.000 107.711 56.7453 107.711- 5752.02 558378.00 0.010 0.00 1230358.33 0.000 56.7453- W26AO 1401230.00 0.010 0.01 4776758.33 0.000 106.687 55.2153 106.687- 590OA6 562168.00 0.010 0.00 1253216.67 0.000 55.2153- 14711.20 1410710.00 0.010 0.01 4863483.33 0.000 105.663 53.6854 105.663- 605054 565895.00 0.011 0.00 1276133.33 0.000 53.6854- 14997AO 1420U50.00 0.011 0.01 4950458.33 0.000 104.639 52.1554 104.639- 327653 580185.00 0.006 0.00 1368291.67 0.000 52.1554- 15285.10 1429260.00 0.011 0.01 5037658.33 0.000 100.542 50.6255 L2 1 04.639- TP38.815z27.0936c0.2362 3400.73 741406.00 0.005 0.00 171935833 0.000 50.6255- 15574.10 1438320.00 0.011 0.01 5125083.33 0.000 100542 49.0955 100542- 6919.50 749851.00 0.009 0.00 1769683.33 0.000 49.0955- 15864.60 1447250.00 0.011 0.01 5212700.W 0.000 98.9149 475656 98.9149- 7163.49 758139.00 O.UO9 0.00 1920316.67 O.000 47.5656- 1615650 1456040.00 0.011 0.01 ,.5300508.33 0.000 97.2881 46.0356 97.2881- 741OA9 766270.00 0.010 '0.00 1871250.00 0.000 46.0356- 16449.80 1464680.00 0.011 0.01 5388475.00 0.000 95.6614 445056 95.6614- 7660A9 774244.00 0.010 .0.00 1922458.33 0.000 44.5056- 16744.60 1473190.00 0.011 0.01 5476600.00 0.000 94.0346 42.9757 RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page 25 of 29 RISATower Job 120-ft ARE Monopole-Bergey 10kW Wind Turbine Page26 of 29 Project Date Project Date Tower Engineering Tolver Engineering Professionals TEP#110005.18 14:30:53 0811 6/1 1 Professionafs TEP#110005.18 14:30:53 08/16/11 3703 Junction Blvd. 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phonr:(9I9)661-6351 American Resource and Energy(ARE) Lukas Burgher Ph-,(919)661-6351 American Resource and Energy(ARE) Lukas Burgher FAX:(919)661_6350 g FAR•(919)66/-6350 g Section Elevation Siie Actual W. Ratio Actual QT. Ratio Section Elevation Ratio Ratio Ratio Ratio Ratio C-b. Allow. Criteria No. Y, V. T. T. No. P. M. At- V. T. Stress Suers ft lb ._ lb tb-f tb/�_.....__�.__ _f _..__...........__ _ Ratio�.._Ratio _..............._._._....._..._._...__.-......_._._.__...__. _ ........_....__.._..._....._.___-.. -.____._....._._ - 42.9757- 17040.70 1481570.00 0.012 0.01 5564850.00 0.000 118.976- 0.001 0.053 0.000 O.OU8 O.OW 0.054 LOW 4821/ 41A457 117.952 1/ 41.4457- 17338.20 1489900.00 0.012 0.01 5653224.67 0.000 117.952- 0.001 0.060 0.000 0.008 0.000 0.062 1.000 39.9158 116.928 1 / 4.8.2 Yr 39.9158- 17637.10 1497890.00 0.012 0.01 5741708.00 0.000 116.928- 0.001 0.068 0.000 0.009 0.000 0.069 1.000 383858 115.904 4.8.2 38.3858- 9889.62 1527510.00 0.006 0.00 6080100.00 0.000 325458 115.904- 0.002 0.075 0.000 0.009 0.000 0.077 1.000 4.8.2 1/ L4 38.3858- TP57.4803.46.0541a0.315 8930.31 1516690.00 0.006 0.00 5953674.67 0.000 114.88 v 32.5458 114.88- 0.002 0.083 0.000 0.009 0.000 0.084 1.000 4.8.2 1/ 32.5458- 19128.40 1525070.00 0.013 0.01 605129133 0.000 113.856 V 30.8329 113.856- 0.002 0.090 0.000 0.009 0.000 0.092 LOW 3U.8329- 19439.60 1533280.00 0.013 0.01 614894133 0-000 112.832 4.8.2 1� 29'12 29.12-27.407 19750.90 1541320.00 0.013 0.01 6246608.00 O.W0 112.832- 0.002 0.098 0.000 0.009 0.000 0.099 LOUD 482 27A07- 2006250 1549200.00 0.013 0.01 6344266-67 0.000 111.808 y 25.6941 111.808- 0.002 0.105 0.000 0.010 0.000 0.107 1.000 4 8 2 25.6941- 20374.20 1556910.00 0.013 0.01 6441900.00 0.000 110.794 V 23.9911 110.784- 0.002 0.112 0.000 0.010 0.000 0.114 1.000 23.9811- 20686.10 1564450.00 0.013 0.01 6539483.33 O.O W 109.759 .! 4.8.2 2.2682 20998.20 1571820.00 0.013 0.01 6G37000.W 0.000 109.759- 0.002 0.119 O.000 0.010 0.000 0.121 1.0004.8.2 205553 108735 20.5553- 21310.40 1579020.00 0.013 0.01 6734424.67 0.000 108.735- 0.002 0.127 0.000 0.010 0.000 0.129 1.000 4.8.2 1•/ 18.8423 107.711 1/ 18.8423- 21622.80 1586060.00 0.014 0.01 6831733.33 0.000 107.711- 0.002 0.134 0.000 0.010 O.000 0.136 1.000 17.1294 106.697 V4.8.2 17.1294- 21935.30 1592930.00 0.014 0.01 6928908.00 0.000 15A 164 106.687- 0.002 0.141 0.000 0.010 0.000 0.143 1.000 4821/ 15.4164- 22248.10 1599630.00 0.014 0.01 702593333 O.000 105.663 V 13.7035 105.663- 0.002 0.148 0.000 0.011 0.000 0.150 LOU() 4.8.2 1/ 13.7035- 22560.90 1606160.00 0.014 0.01 7122783-33 0.000 104.639 v 11.99W 104.639- 0.001 0.082 0.000 0.006. 0,000 0.084 1.000 482 t/.... 11.9906- 22873.90 1612520.00 0.014 0.01 7219424.67 0.000 100.542 v 10.2776 L2 104.639- 0.001 0.075 0.000 0.005 0.000 0.076 LOW 10.2776- 23187.00 1618720.00 0.014 0.01 7315858.00 0.000 100.542 5/ 4.8.2 856469 8.56469- 23500.30 1624740.00 0.014 0.01 741204133 0.000 100542- 0.002 0.149 0.000 0.009 0.000 0.151 1.000 4.8.2 f/ 6.85175 98.9149 1/ 6.85175- 23813.70 1630600.00 0.015 0.01 7507966.67 0.000 98.9149- 0.002 0.158 0.000 0.009 0.000 0.160 1.000 4 8 2 t/ 5.13882 97.2881 S/ 5.13882- 24127.20 1636290.00 0.015 0.01 7603608.00 0.000 97.2881- 0.002 0.166 0.000 0.010 0.000 0.168 1.000 3.42588 95.6614 v 4.8.2 3.42588- 24440.80 1641820.00 0.015 0.01 7698950.00 0.000 17129d 95.6614- 0.002 0.175 O.UW O.OlO 0.000 0.177 1.UW 4.8.2 1.71294-0 2475450 1647170.00 0.015 0.01 7793958.00 0.000 94.0346 V 94.0346- 0.002 0.183 0.000 0.010 0.000 0.185 1.000 482 92.4079 y/ 92.4079- 0.002 0.191 0.000 0.010 0.000 0.194 LOW 482 tf 90.7811 v ,,, ,x. 90.7811- 0.002 0.200 O.WO 0.011 0.000 0.202 1.0W Pole Interaction Desi n Data: 89.,544 1/ 4.8.2 �., 89.1544- 0.003 0.208 0.000 0.011 0.000 0.210 1.000 4.8.2 Section Elevation Ratio Ratio Ratio Ratio Ratio Conrb. Alloy. Criwia 87.5276 No. P. M, Aly V„ T„ Srresr Stress 87.5276- 0.003 0.216 0.000 0.011 0.000 0.219 1.000 4.8.2 V Ratio Ratio 85.9008 LI 120-119.976 0.001 0.045 0.000 0.009 O.WO 0.046 1.OW 48.2 85.9008 0.003 0.224 O.UW 0.011 0.000 0.227 1.0W 482 y/ - � 8.2741 Page RISATower Sob 120.ft ARE Monopole-Bergey 10kW Wind Turbine Page 27 of 29 RISATower 120-ft ARE Monopole-Bergey 10kW Wind Turbine 28 of 29 Project Date Project Date Tower Engineering Torver Engineering Professionals TEP#110005.18 14:30:53 08/16/11 Professionals TEP#110005.18 14:30:53 08/16/11 3703 Junction Blvd. 3703 Janctian Blvd. Raleigh,NC 27603 Client Designed by Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 American Resource and Energy(ARE) Phone:(919)661-6351 American Resource and Energy(ARE) FAX:(919)661-6350 Lukas Burgher FAX:(919)6616350 Lukas Burgher Section Elevation Ratio Ratio Ratio Ratio Ratio Coarb. Altair. Criteria Section Elerauon Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M- Ar' V T. Stress St- No. P. hfW M„ V. T. Stress Stress RatioRatio ItRatio Ratio........_ ...._._.__._...__.._._....__._...................._._.___....__._._........�..........._.._.....Q..._...... ._ _..._-___..__.._______.__...__..__..._._........-_. .__.. _.._____...__.._____.___.___...__.__.. _..___._�..�.__.__ _..........t._._.._._. _ 84.2741- 0.003 0.233 0.000 0,011 OA00 0.236 LOW 4 8 2 I/ 41.4457- 0.004 0.297 0.000 0.012 0.000 0.301 1.OW 4.8.2 1'O 82.6473 v 39.9158 82.6473- 0.003 0.241 0.000 0.012 0.000 0.244 1.000 4 8 2 1•/ 39.9158- 0.004 0.302 0.000 0.012 0.000 0.306 1.000 4 8 2 81.0206 ;/ / 38.3858 4/ 81.1)206- 0.003 0.249 0.000 0.012 0.000 0.252 1.000 4 B 2 Y 38.3858- 0.002 0.164 0.000 0.006 0.000 0.166 1.000 4.8.2 79.3938 32.5458 v 79.3938- 0.003 0.257 0.000 O.Ol2 0.000 0.261 1.000 4 8.2 U 38.3858- 0.002 0.160 0.000 0.006 0.000 0.163 1.000 4.8.2 77.767 1/ 32.5458 V 77.767- 0.003 0.266 0.000 0.012 0.000 0.269 1.000 4.8.2 1/ 32.5459- 0.005 0.333 0.000 0.013 0.000 0.338 1.000 4.8.2}/ 76.1403 f/ 30.8329 76.1403- 0.003 0.274 0.000 0.013 0.000 0.277 1.000 4 8.2�/ 30.8329- 0.005 0.338 0.000 0.013 OOW 0.344 1.000 q 8 2 t/ 74.5135 1/ 29.12 V . 74.5135- 0.003 0.282 0.000 0.013 0.000 0.286 1.000 4.8.2 t/ 29.12-27.407 0.005 0.344 0.000 0.013 0.000 0349 1.000 4.8.2 t'1 72.9868 Y - 72.8868- 0.003 0.291 0.000 0.013 0.000 0.294 1.000 4 8 2�/ 27.407- 0.005 0.350 0.000 0.013 0.000 0.355 1.000 4 8 2.Y 7.26 1/ 25.6941 71.26-65.925 0.002 0.140 0.000 0.006 0.000 0.142 1.000 4 8 2`/ 25.6941- 0.005 0.355 0.000 0.013 0.000 0.360 1.000 4.8.2 1/ S/ 23.9811 V L3 71.26-65.925 0.002 0.121 0.000 0.005 0.000 0.122 1.000 4 8 2 y, 23.9811- 0.005 0.361 0.000 0.013 0.000 0.366 1.000 4.8.2 V 22.2682 1/ 65.925- 0.003 0.221 0.000 0.010 0.000 0.223 1.000 4.8.2 Tr 22.2682- 0.005 0.366 0.000 0.013 0.000 0.372 1.000 4.8.2 64.395 V20.5553 '/ 64.395- 0.003 0.225 U.000 0.010 0.000 0.228 1.000 4.8.2 20.5553- 0.005 0.372 0.000 0.013 0.000 0.377 1.000 4.8.2 t/ 62.8651 1/ 18.8423 V 62.8651- 0.003 0.230 0.000 0.010 0.000 0.233 1.000 4 8 2 Y 18.8423- 0.006 0.377 0.000 0.014 0.000 0.383 1.000 4.8.2 1/ 61.3351 1/ 17.1294 t/ 61.3351- 0.003 0.235 0.000 O.U10 0.000 0238 LOW 4.8.2 Y 17.1294- 0.006 0.383 0.000 0.014 0.000 0.389 LUW q e 2 59.8052 4/ 15.4164 V 59.8052- 0.003 0.240 0.000 0.010 0.000 0.243 1.000 4 B 2 t/ 15.4164- 0.006 0.388 0.000 0.014 0.000 0.394 1.000 4.8.2$/ 58.2752 1/ 13.7035 58.2752- U.003 0.245 0.000 0.010 U.000 0248 1.000 4821•/ 13.7035- 0.006 0,394 O.000 0.014 OMO OAOO LOW 4821/ 56.7453 t/ 11.9906 1/ 56.7453- 0.003 0.249 0.000 0.010 0.000 0.253 1.000 4.8.2 1f 11.9906- 0.006 0.400 0.000 0.014 0.000 OA06 IOW 4.8.2 55.2153 v 10.2776 t/ 55.2153- 0.003 0.254 0.000 0.010 0.000 0.258 LOW 4 8 2{ 10.2776- 0.006 0.405 0.000 0.014 0.000 OA I I 1.000 4.81 53.6854 1/ 856469 t/ 53.6854- 0.003 0.259 0.000 0.011 0.000 0_.2�6+2 1.000 4.8.2 8.56469- 0.006 0.411 0.000 0.014 0.000 OA17 LOW 4.8.2 1'1 52.1554 N 6.85175 v 52.1554- 0.003 0.264 0.000 0.011 0.000 0.267 IOW 4.8.2 3'r° 6.85175- 0.006 0.416 0.000 0.015 0.000 OA23 1.000 4.8.2 t/ 50.6255 V 5.13882 9/ 50.6255- 0.003 0.269 0.000 0.011 0.000 0.272 1.000 482 5.13882- 0.006 0.422 0.000 0.015 O.OW OA29 1.000 4.8.2 49.0955 V 3.42588 1/ 49.0955- 0.004 0.273 0.000 0.011 0.000 0.277 1.0W 4 8 2 1/ 3.42588- 0.006 0.428 0.000 0.015 0.000 0.434 1.000 4 8 2 475656 1/ 1.71294 V -s 47.5656- 0.004 0.278 0.000 0.011 0.000 0282 LOW 482 1.71294-0 0.007 0.433 0.000 0.015 0.000 0440 1.000 4.8.2 Y 46.0356 6 46.0356- 0.004 0.283 0.000 0.011 MOO 0.287 LOW 4821/ 44.5056 v �...... 44.5056- 0.004 0.288 0.000 0.011 0.000 0.292 1.000 4.8.2 t/ 42.9757 v 42.9757- 0.004 0.293 0.000 0.012 0.000 0.297 1.000 4.8.2 41.4457 +/ RISATower Job Page 120-ft ARE Monopole-Bergey 10kW Wind Turbine 29 of 29 To19erEngineering Project Date Professionals TEP#110005.18 14:30:53 08/16/11 3703 Junction Blvd. Balalgh,NC 27603 Client Designed by Phone:(919)661-6351 American Resource and Energy(ARE) Lukas Burgher FAX:(919)661-6350 g Section Ca- acit -Table = Section Gletn en uan Companem Size Critical P pp— % Pass Na It Type Elemr lb lb Capacity rail ____- _.__'__.... �_��._....._._._..........._ __ _._._...._..._......._ Ll 120-100342 Pole TP28.7284M.83460.1969 1 -2239.70 1131790.00 15.0 Pass 12 100.542-65.925 Pole TP38.81U27.09364.2362 2 -5784.12 1738840.00 29.4 Pass 13 65.925-32.5458 Pole TP48.452W6.7273s0.315 3 -12055.70 2995780.00 30.6 Pass IA 32.5458-0 Pole 7P57.4803,46.0541s0.315 4 -21536.60 3294340.00 44.0 Pass _ Summary Pole(IA) 44.0 Pass RATING= 44.0 Pass Program Version 5.4.2.0-6/17/2010 FiloP:/0005_AM18_120-B Bergey 100VOreeapor4 NY/StructurwIRlSATowed12011 ARE Monopole-Bergey IOkW.eri SNGIy Circular Base Plate and Anchor Bolts--ANSI/TIA-222-G °gyp � TEP#: 110005.18 o'�ESSIO Calculations By: LSB 8/16/2011 120ft ARE Monopole-Bergey 10kW Wind Turbine Checked By: REG 8/17/2011 Base P ate Anchor Rod Input: Factored Reactions Qty 44 Mu 1675 665 ft-kips Diam 129'9�126in (M33) Axial, Pu 21544 kips Rod Material ( `ether „F1554-55 Shear,Vu. 24.748 skips Yield (Fy) 55 ksi Strength (Fu) 75 ksi Bolt Circle 62: 92126in (1600mm) Anchor Rod Results Pole Data: Max Rod Tension: 30.6 Kips Diam: 480315 in (1460mm) Allowable Axial: 64.5 Kips Thick:( 0 3149606 in (8mm) Anchor Rod Stress Ratio: S°foPass Grade: °65 ksi(A572-65) .. #of Sides:�' 16 "0" IF Round .Base Plate Input: Ultimate(Fu): v80 ksi Diam 66:929134in (1700mm) Pole Results k T h i c �19685039 in (50mm) Pole Punching Shear Check: n/a Grade 50 °"ksi (A572-50) Base Plate Results Flexural Check Base Plate Stress: 12.7 ksi Allowable Plate Stress: 45.0 ksi Base Plate Stress Ratio: �28?�% Pass Stiffener Input: Fillet H.Weld ;in Fillet V. Weld 0 =in .i Width r 0 in Height 0 r in Thick 0 =din Notch 0 in Grade 0 ksi Weld str .!0 ksi Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate in Flexure and Shear: n/a Plate in Tension and Shear: n/a Plate Compression: n/a Circular Base Plate&Anchor Bolts—Rev 1.1 1 of 1 ENGIN, Pad and Pier Foundation Design--ANSI/TIA-222-G-ACI 318-05/08 A'P TEP#: 110005.18 o'"FSSto�P Calculations By: LSB 8/16/2011 120ft ARE Monopole-Bergey 10kW Wind Turbine Checked By: REG: 8/17/2011 C!„Allowable Soil Bearing Pres.(ksf)= 2 5 CODE Rev G Safety Factor in Qa_ :2 4)Qn= 3.8 ksf Pc(ksi) Backfill Density(pcf)_i '.110 F'y(ksi) 60 Effective Concrete Density(pcf)_? s 150_ Subtract Overburdens rno Base Reactions(x-x,y-y) __ Base Reactions(z-z) M,Moment(k-ft)_ -µ 1;675 665 M(k-ft)= 1,675.7 Pt,Vertical(k)=1_- 21544 - ,t Pt(k)= 21.5 H,Shear(k)_I... 24 748 „-'`. H(k)= 24.7 L(ft.) B(ft.) t(ft.) Soil depth to Pier Pier Height,h pier Shape Try: top of mat ft. dia. width ft. 20` 20 �2 <4,00 7 00 ;`` 4,50 Round- Bearing Depth(ft)= 6.00 CHECK STABILITY: 0 M n>Mot,0.K „63 CHECK SOIL PRESSURE: cPQn>Qmax,O.K. 70'i cDQn>Qmax,O.K. CHECK ONE WAY SHEAR: (pVc>Vu,O.K. 45€ CHECK TWO WAY SHEAR: OVc>Vu,O.K. 6 CALCULATE REINFORCING REQUIRED: Bar Size= -9 Target Bar Spacing=I 12w;000 in Pad R/F Qty= 21 E.W.,T&B Actual Bar Spacing(o.c.)= 11.644 in BOTTOM REINFORCING As Tss„alf= 5.18 in' As—Flex Half= 15.45 in Not Required As—Min Bottom— 5.18 in z As 21.00= 21.00 in z OK (l)Mn= 1708.30 kip-ft � .;, 41",,% Mu= 353.72 kip-ft TOP REINFORCING AS—Min Bottom— 5.18 in z . AS—Provided= 21.00 in' 0 (DMn= 1708.30 kip-ft 9g Mu= 837.93 kip-ft Monopole—Pad and Pier Fnd_Rev 3.7 1 of 1 •u V3Y A y Pad and Pier Foundation Design--ANSI/TIA-222-G-ACI 318-05/08 ��FfSSfONPv TEP#: 110005.18 Calculations By: LSB 8/16/2011 120ft ARE MP-Bergey 1OkW Wind Turbine Checked By: REG 8/17/2011 Factored Reactions @ Interface Pier Diameter= 84, in Mu= 1787.031 ft-kips Bar Oty= 56 Axial,Pu= 21.544 kips Bar Size,# 9 " Bar Shear,Vu= '24.748 kips Circular Tie Size,#. 4. Bar f'c= 21500 psi Concrete Cover= 3 in fy= 60,000 psi Bolt Material= Other Circle(in.)= 75.87500 y_Bar= 25.020 in d= 67.020 in %Capacity=U511 Assume fs=fy, As= 55.7 in' Cc=Ts Ag= 5541.8 in' 0.85 x f'c x Ac=As x fy Percent Steel= 1.0045 % OK As= 27.833 inz,Area of Tension Steel Ts= 1,669,953 lb z Acompression= 785.9 in Solve for a: C=0.85 f'c•Acompr js C= 1,669,953 lb A— (s•r)—x(r—a) 2 Acompression= 785.860 in z a= w_ N 16i753 in r= 42 A°=2ACOS(ra) r A°= 1.852 radians = 106.1 degrees s= r•A° s= 77.775 in x=2 2a-r—a2 x= 67.129 in 4rSIN3(1 A°) Y—3(A°—SIN(A°)) y_bar= 32.078 in from center of circle y_bar i:99220531 in from top of circle 0.85f'cAcompression= 1,669,952.84<set cell C57=cell B29 by changing cell 834> OK 0.000 Check fs=fy: c=a/B1 19.709 in Similar Triangles Pier Moment Capacity_Rev 0.2 1of2 A Pad and Pier Foundation Design--ANSI/TIA-222-G-ACI 318-05/08 9�FESSIaNPv TEP#: 110005.18 Calculations By: LSB 8/16/2011 120ft ARE MP-Bergey 10kW Wind Turbine Checked By: REG 8/17/2011 Es/(d-c)=0.003/c Es=0.00720 <Must be Greater than Ey,to ensure that steel yields> Ey=0.00207 Check=OK Compute Mn: Mn=Cxjd=Txjd jd=d-y_Bar= 57.098 in Mn= 7,946 kip-ft mMn= 7,151 kip-ft Pier Moment Capacity_Rev 0.2 2of2 o��ENGIryF��CI) AP � Cast-In Place Monopole Anchor Bolts--ACI 318-05/08 Appendix D +''ESslol' TEP#: 110005.18 Calculations By: LSB 8/16/2011 120ft ARE MP-Bergey 1OkW Wind Turbine Checked By;' REG 8/17/2011 Bolt Data(Cast-In Place) Factored Reactions(1.6W+1.2D) Qty= 44 Mu= ,1675.665 ft-kips Appendix D,Percent= 47.2%, Bolt Diameter= 1.299212598 ' in.(M33) Axial,Pu= "21 544,; kips Rod Push-through,Percent= 39.3% Bolt Material= " 'F1554-55 Shear,Vu=" '24 748 kips Seismic Factor No Strength(Fu)= 75"" ' ksi ........... ...... Yield(Fy)= 55 ksi f'c= 2500 psi Circle(in.)_ ,,:62.99212598 ; (1600mm) hef=_39 92126:•in h_bottom= .,4151968504 `in Washer? Yes (rigid Tfnd.= 54 in Type= 21 template) B(horiz.)_:` '.'84 'in hef limited by geometry,See D.5.2.9 Equiv. O.D.=' `5.905511811 in(150mm) L(vert.)= 84 in D.4.4-Strength Reduction Factors m for anchors in concrete-Load Combinations of 9.2: Tension Loads a Ductile.Steel ,==Anchor governed by strength of a ductile steel element(Fy) $steel= 0.75 $Tension=3 Condition B `No supplemental reinforcement $Tension= 0.700 D.5.2.1 S1= 62.35 in Horizontal Distance B/TTension Bolt Group S2= 27.0137 in Vertical Distance B/TTension Bolt Group Vertical ED= 14.99 in Vertical Edge Distance from Closest Edge Bolt in Group to edge of Foundation Horizontal ED= 10.82 in Horizontal Edge Distance from Closest Edge Bolt in Group to edge of Foundation ANco= 8,642.44 in Projected concrete breakout area ANc= 7,056.00 in Projected concrete breakout area Ratio= 0.82 D.5.2-Modification Factors 41ec,N= 0.922 eccentric tension loading about one axis Wed,N= 0.77 ca,min<1.5hef 4Jc,N= 1.00 cast-in anchors,cracked concrete 41cp,N= 1.00 cast-in anchors D.5.3-Modification Factors Wc,P= 1.00 cracking at service load levels Abrg= 26.07 in' net bearing area of the head of stud,anchor bolt,headed deformed bar,or washer D.S.1 Steel strength of critical anchor in tension Ncb= 80,625 Ib= 80.6 kips $Tension= 0.75 based on ACI 318-Appendix D,D.5.1 (1)x Ncb= 60.5 kips Tu= 28.5 kips Capacity= 47.2% D.5.3 Pullout Strength of critical anchor in tension Npn= 521,302 Ib= 521.3 kips $Tension= 0.70 m x Npn= 364.9 kips Tu= 28.5 kips Capacity= 7.8% Monopole_CIP Anchor Bolts—Tension-Shear—Rev 4.4_with Bolt Push-Through Check 1of1 o�4 ENG7N�cF�y c 4qo� P� Development of Pier Reinforcement w/Anchor Bolt Embedment Esstol, _ TEP#:110005.18 Calculations By: L5B 8/16/2011 120ft ARE MP-Bergey 30kW Wind Turbine Checked By: REG Pier Input Anchor Bolt Input Constants: Pier Diameter= in City 44 ' f'c=,2;500 psi Bar City=- ..5E.. .'. Diameter(m.) 1,2991, fy-:60,000',psi Bar Size,# , 9,r,„=.;'Bar Bolt Material-.'s Oth9t x"` Bar Size= 1.125 in Yield(FY)=Y'' „55 ksi Lpc Circular Tie Size,# 4;„ Bar Circle(in.) 62:99 ,` $e=; 1.0 Concrete Cover= '3 in hef - ,899 ;r in Vertical Bar Circle Dia(in.)= 75.875 Design Basis-Pier Reinforcing Check Design Basis: 1-Fully Develop Bolt Yield Strength(FyS) Ag= 5,541.8 inZ,Gross Area based on Circular Pier 2-Verify bar development based on actual applied loads As= 55.7 in,Vertical Pier R/F Area Mu 1,6756b5^'ft-kips Ratio= 1.00 %,Steel R/F is OIC Axial,Pu ,, 21.5441 kips Id= 67.50 in,per ACI 318,12.2.2 Distance= 6.44 in,Horizontal Distance from Anchor Bolt circle to Vert.Pier R/F Circle Check:0.5 x hef Spacing is OK ACI Appendix D-Figure RD.5.2.9 Clear Spacing= 5.23 in,Minimum Horizontal Spacing Between Bars being Developed Hef Dist.B/L Cone= 4.51 in,Minimum Bolt embedment below cone intercept w/Vert.Pier R/F hef= 36.92 in,Minimum Bolt embedment below concrete clear cover-for development lap Check OK Percent Capacity=` 75.80%,Pier R/F in Tension for developing bolt tension For deformed bars,I shall be as follows: Spacing and Cover No.6 and smaller bars and deformed No.7 and larger bars wires Clear spacing of bars orwires being developed or spliced not less than de,clear cover not less than db,and stirrups or ties throughout Id not less than the Code minimum f.y�.t W e f.ytVA e or d.b =48xdb db =60xdb Clear spacing of bars or wires being developed or _2�.• fC ( 213k• fC spliced not less than 2db and clear cover not less than db Other cases 3fyrtW.e db =72xdb 3f•y.WtW.e db =90xdb 5 fc 4�• fc y Id Coefficients: x db x db 48.0 60.0 Pier R/F,db= 1.125 in,per ACI 318,12.2.2 l d= 67.50 in,per ACI 318,12.2.2 Develop Length-Vertical Pier RF For ACI 318-App D Anchor Bolt Check-Rev 0.3 1ofI F 1 NOTES: MAXIMUM FACTORED TOWER REACTIONS PLANS PREPARED FOR: 1. THE. FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE ANSI/TIA-222—G STANDARD AND THE 2010 NEW YORK STATE BUILDING CODE American Resource (2006 IBC) FOR A 120—MPH 3—SECOND GUST BASIC WIND SPEED WITH NO ICE AND A 50—MPH REDUCED WIND LOADING WITH 3/4" ICE. I Q Energy Co. 2. TOWER DESIGN INFORMATION FOR THE PROPOSED 120—FT MONOPOLE WITH A TOP MOUNTED BERGEY 1OkW WIND TURBINE PROVIDED BY ARE. DRAWING --® 21.5 KIPS www.arewindtowers.com REFERENCE DATED APRIL 15, 2011, QUOTATION #: W09026, VERSION: I, DESCRIPTION: 120' 1OKW WIND POLE. 24.7 KIPS. 3. TOWER IS DESIGNED TO SUPPORT A BERGEY 1OkW WIND TURBINE. TURBINE LOADING SPECIFICATIONS PROVIDED BY ARE. 1675.7 KIP—FT PROJECT INFORMATION: 4. THE FOUNDATION HAS BEEN DESIGNED TO RESIST THE FACTORED LOADS SHOWN ON THIS SHEET IN ACCORDANCE WITH THE ANSI/TIA-222—G STANDARD. 120-FT ARE MONOPOLE W/ BE WIND BERGEY 0 TURBINE ' (21) #9 REINFORCING BARS EQUALLY GENERIC FOUNDATION —�—�——1-——I— SPACED ,w�, &e 4 T TA.L y G , I OCrT&q 4„, � ,r R DESIGN c v I d 91 (ANSI/TIA-222-G PRESUMPTIVE CLAY - —j ` UNLAWFULSOIL PARAMETERS) c G t E I IITIZ`k., to a s a I d'.• PLANS PREPARED BY: Ur `. S EhlGll� (44) M33 x 1270mm LONG ANCHOR RODS (ASTM F1554 GR. 55 Q EQUIVALENT) SUPPLIED BY ARE G v u c SECURED WITH TEMPLATE (BY OTHERS). ANCHOR BOLT GEOMETRY �. �•..: :` �. ` SHALL BE CONFIRMED PRIOR TO E CONSTRUCTION. E'SS10 7'-0" SQUARE PIER. A 7'-0"0 CIRCULAR PIER MAY BE USED. 3703 FUNCTION BOULEVARD RALEIGH,NC 27603-5263 '. <. OFFICE:(919)661-6351 — n -—-— - - FAX:(919 661-6350 o b N O I ' _ SEAL: #4 TIES AS SNDWN' Ol71VCJOWE � _. ANCHOR RODS- ( T 6" O.C., TYP.) Q �O DATE B.P _ ' ti T. q� BY FEE: a NOTIFY BUILDING DE ARTMENT AT r_ 9 G 765-1802 8 AM TO 4 PM FOR THE 2 c SPACE ,TIA0 S:a" CIRCULARS204EQUIRED �� 88250 �4r V i SPLICE. AFQf f�1d6f&1001> ETE covEr2.sH�@1J(ii�-�P�IAM4#�I&W�LUMBING, ESS ;h. STRAPPING,ELECTRICAL&CAULKING Ayust18,2011 3. INSULATION 4. FINAL-CONSTRUCTION &ELECTRICAL L 4 " MUST BE COMPLETE FOR C.O. REV O DATE I FO ISSUED FOR: IGN I I ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW DRAWN BY: LSB CHECKED BY: REG YORK STATE. NOT RESPONSIBLE FOR ! G ) R CONSTRUCTION ERRORS, HEET TITLE. G DESIGN 0. s I I --J--1-- PAD/PIER el 4 10.-0" 10'-0.. FOUNDATION DETAILS 20'—O" ELECTRICAL SHEET NUMBER: REVISION: PAD/PIER FOUNDATION DETAILS I�ISPEC 2 4 F-1 0 SCALE: -Y8" = V-0" SC IN FEET TEP#:I I0005.I8 Mod I t°, r PLANS PREPARED FOR: F2. THE ATION NOTES: American Resource NDATION HAS BEEN DESIGNED FOR THE REACTIONS SHOWN ON SHEET F-1. & Energy Co. NDATION DESIGN IS BASED ON ASSUMED PRESUMPTIVE SOIL PARAMETERS PER THE ANSI/TIA-222—G www.arewindtowers.com — TABLE F-1. TEP UTILIZED CLAY SOIL WITH AN ULTIMATE BEARING CAPACITY OF 5,000—PSF AND A UNIT WEIGHT OF 110—PCF FOR THIS FOUNDATION DESIGN. THESE DESIGN PARAMETERS SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER BASED ON SITE SPECIFIC SOIL PROPERTIES. PROJECT INFORMATION: 3. TEP ASSUMED THAT GROUNDWATER IS NOT PRESENT WITHIN THE DEPTH OF THE FOUNDATION. IF GROUNDWATER 120-FT ARE MONOPOLE IS TO BE CONSIDERED, A FOUNDATION RE—DESIGN SHALL BE REQUIRED. W/ BERGEY 1OkW WIND 4. THE EXCAVATION SHALL EXTEND THROUGH THE UPPER SOIL LAYERS DOWN TO APPROXIMATELY 6'-0" BELOW TURBINE GRADE. GENERIC FOUNDATION 5. THE EXCAVATION SHALL BE FLAT AND STABLE PRIOR TO CONCRETE PLACEMENT. DESIGN 6. THE CONTRACTOR SHALL SECURE ANCHOR BOLTS TO PREVENT SHIFTING DURING CONSTRUCTION. (ANSI/TIA-222-G PRESUMPTIVE CLAY SOIL.PARAMETERS) FILL AND COMPACTION NOTES: 1. THE FOUNDATION EXCAVATION SHALL BE FREE OF ALL SURFACE ORGANIC MATERIALS. PLANS PREPARED BY: 2. PROPER FILL PLACEMENT AND PROPER RECOMPACTING OF THE SOILS IS REQUIRED. 3. IF THE PROPOSED TOWER LOCATION CONTAINS UNAPPROVED FILL MATERIALS, THE EXCAVATION SHALL EXTEND ��ENGIIyF� BEYOND TO THE VIRGIN SOIL LAYER AND BE. BACKFILLED WITH APPROVED MATERIAL. O 4. AFTER EXCAVATION AND PRIOR TO FILL OR CONCRETE PLACEMENT, THE SURFACE OF THE VIRGIN SOIL LAYER a SHOULD BE MECHANICALLY COMPACTED TO DENSIFY THE SURFACE DISTURBED DURING THE EXCAVATION. ') 5. ALL BACKFILL SHALL BE PLACED IN MAXIMUM LOOSE LIFTS OF 8" AND COMPACTED TO A MINIMUM 95% OF ASTM D-1557 TO ACHIEVE A MINIMUM BACKFILL DENSITY OF 110—PCF. A ;pOF 6. TEP RECOMMENDS THAT A GEOTECHNICAL ENGINEER BE RETAINED TO VERIFY AND OBSERVE EXCAVATIONS, DESIGN 120' MONOPOLE AND BASEPLATE BY OTHERS. JeSSIO�P BEARING CAPACITY, THAT THE FILL.MATERIALS AND COMPACTION ARE ACCEPTABLE, THE MOISTURE CONTENT IS APPROPRIATE FOR PROPER COMPACTION AND THAT FILL MATERIAL CONTAINS NO DELETERIOUS MATERIALS. 3703 JUNCTION BOULEVARD a (44) ANCHOR BOLTS (ASTM F1554 GR. 55 OR EQUIVALENT). RALEIGH,NC 27603-5263 } ASTM F436 WASHERS SHALL BE INSTALLED BOTH ABOVE OFFICE:(919)661-6351 Jo U AND BELOW THE BASEPLATE. HEAVY HEX NUTS SHALL BE 919 FAX: 61 6350 m w INSTALLED AND SECURED ABOVE AND BELOW THE RING ( ) > of PLATE TEMPLATE AND BASEPLATE. ANCHOR BOLT GEOMETRY CHAMFER r v a p SHALL BE CONFIRMED PRIOR TO CONSTRUCTION. a SEAL to .. EXISTING GRADE �\ \i \\'\�\\\\\'\\ \\\'\\\\\\\\'\\\\\\ \/\\\\\'\\\\� 6 4 TIES,ES 6" O.0 TYP. \\�\�\�\ s: --71--- =———————.—-— / i\ \/\//\/ /\/ / ///////\// ///r/ ////.( ) # // /// // f l+ I�` //\/r/ ///// i(56) #9 VERTICAL BARS. .�\' //\ \ \i�/l \r\/ /\/\r \ W MIN. 24" LAP. \ =11_ \\\\\\\ \\\\ \., \\ \ \\\r \\\\ \\\\\\\\\ \\\\`�\\\�\/�\/\\/\\\\ /\\\ \ \\\\\�\\\ \ \/\\�\\\i\\i�\i\\i�\i\\�\i\\ice\i\\i\\i\\ice\r\\i�\i\\/\\�\�\\\�\/ � Q. n I�► .. / jj \\��\\\\�y\\/\\/� co j\\j\\j\\j\ �\j\\j\ <I I^ I l /\\% /\\%\\%\\%\\%/\\%\\%\\%\\\ / i#4 CIRCULAR TIES 3" 0.C. (TOP OF ,y\\j\j\ \'//\\//\\//\\/r\\//� \//\\//\\//\\//�EMBEDDED TEMPLATE BY �//\\/�\\//\\\/�\\'/�\\/ — —————--—— --— ————— — // \\/\\\/\\\//\\//\�\\//\/ ///\\/\\ - PIER). SPACE TIES @ 6" O.C. BELOW y�\\//\\//\\�/�/�, n j//j//\//\//jam '/ //j//j//jr/j!OTH ER S. / ///% I I I�.V ////////r///\/////\//\// /�///r\i R ,__ _ /'\\%\\%\\%\\%\\\\%'\\j/ /\�TOP TIES AS SHOWN. ALL TIES SHALL ?, MINIMUM 24" LAP. /\//\//\//\//\ v///\//\/\//\//j//j//j//j//j/j//jy/////////j////////////////. <— _ __ //\//j//\//v/j\//\///\\//\\/%/%j// \//i:%/i:%/i:%/iY/iY/i//?1/i:�/iY/�//i`1/i://iY/i:%/iY/i`�/ �� UALLY — —__——— -- ———— .. EQ // Xx / — — . 1`tuguA 18,2011 / ." • 4'g, 1..A \\\U %\\�\\/� _------- _--_— -_______ _ O 08-I8-1 1 FOUNDATION DESIGN \/\\/\\/\\/ / REV DATE ISSUED FOR: 20 0 / / / / / / / / / / / / j \ DRAWN BY: LSB CHECKED BY: REG SHEET TITLE: \'��\/��%i��%/;%��%r\%r\%i\%i\��i��i��i��%i��i\%i\��i��i��i��i�%\��/r��i��\%i�%�%�%�%�%�%�%�%�%�%��\/ PAD/PIER FOUNDATION DETAILS SHEET NUMBER: REVISION: SECTION rA 0 2 4 p SCALE: 2 UF F-2 SCALE IN FEET TEP#:1 10005.18 c GENERAL NOTES: PLANS PREPARED FOR: 1. ALL REFERENCES TO THE OWNER IN THESE DOCUMENTS SHALL BE CONSIDERED AMERICAN RESOURCE & ENERGY American Resource OR IT'S DESIGNATED REPRESENTATIVE. & Energy Co. 2. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED www.arewindtowers.com OTHERWISE. THE CONTRACTOR MUST HAVE CONSIDERABLE EXPERIENCE IN PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY, THAT HE IS KNOWLEDGEABLE OF THE WORK TO BE PROJECT INFORMATION: PERFORMED AND THAT HE IS PROPERLY LICENSED AND PROPERLY REGISTERED TO DO THIS WORK IN THE STATE WHERE THE PROJECT IS LOCATED. 120-FT ARE MONOPOLE 3. WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE. W/ BERGEY 1OkW WIND 4. UNLESS SHOWN OR NOTED OTHERWISE ON THE CONTRACT DRAWINGS, OR IN THE SPECIFICATIONS, THE FOLLOWING TURBINE NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN, AND TO THE PROCEDURES TO BE USED ON THIS GENERIC FOUNDATION 5. ALL HARDWARE ASSEMBLY MANUFACTURER'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE DESIGN ANY CONFLICTING NOTES ENCLOSED HEREIN. 6. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE (ANSI/TIA-222-G PRESUMPTIVE CLAY SOIL PARAMETERS) THE SAFETY OF THE STRUCTURE AND IT'S COMPONENT PARTS DURING ERECTION AND/OR FIELD MODIFICATIONS. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF TEMPORARY BRACING, GUYS OR TIE DOWNS THAT MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT. 7. ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS SHALL BE FIELD VERIFIED PLANS PREPARED BY: BY THE CONTRACTOR PRIOR TO BEGINNING ANY MATERIALS ORDERING, FABRICATION OR CONSTRUCTION WORK ON THIS PROJECT. CONTRACTOR SHALL NOT SCALE CONTRACT DRAWINGS IN LIEU OF FIELD VERIFICATIONS. ENGlAf ENGINEER.ANY DISCRTHENES DIISCR DISCREPANCIES MUST SHALL BEDBETHE C RESOLVED BEFORE BROUGHT TOELY TTHE ONTRACTORATTENTIONFIS TO PROCEEDTHE OWNERNWITHH THE WORK. ��'Qi THE CONTRACT DOCUMENTS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL 0 SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, j METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE OWNER AND/OR THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE PROTECTIVE MEASURES OR THE PROCEDURES. =� 8. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY, FREE FROM FAULTS AND 00. DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER PRIOR TO INSTALLATION. O�FSS10 THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS 3703 JUNCTION BOULEVARD AND PROGRAMS IN CONNECTION WITH THE WORK. THE CONTRACTOR IS RESPONSIBLE FOR INSURING THAT THIS RALEIGH,NC 27603-5263 PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY CODES OFFICE: 919 661-6351 AND REGULATIONS GOVERNING THIS WORK. ( ) FAX:(919)661-6350 10. ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED. THE CONTRACTOR SHALL COORDINATE INTENDED lk CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIALS ACCESS, WITH THE RESIDENT LEASING AGENT FOR APPROVAL. SEAL: 11. CONTRACTOR SHALL SECURE ALL.NECESSARY PERMITS FOR THIS PROJECT FROM ALL APPLICABLE GOVERNMENTAL AGENCIES. of. y 12. ALL PERMITS THAT MUST BE OBTAINED ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR WILL �: O BE. RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS. 13. ALL WORK SHALL. COMPLY TO LOCAL CODES AND THE ACI 318-05, "BUILDING REQUIREMENTS FOR STRUCTURAL CONCRETE". 9 14. 24 HOURS PRIOR TO THE BEGINNING OF ANY CONSTRUCTION, THE CONTRACTOR MUST NOTIFY THE APPLICABLE JURISDICTIONAL (STATE, COUNTY OR CITY) ENGINEER. S�ct� 15. ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR ONE YEAR FROM ACCEPTANCE DATE. �:. 086259 16 ALL CONSTRUCTION. NOTIIFYSTHEALL BE VERIFIED WITH EN WEER IMMEDIATELY THE IF ANYNDISCL DIEST SCREPANCIES ESVISION) PRIOR TO ARE DISCOVERED.COMMENCING TTHE OWNER �R� $�►Qa�v SHALL HAVE A SET OF APPROVED PLANS AVAILABLE AT THE SITE AT ALL TIMES WHILE WORK IS BEING PERFORMED. A DESIGNATED RESPONSIBLE EMPLOYEE SHALL BE AVAILABLE FOR CONTACT BY GOVERNING - Augustl8;-2011 AGENCY INSPECTORS. O 08-18-1 1 FOUNDATION DESIGN REV DATE ISSUED FOR: DRAWN BY. L513 CHECKED BY. PEG SHEET TITLE: PROJECT NOTES SHEET NUMBER: REVISION: N -1 ° TEP#:1 100J118 FOUNDATION NOTES: PLANS PREPARED FOR: GENERAL NOTES: CONCRETE: American Resource 1. FOUNDATION INSTALLATION SHALL BE SUPERVISED BY PERSONNEL KNOWLEDGEABLE AND EXPERIENCED WITH 1. WORK SHALL BE IN ACCORDANCE WITH THE LATEST REVISION OF THE ACI-318, "BUILDING CODE REQUIREMENTS & Energy CO. THE PROPOSED FOUNDATION TYPE. CONSTRUCTION SHALL BE IN ACCORDANCE WITH GENERALLY ACCEPTED FOR STRUCTURAL CONCRETE." www.arewindtowers.com PRACTICES AND IN A GOOD WORKMANLIKE MANNER. 2. THE CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI IN 28—DAYS. HOWEVER, A MINIMUM PROJECT INFORMATION: 2. CONTRACTOR SHALL VERIFY DIMENSIONS WITH ORIGINAL DRAWINGS. COMPRESSIVE STRENGTH OF UP TO 4,500 PSI IN 28—DAYS SHALL BE USED IN LOCATIONS WITH MODERATE 3. FOR FOUNDATION AND ANCHOR TOLERANCES, SEE ORIGINAL DRAWINGS. TO SEVERE SULFATE EXPOSURE, UNLESS OTHERWISE REQUIRED BY THE LOCAL JURISDICTION. 120-FT ARE MONOPOLE 3. PROPORTIONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR THE INSTALLATION METHOD UTILIZED AND W/ BERGEY IOkW WIND 4. FOUNDATION DESIGN ASSUMES LEVEL GRADE AT THE SITE. SHALL RESULT IN DURABLE CONCRETE FOR RESISTANCE TO LOCAL ANTICIPATED AGGRESSIVE ACTIONS. THE DURABILITY REQUIREMENTS OF ACI-318 SHALL BE SATISFIED BASED ON THE CONDITIONS EXPECTED AT THE TURBINE 5. THE FOUNDATION DESIGN IS IN ACCORDANCE WITH GENERALLY ACCEPTED PROFESSIONAL ENGINEERING SITE. GENERIC FOUNDATION PRINCIPLES AND PRACTICES WITHIN THE LIMITS OF THE SUBSURFACE DATA PROVIDED. 4. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OF CONCRETE MATERIALS, DESIGN 6. FOUNDATION DESIGN MODIFICATIONS MAY BE REQUIRED IN THE EVENT THE DESIGN PARAMETERS ARE NOT INFILTRATION OF WATER OR SOIL, AND OTHER OCCURRENCES THAT MAY DECREASE THE STRENGTH OR APPLICABLE FOR THE SUBSURFACE CONDITIONS ENCOUNTERED DURING CONSTRUCTION. DURABILITY OF THE FOUNDATION. (ANSI/TIA-222-G PRESUMPTIVE CLAY SOIL PARAMETERS) 7. THE FOUNDATION DESIGN ASSUMES FIELD INSPECTIONS WILL BE PERFORMED TO VERIFY THAT CONSTRUCTION 5. FREE FALL CONCRETE MAY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HITTING THE SIDES OF THE MATERIALS, INSTALLATION METHODS, AND ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON THE EXCAVATION, FORMWORK, REINFORCING BARS, FORM TIES, CAGE BRACING, OR OTHER OBSTRUCTIONS. UNDER CONDITIONS AT THE SITE. NO CIRCUMSTANCES SHALL CONCRETE FALL THROUGH WATER. 8. IF CONSTRUCTION JOINTS ARE PREFERRED, THE TOP OF THE PAD BENEATH THE PIER SHALL BE ROUGHENED 6. THE MAXIMUM SIZE OF THE AGGREGATE SHALL NOT EXCEED A SIZE SUITABLE FOR THE INSTALLATION METHOD PLANS PREPARED BY. TO A FULL 1/4" AMPLITUDE PRIOR TO CONSTRUCTING THE PIER. UTILIZED OR 1/3-CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. THE MAXIMUM SIZE MAY BE INCREASED ENGf TO 2/3-CLEAR DISTANCE PROVIDED WORKABILITY AND METHODS OF CONSOLIDATION SUCH AS VIBRATING WILL EXCAVATION: PREVENT HONEYCOMBS AND VOIDS. 1. WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES AND SAFETY REGULATIONS. PROCEDURES FOR THE FINISHING: PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION, AND UTILITIES SHALL BE ESTABLISHED PRIOR TO �+ BEGINNING WORK. 1. THE TOP OF THE FOUNDATION SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISH. 2. THE SIDES OF THE EXCAVATION SHALL BE ROUGH AND FREE OF LOOSE CUTTINGS. 2. THE EXPOSED EDGES OF THE CONCRETE SHALL BE CHAMFERED 3/4" x 3/4". .O C2 3. LOOSE MATERIAL TO BE REMOVED FROM THE BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. "OAlFSSIO�Pv 4. DRILLING FLUID, IF USED, SHALL BE FULLY DISPLACED BY CONCRETE AND SHALL NOT BE DETRIMENTAL TO BASE INSTALLATION DETAIL: THE CONCRETE OR SURROUNDING SOIL. CONTAMINATED CONCRETE SHALL BE REMOVED AND REPLACED WITH 3703 JUNCTION BOULEVARD FRESH CONCRETE. RALEIGH,NC 27603-5263 REINFORCING STEEL: ANCHOR BOLT: BENDING, STRAIGHTENING, OR REALIGNING OFFICE:(919)661-6351 OF THE BOLTS BY ANY METHOD IS PROHIBITED FAX:(919)6 1-6350 1. THE REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-615, GRADE 60. IT SHALL BE APPROVED NUT—LOCKING DEVICE. DEFORMED AND SPLICES SHALL NOT BE ALLOWED UNLESS OTHERWISE NOTED. GALVANIZED HEAVY HEX NUT: ASTM A563/A563M OR 2. WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS. APPROVED EQUIVALENT SEAL 3. REINFORCING CAGES SHALL BE BRACED TO RETAIN PROPER DIMENSIONS DURING HANDLING AND THROUGHOUT GALVANIZED HARDENED WASHER: ASTM F436/F436M OR ®F PLACEMENT OF CONCRETE. WHEN TEMPORARY CASING IS UTILIZED, BRACING SHALL BE ADEQUATE TO RESIST FORCES OCCURRING FROM FLOWING CONCRETE DURING CASING EXTRACTION. APPROVED EQUIVALENT �® 4. SPACERS SHALL BE ATTACHED INTERMITTENTLY THROUGHOUT THE ENTIRE LENGTH OF TIEBACK REINFORCING BASE PLATE TO INSURE CONCENTRIC PLACEMENT OF CAGES IN EXCAVATIONS. 3" MAX. 5. MINIMUM CONCRETE COVER-FOR REINFORCEMENT SHALL BE 3„ UNLESS OTHERWISE NOTED. APPROVED SPACERS A SHALL BE USED TO INSURE A 3" MINIMUM COVER ON REINFORCEMENT. LEVEL FOUNDATION SURFACE 08625$ pr? ss1�a�v ... ... . ... .. towt:18,2011 0 08-18-1 1 FOUNDATION DE51GN REV DATE ISSUED FOR: DRAWN BY. L513 I CHECKED BY. REG SHEET TITLE: FOUNDATION NOTES SHEET NUMBER: REVISION:0 TEP#:1 10005.18 SURVEY OF PROPERTY FOR J.M REALTY CO. AT GREENPORT TOWN OF SO UTHOLD N SUFFOLK COUNTY, N. Y. 1000-35-01-24 SCALE. 1'100' APRIL 28, 1994 OCTOBER 21, 2009 (LOCATED VINEYARD) JUNE 13, 2012 (WIND TURBINE) " 1E S86.33'15" "E N6165 ' 9 E N79�412 137.96 1 p4.26 -------------- 2 LA J - -J 0 \ N82'15'12T � 1.73 9� o of \ r 9.329 039 \ \ co \ N G L�_1 \ d O nj clj O� GJ O Jp L� p O ul K\ L� " o� J o * - Olp x m O \ G � 0 \ O ZN BLU G. � x Njo Nf0/f CID g \ \ 303 x C f°f F \\ \ \\ 1 \ o VINEYARD \\ n 11 x VINEYARD 376.40930 ow VINEYARD N101� N N f° 0`NOZ N/o/f \'05 VINEYARD �f0IR,5 V�NEYA RD \ 0R \ \ \ \ \ \ \ \ \ a °�� VINEYARD Nl \\\ ^N //� \\ \ \\ \\ / \ ARE •per 38g k1 VINEYARDIA/or \\ PiER / G %\ \ RD \\ \ \ ' 1 pVINEYARD . N PIA Of� O/0 Nl°r pp 0 \ \ \ o� \ 329 U) �' \`\ S7g'09 20 W RDUTE 25) ..� 246.26 (N. W S7 5 00 ROAp 564 +/ IJAIN CERTIFIED T0: JEM REALTY CO. -Al C. NO. 49618 ANY ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION PLICONIC EYORS, P.C. OF SECTION 72090F THE NEW YORK STATE EDUCA77ON LAW. (631) 765-5020 FAX (631) 765-1797 AREA=59.3758 ACRES EXCEPT AS PER SECTION 7209-SUBDIVISION 2. ALL CERTIFICA77ONS P.O. BOX 909 HEREON ARE VALID FOR THIS MAP AND COPIES THEREOF ONLY IF D TO TIE LINES SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR 1230 TRAVELER STREET n —10U WHOSE SIGNATURE APPEARS HEREON. SOUTHOLD, N. Y. 11971 I REVISED:DEC.6,2010 I REVISIONS AS PER PLANNING BOARD 35 LETTER DATED 111912010-KRISTY WINSER REVISED:DEC.22,2010 I REVISED:JAN.19,2011-DRAINAGE SWALE 130 1 / 35 1 l25 � 0 SpdDND pOAD I m z I - I( IIII 1 00 \ �� TOWN OF SOUTHIOLD 1111111 1 I / z I �� o \ z >= 20 I �\� \ \ 1\ 128b 77 \ I o I I D / \ (/ o c o 1 �)> Z LLM / < z �\ <\ v <_ Q, U%D ROAD cn \ -'' �'1 �+ SO 0 con „W c� z ,��\ mo `+ � I N27'. 320 . a Z o pool z D -5488 67� z / - '�'=` DEER FENCING \ IIIII I / N27 . 01 LuLU -- \ I I 10/ . `+ITN�YRRD _-�_ fv I IIII m 1 \ w 1 1 i 1-------X1511 F MIS ---"__v,NE�rs�R Lem1 EXISTING LAWN \ \I\ I \ I rn m -'- --- �--_- - -� \ 1 \ v; p/F � un � N/ _ _ -� I ONTOKOSTA __ _-i EXISTING LAWNOEM II i If _ \ I Uj „NL - I - - - - 0-5E 00 _ - - - - 2 - - -=_- _=J-__ _ I \ \ \\\I \ \ U I / N3 /I � ��--- _ _ ��_ __:}-- f'� SEE SHEET SP-2 FORENLA \ 1 \ ` !!® 1 „ X1SI11�C'= -`_ -._ OF THIS AREA E PLAN \ \\I\ \ �\ �a s Es \ \ \\ W D INAG SWALf EDGE�F - �'- -� s- �� ACH ID7�F-NE _ R'.VEV'J F'N, I \\ \. ITCH-F}T Ql f PC5! •_ON F :CRT ` U "'- -- eo �•� \\ 1 1 FO NOT E:FUTURE BEACH ACCESS LOCATION TO BE DETERI'uINED LL itOttiDWA�`s� E SITE -- .� - \ CR - I -IN FIELD. DEC AND :PUSTVES REIVI�IN-FREE�ND-CL�AR FOi `- - _ `-�- ! ` �£RP:3C'VAi.FE�'t'liE!: I --}-- �� G VELDR`EwAY - `".'� - EMFRGENC_Y_VEHIC ACCES —`- - — `�_ SANRARY 1 Y I I c" n -- _ f - SYSTEM I \ , 1\ (� Q• t y -_- --s `Y NO S7UCTURES OR SIGNS WITH 75' - `�- -�- v ��- r ___- �_ �- — _� TERR CE vEL-Ct3�DA2� �4•-W E-�f-zEr)=fE7�- � __ _.•-- ------"- I \ Lr \1\ 1 Y � OF NY STATE ROUTE 25 EXCEPT,AS ^ r- c-� �� -__'__ (n = L-0NG ASE O !_T-AF .T-AL-OM1ST, �.��--- --.- `� 15000PM , 1 hJ -'I SHOWN ON APPROVED SITE PLAIN � -_.�- -� _�-- _`--'� , I yHYORANT � _ \ \ � " N ¢ p cn EXCEPT AGRICULTURAL FENC!Ni£a uI S-OPD VEWAY Er::E --- - �� - GpfE __� _ f - f- UNDER0.0UNIECtRIC E RUSHING PAD jUR - IL _ - w E - -O ASTERWA ER \ \ . 1 }+ C z w Q AR _ _ _�--- _1 {— _�� __� - E SYSTEM \ , ` \\ i I CO 1 = Z U. EXIT MAIN E� -�-�_` SIN A� _--�- J- - - �`_- w `�_-_ E I \\ a \\ 11 11 �I a �CIL O v �• -'`— w — ' E -- 1 I OVERFLOW z ` I � OVERFLOW \ I i/J tOJ_�-- \ PARKING v I w 53 PARKING z \ / -- E 1085. o \ LAWN GRAVEL LL e.i d 60 SPACES' \ 5 —'� °E ' ' S 300 MiN. - -42 SPACES W 113 LU IN a �_►� DEER \ 120'H WI D TURBINE \ / v E - - ` _ } - I EXISTING LAWN fO� V CV (r� ^ � ` `10 T SOUTHOLD INC' I A 151I I S30.16'30r''5 10 F PECONIC LANDING I N/0/ 1 0 � / th DEER FENCING ' i I = I / � _ III �,•, 1 ro 1 \ I cn p \ PROJECT NO: :o ,,,�, t II 1 cfl ao 0911 1:2.5 cr1 tv \ ►� - �' ( S21'34'40"E 410.00' 35 \1 \ m 1 DRAWN BY: NS _ 50"IT T tt �n 982.87 �a J 30 5011 \ SCTI1 #- 1000-35-01-24 L ' " MAP S21'05'30"E NOTE: 25 1 CHECKEDBY:NS ;,;,,;,,�,, ALL EXISTING TR[:ES REMOVED FROMAE. PROPERTY: 825 Route 25 ac % %'r/"/',i%�% ANY AREA W'riERI=IMPROVEMENTS ARE PROPOSED SHALL BE RELOCATED _ � F N G F PECONIC LANDING AT SOUTHOLD INC. h�;? 6 2011 Green port, NY 11944 NSETLANK WITHIN THE NATURAL BUFFER AREA / / p OWNER RESERVES THE RIGHT TO LOCATE - ( , SCALE: OWNER: Jemco Realt AssoClates, LLC AGRICULTURAL FIENCING WITHIN THE NATURAL. �� BOX 67 a MAIN ST, RT 25 %� :' BUFFER IN THE FIIJTURE AS REQUIRED /� %�/ j/ /�"/ /'/ tt t t9 /�%�� .�� 1 = 100 a0 Greenport, NY 11944 . % Sj ,�_ TOTAL - s ND, . - 2 627 975 SO. FT. a 60.33 AC. a -- -- -' PLAN �:��ET TITHE: SITE AREA: VINEYARD: 895,158 SI° -• 20.55 AC -�--- j%ii / % %%" ,�, �� OVERALL "'t F / / i tt _ t NON PLANTED: 1 732 817= 39.78 AC t_ _ SCALE 1 - goo SITE PLAN 1 - �_. % �j NEW GRAVEL DRIVEWAY (W GROWW ZONING: R-80 -•-•^ - %% '%% S.hL L.E �— GRI�/EWAY SWALE PITCHED TO SWALE FLOOD: ZOE1e `�j�" I - j/�j/ j�� TTOM OF SWALE WITH TOPWIL AND ZONE /�% j PLANTED WITH WILD FLOWERS AND NATIVE SURVEYOR: Peconle Surveyors 1230 Traveler St. ; . � !%%/��/ DRAINAGE SWALE AT EDGE OF NEW Southold, NY 11971 "'i''/// = DRIVEWAY PITCHED TO LOW POINT ON SHEET NO.: i / / PROPERTY LICENCE NO. 49618 DATED:1993 W/ update OCTOBER 21, 2009 `� VINEYARD AT LOCATION OF CHECK DAMS PROVIDE 6" rt NEW DRIVEWAY SECTION HIGH cM OF 5 18" , DO WIDE ABOVE MLL BOTTOM OF SWALE, DOWN TO WELL DRAINED SOIL j CONSTRUCTION SET HIV 90'00: l 1. l l/Z l/8- I. 3 'dd did Jl�]/1�1(1S N'V-ld �IlIS Sd]1S L9-M