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Town of Southold Annex P.O. Box 1179 54375 Main Road Southold, New York 11971 7/9/2012 CERTIFICATE OF OCCUPANCY No: 35783 Date: 7/9/2012 THIS CERTIFIES that the building Location of Property: SCTM #: 473889 WIND TURBINE 825 Route 25, Greenport, Sec/Block/Lot: 35.-1-24 Subdivision: Filed Map No. Lot No. conforms substantially to thc 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. PLUMBERS CERTIFICATION DATED 36673 6/4/12 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: 9/8/2611 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 To expire on 31912013. Fees: 8/22/2011 and approved by the Building Inspector. ALTERATION OF ACCESSORY BUILDINGS CO - ACCESSORY BUILDING Total: $250.00 $50.00 $300.00 Building Inspector Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCy BLI3G DEN This apphcation 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 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sw. om statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commemial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance'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" laud uses'. 1. Accurato survey of property showing all property line~, streets, building and unusual naturai or topographic features. 2. A properly c,0.mpleted 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 New Construction: Location of Property: ,/ Old or Pre-existing Building: House No. Street -OwnerorOwnersofProperty: . ..~/c~/C:O ~/~'Fy · Suffolk County Tax Map No 1000, Section ~'~ Subdivision Date. (check one) Hamlet Block ! Lot Filed Map. Lot: P~rmit No. ~-~ &6~'~ ~ Health Dept. Approval: Planning Board Approval: Request for: Temporary Certificate Fee Submitted: $ _~D - ~aT~,~,..t, Date of Pcrmit. tT- ~''- // Applicant: Underwriters Approval: Final Certificate: / (check one) Al~licant Signature Town Hall Annex 54375 Main Road P.O. Box 1179 Southold. NY 11971-0959 Telephone (631 ) 765-1802 Fax (631) 765-95{)2 rofler, richert~.town.southold.n¥.us BUILDING DEPARTMENT TOWN OF' 151OUTIIOLD 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: I Lot: WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: GREENLOGIC LicenseNo: 43858-me SITE DETAILS Office Use Only Residential ~ Indoor ~ Basement [~ Service Only ~ Corn merical Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 3 ph Hot Water GFCI Recpt Main Panel NC Condenser Single Recpt Sub Panel NC Blower Range Recpt Transformer Appliances Dryer Recpt Disconnect Switches Twist Lock Other Equipment: Ceiling Fixtures [~ HID Fixtures Wall Fixtures I I Smoke Detectors Recessed Fixtures[~ CO Detectors Fluorescent Fixture ~.~ Pumps Emergency Fixtures[~ Time Clocks Exit Fixtures ~ TVSS 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 OWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION FOUNDATION 1ST FOUNDATION 2ND FRAMING / STRAPPING FIREPLACE & CHIMNEY [ ] ROUGH PLBG. [ ]INSULATION [ ]FINAL [ ]FIRE SAFETY INSPECTION ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ] ELECTRICAL (ROUGH) ~ELECTRICAL (FINAL) REMARKS: iNSPECTOR~- DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] IN/SULATION [ ] FRAMING / STRAPPING [~/] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] RRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (~UG.H) .[ ] ELECTRICAL !FINAL) REM~ARKS: _ . ' . · . . 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 XLIS 10kw 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 Cedificate of Occupancy. Sincerely, Ashlee Reiniger Project Manager GreenLogic LLC Tel: 87777! 4330 Fax: 8777714320 SOU htAMPTON/CORPORATE: q?! C: mtyRd. 39A CUTCHOGUE: 1070 Depot Lane Cutchogue, NY 11935 MANORVILLE: 40 WQodl~rl(J Ave lu~ Mtn<~rvilk NY 11949 NEW YORK CITY: 241 6th Avenue New York, NY 10014 ROSLYN HEIGHTS: 200S Servl(~Rd #108 Rosy n II(ights, NY 1157/ TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTown.NorthFork.net PERMIT NO. BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying? Board of Health 4 sets of Building Plans Planning Board approv~ S~vey Check S~ptic For~ AUG 22 2011 BLOC DEPT. TOV,~h OF ~4 H O~z tBuilding Inspector N.Y.S.D.E,C. M' Trustees '/~ '/~ Flood Permit Storm-Water Assessment Form Contact: Ma. to: mLOaaCb4 ga q.4 , 5 le roi Phone:~ APPLICATION FOR BUILDING PERMIT INSTRUCTIONS ,2o It 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 pu~ose 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 1S HEREBY MADE to the Building Department for the issuance ora 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· (Signa~re of applicant or name. if a corporatl0n) /Malb I VL 'I$ NOTED State whether applicant is owner, lessee, agent, architect, engineer, general contractor, elec[.~Ti~r)(, plumber or builder Name of owner of premises C ~ ~'rv'tC 0 (As on the tax roLl or retest d~to).lS02 S AM TO 4 PM FOR THE If applicant is a corporation, signature of duly authorized officer (Name and title oldcorpl~..~l~ t:i.f~c,~r) t,, '4 ~, ..., ,[ 1. FOUNDATION - TWO REQUIRED ..... FOR POURED CONCRETE Builders License No. i~. ., A~^I~,, 2. ROUGH-FRAMING, PLUMBING, Plumbers License No. [$]~ STRAPPING. ELECTRICAL & CAULKINC EectncansLcenscNo ~ / I--I-~? ~ ~,~ t ~ 3 INSULATION Other Trade s L~cense No. ~,,u.~gtk.~ · 4 FINAL- CONSTRUCTION & ELECTRICAL - ' ~ r ~'; [' ~"~'" MUST 8E COMPLETE FCR C O 1. Location gf land on which pi~gposc(Two?k-will be done: __ ALL CONSTRUCTION SHALL MEET THE '~"~.% .~'~ '2.-% ; (c-df.~_.{~L.k~ff¥'}'- RE(~J~EMENTS OF THE CODFR OF NEW House Number Street Haml~RK STATE. NOT RESP~)NSIBLE FOR _ , DESIGN OR CONSTRIJOTJON ERRORS County Tax Map No. 1000 Section '-~ ~ Block (..) [ Lot .~- "V ' Subdivision ELE~i~t. Lot INSPECTION REQUIRED 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy 3. Nature of work (check which applicable): New Building. Repair Removal Demolition 4. Estimated Cost q ~', 000 5. Ifdwalling, number of dwelling units If garage, number of cars Addition Other Work Fee Alteration (Description) (To be paid on filing this application) Number of dwelling units on each floor Vt a 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. t 7. Dimensions of existing structures, if any: Front ~/~ Rear Height Number of Stories Dimensions of same structure with alterations or additions: Front Depth ~/~ Height Number of Stories .Rear 8. Dimansions of enlirg new construction: Front. Rear Height [q/,~ Number of Stories ' 9. Size oflot: Front Rear .Depth _Depth 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated 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 14. Names of Owner of premises~Address~Phone No. Name of Architect M]~ Address Phone No Name of Contractor ('.-~,~g.4~ Lt~tt_ Lt.~ Address~hone No. b'~t- ~tl · ~'1~- 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO · IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. ls 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 properly 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 properly? * YES__ NO I~~ · IF YES, PROVIDE A COPY. STATE OF NEW YORK) COUNTY NO'C~d ~ A~b(.~0~-- being duly swom, deposes and says that (s)he is the applicam (N~e of ~idual sign~g con~act) above n~ed, (Contractor, Agent, Co~orate O~cer, etc.) of said o~er or owners, and is duly authorized to peffo~ or have performed ~e said work and to make ~d file ~is application; ~at all smtemen~ confined in ~is application ge ~e to ~e best of his ~owledge ~d belief; and that ~e work will be perfo~ed in the manner set fo~ in the application filed therewi~. Sworn to before me ~is. Nota~ublic ~R~ ~ ~8~0~ Sig~m~ of Applicant ~. 01~4894969 ~ ~iml May 11,~ Town H~ ~sr, e~ 54375 Main Road P.O. Box 1179 · Sou~'~old, NY 11971-0959 Telephone (631) 765-1802 BU~.r~ING DEPARTMENT TOWN OF SOUI'HOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Company Name: Name: No.: Phone No.: ~,51. 771. /.~., Date: _ JOBSITE INFORMATION: (*Indicates required information) *Name: *Address: · *Cross Street: *Phone No.: Permit No.: Tax Map District: *BRIEF DESCRIPTION OF WORK (Please Print Cleady) Lot: (Please Circle Ali That Apply) *Is job ready for inspection: *Do you need a Temp Certificate: Temp'lnform *Service Size *New Service Additional In! arian (If needed) · Re-connect Unde~t~l io~UN - 4 2012 RI. DC DEPT. TOW~, OF SOUTHOLD 10' Rough In NO 100 150 200 300 350 400 id Number of Meters Change of Sewice PAYMENT DUE WITH APPLICATION Other Overhead 82-Request for Inspection Form Town of Southold Erosion, Sedimentation & Storm-Water Run-off ASSESSMENT FORM ~) ~) ~' ~)[ ~././ THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMISSION OF A STORM-WATER, GRADING/DRAINAGE AND ER081ON CONTROL PLAN o~'~i=t sec.on B~=c~ Lot CERllFIED BY A DESIGN PROFE881ONAL IN THE ~I'ATE OF NEW YORF. No a, What is the TOtsi Area of the pro)ect Parcels? * , r/~-'''~/-'~.~/J'''' 1 (Snc].de To~ Amc of a, P~is ~ocetsd w,h~ Generated by a Two (2') Inch Rainfall on Site? the Scope of Work for proposed Construction) (s,P. ~ ~) (This item will include all run-off created by site b. What Is the TctaJ Ama of Land Cisaring clear;ng and/or canslrucflan activities as well es all -- and/or Ground Disturbance for the proposed Site Improvements and the permanent creation of constmciton activity? impervious surfaces.) ("'""~"~ 2 Does the Site Plan and/Or Sunty Show NI proposed / PRO¥IDF,' BREffJff PRO..~.~'T D]~C~IIION (l~M~e)ddi~el ~ .1~0 Drainage Structures indicating Size & Location? This item ~all Include all Prolx)es(J ~rede Changes ~ In .~i'-C~'t I I O ~t.~ L~ ~. d $1opesControllingSudaceWater Flow, .--~j ~.j~(//,1,~~ ,3 Doesth~SitsPlanand/orSurveydesc~ibetheerosion '----~D and sediment control precitces that will be used to contel site erosion and sto(m water discharges, 'INs item must be maintained throughout the Ectire ConslnJCtisn Peded. 4 W~II this Project Require any Land Filling, Grading or Excavation where there Is a change to the Natural II v/ Existing Grade InvoMng more than 200 Cubic YardsL~l of Material within any parcel? S Will this Appllcotion Require Land Disturfllng Activffies Sncomp~sing an Ama to fixe.~.~ of FI~ lhoa~nd (5,000 S.F,) Square Feet of Omend Surface? -- 6 is there a Natural Water Course Running through the Site? IsthisPmJectwi~lntheTn)stsesjurledlcitonI~1 v/ General DEC ~I~PPP Raoulmments: or within One Hundred (100') feet of a Weitand or -- Submission of · SWPPP is required for a~ Consto~lon a(=tlvl~s Invelving ~ Beach? listud=ancesofone(1)ormmeacms; bdudlngdfslurbencesofles~lhenoneacmlhat 7 WitltherebeSitepraparationonE~sflngGredeSIot0es are part of a larger commcn p~an thof will ~!malely dl$flJd) one or mM~ acme of land; which Excoed Flltsen (15) lest of Veltlcal Ries to I I v includ~g ConstnJ(~on/~fvlfles involving $o41 d~turbence$ ct less than one (1) acre wbem One Hundred (100') of Horlzontsl Distsnce? I~1 $WPPP'i ~hMi meet I~e Minimum Rec~lremert~ of the SPDES C~lneral Permit 8 Will Driveways, PaHdng Areas or other Impe~isus ~)r ~tonTI Wator Dischar~el fTO.t CenM~Jctton ~-$vit~ - Penalt No. GP-O.¶O-~Ot .) Surfaces be Sloped to Direct Storm-Water Run-Off 1, The SWPFfl ~s, elI be pre~enKI .[~0r to the sUbelJbel of the NOI. 7he NOI ~e~l be thto and/or In the direction of a T(~'n fight-o~. 2. ~he ~WPPP sh~l de~G'tbe t he en~ton encl sediment (xx~l pracfl~es and wbem 9 Will this Project Require the Placement of Matsdel, required, poet-~ons!J,.~c~n slonn water manegement pla~ti(~o~ tbet will be usod end/or Removal of Vegetalion and/or the Constmciton of any I I co~tn~ecl to re.ce the t~llutanls ~n stomn wat~ dsdnar~s and to a~um Item WRhto the Town Right-of-Way or Road Shou]dorL~I ST~:]~ O~ ~%V YOUTh, ~'~ (.(-~--~-O II~- COONTY OF ..,...,..,~ ................................ SS ~l~tl, ~/'t~ d--sworn de ses and sa s that he/she is the licantforP~nn~i ............... '(~'~';,i'~i'~ff .................~'~-__L -Lg my , po y e/ wp .......................................... .................................................................................. · (ow~r, C.~l~(:~r..~g~t, Cc~x~t~ Offer. Owner and/or rcpresentalive 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 smtcmenls contah]ed in this application are Irue to thc best of his knowledge and belief; and that the work will be performed in thc manner set for& in thc application fried herewith. .......... .......................... FORM - 06110 BARBARA & CASCIOTTA ll~ Public,. State of Ne~ YMli No. 01.CA4894969 ii.on Expirel May 11.~ ~ C. GREENLOGIC E ~ ERGY August19,2011 Town of Southold Building Department Town Hall 53095 Route 25 Southold, NY 11971 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 , ~ E NL i;~;i(i: L i i · :,v ,,, {,, :! icl: 877 771.4330 Fax: 877771 4320 SOUTHAMPTON/CORPORATE: CUTCHOGUE: MANORVlLLE: FIRE ISLAND: 425 0 )LJrlty Rd 39A 1070 Depot Lane 40 Woodland Avenue 125 Duneway So[Jtharnp~on, NY 1~968 Cutchogue, NY 11935 Manorvil[e NY 11949 Seaview, NY 11770 ROSLYN HEIGHTS: 200 S Serwce Rd id, 08 Rosvln Heights NY 11577 ~une 20, 20~2 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 ~ ~:N ~::Q~{~, ~ ~ ' : !Te Teh 877771.4330 Fax: 877.771.4320 SOUTHAMPTON/CORPORATE: 425 Comty Rid 39A S, ufi}unpton NY 11968 CUTCHOGUE: 1070 Depot Lane Cutchogue, NY 11935 MANORVILLE: 40 Woodlar~d Avenue Mar/orville. NY }1949 NEW YORK CITY: 241 6th Avenue #3B New York, NY 10014 ROSLYN HEIGHTS: 200 S Service Rd., ffl08 Ros?h~ HeighLs NY 11517 t . ,GREENLOGIC® F N F R Q Y 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, 6reenport, 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, Alexandra McNear 631-771-5152, ext. 107 JUL - a 20~2 [ ! !'!C }(}!(;. ',(- wWw(}!! rl tgi, L!!i Teh 877771.4330 Fax: 877.771.4320 SOUTHAMPTON/CORPORATE: 425 CoLmty Rd 39A Sou[hanlpton NY 11968 CUTCHOGUE: 1070 Depot Lane Cutchogue, NY 11935 MANORVILLE: 40 Wcodland Avenue Manorville. NY 11949 NEW YORK CITY: 241 6th Avenue #3B New York. NY 10014 ROSLYN HEIGHTS: 200 S Service Rd #108 Rosyln Heights, NY 115// STATE OF NEW YORK WORKERS' COMPENSATION BOARD CERTIFICATE OF NYS WORKERS' COMPENSATION INSURANCE COVERAGE I a. Legal Name & Address of Insured (Use street address only) Greenlugie, LLC 425 County Road 39A Suite 101 Southampton, NY 11968 Work Location of Insured (Onlyrequiredifcoverageisspecifically limited to certain locations in New York State, l.e., a Il/rap-Up Policy) 2. Name and Address of the Entity Requesting Proof of Coverage (Entity Being Listed as the Certificate Holderl TOWN OF SOUTHOLD BUILDING DEPARTMENT 53095 ROUTE 25 SOUTHOLD, NY 11971 I b. Business Telephone Number of Insured 631-771-5152 lc. NYS Unemployment Insurance Employer Registration Number of Insured Id. Federal Employer Identification Number of Insured or Social Security Number 20-3801194 3a. Name of Insurance Carrier New Hampshire Insurance Co 3b. Policy Number of entity listed in box "la" WC001602420 3c. Policy effective period 8/11/2011 to 8/11/2012 3d. The Proprietor, Partners or Executive Officers are X included. (Only check boz if all partners/ol~cers included) [] all excluded or certain partners/officers excluded. This certifies that the insurance carrier indicated above in box "3" insures the business referenced above in box "la" for workers' compensation under theNew York State Workers' Compensatlon' Law. (To use this' form, New York (NY) must be listed under Item 3A on the IN FOR MATION PAGE of the workers' compensation insurance policy). The Insurance Carrier or its licensed agent will send this Certificate of Insurance to the entity listed above as the certificate holder in box "2". The Insurance Carrier will aiso noti~ the above cert~cate bolder within 10 days IF a policy is canceled due to nonpayment of premiums or within $0 daya' IF there are reasons other than nonpayment of premiums that cancel lhe policy or eliminate the insured from the coverage indicated on lhis Certificate. (These notices may be sent by regular mail.} Otherwise, this Certi~cate is valid for one year after this form is' approved by th e insurance carrier or it.* licensed agent, or until the policy ocpiration date listed in box "$c ", whichever is earlier. ... Approved by:_ Title: Authorized Agent Please Note: Upon the cancellation of the workers' compensation policy indicated on this form, if the business continues to be named on a permit, license or contract issued by a certificate holder, the business must provide that certificate holder with a new Certificate of Workers' Compensation Coverage or other authorized proof that the business is complying with the mandatory coverage requirements of the New York State Workers' Compensation Law. Under penalty of perjury, I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has the coverage as depicted on this form. Approved by: Peter Zulkofske (Print name of authnrized representative or licensed agent of insurance carrier) ($ignat~) ~- (Date)AUguSt 15, 2011 Telephone Number of authorized represe tat ve or licensed agent of insurance carrier: 631-94 l-4113 Please Note: Only insurance carriers and their licensed agents are authorized to issue Form C-105.2. Insurance brokers are NOT authorized to issue it. C- 105.2 (9-07) www.wcb.state.ny.us Workers' Compensation Law Section 57. Restriction on issue of permits and the entering into contracts unless compensation is secured. I. The head ora state or municipal department, board, commission or office authorized or required by law to issue any permit for or in connection with any work involving the employment ofemployecs in a hazardous employment defined by this chapter, and notwithstanding any general or special statute requiring or authorizing the issue of such permits, shall not issue such permit unless proof duly subscribed by an insurance carrier is produced in a form satisfactory to the chair, that compensation for all employees has been secured as provided by this chapte, r .Nothing herein, however, shall be construed as creating any liability on the pan of such state or municipal ciepartmant, board, commzss~on or office to pay any compensation to any such employee if so employed. 2. The head ora state or municipal department, board, commission or office authorized or required by law to enter into any contract for or in connection with any work nvoiving the employment of employees in a hazardous employment defined by this chapter, notwithstanding any general or special statute requiring or authorizing any such contract, shall not enter into any such contract unless proof duly subscribed by an insurance carrier is produced in a I~orm satisfactory to the chair, that compensation for all employees has been secured as provided by this chapter. C- 105.2 (9-07) Reverse Suffolk County Executive's Office of Consumer Affairs VETERANS MEMORIAL HIGHWAY * HAUPPAUGE, NEW YORK 11788 DATE ISSUED: 12/10/2007 No. 43858-ME SUFFOLK COUNTY This is to certify that Master Electrician License ROBERT J SKYPALA GREENLOGIC LLC doing business as having given satisfactory evidence of competency, is hereby licensed as MASTER ELECTRICIAN in accordance with and subject to the provisions of applicable laws, rules and regulations of the County of Suffolk, State of New York. Additional Businesses NOT VALID WITHOUT DEPARTMENTAL SEAL AND K CURRENT CONSUMER AFFAIRS ID CARD Director CERTIFICATE OF LIABILITY INSURANCE THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACTNAuE: arookhaven Agency, Inc. Brookhaven Agency, Inc. ~P~H~ ;...(631) 941-4113 FAX /6~1~ ' P.O. Box 850 AnnRI~,E'MAIL brookhaven.agency~verlzon.net 150 Main Street ,SCOUCSR East Setauket NY 11733 ~NSUREmS~ AFFORDING COVERAGE NAIC # INSURE{:) IN~VRER A: Torus Specialty Insurance Co. Greenlogic, LLC ~NSURER S: Merchants Preferred Ins. Co. 425 County Road 39A, Suite 101 ~NSUSERC: Utica National Southampton, NY 11968 ~NSURER D: iNSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD iNDICATED. No'rWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. GENERAL LIABILITY EACH OCCURRENCE $1,000,000 A X COMMERCIALGENERALLIABILITY X 50817AI10B 01131111 01/31112 OAMAGETORENTED $50,000 I CLAIMS-MADE [~ OCCUR MED EXP (Any one perscn) $5,000 PERSONAL & ADV INJURY I $1,000,000 X CONTRACTUAL LIAB GENERALAGGREGATE ;2,000,000 GEN1. AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/DP AGG ~2,000,000 B X ANYAUTO X CAPI043565 06/12/20f~ 06112/201' (Ea~ociden{) $1,000,000 X UMBRELLA LIAB {~ OCCUR EACH OCCURRENCE $2,000,000 A EXCESSUABI [ CLAIMS-MADE X 50817A110A 01/31111 01/31/12 AGGREGATE $2,000,000 X ! RETENTION $ t0,000 C Installation Floater CPP 4182553 1130/10 1/30/11 $105,400 Ded $1,000 CERTIFICATE HOLDER CANCELLATION TOWN OF SOUTHOLD BUILDING DEPARTMENT 53095 ROUTE 25 SOUTHOLD, NY 11971 Phone: I Fax: SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED aEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ~::~ ~ <NSZ~* © 1988-2009 ACORD CORPORATION. All rights reserved. ACORD 25 (2009109) The ACORD name and logo are registered marks of ACORD ~* ! ~YEar WArraNty AMERICA'S BEST SELLING RESIDENTIAL SYSTEM CErTIfIED bY CalIFORNIA ENERGY COMmiSsIoN SIMPLE DESIGN - 3 MOViNg Parts PaTENtED POWERFLEX® Rotor SYSTEM AUtOFURL® AUTOmatiC STORm PrOteCtiON DIRECT-DRiVE PM ALtERNaTOR NO SCHEDULED MAINTENANCE REQUIRED HEAVY~DutY CONStructION DESIGNED For ~ YEARS POLYURETHANE AIRCRAFT~UALITY PaINt PROVEN, OVEF~ 50 MILLIC~ OPERATIONAL HOURS The Bergey BWC Excel is a rugged and reliable small wind turbine that has been proven in hundreds of installations around the world. ~t comes from the world's leading manufacturer of smail wind turbines and is backed by the longest wan~nty in the industry. Whether you want to reduce the electric bills at your home or power cdtical foad far from the power 9rid, the BWC Excel will deliver years of "worry-free" power, Excel~S: Gdd4ntertie Apptications (lOkW) Exoet-R: Battery Charging Applications Exeel-PD: Pumping Applications (lOkW) PERFORMANCE Predic~e~ N~onthly ~nergy Production Wind ) atTop of Tower $1 MPLICITY~:~ELIAI~I LITY'~ P£RFORMANCE Project Summmy : 120FIOK bergey W09026 Pole Emb. ShaflBaseShat~Ground ShaflTop Se¢tA S¢ctB Se¢IC SectD ¢tF Height Length Diameter Line Diam¢tet Diameter (m) (m) Imm) Inun - 3658 --- 1460.00 146000 58000 3052 2537 1476 ~00 ..... Identifier /I~m) (kN) /kN) '¢FIND [953 953 992 637 S1 Project Summary bergey W09026 LENGTH (M}' I THICKNESS (MM) ]20FIOK I 448 25096 16 -- 1170 1180 }1.~10 6.14 ...... 8000 8.000 6000 5000 ....... S2 Project Summary bergey W09026 IdentifierStructure I"A" I"A" I"B" ]"B" I"C" I'~" I"o" I"o" I"E" I"E" ["r' I"F" , ,,J"X-~O'' I"B"-"C' I"C"-"D" I"D"-"E" ["E'-"F" II Base Top Base Top Base Top Base Top Base Top Baser[~T°P ~ ~ oint Joint Joint Joint Joint (mm) (mm) (ram) (mm) (mm~ (mm) (mm) (mm) (mm) (mm) (mm) ~ ~alii) I P Y~ S3 BERGEY 36.58' POLE, SITE: 10KW WIND TOWER W09026 DATE 04-13-11 F~s~ 1.9.0.363 .............................................. DESIGN SUPiMARY .................................... ~ Height Above Bas~ Plate (m) 36.58 Ground Lin~ Diameter (mm} 1 468.00 Pole Shaft Weight (kg) 7 564 Top Diameter (mm) 580.00 Pole Taper {mm/m) 25.0957 Shape: 16 Sides Connections Between Sections /First/ /Second/ /Third/ Height Above Ground (m) 11.70 21.52 31.69 Type Slip Joint Slip Joint Sl,p Joint Overlap Length (mm} 1976 1625 1249 Maximum Axial Force (N) 55 606 27 876 11 503 Section Characteristics /First/ /Second/ /Third/ /Fogrth/ Base Diameter (m~n) 1460.00 1231.97 988.72 734.06 'fop D,ameter (mm) 1166.38 935.94 692.72 580.00 Thickness {~) 8.0000 t.0000 6.0000 5.000~ Length (m) 11.70I 11.796 11.795 6.139 ..................................... ANALYSIS SUMMARY ......................................... Height (m} Resultant Moment (N m) Shear Force IN) Pt of 3overnln] ~e~nlng G~zerning Governing Pole Fixity Level Sec.1 Leve~ Seo. 2 Level Sec.3 Level Sec.4 Top WIND WINE ~ND WIND WIND WIND 0.0( ~.~0 ~1.70 71.52 31.69 36.58 1 952 666 ] 9~2~6 9B9 414 437 )23 95 335 1 962 9~ 23z 9~ 234 .68 365 44 652 23 478 14 991 98 3Of 9~ 30W 55 606 27 876 11 503 6 772 395.46 395.~6 443.88 429.66 448.08 448.00 0.42 0.4~ .29 0.27 0.13 0.01 0.O( 0.0~ 6~.37 227.~3 486.36 637.23 ~9as~reo acros~ une flats BERGEY 36.58' POLE, SITE: 10KW WIND TOWER Loading Moments Moments Case About About Identifier X-Axis Y-Axis W09026 *** POLE SHAFT POINT OF FIXITY REACTIONS Moments Moments Shear Resultant Vertical In ~ & Y Torsional Force X-Directlor N-m (N-m N ~ 1 952 666 916 99218 60~ 567 261 684 80475 1~ 11~ Note: Positive vertical force is ]ownwara Reactions are considered in the global cooraln~e sys,em. Shear f-Direction 55 305 12 657 DATE 04-13-11 RUS~ 1.9.0.363 2 BERGEY 36.58' POLE, SITE: 10KW WIND TOWER W09026 DATE 04-13 11 Fuse 1.9.0.363 INPUT LOADS ~** Design Code TIA-222-G Loading Case WIND Basic Wind Velocity is 194.40 kph Ice Thickness 0.0 Wind Orientation is 33.8 Degrees Clockwise From -X- Axis Structure Weight Overload Factor is 1.200 Exposure C, Gust Factor 1.10 Structure Category 1, Topographic Category 1, Crest Height 0.60 m Orientations are Measured Clockwise From -X- Axis Positive -Y- Axis is 90 Degrees Clockwise From X- Axis Foundataion Rotation of 0.50 Degrees Load Number Mounting Height Load Load Orientation Height Eccentricity in XY Plane Force X {m} (m) (Degrees) 36.58 36.58 0.00 45.00 10 403 5.00 5.00 0.00 33.75 281 15.00 15.00 0.00 33.15 354 25.00 25.00 0.0O 33.75 394 33.29 33.29 O.OO 33.75 979 Orientation of System Force-Y Force-Z EPA (N) {N) (m~2) ~O 403 7 358 wind turbine 1~ 235 0.150 236 235 0.150 263 235 0.150 186 153 0.100 1-step bolts 1-step bolts 1-step bolts 1 step bolts BERGEY 36.58' POLE, SITE: 10KW WIND TOWER W09826 Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X (m) (m) (m) Deccees N 1 36.58 36.58 0.00 45.00 - 706 2 5.00 5.00 0.00 33.75 31 3 15.00 15.00 0.00 33.75 39 4 25.00 25.00 0.00 33.75 43 5 33.29 33,29 0.00 33.75 31 DATE 04-13-11 Ori~ntat%~ of System +******* +X-Axis * * (Transverse) 29 19( 0.150 21 127 0.100 1-step bolts 1-step bolts 1-step bolts 1-step bolts BERGEY 36.58' POLE, SITE: 10KW WIND TOWER W09026 DATE 04-13-11 Fu~e 1.8.0,363 Properties 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} Top of Sect 4 36.58 580.00 5.000 116.00 21.08 383 145 900 9 149.95 EPA 4 33.29 662.56 5.000 132.51 24.37 573 025 800 10 463.81 31.69 702.72 5.000 140.54 25.97 684 537 600 11 102.76 Top of Sect 3 31.69 692.72 6,000 115.45 20,98 783 208 900 13 113.26 31.58 695.48 6,000 115.91 21.07 792 692 O00 13 165.98 Base of Sect 4 30.44 724.06 6,000 120.68 22.02 895 423 O~ 13 711.81 28.51 772.51 6,000 128.75 23.62 1089t640~0 14 636.93 26,58 820.96 6.000 136.83 25.23 13~9§~000 15 562.06 EPA 3 25.00 860.61 6,000 143.43 26.54 15§~524000 16 319.23 21.52 947.94 6.000 157.99 29.44 2~11990~ 17 986.90 Top of Sect 2 21.52 935.94 8,000 116.99 21.28 2576~75~00 23 626.09 Base of Sect 3 19.90 976.72 8,000 122.09 ~2.,~ 2~%~70~ 24 664.39 16.58 1 059.91 8,000 132.49 2~,36 39~33~000 26 782.53 EPA 2 15.00 1 099.56 8.000 137.45 25.~5 419~92000 27 792.08 11.70 1 182.38 8,000 147.80 27.41 ~222816000 29 900.63 Top of Sect 1 11.70 1 166.38 8.000 145.80 27.~1 2012242000 29 493.26 11.58 1 169.39 8.000 146.17 ~7.09 5051436000 29 569.94 ~se nf Sect 2 9.72 1 215.97 8.000 152.0~ ~.2~ 5683892000 30 755.84 6.58 1 294.87 8.000 1~.8~ ~.~i 6871976000 32 764.72 EPA 1 5.00 1 334.52 8.000 ~6~82 3~.19 7526965000 33 774.27 1.58 1 420.35 8,000 177.54 33.33 9084527008 35 959.50 Pt of Fixity 0.00 1 460.00 8,000 182.5~' 34.31 9871337000 36 969.05 BERGEY 36.58' POLE, SITE: 10KW WIND TOWER W09826 Forces and Moments for Pole in the Local Element Coordinate System Loading Case WIND Dist. From Resultant Base Mx My Mx & My Torsion Im) (N-m} {N-m} {N-m) IN-m) 36.58 1387 -1387 1962 -10 33.29 41135 -43737 60042 -I0 33.29 41135 -43737 60042 -10 31.69 64437 -70261 95335 -10 31.69 64437 -70261 95335 -11 31.58 66132 -72224 97927 -10 30.44 84434 -93663 126103 -10 28.51 118592 -134683 179453 -10 26.58 156792 -181745 240031 -10 25.00 191186 -224943 295214 -i0 25.00 191186 -224943 295214 -7 21.52 278356 -337167 437223 -7 21.52 278356 -337167 437223 -11 19.90 324185 -397235 512729 -8 16.58 428287 -535640 685813 -11 15.00 482941 609150 777365 -11 15.00 482941 -609150 777365 -7 11.70 608677 -780034 989414 -7 11.70 608677 -780034 989414 ~1~ 11.58 613525 -786661 997622 ~11 9.72 691047 -892965 1129129 -B 6.58 832899 -1088838 1370871 -12 5.00 909038 -1194559 1501107 -12 5.00 909838 -1194559 1501107 -7 1.58 1085342 -1440666 180374~ ~ -13 0.00 1171839 -1561953 1952668~ -13 10625 15396 Shear Resultant Y-Dir. Shear (N) (N} 10575 %4~91 :3588 ~25 43771 20~ 15356 . 234?8 17756 15352 ~3472 17923 15463 , 23672 19711 1665~ ~ 25810 22765 18q0~ 29465 ~37~ 445s2 3~j 29~3 48333 [~525 5606i 11515 11771 14409 16982 19726 22051 22364 27876 DATE 04-13-11 F~$e 1.9.0.363 27987 34473 42471 46453 46815 55606 40316 68277 55715 40452 68526 56442 42982 73083 67034 47145 80582 76446 49234 84336 81301 49301 84474 81742 53662 92337 92986 55828 96234 98308 BERGEY 36.58' POLE, SITE: 10KW WIND TOWER W09026 DATE 04-13-11 FU$~ 1.9.0.363 Deflections and Stresses for Pole Distance Defl. From Dell. Dell. Resultant Defl. Base X Dir Y-Dir X & Y Z-Dir (m) (mm) (mm) (mm) (mm} 36.58 501 394 637 13 33.29 421 330 535 11 33.99 421 330 535 ll 31.69 383 299 486 9 31.69 383 299 486 9 31.58 381 297 483 9 30.44 355 277 450 9 28.51 313 243 396 7 26.58 273 211 345 6 25.00 242 187 305 5 25.00 242 187 305 5 21.52 180 138 227 4 21.52 180 138 227 4 19.90 155 119 195 3 16.58 108 83 136 2 15.00 89 68 112 2 15.00 89 68 112 2 11.58 53 40 67 9.72 38 29 47 1 6.58 17 13 22 0 5.00 10 8 13 0 5.00 10 8 13 0 0.00 0 0 0 0 Deflections and Axial Flexural Shear Torsion Combined Interaction Interaction Interaction Interaction Stress Rotation Term Term Term Term Interaction (deg.) 1.81 O.OO 0.00 0.02 0.00 0.01 1.75 0.00 0.09 0.02 0.00 0.09 1.75 0.00 0.09 0.02 0.00 0.09 1.69 0.00 0.12 0.02 0.00 0.13 1.69 0.00 0.11 0.~2 0.00 O.ll 1.69 0.00 0.11 0.02 0.00 0.11 1.65 0.00 0.13 ~.02 0.00 0.13 1.56 0.00 0.16 0.02 0.00 0.16 1.47 0.00 0.19 0.0~ 0.00 0.19 1.38 0.00 0.2I 0.02 0.0O 0.22 1.38 0.00 0.~1 0.02 O.00 0.22 1.18 0.00 0.27 0.OB 0.00 0.27 1.18 0.00 0.20 0.02 0.00 0.20 1.10 0.00 0.22 0.02 0.00 0.22 0.93 0.00 O,24 0.02 0.00 0.25 0.84 0.gO Q.~6 0.02 0.00 0.26 0.84 0.00 0~6 0.02 0.00 0.26 0.67 0.0~ 0,29 0.02 0.O0 0.29 0.67 0.O0 0,29 0,02 0.O0 0.30 0.66 0.8~ 0.29 0,02 0.00 0.30 0.55 ~1 0.31 0.02 0.00 0.32 0.37 0.~ 0.34 0.03 0.00 0.35 0.28 0.0I 0.36 0.03 0.00 0.37 0.28 0.01 0.36 0.03 0.00 0.37 0.09 0.01 0.40 0.03 0.00 0,40 0.0O O.01 0.41 0.03 0.00 0.42 Effective Yield Strength (MPa] 448.00 448.00 448.00 448,00 448.00 448.00 448.00 448.00 448.00 448.00 448.00 429.66 448.00 448.00 448.00 448.00 448.00 443.88 446.67 446.15 438.02 424.26 417.34 417.34 402.37 395.46 7 BERGEY 36.58' POLE, SITE: iOKW WIND TOWER W09026 Forces and Moments for Pole in the Local Element Coordinate System Loading Case T&S Dist. From Resultant Shear Shear Resultant Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear (m) {N-m) (N-m) (N-m) (N-m) (N) (N) 36.58 1069 -1069 1512 -3 7794 7778 llOll 5217 33.29 27248 -27577 38768 -3 8320 8136 I1~3~ 7700 33.29 27248 -27577 38768 3 8350 8155 11~71 7835 31.69 40446 -41158 57705 -3 8626 8343 12001 9163 31.69 40446 -41158 57785 -3 31.58 41364 -42108 59026 -3 30.44 50967 -52080 72870 -3 28.51 67621 -69539 96996 -3 26.58 84746 -87699 121955 -3 25.00 99126 -103103 143025 -3 25.00 99126 -103103 14302 21.52 132114 -138996 19176~ -3 21.52 132114 -138996 19176~ -3 19.90 148122 -156658 215597 -3 16.58 182048 -194577 26646] -3 15.00 198802 -213527 291746 -3 15.00 198802 -213527 291746 -3 11.70 235137 -255121 346953 -3 8624 8644 8862 9217 9588 9911 9941 10687 12988 13009 13475 14200 14572 14567 15328 15714 8341 8354 8742 9227 11265 11584 12063 12313 12301 12802 13059 11998 12021 12282 12703 13144 13530 13563 14454 14429 14884 15782 16236 16254 17219 17193 17216 1777 18632 19066 19971 20432 11.70 235137 -255121 346953 -3 11.58 236490 -256682 349017 -3 9.72 257733 -281290 38151f -3 6.58 294957 -324849 438779 -3 5.00 314215 -347579 46855~ -3 5.00 314215 -347579 468~53 -~ 1.58 357205 -398771 535363 -3 0.00 377635 -423293 567262 -3 DATE 04-13-11 EUS~ 1.9.0.363 9166 9375 11558 13675 15929 17867 18079 22673 22690 28021 34599 38127 45454 45464 46019 54713 62411 66457 66668 75862 80296 BERGEY 06.58' POLE, SITE: 10KW WIND TOWER Deflections and Stresses for Pole Loading Case T&S Distance Defl. ~rom Dell. Defl. Resultant Dell. Base X-Dir Y-Dir X & Y Z-Dir Rotation (m) ~mm) (mm) (mm) (mm) {deg.) 36.58 171 158 233 3 0.75 33.29 140 129 190 3 0.71 33.29 140 129 190 3 0.71 31.69 ]26 116 171 2 0.67 31.69 126 116 171 2 0.67 31.58 125 115 170 2 0.67 30.44 115 106 157 2 0.64 28.51 100 92 136 2 0.60 26.58 86 79 117 2 0.55 25.00 75 69 102 1 0.50 25.00 75 69 102 1 0.50 21.52 55 50 74 1 0.41 21.52 55 50 74 1 0.41 ]9.90 47 42 63 1 0.38 16.58 32 29 43 1 0.31 ]5.00 26 24 35 0 0.28 15.00 26 24 35 0 0.28 11.70 16 14 21 0 0.21 11.70 16 14 2] 0 0.21 9.72 11 10 14 0 0.17 6.58 5 4 6 0 0.11 5.00 3 2 4 0 5.00 3 2 4 O 0.09 W09026 DATE 04-13-11 Fus~ 1.9.0.363 *** Deflections and Stresses *** Axial Flexural Shear Torsion C~mbined Effective Interaction Interaction Interaction Interactio~ Stress Yield Term Term Term Term Interaction Strength (MPa) 0.00 0.00 0.01 O.O0 0.01 448.00 0.00 0.06 0.01 0.00 0.06 448.00 0.00 0.06 0.01 0.00 0.06 448.00 0.00 0.07 0.01 0.00 0.08 448.00 0.00 0.06 0.O~ 0.00 0.07 448.00 0.00 0,06 0.~1 0.00 0,07 448.00 0.00 0.07 0.01 0.00 0.08 448.00 0.00 0.09 0.01 0.00 0.09 448.00 0.00 0.10 0.~ 0.00 0.10 448.00 0.00 0.10 0.0~ 0.00 0.10 448.00 0.00 ~.12 0.0t 0.00 0.12 429.66 0.00 0.09 0.01 0.00 0.09 448.00 0.00 0.~9 0.01 0.00 0.09 448.00 0.00 0;09 0.01 0.00 0.10 448.00 0.0O O.lO 0.01 0.00 0.10 448.00 0.0~ 0.10 0.01 0.0O 0.11 446.15 0,0I 0.11 0.01 0.00 0.12 417.34 0.01 0.11 0.01 0.00 0.12 417.34 0.01 0.12 0.01 0.00 0.12 402.37 0.01 0.12 0.01 0.00 0.13 395.46 9 ANALYSIS OF BOLTS & PLATE Program: BPL (ver 2.0la) Input Units: Metric (S. I.) Output Units: Metric (S.I.) Angles: Degrees Specification: AASHTO Fx 0 (N) Fy 95295 (N) Fz 99218 (N) Fri Apr 15 14:24:05 2011 Mx I 1952666 (N-m) My /~ (N-m) Mz ]916 (N-m) Pole Diameter 1460 (mm) Pole Sides 16 Bolt Diameter 33 Bolt Length 1270 Bolt Yield Strength 380 Bolt Circle 1600 First Bolt Angle 0 Number of Bolts [44 (mm) (MPa) deg) Plate Flat X-Length 1700 Plate Sides 16 Plate Thickness 50 Plate Yield Strength 345 Attachment Angle 0 (MPa) de~ Bolt Loads Wind angle which produces maximum Bolt CSR: 90 (deg) Bolt Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 Calculated Calculated Allowable Force Stress Stress Combined Axial Shear Axial Shear Axial Shear Stress (N) (N) (MPa) (MPa) (MPa) (MPa) Ratio -2254 2192 3 3 266 160 0.02 -18043 2192 26 3 266 160 O. 1 -33511 2191 48 3 266 160 O. 18 -48343 2189 70 3 266 160 0.26 -62236 2188 90 3 266 160 0.34 -74909 2186 108 3 266 160 0.41 -86102 2183 124 3 266 160 O. 47 -95588 2180 138 3 266 160 0.52 -103175 2177 149 3 266 160 0.56 -108707 2173 157 3 266 160 0.59 -112072 2170 162 3 266 160 0.61 -113201 2166 163 3 266 160 0.61 -112072 2162 162 3 266 160 0.61 -108707 2159 157 3 266 160 O. 59 -103175 2155 149 3 266 160 0.56 -95588 2152 138 3 266 160 0.52 -86102 2149 124 3 266 160 0.47 -74909 2146 108 3 266 160 -62236 2144 90 3 266 160 -48343 2142 70 3 266 160 Q~26 -33511 2141 48 3 266 t45] 0.}$ -18043 2140 26 3 266 ~ 0.1 -2254 2140 3 3 266 160 ~ 02 13534 2140 20 3 260 160 ~_~ 29002 2141 42 3 ~ 1~ O. 16 43834 2142 63 3 ~66 !~ O. 24 57727 2144 83 3 266 16~ 0.31 70400 2146 102 $ 26~ 160 O. 38 81593 2149 118 3 2~ 160 0.44 91080 2152 131 3 2~ 160 0.49 98666 2155 142 3 ~6 160 0.54 104198 2159 15~ 3 266 160 0.57 107563 2162 165 3 266 160 0.58 108692 2166 157 3 266 160 0.59 107563 2170 155 3 266 160 0.58 104198 2173 150 3 266 160 0.57 98666 2177 142 3 266 160 0.54 91080 2150 131 3 266 160 0.49 81~9~ 2183 118 3 266 160 O. 44 7~t1~ 2186 102 3 266 160 0.38 57727 2188 83 3 266 160 O. 31 43~34 2189 63 3 266 160 0.24 29002 2191 42 3 266 160 0.16 13534 2192 20 3 266 160 O. 08 Plate Angle (deg) 0 2.5 5 7.5 10 12.5 15 17.5 20 22.5 25 27.5 30 32.5 35 37.5 40 42.5 45 47.5 50 52.5 55 57.5 60 62.5 65 67.5 70 72.5 75 77.5 80 82.5 85 87.5 9O Bend Line Length (mm) 917. 562 889. 038 860. 15 841.954 833. 154 833.154 841. 954 860.15 889. 038 932. 639 872.777 847. 208 825.331 848. 618 835. 347 828. 723 867.07 877. 249 917. 562 889. 038 860. 15 841. 954 833.154 833. 154 841.954 860.15 889. 039 917.562 889. 038 860. 15 841. 954 833. 154 833. 154 841.954 860.15 889. 039 917.562 Section Modulus (mm ' 3) -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -214748.4 -21474~ 4 -214748,4 Plate Loads Moment Moment Moment Moment Moment Arm 1 Arm 2 Arm 3 Arm 4 Arm 5 (mm) (mm) (mm) (mm) (mm) 70 61. 857 37. 594 37. 594 61. 857 63.6 60. 431 41. 056 5. 87 21. 394 57. 078 58. 889 44. 439 14. 023 5. 152 50. 448 57. 235 47. 738 22.15 27. 514 43. 722 55. 473 50. 946 30. 235 15. 933 36. 912 53. 605 54. 057 38.261 6. 538 30. 033 51. 634 57. 065 46. 216 19. 305 23. 096 49. 566 59. 965 54. 082 32. 036 16. 115 47. 403 62.75 61. 845 44. 705 9. 104 45.15 65. 416 69.49 57. 289 30. 143 55.29 64. 336 57. 096 33. 719 15. 079 45. 059 59. 059 56. 795 38. 314 34. 741 53.67 56. 386 42. 835 13. 293 24. 358 48. 178 55. 869 47. 275 22.57 13. 928 42. 595 55. 246 51. 625 31. 804 3. 472 36. 931 54. 518 55. 876 40. 978 31. 196 53. 686 60. 022 50. 073 24. 044 25. 402 52. 752 64. 053 59. 074 37. 917 19.56 51. 717 67. 962 67. 962 51.7V/ }9. 56 1. 013 37. 917 59. 074 64. 053 52, 752 25. 402 24. 044 50. 073 60. 022 53. 686 3t,1434 0 10. 126 40. 978 55. 876 54. 518~ g6,931 3~ 472 31. 804 51. 625 55. 246 42. 595 13. 928 '0 22.57 47. 275 55. 869 ~48:~78 24, 3~ 0 13. 293 42. 835 56.38R ~.ff'/ 34, 741 0 3.99 38. 314 56. 795 49. 059 45.6"59 15. 079 33. 719 57. 096 64,',q26 55.29 ,'59. 143 0 Moment Calculated Calculated Arm 6 Moment Stress (mm) (N-m) (MPa) 0 21364 56 50.498 20008 54 39. 043 18856 53 0 18284 52 0 17963 52 4.321 18331 53 0 19857 57 0 21642 60 11.679 24704 67 29.061 28366 0 25213 3.99 23197 66 0 21729 63 0 21613 61 0 21446 62 10.126 22359 65 0 24347 67 1.0t3 26743 73 30950 81 26743 72 24347 68 22359 64 21446 62 21613 62 21739 62 23197 65 25213 68 29.061 57.289,~ 6~.~6 45.15 9. i04 28366 74 11.679 44.70~ '~.:~4~ f~?~ 47.403 16.115 24704 67 32.036 54.~,a, $9.9~ 49;566 23.096 0 21642 60 19.305 4~lb- 57~65 51.634 30.033 0 19857 57 6. 538 ~.~1 $&¢d57 53. 605 36. 912 4.32 18331 53 30.23~ ,~.~94~./~$ ~3 43. 722 15. 932 0 17963 52 22.~,~ , 47,~/-g7,235 50.448 27.514 0 18284 52 ~&23 4~439~ 58.889 57.078 39.043 5.152 18856 53 5~87 '~1.~ 60.431 63.6 50.498 21.394 20008 54 37.594~61.857 70 61.857 37. 594 0 21364 56 Plate Summary Critical Wind Angle 45 (deg) Maximum Stress Angle 45 (deg) Failure Line Length 917.562 (mm) Plate Section Modulus -214748.4 (mmv3) 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 6g LE Og 6~ LI 9I Og 6I Job Title Bergey 120' 10kWWP (min height) Client Bergey Ref By ttl eat~15-Apr-11 Chd jl33 File 110415W09026 Bergey 11Daterrime 15-Apr-2011 10:20 Job Information Engineer rtl 15-Apr- 11 Checked jl33 Approved I Structure Type I SPACE FRAME hest Beam Number of Basic Load Cases 10 I Number of Comb nat on Load Cases I Included in this printout are data for: I ~ IThe Whole Structure I Included in this printout are results for load cases: 'l~pe L/C Prima~ I LOAD CASE I ~D Rendered View (Input data was modified after picture taken) Pdnt Time/Date: 15/O4/2011 10:25 STAAD.Pro for Windows 20,07.04.12 Pnnt Run 1 of 5 Job Title Bergey 120' 10kW WP (min height) Client Bergey Job NO Sheet NO 2 Patl Ref By rtl Date15-Apr-11 Ch~ jl33 Fi~e 110415W09026BergeylJDatemme 15-Apr-2011 10:20 Nodes Node X Y Z (m) (m) (m) I 0.000 0.000 0.000 2 0.000 9.721 0.000 3 0.000 11.700 i 0.000 4 0.000 19.894 0.000 5 0.000 21.521 0.000 6 0.000 30.445 0.000 7 0.000 31.694 0.000 8 0.000 36.376 0.000 9 0.000 36.576 0.000 Beams Beam Node A Node B Length ;=roped (m) degrees) I 1 2 9.721 1 0 2 2 3 1.979 2 3 3 4 8.194 3 4 4 5 1,627 4 5 5 6 8.924 5 0 6 6 7 1.249 ~,~ ~ 8 8 9 0.20~ Section Pro Prop Section Area ly~ 12 J Material ~. (mm2) (mm4) (mm'~) (mm4) I HDC 57.~4~0.3 33.8E+3 7.57E+9 7.57E+9 15E+9 STEEL 2 H DC ~.8~X4~ 5X0.6 60.6E+3 10.9E+9 10.9E+9 21.4E+9 STEEL 3 H D~L~,~)~38.3X0.3 27.2E+3 3.94E+9 3.94E+9 7.78E+9 STEEL 4 ~D"~ 3~.Sx37.2XO.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+9 2.69E+9 STEEL ,~6"~ ,~IDC 28.7X27.5X0.4 24.6E+3 1.54E+9 1.54E+9 3.04E+9 STEEL '~ ~ HDC 27.5X22.8X0.2 10.1E+3 514E+6 514E+6 1.01E+9 STEEL 8 HDC 11.8X11.8X0.2 5.61E+3 61.4E+6 61.4E+6 121E+6 STEEL Pdnt Time/Date: 15/O4/2011 10:25 STAAD.Pro for V~ndows 20.07.04.12 Pdnt Run 2 of 5 Rev JObTitle Bergey 120' 10kWWP (min height) Client Bergey lob NO Sheet No Ref By [t~ Dat(l 5-Apr-11 Chd jl33 0415 VV09026 Bergey 11 Date/Time 15-Apr-2011 10:20 Materials Mat Name E v Density c~ (kg/cra2) (kg/m3) (1/~) I 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 CONCRETE 221E+3 0.170 2.4E+3 5.5E-6 Supports Nide X (kip/in) Fixed Y Z (kip/in) (kip/in) Fixed Fixed rX (kip-fl/deg) Fixed F xed Fixed ,,~ ~- Basic Load Cases Number Name LOAD CASE I Node Loads: I LOAD CA~>~,.~'~ , ~ ~ MX Node FX FY FZ ~ "MX , MY MZ (kN) (kN) ~ (kN~. t~ (kN'm) (kN*m) 9 -0.152 -6.152 -0.1,53. ..... T -6.450-5~o -6.~o, Selfweigh~: ,.1, LOAD CASE I Dlrectior Fair x Y -1.000 ~ -1.000 Pdnt Time/Date 15/04/2011 1025 STAAD.Pro for Windows 20.07.04.12 Print Run 3 of 5 Rev JobTifle Bergey 120' 10kWWP (min height) Client Be~gey Job No Sheet No Part Ref By rtl DatE15-Apr-11 Chd jl33 File 110415W09026 Bergey llDatefRme 15-Apr-2011 10:20 Calculated Modal Frequencies & Mass Participations Mode Frequency Period Participation X Participation Y Participation Z (Hz) (sec) (%) (%) (%) I 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 14.836 4 4.207 0.238 14.836 0.000 14.755 5 11.349 0.088 5.603 0.0(30 5.604 6 11.349 0.088 5.604 0.000 5.603 Mode Shapes Mode Node X Y Z rX rY I I 0.000 0.000 0.000 0.000 .,'.,,,ll~'~l',~ ~'{-~rT~ 2 0.071 0.000 0.001 0.001} qtO00 ~0¢~00 4 0.292 0.000 0.004 0.0~0, 0.~I1 ' -0.001 5 0.342 0.000 0.004 ~ 0~00 ~O~J:)~ 0~ -0.001 6 0.696 0.000 0.009 ~,"~.000 ~ ,'0000 -0.001 7 0.755 0.000 ~0. ~,~ 0,0~ - ~' 0.000 -0.001 8 0.990 0.000 ~' · ~,~0~ 0.000 -0.001 2 I 0.000 0.00A ;9.000a ~l~iL0.0 ~ 0.000 0.000 2 -0.001 -~% "' O. ~,~ L~ 0.000 0.000 0.000 3 -0.001 ~ ,~.0:~1~0 ~ ~ 0.000 0.000 0.000 4 -0.00.4 i ,~0.~0 ;~,~.~ 0.001 0.000 0.000 5 -0.0(~ '~"0.00~ ~ 0.342 0.001 0.000 0.000 6 ~0,.~ I~ -0.000 "~ 0.696 0.001 0.000 0.000 7 -0.000 0.755 0,001 0.000 0.000 9~~ ~%~ -~.013 -0.000 1.000 0.001 0.000 0.000 3 ~ '~ 0.000 0.000 0.000 0.000 0.000 0.000 ~-~?~ '~ 0.362 0.000 0.363 0,002 0,000 "0.002 ~ 3 0.487 0.000 0.488 0,002 0.000 -0.002 ~"~ ~ ~%~ 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 0.00~ 8 -0.951 0.000 -0.053 -0.006 0.000 0.006 9 -0.997 0.000 -1.000 -0.006 0.000 0.006 4 I 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 Jc~ Title Bergey 120' 10kW WP (min height) Client Bergey JObNO SheetNo 5 Rev Ref By ttl Date15-Apr-11 Chd jl33 File 110415 W09026 Bergey lJDate/Time 15-Apr-2011 10:20 Mode Shapes Cont... Mode Node X Y Z rX rY rZ 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 3 -0.607 0.000 0.607 0.001 0.000 0.001 4 -0.065 0.000 0.065 -0.004 0.000 -0.07 5 0.171 0.000 -0.171 -0.004 0.000 -~0.{~04 6 1.000 -0.000 -1.000 0.002 0.000 ,~ ~0~"~ 7 0.862 -0.000 -0.862 0.004 0.000 .~,, ~.~)04 8 -0.586 -0.000 0.586 0.011 O.OQ i ~ ' 0.~1 9 -0.669 -0.000 0.670 0.011 ~ ~ ~1~ 6 I 0.000 0.000 0.000 0.000 '~N 2 0.535 0.000 0.535 0.0gJ ~ 00~ ~.1~01 3 0.607 0.000 0.607 0.0~,. ..... 0.6~ ~ -0.001 4 0.065 0.060 0.065 ? 0.004 5 -0.1710.000 -0.171 ~ 0~4 0.004 6 -1.000 -0.000 -i .09q ~ , ~.'~ ~00 -0.002 7 -0.862 -0,000 -q~8~:~ '"'* .~0 ~ 0.000 s o.5s0 -o.ooo ~o_~ ~.~'~, o.ooo -O.Oll 9 0.670 -0.000 , ,,~669 ,~ ~).01~ 0.000 -0.011 Pdnt Time/Date: 15/04/2011 10:25 STAAD.Pro for Windows 20,07.04.12 Pdnt Run 5 of 5 200 Rated Rotor RPM Bergey (10 Kw) 120' SL Tower(min height) Campbell Fundemental Tower Frequency (Hz) 1.048 1st tower 4.207 2nd tower 11.349 3rd tower Tower Modes Tower To IP rpm Hz 0 0 600 10 3P rpm Hz 0 0 600 30 1~ tower 2ndtower 3~ tower Ra~d RPM Hz Hz Hz 110% 90% HZ 0 1.048 0 4,207 0 220 180 0 600 1.048 600 4.207 600 220 180 35 · 1 I 20 40 O0 80 100 '120 140 '150 180 200 220 240 2ilo Job T~le Bergey 120' 10kW WP (max height) Client Beq]ey Ref sy rtl Dat~l 5-Apr-11 C~d jl33 File 110415 VV09026 Bergey llOate/Time 15-Apr-2011 10:16 Job Information Engineer rtl 15-Apr-11 Checke<l jl33 Approved Structure Type I SPACE FRAME I INumber of Nodes Highest Node Number of Elements Highest Beam Number °f Basic L°ad Cases :l Number of Combination Load Cases Included in this pdntout are data for: I A. I The W~o~e Stru=ure I Included in this Type Pdma~ ~fintoutare res~s~r~adcases: UC LOAD CASE Name iD Rendered View (Input data was modified after picture taken) Pdnt Time/Date 15/04~2011 10:18 STAAD.Pro for Windows 20.07.04.12 Pdnt Run I Title Bergey 120' 10kW WP (max height) Job No Sheet No 2 Par[ Ref By rtl Dat~15-Apr-11 Chd jl33 Rsv File 110415 W09026 Bergey ~1Date/Time 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 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 8 0.000 36.868 0,000 9 0.000 37.068 0.000 Beams Beam Node A Node B Length Ptope~q (m) degreesl 1 I 2 9.878 i I 0 2 2 3 1,822 2 3 3 4 8.517 3 , "~ 5 5 6 9.259 5 6 6 7 1.080 7 7 8 4.851 8 8 9 0.2(~ Section Prop Section ~ ~ Area I. I= J Material ~ (mm2) (mm4) (mm~) (mm4) 1 HDC 57;~,0.3~,r ~ 33.8E+3 7.57E+9 7.57E+9 15E+9 STEEL 2 HDC, 48~X41[SX0.6~.__ 60.6E+3 10.9E+9 10.9E+9 21.4E+9 STEEL 3 H D(~'4~38.3X0.3 27.2E+3 3.94E+9 3.94E+9 7.78E+9 STEEL 4 42.4E+3 4.6 E+9 4.86E+9 9.59E+9 STEEL 5; W¢~[~ 37.2X28.3X0.2 15.8E+3 1.36E+9 1.36E+9 2.69E+9 STEEL ~7~~',R-IDC 28.TX27.SX0.4 24.6E+3 1.64E+9 1.54E+9 3.04E+9 STEEL ~; HDC 27.5X22.8X0.2 10.1E+3 514E+6 514E+6 1.01E+9 STEEL 8 HDC 11.8X11.8X0.2 5.61E+3 61.4E+6 61.4E+6 121E+6 STEEL Pdnt Time/Date: 15104/2011 10:18 STAAD.Pro for W~ndows 20,07.04.12 Pdnt Run 2 of 5 J~ Title Bergey 120' 10kW'WP (max height) Client Bergey ob No Sheet NO Rev 3 Ref By rtl D~15-Apr-11 Chd jl33 File 110415 W09026 Bergey llDate/Time 15-Apr-2011 10:16 Materials Mat Name E v Density (z (kg/cm2) (kg/m3) (1/~) 1 STEEL 2.04E+6 0.300 7.83E+3 6.5E ~ 2 STAINLESSSTEEL 1.97E+6 0.300 8E+3 9.9E -6 3 ALUMINUM 703E+3 I 0.330 2.71E+3 12.8E-6 4 CONCRETE 221E+3 0.170 2,4E+3 5.5E-6 Suppo~s Node X Y (kip/in) (kip/in) I F xed Fixed Z (kip_rffXdeg) rY rZ i (kip/in) (kip ft/deg) (kip'ftJdeg) Fixed F xed Fixed F xed, -~ Basic Load Cases Number Name 1 LOAD CASE1 Node Loads: I LOAD CAS~ J Node FX FY FZ · MX -' MY MZ (AN) (kN) ~1~ (kl~. ,~ (kN m) (kN'm) 8 -0.451 -0.451 4~.4~1 - 9 -0.152 -0.152 ~, - . 53 - -5.46o-5~o -5.~o Selfweigl~ :,11, LOAD CASE I Direction Fair" x -~.ooo y -1.000 z -1 .ooo Pdnt Time/Date: 15/04/20111018 STAAD.Pro for V~ndows 20.07.04,12 pdnt Run 3 of 5 Job Title Bergey 120' 10kW WP (max height) Client Bergey ! Job NO Sheet No 4 Rev Part Ref By t~l DatE15-Apr-11 ch~ jl33 File 110415VV09026 Bergey lIDate/rime 15-Apr-2011 10:16 Calculated Modal Frequencies & Mass Participations Mode Frequency Period Participation X Participation Y Participation Z (Hz) (sec) (%) (%) (%) 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 rY · 2 0.005 0.000 0.071 0.00~ ~ ;~: rO-O00 ~-0-~00 3 0.007 0.000 0.099 O. 'tO0~ '~ '0.0(~ ' ~-0'.~)00 4 0.020: 0.000 0.2931 O.0~: ::'--0':0~ ~ -0.000 5 0.023 0.000 0.336~ ~'~01 ~O' -0.000 6 0.048 0.000 0.698 'r,~,~.O01 r' ~f O~IDO0 -0.000 8 0.068 0.000,~ · ~d~ 0.000 -0.000 -0 ~ % ~' .000 0.000 0.000 ,, o.?~, ~;~ o.ooo o.ooo o.ooo 3 -0.099 ~0 ~'0.0~7 0.000 0.000 0.000 5 -0,3~ ~0.00[ ~0.023 0.000 0,000 0.001 6 -0¢b~ -0.0O( ~ 0.048 0.000 0.000 0.001 8 ~,:~ .990 -0.000 0.068 0.000 0.000 0.001 g ~:~" k~¢, ~,.~.000 -0.000 0.068 0.000 0.000 0.001 3 ~ ~ 0.000 0.000 0,000 0.000 0.000 0.000 ~ -~,~ 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 0.000 0.000 -0.001 ,/ 0.909 0.000 0.663 ~ 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 0.000 0.003 Pdnt Time/Date: 15/04/2011 10:18 STAAD,Pro for V~ndows 20.07,04.12 Pdnt Run4 of 5 Job Title Bergey 120' 10kW WP (max height) Client Bergey Job NO sheet No 5 Rev Ref By rtl DatE15-Apr-11 Chd jl33 Fi~e 110415Vv99026 Bergey 11Date/Time 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 I 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 0.00_3 5 -0.145 0.000 -0.145 -0.004 0.000 ~).~04' 6 -1.000 0.000 -1.000 0.002 0.000 ~0~'~ 7 -0.887 0.000 -0.887 0.003 0.00O ~'~.. 8 0.582 0.000 0.582 0.010O.O~jO.O '~;. ' LO.O~LO 9 0.664 0.000 0.664 0.010 6 1 0.000 0.000 0.000 0.000 ; '~,~,~ 2 0.533 -0.000 -0.533 -0.~;~~ 3 0.600 -0.000 -0.600 -O.l~ '~' 0.13~ 4 0.061 -0.000 -0.061 ~ Q,~O03 ~ ~ 0.003 5 -0.145 -0.000 0.145 ._ '_.0.{~4 ~ ,~0~'~0 0.004 6 -1.000 0.000 1.0~ '-0.0~3 ~' ,~'~00 -0.002 7 -0.887 0.000 ~;~7 -g.J~3 '~: 0.000 -0.003 -~.~01~ 0.000 -0.010 8 0.582 0.000 --;p~ "~ 0.6 o.ooo ,, '0 0.000 -0.010 Pnnt Time/Date: 15104/2011 10 18 STAAD,Pro for Windows 20.07.04.12 Print Run 5 of 5 Bergey (10 Kw) 120' SL Tower(max height) Campbell Diagra~n~ 2OO Rated Rotor RPM 1st tower 2nd tower 3rd tower ~ ~, \ Rated RPM I rpm Hz rpm Hz rpm Hz'rNr~rn,~ 110% 90% HZ 0 1.023 0 4.112 0 11.08,., ~ 220 180 0 Fundemental Tower Frequency (Hz) 600 1.023 600 4.112 600 11.08'~' '~* 200 220 180 35 1.023 1st tower 4.112 2nd tower ,, . : 11.08 3rd tower 14 Tower Modes with 545 kg Tower Top Mass ~ : IP rpm Hz 12 ~ , ! I · ' 600 10 I ~'~ ~ I J · 2~ t~,,.~- 10 .,~ 3P rpm Hz ~ .. ' I : ~- 8 ' - ' 0 0 600 30 ~- . ~ ...... ~tod mm 0 0 20 40 60 80 100 120 140 160 180 200 220 240 rpm IP gm Hz 0 0 600 10 3P rpm Hz 0 0 600 30 Fatigue Loads Analysis I ~ [m41 [MP-a~_ [MPa] [MPa] ~ 0.0001 ~...4;753~,.~/ 4~3085 ~~(~;22 7.2911 I ~ ~ S Fx new S~ new ~y new ~ [~] ~] [MPa] I ~C~ [U~a] ~~ [no.l [no.] [no.] ~ m~-T~ 29.48 ~ '~ 2~ ~1~ 6.11E+11 8.20E+08 I 0.0000 0.0061 0.0000 0.0053 I Sum 0.0053 Check: Passed! 1. Eur~ Design of steel structures -- Pa~ 1-9: Fatigue 27~ 6~400-2 ~nd tu~ines -- Pad 2: Design requirements for small wind turbines ~ Ge~anis~er Lloyd, Rules and Guidelines, IV - Indust~ Se~i~s, Pa~ 1 -Guideline for the Ce~ifl~tion of ~nd Tu~ines. ~3 Edition. Changed Date: 2011~-15 En~neering Letter Revision 0 August 18, 2011 Page 1 of 1 Mr. Andrew Murray American Resource and Energy (ARE) (651) 330-1263 ext. 23 amurrav@ 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 Resoume & Energy (ARE) 120-ft monopole with a top mounted 10kW Bergey Wind Turbine: l ) Tower design drawing by ARE dated April 15, 2011, Quotation # W09026, Version I, Description: 120' lOkW 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 II) and a 3/4" radial ice with a reduced wind loading of 50-mph 3-second gust. This design meets the requirements of the ANSIJTIA-222-G-2-2009, Structural Standard for Antenna Supportin~ Structures and Antennas, ASCEdSEI 7-05, Minimum Design Loads for Buildings and Other Slructures and the 2010 New York State Buildin~ Code (IBC 2006). A geoteclmical report was not provided to TEP. The foundation design is based on assumed Presumptive Soil parameters per the ANSI/I]A-222-G Annex F - Table F- l. TEP utilized clay soil with an ultimate beating 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 foundation redesign shall be conducted. Thank you for the opportunity to perform this service for you. If you have any questions please contact our / Attachments: I) 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 TEP~ 110005.18 PROJECT REPRESENTATIVE: Mr. Andrew Murray American Resource and Energy (ARE) (651) 330-1263 ext. 23 amurra¥ @arewkndtowers.com PROJECT LOCATION: 825 Rt. 25 Greenport, NY 11944 3703 Junction Boulevard, Raleigh, NC 27603-5263 O) 919.661.6351 F) 919.661.6350 www.teperoup.net 659 f~ DESIGNED APPURTENANCE LOADING I ELEVATION TYPE I ELEVATION T'fPE MATERIAL STRENGTH GRADE Fy i Fu I GRADE i Fy I Fu TOWER DESIGN NOTES 1. Tower is located in Suffolk County, New York. 2. Tower designed for £~3osure 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 fl 8. Force Couples (top of tower) Bergey 10kW Wind Turbine Moment M: 10800.00 Ib4t ~e-, M: 10800.00 Ib-ft Service-, M: 10800.00 Ib-f~ 9. Tower geometry and turbine loading reference: Dwg byA.R.E. Quotation Ct: W09026, Dated: 4 15-2011, Version: E, Description: 120-ft 10kW wind pole 10. TOWER RATING: 44°1. ALL REACTIONS ARE FACTORED AX/AL 33384 lb SHEAR ~ MOMENT 72391b 617370 Ib-ft TORQUE 958 lb-Ct 50 rrfoh WIND - 0.7500 ~n ICE AX/AL 21544 lb SHEAR ~ MOMEiCr 24748 lb 1675665 Ib-ft TORQUE 892 REACTIONS - 120 rrph WIND JTower En~neer~ng J~rofess~o~ ~ob 120-ft ARE Monopole - Bergey lOkW Wind Turbine 3703 Junction Blvd. I~,o.~: ~P~ 11~.18 I Raleigh, NC 27603 Ic~'=": American Resource and Energy(ARE~Dra~: Lu~ Burghe~~'d: I Phone: (919)661-6351 IO°oe: T~ 222 G ~Dale:0~16/11 /~' .TS I F~: (9 9) 66 -6350 ~ ~ ................... ~r / E 11 RlSATower ~°~ 120-fi ARE Monopole - Bergey 10kW Wind Turbine I of 29 Tower Input Data Options Tapered Pole Section Geometry RlSATower 'ob .~, 12{Mt ARE Monopole - Bergey 10kW Wind Turbine 2 o( 29 Tapered Pole Properties Feed Line/Linear Appurtenances - Entered As Area Feed Line/Linear Appurtenances Section Areas RlSATower '°~ ~ 120-~1 AR E Monopole - Bergey 10kW Wind Turbine 3 of 29 Feed Line/Linear Appurtenances Section Areas - With Ice Feed Line Center of Pressure Shielding Factor Ka Force Couples At Top Of Tower Bergey 10kW Wind Turbine Moment RlSATower ~°~ ~"~" 120-it ARE MOnObole - Bergey 10kW Wind Turbil'~ 4 of 29 User Defined Loads 222-G Verification Constants 222-G Section Verification ArRr By Element RISATower ~°~ ~ 1204t ARE Monopole - Bergey 10kW Wind Turbine 5 el ~9 6/11 I RISATower ~°~ P'~* 120-f~ ARE Monopole - Bergey 10kW Wind Turbine 6 of 29 [ 222-G Section Verification Tables - No Ice ] 222-G Section Verification Tables - Ice J 222-G Section Verification Tables - Service Tower Pressures - No Ice I Tower Pressure - With Ice [ Tower Pressure - Service ] Tower Forces - No Ice - Wind Normal To Face RlSATower ~°~ ~'~' 120-fl AR E Monopole - Berge¥ 10kW Wind Turbine 7 of 29 Tower Forces - No Ice - Wind 60 To Face RlSATower ,ob Tower Forces - With Ice - Wind Normal To Face Tower Forces - No Ice - Wind 90 To Face [ Tower Forces - With Ice - Wind 60 To Face ] RISATower ~°~' 120.R AR E Monopole - Bergey 10kW Wind Turbine 9 o[ 29 [ Tower Forces - With Ice - Wind 90 To Face ] RISA Tower '°~' "'" 120-0 ARE Monopole - Bergey 10kW Wind Turbine I 0 of 29 Tower Forces - Service ~ Wind Normal TO Face Tower Forces - Service - Wind 60 To Face Tower Forces - Service - Wind 90 To Face Force Totals RlSATower ~°~ 12(~fi AR E Monopole - Bergey 10kW Wind Turbine 11 of 29 Load Combinations RISATower ~°~ "'~' 120-fi ARE Monopole - Bergey 10kW Wind Turbine 12 of 29 Maximum Member Forces RISA Tower '°~ ~ 120-ft ARE Monopole - Bergey 10kW Wind Turbine 13 of 29 Maximum Reactions Tower Mast Reaction Summary RlSATower ~°~ P~°' 120-ri AR E Monopole - Bergey 10kW Wind Turbine 14 of 29 RISATower ~°~ 120-it ARE Monopole - Bergey 10kW Wind Turbine 15 o129 [ Solution Summary I RlSATower J°~ ""°" 120-ft AR E Monopole - Bergey 10kW Wind Turbine 16 o[ 29 Non-Linear Convergence Results RlSATower '°~ ~'~ 120-it ARE Monopole - Bergey 10kW Wind Turbine 17 o129 Maximum Tower Deflections - Service Wind L Critical Deflections and Radius of Curvature- Service Wind Maximum Tower Deflections - Design Wind Critical Deflections and Radius of Curvature- Design Wind RlSATower ~o~ ~ Pole Design Data Compression Checks R1SATower ~°~ ~ 120-fi ARE Monopole - Bergey 1 (}kW Wind Turbine 19 o129 RlSATower ~°~ "~*' 120-11 AR E Monopo~e - Bergey 1 ~W Wind Turbine 20 o[ 29 Pole Bending Design Data I RlSA Tower '°~ ~'~° 120-it AR E Monopole ~ Bergey 10kW Wind Turbine 21 of 29 RISATower ~°~ ~ 12C~ti ARE Monopole - Bergey lOkW Wind Turbine 22 of 29 RISA Tower ~"~ "~"" ~ 20-F~ ART Mo.opole - Bergey 10kW Wind Turbine 23 of 29 Pole Shear Design Data RISATower ~"~' 64 395 RISATower ~°~ "'~' 12IMf ARE Monopok~ - E~efgey 10kW Wind Turbine 25 o129 Pole Interaction Design Data RiSATower a°~ ,.,. RISA To wer ~°~ ~'°' 120-'t AR E Monopo~ - Bergey 10kW Wind Turbine 27 of 29 RISATower oob .,o, RISATon,er ~o~ ,~o, 120-ti AR E Monopole - gergey 10kW Wind Turbioe 29 o129 Section Capaclly Table Ess[O~''~ 3.2oft ARE Monopole - Berge¥ 1OkW Wind Turbine Base Plate Anchor Rod Input: Diam: in (M33) Rod Material: F15S4-55 Yield, ksi Strength (Fu): Bolt Circle: {1600mm) Anchor Rod Results Max Rod Tension: Allowable Axial: Anchor Rod Stress Ratio: 30.6 Kips 64.5 Kips Base Plate Input: Diam: ~: in (1700mm) Thick: ~i~9!,ln (50mm) Grade ~ ks~ (A572-50) Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: Flexural Check 12.7 ksi 45.0 ksi CircularBase Plate and Anchor Bolts--ANSI/TIA-222-G TEP #: ilO005.18 Calculations By: LSB 8/16/2011 Checked By: REG 8/~7/2011 Factored Reactions Axial, Pu: ~i~i~i;i~ii~i~ S~ iiiiiiiiiill kips Shear, Vu:ii!i!iiii?!2~7~ ~ kips Pole Data: Diam: in (1460mm) Thick: in (Smm) Grade: ~:~i~ "0" IF Round Pole Results Pole Punchin§ Shear Check: n/a Stiffener Input: Fillet H. Weld. in Fillet V. We d n Heig Thick: Notch: in Grade: Weld str: ii0:~ ; ks Stiffener Results Horizontal Weld: Vertical Weld: Plate in Flexure and Shear: Plate in Tension and Shear: Plate Compression: n/a n/a n/a n/a n/a Circular Base Plate & Anchor Bolts_Rev 1.1 1 of 1 120fL ARE Monopole - Bergey 10kW Wind Turbine CI~, Allowable Soil Bearing Pres. {ksf) = 2.5 Safety Factor in Qa = 2 Backfill Density (pcf) = 110 Effective Concrete Density (pcf) = 3_50 Base Reactions(x-x,y-y) M, Moment (k-fL) = 1;675;665 Pt, Vertical (k) = 21.544 H, Shear (k) = 24348 Pad and PierFoundation Design--ANSI/TIA-Z22-G -ACI 318-08/08 TEP #: 110005.18 Calculations By: LSB 8/16/2011 Checked By: REG 8/17/2011 OQn = 3.8 ksf CODE Rev G F'c (ksi) = 2.5 F'y (ksi) = 60 Subtract Overburden? no Base Reactions (z-z) M (k-fL): 1,675.7 Pt(k)= 21.5 H (k) = 24.7 Try: 20 CHECK STABiLiTY: CHECK SOIL PRESSURE: CHECK ONE WAY SHEAR: CHECK TWO WAY SHEAR: CALCULATE REINFORCING REQUIRED: Bar Size = 9 Target Bar Spacing = iZ,O00 Pad R/F Qty: 21 Actual Bar Spacing (o.c.) = 11.644 BOTTOM REINFORCING AS_T&S Half = 5.18 in2 AS_Flex Half= 15.45 In AS_Min Bottom= 5.18 in2 AS__Provided = 21,00 In · Mn = 1708.30 kip-fL Mu = 353.72 kip-ft TOP REINFORCING As--Min Bottom = 5.18 in~ AS_Provided = 21.00 Jn2 q)Mn = 1708.30 kip-ft Mu = 837.93 kip-ft · Mn > Mot, O.K. mQn > Qmax, O.K. · Qn > Qmax, O.K. ¢~Vc > Vu, O.K. (bVc > Vu, O.K. E.W., T&B in Not Required 7.00 % % % % Round Bearing Depth (ft) = 6.00 Monopole_Pad and Pier Fnd_Rev 3.7 1 of 1 12Oft ARE MP - Bergey lOkW Wind Turbine Pad and Pier Foundation Design--ANSI/TIA-222-G - AC1318-05/08 TEP #; 110005.18 Calculations By: LSB 8/16/2011 Checked By: REG 8/17/2011 Pier Diameter = 84 Bar Qty: 56 Bar Size, # 9 Circular Tie Size, # 4 Concrete Cover = 3 Bolt Material = Other Circle (in.) = 75.87500 y_Bar = 25.020 in d = 67.020 in Assume fs = fy, Cc=Ts 0.85 x f'c x Ac = As x fy As ~ 27.833 Ts = 1,669,953 lb Solve for a: IC=0'85f'c'A~°a~ ...... I C = 1,669,953 lb A-- (s.r)~x(r--a) a: ~6~] in A° = 2ACOS(r~a) y__ 4rS1N~(i*A°) 3(A° - SIN(A~)) Factored Reactions @ Interface Mu =~ 1787.031 E-kips Axial, Pu =[ ~ kips Shear, Vu = ~ kips f'c = 2,500 psi fy = 60;000 psi Check fs = fy: c=a/B1 Similar Trian§les As: 55.7 in~ Ag = 5541.8 in2 Percent Stee) = 1.0045 % OK 106.1 degrees 32.078 in from center of circle v_bar = ~].9Z2053~3.8; in 1,669,952.84 <set cell C$7 = cell B29 by changing ceg B34> 0.000 from top of circle OK 19.709 in Pier Moment Capacity_Rev 0,2 lof2 120ft ARE MP - Bergey 10kW Wind Turbine Pad and Pier Foundation Design--ANSI/TIA-222-G - AC1318-05/08 TEP #: 110005.I8 Es/(d -c): 0.003 / c Es - 0.00720 Ey - 0.00207 Check = OK Compute Mn: Mn =Cxjd =Txjd jd = d-y_Bar = Mn: Q)Mn - 57.098 in 7,946 kip-ft 7,151 kip-ft Pier Moment Capacity_Rev 0,2 2of2 120ft ARE MP - gorgeY 10kW Wind Turbine Ca~-In Place Monopole Anchor Bolts--ACI 318-05/08 Appendix D Calculations By: LSB 8/16/2011 Checked By: REG 8/17/2011 Bolt Data (Cast-in Place) Factored Reactions (1.6W+1,2D) Qty = 44 Mu- 1675:865 ~-kips Appendix D, Percent 47.2% Bolt Diameter = 1.299212598 in.(M33) Axial, Pu - 21.544 <ips Rod Push-through, Percent = 39.3% Bolt MateriAl = F1554~55 Shear, Vu = 24,748 I <ips Seismic Factor = No Strength (Fu) = 75 ksi Yield (Fy) = 55 ksi f'c = 2;500 ssi Circle(in.)= 62;99212598 (1600mm) hef= 3992126 n h_bottom=I 42.51968504 lin I Washer ? Yes (rigid Tfnd. = 54 n Type = template) B (horiz.) = 84 n nef limited by geometry, See D.6.2.9 Equiv, O.D.= 5.905511811 in(150mm) L (vert.) 84 n D.4.4 - Strength Reduction Factors ~ for anchors in concrete - Load Combinations of 9.2: Tension Loads a) DuctiJe Steel 0.75 Condition B 0.70 Anchor governed by strength of a ductile steel element (Fy) No supplemental reinforcement 62,35 in 27.0137 in 14.99 in 10.82 In 8,642.44 in2 7,086.00 in~ 0.82 Horizontal Distance B/'F Tension Bolt Group Vertical Distance B/TTension Bolt Group Vertical Edge Distance from Closest Edge Bolt in Group to edge of Foundation Horizontal Edge Distance from Closest Edge Bolt in Group to edge of Foundation Projected concrete breakout area Projected concrete breakout area 0,922 eccentric tension loading about one axis 0,77 ca,min<l.5hef 1.00 cast in anchors, cracked concrete 1.O0 cast-in anchors Vertical ED = Horizontal ED = ANco = ANc= Ratio = D.8.2- Modification Factors tP eC, N = D.$.8- Modification Factors qJc, P = 1.00 cracking at service load levels Abrg = 26.07 in2 net bearing area of the head of stud, anchor bo~t, headed deformed bar, or washer D,$,1 Steel strength of critical anchor in tension Ncb= 80,629 lb = 80.6 kips (~,ensio.: 0.75 based on AC1318 - Appendix D, D.5.1 ~ x Ncb= 60.5 kips Tu = 28.5 kips Capacity = 47.2% D.5.3 Pullout Stren~h of critical anchor in tension Npn = 521,302 lb = 521.3 kips ~ 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 Development of Pier Reinforcement w/Anchor Bolt Embedment Pier input Anchor Bolt Input Bar Oty = Diameter(in)= 1,299 Bar Size, # Bar Holt Matedal = Bar Size = in Yield (Fy): ksi Circular 'Re Size, # Bar Circle (in.) = Vedical Bar Circle Dia (in) = Design Basis-Pier Reinforcing Check 67.50 in, per AC1318, 12.2.2 Distance = 6.44 in, Horizontal Distance from Anchor Bolt circle to Vert. Pier R/F Circle Check: 0.5 x her gpocing is OK ACi Appendix D - Fi&ute RD.g.g.B Clear Spacing = 5.23 in, Minimum Horizontal Spacing Between gars being Developed Fief Dist. B/L Cone = 4.52 in, Minimum Bolt embedment below cone intercept w/Vent. Pier R/F Check = OK For deformed bars, I ~ shall be as follows: No. 6 and smaBer bars and deformed No. 7 and larger bars Spacing and Cover wires xdh xdb Coefficients: 48.0 60.0 Pier R/F, db = 1.125 in, per ACI 318, 12.2.2 Develop Length-Vertical Pier RF For ACI 318 App D Anchor Bolt Check Rev 0.3 NOTES: 1. THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE ANSi/TIA--222-G STANDARD AND THE 2010 NEW YORK STATE BUILDING CODE (2006 IBC) FOR A 120-MPH 5-SECOND GUST BASIC WIND SPEED WITH NO ICE AND A 50-MPH REDUCED WIND LOADING WITH .3/4" ICE. 2. TO~ER DESIGN INFORMATION FOR THE PROPOSED 120-FT MONOPOLE WITH A TOP MOUNTED BERQEY lOkW WIND TURBINE PROVIDED BY ARE. DRAWING ~ REFERENCE DATED APRIL 15, 2Oll, QUOTATION #: W09026, VERSION: I, DESCRIP~ON: 120' 10KW WIND POLE. 24.7 KIPS 5. TOWER IS DESIGNED TO SUPPORT A BERGEY 10kW WIND TURBINE. TURBINE LOADING SPECIFICATIONS PROVIDED BY ARE. 4. THE FOUNDATION HAS BEEN DESIGNED TO RESIST ~-{E FACTORED LOADS SHOWN ON ~4IS SHEET IN ACCORDANCE WITH THE ANSt/TIA-222-G STANDARD. MAXIMUM FACTORED TOWER REACTIONS PAD/PIER FOUNDATION DETAILS SCALE: ~" = 1'-0" 21.5 KIPS ~* 1675,7 KIP-FT (21) #9 REINFORCING BARS EQUALLY i [' ~.:,' 0" SQUARE PIER, A 7'-0"¢ CIRCULAR PIER MAY BE USED. ANCHOR RODS. T , DATE ¢/~¢~ 6"B'P" =__.~ '7 ~ t / FEE 2S-- NOTIFY BUILDING DEI~ARTMENF AT 765-1802 8 AM TO 4 PM FOR THE SPLICE. ¢~~TE CO~.s~- ~LUMBING, STRAPPING. ELECTRICAL & CAULKING 3. INSU~TION 4. FINAL - CONSTRUCTION & ELECTRICAL MUST ~ C~PLETE F~ 6.O. ~L CON~ 8~LL MEET THE REQUIREMENT8 OF THE CODES OF NEW YORK STATE. ~T RES~NSIBLE FOR DEIGN OR CONS~UCTION ERRORS. ELECTRICAL INSPECTION HI=~u,~,~,, 2 SC~ IN FEET PLANS PREPARED FOR: American Resource PROJECT INFORMATION: 120-FT ARE MONOPOLE WI BERGEY 10kW WIND TURBINE GENERIC FOUNDATION DESIGN (ANSI/TIA-222-G PRESUMPTIVE CLAY SOIL PARAMETERS) PLANS PREPARED BY: 3703 JUNCTION BOULEVARD RALEIGH, NC 27603-5263 OFFICE: (919) 661-6351 ~ugust 18, 2011 ROvE 00-1¢-i I FOUNDATrON DESIGN DATE ISSUED FOR: DRAWN BY: ~B J CHECKED BY: REG SHEET TITLE: PAD/PIER FOUNDATION DETAILS SHEET NUMBER: F-1 FOUNDATION NOTES: 1. THE FOUNDATION HAS BEEN DESIGNED FOR THE REACTIONS SHOWN ON SHEET F-1. THE FOUNDATION DESIGN IS BASED ON ASSUMED PRESUMPTIVE SOIL PARAMETERS PER THE ANSi/TIA-222-G ANNEX F - TABLE F-1. TEP UTILIZED CLAY SOIL WITH AN ULTIMATE BEARING CAPACITY OF B.0OO-PSF AND A UNIT WEIGHT OF 110-PCF FOR THIS FOUNDATION DESIGN. THESE DESIGN PARAMETERS SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER RASED ON SITE SPECIFIC SOIL PROPERTIES. 3. TEP ASSUMED THAT GROUNDWATER IS NOT PRESENT WITHIN THE DEPTH OF THE FOUNDATION. IF GROUNDWATER IS TO BE CONSIDERED, A FOUNDATION RE-DESiGN SHALL BE REQUIRED, 4. THE EXCAVATION SHALL EXTEND THROUGH THE UPPER SOIL LAYERS DOWN TO APPROXIMATELY 6'-0" BELOW GRADE. 5. THE EXCAVATION SHALL BE FLAT AND STABLE PRIOR TO CONCRETE PLACEMENT. 6. THE CONTRACTOR SHALL SECURE ANCHOR BOLTS TO PREVENT SHIFTING DURING CONSTRUCTION. FILL AND COMPACTION NOTES: 1. THE FOUNDATION EXCAVATION SHALL BE FREE OF ALL SURFACE ORGANIC MATERIALS. 2. PROPER FILL PLACEMENT AND PROPER RECOMPACTING OF THE SOILS IS REQUIRED. S. IF THE PROPOSED TOWER LOCATION CONTAINS UNAPPROVED FILL MATERIALS, THE EXCAVATION SHALL EXTEND BEYOND TO THe VIRGIN SOIL LAYER AND BE BACKFILLED WITH APPROVED MATERIAL. 4. AFTER EXCAVATION AND PRIOR TO FILL OR CONCRETE PLACEMENT, THE SURFACE OF THE VIRGIN SOIL LAYER SHOULD BE MECHANICALLY COMPACTED TO DENSlFY THE SURFACE DISTURBED DURING THE EXCAVATION. 5. ALL BACKFILL SHALL BE PLACED IN MAXIMUM LOOSE LIFTS OF B" AND COMPACTED TO A MINIMUM 95~ OF ASTM D-1557 TO ACHIEVE A MINIMUM BACKFILL OENSITY OF 110-PCF. BE RETAINED TO VERIFY AND OBSERVE EXCAVATIONS, DESIGN 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. 120' MONOPOLE AND BASEPLATE BY OTHERS. (44) ANCHOR BOLTS (ASTM F1554 GR. 55 OR EOUIVAI ASTM F456 WASHERS SHALL BE INSTALLED BOTH ABO AND BELOW THE BASEPLATE. HEAVY HEX NUTS SHALL INSTALLED AND SECURED ABOVE AND BELOW THE RINc PLATE TEMPLATE AND BASEPLATE. ANCHOR BOLT GED SHALL BE CONFIRMED PRIOR TO CONSTRUCTION. EXISTING GRADE ~(6) #4 TIES. 6" O.C. TYP. W/ kilN. 24" Il -- #4 CIRCULAR TIES O 3" D.C. (TOP OF EMBEDDED [EMPLATE BY _A .................... ~-. PIEr). SPACE TIES @ 6" D.C. BELOW OTHERS. _d .................... ~_. TOP TIES AS SHOWN. ALL TIES SHALL ~AVE A MINIMUM 24" LAP -- (21) ~9 REINFORCING BARS EQUALLY SPACED E.W. TAB (84 TOTAL) (56) #9 VERTICAL BARS. / / SECTION o = SCALE: ~" = 1'-0" SCALE IN FEET GENERAL NOTES: ALL REFERENCES TO THE OWNER IN THESE DOCUMENTS SHALL BE CONSIDERED AMERICAN RESOURCE & ENERGY OR IT'S DESIGNATED REPRESENTATIVE. 2. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED 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 PERFORMED AND THAT HE IS PROPERLY LICENSED AND PROPERLY REGISTERED TO DO THIS WORK IN THE STATE WHERE THE PROdECT IS LOCATED. 5. WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE, 4. UNLESS SHOWN Or NOTED OTHERWISE ON ~HE CONTRACT DRAWINGS, Or IN THE SPECIFICATIONS, THE FOLLOWING NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN, AND TO THe PROCEDURES TO BE USED ON THIS PROJECT. 5~ ALL HARDWARE ASSEMBLY MANUFACTURER'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. 6. ~t IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE 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 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. ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER AND THE OWNER'S ENGINEER. THE DISCREPANCIES MUST BE RESOLVED BEFORE THe CONTRACTOR IS TO PROCEED WITH THE WORK. THE CONTRACT DOCUMENTS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THe WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS. 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 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, The CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. g. THe CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. THE CONTRACTOR IS RESPONSIBLE FOR INSURING THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS WORK. I0. ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED. THE CONTRACTOR SHALL COORDINATE INTENDED CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIALS ACCESS, WITH THE RESIDENT LEASING AGENT FOR APPROVAL. 11. CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS FOR THIS PROJECT FROM ALL APPLICABLE GOVERNMENTAL AGENCIES, 12. ALL PERMITS THAT MUST BE OBTAINED ARE THE RESPONSIBILITY OF THE CONTRACTOR, THE CONTRACTOR WILL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS, 13. ALL WORK SHALL COMPLY TO LOCAL COOES AND THE ACl 318-05, "BUILDING REQUIREMENTS FOR STRUCTURAL CONCRETE", 14, 24 HOURS PRIOR TO THE BEGINNING OF ANY CONSTRUCTION, THe CONTRACTOR MUST NOTIFY THE APPLICABLE dURISDICTIONAL (STATE, COUNTY OR CITY) ENGINEER, 15, ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR ONE YEAR FROM ACCEPTANCE DATE, 16. ALL TOWER DIMENSIONS SHALL BE VERIFIED WITH THE PLANS (LATEST REVISION) PRIOR TO COMMENCING CONSTRUCTION. NOTIFY THE ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE OISCOVERED. THE OWNER SHALL HAVE A SET OF APPROVED PLANS AVAILABLE AT THE SITE AT ALL TIMES WNILE WORK IS BEING PERFORMED, A DESIGNATED RESPONSIBLE EMPLOYEE SHALL BE AVAILABLE FOR CONTACT BY GOVERNING AGENCY INSPECTORS, PLANS PREPARED FOR: American Resource & Energy Co. PROJECT INFORMATION: 120-FT ARE MONOPOLE W/BERGEY lOkW WIND TURBINE GENERIC FOUNDATION DESIGN (ANSI/TIA-222-G PRESUMPTIVE CLAY SOIL PARAMETERS) PLANS PREPARED BY: 3703 JUNCTION BOULEVARD RALEIGH, NC 27603-5263 OFFICE: (919) 661-6351 FAX: (919) 661-6350 SEAL: ~tu~u~t 18, 2011 II© REV O¢-iB-i i ~OUNDATrON D~SrGN DATE ISSUED FOR: I DRAWN BY: LSB J CHECKED BY: PEG J SHEET TITLE: PROJECT NOTES SHEET NUMBER: N-1 FOUNDATION NOTES: GENERAL NOTES: 1. FOUNDATION INSTALLATION SHALL BE SUPERVISED BY PERSONNEL KNOWLEDGEABLE AND EXPERIENCED WITH THE PROPOSED FOUNDATION TYPE. CONSTRUCTION SHALL BE IN ACCORDANCE With GENERALLY ACCEPTED PRACTICES AND IN A GOOD WORKMANLIKE MANNER. 2. CONTRACTOR SHALL VERIFY DIMENSIONS WITH ORIGINAL DRAWINGS. 5. FOR FOUNDATION AND ANCHOR TOLERANCES, SEE ORIGINAL DRAWINGS. 4. FOUNDATION DESIGN ASSUMES LEVEL GRADE AT THE SITE. 5. THE FOUNDATION DESIGN IS IN ACCORDANCE With GENERALLY ACCEPTED PROFESSIONAL ENGINEERING PRINCIPLES AND PRACTICES WiTHIN THE LIMITS OF THE SUBSURFACE DATA PROVIDED. 6. FOUNDATION DESIGN MODIFICATIONS MAY BE REQUIRED IN THE EVENT THE DESIGN PARAMETERS ARE NOT APPLICABLE FOR THE SUBSURFACE CONDITIONS ENCOUNTERED DURING CONSTRUCTION. 7. THE FOUNDATION DESIGN ASSUMES FIELD INSPECTIONS Will BE PERFORMED TO VERIFY THAT CONSTRUCTION MATERIALS. INSTALLATION METHODS, AND ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON THE CONDITIONS AT THE SITE. 8. IF CONSTRUCTION dOINTS ARE PREFERRED, THE TOP OF THE PAD BENEATH THE PIER SHALL BE ROUGHENED TO A FULL 1/4" AMPLITUDE PRIOR TO CONSTRUCTING THE PIER. EXCAVATION: 1. WORK SHALL BE IN ACCORDANCE With LOCAL CODES AND SAFETY REGULATIONS. PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION, AND UTILITIES SHALL BE ESTABLISHED PRIOR TO BEGINNING WORK, 2. THE SIDES OF THE EXCAVATION SHALL BE ROUGH AND FREE OF LOOSE CUTTINGS. 3. LOOSE MATERIAL TO BE REMOVED FROM THE BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. 4. DRILLING FLUID, IF USED, SHALL BE FULLY DISPLACED BY CONCRETE AND SHALL NOT BE DETRIMENTAL TO THE CONCRETE OR SURROUNDING SOIL. CONTAMINATED CONCRETE SHALL BE REMOVED AND REPLACED WITH FRESH CONCRETE. REINFORCING STEEL: 1. THE REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-615, GRADE 60. lt SHALL BE DEFORMED AND SPLICES SHALL NOT BE ALLOWED UNLESS OTHERWISE NOTED. 2. WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS. 5. REINFORCING CAGES SHALL BE BRACED TO RETAIN PROPER DIMENSIONS DURING HANDLING AND THROUGHOUT PLACEMENT OF CONCRETE. WHEN TEMPORARY CASING iS UTILIZED, BRACING SHALL BE ADEQUATE TO RESIST FORCES OCCURRING FROM FLOWING CONCRETE DURING CASING EXTRACTION. 4. SPACERS SHALL BE ATTACHED INTERMITTENTLY THROUGHOUT THE ENTIRE LENGTH OF TIEBACK REINFORCING TO INSURE CONCENTRIC PLACEMENT OF CAGES IN EXCAVATIONS. S. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE 5" UNLESS OTHERWISE NOTED. APPROVED SPACERS SHALL BE USED TO INSURE A 3" MINIMUM COVER ON REINFORCEMENT. Ill CONCRETE: 1. WORK SHALL BE IN ACCORDANCE WITH THE LATEST RE.SION OF THE ACl-518, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE." THE CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4.000 PSI IN 2B-DAYS. HOWEVER, A MINIMUM COMPRESSIVE STRENGTH OF UP TO 4.500 PSI IN 28-DAYS SHALL BE USED IN LOCATIONS WITH MODERATE TO SEVERE SULFATE EXPOSURE, UNLESS OTHERWISE REQUIRED BY THE LOCAL dURISDICTION. PROPORTIONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR THE INSTALLATION METHOD UTILIZED AND 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 SITE. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OF CONCRETE MATERIALS. INFILTRATION OF WATER OR SOIL. AND OTHER OCCURRENCES THAT MAY DECREASE THE STRENGTH OR DURABILITY OF THE FOUNDATION. FREE FALL CONCRE~ MaY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HITTING THE SIDES OF THE EXCAVATION, FORMWORK, REINFORCING BARS. FORM TIES, CAGE BRACING, Or OTHER OBSTRUCTIONS. UNDER NO CIRCUMSTANCES SHALL CONCRETE FALL THROUGH WATER. THE MAXIMUM SIZE OF The AGGREGATE SHALL NOT EXCEED A SIZE SUITABLE FOR THE INSTALLATION METHOD UTILIZED OR 1/3-CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. THE MAXIMUM SIZE MAY BE INCREASED TO 2/3-CLEAR DISTANCE PROVIDED WORKABILITY AND METHODS OF CONSOLIDATION SUCH AS VIBRATING ~MLL PREVENT HONEYCOMBS AND VOIDS. FINISHING: 1. THE TOP or THE FOUNDATION SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISH. 2. THE EXPOSED EDGES OF THE CONCRETE SHALL BE CHAMFERED ~" x ~*'. BASE INSTALLATION DETAIL: MAX. ANCHOR BOLT: BENDING, STRAIGHTENING, OR REALIGNING OF THE BOLTS BY ANY METHOD IS PROHIBITED APPROVED NUT-LOCKING DEVICE. GALVANIZED HEAVY HEX NUT: ASTM A565/A565M OR APPROVED EQUIVALENT GALVANIZED HARDENED WASHER: ASTM F456/F456M OR APPROVED EQUIVALENT BASE PLATE LEVEL FOUNDATION SURFACE PLANS PREPARED FOR: American Resource & Energy Co. ww~v.arewindtowers.com PROJECT iNFORMATION: 120-FT ARE MONOPOLE W/BERGEY 10kW WIND TURBINE GENERIC FOUNDATION DESIGN (ANSI/TIA-Z22-G PRESUMPTIVE CLAY SOIL PARAMETERS) PLANS PREPARED BY: 3703 JUNCTION BOULEVARD RALEIGH, NC 27603-5263 OFFICE: (919) 661-6351 SEAL: -OUNDATION D~$1GN ISSUED POR: DRAWN BY: ~D J CHECKED BY: SHEET TItle: FOUNDATION NOTES SHEET NUMBER: N-2 JREVISIOn: EXIT / /5© // /' ~TA 1000-35-01-24 825 Route 25 Greenport, NY 11944 Jemco Realty Associates, LLC PO Box 67 Greenport, NY 11944 2,627,975 SQ. FT. = 60.33 AC. 895,158 SF = 20.55 AC NON PLANTED: 1,732,817= 39.78 AC SCTM # PROPERTY: R-80 Zone "X" Peconl¢ Surveyors 1230 Traveler St. Southold, NY 11971 LICENCE NO. 49618 DATED:1993 w/update OCTOBER21, 2009 VINEYARD OWNER: TOTAL SITE AREA: VINEYARD: ZONING: FLOOD: ZONE SURVEYOR: LONG ISLAND ' ' SOUND ~: --: f/~::: ::- :; -- , I N/O/F p~cONIC LANDINO Ar 50uTdOLD INC. ~ / S21 '34'40"E I ~ 982.87' 2~ 30 LOCATION MAP ~,.0,',0"~ .o,~: x ALL EXISTING TREED REMOVED FROM ANY AREA WHERE IMPROVEMENTS ARE PROPOSEDSHALI. BERELOCATED N/O/F PECONIC LANDING AT $OUTHOLD INC. WITHIN THE NATURAL DUFFER AREA OWNER RESERVES THE RIGHT TO LOCATE ~GRICULTURAL FENCING WITHIN THE NATURAL. DUFFER IN THE FdTURE AS REQUIRED) OVERALL SITE PLAN SCALE 1" = 100' NEW DRIVEWAY 8EOTION CONSTRUCTION SET Iii PROJECT NO: 09tl DRAWN BY: NS SCALE: t" = 100'-0" ~HEET TITLE: OVERALL SITE PLAN HEET NO.: NV 90 O0 L t L t/g L/9 - L q 9Vd JOd-A::IAkIFIS N";qd 311S Sd31g L9 - . SURVEY OF PROPERTY FOR ~.M REALTY CO. A T GREENPORT TO'tN OF $OUTHOLD SUFFOLK COUNTY, 1000-35-01-24 SCALE: i~100' APRIL 28, 1994 $86'JJ'r S'E 137.96' CERTIFIED TO: JEM REAL TY CO. AREA-59.3758 ACRES TO TIE LINES Na 49618 ~_ YORS, (631) 765-5020 FAX (63I) 765-1797 P. a BOX 909 123,0 TRAVELER STREET