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0617 BEARSE'S WAY (6)
W f ✓\d j✓ ii._a- c ARCHIVED SPECIFICATIONS .Year : a" Project Name: Project Address: AW �'b ` �,,�- 60�C",— Map & Parcel # ^ D Permit number, if assigned. Permit date: Per Tom Perry, these Specification books must be kept indefinitely. Check with the Commissioner before discarding any of these documents. They can be moved to storage if needed. Archived Specs M PROJECT ' f NAME: ADDRESS: 1-7 PERMIT# O to a l Q. PERMIT DATE: I L I 1 M/P: LARGE ROLLED PLANS ARE IN: BOX r A SLOT 3� Data entered in. MAPS program on: Z BY: N5L o/wnfifes/archive TOWN OF BARNSTABLE BUILDING PE IT APPLICATION Map C31 Parcel 00 Application # Health Division Date Issued Conservation Division ��� Application Fee (/0 seR� Planning Dept. " Permit Fee Date Definitive Plan Approved by Planning Board Historic - OKH _ Preservation/ Hyannis Project Street Address n.re.f L"Lf'q Village Owner if�04 'V Address 2 30 Telephone 6'4�2 a G® Permit Request C o A4 t r w e T- ` -Loc*p /,ee 44... / 0 0 Ae / Square feet: 1 st floor: existing proposed /kt4- 2nd floor: existing proposed & Total new Zo in Dis 'ctFlood n Groundwater Overlay 6 Project Valuation dd,Construct�bnTpe ao Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. 3 Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family (# units) -- Age of Existing Structure /`'p Historic House: ❑Yes ❑ No On Old King's'_"fl ghway: fC Yew❑ No Basement Type: ❑ Full ❑ Crawl ❑Walkout ❑ Other Basement Finished Areas ft. Basement Unfinished Areas ft Number of Baths: Full: existing new Half: existing w new, , Number of Bedrooms: 4 existing —new 61 v Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑ Gas ❑ Oil ❑ Electric ❑ Other Central Air: ❑Yes ❑-No Fireplaces: Existing 0 New Existing wood%coal stove: ❑Yes ❑ No Detached garage: ❑ existing ❑ new size—Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No If yes, site plan review# Current Use T,L& Proposed Use Tk < APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name '� 7- _ n "t-Y Telephone Number 7 Address ,� f � � �� License # 7 g n `'' / G '� /4' Home Improvement Contractor# Worker's Compensation # �Af C D 3" ®81 f0 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO ,T7'04ed'#7d"f /L/tc YC"«q f 7A �14 S 7'G _w 6 14 c, /4^4> / DATE SIGNATURE � �� FOR OFFICIAL USE ONLY 1. APPLICATION# DATE ISSUED MAP/PARCEL NO. ADDRESS t VILLAGE OWNER DATE OF INSPECTION: P , FOUNDATION FRAME INSULATION FIREPLACE . ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO.. I04/28/2010 WED 15: 49 FAX 508 790 1822 Town of Barnstable D. P. W ID002/003 i i 1 04/28/2010 15 :40 TOWN OF BARNSTABLE PG 1 rossb I _ -- --- __._I -entpst REQUISITION -------------------- .20109682-00 FY 2010 BILL TO --------------------------------------- ENGINEERING TOWN. OF BARNSTABLE 230 SOUTH STREET - . 4TH FLOOR HYANNIS MA 02601 VENDOR SHIP TO TOWN OF BARNSTABLE WATER POLLUTION CONTROL BUILDING DIVISION TOWN OF BARNSTABLE 200 MAIN STREET . 617 BEARSE' S WAY HYANNIS, MA HYANNIS, MA 02601 02601 Delivery Reference PROJ MGR DALE SAAD DATE VENDOR DATE FREIGHT ORDERED NUMBER REQUIRED METHOD/TERMS DEPARTMENT/LOCATION -------------------- - ---------- - 04/28/10 004595 PUBLIC WORKS ADMINISTRATION LN DESCRIPTION QTY UOM UNIT PRICE NET PRICE 001 WPC WIND TURBINES - TOB 1 . 0 EA 11825 . 350 11, 825 .35 BUILDING DEPT APPLICATION FEE ($100 . 00) &: PERMIT` FEE ($11, . 725 .35) Ship To WATER POLLUTION CONTROL. TOWN OF -BARNSTABLE 617 BEARSE' S WAY HYANNIS, MA 02601 Delivery .Reference PROJ MGR DALE SAAD REQ TOTAL 11, 825 . 35 ** END OF REPORT - Generated by Ross Bonny ** 04/28/2010 WED 16: 09 FAX 508 790. 1822 Town of Barnstable D. P. W 0002/002 i j 04/28/2010 16 : 05 (TOWN OF BARNSTABLE PG rossb lrqentpsi REQUISITION -------------------- 20109682-00 FY 2010 BILL TO i --------------------------------------- ENGINEERING TOWN OF BARNSTABLE 230 SOUTH STREET - 4TH FLOOR HYANNIS , MA 02601 VENDOR SHIP TO ------------------------ ------------ TOWN OF BARNSTABLE WATER POLLUTION CONTROL I BUILDING DIVISION TOWN OF BARNSTABLE 200 MAIN STREET 617 BEARSE' S WAY HYANNIS, MA HYANNIS, MA 02601 02601 Purchase Order' 20109327 Delivery Reference PROJ MGR DALE SAAD DATE VENDOR DATE FREIGHT ORDERED NUMBER REQUIRED METHOD/TERMS DEPARTMENT/LOCATION ----- -- ------ -------- --------------- ---- --- 04/28/10 004595 PUBLIC WORKS ADMINISTRATION LN DESCRIPTION QTY UOM UNIT PRICE NET PRICE --001 WPC WIND TURBINES - TOB 1 . 0. EA 11825 .350. 11, 825 . 35 BUILDING DEPT - .APPLICATION .FEE . ($100.. 00). & :PERMIT FEE ($11, 725 . 35) Ship To WATER POLLUTION CONTROL TOWN OF BARNSTABLE 617 BEARSE' S WAY HYANNIS, MA 02601 Delivery Reference PROJ MGR DALE SAAD REQ TOTAL 11, 825 . 35 ** END OF REPORT Generated by Ross Bonny ** i I Federal Aviation Administration Aeronautical Study No. Air Traffic Airspace Branch,ASW-520 2009-WTE-7971-OE 2601 Meacham Blvd. i` Fort Worth,TX 76137-0520 Issued Date: 09/21/2009 Dale Saad Town of Barnstable WPCF 230 South Street Hyannis,MA 02601 i ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77,concerning: Structure: Wind Turbine WT-4 Location: Hyannis,MA ! 1 Latitude: 41-39-49.68N NAD 83 i Longitude: 70-18-23.52W 1 Heights: 144 feet above ground level(AGL) 204 feet above mean sea level(AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s),if any,is(are)met: Based on this evaluation,marking and lighting are not necessary for aviation safety. However,if marking and/or lighting are accomplished on a voluntary basis,we recommend it be installed and maintained in accordance with FAA Advisory circular 70/7460-1 K Change 2. i This determination expires on 09/21/2011 unless: (a) extended,revised or terminated by the issuing office. (b) the construction is subject to the licensing authority of the Federal Communications Commission (FCC)and an application for a construction permit has been filed,as required by the FCC,within 6 months of the date of this determination. In such case,the determination expires on the date prescribed by the FCC for completion of construction,or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF'THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. Additional wind turbines or met towers proposed in the future may cause a cumulative effect on the national airspace system.This determination is based,in part,on the foregoing description which includes specific 1 coordinates and heights.Any changes in coordinates will void this determination.Any future construction or �., alteration requires separate notice to the FAA. I Page 1 of 2 This determination does include temporary construction equipment such as cranes,derricks,etc.,which may be i used during actual construction of the structure.However,this equipment shall not exceed the overall heights as indicated above.Equipment which has a height greater than the studied structure requires separate notice to the j FAA. I This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law,ordinance,or regulation of any Federal,State,or local government body. If we can be of further assistance,please contact our office at(404)305-7081.On any future correspondence f concerning this matter,please refer to Aeronautical Study Number 2009-WTE-797 I-OE. Signature Control No: 649472-118784213 (DNE-WT) Michael Blaich Specialist I 1 i i I i C I t Page 2 of 2 Tire Corn rrtonwealtft of Massachusetts Department of Industrial Accidents Office of Investigations' 600 Washington Street Boston, MA 02111 - Y ., ;•'. www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/EIectricians/Plumbers Applicant Informations Please Print Legibly Name (Business/Organization/Individud): L G 0 1w f 7 A a c7l or&•N Address: / LA4 C L t D /t-0 V/Z City/State/Zip: % G j 0 �/ Phone.#: ..� Axe,yyoou an employer? Check the appropriate box: Type of project(required): 1.L� I am a er with y emp to 4• ❑ 1 am a general contractor and I 6. [�w construc• •�� tion employees (full and/or part-.time).* have hired the sub-contractors 2.Q I am a sole proprietor or'partna-' listed on the-attached sheet T. Q Remodeling ship and have no employees These sub-contractors have 8. f] Demolition working for me in any capacity. employees and have workers' 9 Q Building addition [No workers'•comp.•insurance comp. insurance.$ required.] S. Q We are a corporation and its '10.❑Electrical repairs or additions ir 11.❑plumbing repairs or additions 3.❑ I am a homeowner doing all work officers have exercised the myself. [No workers' comp. right of exemption per MGL 12.0 Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' . 13.❑ Other comp.insurance required_] *Any applicant.that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContmctors that check this box must attached an additional sheet showing the'name of the sub-contractors and state whether or not those entities have employees. Cf the sub-contractors have cmpIoyccs,they must provide their workers'comp.policy number. lam an employer that is providing workers'compensation insurance far my employees. Below is the policy and job site information. Insurance Company Name: Policy#or Self-ins. Lic. M VA4 C 0 j 3—F5 2—© Z 0 F--1 d Expiration Date: �' / `/ f/ ®-2 Job Site Address: 7 /6�CIO"/,•.frz Yyi City/State/Zip: Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of crimiii4l penalties of a fine up to V,S00.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine. of up to 3250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the'Office of Investigations of the DIA for insurance coverage verification I do hereby certify andeerrr the pains and penalties ofperjury that tice information provide�dd above is true and correct. Signature Date Phone#: 7 �� $ 9` yli 7 '7 Official use.only. Do not write in this area, to be completed by city or town official .-City or Town: Permit/License # Issuing Authority(circle one): 1. Board of Health '2.Building Department 3: City/Town Clerk 4,Electrical Inspector 5.Plumb71ngpecIffor 6. Other Information and instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their.employees. Pursuant to this statute, an employee is defined as "...every person in•the,service of another under any contract of lure, express•or implied; oral or written." An employer is defined as "an individual, partnership,association, corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual,partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152,.§25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to constragt buildings in the commonwealth for any applicant who has not produced-acceptable.evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152, §25C(7) states"Neither the commonwealth nor any of its political subdivisions shall . enter into any contract for.the performance of public work until acceptable evidence of compliance RZth the insurance apter have been presented to the contracting authority." requirements of this ch Applicants Please fill out the workers'.compensation affidavit completely, by checking the boxes that apply to your situation and, if necessary, supply sub-contcactor(s)name(s), address(es) md.phone number(s) along with their certificates) of insurance. Limited Liability Companies(LLC) or Limited Liability Partnerships(LLP)with no employees other than the members or partners, are not required to carry workers'compensation insurance. If an LLC or LLP does have employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage, Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy, please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete'and printed legibly. The Department has provided a space at the bottom of the a Sur. t for you to fill out in the event the Office of Investigations has to contact you regarding the applicant Please be sure to fill in the permit/license number which gill be used as a reference number. In addition, an applicant that must submit multiple permit/liceuse applications in any given year,need only submit one affidavit indicating current policy information(if necessary) and under"Job Sile Address" the applicant should write"all locations La (city or town); P ".A copy of the affidavit that has been officially'stamped or marked by the city or town may be provided to the PP a lic ant as roof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year. Where a home owner or citizen is obtaining a license or permit not related fo any business or commercial venture (i.e. a dog license or permit to burn leaves etc.)said person is NOT required to complete this affidavit The Office of Investigations would like to.thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address, telephone•and_fax number: Thr; eornmoriwealth of Massachusetts Department of Iadustri,al Accidents Office of rtt �stigaf�.ens 600 Washington Street Boston, MA 02111 Tcl. # 617-727-4900 ext 406 or 1-877-MASSAFE Fax# 61.7-72TJ749 Revised 11-22-06 www.mass.gov/di n DATE( A-- C CERTIF ICATE OF LIABILITY INSURANCE 0+0 PIMICER Pla (M)r2S.10e0 Fa[(M)720 Meo THIS CER7iICATE N ISSUE AS A MATrIEt OF B�ORMATION 8HELDS a ASSOCIATES I nUPANCE AGENCY INC. ONLY AND CONFERS NO IMIU s UPON THE CERTW'ICATE 175 WASH RMOIN STREET SURE B21 HOLDER TM CERTIFICATE DOES NOT AMEND, EXTEND OR WINCHESM MA 01890 ALTER THE CWMAGE MMOM BY WE POLrAM- WIC AFFORDING COVERAGE NAIL If ORRMED urAmm A LANDMARK AMERICAN INS.CO- 331U L UMUS CONSTRUCTION,INC. INsmER Et TRAVELERS PROPERTY&CAS.CO. 2W4 56 CUUMIM PARK INSURER Q ROMANCE COMP OF PENN 18428 WOBURN MA 01801 INsuRER D: INSURER E TRAVELERS NDEiiMfY CO. 25M COVERAGES THE POLICES OF MNIANCE LISTED BELON HAVE BEER ISSUED TO THE INSURED NAAED ABOUHE FOR THE PdJCYPER100 NTIICATEDQ NDIUABTIWANDNG ANY REOUMRE Wff.TERM OR CONDITION OF ANY CONTRACT OR OTNER DOCUMENT WITH RESPECT 70VAHdA TMB CERIiHICATE MAY BE ISSUED OR MAY PERTAH,THE N ANV14CE AFFORDED BY THM POLICES OESCRI II D HERSH N SUBJECT TO ALLTH E TERMS. AND CONDITIONS OF SUCH POLICES.AGGREGATELMRTS SHOIWN MAY HAVE BEEN REDUCED BY PAID CLAN& NW ACM L1a TYPEOPNSU � RANTE POLICY POLWYEFMIN WY0�Ti0M WITS fHENE3tALLIABLITY LHAOM47 1V mil litISMO EACH i 1 X CommERCMGENERALLIAIKITY r� $ 10,000 CLAM MIIOE FX-I OCCUR MED.ETE f/ Vom;umn) s 1OAOO A X cwsenw PERBONAL&ADVftXAY S 1�00,000 GENERALAGGREGM s 2,D00,000 GENL AGGREGATE LIMIT APPLIES PER: MG. i Zwo.000 mm X PRo I Loc AUTONOBILELlA ILITY BA1339L106 04mm 01MMO COMONEDSrNGIELIMIF s 1A00,000 ANYAUTO ALLOWDEDAUTOS BOOLYNAIRY X SCHEOULEDAUTOS lPspepola i B X FAgZfiDALITOS eaDILYBwRY s X NONOWNEDAuras (Pleraodden0 PROPEiTTYDRMAM i •ARAaE LWJM MTV AUTOONLY-EAAGCCE NT AWAUTO OINERTWW EAACC i E>ICESSHUMM"LMBBJTY LHA 10li832 11/1m 11N6110 EACHHOCCURRENCE s t0�000,000 X OCCIJFR FICUANSAWOE ABATE i 10�OODA00 A i DEDUCTBE i X RETENTION i 10,000 i WIM3424OW18 02MMM 02A/N1 X r�oxYu sI ion*ft EMPLOVE 'LYIB4tIY E.LEACHACCOENTT C +� ILDISEASE-EAET11PLONFE s 1�00A00 `apecftplp�y.�jp� b d. EJ..DISJ1SE44OLICYLBHTT i 1,000�000 OTHIM INLAND MARINE OT i6"14 081W109 0l10iH0 AN Rbk E =TALLATiON FLOATER l lerded;$250i= DFSCRI"M OF 0i s ADDED BY SPECIAL PROVISION Faknoulb Wid Twbkm L Cede hoiden Hied Waslox Sampson Engkows,ba-me addi6olAet Nns and per onbr of w0m oontrset WHIN the GL and UNNN L OL,WC Attic ald Uadwesa hate wakens b bm of Dude holder aed WessaA Sampson 6Ngiee i bc. CERTIACATE HOLDER CANCELLATION Taws of FHihTAoulh SHOULD ANY OF THE AWW DEIaCRNED POLICES BE CANCELLED BEFORE THE EIErRJUT10N DATE THHBREOF.THE 16SUA G MOM VOL IIAL 30 DAYS WRITTEN NM Table Hea S*M" NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT. - FaheoutlH,MA 02M ALITHOFtIZEDREPRESENTATIVE v AMBetlolK ACOM 25 POD XM CCA fical:I 5027 ®ACM CORPORATION"M 04/28/2010 WED 15: 49 FAX 5.08 790 1822 Town of Barnstable D. P. W 0003/003 AP r. 28. 2010. 3:21 PM No, 9021 P. 2 I I_ TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION O ltc«Za { Map 0� Parral Application# '. Health Divlslon Date Issued CA I Conservation Division Sep �24.1V Application Fes ��' r� Planning Dept. Permit Fse Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address Village Owner TV 1'" offle J%Oa-1/zvTA*r!1- Address 2 ?a to N?/4, _r w.¢ e,- Telephone Permit Request L O m 1 T K c T- T`+k0 /Y.0 Goo /O O lR! L-r/MO / i_ Square feet:1st floor,existing&'A• proposed /� 2nd floor.mdsting M,4 proposed LW 9' 'natal new lye Zoning District Flood Plain Groundwater Overlay Project valuation Bo Construction Type 4 w Lot S-rze Grandfathered: ❑Yes Q No if yes,attach supporting documentation. DwelMg Type:Single Family O Two Family ❑ Multi-Family(#units) Age of Existing Structure J4 A3 Historic House: ❑Yes ❑No On Old bng`ikahway:--A Ye_�P❑No Basement Type; ❑Fuli. ❑Crawl ❑Walkout O Other Basement Finished Area(scift) M� Basement Unfinished Area(sq.ft) o c' Number of Baths: Full:existing Ma new Half:wdsting A nevi" 1 Number of Bedrooms: I� V existing_new Total Room Count(not Including baths):.existing new First Floor Room Count Heat Type and Fuel: ❑Gas 0 OII ❑Electric ❑Other hw.tie Central Air. ❑Yes EZNNo Rreplaoes;Existing �C New Existing wood/coal stove. ❑Yes ❑No Detached garage:❑existing O new slze_Pool:O adsting O new size —Earn:❑existing ❑new size_ Attached garage;.❑eAsting, ❑new sae_Shad:0 mds6ng D now size—Other, Zoning Board of Appeals Authorisation ❑ Appeal# Recorded❑ Commercial 0 Yes. 0 No ff yes,sate plan review# Current Use7�I2�er kT QL,��-T Proposed Use / AV•O 7-k/C ,LP' APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name ."E /A �.t T T- !2 14''s' Telephone Number ?��- 7 /G?� Add ucene# 7 g 6� J ��►�..j c .� I't D Z G L/�f_ Home Improvement Contractor# Worker's Compensation# CN C o/3- ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TOE k 61."70� Ric Yc:M6 /D P �i�►J� �Ir�r��;- s7`o� 6n+Ta•, /r-A_ 0Zp7Z SIGNATURE DATE El 04/28/2010 WED 15: 49 FAX 508 790 1822 Town of Barnstable D. P. W 0001/003 BAL"RNSUt Town of Barnstable Department of Public Works �Al i639-A�0 230 South Street,Hyannis MA 02601 Office: 508-862-4090_ Mark S.Ells,Director 1 Fax: 508-862-4711 Roland(Bud)Breault,Asst Director i Fax Cover Sheet 1 DATE: 2 g G r TO: �e bt �0L V IrowS i - 3 RECEIVER'S FAX NUMBER: FROM: 0- CL C FAX: (508) 862-4711 Number of pages including cover sheet: TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION O �� Map Parcel 00 Application# Health Division Date Issued Conservation Division 2�� Application Fee V 0 Planning Dept. 5e Permit Fee o?S Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address /2-cc r �4 V Village Owner 7-0 "1 Address 2 3o SoN7 1 f7-h 2,e; Telephone s l- 2 y0 y J ^- . d a Gd Permit Request 60 `4 f 7 w c T N /1 tLMy 1 O M ,?d /'�27-C-1 TO Square feet: 1st floor:existingM proposed 2nd floor:existing proposed��!} Total new l�n Zoning District Flood Plain Groundwater Overlay Project Valuation Z� Od,Construction Type NC--4 00 Lot Size Grandfathered: ❑Yes ❑No o If yes,attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(#units) 'a _ 2 Age of Existing Structure �'� Historic House: ❑Yes ❑No On Old Kin s H hwa :�O Yesz❑No 9' r ,9 Y -, Basement Type: ❑Full ❑Crawl ❑Walkout ❑Other ��/�• v �' rW Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:existing /U/1 new Half:existing E new' .vT—r=n Number of Bedrooms: existing_new Total Room Count(not including baths):existing 1\4 19" new First Floor Room Count Heat Type and Fuel: ❑Gas ❑Oil ❑Electric ❑Other /eve Central Air: ❑Yes IB-No Fireplaces:Existing M New Existing wood/coal,stove: ❑Yes ❑No Detached garage:❑existing ❑new size—Pool:❑existing ❑new size Barn:❑existing ❑new size—, Attached garage:❑existing ❑new size_Shed:❑existing ❑new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes. ❑No If yes,site plan review# Current Use T"&,r^ r-?, P[ *-T Proposed Use i•1N/ /J 'e. APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name )ff "` r T 'rZ Telephone Number Address Z T� 1 � ��� License# 7 1 g G f�' •n a. j e i Pt U Z / C-/ Home Improvement Contractor# Worker's Compensation# VY C o/ -7-�2--0 2 v 8-/p ALL CONSTRUCTION DEBRIS.RESULTING FROM THIS PROJECT WILL BE TAKEN TO flU 4'dP7o^r SIGNATURE � DATE r I' Federal Aviation Administration Aeronautical Study No. Air Traffic Airspace Branch,ASW-520 2009-WTE-7970-OE 2601 Meacham Blvd. Fort Worth,TX 76137-0520 i Issued Date:09/21/2009 i Dale Saad Town of Barnstable WPCF 230 South Street Hyannis,MA 02601 **DETERMINATION OF NO HAZARD TO AIR NAVIGATION * The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations,part 77,concerning: Structure: Wind Turbine WT-3 Location: Hyannis,MA Latitude: 41-39-51.42N NAD 83 Longitude: 70-18-16.68W Heights: 128 feet above ground level(AGL) 188 feet above mean sea level(AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s),if any,is(are)met: Based on this evaluation,marking and lighting are not necessary for aviation safety.However,if marking and/or lighting are accomplished on a voluntary basis,we recommend it be installed and maintained in accordance with FAA Advisory circular 70/7460-1 K Change 2. This determination expires on 09/21/2011 unless: i (a) extended,revised or terminated by the issuing office. (b) the construction is subject to the licensing authority of the Federal Communications Commission (FCC)and an application for a construction permit has been filed,as required by the FCC,within 6 months of the date of this determination.In such case,the determination expires on the date prescribed by the FCC for completion of construction,or the date the FCC denies the application. NOTE:REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE POSTMARKED OR DELIVERED'TO THIS OFFICE AT LEAST 15 DAYS PRIOR TO THE I EXPIRATION DATE. Additional wind turbines or met towers proposed in the future may cause a cumulative effect on the national airspace system.This determination is based,in part,on the foregoing description which includes specific . coordinates and heights .Any changes in coordinates will void this determination.Any future construction or alteration requires separate notice to the FAA. I-. Page 1 of 2 i i ! This determination does include temporary construction equipment such as cranes,derricks,etc.,which may be used during actual construction of the structure. However,this equipment shall not exceed the overall heights as indicated above.Equipment which has a height greater than the studied structure requires separate notice to the FAA. i. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law,ordinance,or regulation of any Federal,State,or local government body. i ! If we can be of further assistance,please contact our office at(404)305-7081.On any future correspondence concerning this matter,please refer to Aeronautical Study Number 2009-WTE-7970-OE. i i Signature Control No: 649471-118784065 (DNE-WT) Michael Blaich Specialist i ! I i i I i i i i i I i I I i. i i i Page 2 of 2 ! i i ! 04/28/2010 WED 16: 09 FAX 508 790 1822 Town of Barnstable D. P. W 0002/002 04/28/2010 16 : 05TOWN OF BARNSTABLE lrqentpst PG 1 rossb REQUISITION -------------------- 20109682-00 FY 2010 BILL TO --------------------------------------- ENGINEERING TOWN OF BARNSTABLE 230 SOUTH STREET - 4TH FLOOR HYANNIS ," MA 02601 VENDOR SHIP TO TOWN OF BARNSTABLE WATER POLLUTION CONTROL BUILDING DIVISION TOWN OF BARNSTABLE 200 MAIN STREET 617 BEARSE' S' WAY HYANNIS, MA HYANNIS, MA 02601 02601 Purchase Order 20109327 Delivery Reference PROJ MGR DALE SAAD DATE VENDOR DATE FREIGHT ORDERED NUMBER REQUIRED METHOD/TERMS DEPARTMENT/LOCATION 04/28/10 004595 PUBLIC WORKS ADMINISTRATION ! LN DESCRIPTION QTY UOM UNIT PRICE NET PRICE 001 WPC WIND TURBINES- TOB 1 . 0 EA 11825 . 350 11, 825 .35 BUILDING DEPT APPLICATION FEE ($100 . 00) & PERMIT FEE ($11, 725 . 35) Ship To WATER POLLUTION CONTROL TOWN OF BARNSTABLE 617 BEARSE' S WAY HYANNIS, MA 02601 Delivery Reference PROJ MGR DALE SAAD REQ TOTAL 11, 825 .35 ** END OF REPORT - Generated by Ross Bonny ** Town of Barnstable °FT"E rOti,�, 200 Main Street,Hyannis,Massachusetts 02601 9BA MSrABLE, Growth Management Department JoAnne Buntich,Interim Director q,A 1639• 367 Main Street,Hyannis, Massachusetts 02601 rFD MA'S A Phone(508)862-4785 Fax(508)862-4725 www.town..barnstable.maxs September 14, 2009 Town of Barnstable Department of Public Works Water Pollution Control Division c/o Richard Elrick, Energy Coordinator 367 Main Street Hyannis, MA 02601 Reference: Site Plan Review #025-09 Town of Barnstable DPW Water Pollution Control Division, 617 Bearse's Way,Hyannis,MA Map 293,Parcel 001 Proposal: Installation of a grant-funded, grid connected renewable energy project consisting of two (2)monopoles with 100 kW Northwind turbines totalling 131 ft and 128 ft in height from ground to the tip of blades. A photovoltaic(PV) component consisting of up to a 790 kW ground-mounded" PV solar system is also proposed on site. Dear Mr. Elrick: Please be advised that subsequent to the formal site plan review meeting of August 27, 2009, the above-referenced project has received administrative approval subject to the following: • Approval is based upon site plan review submission package dated August 19, 2009, entitled"Hyannis Water Pollution Control Facility-Renewable Energy Project"with Viewpoint Locations, Sound Level Impact Modeling;and Flicker and Shadowing Study provided by Stearns& Wheler,Hyannis, MA. Locus of two proposed turbines are depicted as WT-4 and WT-3 on plan entitled"Town of Barnstable, Department of Public Works, Renewable Energy Project'prepared.by Stearns& Wheler, Hyannis, Scale 1"=1000 ft„ and dated August,2009. • Additionally, approval is based upon a study dated September 8, 2009 by Epsilon Associates which measured ambient noise levels at this locus to be in the same range as another wind turbine study that was performed for Hyannis Country Garden. In that study for the Hyannis Country Garden, a Northwind 100 kW wind turbine, which is the same as what is proposed,was similar in height, kilowattage and was situated much closer.to neighboring residences (approx 100 ft). In the Hyannis Country Garden study, the ambient L90 sound level was increased only 5 to 7 dBA,far below the Massachusetts DEP Noise Policy of a limit of 10 dBA increase above ambient. This proposal is f' situated three times the distance away from neighboring properties (370 ft.). Based upon the above rationale,this project should not exceed the Massachusetts DEP noise policy j pn} limits. • Emergency health and safety plan for use during monopole set up and emergency evacuation plan for monopole interior must be submitted to the Hyannis Fire Department prior to permitting. ' All other licenses, permits and approvals must be obtained. • Upon completion of all work, a registered engineer or land surveyor shall submit a letter r of certification,made upon knowledge and belief in accordance with professional standards that all work has been done in substantial compliance with the approved site plan.(Zoning Section 240-104 (G). This document shall be submitted prior to the issuance of the final certificate of occupancy. Sincerely, j Ellen M. Swiniarski, SPR Coordinator CC: Tom Perry,Building Commissioner SPR File K; { 4` Massachusetts- Department of Public Safety Board of Build nit Regrrulations and Stand.trds Construction Supervisor License License: CS 79868 Restricted to: 00 ERNEST J RAY a..v 2 JANS PATH HARWICH, MA 02645 Expiration: 2/61201.1 (`ernHniccionet Tr#: 11450 i I L� Earth Systems d Global, Inc. 79811C Country Club Drive Bermuda Dunes,CA 92203 (760)345-1588 (800)924-7015 Fax(760)345-7315 ENGINEERING DESIGN AND ANALYSIS OF THE P&H TENSIONLESS PIER FOUNDATION WPCF Two Wind Turbine Project Northwind 100 kW Hyannis,Barnstable,Massachusetts April 19,2010 ©2010 Earth Systems Global Inc. Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Global,Inc. ESGI Job No: 30018-06 C� Earth Systems o. Global, Inc. 79811C Country Club Drive Bermuda Dunes,CA 92203 (760)345-1588 (800)924-7015 Fax(760)345-7315 TABLE OF CONTENTS Page Description..............................................................:............................................................:.......................l Design Criteria and Assumptions................................................................................................................1 Referenced Code, Standards, and Industry Recommended Practices.................................................... 1 DesignCriteria.........................................................:..............................................................................2 GeotechnicalParameters..............................................................................................................................3 DesignMethodology....................................................................................................................................3 FoundationComponents..............................................................................................................................5 DESIGNMETHODS...................................................................................................................................6 Part A - Geotechnical Design and Analysis (external force analysis).........................................................6 Ultimate Limit State(ULS) Analysis...................... ...... 7 ..................................................................:....... Modified Broms Method for Frictional Materials(drained effective stress analysis......................... 1 ReeseMethod for Sand....................................................................................................................... 7 Effect of Concrete Collar around Pier ................................................................................................ 8 FoundationStiffness Analysis.......................................................................:........................................ 8 Dynamic Soil or Rock Properties ....................................................................................................... 8 Elastic Half Space (EHS)Method LPILE (Beam on Elastic Foundation)Method................................................................................... 9 Calculating the Stiffness of the Foundation........................................................................................ 9 Part B - Structural Design and Analysis (internal force analysis).............................................................10 DesignMethods.................................................................................................................................... 10 Reinforced Concrete Design and Analysis........................................................................................... 10 CONCLUSIONS........................................................................................................................................13 References..................................................................................................................................................14 APPENDIX A Geotechnical Analysis Calculations APPENDIX B Structural Analysis Calculations ©2009 EARTH SYSTEMS GLOBAL,INC. April 19,2010 -1- Engineering Design and Analysis of the P&H Tensionless Pier Foundation ENGINEERING DESIGN AND ANALYSIS OF THE P&H TENSIONLESS PIER FOUNDATION WPCF Two Wind Turbine Project Northwind 100 kW Hyannis,Barnstable,Massachusetts The Patrick and Henderson Tensionless Pier (P&H pier) is a patented, proprietary foundation to support wind_turbines on monopole towers. The foundation consists of a large diameter, cast-in-place annular pier (8-feet in diameter and 15-feet deep below grade. The calculations demonstrate that the proposed P&H foundation have adequate stability against extreme load (factor of safety 2 or greater). This document is for limited distribution as it contains confidential and proprietary information subject to confidentiality restrictions. This document and all related calculations and correspondence are the intellectual property of Earth Systems Global Inc. and is copyrighted with all rights reserved. Part A of this narrative presents the analyses of the external stability and forces acting on the pier (soil- structure interaction). Part A of this narrative presents the analyses of the internal structural analysis of the pier. The calculations of each part follows in Appendix A and B,respectively. Description The P&H pier foundation is 8 feet in diameter. Corrugated metal pipes (CMP) provide a stay in place form for the concrete pier. The embedded depth of the P&H pier varies depending on WTG size and applied loading and subsurface conditions at the site. Foundation depth for this site is 15 feet below grade. The anchor bolts of the wind turbine tower are post-tensioned to ensure that the concrete that comprises the pier remains in compression, even when subjected to foundation loads based on extreme wind loading. The P&H pier differs from a conventional spread footing or mat foundation often used for support of wind turbines in the way the foundation loads are transferred to and resisted by the supporting soil materials. In a conventional spread footing or mat foundation, the vertical loads and overturning moments applied at the top of the foundation are resisted by the weight of the spread footing and bearing on the base of the foundation, and the horizontal loads are resisted by friction at the base of the spread footing. However, the P&H pier resists the applied horizontal loads and overturning moment mainly by horizontal resistance of the soil that surrounds the pier and to a much lesser extent by bearing on the base of the pier. Construction of the pier begins by digging a hole with an excavator. Cranes set corrugated-metal casing (CMP)within the hole. Lean Concrete is placed in the space between the casing and the excavation sides (unless verified, compacted backfill extends around the foundation). Threaded steel rods (encased in PVC sleeves) are arranged with a template that matches the base flange of.the tower. These rods are set vertically. Concrete is then placed in the casing. The tower is bolted to the threaded rods above the concrete. Afterwards,the rods are post-tensioned to keep the concrete in compression(hence tensionless) during loading Design Criteria and Assumptions Referenced Code,Standards, and Industry Recommended Practices The design of P&H pier foundations uses a combination of national and international codes and standards. In general, the design of wind turbines foundations should be in accordance with the referenced national standards,codes of practice, legislation, licenses and consents applicable to the design and construction of the wind turbine foundation at each particular wind turbine location. In addition, the EARTH SYSTEMS GLOBAL,INC. February 9,2010 -2- Engineering Design and Analysis of the P&H Tensionless Pier Foundation design of the wind turbine foundations should also be in accordance with the requirements of the International Electrotechnical Committee (IEC). The structural design loads and factors within the national codes of the United States (e.g. the International Building Code, the Uniform Building Code and ASCE-7, Minimum Design Loads for Buildings & Structures) were developed specifically for building structures. These codes consider wind turbines as non-building structures. The IEC developed the IEC 61400-1 standard specifically for wind turbines through extensive research.� The governing code for the project is the 2006 International Building Code (IBC). Structural loads and factors for the foundation are derived in combination with the IEC 61400-1, "Wind Turbine Generator Systems, Part 1: Safety Requirements"and from Chapter 16 of the IBC that has its basis from the ASCE 7 standard. Chapter 18 of the IBC addresses foundation design in a general manner,but without definitive design equations applicable for the geotechnical design of the P&H pier foundation. The structural design is in accordance with Chapter 19 of the IBC that has its basis on the requirements of the American Concrete Institute's "Building Code Requirements for Structural Concrete" (ACI 318). We provide further commentary below on the applicability of ACI 318 with respect to design of the P&H pier foundation. The P&H Pier derives its stability from the principles of engineering statics, limit equilibrium at the fully plastic state, and principles of soil and rock mechanics. Therefore, the geotechnical analysis has its basis from principals of engineering practice found within the references included in the Appendix. Design manuals from the US Departments of Defense and Transportation and supplemented by peer reviewed technical journal articles from the American Society of Civil Engineers (ASCE) provide design guidance for the analyses as cited in the references. The "Guidelines for Design of Wind Turbines" published by DNV and Risk National Laboratory in Denmark provides general design guidance. In addition to the codes and geotechnical references noted above, the design of wind turbine foundations for a particular site should also be in accordance with a site-specific geotechnical report. The wind loads applied to each particular wind turbine foundation should be in accordance with the site-specific wind load data provided by the wind turbine manufacturer. Design Criteria The P&H pier foundation is designed for use with a Northwind 100 kW wind turbine generator (WTG) with a 37-m hub height. Northwind has designed this WTG in accordance with the International Electrotechnical Commission (IEC) requirements for the IEC Class IIA wind load regime indicated in Table 1. Based upon these parameters, Distributed Energy Systems provided the wind loads in a foundation load document entitled"37M Tower Foundation Load Specification". This document provides unfactored,characteristic loads for the extreme wind for different cases,as shown in Table 2. Table 1 IEC IIA Wind Load Parameters Annual Average Wind Speed(m/s) 8.5 Annual Average Air Density(kg/m3) 1.225 Extreme Gust(3 sec,m/s) 59.5 Average Turbulence Intensity(115) 0.16 Design Loads: The most relevant unfactored (characteristic) design loads provided in the load document for the project are summarized in the table below. EARTH SYSTEMS GLOBAL,INC. r February 9,2010 -3- Engineering Design and Analysis of the P&H Tensionless Pier Foundation Table 2 Northwind 100 kW on 37-m HH tower,Characteristic Foundation Loads Loads - Symbol Extreme unit %of Extreme 100 Horizontal Fx kN 114.8 Vertical Fz kN -195 Overturning M kN-m 3,196 * Exclusive of partial load factors Geotechnical Parameters The geotechnical engineering report by UTS of Stoneham,Massachusetts is the basis for the geotechnical properties of the soil selected for the analyses. A soil boring was made at each of the two wind turbine locations, WT-3 and WT-4. Generally, the soil profile consists of an upper layer of sandy fill to depth of about 5 feet at WT-4 and 12 - 14 feet at WT-3, underlain by stratified sands, except an very soft organic layer lies below the fill to about 15 to 17 foot depth at WT-3. We adopted the soil profile values given in a table of the UTS report. Groundwater was encountered at about 19 to 20 feet depth during geotechnical exploration. The underlying organic layer at WT-3 is unsuitable for bearing and will require over- excavation and replacement with structural fill to a depth of about 15 to 17 feet deep with sloped excavation sides. We understand that the P&H tensionless pier may be constructed at WT-3 and the ESGI spread foundation at WT4. Design Methodology Serviceability limit state(SLS)design is based on normal and fatigue wind loading events. Ultimate limit state(ULS)design is based on extreme wind loading events. Load Cases Based upon the information in ACI 318 and IEC 61400-1,the following load cases are considered in the design of the P&H Pier foundation: Case 1 -Foundation Stability Overturning and bearing strength for the foundation under unfactored Extreme wind loads Case 2 -Foundation Strength Strength of the foundation under factored Extreme wind loads Case 3 - Subgrade Strength Overturning and bearing strength for the foundation under unfactored normal operating wind loads. Partial Load Factors The design of the foundation should consider the applicable partial load factors for ultimate limit state and serviceability design. For ultimate limit state design using Extreme and Abnormal conditions, the partial load factors in Table 3 are used. For the serviceability limit state design, the partial load factors in Table 4 are used. EARTH SYSTEMS GLOBAL,INC. February 9,2010 -4- Engineering Design and Analysis of the P&H Tensionless Pier Foundation Table 3 Load Factors for Ultimate Limit State Design Extreme Wind Loading-DLC 6.1/1.5 - Parameter Case 1 Case 2 Stabi!ily Strength Wind Turbine Load(') 1.0 1.35 Dead Load(unfavorable) 1.0 1.2 Dead Load(favorable) 0.9 0.9 Minimum Permissible Factor of Safety 2.0 n/a (1) For seismic loading, the "wind turbine load" consists of the required seismic load applied to the wind turbine structure combined with the Normal Operating load condition. Both sets of loads are factored by the same partial load factor shown in the tables. Table 4 Load Factors for Serviceability and Fatigue Limit State Design Normal Operating Loads-DLC 1.1 Parameter Serviceability Case 1 Checks Stabilily Annual Turbine Load 1.0 1.0 Dead Load(unfavorable) 1.0 1.0 Dead Load(favorable) 0.9 0.9 Limiting Design Value Per Table 3.0 Serviceability Criteria The design of foundations considers the action of the foundation under the applicable serviceability loads and estimated foundation movements and settlements. Additionally, the structural calculations demonstrate that the foundation will remain serviceable after the application of the Extreme and Abnormal loadings. Allowable movements and settlements under serviceability loadings are indicated below. Table 5 Serviceability Criteria Average Lateral Deflection Recovery of Settlement max mm Lateral max mm (and Rotation) Displacement (max radians) min 25 4 (0.001) Operational load 50% 10 (0.002)E-stop load 25 (0.004)Extreme load EARTH SYSTEMS GLOBAL,INC. February 9,2010 -5- Engineering Design and Analysis of the P&H Tensionless Pier Foundation Foundation Components The details and materials of construction for the P&H Tensionless Foundation are specified within the set of drawings. Table.6 summarizes that key design parameters and provides a summary of the data shown on the drawings and the calculations. Table 6 Summary of Specifications Parameter Specification Concrete Strength 5000 psi Tower Anchor Bolt Strength Grade 75 (fy=80 ksi) Tower Anchor Bolt Prestress 30 kips Anchor Bolt Size No. 7(7/8-inch) No of Anchor Bolts 100 Grout Strength 8,000 psi CMP Material fy=33 ksi CMP Material Thickness 12 gauge Outer CMP Diameter 8 feet EARTH SYSTEMS GLOBAL,INC. February 9,2010 -6- Engineering Design and Analysis of the P&H Tensionless Pier Foundation DESIGN METHODS Part A- Geotechnical Design and Analysis (external force analysis) Unless otherwise noted, the geotechnical design follows the recommendations of the site-specific geotechnical report. Unless otherwise noted, bearing capacity and lateral resistance calculations are in accordance with the parameters given with the recommendations of the site-specific geotechnical report. Moment Capacity: The lateral load and moment capacity of the P&H Pier foundation is evaluated as a rigid pier that is free to rotate in the soil or rock subgrade. Calculations of stability and moment capacity for the foundation is based on a combination of passive soil resistance (above and below the assumed point of rotation), vertical side shear along the length of the foundation, shear resistance at the base and axial resistance at the base. The axial capacity of the foundation is based upon a combination of skin friction acting along the sides of the pier and end bearing at the base. Dynamic Stiffness: Dynamic analyses of the foundation are conducted to verify that the stiffness of the combined foundation-soil system is such that resonance and excessive vibrations (that potentially could lead to premature fatigue of the tower) are minimized. The stiffness of the foundation must avoid the critical first and third vibrational mode frequencies to limit dynamic amplification or resonance. Rotational stiffness plays an important role in the foundation performance. Rotational stiffness typically expressed in units of GN-m/radian is defined as Moment(M)divided by rotation(0)expressed in radians. To verify that the foundation-soil system remains outside of the critical frequency range, the rotational stiffness is evaluated and checked to whether that it meets the rotational stiffness requirements of the turbine manufacturer. It must be sufficiently large so as not to significantly alter the total system frequency of tower/nacelle/foundation to change the turbine and tower manufacturers fatigue load assumptions. Evaluation of the stiffness of the P&H Pier foundation system is based upon the vertical dead loads and the maximum mean overturning moment due to operational loads specified by the wind turbine manufacturer's fatigue load analysis. Dynamic spring stiffness values may be calculated using either the elastic half-space method (classical closed form equations for an embedded rigid body within and elastic half space)or via the use of a beam on elastic foundation analysis. In each case, appropriate modifications are applied to the analysis. For the elastic half space method,modifications are required to account for the fact that the ratio of length to diameter (L/D ratio) is greater than 1.0. Similarly, the beam on elastic foundation analysis must be modified to account for the fact that the L/D ratio of the P&H pier is low(generally about 2.0). EARTH SYSTEMS GLOBAL,INC. February 9,2010 -7- Engineering Design and Analysis of the P&H Tensionless Pier Foundation Ultimate Limit State (ULS) Analysis The ultimate capacity of the pier is derived from the principles of engineering statics, limit equilibrium at the fully plastic state, and principles of soil and rock short mechanics. There are several methods to computing the center ultimate lateral resistance of the soil and hence the factor line t of safety against overturning stability. The moment capacity is the sum of the ultimate passive soil or rock o reaction above and below a point of rotation. This point t of rotation occurs when the sum of lateral forces.is at N, M equilibrium,found by iteration. 0 Ground surfoee As shown on the figure to the right after Kulhawy and Chen (1995), there are additional resistance forces not y I I X traditionally considered in ULS of piers, but are quite WOW significant for the P&H pier. The vertical side shear side loterot resistance resistance above zr provides additional moment capacity, calculated as tAteroi resistance er Fv*D/8, where Fv is the maximum shear force along the below x, I Lote►ot flow loaded face of the pier(loss of contact opposite to loading is assumed), and D is the effective diameter of the pier. loterol flow t vim_ pO'nt of ►otofion, z,,f J T�stww However, there is lack of development of the ultimate resisionce lateral resistance near the point of rotation that should be I Tip o.iol considered. Additionally, there a base resistance that is a resistonce developed by shear and bearing. Modified Broms Method for Frictional Materials(drained effective stress analysis For granular frictional materials (sands and non-plastic silts), a modified method of Broms (1964)may be used. The original Broms method assumes that at the ultimate limit state,the pier rotates near its base and develops 3 times the Rankine passive pressure(,(Kp)because of soil arching effects as follows: P„It=3yKpD(Broms), or P,,,t=yKP2D (Hansbo) where, y=density of soil Kp=Rankine passive coefficient=tan2(45+�/2) The empirical factor of 3 implicitly incorporates both the 3-dimensional wedge effect from soil arching and soil/pier friction interaction. Hansbo (1995)calculates the ultimate lateral passive pressure of sand as yKp2. The 3-D wedge effect and soil/pier friction is related by the square of the Rankine passive 2-D coefficient,Kp. Reese Method for Sand Reese and Wang in LPILE(2006)use passive wedge theory multiplied by an empirical adjustment factor, As, to match theoretical equations to results of load tests on piles. This method computes the ultimate passive response of the 3-D soil wedge from a complex trigonometric equation for the wedge geometry. The As factor implicitly accounts for soil/pier friction interaction of the soil wedge. The effect of the As factor is to adjust the ultimate soil reaction to be nearly linear with depth and in good agreement with Hansbo(1995). EARTH SYSTEMS GLOBAL,INC. February 9,2010 -8- Engineering Design and Analysis of the P&H Tensionless Pier Foundation Effect of Concrete Collar around Pier Lean concrete is used in the excavation between the outer CMP casing and the soil or rock excavation face. The concrete around the P&H piers- increases the overturning stability and stiffness of the foundation system, but is not considered as a structural element to resist flexural stresses. The concrete can radiate compressive and shear stresses from the P&H pier to the surrounding soils. The effective width of the pier becomes the minimum width of the excavation as the lateral pressures from the pier are transmitted through the concrete to the soil. Foundation Stiffness Analysis The design of the tower considers the equivalent damage,fatigue load based on a time-spectral analysis of varying wind velocities. Foundation stiffness is evaluated to avoid resonance and excessive vibrations leading to premature fatigue of the tower. There are several analytical tools to evaluate dynamic stiffness including: • Classical elastic half space(EHS)theory • Beam of Elastic Foundation(BEF)such as the finite difference programs,LPILE. • Finite Element Models(FEM). Dynamic Soil or Rock Properties The dynamic soil properties are derived for estimated average values of the soil or rock profile over the depth of the foundation. The maximum shear modulus, Go is the most relevant property for dynamic analyses. The maximum (low-strain) shear modulus is related to the shear wave velocity, Vs, and mass density,p by the equation: Ga=p Vs For soils,Go may be computed from the void ratio from the empirical relationship of Hardin(1978): Go= 6250CRk/(0.3+0.7e2)(papofl where, OCR=overconsolidation ratio e=void ratio pa atmospheric pressure p,,=mean effective stress,and k=constant dependent on the plasticity index of the soil The dynamic shear modulus is dependent on the cyclic shear strain amplitude. The reduction in the dynamic shear modulus comes from published empirical relationships of G/Go versus shear strain. Vucetic (1994) found that for cyclic strains within a G/Go ratio greater than about 0.7, the shear modulus does not degrade appreciably with the number of cycles of loading and is recoverable. The shear modulus will not be affected by fatigue (cyclic degradation) if the amplitudes remain in the low shear strain range. The average shear strain mobilized in the soil or rock around the pier may be derived from average rotation, 00❑❑ of the pier. This may be computed as 0=y,'�z,where,ytoP=deflection at top of the pier and z = depth of rotation that typically occurs at about 60 to 80% of the depth of the pier. The average shear strain,ya,,g may be computed as half of the rotation in that at the pier/soil interface the shear strain is equal to the rotation but decreases radially to zero at some distance from the pier,ya„g=0/2. Elastic Half Space(EHS)Method Dynamic spring stiffness may be derived from the classical, closed form equations for an embedded rigid block within an elastic half space (EHS) theory. This method is used commonly for design of machine EARTH SYSTEMS GLOBAL,rNC. February 9,2010 -9- Engineering Design and Analysis of the P&H Tensionless Pier Foundation foundations and spread footings for wind turbines. The EHS method is generally applicable for footings that have a depth to width ratio of less than one but may be extended to the geometry of the pier. The dynamic spring stiffness values may be derived using published equations found in the Guidelines for - Wind Turbines (DNV and Risk National Laboratory, 2002). The rotational and horizontal stiffness values are computed by multiplying an embedment factor, n, to the equation for the resistance of the foundation base at the surface. Embedment greatly increases the stiffness of the foundation. Horizontal Stiffness at base: K,,=8Grd(2-v) Rocking Stiffness at base: Ke=8Gr 3/[3(1-v)] Horizontal embedment factor: nX= 1+0.55(2-v)(L/ro) Rocking embedment factor: N= 1+1.2 1-v L/r +0.2 2-v L/r 3-( )( a) ( )( o) (Whitman)or N= 1+2(L/r,,) -DNV(2002) Embedment factors assume perfectly rigid foundation and are limited generally to an embedded length/diameter(L/D)ratio of 1. Since the pier generally exceeds an L/D ratio greater than one, the non- linear, Whitman embedment factor for rocking should be decreased by about 50% from the calculated embedment factor to account for flexibility of the pier. The Whitman rocking embedment factor is based on the assumption of infinitely rigid foundation and full contact along the sides of the pier. While the P&H pier foundation is quite rigid, the EHS solution should be adjusted by a factor to account for flexibility of the pier and loss of contact opposite to the direction of loading. LPILE(Beam on Elastic Foundation)Method To evaluate pier deflections, rotational stiffness, shear, and bending moment within the pier, a finite difference computer analysis is employed using the commercial LPILE software program by Ensoft, Inc. LPILE uses the concept of a Beam on Elastic Foundation(BEF). This concept was extended to a lateral loaded pile and developed into a computer analysis by Reese (1977) using p-y curves. The pier is analyzed as elastic beam reacting against a series of non-linear,elastic springs,defined by p-y curves. Because of the rigidity and geometry, the P&H pier foundation classifies as short, nearly rigid pile. The BEF concept becomes overly conservative when the L/T ratio is less than 2, in neglecting the rotational restraint of the vertical side-shear, traction forces. L is the length of the foundation and T is the non- dimensional rigidity factor of the pier, (EI/Esf" where EI is the flexural rigidity based on the gross g Y (uncracked) section and E, is the secant modulus of the soil or rock. To account for the additional moment resistance of vertical forces (side shear and base reaction) that LPILE does not consider, the applied moment used in the LPILE analysis may be reduced by a factor that is proportionate to the moment resistance of vertical forces to the total moment resistance. An apparent scaling factor exists to the initial stiffness portion of the p-y curve for the large diameter P&H pier compared to that derived by standard smaller diameter pile p-y curves. A scaling factor may be taken as D/Dref, where D is effective diameter of the pier and Dref is a reference 1-meter diameter. Consequently for the LPILE analyses, p-y curves are adjusted by y multiplier (reciprocal of scaling factor) to account for the additional rotational restraint of the very large diameter pier. The LPILE analyses without scaling factor in soil(y-multiplier)and reduction in applied moment from vertical forces adjustments consistently yields very low rotational stiffness values for the P&H pier. The LPILE analyses with these adjustments match the measured and observed performance of the P&H pier and the results of ESGI's 3-D FEM using ABAQUS and COSMOS. Calculating the Stiffness of the Foundation With several LPILE runs at different levels of overturning moment, a Moment-Rotation and Moment- Deflection curves can be constructed to model the P&H pier response. Once the Moment-Rotation EARTH SYSTEMS GLOBAL,INC. February 9,2010 -10- Engineering Design and Analysis of the P&H Tensionless Pier Foundation relationship is established, the secant and tangential rotational stiffness can be computed. It is the tangential rotational stiffness, Ke at operational loads that is of most interest to compare to the turbine manufacturer required rotational stiffness and is calculated as Ke=AM/AO. Part B- Structural Design and Analysis(internal force analysis) Design Methods The basic structural (concrete) design calculations are presented in Appendix B. The structural design analysis for the reinforced concrete pier and the anchor bolts consists of Microsoft Excel spreadsheet calculations that employ traditional design methods of the American Concrete Institute (ACI). The calculations include an input page that records the inputs for the remaining analyses. Applicability of ACI 318 for P&H pier design Although ACI 318 is the most commonly used national standard in US for design of structure concrete, its applicability to foundation piers is neither a certainty nor mandatory. This is clearly stated in the scope of ACI 318-02 —Section 1.1.5, "This code does not govern design and installation of concrete piles, drilled piers, and caissons embedded in ground ...." In the commentary of the section, it refers to ACI 336 committee report(ACI 336.3R-93 reapproved in 2006) for design and construction of drilled piers. The P&H pier foundations fall in the definition of drilled piers of ACI 336.3R. According to ACI policy, all ACI committee reports, guides and commentaries are intended for guidance in planning, designing, executing and inspecting construction. It is ACI's policy that reference to the document (guides, committee reports and commentaries(g p ) shall not be made in contract document. Therefore, recommendations of ACI 336.3R are neither mandatory technical requirements nor contractual requirements. Further, recommendations of ACI 336.3R report are ambiguous with respect to strength design of piers. Accordingto Section 3.3 of the document fo undation piers embedded in soil of sufficient strength to � P � provide lateral support may be constructed of plain or reinforced concrete. For reinforced concrete piers, the report states that the piers may be designed in accordance with seven specific sections of ACI 318. It is important to note that Chapter 18 of ACI 318 on design of prestressed concrete was not mentioned. Additionally, the P&H pier construction consists of concrete, post-tensioned anchors, CMPs and slurry. It is not just a 100%prestressed concrete pier. Presence of CMPs and slurry provides additional strength. In view of the above, it is our opinion that there is no national standard that provides mandatory requirements and directly governs the design of the P&H pier foundations. The prestressed concrete design provisions of ACI 318, where appropriate, can serve as a good guidance but should not be viewed as mandatory requirements. The most important design objective is to ascertain that the foundation design has adequate strength(axial,moment and shear)to withstand design loads and meets serviceability requirements. Overall,the design of the P&H pier foundation depends on proper applications of concrete industry practice as well as sound engineering knowledge,experience and professional judgment. Reinforced Concrete Design and Analysis In general, the foundations are designed to meet the most extreme requirements of ACI 318 and IEC 61400-1. Foundations are designed to resist the loads specified for the Extreme Load Case 2. Strength reduction factors in accordance with ACI 318 are used. The P&H Tensionless Foundation (PHTP) is designed using the recommendations and requirements for prestressed concrete in the ACI code. The analysis of the concrete and anchorages that comprise the PHTP foundation considers the following conditions: EARTH SYSTEMS GLOBAL,INC. February 9, 2010 -11- Engineering Design and Analysis of the P&H Tensionless Pier Foundation 1. an introductory section summarizing the relevant input parameters for the calculations; 2. a determination of the required post-tensioning forces; 3. a check of tension in the anchorages 4. a section providing a strain compatibility analysis; ~ 5. an analysis of axial loads applied to the overall concrete section; 6. a bending analysis that confirms that the PHTP remains in compression; 7. analyses of the bearing stress in the concrete and grout at the tower flange/PHTP foundation interface; 8. an analysis of bursting forces in the post-tensioning anchorage zone and determination of required reinforcement to resist said forces; 9. an analysis of shear in the overall concrete section; 10. an analysis of shear in the anchor bolts For serviceability design, linear elastic theory is used as the basis of the concrete and anchorage design. The analysis of compression in the PHTP foundation considers the combined effect of all applied compressive load, including dead load, moments due to wind loads and compressive loads due to post- tensioning of the anchor bolts. I EARTH SYSTEMS GLOBAL,INC. February 9,2010 -12- Engineering Design and Analysis of the P&H Tensionless Pier Foundation Strain Compatibility Analysis The concrete analysis begins by estimating the overall external force (Fext) using the basic principle that a moment can be treated as a couple equal to a force (Fext) times a distance (the shell diameter of the wind turbine). This analysis next calculates the stiffness contributions of the various elements of the foundations using the traditional (material modulus times area/length,or EA/L)approach; it then uses the overall foundation stiffness to approximate the elongation(shortening) of the PHTP foundation under the load Fext. The elongation is approximate because the overall foundation stiffness is determined by adding the component stiffness, rather than by performing a transformed section analysis as is customary in the analysis of concrete. After approximating the overall elongation, the initial portion of the concrete analysis uses the previously calculated component stiffnesses to approximate the forces in the several elements of the foundation;e.g.,the bolts; the outer steel CMP;the inner steel CMP and the concrete. The final step in the process is to estimate the force in the bolts, and to determine the required prestress force to ensure that the PHTP remains in tension. Using the results of the elemental.force calculation,the overall force in the bolts is set equal to the calculated force in the concrete, and the bolt force (prestress) is determined. This prestress force is selected and the force in the bolt is favorably compared to the maximum allowed bolt load based on the selected material. The alternate calculation includes a more refined strain compatibility analysis. This analysis considers the transformed section of the reinforcement, now considers the contribution of the inner and outer CMP in its calculation of the maximum stress and strain in the concrete of the PHTP (at the end of the "general zone)of the post-tensioned anchorage Shear Analysis The base shear analysis shows that the lateral loads to due the extreme wind can easily be resisted by the anchor bolts themselves,without consideration of the additional capacity provided by the friction beneath the base plate. The shear analysis of the concrete section is based upon the maximum shear calculated in the LPILE lateral load analysis. The calculation of the shear strength provided by the concrete is preformed in accordance with the provision of Section 11.4 of the ACI Code. The result of this analysis generally indicates that the nominal shear strength of the concrete exceeds applied ultimate shear loading. Anchorage Analysis The anchorage analysis uses the bolt forces from the concrete analysis to estimate the compressive forces in the concrete under the base flange. The Anchorage Analysis calculates the total load on the base flange as the force in the bolts (due to the sum of the prestress and the shortening described in the Concrete Analysis), that is, the force that is "clamping" the base flange to the underlying grout and concrete. By subtracting the area of the bolts from the overall area of the flange, the compression stress in the concrete under the base flange is calculated and favorably compared to the stress to the design strength of the concrete. The Anchorage Analysis also considers the design of the lower end of the anchor bolt where it bears on the embedment ring to create the compression in the concrete that make the PHTP "tensionless" and contributes to the foundation name. Since the embedment ring has the same area as the base flange, and since the tension in the anchor bolt is the same at the top and at the bottom, the compressive stress in the lower concrete is the same as it is in the top under the base flange. The concrete stress check is equally acceptable. EARTH SYSTEMS GLOBAL,INC. i February 9,2010 -13- Engineering Design and Analysis of the P&H Tensionless Pier Foundation Axial Bearing Analysis The calculations include an analysis of the axial concrete strength that includes the appropriate dead overturning and post-tensioning loads. The-analysis of the axial loads on the PHTP is based on the requirements of Section 18.4.2 of the ACI Code. In this analysis, the required strength is calculated using the service load level (rather than the extreme wind); additionally, the analysis considers that for the transient loading case,the allowable stress level is adjusted with a one-third increase in the allowed stress. CONCLUSIONS The Patrick and Henderson Tensionless Pier foundation with design length of 15 feet provides enough side bearing according to the geotechnical conditions of the soil to provide adequate capacity with factors of safety of 2 or greater against upset from the high overturning moment imposed by the wind turbine structures. EARTH SYSTEMS GLOBAL,INC. ' 41 &—� 4i�� Shelton Stringer,PE*,GE,PG",EG President/Geotechnical Engineer&Geologist 'registered in California,PE in AZ,WA,OR,HI,ID,NM,ND,KS,IL,OH,PA,NY,VT,NH,MN,FL,WY,MD Attachments: References Appendix A: Geotechnical Analysis Calculations Appendix B Structural Analysis Calculations EARTH SYSTEMS GLOBAL,INC. February 9,2010 -14- Engineering Design and Analysis of the P&H Tensionless Pier Foundation References American Concrete Institute "Building Code Requirements for Structural Concrete (ACI 318-05) and Commentary(AC1318R-05)" ACI Committee 336,(1993),Design and Construction of Drilled Piers,American Concrete Institute,ACI 336.3R-93 American Society of Civil Engineers,(2006),ASCE 7-05 Standard: Minimum Design Loads for Buildings and Other Structures. Broms,B.B. (1964),"Lateral Resistance of Piles in Cohesionless Soils,"Journal of the Soils Mechanics and Foundation Division ASCE Vol. 90 No. SM3 May 1964. Det Norske Veritas(DNV)and Risk National Laboratory,(2002),Guidelines for Design of Wind Turbines,2°d Edition,Copenhagen,Denmark Hansbo, S. (1995),"Ultimate Resistance of Laterally Loaded Piles,"Proceedings: Bengt Broms Symposium in Geotechnical Engineering., Singapore,pp. 165-170. Hansen,J.B. (1961),The Ultimate Resistance of Rigid Piles Against Transversal Forces,Bulletin 12, Danish Geotechnical Institute. Hardin,B. O. (1978),"The Nature of Stress-strain Behavior of Soils,"Proceedings,Earthquake Engineering and Soil Dynamics,ASCE,Pasadena,California,Vol. 1,pp. 3-89.. Hentenyi,M. (1946),Beams on Elastic Foundations,The University of Michigan Press,Ann Arbor. International Electrotechnical Commission,International Standard IEC 61400-1,"Wind Turbine Generator Systems,Part 1: Safety Requirements",third edition Ishihara,K(1996),Soil Behavior in Earthquake Geotechnics,Clarendon Press,Oxford Kulhawy,F. and Chen,Y. (1995). "A Thirty Year Perspective of Broms' Lateral Loading Models,as Applied to Drilled Shafts,"Proceedings Bengt Broms Symposium in Geotechnical Engineering., Singapore,pp.225-240. Reese,L.C. and O'Neill,M.W. (1988),Drilled Shafts: Construction Procedures and Design Methods, U.S.Department of Transportation,Federal Highway Administration,McLean,Virginia, Publication No.FHWA-HI-88-042. Reese,L and Van Impe,W. (2001), Single Piles and Pile Groups under Lateral Loading,A.A.Balkema, Rotterdam Reese,L.C. and Wang,S.T. (2004),Computer Program LPILE Version 5.0,A Program for the Analysis of Piles and Drilled Shafts Under Lateral Loads,Ensoft,Inc.,Austin,Texas. Vucetic,M.(1994)"Cyclic Threshold Shear Strains in Soils,Journal of Geotechnical Engineering," ASCE,1. 120;No. 12,pp.2208-2226. EARTH SYSTEMS GLOBAL,INC. h .z APPENDIX A Geotechnical Analysis Calculations { EARTH SYSTEMS GLOBAL,INC. Earth Systems Global Inc. 79811C Country by Club Drive Bermuda Dunes,CA 92263 (760)345-1588 (800)924-7015 Fax(760)345-7315 PATRICK&HENDERSON TENSIONLESS PIER FOUNDATION Project: WPCF Two Wind Turbine Project, Hyannis, Barnstable, Massachusetts Wind Turbine: Northwind 100 kW ESGI Job No.: 30041-01 Date: 04/19/10 SUMMARY OF GEOTECHNICAL FOUNDATION ANALYSIS by Shelton L.Stringer, PE,GE Dimensions: CMP Outside Diameter Do = 8.0 feet = 2.44 m Foundation Depth L = 15.0 feet 4.57 m Excavation Dimension(average) De = 8 feet 2.44 m Concrete Backfill between Pier and excavation Design Loads: Northwind 100 Wind Turbine Application Requirements&Product Specifications Load Case: Extreme Load Load Factor Horizontal Load Fxy = 26 kips = 115 kN 1.35 Axial Dead Load Fz = -44 kips = -195 kN 1.35 Bending Moment at Base Mxy = 2,358 ft-kips = 3,196 kN-m 1.35 Height of Tower h = 121.4 feet = 37 m Subsurface Conditions: Structural Fill Stratified Sands @ depth of 15.0 feet 4.6 m Results from Analyses Maximum end ng Moment 2,390, ips#. occurs @ depthof. 1.13 feet Max. Negatnre'Shear ' max _ -257 kips occurs @ depth of 10.3 feet Deflection @ Pier Top .8t = -: 3 mm Acceptable for Extreme Load Rotation B f° 0.6`Mm/rh @ 70%extreme toad Deflection,@ Pier Top dt 1.7 mm @ 70%extreme load Rocking Stiffness KO 3 GN-rn_/rad., Overturning Factor of Safety FS 2.1 Acceptable Axial Factor of Safety FS ''_ 2.3 (supported by skin friction PATRICK&HENDERSON TENSIONLESS PIER FOUNDATION Project: WPCF Two Wind Turbine Project, Wind Turbine: Northwind 100 kW Location: Hyannis, Barnstable, Massachusetts ESGI Job No.: 30041-01 Date: 04/19/10 GEOTECHNICAL COMPONENT OF THE FOUNDATION ANALYSIS Analysis and Microsoft Excel Spreadsheet Developed by Shelton L.Stringer, PE, GE FOUNDATION DIMENSIONS AND PROPERTIES CMP Outside Diameter Do _ 8.00 feet = 2.438 m Foundation Depth L = 15.0 feet = 4.572 m Concrete Compressive Strength fc = 5,000 psi = 34.5 MPa Density of Concrete 9C = 150 pcf = 23.6 kN/m3 Excavation Dimension(top) Dt = 8 feet = 2.438 m Excavation Dimension(base) Db = 8 feet = 2.438 m uations: Concrete Modulus of Elasticity Ec 4,030,000 psi 27,800 MPa 57,000*fc'-' Pier Moment of Inertia k = 4.17E+06 in _ 1.74E+00 m° a(Do2-Die)/4 Pier Flexural Rigidity Elc = 1.68E+13 lb-in2 = 4.82E+07 kN-m2 Base Area of Footing Af 50.27 sf = 4.670 m2 n(Do2-Die)/4 Effective Weight Concrete We = 11 3.1 kips = 503 kN Af'[L*gV-(L-gwt)yw] Volume Concrete VC = 27.9 cy = 21.350 m3 Af*L Effective Weight Soil Infill Ws = 0.0 kips = - kN As*[L*93-(L-gwt)rw] Area of Soil Infill As = 0.0 sf = 0.000 m2 pDi2/4 1 Base Shear Resistance Ff = 56.7 kips 252 kN see next pages Base Friction&Adhesion Coeff: m = 0.61 f = 0 psf µ=0.9tan(f b) Effective Wt of Slurry+Collar Wcs = 0.0 kips = - kN Use:E100%' Area of lock-in concrete/slurry Acs = 0.00 sf . _ 4.670 m2 n tZ-Dc2/4 GEOTECHNICAL DATA Unit Friction Compressive Base Weight Angle Cohesion Strength Layer Depth Description 9T f c qu feet m c kN/m3 de sf kPa (psi) MPa. 1 15.0 I 4.6 Structural Fill 120 18.9 34 0 ( 0 0 0 2 91.0 f 27.1 Stratified Sands 115 18.1 34 0 0 0 0 Too to: I 0.0 j. 0.0 Lean Concrete 145 4 22.8 s 40 57,6001 2760 2,000 ( 13.8 Soil Infill inside CMP. 100 i 15.6 30 0 1 0 GWT: ( 26 I 7.9 GWT-Design Groundwater Table FOUNDATION LOADS Based on Northwind 100 Wind Turbine Application Requirements&Product Specifications At base of Tower Axial Horizontal .Moment Load IEC Load Fz Fxy Mxy Fz Fxy Mxy % Load Case Description DLC Factor KN KN . KN-m kips kips ki ft Mext Case 1 Extreme Load 6.1 1.35 -195 114.8 3196.4 -43.9 25.8 2,358 100% 1 2 COperational(W,,) 1.00 1 -195 76.9 2141.6 -43.9 17.3 1,580 67% 2 EARTH SYSTEMS GLOBAL INC. PATRICK.&HENDERSON TENSIONLESS PIER FOUNDATION Project: WPCF Two Wind Turbine Project Hyannis,Barnstable,Massachusetts Top Excavation Width Dt = 8 feet �• Wind Turbine: Northwind 100 kW Base Excavation Width Db = 01 feet Load Case:i 1 l Extreme Load DLC: 6.1 ULTIMATE LATERALIMOMENT CAPACITY ANALYSIS Horizontal Load Fx = 25.8 kips = 115 kN GEOTECHNICAL DATA Ultimate Soil/Rock Response Axial Dead Load Fz = 43.9 kips = 195 kN Layer Depth 9T f c p D(kpf) Bending Moment Mxy = 2,358 ft-kips = 3,196 kN-m feet d s -200 -100 0 100 Pier Diameter D = 8.0 feet 1 0.0 120 34 0 Foundation Depth L - 15.0 feet 2 15.9__115,_,_34n,__0 Eff.Appl.Height e = 91.35 feet Base Shear Ff .= 1 57 kips Increment L/n 0.25 feet Neglect Upper zo 0 feet .. Center of Rotation x = L 9 0.90 feet . .; e+x = 102.25 feet Average S 0=k 0.0idewees x/L = 0.73 solve x by trial&error to min Nze Residual Me Vertical 10% ease Resisting Moment Mr = 5,431 ft-kips Hu=[Sum Mx+Mf+Mwt+Ms+Mc]/(e+x) Friction 61% Lateral Ult.Horizontal Load Hu = 53.1 kips FS=Hu/Fx Mf=Ff L-x Ms=FvD/8 Moment 29%van.sae Residual Me = 1,ws ft-kips NstR k' Mwt ft-k eft e/Do Ms ft-kips) Base Moment Mf = 232 ft-kip93 298.7 3.20 M 0.400 ( 1571 %of Rot.x Factor of Safety FS = 2.1 Groundwater.'I 26.0�feet 1 Use Hansbro 3D factor 62% Layer Depth 9' f c r' I D I Kp p4 J Np p° �( ,; T(kf) pt a imp Maxfv pa p L/n(e+z)D Sum p un(x-z)D Sum p°D feet d ks ksf feet ks F-01 ksk ks (kips) ks Me Me Mx Mx (kpo Calculated at 0.25 foot increments,display oMy top 8 bottom of each Is, and other revelent depths to construct complete lateral pressure diagram 1 0.25 120 34 0.00 0.030 8.0 3.54 0.38 0.00 0.38 0 1.00 0.25 1.6 0.38 69 69 8 8 3.00 1 6.75 120 34 0:00 0.810 8.0 3.54 10.13 0.00 10.13 0 1.00 6.84 601.3 10.13 1,988 27,221 84 1,792 81.07 1 11.00 120 34 0.00 1.320 8.0 3.54 16.51 0.00 16.51 0 1.00 0.27 1016.3 0.40 (82) 46,579 0 2,294 -3.22 1 15.00 120 34 0.00 1.800 8.0 3.54 22.52 0.00 22.52 0 1.00 15.19 1774.4 22.52 (4,790) 8,963 185 3,329 -180.16 f Zhang et al(2000)/Hoek Brown(2002)for rock J Factor Type: as below Np @ 0: .0 Max Np @ 3D:9,0, PL=p'+gU'(mb'pz/qu+s)"(front limit pressure) Pe = 3p'Kp(Broms,1964) or p Kp2 (Hansbo,1995) = p'Kp (Rankine-2D) T_=0.22'qu0.5, qu in MPa(side shear,smooth) Kp = tang(45°+f 12)-level Rround Max Fv=E'r,„_trD d z Slope factor: 1.000 1/(I+tan 0) mb=mi"exp[(GSI-100)/(28-14D)] D pC = cNp (modified Broms per Kulhawy&Chen) s=exp[(GSI-I00)/(9-3D)] Np = 3+y/c*z+J/D►z or 3+2.0z/D where J=2.0-Y/c*D,_min 0.5 or=21(p0'5(Rankine-2D) a=0.5+(e-Gsv15_e 20r3)/6 Base Shear,Ff = n(Wc+Wcs+aFz)+tan f sWs+f(Af+Acs+As) T-=Kp'tan�+ac Wt reduction factor from skin friction,a= 0.59 p„ =pr+r m = ton(fb) f= 0.55 c p°=(tlp_+gt_.)D-afterBriaud&Smith(1983) EARTH SYSTEMS GLOBAL INC. PATRICK& HENDERSON TENSIONLESS PIER FOUNDATION Project: WPCF Two Wind Turbine Project,Hyannis,Barnstable,Massachusetts Wind Turbine: Northwind 100 kW Foundation: Load Case:7 17 Extreme Load DLC: 6.1 SUMMARY OF ANALYSIS USING LP/LE plus 5.0 by Ensoft, Inc 2004 Methodology.Beam on Elastic Foundation Analysis extended to lateral loaded pile by Reese&Matlock(1956),and developed into Computer Analysis by Reese(1977)using p-y curves,updated by Reese and Wang(2000) Effective Diameter of Pier D = 8.0 feet = 2.44 m Length of Pier L = 15.0 feet = 4.57 m Flexural Rigidity El = 1.68E+13 lb-in2 = 4.82E+07 kN-m2 Positive Shear @ Pier Top Fx = 26 kips = 115 kN Max 'Negative:Shear 'Vj„,r = - 257'k11ps. _ -1,150 kN unfactored occurs @ Depth xv = 10.25 feet = 3.12 m ateral`. eaction -W 3.3 kips/in = 580 kN/m unfactored Lateral reaction",. LP g.1 kips/in = -1,240 kN/m unfactored Moment at Top of Pier Mxy 2,358 ft-ki s = 3,200 kN-m mar p 3,240 WN m' Maximum Bending Moment`M 2,390 ft-ki s °" @ Depth f. = 1.3 feet, = 0.38.m Deflection Pier To " at. - 0:11 inches — t 3mm Acceptable Elastic Deflection of Pier 5 = 0.010 inches 0.3 mm Center of Rotation Q Depth z 10.25 feet = 3.12 m Rotation B' @]0%extreme load 0.61 y►nm/m Acceptable Deflection @ Pier Top;' , St @ i70%extreme load 1.7"mm Rockin Stiffness K8: 70%extreme load 3A GN=mirad. SOIL REACTION SHEAR BENDING MOMENT PIER DEFLECTION 0 0 0 5 5 5 10 10 10 t 15 15 15 20 20 20 25 25 25 -10 -5p(kips/in) 5 -300 -200Sh A9%psp 100 o M&nt(ft4 s000 -0.5 DeflectiMinches) 0.5 EARTH SYSTEMS GLOBAL INC. Project: WPCF Two Wind Turbine Project Wind Turbine: Northwind 100 kW Vertical Foundation Length: 15 feet Friction Moment Computation of Rotational Stiffness from LPILE analysis Reduction 34% Bending Effective Moment Rotation Rotational Stiffness Rotation M/Mext M AM 0 A0 Secant I Tangent Deflection Length kN kN radians radians GN-m%radian inches mm feet 0.000 0 0.000000 0.100 320 320 0.000072 0.0000724 4.4 4.4 0.0076 0.19 8.8 0.200 639 320 0.000151 0.0000785 4.2 4.1 0.0161 0.41 8.9 0.300 959 320 0.000233 0.0000817 4.1 3.9 0.0249 0.63 8.9 0.400 1279 320 0.000317 0.0000844 4.0 3.8 0.0340 0.86 8.9 0.500 1598 320 0.000410 0.0000932 3.9 3.4 0.0444 1.13 9.0 0.600 1918 320 0.000508 0.0000980 3.8 3.3 0.0555 1.41 9.1 0.700 2237 320 0.000610 0.0001019 3.7 3.1 0.0671 1.71 9.2 0.800 2557 320 0.000725 0.0001150 3.5 2.8 0.0805 2.05 9.3 0.900 2877 320 0.000852 0.0001268 3.4 2.5 0.0955 2.43 9.3 1.000 3196 320 0.000984 0.0001322 3.2 2.4 0.1112 2.82 9.4 Moment-Rotation Diagram Rotational Stiffness Diagram 3500 -o-Secant --D.-Tangent 5 - 3000 5 c E 2500 4 z E 4 2000 3 2 1500 Y 3 w C °' 2 C m 1000 2 1 500 w0 0 1 tY 0 0 0.0000 0.0005 0.0010 0.0015 0 1000 2000 3000 4000 Rotation (radians) Bending Moment(kN-m) EARTH SYSTEMS GLOBAL INC. EARTH SYSTEMS GLOBAL INC. PATRICK&HENDERSON TENSIONLESS PIER FOUNDATION Project: WPCF Two Wind Turbine Project Wind Turbine: Northwind 100 kW ESGI Job No.: 30041-01 Date: 04/19/10 DYNAMIC FOUNDATION ANALYSIS Reference:DNV/Ris 2002 Guidelines for Design of Wind Turbines Foundation Dimensions&Weights Outer Radius ro = 4.0' feet 48 in. = 1.22 m Neglect Upper Lo = 0.6 feet = 0 in. = 0.00 m Effective Embedded Length Le = 15.0 feet = 180 in. = 4.57 m Gravitational Constant 9 - 32.2 feet/sec2 = 9.81 m/sec2 Soil Properties averse properties along length of ier Effective Depth z = 0.73Lt = 10.9 feet = 3.32 m Average Effective Dry Density y = 109t pcf = 17.1 kN/m3 Mass Density p = 9'g = 0.000164 Ib-sec2/in4 = 1,740 kg/m' Avg Maximum Shear Modulus Go = estimated = 11,255 psi = 78 MPa Shear Wave Velocity Vso = (G/p)0.5 = 691 ft/sec = 211 m/sec Modulus Reduction Ratio G/Go = = 0.70 Average Shear Modulus G = Go*G/Go Ratio = 7,880 psi = 54 MPa Poisson's Ratio v = 0.40 Dynamic Spring Constants Calculated at Foundation Base w/o embedment Vertical Kz-b = 4G*r�(1-n) = 2,522 kip/in = 0.44 GN/m Horizontal Kx-b = 8G*r,/(2-n) = 1,891 kip/in = 0.33 GN/m Rocking KO-b = 8G*r,,3/[3(1-n)] = 3.87E+09 lb-in/rad. = 0.44 GN-m/rad. Torsional KY-b = 16/3*Go*ro3 = 4.65E+09 lb-iNrad. = 0.52 GN-m/rad. Embedment Factors R Reference:DNV based on Ur.ratio Vertical nz 1+1/2L/r = 2.88 Horizontal nx = 1+2/3L/r = 3.50 Rocking n0 = 1+2L/r = 8.50 Torsional nY 1+8/3L/r = 11.00 Dynamic Spring Constants Equivalent Linear Secant Vertical Kz = nz*Kz-b = 7,250 kip/in = 1.3 GN/m Horizontal Kx = nx*Kx-b = 6,619 kip/in = 1.2 GN/m ockln 0 _ nq*Kq-b = 3.29E+10 lb-in/rad. _ 3�I GN /rad. Torsional Kyr = nY*KY-b = 5.11E+10 lb-in/rad. = 6 GN-m/rad. Coupled Rocking Kx0 = M/0t = 3.18E+10 lb-in/rad. = 4 GN-m/rad. Loads&Amplitudes Load Case)2 Operational o 0.67 of Mext Vertical Load Fz = 43.9 kips = 195 1kN Horizontal Load Fx = 17.3 kips = 77 kN RockingMoment Mq = 1,579.6 ft-ki s = 2,142 kN-m Vertical Amplitude dz = Fz/Ki _ 0.006 in. = 0.15 mm Horizontal Amplitude dx = Fx/Kx = 0.003 in. = 0.07 mm Rockin Ampltude(rota onj J = Mxy/Kq = 0.058% ans Point of Rotation zo = 0.73(Lo+Le) = 10.9 feet = 3.32 m Coupled Rocking Amplitude qt _ q+dx/zo = 0.060% = 0.00060 radians Average Shear Strain _. qt/2 7 0.030%. = 0.00030 radians Total Lateral Amplitude qtZo _ 008 to - .- p_' _ 2.0 mm Dynamic Foundation Analysis EARTH SYSTEMS GLOBAL INC Page 1 I COMPUTATION OF SHEAR MODULUS BASED ON EMPIRICAL SPT or DENSITY RELATIONSHIPS Project:WPCF Two Wind Turbine Project G/Go File No:30041-01 0.80 Based on: Gs: Input Use? GWT:1 26.0 I feet 2.65 Use:i 3 !Hardin 1978 0.030 1 Field Send At Rest Total Effective Effective Max. Max Ref. Avg Blow or Total Water PI Dry Sat. Cohesive Void Friction Lateral Vertical Est Vertical Mean Shear Shear Shear Shea Shear Shear Layer Depth Count-ClayDensi Content Density Strength Ratio Angle Coen. Stress OCR k Strew Stress Lwulus:1 Velocity Suess train Strain Modulus z N I(seed) $ 9 c e f Ko pz 0.23 pz' p' - Gmaz Vso Vso s,,,,,, yr PI y G/Go G feet 0 da % % ksf psi � ipsi . ksi tUsec nVsec psi °k N ksi 1 0.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 0.0 1.0 0.00 0.0 0.0 0.1 66 20 0.00 0.00 0 0.030 0.80 0.1 1 1.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 0.8 1.0 0.00 0.8 0.5 3.6 371 113 0.24 0.01 0 0.030 0.80 2.8 1 2.0 23 1 120 10 0 109 .51 0.00 0.52 34 0.44 1.7 1.0 0.00 1.7 1.0 5.0 441 134 0.48 0.01 0 0.030 0.80 4.0 1 3.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 2.5 1.0 0.00 2.5 1.6 6.2 488 149 0.73 0.01 0 0.030 0.80 4.9 1 4.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 3.3 1.0 0.00 3.3 2.1 7.1 524 160 0.97 0.01 0 0.030 0.80 5.7 1 5.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 4.2 1.0 0.00 4.2 2.6 8.0 555 169 1.21 0.02 0 0.030 0.80 6.4 1 6.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 5.0 1.0 0.00 5.0 3.1 8.7 5W 177 1.45 0.02 0 0.030 0.80 7.0 1 7.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 5.8 1.0 0:00 5.8 3.7 9.4 603 184 1.69 0.02 0 0.030 0.80 7.5 1 8.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 6.7 1.0 0.00 6.7 4.2 10.1 624 190 1.93 0.02 0 0.030 0.80 8.1 1 9.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 7.5 1.0 0.00 7.5 4.7 10.7 642 196 2.18 0.02 0 0.030 0.80 8.5 1 10.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 8.3 1.0 0.00 8.3 5.2 11.3 659 201 2.42 0.02 0 0.030 0.80 9.0 1 11.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 9.2 1.0 0.00 9.2 5.7 11.8 675 206 2.66 0.02 0 0.030 0.80 9.4 1 12.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 10.0 1.0 0.00 10.0 6.3 12.3 690 210 2.90 0.02 0 0.030 0.80 9.9 1 13.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 10.8 1.0 0.00 10.8 6.8 12.8 704 215 3.14 0.02 0 0.030 0.80 10.3 1 14.0 23 1 120 10 0 109 51 0.00 0.52 34 0.44 11.7 1.0 0.00 11.7 7.3 13.3 717 219 3.38 0.03 0 0.030 0.80 10.7 2 15.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 12.5 1.0 0.00 12.5 7.8 9.0 602 183 3.62 0.04 0 0.030 0.80 7.2 2 16.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 13.3 1.0 0.00 13.3 8.3 9.3 611 186 3.85 0.04 0 0.030 0.80 7.4 2 17.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 14.1 1.0 0.00 14.1 8.6 9.5 620 189 4.08 0.04 0 0.030 0.80 7.6 2 18.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 14.9 1.0 0.00 14.9 9.3 9.8 629 192 4.31 0.04 0 0.030 0.80 7.8 2 19.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 15.7 1.0 0.00 15.7 9.8 10.1 637 194 4.54 0.05 0 0.030 0.80 8.1 2 20.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 16.5 1.0 0.00 16.5 10.3 10.3 645 197 4.77 0.05 0 0.030 0.80 8.3 2 21.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 17.3 1.0 0.00 17.3 10.8 10.6 653 199 5.00 0.05 0 0.030 0.80 8.5 2 22.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 18.1 1.0 0.00 18.1 11.3 10.8 660 201 5.24 0.05 0 0.036 0.80 8.6 2 23.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 18.9 1.0 0.00 18.9 11.8 11.0 667 203 5.47 0.05 0 0.030 0.80 8.8 2 24.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 19.7 1.0 0.00 19.7 12.3 11.3 674 206 5.70 0.05 0 0.030 0.80 9.0 2 25.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 20.5 1.0 0.00 20.5 12.8 11.5 681 208 5.93 0.05 0 0.030 0.80 9.2 2 26.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 21.3 1.0 0.00 21.3 13.3 11.7 688 210 6.16 0.05 0 0.030 0.80 9.4 2 27.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 22.0 1.0 0.00 21.6 13.6 11.8 691 210 6.27 0.05 0 0.030 0.80 9.5 2 28.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 22.8 1.0 0.00 22.0 13.8 11.9 693 211 6.37 0.05 0 0.030 0.80 9.5 2 29.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 23.6 1.0 0.00 22.3 14.0 12.0 696 212 6.48 0.05 0 0.030 0.80 9.6 2 30.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 24.4 1.0 0.00 22.7 14.2 12.1 699 213 6.59 0.05 0 0.030 0.80 9.7 2 31.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 25.2 1.0 0.00 23.1 14.5 12.2 702 214 6.69 0.05 0 0.030 0.80 9.8 2 32.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 26.0 1.0 0.00 23.4 14.7 12.3 705 215 6.80 0.06 0 0.030 0.80 9.9 2 33.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 26.8 1.0 0.00 23.8 14.9 12.4 707 216 6.90 0.06 0 0.030 0.80 9.9 2 34.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 27.6 1.0 0.00 24.2 15.2 12.5 710 216 7.01 0.06 6 0.030 0.80 10.0 2 35.0 23 1 115 25 0 92 83 0.00 0.80 34 0.44 28.4 1.0 0.00 24.5 15.4 12.6 713 217 7.12 0.06 0 0.030 0.80 10.1 GEOTECHNICAL DATA Input Avg Layer Depth 9 f c Water PI N+(eo) Layer Gmax Gm Variation of Shear Modulus With Depth feet Content ksil (lasil k 1 0.0 120 34 0 10 0 23 1 3.9 0.00 Sheer Modulus,G(li 2 15.0,,115 34 0 25 9µ_23 2 11.6 0.00 0 2 4 6 8 10 12 14 0 5 10 e = (Gs-99w)/(99v) PI k 15 Ko = I-sin(f)*OCR"o 4 0 0.00 p' = pz'•(1+2Ko)/3 20 0.18 20 IL Gmax = 625OCRk1(0.3+0.7e')(p'•pof' 40 0.30 = 447poNu`(p'/p°)es_SPT sands _ 60 0.41 25 = K'c Clays,K=fn(OCR) 80 0.48 Vso G/r°3 100 0.50 30 Foundation Length,L 151feet neglect upper L 11`fleet Average Gmax 11.3 ksi 10.9 feet 35 9 @ -Gmex I G Average G 9.0 ksi @ 10.9 feet Average G/Gmax 0.80 x/L 0.73 EARTH SYSTEMS GLOBAL INC PATRICK&HENDERSON TENSIONLESS PIER FOUNDATION Project: WPCF Two Wind Turbine Project Hyannis,Barnstable,Massachusetts AXIAL CAPACITY ANALYSIS 6SKIN FRICTION Axial Dead Load Fz = 43.8 kips = 195 kN Lateral Coef Factor K = Soil-pier Friction Ratio f sff = 1.00! Neglect Upper h = 2.01 feet 0.61 m _ Groundwater Table GWT = 2&feet = 7.92 m Foundation Depth D = 15.6 feet = 4.57 m Pier Diameter B = 8.6 feet = 2.44 m Top Excavation Width Db = 8.6feet = 2.44 m Bottom Width Di = 8.6;feet = 2.44 m Average Width Da = 8.0 feet = 2.44 m Total Skin Friction Fs 99 kips = 441 kN Average Factor of Safety FS 2.3 = Fs/Fz fs fs Fs = Sfs77dz wherefs= r Ktan(f)+ ac, 77=jrD; orfs=2.5qu°'S,maxfs=0.2gs Use psi ksf Ms = 198 It-kips = 269 kN-m =Fs*Da/4 r_O 2.1 0.303 Layer Depth Width,B g f c qu r' K Ktan(f) a b fS fs Fs feet feet de ks i ksf at restpsi ksf kips 1.5 1 1 8.0 120 34 0.000 0 0.120 0.441 0.297 1.00 1.20 0.2 0.036 0.0 1 2 8.0 120 34 0.000 0 0.240 0.441 0.297 1.60 1.20 0.5 0.071 0.0 1 3 8.0 120 34 0.000 0 0.360 0.441 0.297 1.00 1.20 0.7 0.107 2.2 1 4 8.0 120 34 0.000 0 0.480 0.441 0.297 1.00 1.20 1.0 0.143 5.4 1 5 8.0 120 34 0.000 0 0.600 0.441 0.297 1.00 1.20 1.2 0.178 9.4 1 6 8.0 120 34 0.000 0 0.720 0.441 0.297 1.00 1.17 1.5 0.214 14.3 1 7 8.0 in 34 0.000 0 0.840 0.441 0.297 1.00 1.14 1.7 0.250 20.2 1 8 8.0 120 34 0.000 0 0.960 0.441 0.297 1.00 1.12 2.0 0.285 26.9 1 9 8.0 120 34 0.000 0 1.080 0.441 0.297 1.00 1.10 2.2 0.321 34.5 1 10 8.0 120 34 0.000 0 1.200 0.441 0.297 1.00 1.07 2.5 0.357 43.0 1 11 8.0 120 34 0.000 0 1.320 0.441 0.297 1.00 1.05 2.7 0.392 52.5 1 12 8.0 120 34 0.000 0 1.440 0.441 0.297 1.00 1.03 3.0 0.428 62.8 1 13 8.0 120 34 0.000 0 1.560 0.441 0.297 1.00 1.01 3.2 0.464 74.0 1 14 8.0 120 34 0.000 0 1.680 0.441 0.297 1.00 0.99 3.5 0.500 86.1 1 15 8.0 120 34 0.000 0 1.800 0.441 0.297 1.00 0.98 3.7 0.535 99.1 EARTH SYSTEMS GLOBAL INC. APPENDIX B Structural Analysis Calculations EARTH SYSTEMS GLOBAL,INC. PATRICK&HENDERSON TENSIONLESS PIER FOUNDATION Project: WPCF Two Wind Turbine Project Wind Turbine: Northwind 100 kW Location: Hyannis, Barnstable, Massachusetts ESGI Job No.: 30041-01 Date: 04/19/10 FOUNDATION DIMENSIONS CMP Outside Diameter Do = 8.00 feet = 2.438 m Foundation Depth L = 15.0 feet = 4.572 m Concrete Compressive Strength Pc = 5,000 psi = 34 MPa Excavation Dimension(top) Dt = 12.0 feet = 3.7 m for estimation purposes Excavation Dimension(base) Db = 10.0 feet = 3.0 m MATERIAL QUANTITY PER FOUNDATION Volume of Concrete Vca = 27.9 cy 21.4 m3 Est.Volume of lean Concrete Vs 25 cy = 19 m3 Specified Intial Preload to Bolts Ps = 42,000 Ibs = 267 kN t Post Tension of Bolts at Lockoff Ps = 30,000 Ibs 133 kN Number of Bolts nb = 100 Nominal Diameter of Bolts db = 0.875 inch = 22 mm Williams No.7,7/8" Length of Bolts Lb = 16 feet = 4.877 m Rebar Rebar Avg No. Length Weight Schedule Size LF/ea Piece LF m) (Ibs) (kN Radial Hoops #4 22 4 86 26 58 0.26 Thickness Width Inside Diameter Outside Dia. Weight in. mrn inches mm feet m feet m Ibs kN Embedment steel ring 0.50 13 5.000 127 5.830 1.777 6.663 2.031 167 0.74 Thickness Area Inside Diameter Outside Dia Weight in. mm sf m2 feet m feet m) (Ibs) (kN Outer CMP 0.109 2.8 402 35 -- 8.00 2.438 2226 9.90 FOUNDATION LOADS Based on: Northwind.100 Wind Turbine Application Requirements&Product Specifications At base of Tower Axial Horizontal Moment Load Load Fz Fxy Mxy Fz Fxy Mxy 4Mext Load Case Description DLC Factor KN KN KN-m kips kips ki ft Case 1 JExtreme Load 6.1 1.35 -195 114.8 3196.4 -43.9 25.8 2,358 1 EARTH SYSYEMS GLOBAL INC. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 Patrick&Henderson Tensionless Pier Foundation WPCF Two Wind Turbine Pro' ct Northwind 100 kW Code References based on 2006 IBC&ACI 318 1.0 Design Input Equations or Notes Symbol Imperial Units Metric Units Item Value Unit Value Unit 1 CMP Inside Diameter Di feet 0 mm 2 CMP Outside Diameter Do 8.00_ feet 2438 mm 3 Length of Foundation(CMP) L 16.6 feet 4572 mm 4 Inside Bolt Diameter Bi 0.0000 feet 0 mm 5 Outside Bolt Diameter Bo 6.2467 feet 1904 mm 6 Inside Base Flange Diameter Id 5.8301 feet 1777 mm 7 ;Outside Base Flange Diameter Od 6.6634 feet 2031 mm 8 Diameter of Tower Wall Dwall 6.2467 feet 1904 mm 9 Width of Base Flange on Tower bf 5.000 inch 127 mm 10 Inside Width bfi 2.36 inch 60 mm 11 Base Flange Thickness Bft 1.96 inch 50 mm 12 Embedment Plate Width PW 5.000 inch 127 mm 13 Diameter of Base Flange Bolt Hole d 1.126 inch 29 mm 14 Nominal Diameter of Bolts lWilliams No.7,7/8" db 0.875 inch 22 mm 15 Area of Bolts ab 0.6 sq-in 387 mmZ 16 Number of Bolts nb 100 100 17 Yield Stress of Botts fy 75,000 psi 517 MPa 18 Ultimate Stress of Bolts lGrade 75 fpu 100,000 psi 689 MPa 19 Ultimate Strength of Bolts Fu 60,000 Ibs 267 KN 20 Specified Intial Preload to Bolts (proof test for Northwind) P 42,000 Ibs 137 KN 21 Set Post Tension of Bolts at Lockoff Ps 30,000 Ibs 133 KN 22 Yield Strength Tower Base Plate JGrade 50 fyb 50,000 psi 345 MPa 23 Reber Yield Strength I Grade 60 fy 60,000 psi 414 MPa 24 Grout beneath Flange-Strength rg 8,000 psi 55 MPa 25 Concrete Compressive Strength rc 5,000 psi 34 MPa 26 Concrete Modulus of Elasticity Ec=57,000"rcc 5 Ec 4,030,000 psi 27,800 MPa 27 Steel Modulus of Elasticity Es 29,000,000 psi 200 GPa 28 Density of Concrete yc 150 pcf 23.6 KN/m3 29 CMP(3 x 1 Helical) Gauge Size-Outer/Inner 12 12 30 Outer CMP Uncoated Thickness to 0.109 inch 2.8 mm 31 Inner CMP Uncoated Thickness ti 0.109 inch 2.8 mm 31 CMP Developed Width Factor be 1.244 1.244 31 CMP Yield Sten th Grade 33 33,000 psi 1228 MPa 2.0 Loads Based on: Case:) 1 Base Shear Characteristic Extreme loads Fxy 25,808 Ibs 115 KN Dead Load no load factor Fz 43,928 Ibs 195 KN Maximum Moment a lied. Mxy 2,357,545 ft-lbs 3,196 MN-m. 2.1 Load Components P(kips) V ki s M k-ft LF. Dead Load D 43.9 Extreme Wind W 25.8 2,358 1.00 Earth uake Load E 1.00 2.2 Characteristic Loads 43.9 25.8 2,358 2.3 Ap plicable ACI Load Combinations-Section 9.2.1 P (kips) V.(kips) M(k-ft) U=0:9D+1.3W E 9-6 with exception(b) 1.3W 39.5 33.6 3,065 U=1.2D+1.3W Eq. 9-5 52.7 33.6 3,065 U=1.2D+1.0E E . 9-7 52.7 0.0 0 IEC Load Case IEC Load Factorl 1.35 1 43.9 34.8 3 183- Use EARTH SYSTEMS GLOBAL INC. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 3.0 Steel I Concrete Analysis Modified Traditional P&H Approac 3.1 External Load(Force Couple-360°Basis) Load Factor(LF)= .35i 1.35 Fext=4'LF'Mxy/Dwall-0.9Fz Fext= 1,998 kips 8889.1 KN 3.2 Stiffness Constants(based on K=AE/L) Bolts Kb=nb'ab'Es/L Kb= 9,667 kips/in 1,693 KN/mm Concrete Kc=t/4*(D02-Di2)'Ec/L Kc= 162,056 kips/in 28,379 KN/mm Outer Steel CMP Pipe Kpo=n'Do'b't'Es/L'C Kpo= 0 kips/in 0 KN/mm Inner Steel CMP Pipe Kpi=n'Di'b't'Es/L'C K i= 0 kips/in 0 KN/mm Total Stiffness C=0 Kt= 171,723 kips/in 30,072 KN/mm 3.3 Elongation of Foundation Af =Fext/Kt Af= 0.012 inches 0.3 mm _.Strain @ Tower Wall e=Af/L s= 0.000065 in/in 0.0016 mm/mm 3.4 Forces in Each Element of Foundation Bolts Fb=Af Kb Fb= 112 kips 500.4 KN Concrete Fc=AfKc Fc= 1,886 kips 8389.1 KN Outer Steel CMP Pipe Fpo=Af'Kpo Fpo= 0 kips 0.0 KN Inner Steel CMP Pipe F i=AfK i F i 0 kips 0.6 KN Total Total= 1,998 kips 8889.1 KN Change in Force in Each Bolt Fb=Fb/nb F'b= 1,125 Ibs 5.0 kN 3.5 Set Compressive Forces in Concrete to Counter Tensile Forces Set Maximum Post Tension in Botts Ps= 30,000 Ibs 133.4 kN Minimum Post Tension Load Fpm=Fc/nb Fpm= 18,860 Ibs 83.9 kN 0.90Ps>Fpm? (includes 10%loss factor) OK OK Max.Tensile Load F'b=0.90Ps+Fb F'b= 28,125 Ibs 125.1 kN Max.Permissible Tensile Load Fyb=0.7'Fu Fyb= 42,000 Ibs 186.8 kN Fyb>Fb? OK OK 4.0 Resistance To Base Shear at TEg of Foundation Allowable Shear Fv=0.17'fu'ab'nb Fv= 1,020 kips 4,637 KN Factored Base Shear Vu= LF'Fxy= Vu= 35 kips 155 KN Fv>>Vu? OK OK 5.0 Required Thickness of Base Flange Area of Base Flange AF=n/4[144'(Od2-Id')-nb'd2] 1,078 sq-in. 0.695 m2 Compression at Base Flange fb=(Uc+Ps)nb/AF fcbf= 3,287 psi 22.7 MPa Required Thickness tb=bfi'[3-fcbf/(0.75'fyb)]0 6 tb= 1.21 inches 31 mm Base Flange Thickness Design by Others Bft= 1.96 inches 50 mm Bft>tb? OK OK IN EARTH SYSTEMS GLOBAL C. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 6.0 Evaluation of Tension in Concrete Under Maximum Service&Extreme Loads Step (assumes neutral axis at centroid) 1.0 CMP Inside Radius r=D;/2 r= 0.0 in 0.000 m 1.1 CMP Outside Radius R=Do/2 R= 48.0 in 1.219 m 1.2 Radius of steel distribution rs=Dwall/2 rs= 37.5 in 0.95 m 2.0 Gross Cross Sectional Area AG=n(R2-rz) AG= 7,238 in 4.670 m2 2.1 Total area of steel bolts Asb=ab•nb Asb= 60.0 in2 0.039 m2 2.2 Net Area of Concrete in annulus AA=AG- rJ4'nb*d2 A = 7,139 in2 4.606 m2 2.3 Area of Outer CMP Steel Ao=2pR'b'to A.= 40.9 in 0.026 m2 2.4 Area of Inner CMP Steel A,=2pr'b'ti A,= 0.0 in 0.000 m2 2.5 -Total Area of CMP Steel Use 0%effective Acmp= 0.0 in 0.000 m2 2.6 Transformed Area ATR=[AAEc+(Asb+Acmp)EJ/Ec ATR= 7,570 in 4.884 m2 3.0 Moment of Inertia of the Concrete I=n(W-04-0.5'Asb'rs2 I= 4,127,077 in" 1.72 m° Section 3.1 Section Modulus of Concrete Sc=I/R Sc= 85,981 in 1.409 m3 3.2 Section Modulus of Steel Botts SE=0.5'(Asb'rs2Y rs SB= 1,124 in 0.018 M3 3.3 Section Modulus of Outer CMP So=0.5'(Ao'R2y R So= 0 in 0.000 m3 3.4 Section Modulus of Inner CMP S,=0.5'(A,'r2)1 r S,= 0 in 0.000 m3 3.5 Total Section Modulus of Steel SST =r,R'SB+So+r/R'S, SST= 878 in 0.014 m3 3.6 Transformed Section Modulus STR =[EcSc+ESSST]/Ec STR= 92,299 in 1.513 m3 4.0 Min.Post Tension Load per bolt Pse=Ps'0.90 includes losses Pse= 27,000 Ibs 4.1 Min.Total Compression Load PT=Pse"nb+0.91D PT= 2,740 kips 12,186 kN 4.2 Initial stress in Concrete from Post- Qips-o PT/ATR Gips-c= 362 psi 2.50 MPa tensioning = Initial strain in Concrete from Post- cr E 0.000090 in/in 0.00009 mm/mm 4.3 tensioning dips c ips c/ c Eipsc= 4.4 Initial strain in Steel from Post- &ips-s=Fse/ab/Es-cips-c Sips-s= 0.001462 in/in 0.00146 mm/mm tensioning stress 4.5 Strain in tension steel at yield esy=Fy/Es esy= 0.002586 in/in 0.00259 mm/mm EARTH SYSTEMS GLOBAL INC. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 Evaluation of Tension in Concrete Under 0.9 D+1.0 W No Tension U ift under Max Service Load 4.6 Extreme Fiber Strain in Concrete from Service Load Moment Msl en, I M /E.•STR] Em= 0.000076 in/in 0.00008 mm/mm 4.7 Max.Strain in Concrete from Co-max=cip"+ Em co-max= 0.000166 in/in 0.00017 mm/mm Service Load Moment Msl Min Strain in Concrete from Service 4.8 Load Moment Msl Amin=E psc m n'_FM = 0.000014 in/in 0.00001 mm/mm 4.9 Max.Stress in Concrete in General a 'E a - 668 psi 4.61 MPa Zone o-mex=Amex c amax- 5.0 Min.Stress in Concrete in General a ' psi 0.38 MPa Zone o-m n=EaminE c a o-rnin= 55 5.1 Applied Moment at which concrete M '(E S 2,78ki s 3,774 kN-m develops tensile strain d=Eipsc k rR] M d= 3 ft- P 5.2 Design Moment Capacity Mn=(Mct) Mn= 2,783 ft-kips 3,774 kN-m 5.3 Max.Service Load Moment Msl=Mxy Msl= 2,358 ft-kips 3,196 kN-m Mct>Msl? The prestress set in anchors is sufficient to ensure no OK OK tension in concrete at 0.9 D+1 W Evaluation of Tension in Concrete Under 0.9 D+1.35 W Check for Allowable Tension Extreme Fiber Strain in Concrete 5.4 from Service Load Moment Msl Fn=M./[Ec•STR] Ern= 0.000103 infin 0.00010 mm/mm Max.Strain in Concrete from 5.5 Service Load Moment Msl "'ax-Eps-c+ em Eonrex= 0.000192 infin 0.00019 mmlmm 5.6 Min Strain in Concrete from Service Eam n Em Co-min= -0.000013 in/in -0.00001 mm/mm Load Moment Msl =E psz" Max.Stress in Concrete in General 5.7 a��x= Ec (To-Max= 776 psi 5.35 MPa Zone 5.8 Min.Stress in Concrete in General a -t 'E -52 psi -0.36 MPa Zone anin- o-min c a o+n n= 5.9 Applied Moment at which concrete Md=ciE STR] Md= 2,783 ft-kips 3,774 kN-m develops tensile strain ps I c 6.0 Modulus of Rupture in Concrete f,=7.5fc°-5 ft= 530 psi 3.66 MPa 6.1 Nominal Cracked Moment Capacity M =S -1/1.8=0.55 M = 2,243 ft-kips s 3,042 kN-m (Class U,Section18.3.3) *fit' P 6.2 Design Moment Capacity Mn=(Mct+Mcr) Mn= 5,027 ft-kips 6,816 kN-m Ultimate Factored Moment Mu=1.35Mxy Mu= 3,183 ft-kips 4,315 kN-m Mn>Mu? There is allowable tension at extreme fiber OK OK during factored extreme loads EARTH SYSTEMS GLOBAL INC. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 ACI 318 Code Com liance Checks 7.0 Tower Anchor Bolt Analysis-ACI 318 Section 9.2.1 Equaeon(9-6)with exception (b)1.3W,but use IEC 1.35W Dead D=Fz/nb D= 439 Ibs 1.95 kN Wind W=4Mextlnb*Dwall W= 15,096 Ibs 67.15 kN Earthquake E=4Mxy/nb*Dwall E= 0 Ibs 0.00 kN Specified Post Tension Jacking Load Ps= 30,000 Ibs 133.45 kN Max Allowable Jacking Force min(0.94fpy*ab or 0.8fpu*ab) Psm-= 42,300 Ibs 188.16 kN Effective Post Tension Load Pse=Ps*0.90 with losses Pse= 27,000 Ibs 120.10 kN Max Allowable Prestress Force after min(0.82fpy*ab or 0.74fpu`ab) Psema = X900 Ins Lockoff 164.14 kN Factored Tension Ut=-0.9 D+1.35 W(or 1.0 E) Ut= 19,985 Ibs 88.90 kN Allowable Anchor Tension Fb=ab*0.7fp per 18.5.1c Fb= 42,000 Ibs 186.83 kN Fb>Ut? OK OK 8.0 Moment&Axial Strength of Foundation Pier b Strain Com atibili w/Prestress ACI 318-Section 10.3&18.7 Step with guidance from PCI Design Handbook,Figure 4.7.1 1.0 CMP Inside Radius r=D;/2 r= 0.0 in 0 mm 1.1 CMP Outside Radius R=Do/2 R= 48.0 in 1,219 mm 1.2 Radius of steel distribution rs=Dwall/2 rs= 37.5 in 952 mm 1.3 Total area of steel bolts Asb=ab•nb Asb= 60 in 0.039 m2 1.4 Circular arc length of steel IS=2(n)(rs) IS= 235.5 in 5,982 mm 1.5 as= AST/1s as= 0.255 in 6 mm 1.6 Strain in tension steel at yield esy=Fy/Es esy= 0.00259 in/in 0.00259 mm/mm Distance to the neutral axis from 1.7 extreme comp fiber for the balanced cbel=0.003*(R+rs)/(c y+0.003) cmi= 45.91 in 1,166 mm section 1.8 Trial value for the distance to the neutral axis from the extreme comp c= 16.8190 in 427.'mm 1.9 Factor for computing the depth of at =(1.05-0.05*fc/1000) b, = 0.8 0.8 stress block 2.0 Angle to neutral axis for inner CMP a6=acos((R-c)/r) 06= 0.0000 red 0.0000 red 2.1 Angle to neutral axis for steel ring as=acos((R-c)/rs) ass= 0.5882 red 0.5882 rad 2.2 Angle to neutral axis for outer CMP a�=acos((R-c)/R) a,= 0.8637 red 0.8637 red 2.3 Angle to beginning of concrete a81=acos((R-01*c)/r) aa;= 0.0000 red 0.0000 red stress block for inner CMP 2.4 Angle to beginning of concrete c acos((R *c/rs 0.3984 red 0.3984 red stress block for steel ring t ) ) c 2.5 Angle to beginning of concrete 90=acos((R-0i*c)/R) aao= 0.7675 red 0.7675 red stress block for outer CMP 2.6 Concrete Stress Block Area A,=R2*(aaa-0.5*sin(2*a.))- A= 609.3 sq.in. 0.393 mZ r2*(a,;-0.5*sin(2"a,)) -2*as*r,*a i 2.7 Distance to the centroid of concrete compression area from the 38.06 in 967 mm centroidal axis(see below equation) y` [2 R3 *(sin ac_ovtside)3 -2 r3 *(Sill ac_inside)3 -2asrs2 sin(ac_steell] y` [R2(a -0.5sin(2a )-r2(a -0.5sin(2a ))-2a ] c outside c outside c inside c inside sr sa c steel 2 8 Angle of compression reinforcement in the yield zone �,-acos((Rc*(1-e„10.003))/rj aye= 0 red 0 red 2.9 Effective Strain due to Prestress &P,'=fse/Es-0.003*(c-dP)/c eps= 0.000428 in/in 0.00043 mm/mm and External Loads 3.0 Compression Force in Non-yield Cay=2*as*rs*Es*eps*(a-a.a-ays) C„y= 123.6 kips 550 kN steel zone 3 1 Compression Force in Yield steel Cys=a,#fY*2 rs"ay5 Cys= 0 kips 0 kN zone EARTH SYSTEMS GLOBAL INC. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 Angle of tension reinforcement in acos((-R+c*(1+e, 0003)) s) a/r 2.032 rad 2.032 rad 3.2 the yield zone ys- 3.3 Tension Force in Non-yield steel T y= 2E,*a,*0.003*r,2*cos(cL,)*(7r- Tny= 344.7 kips 1,533 kN zone (aa+ay,))+sin(a�,)-sin(ay,))/c Distance of centroid of non-yield y'�y=r,*[sin(a�,}sin(ay,))/(n- 3.4 tension zone from the centroidal y'y= -24.49 in -622 mm axis (aa+aye) 3.5 Flexural Strength fp,=fu+10,000+t 7(100pp) fp,= 6", 32 psi 421 MPa 3.6 Tension Force in Yield steel zone Tsy=a,*f,,*2 r,*ay, Tsy= 2,368.6 kips 10,536 kN 3.7 Distance of centroid of Yield tension =rs*sin )! o 16.52 in 420 mm zone from the centroidal axis yr� (�°y Yy yn 3.8 Compression Force in Concrete C�=0.85fc'Ac Cc= 2,589.7 kips 11,520 kN 3.9 Total Compresion Force C=Cc+C y C= 2,713.3 kips 12,069 kN 4.0 Specified Post Tension Load Ps= 30,000 Ibs 133,440 N 4.1 Effective Post Tension Load Pse=Ps*0.90 with losses Pse= 27,000 Ibs 120,096 N 4.2 Effective Stress in bolts fs =Fse/ab(with losses) f.= 45,000 psi 310 MPa 4.3 Force in post tensioned bolts in the T,,=fSe*a,*2 rs*(a-a.ps) TPS= 2,194.5 kips 9,761 kN tension zone 4.4 Total Tension Force T= TSy+ Tay T= 2,713.3 kips 12,069 kN 4.5 Resisting Force at Extreme Pure Pn= T-C P„= 0.0 kips -0.1 kN Bending Condition Mo =[C..y"+Toy*y'y+T,y*y'y,)- Mo= 8,808 ft-kips s 11,942 kN-m 4.6 Nominal Moment Capacity for Pn=O 2a,*rs.a.*fp,*(R-c+r,)/2 p 4.7 Norminal Axial Load Capacity for Po=(0.85fc'(Ao-Asb)-Asb(fse- Po= 28,073 kips 124,876 kN Mn=O 0.003Eps))*0.85 4.8 Strain at the extreme tension fiber e,=-(R-c+r,)*0.003/c et= -0.01225 in/in -0.01225 mm/mm 4.9 Factor�(per ACI Section B.9.3.2 for Tied-Column Assumption) = 0.90 0.90 5.0 Factored Resisting Force at Extreme Pure Bending Condition +P„= 0.0 kips 0.0 kN 5.1 Design moment capacity of the section M = 7,927 ft-kips 16,748 kN-m OW>Mu? OK OK 5.2 Factored Axial Compression Strength, =0.65 �Po= 18,248 kips 81,170 kN Factored Axial Load at base Pu,max=Pu+WTt d Pu,max= 188 kips 838 kN 5.3 6Po>P m x? OK OK Balanced Axial Force Use cnai Pb=1 14,1241kips Balanced Moment Use cse� = 85,60 Mb0*ki s Momsnl-Thrust Infornction Diwrom 30,000 t Mn-Pn 25,000 t0-Factored Mn-Pn ♦ Mu-Pu 20,000 a? 15,000 _i 10,000 5.000 0 0 10,000 20.000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 Moment(loft) EARTH SYSTEMS GLOBAL INC. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 9.0 Compression on Grout Bearing Analysis-ACI 318 Section 9.3.2.5 Factored Compression per bolt Uc=1.2 D+1.35 W(or 1.0 E) Uc= 20,907 Ibs 93 kN Area Base Flange AF=n/4[144'(Od2-Id')-nb°d2] AF= 1,078 sq-in 0.695 m2 Compression by moment Cm=Uc'nb/AF Cm= 1,940 psi 13A MPa Compression by post tension Cps=Ps)nb/AF Cps= 2,783 psi 19.2 MPa Total Compression on Grout Cgt= 4,723 psi 32.6 MPa _ Strength reduction factor in Anchorage Zone = 0.85 0.85 Grout Compressive Strength fg= 8,000 psi 55.2 MPa Nominal Grout Strength Cgn=ofg Cgn= 6,8U0 psi 46.9 MPa n>Cgt? OK OK 10.0 Concrete Stress under Grout Analysis-ACI 318 Section 10.3.6.3 Grout Trough Depth&Width beyond Base Flange dg= 1.0 inches 2511mm Area under grout AG=AF+2'dg'Dwall'12'n AG= 1,549 sq-in 0.999 m` Compression Cct=(Uc+Ps)nb/AG Cct= 3,287 psi 22.7 MPa Strength reduction factor in Anchorage Zone = 0.85 0.85 Concrete Compressive Strength fc= 5,000 psi 34.5 MPa Nominal concrete strength Cn=eft Cn= 4,250 psi 29.3 MPa Ccn>Cct? OK 10.5 Concrete Stress above Embedment Ring-ACI 318 Section 10.3.6.3 Base Flange Width PW= 5.00 inches 127 mm Area Base Flange ABF=n`Dwall•Pw-n/4'nb'd2 ABF= 1,078 sq-in 0.695 m` Percent of Moment Load at Embedment Ring Level F= 20% 20%a� Compression Cct=(F'Uc+Ps)nb/ABF Cct= 3,171 psi 21.9 MPa Strength reduction factor in Anchorage Zone = 0.85 0.85 Concrete Compressive Strength fc= 5,000 psi 34.5 MPa Nominal concrete strength Cn=eft Cn= 4,250 psi 29.3 MPa Ccn>Cct? OK OK 11.0 Compression Stresses In Concrete&Grout at Sustained Service Loads-ACI.318-Section 18.4.2 s Note:Per GL Rules and ACI,Wind load is not considerd as sustained load with respect to long-term time- Grout under Tower Base Flange Stress from Pre-Stress Force Sp=nb`Ps/AF Sp= 2,783 psi 19.2 MPa Stress from Sustained Tower Load Ss=Fz/AF Ss= 41 psi 0.3 MPa Total Stress on Grout St-s=Sp+Ss St-s= 2,824 psi 19.5 MPa Nominal Grout Strength Sg=efg, =0.45 Sg= 3,600 psi 24.8 MPa Sg>St-s? OK OK Concrete under Grout Stress from Pre-Stress Force Sp=nb•Ps/AG Sp= 1,937 psi 13.4 MPa Stress from Sustained Tower Load Ss=Fztk Ss= 28 psi 0.2 MPa Total Stress on Concrete St=s=Sp+Ss St-S= 1,965 psi 13.5 MPa Nominal Concrete Strength Sc=Vfc, =0.45 Sc= 2,250 psi 15.5 MPa Sc>St-s? OK OK EARTH SYSTEMS GLOBAL INC. I Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 12.0 Compression Stresses In Concrete at Transient Service Loads-ACI 318-Section 18.4 2 b Use Operational,DLC 1.6 Load per GL Rules 5.4.3.3 Grout under Tower Base Flange Service Load Moment(Msl) Msl= 1,580 ft-kips 2,142 KN-m Axial Load from Msl per bolt Usl=4Msl/nb/D.ii us/= 10,114 Ibs 44.99 kN Stress from Moment Sm=nb`Usl/AF Sm= 938 psi 6.5 MPa Stress from Pre-Stress Force Sp=nb`Ps/AF SP= 2,783 psi 19.2 MPa Stress from Sustained Tower Load Ss=F#AF Ss= 41 psi 0.3 MPa Total Stress on Grout St-t=Sm+Sp+Ss St-t= 3,762 psi 25.9 MPa Nominal Grout Strength Sg=01g, =0.60 Sg= 4,800 psi 33.1 MPa Sg>St-t? OK OK Concrete under Grout Stress from Moment Sm=nb`Usl/AG Sm= 653 psi 4.6 MPa Stress from Pre-Stress Force Sp=nb`Ps/AG SP= 1,937 psi 13.4 MPa Stress from Sustained Tower Load Ss=Fz/Ac, SS= 28 psi 0.2 MPa Total Stress on Concrete St-t=Sm+Sp+Ss St-t= 2,618 psi 18.1 MPa Nominal Concrete Strength Sc=�*fc, =0.60 Sc= 3,000 psi 20.7 MPa Sc>St-t? OK OK 13.0 Shear Capacity Anal is-ACI 318-Section 11.4.1 Factored Shear Force(from LPILE) Vu= 347 kips 1,543 kN Area resisting Shear A'=AA/2 A'= 3,569sq-in 2,302,787mm` Distance to Centroid Y=(Do+Di)/2 n Y'= 15.3 inches Static Moment about Neutral axis Q=A'Y' Q'= 54,535 in Moment of Inertia Ig= n(Do' -Di4)/64 Ig= 4,169,220 in Thickness of Section t=(Do-Di)12 t= 48.0 inches Max.Nominal Shearing Stress fv=Vu`Q/Ig`t fV= 95 psi 0.65 MPa Post Tensioning Compressive Stress ft= -362 psi -2.50 MPa Maximum Principal Tensile Stress ft(max)=ft/2+[(ft/2)2+fvz]o.s ft(max)= 23 psi 0.16 MPa Max.Permitted Tensile Stress fta=4fco-5 fta= 283 psi 1.95 MPa Is Max Principal Tensile Stress<Max Permitted Tensile Stress? OK Factored Shear Force(from LPILE) with 1.5 shape factor Vu= 520 kips 2,315 kN Distance to Extreme Fiber d= 4.0 feet 1,219 mm Net Cross Sectional Area replace b-a below for net area AA = 7,139 sq-in 4.606 m` Max Shear Stress fs=Vu/Aa fs= 73 psi 0.50 MPa Factored Moment(from LPILE) at conewrent depth with Vu Mu= 1,532 kips-ft 2,078 kN-m Ratio(use max 1.0)of V d/M = 0.906 0.966 Shear Capacity minimum limit of Equation(11-9) Vc=2`fce'5i(Vd=AA) Vc= 1,010 kips 4,491 kN Equation(11-9) Vc=(0.6rce'5+700V dIM)`(bw`d=A,) Vc= 4,828 kips 21,478 kN maArnum limit of Equation(11-9) Vc=5Te'5'(b„td=AA) Vc= 2,524 kips - 11,227 kN Use Vc= 2,524 kips 11,227 kN Width of Section bW=AA/d or(Do+Di)/2 bW= 48 inches 1,219 mm Area of Outer CMP Steel A.=27ER`b`ti A.= 40.9 in 0.026 m2 Effective Area of CMP Steel Use only 0%effective area Acmp= 0.00 in2 0.000 r12 CMP Steel Reinforcement Vs=%eff ,Avfy Vs= 0 kips 0 kN Nominal Shear Capacity Vn= O(Vc+Vs), 0=0.75 Vn= 1,907 kips 8,483 kN Vn>'Vu? OK Therefore,use CMP as minimum shear steel reinforcement EARTH SYSTEMS GLOBAL INC. Patrick Henderson Tensionless Pier Foundation-Structural Analysis 4/19/2010 14.0 Check Embedment Rino Thickness Embedment Plate Width b=bf= 5.00 inches 127 mm Embedment Plate Thickness d=Pt= 0.50 inches 13 mm Radius of between bolt pairs I=rbp=nDwall/nb-0.5 1= 1.85 inches 47 mm Consider embedment ring as cantilever beam between bolt pairs with Compressive Load w=Ut/I w= 22,642 lb/in 3,965 N/mm Moment M=w-eI12 M= 6,492 in-Ibs 734 N-m Section Modulus of Ring S=bd2/3 S= 0.42 in3 6,828 mm3 Bending Stress fb=M/S fb= 'K582 psi 107 MPa Yield Strength Tower Base Plate =0.75 afyb= 37,500 psi 259 MPa �fyb>th? OK OK 15.0--Check Anchorage Zone at Embedment Ring-ACI 319 Section 18.13.5.5 CI 318#18.13.5.5 requires that the loading of 0.35 Psu is transferred to bonded reinforcement. R 18.13.5.5 of ACI 318 states the following: "Where anchorages are located away from an end of a member,local tensile stresses are generated behind these an Factored pre-tension force Psu=1.2*Ps Psu= 36,000 Ibs 160.14 kN 0.35Psu= 12,600 Ibs 56.05 kN Total Force 0.35Fsu=nb*0.35Psu 0.35Fsu= 1,260 kips 5,605 kN Perimeter area of Bolt IT=a*db IT= 2.76 sq-in/in 70 mm2/m Bond Stress to Anchor Bolt Min(800 or 0.2fc)Ref:11.7.5 fb= 800 psi 5.52 MPa Min.Bond Length to resist uplift Lb=0.35(Psu-F/nby(fb'IT) L■ 0.0 inches 0 mm Resisting Forces provided by CMP f fully effective by concrete F=fy-(Ao+Ai) F= 1,350 kips 6,003 kN encasement If the CMPs as tension reinforcement alone cannot develop full 0.35 Fsu loads.Then use 0-inch extension of the Anchor bolts beneath the embedment ring to provide this reinforcement to resist this uplift force, 16.0 Check Bursting Force in the Anchorage Zone CI 318 Section 18.13.3.2 states that general zone reinforcement shall be provided where required to resist bursting,spalling and longitudinal edge erasion induced by anchorage devices. For symmetric anchor geometry and anchorage embedded in concrete,spalling and longitudinal edge tension will not occur. Thus,only bursting evaluation is required for the anchorage zone. Currently ACI 318 does not have simplified equations for evaluation of anchorage zone for the configuration of the post-tensioning at the base fainge and embedded ring,which is confined by inner CMP and concrete plug on inside of pier and by outer CMP,12"thick outer concrete and soilhock outside of concrete pier. ACI does permit the use of any appropriate strut-tie models for analysis of bursting stress and bursting forces. The maximum tensile force that may be developed in concrete tie is expected substantially smaller than those included in ACI equation(R-18.2)because the horizontal component of the inner compression strut will be resisted mostly by inner CMP and concrete plug. Also,the constraint exerted external CMP,concrete.and soil/rock will help resist the horizontal component of the outer compression strut and decrease the bursting tensile force in horizontal strut. Further,the anchor device is embedded in concrete and the upward maximum compression loads acting on the embedded ring will be lower than full Psu loads determined by ACI Section 18.13.2.3. Precise analysis of concrete stress in the anchorage zone of the subject embedded ring is very complex.As a result,the following simplified conservative procedure based on research at University of Texas,Austin is used that does not include the effects of confinement. Note that the load factor of 1.2 is removed from Psu in the bursting evaluation. For anchorage away from the bottom of the pier,the'concrete below will offer some resistance to the post-tensioning forces (per ACI 318 Section R18.13.5.5).Thus,over tensioning of anchors beyond its design value at the embedded ring is unlikely. Total Prestress Load @ Ring EP*,=1.2/1.2*Ps*nb EP",= 3,000 kips 13.34 kN Area of Concrete A=n/4[144*(Do2-Di)-nb'd2] A= 7,139 in2 4.606 m2 Area of Bearing Plate At.=7r/4[144'(Od2-Id2)-nb'd2] Ab= 1,078 in2 0.695 m` Capacity provided by Concrete Fp =e[0.7�'(A/Abf'*Ad,e=0.85 Fp"= 8,252 kips 36.71 kN 1 Fpu> EPsu ? OK From Analysis and Design of Anchorage Zones in Post Tensioned Concrete Bridges',PhD Desseration by Burdet,O.L.,University of Texas at Austin;May 1990,using Eq 3.1 from Roberts on page 58 and considering concrete capacity alone,neglecting confinement of CMP and outer slung/rock, Consider Bursting Force&Stress,Use trend from Figure 4.10 of Burdet PhD dessertation(PTf) Depth of Anchorage a=(Od-Id)/2 a= 5.00 inches 127 mm Depth of Cross Section h=(Do-Diy2 h= 21.04 inches 534 mm Bursting Force Tb,�st=0.25*EPsu*(1-a/h) Tb,.t= 572 kips 2.54 kN Maximum Bursting Stress ab..=0.45(1-a/h)ao,as EPsu/A ob O= 144 psi 0.99 MPa Max.permissible tensile stress in f =7.5 fcc•s(ACI 318 Section f t= 530 psi 3.66 MPa concrete at service loads in the 18.3.3 Class U) precompressed tensile zone ofr> as;a, =0.55 OK The maximum tensile bursting stress in the anchorage zone that is conservately estmated by ingoring the effects of external and internal confinement will be lower than the ACI limiting value.Thus,cracking of concrete in the anchorage zone above the embedded ring due to post- tensioning is not likely. EARTH SYSTEMS GLOBAL INC. �JCo rAs L 1 Ho AGREEMENT / ,c(, ��► TOWN OF BARNSTABLE, MASSACHUSETTS iJ THIS AGREEMENT is by and between the Town of Barnstable, (J Massachusetts ("OWNER )and Solaya Energy, a Division of Lumus Construction, Inc. with legal address and principal place of business at 56 Cummings Park, Woburn, Massachusetts 01801 OWNER and CONTRACTOR, hereby agree as follows : ARTICLE 1 - WORK i 1 . 01 CONTRACTOR shall complete all Work as specified or indicated in the Contract Documents. The Work is generally described as follows : The work consists of constructing 2 wind turbines, a new electrical service entrance, and coordination with the local utility at the Hyannis Water Pollution Control Facility. OARTICLE 2 - THE PROJECT 2 . 01 The Project for which the Work under the Contract Documents �- may be the whole or only a part is generally described ' as 1_ follows: Wind Turbines at Hyannis Water Pollution Control Facility ARTICLE 3 - ENGINEER 3 . 01 The Project has been designed by Stearns & Wheler, LLC, (ENGINEER, who is to act as OWNER's representative, assume all duties and responsibilities, and have the rights and authority assigned to ENGINEER in the Contract Documents in connection with the completion of the Work in accordance with the Contract Documents . [ i ARTICLE 4 - CONTRACT TIMES E I 4 . 01 Time of the Essence Wind Turbine-Solaya 1 of 17 I A. All time limits for Milestones, if any, Substantial I O Completion, and completion and readiness for Final Payment, as stated in the Contract Documents, are of the essence of the Contract. B. If the Contractor is delayed at any time in the progress of �] the Work by changes ordered in the Work, by labor disputes, fire , unusual delay in transportation, unavoidable casualties, causes beyond the Contractor's control, or by LI any cause which the Engineer may determine justified the delay, then the Contract Time shall be extended by Change Order for such reasonable time as the Engineer or Owner or Cl both may determine. 4 . 02 Dates for Substantial Completion and Final Payment A. The Work will be substantially completed within 365 calendar days of the notice to proceed and completed and 11 ready for final payment in accordance with paragraph 14 .07 of the General Conditions within 365 calendar days of the notice to proceed. 4 . 03 Liquidated Damages A. CONTRACTOR and OWNER recognize that time is of the essence as stated in Paragraph 4.01 above and of this l Agreement and that OWNER will suffer financial loss if the I Work is not completed within the times specified in paragraph 4 . 02 above, plus any extensions thereof allowed in accordance with Article 12 of the General Conditions. The parties also recognize the delays, expense, and difficulties involved in proving in a legal or j arbitration proceeding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof, OWNER f � and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) , CONTRACTOR shall pay OWNER $1, 500 for each day that expires after the time specified in {� Paragraph 4. 02 for Substantial Completion until the Work is substantially complete. After Substantial Completion, if CONTRACTOR shall neglect, refuse, or fail to complete the remaining Work within the Contract Time or any proper extension thereof granted by OWNER, CONTRACTOR shall pay OWNER $1, 500 for each day that expires after the time II specified in Paragraph 4 . 02 above for completion and ! I readiness for final payment until the Work is completed and ready for final payment. �� Wind Turbine-Solaya 2 of 17 I � n ARTICLE 5 - CONTRACT PRICE 5.01 OWNER shall pay CONTRACTOR for completion of the Work in accordance with the . Contract Documents an amount in current funds equal to the amounts determined pursuant to Paragraph 5 . 01 .A, ( � below: u A. For all Work, at the prices stated in Contractor's Bid attached hereto in Bid Form and as listed on page 16 of l� this Agreement. ARTICLE 6 - PAYMENT PROCEDURES 6 . 01 Submitting and Processing of Payments A. CONTRACTOR shall submit Applications for Payment in accordance with Article 14 of the General Conditions . l Applications for Payment will be processed by ENGINEER as I provided in the General Conditions . ( ` B. The Town will not accept or process any request for payment from the CONTRACTOR unless it is accompanied by a certified payroll and other documents for the period covered by the HO request for payment that the Town deems necessary in order to determine compliance by the CONTRACTOR and all subcontractors with all wage and affirmative action requirements of the contract. 1 6 . 02 Progress Payments; Retainage 1 A. OWNER shall make monthly progress payments on account of the Contract Price on the basis of CONTRACTOR' s I Applications for Payment, as recommended by ENGINEER, { I during performance of the Work as provided in Paragraph 6.02 .A. 1 below. All such payments will be measured by the schedule of values established in paragraph 2 . 07 .A of the f General Conditions (and in the case of Unit Price Work based on the number of Units completed) or, in the event there is no schedule of values, as provided in the General Requirements . 1. Prior to Substantial Completion, progress payments will H. be made in an amount equal to the percentage indicated below but, in each case, less the aggregate of payments (� previously made and less such amounts as Engineer may determine or Owner may withhold, including but not limited to liquidated damages, , in accordance with .I Wind Turbine-Solaya 3 of 17 i� U C� Paragraph 14 . 02 of the General Conditions . 95_9- of the Work completed (with the balance being retained) and 90% of the value of undamaged materials . and equipment not incorporated in the Work but delivered, suitably stored, and accompanied by documentation satisfactory to OWNER in accordance with paragraph 14 . 02 of the General Conditions and Supplementary Conditions , less in each case the aggregate of payments previously made, and less such amounts which may be lawfully deducted. B. Upon Substantial Completion, Owner shall pay an amount sufficient to increase total payments to Contractor to 10.0% ( � of the Work completed, less such amounts as Engineer shall determine in accordance with Paragraph 14. 02 .B. 5 of the General Conditions and less 200% of Engineer' s estimate of the value of Work to be completed or corrected as H shown on the tentative list of items to be completed or corrected attached to the certificate of Substantial HCompletion up to 1% of the total contract value. 6 . 03 Withholding of .Payments �f (, A. Owner may withhold any payment which Engineer refuses to recommend as provided in Paragraph 14.02.B5 of the General Fl Conditions as a result of one or more citations made by (. Engineer under paragraph 14. 02 .B2 of the General Conditions and Supplementary Conditions, or because claims have been made against Owner or liens have been filed in connection with the work. Owner may continue to withhold such payment until said citations have been removed or remedied to ,l Engineer's satisfaction or until the claims have been I settled and liens discharged to Owner's satisfaction. 6 . 04 Final Payment A. Upon final completion and acceptance of the Work ll in accordance with paragraph 14. 07 of the General I Conditions, OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER as provided in said Paragraph 14 . 07 . ARTICLE 7 - GUARANTEE ! �n 7.01 The Contractor shall, at his own expense, replace any work performed under this Contract found to be defective in workmanship, ��. Wind Turbine—Solaya 4 of 17 H 0 material, or manner of functioning within 12 months from date of final acceptance of all the installations under this Contract. 7 . 02 The Contractor shall also supply the Engineer with the manufacturer' s warranties or guarantees on all electrical and mechanical equipment, consistent with those provided as customary trade practice. ARTICLE 8 - CONTRACTOR'S REPRESENTATIONS L 8 . 01 In order to induce OWNER to enter into this Agreement, CONTRACTOR makes the following representations : H A. CONTRACTOR has examined and carefully studied the Contract ( Documents And the other related data identified in the _� Bidding Documents . B. CONTRACTOR has visited the Site and become familiar with and is satisfied as to the general, local, and Site conditions that . may affect cost, progress, and performance of the Work. C. CONTRACTOR is familiar with and is satisfied as to all federal, state, and local Laws and Regulations that may [, affect cost, progress, and performance of the Work. D. CONTRACTOR has carefully studied all : (1) reports of explorations and tests of subsurface conditions at or contiguous to the Site and all drawings of physical 11 conditions in or relating to existing surface or subsurface structures at the Site (except Underground Facilities) , if any, that have been identified in Paragraph SC-4.02 of the .) Supplementary Conditions as containing reliable "technical i data" ; and (2) reports and drawings of a Hazardous Environmental Condition, if any, at the site which has been identified in Paragraph SC-4 . 06 of the Supplementary Conditions as containing reliable "technical data" . E . Contractor has considered the information known to Contractor; information commonly known to contractors doing business in the locality of the Site; information and observations obtained from visits to the Site; the Contract Documents; and the Site-related reports and drawings identified in the Contract Documents, with respect to the effect of such information, observations, and documents on (1) the cost, progress, or performance of the Work; (2) the means, methods, techniques, sequences, and procedures of f Wind Turbine-Solaya 5 of 17 Ho construction to be employed by CONTRACTOR, including any specific means, methods, techniques, sequences, and procedures of construction expressly required by the Contract Documents; (3) CONTRACTOR's safety precautions and programs. F . Based on the information and observations referred to in Paragraph 8 . 01 .E above, CONTRACTOR does not consider that any further examinations, investigations, explorations, tests, studies, or data are necessary for the performance of the Work at the Contract Price, within the Contract Times , and in accordance with the other terms and conditions of .the Contract Documents . G. CONTRACTOR is aware of the general nature of work to be performed by OWNER and others at the Site, that relates to the Work as indicated in the Contract Documents . H . CONTRACTOR has given ENGINEER written notice of all conflicts errors, ambiguities, or discrepancies that CONTRACTOR has discovered in the Contract Documents, and the written resolution thereof by ENGINEER is acceptable to CONTRACTOR. -� I . The Contract Documents are generally sufficient to indicate and convey understanding of all terms and conditions for performance and furnishing of the Work. J. The CONTRACTOR acknowledges to and for the benefit of the Town of Barnstable ("OWNER" ) and the Commonwealth of � I Massachusetts (the "State" ) that it understands the goods and services under this Agreement are being funded with l monies made available by the federal American Recovery and . i Reinvestment Act of 2009 (ARRA) and such law contains provisions commonly known as "Buy American; " that requires (1 all of the iron, steel, and manufactured goods used in the project be produced in the United States ( "Buy American Requirements" ) including iron, steel, and manufactured f11 goods provided by the CONTRACTOR pursuant to this ? f Agreement . The CONTRACTOR hereby represents and warrants to and for the benefit of the OWNER and the State that (a) jj the CONTRACTOR has reviewed and understands the Buy 1 American Requirements, (b) all of the iron, steel, and manufactured goods used in the project will be and/or have been produced in the United States in a manner that I complies with the Buy American Requirements, unless a waiver of the requirements is approved, and (c) the 4 1 -I Wind Turbine-Solaya 6 of 17 l U CONTRACTOR will provide any further verified information, certification or assurance of compliance with this paragraph, or information necessary to support a waiver of 1 the Buy American Requirements, as may be requested by the OWNER or the State. Notwithstanding any other provision of this Agreement, any failure to comply with this paragraph by the CONTRACTOR shall permit the OWNER or the State to recover as damages against the CONTRACTOR any loss, expense or cost (including without limitation attorney's fees) incurred by the OWNER or State resulting from any such failure (including without limitation any impairment or loss of funding, whether in whole or in part, from the State or any damages owed to the State by the OWNER) . While the CONTRACTOR has no direct contractual privity with L� the State, as a lender to the OWNER for the funding of its ` project, the OWNER and the CONTRACTOR agree that the State is a third-party beneficiary and neither this paragraph (nor any other provision of this Agreement necessary to give this paragraph force or effect) shall be amended or waived without the prior written consent of the State. K. As a recipient of ARRA. funds, CONTRACTOR agrees that �. employees may not be discharged, demoted, or otherwise discriminated against as a reprisal for disclosing information that the employee reasonably believes is evidence of: gross mismanagement; a gross waste of funds; a substantial and specific danger to public 1� health or safety; an abuse of authority; or a violation of law, rule or regulation. L. EPA's Inspector General will promptly be notified if there is any credible evidence that a false claim has been submitted under the False Claims Act or that a criminal or j civil violation of laws has been committed pertaining to fraud, conflict of interest, bribery, gratuity, or similar misconduct involving funds provided under ARRA. i M. No funds received from the ARRA will be used for any 31 casino or gambling establishment, aquarium, zoo, golf { course, or swimming pool . ( N. This award is subject to all applicable provisions of { implementing guidance for the ARRA issued by the Office of Management and Budget, including the Initial Implementing Guidance for ARRA (M-09-10) issued on February 18, 2009 and available on www.recovery.gov, and any subsequent guidance i documents issued. 1'`� Wind Turbine-Solaya 7 of 17 0. As a recipient of ARRA funds, CONTRACTOR will comply with Title VI of the Civil Rights Act of 1964, Section 504 of the Rehabilitation Act of 1973 , Title IX of the Education Amendments of 1972, the Age Discrimination Act of 1975, and other program-specific statutes with nondiscrimination 4 requirements. P. Employers and hiring agents on all projects funded in whole or in part by the American Recovery and Reinvestment Act of 2009 shall --_--- __ - -post notices of available--- -- employment opportunities to the commonwealth's job bank or the one-stop career centers closest to where the projects shall be located. The postings shall contain such information as directed by the secretary of labor �j and workforce development. The secretary may issue regulations to effectuate this job posting requirement. Q. Any entity located in the commonwealth that receives federal funds through the ARRA of 2009 shall provide information as directed by the secretary of administration [! and finance regarding the use of the funds. The required information shall include, but not be limited to, the ( � reporting information required by the federal government and any other information deemed necessary by the secretary to administer the ARRA responsibly, efficiently and transparently. To the extent possible, the secretary shall dI work to streamline the reporting of this information, minimize duplication of data entry by recipients and ensure data consistency. The secretary may issue regulations to effectuate this reporting requirement. R. CONTRACTOR shall comply with the following provisions of the Work Hours Act of 1962 : a) Overtime Requirements - No contractor or subcontractor 1 contracting for any part of the contract work which may require or involve the employment of laborers or mechanics shall require or permit any such laborer or l .I mechanic in which he or she is employed on such work to work in excess of forty hours in such work week unless such laborer or mechanic receives compensation at a rate not less than one and one-half times his basic rate of pay for all hours worked in excess of forty hours in such work week. Wind Turbine-Solaya 8 of 17 -1 b) Violations; liability- for unpaid wages; liquidated damages - In the event of any violation of the clause set forth in paragraph a) , the contractor and any subcontractor responsible therefore shall be liable to for the unpaid wages . In addition, such contractor or subcontractor shall be liable to the United States for liquidated damages . Such liquidated damages shall be computed, with respect to each individual laborer or mechanic, including watchmen and guards, employed in violation of clause a) , in the sum of $10 for each calendar day on which such employee was required or permitted to work in excess of the standard work week of forty hours without payment of the overtime wages required by clause a) . c) Withholding for unpaid wages and liquidated damages - The subrecipient, upon written request of the EPA Award Official or an authorized representative of the Department of Labor, shall withhold, or cause to be withheld, from any moneys payable on account of work performed by the contractor or subcontractor under any such contract or any other Federal contract with the same prime contractor, or any other federally-assisted contract subject to the Contract Work Hours and Safety . Standards Act , which is held by the same prime contractor , such sums as may be determined to be necessary to satisfy any liabilities of such contractor { or subcontractor for unpaid wages and liquidated damages as provided in clause b) . 1� d) Insertion of clauses in subcontracts The contractor or subcontractor shall insert in any subcontracts the �. clauses set forth in paragraph a) , b) , and c) , and this clause d) , and also a clause requiring the subcontractors to include these clauses in any lower tier subcontracts. The prime contractor shall be responsible for compliance by any subcontractor or lower tier subcontractor with the clauses set forth in paragraphs a) through d) . S. ARRA limits the amount of money that can be paid to consultants to $73 .40 per hour or $587 .20 per day I � exclusive of overhead. The following is the language from the ARRA Grant Condition that establishes this limitation: Wind Turbine-Solaya 9 of 17 L � EPA participation in the salary rate (excluding overhead) paid to individual consultants retained by recipients or by a recipient ' s contractors or subcontractors shall be limited to the maximum daily rate for a Level IV of the Executive Schedule (formerly GS-18) , to be adjusted annually. This limit applies to consultation services of designated individuals with specialized skills who are paid at a daily or hourly rate. As of January 1, 2009, the limit is $587.20 per day and $73 .40 per hour. This rate does not include transportation and subsistence costs for travel performed (the recipient will pay these in accordance with their normal travel reimbursement practices) . Subagreements with firms for services which are awarded using the procurement requirements in 40 CFR 30 or 31, as applicable, are not affected by this limitation unless the terms of the contract provide the recipient with responsibility for the selection, direction, and control of the individuals who will be providing services under the contract at an hourly or daily rate of compensation. See 40 �) CFR 31 .36 (j ) or 30 .27 (b) . ARTICLE 9 - CONTRACT DOCUMENTS 9 . 01 Contents r A. The Contract Documents which comprise the entire Agreement between OWNER and CONTRACTOR concerning the Work consist of the following: 1. This Agreement (pages 1 to 17, inclusive) . 2 . Contractor's Bid located in Section 00300 - Bid Form. 3 . General Conditions (Section 00700) . 3 . Supplementary Conditions (Section 00800) . 4 . Specifications as listed in the table of contents of }l the Project Manual . ! f 5 . Drawings listed in Exhibit D. 6. Addenda (None) . 7 . Exhibits to this Agreement as follows : a. Exhibit "A" - Acceptance of Bid, Notice to Proceed. b. Exhibit� "Bff - Performance, Payment and Other� Bonds (pages to , inclusive) . C. Exhibit "C" ; Certificates of Insurance. j � d. Exhibit "D" ; Identification of Contract Drawings. ' e. Exhibit "E" ; Permits (Not Used) . f. Exhibit "F" ; Tax Exemption Number. Wind Turbine-Solaya 10 of 17 i g. Exhibit "G" ; Statutory Provisions for Massachusetts Public Construction Projects . T h. Exhibit "H" ; Application and Certificate for Payment and Town of Barnstable Change Order Form. i . Exhibit "I" ; OSHA Training Certification of Contractors and Certification of Occupational Safety and Health Administration (OSHA) Training. j . Exhibit "J" ; Department of Environmental Protection Bureau of Resource Protection Division of Municipal Services Policies k. Exhibit "K" ; Documentation Required for State Revolving Fund Submittals 1 . Exhibit "L" ; American Recovery and Reinvestment Act M. Exhibit "M" ; Federal Davis Bacon and Related Acts Regulation. 8 . The following which may be delivered . or issued on or after the Effective Date of the Agreement and are not attached hereto: a. Notice to Proceed (pages to inclusive) ; b. Work Change Directives; I (^) c. Change Order(s) . B. The documents listed in paragraph 9 . 01 .A are attached to this Agreement. C. There are no Contract Documents other than those listed above in this Article 9 . D. The Contract Documents may only be amended, modified, or jV supplemented as provided in paragraph 3 . 04 of the General Conditions. ARTICLE 10 - MISCELLANEOUS 10 . 01 Terms ' ! A. Terms used in this Agreement will have the meanings stated in the General Conditions and the Supplementary Conditions. i � 10 . 02 Assignment of Contract A. No assignment by a party hereto of any rights under or f � interests in the Contract will be binding on another party hereto without the written consent of the party sought to Wind Turbine-Solaya 11 of 17 be bound; and, specifically but without limitation, moneys that may become .due and moneys that are due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law) , and unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 10 . 03 Successors and Assigns A. OWNER and CONTRACTOR each binds itself, its partners, successors, assigns, and legal representatives to the other party hereto, its partners, successors, assigns, and legal representatives in respect to all covenants, agreements, and obligations contained in the Contract Documents . II � 10 . 04 Severability A. Any provision or part of the Contract Documents held to be void or unenforceable under any Law or Regulation shall be deemed stricken, and all remaining provisions shall continue to be valid and binding upon OWNER and CONTRACTOR, who agree that the Contract Documents shall be reformed to replace such stricken provision or part thereof with a valid and enforceable provision that comes as close as possible to expressing the intention of the stricken provision. 10 . 05 Contractor's Certifications F.I A. Contractor certifies that it has not engaged in corrupt, fraudulent, collusive, or coercive practices in competing for or in executing the Contract. For the purposes of this Paragraph 10 . 05 : 1 . "corrupt practice" means the offering, giving, receiving, or soliciting of any thing of value likely to influence the action of a public official in the 1 � bidding process or in the Contract execution; 2 . "fraudulent practice" means an intentional misrepresentation of facts made (a) to influence the bidding process or the execution of the Contract to the detriment of Owner, (b) to establish Bid or Contract H. prices at artificial non-competitive levels, or (c) to deprive Owner of the benefits of free and open Wind Turbine-Solaya 12 of 17 � t competition; O 3 . "collusive practice" means a scheme or arrangement between two or more Bidders, with or without the knowledge of owner, a purpose of which is to establish T-1 Bid prices at artificial, non-competitive levels; and U 4 . "coercive practice" means harming or threatening to harm, directly or indirectly, persons or their property to influence their participation in the bidding process or affect the execution of the Contract. B. The CONTRACTOR shall not participate in or cooperate with �lan international boycott, as defined in Section 999 (b) (3) l and (4) of the Internal Revenue Code of 1986, as amended, or engage in conduct declared to be unlawful by Section 2 of Chapter 151E of the Massachusetts General Laws. C. Pursuant to M.G.L. C. 44, S31C, OWNER certifies that an H appropriation has been made in the total amount of the contract. 10 . 06 Other Provisions HO A. The fair share construction goals for minority enterprise ( (MBE) and women's business enterprise (WBE) participation for this contract is a minimum of five point three zero (5.30) percent MBE participation (per SRF Requirements) and �1 four point four zero (4 .40) percent WBE participation, . � applicable to the total dollar amount paid for the construction contract. These percentages have been j� adjusted such that the CONTRACTOR shall take all 1 affirmative steps necessary to achieve this goal, and shall provide reports . documenting the portion of contract and 1 subcontract dollars paid to minority and women-owned businesses, and its efforts to achieve the goals, with each invoice submitted or at such greater intervals as specified by the Town of Barnstable. The CONTRACTOR shall require similar reports from its subcontractors . " j� B. The CONTRACTOR shall not discriminate against or exclude E any person from participation herein on grounds of race, religion, color, sex, age, or national origin; and that it shall take affirmative actions to insure that applicants are employed, and that employees are treated during their .� employment, without regard to race, religion, color, sex, t Wind Turbine—Solaya 13 of 17 i age, handicapped status, or national origin. O C. As per DEP's Policy Memorandum #10 - the agreed upon DIRECT LABOR MARKUP (percentage) for change orders on this project shall not exceed 2? (a _ percent, as negotiated between Owner and Contractor. D. The Contractor shall indemnify, defend and hold harmless n the Owner, its elected or , duly appointed officers, L� directors and employees against labiality, losses, damages, or expenses (including legal expenses) resulting from any claim based upon negligent or intentional misdeeds or omissions of the Contractor, its employees or its agents in providing its services to employees of the municipality or their dependents pursuant to the agreement. E. Force Majeure - The Contract shall be subject to Force Majeure considerations and in the event that either party hereto shall be prevented from, the performance of any act required there under by reasons of strikes , lockouts , labor trouble, inability to procure materials, failure of power, fire, winds, Acts of God, riots, insurrections, war or other reason of a like nature not reasonable within n the control of the party in performing any obligations J shall be excused for the period of non-performance, and the period for the performance of such obligation shall be extended for an equivalent period for no additional cost to the Owner. Continued failure to perform for periods aggregating sixty (60) or more days, even for causes beyond the control of the Contractor, shall be deemed to render performance impossible, and the Owner shall thereafter have the right to terminate this agreement in accordance with the provisions of the section entitled € "Termination of Contract F. Termination of Contract - Subject to the provisions of the section explaining Force Majeure, if the Contractor shall fail to -fulfill in a timely and satisfactory manner its obligations under this agreement, or if the Town shall violate any of the covenants, conditions, or stipulations of this agreement, which failure or j violation shall continue for seven (7) business days �. after written notice of such failure or violation is received by the contractor, then the municipality shall thereupon have the right to terminate this agreement by giving written notice to the contractor of such l termination and specifying the effective date thereof, at f1 . Wind Turbine—Solaya 14 of 17 �j ll � • least seven (7) days before the effective date of such 0 termination. G. Governing Law - This contract is governed by the laws of the Commonwealth of the State of Massachusetts . H. MINIMUM INSURANCE LIMIT REQUIREMENTS �J Contractor shall. maintain insurance as defined in ] Supplementary Conditions Section 00800-4, Article 5 . . Current and updated certificates of insurance naming the Town of Barnstable as an additional insured shall be ( � submitted to the Town of Barnstable Risk Manager, 230 South St. , Hyannis, MA 02601 . IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in triplicate. One counterpart each has been delivered to OWNER and CONTRACTOR. All portions of the Contract Documents have been signed or identified by OWNER and CONTRACTOR or identified by ENGINEER on their behalf.This Agreement will be effective on j*YAL4,� L 2010 (which is the Effective Date of the Agreement) for Lhe amount of One Million Two Hundred Eighty Eight Thousand Five Hundred Dollars �1 and No Cents ($1,288,500.00. IN WITNESS WHEREOF, the parties to these presents have executed this Contract in the year and day first above mentioned. ! I By: Solayatnstruction, er a Division of Lumus Inc. Approved as to form i t J. Weil sq. ,, T Attorney F1 John C. Klimm, Town Manager Wind Turbine-Solaya 15 of 17 r As required by Chapter 693 of the Acts of 1964, this is to certify that the Town of Barnstable, Massachusetts has an appropriation which is adequate to cover the cost of this LJ contract. f1 By: Mark A. Milne, Finance Director The Certificate shall be signed by the auditor or accountant or other officer having similar duties of the Town of ( � Barnstable, Massachusetts and the official title noted below the signature. IJ CI t j f-� I I �� Wind Turbine-Solaya 16 of 17 *FOUNDATION DEPTH BASED ON SOIL CONDITIONS PROVIDED ARE SUBJECT �- COMMUENNAL� O o TO REVIEW AND MODIFICATION OF DEPTH ON SITE OR IF ADDITIONAL SOIL INFORMATION IS PROVIDED Q QE - NQIES: CONFIDENTIALITY STATEMENT 1. TURBINES SHALL NOT BE CONSTRUCTED IN DEPRESSIONS OR NATURAL - THE ABOVE DRAWINGS AND CALCULATIONS AND IDEAS,DESIGNS AND ARRANGEMENTS STORM RUNOFF CHANNELS. GLOGIA ONO.AND NO PART THEREOF SHALL BE COPIED,DISCUSSED TO OTHERS,OR C .. REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF.EARTH SYSTEMS 2. OFF TURBINE PAD STORM RUNOFF WATERS SHALL BE DIRECTED AWAY USED IN CONNECTION PATH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC a - _ PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE FROM THE TURBINE PAD.' WRITTEN CONSENT OF EARTH SYSTEMS GLOBAL,MC. VISUAL CONTACT WITH THESE DRAWINGS OR SPEOFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF — - ACCEPTANCE O'THESE RESTRICTIONS 3. ELECTRICAL TRENCHES SHALL NOT CHANNEL OR PIPE STORM.RUNOFF _ WATERS TO TRANSFORMER OR TURBINE FOUNDATIONS . RESPONSIBILITY STATEMENT . 4. SEAL TOP OF PVC TUBES AROUND ANCHOR BOLTS WITH SILICON _ - - CONTRACTORS SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND RJQCAULKING'OR SILICON TAPE TO PREVENT WATER FROM ENTERING CONDITIONS ON THE JOB AND THIS OFFICE MUST BE NOTIFIED OF ANY VARIATIONS C PVC TUBES AFTER TEMPLATE IS REMOVED FROM ATOP FOUNDATION. FROM THE DIMENSIONS AND CONDITIONS SHOWN BY THESE DRAWINGS SHOP DETAILS M�J NACELLE - MUST BE SUBMITTED TO THIS OFFICE FOR APPROVAL BEFORE PROCEEDING WITH FABRICATION. - 5. THE 0A/0C SPECIAL INSPECTOR SHALL VERIFY IN WRITING ON THE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED FOUNDATION CHECKLIST SOILS ENCOUNTERED IN THE FOUNDATION CONSTRUCTION PRACTICES,CONSTRUCTION CONTRACTOR IWLL BE REQUIRED M ASSUME EXCAVATION AND PHOTOGRAPH. CHANGED SOIL CONDITIONS SHALL H SOLE AND COMPLETE RESPONSIBILITY FOR JOB STE CONDITIONS DURING THE COURSE BE IMMEDIATELY'BROUGHT TO THE ENGINEERS ATTENTION FOR OF CONSTRUCTION Of THE PROJECT.INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THAT THIS REQUIREMENT SHALL BE MADE M APPLY CONTINUOUSLY AND RE-ANALYSIS. �. .. - - NOT BE LIMITED TO NORMAL WORKING HOURS. AND CONSTRUCTION CONTRACTOR - FURTHER AGREES TO DEFEND.INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS 6. GEOTECHNICAL INFORMATION FOR FOUNDATION DESIGN PRESENTED IN: FROM ANY OF WORKK ON iHIIS PROJECTT,OR ,EEX�nNG LIABIurr�ARISING TMFROM THE GEOTECHNICAL SUMMARY REPORT SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. . PROPOSED WIND TURBINES WT-3 AND WT-4 617 BEARSES WAY HYANNIS. MASSACHUSETTS DATED: MARCH T2, 2010 �O BY: UTS PROJECT NO.: 13316 TUBULAR TOWER—___ TOWER Q P&H 18 FT FOUNDAnON CHARTO� ^ MR_4 O (��j�O ��`l�lJ✓ TURBINE LOCATION ADDRESS 617 BEARSES WAY (�, HYANNIS. MASSACHUSETTS �L DRAWING INDEX - - - SHEET NUMBER DRAWING TITLE REVISION 0 w`J . �< S-1 TITLE SHEET k DRAWING INDEX 0 Q \v S-2 ASSEMBLY NEW 0 99 o S-3 FOUNDATION,PLAN&SECTION 0 S-4 EMBEDMENT RING,TEMPLATE RING.&FABRICATION DETAILS 0 or NOMINAL DIMENSIONS FLANGE DIMENSIONS PROVIDED IN S-5 EXCAVATION&BACKFILL DETAILS 0 LwJ " 'MARK' VALUE(M) .VALUE(FT) .DESCRIPTION DISTRIBUTED ENERGY SYSTEMS - Hh - 37 121 HUB HEIGHT WRG002.01 BOLT RING, BASE, 37M TOWER - _ - DATED 03/19/OB REFER TO ELECTRICAL ENGINEER'S DRAWINGS FOR COMMUNICATION AND GROUNDING LAYOUT. Or 21 69 DIAMETER OF ROTOR REVISION: A - OLh ..47.5- 156 OVERALL TURBINE HEIGHT - %>ypq ' - 'PddH TENSIONLESS FOUNDATION Q i \� QQ J DESIGN CR71�A FOUNDATION LOADING INFORMATION PROVIDED BY NORTHERN '\ \� O AU p M�HD POWER SYSTEMS \ \� DO }IENbER$ON. w DOCUMENT ID: A00208 \ \ EXTRflE BDm LOADING FRONDED BY TOTTER AND TURBINE MMLNFACTUREIt DATED: JANUARY 2009 �'://i./�/��///�//�.� CIVIL APPFiOV®F-0R OOI�JCTION F.(HORIZONTAL LOAD)-:24000 Les - - NO.432 Ft LYERRCAL UDAD)-N3.D00 LBS P&H FOUNDATION. FOR WIND TURBINE .� - •Q a M(NAMMUM NaNSM-s.Q1,000 Fr-Las SCALE: NONE +VISIT'S � cJ smn(OM NOT. NORTH lull N D 100 ° - S�ONALS PAIRWK AND HENDERSON.DIM DATE ALLAN P.HENDERSON TOOB NTFRNAIIONAL BU0DI110 CODE .. _ NO.:43709 mm NXM1MCTp1 Hx D,D saLL%a.Y INAT 11BmBI E WIND TURBINE GENERATOR °�' I� MAIVACRBr uIBNaBro LOADBa rABuaEB auNEs AM AIo1Irr ni BROKER. ON A � _ � PROPRIETARY WARNING e� 37 METER HUB HEIGHT TOWER THIS DESBN AND THEM DRAVENGS ARE CONROEN AL AND PROPRIETARY. NF YOU DO NOT HAVE A SET ASSANED AND NUMBERED SPEaRCALLY TO _ YOU.RETURN THEE:DNNEDIAIELY TO EMIR BI!IEMB aOBAL,NC EARTHSHELT N L SRR/OFR Qp WIND LOADS ARE GREATER THAN SEISMIC LOAD AS DETERMINED BY THE 2008 - srALEMSN0.Haetb uNa DATE INTERNATIONAL BUILDING CODE THIS SET N0. ASSIGNED TO: ENV ORNIA mo f THIS FOUNDATION WAS DESIGNED FROM EXTREME AND MAXIMUM OPERATION WAND LOADS ��MANUFACTURER. E BOTTOM OF THE TOWER PROVIDED BY THE TURBINE AND ISSUED FOR CONSTRUCTION 04/22/10 APPROVED FOR CONSTRUCTION REV 0 oovNlDaO© Tmo TITLE SHEET & DRAWING. INDEX ROTATIONAL STIFFNESS 7-5 GN-M AD MINIMUM 15' FOUNDATION WIPCP DVDII sYSTBB HxOsu ENIM sYSTBe NUMN,EIG FLOfEEOSWpM:Lg®FOR OBBRICOI Earth S stems 79. COUNTRY«„B DraYE FOUIOA,IOI ENco(mslc 00E„/23/os "�"� MsD�1�N E3B NOB N0. �/ BH�aIUBA DI1LEc.G H12203 aBOTEanIrAL ENIiFFi1NA1G slyNa LUMUS CONSTRUCTION' 1 D FT P&H TENSIONLESS FOUNDATION USA PATENT �5.586.417 ,m BNLEr w.: NORTHWIND 100 ON A 37 M HH TOWER FOUNDATI(SN PLAN ti Global, Inc. p10 3,6-1)BS w",smAR&oEDBHEmLAL I SHOWN 56 CUMMI MA 0180K , FOR WOBURN. WPCF TWO WIND TURBINE PROJECT FAX COI 345-7315 °0�"�10N TM�TMG JK TELEPHONE: 781-935=5600 Engineering For The Future am eeaNHBBIBnaNIL 9EGLaBY 'AH/SCSI WWW-IUITIU8Inc.COm HYANNIS, MASSACHUSETTS SA PAMENT 46ADW�Dae DIMENSIONS OM'9TE CONDITIONS SHALL BE DISCREPANCIES IN THE 1.THE ENGINEER OR HIS REPRESENTATIVE SHALL VERIFY THAT THE SOIL CONDITIONS MEET THE MINIMUM -° COO OVf �DD�UU���LS o PROCEEDING WITH THE WOW. BROUGHT TO THE ATTENTION OF THE OWNER BEFORE REOLUREMENT. ADJUSTMEN75 FOR ROOK OR GROUNDWATER,IF ENCOUNTERED,MAY BE REQUIRED AS O _ DIRECTED BY THE ENGINEER . n U CONSTRUCTION SHALL CONFORM TO THE I.E=VATE FOUNDATION HOLE BY TRACK EIICAVATOR W N81 R L EXCAVATED HNS MUST BE A MAN v 21V FgLONNQ 2 CONCRETE SHALL BE BROUGHT UP UNIFORMLY THE AND M 5 FEE IN ACCORDANCE WIlN NOTE 5 OF RE GENERAL - LARGER I DIAMETER DON THE O!DIAMETER.C=VAM HOE SHALL BE COVERED OR a1OED BT F04OND TO Q CONCRETE. USA-ACI 318-2005(EXCEPT 7RD/MIE REg11RO1EN75 SEE R� SLUMPS UP NOTES WITH ARE ALLOWED. ED THE CREME 5 FEET OF THE FOUNDATION WHERE CONCRETE PREVENT UNAUTHORIZED ENTRANCE. 00 SLUMPS UP AL 7 INCHES ARE ALLOWED. CONCRETE CREME TESTS AND CONCRETE 11ON AT 90N TEST � AGGREGATE: - � USA-A51M C-33X MADMUY 1 INCH ACOECAIE SAMPLES SHALL BE OCCASIONALLY TAKEN FROM CONCRETE POURS OF THE FOUNDAT011 AT THE '� 2 PLAUF,PLUMB.AND 9D2IE GNP Mro FOIUDA71p1 EfKWVA7101L IUJR INSPECTORS OPTION FOR STRENGTH COMPARISON NTH LOWER SLUMP CONCRETE POURS, SLUMPSil - _ _ �F) 1 A)PIKE GRONWEq CODE OUTSIDE OP AS R701FPA STRUCTURAL STEEL USA-AISC 13a EDInoN GREATER THAN SPECIFIED MAY BE CAUSE FOR CONCRETE TESTING REJECTION. MAXIMUM TIME IN TRUCK IS e)WNfMEIE AMMM SPACE E7WEF11 FOUNDATION EXGVATHON HOE AND EXFRDrt ONE. o ' cEMENr. USA-ASTM C-150 �cUTES O 3CO REVOLUTIONS. DRUM SHALL BE TURNED A MINIMUM OF 30 REVOLUTIONS AFTER -�f WATER. . 8)COFIL BOTTOM A a FEET P CE MIEN N Nam 0)Orr HOES FOR CONDUITS AND PLACE CMCW AS REWIRED TO CONFORM TO CONSTRUCTION METHODOLOGY REINFORCING STEEL•_ USA-ASnM A-815(WITH MODIFICATIONS AS NOTED) 3.A MINIMUM OF FOUR CONCRETE TEST CYLINDERS SHALL BE TAKEN FOR EACH COMPLETE FOUNDATION. ,,,,►f rr``..w EMPLOYED BY THE CONTRACTOR. ADDITIONAL CYLINDERS SHALL BE AT THE OWNERS EXPENSE. CURING AND TESTING OF TEST CYLINDERS, A 4'LN.I.711tI E: 4.POSITION BOTTOM EMBmMONT FIND INSIDE Op. C� &A.Wc%; MATERIAL TEKXXIMIX 5-00 EVALUATION AND ACCEPTANCE OF CONCRETE SHALL CONFORM TO ACI 31.8.SECTION&B. � D\\:� O \\ ()0 H9NbER� �I A TOM No STUD A PACKAGED GROUP v AHOaM BOLTS N EACH QUADRANT INSIDE THE ONE. A STRUCTURAL CONCRETE-MIN.S.00O PS AT 2B DAYS,MINIMUM 0.5 SACK d:CEMENT,WATER `V \� CEMENT RATIO OF 0.50 i AND A 5 INCH MAX-SLUMP. 4.CERTIFICATION OF BOLT STRENGTHS AND REINFORCEMENT GRADE ALONG WITH MIL CERTIFICATIONS AND J t�� FIRST CONCRETE POUR-MIN.3,000 PS AT 2B DAYS,MINIMUM 6.5 SACKS OF CEMENT.WATER HEAT NUMBERS SHALL BE PROVIDED BY THE CONTRACTOR FOR THE ENGINEER FOR ALL ST133- '///���Q�. (((��� O CIVIL IL 0.LOAD TEMPLATE ND EMBEDMENT REq THEM BOLTS,SEWN NTH NUTS CENTER BOLTS NO MA UR n1PIATE CBIENT RATIO OF 0.50 t AND 5 INCH MAX SLUMP. (�\ D ' .4,�,,y1A PLACE AND 7E REBAR WUUP.ILL FOUR N)MAR HOOP MAPS AROUND EACH OUTER ANCHOR BOLT AT EQUALLY ' C.13ACKFILL SLURRY MIN.50C)PS AT 28 DAYS MINIMUM 3 SACKS OF CEMENT,WATER CEMENT 5.SAMPLES FOR MATERIAL TESTS STALL BE PROVIDED TO THE ENGINEER UPON REQUEST AT NO ADDITIONAL - \\v ITIE7 2W SPACED VERWAL INTERVALS AS 900 ON MEET S-3 AT MAMMY 6 Fr SPACNG. RATIO OF 1.5 t AND B INCH MAX SUMP. COST M THE OWNER ((��\ A , _.D.3 SACK TO PS)SAND/CEMENT SLURRY- MIN.3O)PSI AT 28 DAYS,MINIMUM 3 SAGES OF \N. �_ � � !�/y ,GV 7.PLACE RUMS.AND WOU E OCLT/tOMRATE ASSEMBLY INSIDE OP. c'S CEMENT.WATER t`OAEIIT RATIO OF 1.6 t AND A 6 INCH MAX SLUMP. B.ALL FRAMEWORK AND BOLT TEMPLATES SHALL BE DESIGNED 70 HOOD THE FOUNDATION COMPONENTS ���/ 6 NSTUL MECM AND CO MLW.A7=CMM79 THROUGH CMI.PLACE GROLMM ERE, RIGIDLY IN PLACE DURING PLACEMENT OF CONCRETE OR DURING TRANSPORTATION CF TINE BOLT ASSEMBLY v \vvj`7 W WATER REDUCERS.AIR DETRAINMENT.AND PLSTCIgRS ARE ACCIDTABLF:FRY ASH IS TO BE FROM FABRICATION YARD TO THE EXCAVATION. �DO. � � .5 ` G.INSTALL STWDFOAM DIODMLrM Q AVOIDED WHERE REASONABLE. THE CEMENTITOUS MATERIAL MIX DESIGN SHALL BE DEVELOPED AND P Q PRESENTED TO THE ENGINEER FOR APPROVAL ALONG NTH 7EST RESULTS INDICATING REQUIRED 7.DEVIATIONS FROM TIE PLAN REQUIRE WRITTEN APPROVAL BY THE ENGINEER PROPOSED CHANGES SHALL BE OQ O ^ 10.CHECK LEVEL ON TD/4AIE AND RADI CO CREM FINISH MOOR WITH TROWEL AND BRDOM FINISH. APPLY CONCRETE STRENGTHS INDICATED ABOVE HAVE BEEN REACHED. - RSHOWN ON ENEW AND SHOP PRO WINGS PREPARED BY THE CONTRACTOR AND SUBMITTED M THE ENGINEER FOR �` CtMM COMPOUND. 4.NORMALLY CEMENT SHALL BE TYPE II PORT AND CEMENT IN ACCORDANCE WITH ASTM C-150. It.ROOK TEMPLATE ASSEMBLY 6 NOMINIMUM M YDI FOIL RESET TEMPLATE DIL ATE AT ARS FOUNDATION.ALLOW CEMENT SELECTION SHALL BE DETERMINED BY CONCENTRATIONS OF SOIL BORNE SALTS PRESENTED 0.A FINAL REPORT SHALL BE SUBMITTED BY THE ENGINEER PRESENTING ALL TEST RESULTS FOUNDATION O Q �% f, "1 CONCRETE OLDIE A MRAM OF 3.0w PSI PRIOR oR TD Bew"M TO FnEc m BY THE SOILS REPORT. CHECKLISTS,FIELD REPORTS,AND ANY SUBSTANTIAL DEVIATIONS FROM THE PLAN.THE FOUNDATION ��l �CS'V O�^ 12.ALL CpOBYCTM S IA L E PEEBge®N ACCORDANCE WIN SIDE STANDARDS OF THE NO9Rr. S ALL CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 318-MM CHAPTER 5(USA}. ALL. CHECKLIST SHALL BE KEPT FOR EACH FOUNDATION BY THE ENCINEER'S REPRESENTATIVE CONCRETE SHALL BE VIBRATED WITH MINIMUM 2 NCH(50 mm)MBRA70RS IN GOOD WORKING ORDER B.ALL CONSTRUCTION WORK SHALL BE OOCUMEN7W ON AS BUILT PLANS AND FOUNDATION CHECKLISTS. �� BASE g7TNG AM GRGl1TING PRGL�DURE FOR SMIIIS� DIGITAL PHOTOGRAPHS SHALL BE TAKEN OF THE EXCAVATION AND STEEL PLACEMENT AND MODIFICATIONS \vC/l V &ALL CONCRETE STALL BE PROTECTED FROM FREEZING FOR A MINIMUM OF 3 DAY�7AFTER PLACEMENT. OR DEVIATIONS FROM THESE PLANS ❑ C/C�/� �S(,( P3299 PA AN P. LNG -DATE t.Nt FOREIGN MATERIAL FROM BOLTS AM GROUT TROUG L OEM ODUT TROUGH TH SHOP VAC AND MASSA NO--7.THE CONCRETE MIX DES04 SHALL BE REVIEWED BY THE ENGINEER 10.ALL CONSTRUCTION WORK SHALL BE CLOSELY OBSERVED BY A QUALIFIED INSPECTOR /j\</J .t EV.1i22 3 1 4 2 OF 2 Na laD FORM RUBBER,PIPE NSU AnOV OR M&M MATERIAL v Bats TO B.THE CONTRACTOR SHALL POST A JOB CARD(Mg57Ul�PROTECTED)AT DATON. NO PROVIDED BY OR APPROVED BY THE ENGINEER �O Cam\�% \-\ n gEVIXf OiWT FROM ADHERING ro THE BOLT TREADS CONOCR OR SLURRY STALL BE PLACED WI OUT JOB G110FF tlNEER OR HIS 11.BOLTS STALL HAVE SHAFT LMI75 PASS LC)OF 0.00E IN mm SHALL HAVE LBI75 C/ v \ N S MOLD WIT a SINI STACIMS TO FIND TO WnWHR��LEVEL IN THE lv�T R6F'16110:Pm1f TD REPRESENTATIVE THE APPROVAL SHALL INDICATE THAT SON NFORCING STEEL CLASS LCI)OF 0.q)5 INCH(0./25 mm)IN ACCORDANCE WI CAN ARpI STANDARDS IN511N7E / OF �T NSUBSTcnILM�NT OµTT HECE NCOONTH�,�s O umE SHALL BE �ANs} � 0411221141 . ��ro LEVEL AT FOUR(4N LnGATDHD Io APARr Bad„RtcAILr rK 4.2 9.REINFORCEMENT SHALL BE SUPPORTED TO OBTAIN BAR PLACEMENT AND SPApN INDICATED ON 12 THE CONTRACTOR OWNER.AND ENGINEER OR HIS REPRESFNTA r MEET PPo00 COIISiRUCTION EARTH S'f31FMS OOMAL INC. DATE t/B•. 7K lv v M MQO SHUL PRnECT A LEVL SITU¢qg�Wt/S'. p THE PEWS SEE ACE MANUAL OF CONCRETE PRACTICE P�_I�J�3. � A PRE CONSTRUCTION CONFERENCE AI��IIN -Q�• CALIFORNIA NO-9ff170N L SDOIEA n YOSEN OUGHT 7Rg10H AND REMOVE srUpNO WATER ETTIE OKWTNn OKWT RggH p)DIXO E KEPT YET FOR 10.THE LOCATION OF ANY CONSTRUCTION JOINTS SHALL BE (((a)))THE PLANS SHALL BE RENEWED AND AN ITEMRED pHE COMMENTS NO \PpII/SI APPLDIINIFLY 1 NOW Rapt ro PLACING BROuf. -�J 7N (c) N DETAIL THE CONTRACTOR SHALL PRESENTHE SPECIFICATIONS SHALL BE T HIS CONWEDSTRUCTION M P ALONG N A J• - ---+--�� a 0.OMIT ATOP CONCRETE N GROUT TRagH TO PROVIDE A UtDORI AGE FOR 11.MINIMUM CONCRETE COVER FOR REINFORCING S1E11 STALL IN ES(7 FOR CONCRETE CRITICAL PATH CONSTRUCTION SCHEDULE IFBOIAIE 7,PLACE SUS PLACE IN DIRECT CONTACT NTH EARTH AND 2 INCITES( EXPOSED M THE (( CONSTRUCTION BEGINS) �j--Y1 BDT1W WN0 �- 1 ELEMENTS AND 3 INCHES(75 mm)FROM INNER OR OUT13. RANDOM 7E5T FORLURRY TEST 3 SACK SLURRY APPROXIMATELY EV FOR ERY A BE FRONDED. (�07f&RS) a 5 BA DIRECTED SE K ff. ==TA___1L __ ORIENTATION A9 LANK 12 FOR CONDUIT AND CROUNDNG SYSTEM LOCA7101H AND ENDUE SHEET 5 ('� (7 ('� BOLT HOLES. M����[���_n1���`� O OF THESE PLANS IF AVAILAUM a OR ELECTRICAL ENGINEER`S IF ELECTRICAL 14.TURBINE PAD GRADING SHALL MEET ALL SPECIFICATIONS I��'�I m 0.CHECK TOP v TOES BASE S7C1101 MM CARPENTERS LEVEL ACHE P TOM N TWO ENGINEER'S PLANS SHALL SUPERSEDE Q . Q n ` - LOCATIONS,90 DEGREES APART.TO YEWY THE PLLYBIESS OF 13.TRENCHES FOR GROUNDING AND SECONDARY ELECTRICAL CO�ALL Q¢ , f�f SAND CEMENT 1.ANCHOR BOLTS TO BE PACKAGED INTO GROUPS OF 30 OR A CTOR'I-I ��o - 10.PLACE TORS AID WASHERS ON AND WAR THE TOP v BOLTS ro 0 COIWIO OF MmN R 11 SLURRY BACIffILL. O v IF=TO PLACE THE GROUT INTO THE TROUGH 14.ALL MISCELLANEOUS METAL WORK SHALL BE A-30. FLAME K IF APPROVED BY THE 2 ANCHOR BOLTS TO BE FITTED NTH PVC S1;E1HEr 23•SH GTE. PVC SLEEVES It.MX GROUT(MLA 300 PO ro A POWAGILVLUO STATE��AAIIOHS FOLLOW FOR ANCHOR BOLTS STALL CONFORM TO AS7Y A1784,TYPE ACTURED ASTUD2241.SDR21 INSTRUCTORS REGARDING AMBIENT AR 7EUfV1UAlW®FGR MNNO SPFFFD B 11D0 ITN, III FOR A ENGINEER Q THIpCHESS Q t rsr rtlE MINIMUM v D4EE MIREB AFTER TIE ADOTIpN GF 7K LAar T. I&THIS PLAN NOT VAUD WITHOUT AN ACCONPANNN.SOLS ENGINEER. - ANCHOR BOLTS 2 3.EMBEDMENT RINGS MAY BE SPIKED TO FACILITATE SHIPPING I CMFH7S D SHALL ASSEMBLY WITH MOON OUTS t2 THE SUE R PROAXII LULL cWAS T AN 6 SAMPLES ROCOHpD 3OFHDaKE FROM BETWEEN TINE 18.ALL EXTERIOR BACKFILL TO FACILITATE POSITIVE DRAINAGE lME�ATION SHALL BE INTO CONTINUOUS RING FOR PLACEMENT INSIDE gJ7ER GYP.�1 SHALL BE AND 0 FOR RS,OR F O M NEE MAN I TINGLE FROM A MI WN E7WETH 2 COMPACTED TO 95X(ASM D-698)OUTSIDE OF SLURRY AND SHALL C01lS�G CLEAN GRANULAR FABRICATED AND PACKAGED FOR EACH EMBEDMENT RING AT THE FABRICATOR AND a TOWERS,GR PLIOY CIE TOWER FOR STOGIE IUIOIE MATERIAL INTERIOR FOUNDATION BACKFU TO BE UNCOMP 0 IN E7KCES5 OF 2 SHALL CONTACT THE CONTRACTOR TO VERIFY NEED FOR CENTERING OP DRAWING OF SPLICE 11 RAISE TOWER AND POD GROUT ND TROUGH. PLACE OMIT N 01 m LEYFL WN lOP v FEET((0.8 Y)N DIAMETER FROM INTERIOR BAG01LL CON IESTI VED BY THE PLATE�� FRONDED TO THE ENGINEER BY SUPPLIER F SPECK PLATE SLooc OUT SQL ,I.,LJ 1LR�IGN ENCINEEt,SHALL BE PERFORMED BI AN ACCEPTABLE CE FI�OF PROPOSED DOES NOT CONFORM TO DETAIL B SHEET S-4 OF I (4 REQUIRED) �-+ COMPACIICN TESTING SMALL BE PAID FOR BY THE CONTRA 11.9:T TOWER BASE DRO GRart AND CLETX TOP v 100 BASE WM GCAtR�@I11OF7Op IEVL OSS THE UPPER 4,THE OUTER R BONER CUP SHALL CONTAIN 4-2 INCH(50 OF THE TOP M d PARR v THE TOWER N I=LOCATIONS,GO EaNIPER APART•ro RWMI�p7dMR BASE AND IL 17.POSITIVE DRAINAGE SHALL 1 FRONDED AWAY FROM FOUND T A IN ALL FACILITATE PLUMB LIFTING.THESE HOLES SHALL FORMA TO THE SIDES O' ASSURE BASE I SEEING FIRMLY UPON RE SHIN MOM 111 DIRECTIONS FOR AT LEAST 10 FEET. NO POIDING CF WAIEAQABJNgSTO�WED�0DIN0 PAD. THE GIP.THE TOP A BOTTOM OF THE CP SHALL BE CRT A VARYING MORE THAN - t0.TENSION NUTS(wBNCH TIGIO srARTI1G WITH HU7g IWEDIA7ELYTa F� HUTS /r/n� 2 INCHES RID mm)MORE OR LESS FROM LEVEL.THE LEHGT�pIP OT VARY MORE THAN E TENSIONED TO 50 R�891, 10.NO WELDING OF RENFORCEENT STEEL OR ANCHOR BOLTS THE ENGINEER 3 INCHES 75 mm)MORE CR LESS FROM THE LENGTH SPE Q ���"" H'AOME lA0001 fEFAIED BY to REMOVE EU(LE�GROUT AND FINISH 1ROME1 AT RIGHT ANGE ro GEAR ALL Z. n 1B.LOOSE YAIEPoAI.SHALL BE REMOVED AND/OR CONSOIID REPRESENTATIVES 5.BOLT HOLE TOLERANCES FOR THE TEMPLATE AND EMBEDMENT nHma7UXNVYYENSOEIS SHOWN BOTTOM RNO OF 7FBWlAIE OF BOLT nEEAD9 ro FACILITATE 70KSp0D THE Bal4 AND SWANW§qr TIES^ rLmO APPROVAL EXCAVATION 571AIL BE LEAN AND FREE W THE JOB CARD ON THESE PLANS. �J 17.SET SEcdD SECTION v tOLER F VIES NE 73 WI Oft 164 HWH i EOD9 F WAVE �I SIGNED OFF BY THE ENGINEER OR HIS REPRESENTATIVE PRIOR TO STEER. (a)BOLT CIRCLE DIAMETERS WITHIN 1/16 NCH(1.6 mm)MORE OR lt$�ySS 1 NCI OPERATOR SOP ELEtiB 1HaETERI F rlos ARE TOO ROC Gtaur GRL AND D E (A)SPACING BETWEEN BOLT HOES 1/32 NCI(0.8 mm)-MU:=-1/46 INCH YORE OR LESS FOIL BE7MFJN IDEZt AND E 20.ROCK CAVITIES UNDETECTED BY ON SITE CE07ECHMCAL/C� I ON ARE NOT ACCIADLATIVE. OUTER O P YIIII CONCRETE 10.ANCHOR BOLTS MAY E FULLY 7FR9O1®WI)1 GROUT REACHES HI3} SEE BOLT CONSIDERED BY 1H16 FOUNDATION DESIGN. THE ENGINE 1 AL NO SUBSTAN7AL (e)RINGS STALL NOT VARY MORE THAN 1/4 INCH(8 mm)dIEI.. ICBM TENSO"SEQUENCE ON SHEET S-a ROOK CAVITIES ENCOUNTERED AND MEDIATING ACTIONS T d S.RING INCIONESS SHALL NOT VARY MORE THAN 1/32 IN (0. ..'•,.. �° a t.REMOVE ANY FOREIGN MATERIAL FROM BOLM AND GROUE ROUGL SHOP VAC AND 21.ONLY APPROVED PLANS WET STAMPED BY THE ENGINEER SHALL BE USED COMPRESSED AIR �A- �R- FOR CONSTRUCTION.THE CONSTRUCTION CON7RAC1oR SN A SET CF THE 7.STYROFOAY BLOpCOU7S TO BE PACKAGED INTO 4 PER TIN KANG U]IG1HL MOST RECENT APPROVED PLANS,ADDENDA.AND fENiSON�F'dtApf 1CTION. REFER TO DETAIL 12 SHEET S-4 OF THESE PLANS 5'� dCOU OT REIIRES IF TOWER - :.a9.•�.'"'..••.°°...;.,..a •: - 2 SUP Y IOW FORM RUBBER.OR STEM MATERIAL.•KL%Mr OVFIR "BOL��HPENR7 OMIT FROM (U/� IS M BE SUPPORTED ON SHIM PACKS. ADHERING TO THE BOLT THREADS. I`-"--'I �_ 22 GROUT SHALL BE FIVE STAR PRCOUCTr.ING FIVE STAR FLUID GROUT 100 GI - ORIIANCE '` �y PRECISION NONSNPoNK FLUID GROUT OR EQUAL GROUT SHALL BE UTIODA f.IF LL GROUT TROU6F1 6,EXPOSED THREADS ABOVE BASE PLATE SHALL BE COVECED NTH A CAP OR APPROVED BY THE •. 1 MOISTEN Gtprt RggH UD REMOVE sFUDNO WATER BEFOE aau7N0. E KEPT w� UNDER TEMPLATE. (GROUTING BY TOWER INSTALLER) H FOR A PPRO MATLY 1 HOUR PRIOR TO PLACING GROVE �I COMPRESSIVE SNRCENG7N,ASTM C 942(CIO/ ENGINEER. PLASTIC CAPS SHALL BE PACED WITH GREASI (BY TOYER IN N 9 N A0.AlSf THE IEVESU10 NUTS ro PROVIDE A LEVEL PLANE. LJ L MINIMUM WATER MAXIMUM 9.NUTS SHALL BE HEAVY NIX NUTS CONFORMING TO ASTY A194 GRADE 2N.A.OR ASTM A563 i s SET TONM BASE D70 GROUT TROUGH ON O MP v LEWinD NUM ENDUE PROM TOWER DOM OIRrAT" 1 DAY 5.8CO PSI MPa 3,500 PSI 24.2 MPa GRADE OH.PLAN FINISH. ONE NUT SHALL BE THREADED TO THE TOP OF THE BOTTOM THREADS O-THE OEECTED BY TOWER YAIRFACIIIRE USE PROPER tons FOLK AHGIDD i0U1DA71OB BOL79 WN TOWEJI FRANBE- 3DAY7.500 PSI 140-.0 S1. YPO ISIZ PS MPa ANCHOR BOLT 21.5 INCHES ABOVE THE BOTTOM OF THE BOLT.THE NUT FOR ME TOP OF THE BOLT BOLT HO E4.?7 DAY DAY 18.000 PSI000 PS 55.2 MPG MPG 6.500 PSI 44.9 MPG 141.4 SS2 MPG SHALL BE THREADED TO EXPOSE APPROXIMATELY 1 INCH OF THREADS EXTENDING ABOVE NUT.NUTS TOP ° 0. AND BOTTOM OF EACH BOLT WILL PREVENT THE PVC SLEEVE FROM SLIDING OFF OF BOLT.THE REMAINING E CHEN TOP OF TOTER BASE SWIM WIN CARPOnER S LEVEL ACROSS THE UPPER PARE v THE TOWER IN 7WO CONTRACTOR STALL FOLLOW ALL MANUFACTURES INSTRUCTIONS HEX NUTS'D THE ANCHOR OF NUTS CONTAINED.I ONEpPERCE NT(1(111)EXTRA(N NUTS SHALL BE SUPPLIED. Q NUT FOR SHALL BE a. a LOCATIONS.90 DEGREES APART.TO VERIFY THE FLUkOASS OF TOWER BASE 7.PLACE NUTS AND WAVERS ON AND NEAR THE TOP OF Ban TO PREVENT TOWER BASE FROM CMM OFF WE)I IT B 23.ANCIfOR BOLTS SHALL BE ASHY A-B1S GR 80 STEEL.BOLTS OR EOUAL NTH COLD ROLLED THREADS 10.HARDENED WASHERS STAIN CONFORM TO ASTU F438.PLAIN FINISH. ONE PERCENT(110 EXTRA WASTERS ..e, LIFTED TO PLACE THE GROUT ND TIE TROUGH. OR APPROVED EQUAL BOLTS MANUFACTURED R WI ALL 1 FORM LIED.ENGI I EINFING,RC EQUAL ONE SHALL BE SUPPLED. ..,�•... -•a - 6 MIX ONLY(SBA 300 Fn TO A PORAHFXLED STATE FDIlODNG MANUFACTURERS WOMUD ATMM FOLLOW PERCENT(111,)EXTRA BOLTS,NU75,AND WASHERS STALL BE SUPPLIED. REINFg7gNG BARS STALL ANOHXt BOLT WIN . BE ASN A-B1S GRADE 60(USA} 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING IN PLACE THE EMBEDMENT RING TO PREVT _ APPROVEDPVC PIPE SHEATH EQUAL ON OBRIICIto114 REOAREGARDING AMBIENT AI TEMPERATURES FDR MACHO GROUT IDGIO SP®6 tNDO RPKL MO FOH A MINIMUMOr DaBE MDY AFTEROFE BAG OFTES FR THE Awn= TI LAST B GRIT. MOVEMENT DURING CONCRETE POUR THE CONTRACTOR MAY USE THE CENTERING SHOES REBAR DOMES.24.CONCRETE SHALL ALL BE PLACED PER ENGINEERS DIRECTION OR HIS R VAIN ITAnVE IN ACCORDANCE OR EQUAL IF THE CONTRACTOR DEMONSTRATES M THE SATISFACTION OF THE QA/QC INSPECTOR THE ... .'.p„. 9.THE TECHNICIAN WILL OaLEW GRIT SAMPLES FOR EACH 70OR. WITH CONTRACTORS METHOD IS WORKABLE. 1n RAM 7oreR AND FOLD GRIT INTO ROIOI RACE GROUT N OtOUT 7Rpgl 25.ANCHOR BOLTSDI SHALL BE TENSIONED IN ACCORDANCE WITH THE BOLT TENSIONING SEOUENCE SHEET - .a.,.. It.SET TOWER BARE INTO GRIT AND CHECK TOP v TOWER BASE SBCRON MN CARPENTERS LEVEL ACROSS THE UPPER S-3 OR AS DIRECTED BY THE ENGINEER .�• . . PART v THE TOWER N TWO LOCATIONS.90 MORES APART.TO VERIFY THE FLLM 4=v TOWER BASE. Ze.CONCRETE CURING COMPOUND STALL CONFORM TO ACI 308-4.23.1. THE CONCRETE OUPoNC �BGAIED METAL PPE(OP)USED FOR CANS SHALL IEEE ASTY A228(VS--W XW CIE ASHY ..• .a., ° COMPOUND SHALL BE APPLIED IN TWO COATS CONTRACTOR SHALL PROVIDE THE ENGINEER A COPY A444(�" KSn SPEICFIGIIOII GIP TO BE OALVAN®FOR COEt090N PROlFC110/. It TENSION NUTS(MOM DONE)STARTINGMN Nu7s YWEpATELr ADJACENT TODUE LEVELING NUTS ALL ANCHOR d'THE MANUFACTURERS INSTRUCTIONS. NUTS.1 NUTS SHOLAD E TEMswD TO 50 FT-Last. DIP OUTER CAN TO ME LOP OL41C t AND 12 GAUGE MATERIAL 1NTH CORRUGA71ON AT 5 X 1. ` 13 REMOVE EaE59 GRIT AND FINISH TROWEL AT MIT ANNE TO TOM FIMaE, E SOLE TO CLEAN ALL GROUT OFF -:!k7.TREMMIE TUBE SHALL DIRECT CONCRETE BETWEEN CMP'S SLURRY MAYBE PLOD.VAIN FREE FAIL OF BOLT TREADS M FACILITATE TERSOMNG TIE SOLIS AND SWUNG DOWN TIE WM Q PER ACI 336-&&0 (XN UCA70 METAL PPE SHALL BE HELICAL INIESDCXING SEAM(AA91W OESIGIA7101! T 249-00). 1a EE sEOOID SECTION OF TILER F MIDs ARE m MPH GR IEss MAY SET N HIGHER Ntiaan T/Ds F auLE 1� ? OPFRAICR SO ELECTS, HOWEVER,F WINDS ARE TOO NICK GROUT LULL MAW AID WILL NEED 70 E REPLACED. Lam- MCONSTR acAN OUANnRESFOR BID PURPOSES ONLY. THE CONTRACTOR SHALL DETERMINE EMBEDMENT RHO 10.A40M BOLTS WAY E FULLY TNSOED WHEN GROUT READIES 40M PS(A PPROGIAIELY 24 Ha SZ BOLT .SHIMS(4 SHIM PACKS 4 IN.WIDE BY 6 IN.LONG)MAY BE U71UZM TO SUPPORT AND POSITION THE PROPRIETARY WARNING 7F7B6O01G SEQUENCE SHEET S-S Q ENGINE�SECTION DURING TOWER ERECTION IN UEU OF LEVELNG NUTS IF APPROVED BY THE t S TW DESIGN AND THESE DRAWINGS ARE CONFIDENTIAL AND PROPRIETARY IF YOU 00 NOT HAVE A SET ASSIGNED AND HIUIBEim SPECIFICALLY TO 1• ).28.4 HNTI .EIIJDI THESE IMMEIXATLY TO WITH SVMW GLOBAL.INC. aT0.FINISHED GROUT TO BE SPAYED WITH AN APPROVED WATERPROOF SEALANT. F ANY GROUT CRACKING ((IINNOO11 . J� OCCURS CRACKS SHALL BE FILLED WITH DRY OATH AND GROUT THEN RUBBED WITH A WET OATH. 1'(F'00'h.0.305 M THIS SET N0. ASSIGNED TO: . ISSUED FOR CONSTRUCTION 04/22/10 APPROVED FOR CONSTRUCTION REVS 0 15 FOUNDATION ,,, ASSEMBLY VIEW © 2M5 BT EXIIN s'3R1B GDeM.Nll PLDr MORIBgIE 0�1v DonMelsl . FAPoH sYSIEHs GIDaY. Earth Systems w„L wo wimmncALBX+I(I m DOWM �i/23/Os � LUMUS CONSTRUCTION 1 FT PM4cH TENSIONLESS FOUNDATION USA PATENT #5,586,417 A EM�3 2 Global Inc. RHONEX (MO345-IM 'LLBIX SOLAR a QEGnMERMAL SHOWN 56 CUMMINGS PARK NORTHWIND 100 ON A 37 M HH TOWER FOUNDATION PLAN 7 FAX:(M)s� N 7M5 (ONSIMLICn 7EMW DRAMN JK WOBURN, MA 01801 FOR Engineering For The Future TELEPHONE: 781-935-5600 WPCF TWO WIND TURBINE PROJECT rlEa .COW 7z "P'D`�AHUSES www•lumusinc.com HYANNIS, MASSACHUSETTS USA PAIW , "� i r NOTE _ _ TOWER ANCHOR wALL �O�1f �DC�I�Oad InUINDAnNONYON,FON6IHP�CRADE SMALL SLOPE 5><FOR A NUT 3 WASH r �CIA. IB 6 10 FEET FRCP PERIYETEIR OF iRAE1 rCIA.PVC DRAIN 3DiWIER PAD. WALL - I. _ t0 % y S 98 } +� 1��}15 . 7 PLA s� '• 'EOd OUTSIDE RING CIA. - -5Tr, ��� LAW M SBWEAE+ 1�1� )Y d (SEE TABLE ON SHEET S-4) ANCHOR BOLT TOWER BASE FLANGE 2? _21 INSIDE RING aA - « �(`,- .:•a 2.S'STIFF GROUT 6.0( (SEE TABLE ON SHEET S-4) N - P 24� TL� 4'ELECTRICAL PVC - ei . NUT A WASHER 95X COMPACTED SOIL BACKFILL AIL J SAIL (SEE ELECTRICAL PLAN) Z - .. - IMMEDIATE POE BUILDING DRAINAGE TURBINE AROUND TURBINE BUADINC PAD. B DCH STIFF PSI GROUT FROM FOw GALE v /4 REBAR TO SECURE CONDUITS - WATER POND ON NOT ro SCALE 4i-8 TURBINE PAD.. 78r ' .-7 4� OUTSIDE BOLT DIA- .. ' a ° 7"Pul •-Jt (SEE TABLE ON SHEET S-4) FOUNDATION FLOOR ° - - ri map 3] W OUTER Cmp Du DETAIL 7 a4 NAM SMUDI E(SEE TABLE ON SHEEP S-J) aRauT TaOUGH 7J-' RK,woa BngTp NK REBAR TO SECURE CONDUITS HOT To SCALEMEASUREMENTS v t 7Y' 7 T� Let r COMMUNICATION PVC r7D 13.01111111111111 JB,•'`sT (SEE ELECTRICAL PLAN). CC SEE TABLE ON SHEET S-4 B)rr 1�1 f. TOWER WALL., 4 DETAIL TOP VEIN OF FOtINQA M PLAN I vFDR OA1O1olndIT PAAASSAGE e DETAIL �� NOT TO SCALE - - ` 5-4 DR-. ADN DETAIL _ J Prc nre ur0ur S� a ORAWAE TowvR wALL � v DETAIL v v+ � DETAIL � � � �. � �+ Tr J-µ REBAR HOOPS r FROM s-4 TiOGLOUT LAYOUT ANCHOR BOLT TOP OF FOUNDATION s r crc NOT TO SCALE / " ANCHOR GMT TIGHTENING ANCHOR BOLT 7 DETAIL NOTE:DOLT MOORING PRocraDm ARE UNDER REBAR HOOP NUT 3 WASHER _ _____ _--_ __= SEPARATE DOCUMENT AND ARE AVALAGE 0R0UTma,w _____�� �_ S rs dk-____ ____ == uPON.REDUEST FROM PATwa AND HENDERSOII ING2.r STIFF GROUT : ;�,. ,,_6.000 PSI .^,-t�.. 95%OMIPAC10 SOL BACIOILL FOR ....• NOTE c _ 1 1 I / l MAIM S "14"WA36 DRABIAHE AROUND - TRENCHES FOR GROUNDING AND - / // c \ ° AD. WATER 9GYL SECONDARY ELECTRICAL CONDIAT SHALL Ty. // / j EXTEND PVC 70 TOP OF FOUNDATION 'MARK' VALUE UNITS DESCRIPTION SEE ELECTRICAL TIE WERE a < �� �� TURBINE PAD. ORAMNGS FORLURRY �DETAIS AIO IAVOUT /� ii/ ii / -LOCATIONS AT THE(BLOCKOUT� Dab 1.0 IN. OUTSIDE DIAMETER OF ANCHOR BOLTS ASTM A-815(/7) ANCHOR BOLT W/ ° TOYER B/LS�FLANGE ° at`i,. - -� ' r I�1_ � = D THE PVC TO BOTTOM OF TIONS. AT THE BLOCKOU7S Lab 14 FT LENGTH OF ANCHOR BOLTS PVC PEE SLEEVE a c - ,. �r_ -- -- OU75 Nab 100 a EA NUMBER OF ANCHOR BOLTS DETAIL asFLAME cur CYP As REQUCONDLITS S " FILL SPACE INSIDE CUP NTH L. 13 Fr ANCHOR BOLT EMBEDMENT LENGTH ANO=BOLT ° I DET Q ��PSI CONCRETE Dpw 1.0 IN. DIAMETER OF PVC PIPE SLEEVE REBM In NOT TO SCALEv DETAIL �' -a I O� \ D &0 FT DIAMETER OF THE CORRUGATED METAL PIPE GROUT TROUGH I O O \ V H 16• FT OVERALL HEIGHT OF INNER AND OUTER CAP Noi SLAB v ^ANCHOR BOLT 3 PVC SLEEVE G1 12 Ga GAUGE OF OUTER CMP Q ( 4F'OUNDATION DEPTH BASED ON 90e HALF NUT 'Do. aA.(A-115.CR.BO)ANCHOR I DONDETLONs PROVIDED,ARE svBJocT to WIRE TIE(TVP.) BAIT 91H If PROJEDnON D 'J CI REVIEW AND NOOFTCATICI OF DEPTH ON SITE OR IF ADWICINAL SOL LIB µ REBAR USED TO CENTER EMBEDMENT MINIMUM 19'THREADED AT TOP T �� b [INFORMATION IS PROVOm .(�ED o PLATE WERE TIE TOP&BOTTOM REBAR ON •ELECTRICAL PVC MINMUM tr THREADED AT-BOTTOM EDGE OF EXCAVATION ANCHOR BOLES SHALL BE SHORTENED TO 46'FOR 0@pIRT PASSIM --ATHE INSIDE 3 OUTSIDE OF THE EMBEDMENT o� (SEE ELECTRICAL DRAWING) ?Nab'BOLT REQUIRED I TFROIIO(1 ANCHOR EIOLT CIRCLE [� Q RING(J TO 4 PLACES) WILLIAMS(TRADE 110 ALL THREAD V Bar OR SEE BACKFlLL NOTE BELOW LEFT O caauNCAnCH PVC APPROVED EQUAL $ a2 SPLICE PLATE (SEE ELECTRICAL DRAWING) - SEE BACKRUL NOTE BELOW I�_� CUP 1.POUR MINIMUM 500 PSI SAND CEMENT SLURRY TO FILL THE ANNULAR SPA fO EMBEDMENT RING (��` '4� 666 STABIUZE CMP. � C - bp+c D.PVC PIPE 70 DD OU I `( QP v'DIAMETER 2.CONCRETE AROUND OUTSI E OF CMP MAY BE PLACED IN SEPARATE POUR HEAvr HEX NUTS BOTTOM(7H'.)WILLIAMS Bars LENGTH AND IXI A5 � CI'.GAUGE o NUTS 0R APPROVED EQUAL REQUIRED(OR EQUAL AS Q`' ��f FORM STAKES AS.SEWIRED 70 3, THE CMP SHALL HAVE A INIMUM HEIGHT OF 16'AND MAXIMUM HEIGHT 0 ' CNP r PVC.DRAI ENGINEERS PVC WILL SE HOD OUTER DIP. , DETAIL t THAN r -J' Q\ DETAIL BUT AT CONTRACTORS OPTICH. a E,�,'T em 46'ELL s oET s ` �P S 4 EN ,T RGD oa mi EM ABOTTOMLM w eor OF TOWER FLANGE \�/ 4i�)I Ah!p P P C� � ° I DO HENbERSON �' CIVIL O� 9 N0.43299 TOP OF FOUNDATION 2 SHORT BOLTS O O DETAIL 6) yN TwD(z)JBs•LONG ANCHOR Bars AND DRAIN LOCATION ro r*30°° s8/ONAIfi�\ SWRRY BAdOFll1 NOTE (WF-4L Amnwn F� m USE 500 PSI SAND CEMENT SLURRY FOR FILL FOR as' ANNULAR SPACE FROM BOTTOM of EXCAVATION, 1r uL g _ 1r IMIL A SUB GRADE nct 04122110 1,. NOT M SCALE li PATRICK ALLAN P.ANDmE MDER INC. DATE RSON CQ ad MASSA NO 43209 EXP. 1 1 1 D n n NG yn�� PROPRIETARYEMON AND T�OR IRAWINGS A E CONFIDENTIAL Alm PROPRIETARY. � L-1 HREFER TO IM. SHEET S-5 FOR EXCAVATION AND BACNFlLL F YOU DO NOT HAVE A SET Al9m0n um p,N�SPECUMAL Y TO DETAIL DETAILS. YOU.RETURN IN=IMMEDIATELY ro EARTH WYWMAO GIMAL.NO. SHELLTON L sTTROROER EARTH SYSTEMS GLOBAL,INC. DATE 0. Lll FOR ANCHOR PUTS 7Ht5 SET N0. A59 CNffOR14A R0.'4.A 0NED 70 E1w.08/30/2010 �DGmRroLr�v o ISSUED FOR CONSTRUCTION 04/22/10 APPROVED FOR CONSTRUCTION REV- 0 �S 15' FOUNDATION WPCF FOUNDATION PLAN & SECTION oovSmE° 2"Q FARM l'SIF16 tlOBLL.MC.NON AiOGL11110kmm p DE/MIL701 EARTHssR,s 6LOBAl, _Earth S Stefmns T98ncCO1MiRYNL1 mw FTRROATIONENONEETm °°`i)/23/O9 � LUMUS CONSTRUCTION 1 FT P&H TENSIONLESS FOUNDATION USA PATENT F586.417 Y EISIM DA DUTEs,CA OM N�DTEo.NK AL EN9NEIID suLE EN SHEET MO_' 3 1/ Global, In C. RM cm)W-1m T.a SOLAR a mOrmwx WAN sHowN 56 CUMMINGS PARK NORTHvdND 100 ON A 37 M HH TOWER FOUNDATION PLAN FAX��>�6 „�,�no JK WOBURNA MA 0180E FOR Engineering For The Future Tm MWW..Gm.,IL. GEOLOGY A�FENAH/SLS TELEPHONE: 781-935-5600 WPCF TWO WIND TURBINE PROJECT �I www.lumusinc.com HYANNIS, MASSACHUSETTS USA PATBlr RLt�ADae C� COMMUNAL 15 --A DRAE1VSION TABLE FOR 7EWLAlE RM&OMDI ENT RW n13 'ENY'.EMBEDMENT RING WIDTH N.33' WIDTH sEcna2G�¢ OO o BOTIDY DESCRIPTION 00 �.- 'MARK' VALUE UNITS � °~ w ^. Dab 1.0 IN.- ANCHOR BOLT OUTSIDE DIAMETER ASTM A-615/7 'Ter INCH TUCK STEEL RING f MATCH MOLE PATTERN No 100 EA NUMBER OF ANCHOR BOLT HOLES ON BOLT CIRCLE a I I TO TOP RING Bd 6.2467 - FT- DIAMETER OF ANCHOR BOLT CIRCLE G-�- Eld - 5.13399 FT- : INSIDE DIAMETER OF EMBEDMENT RING EOd 6.5617 Fr OUTSIDE DIAMETER OF EMBEDMENT RING S - - - EWr 4.33 IN. WIDTH OF EMBEDMENT RING Tbr 1.0 IN. THICKNESS OF TEMPLATE RING W Z MATCH HOLE PATTERN N4 - Ter _ -0.5 ,.IN. THICKNESS OF EMBEDMENT RING(fy s 50K) 6•� I M TEMPLATE TOP RING - I 'DOD'+1/B'(3mm)DIA NOTE 1HRU. Cm 3.6 ANGLE BETWEEN BOLT HOLES GiEgoY 1 FLANGE DIMENSIONS PER DISTRIBUTED ENERGY SYSTEMS-. wroomal BOLT RING BASE.37M TOWER; DATED: 03/19/08; REVISION: A 'Dab'+1/4'(°Dun)DIA HOLE THRLL I THE TURBINE PURVEYOR(RO.P.CONTRACTOR OR PROJECT OWNER)SHALL VERIFY THAT TURBINE e., w 'No HOLES EVENLY SPACED - �•^ .e 'Tbe INCH THICK STEEL RING REFER TO SECTION MANUFACTURE CONCURS WITH TOWER BASE FLANGE TABULATED VALUES ABOVE AND NOTIFY THE ENGINEER. DETAIL I 'eat INSIDE BOLT CIRCLE ML 'B'AND roIYENSION TABLE'rms SHEET REOII� DErl ETAIL�N�,[iro F aT BOLT HOLES EEL EMBEDMENT RING ONLY DETAIL +a ""� `� SITS AND SPLICED AT i�ElJi RING MAY BE ICON RACTOR'S OPTION �`� �• p,�• _ _ - [ 2.710rr FA . • 'N BEVEL 1/B" �O - ,�\n\ � (TYPICAL INSIDE k OUTSIDE) ANglgt BOLT HOLE �V \vVl BOTTOM I RII G� RN� Q BOO '00'+1/B'(3mm)DIA.BOLT 1/4'(6mm) HOLE(TYP.) 1/2'(12mm)TAPPED HOLE _ - (� wEEnaPnoNAL OPTIONAL HIM, CUT LINE �+1�Timm MARK WITH LINE TOP AND SIDES OF _ COUNTER Q BOLTINSIDE .iii"`�jYYYILL FOR 1'NUTS BOLT qR: SPLICE PLATE INDICATING FLUSH FIT d + OF RING SEGMENTS Op Q' 'MARK' VALUE UNITS DESCRIPTION . C) / ( EMBEDMENT RING '�' 24 .IN LENGTH(SEE NOTE), o� C YIN.4' WHEN DRAINING TO V YAPPEb2 mm) 4 IN WIDTH JL DETAIL 12 (IOD—) OUTSIDE HOLE OPTIONAL •OR OR 9!' 4 IN HEIGHT BI.00IcaUT - 2 1/2'(70mn)MOL 2 1/r(70m)WL 'Le 12 IN TO OUTSIDE BOLT CIRCLE —`EMBEDMENT RING NOTE- 1.MATERIALS SUCH STYROFOAM OR WOOD FOR TOP OF CONCRETE_ � � DETAIL � ATE(—m)TOP UC � FIT cuNsr�FOF ATE I �wT LENGTH M STYROFOAM TEMPLATE BOTTOM RING BLOCKGUT SHALL CUT TONG - TEMPLATE BOTTON RING AS S BLOCKOUT MATERIALS BY S IPPI IE R - 12 SHOWN HERE BY DRAINING 001 SIDE 1. EMBEDMENT RINGS MAY BE IN ONE PIECE AND/OR PLATES SPLICED TO FACILITATE 2 SHIPPING IN SEGMENTS AND RAPID FIELD ASSEMBLY INTO CONTINUOUS RINGS FOR LEVELING NUTS(TOWER BASE) — — Sc PLACEMENT INSIDE OF OUTER GAP. A SHOP DRAWING,IF DIFFERENT THAN DETAIL Q S-4 F 6 OF THESE PLANS OF SPLICE PLATE SHALL BE PROVIDED TO THE ENGINEER FOR OUT WITH COVER E THREADS IN BLACK � - APPROVAL BY SUPPLIER. HE]VbleRSON 1n PIPE INSULATION EACH 4't LONG OR APPROVED EQUAL TEMPLATE BOTTOM PoNG 2. BOLT HOLE TOLERANCES FOR THE TEMPLATE AND EMBEDMENT RINGS FROM CIVIL SPECIFIED DIMENSIONS SHOWN ON THESE PLANS: PVC SLEEVE-EXTEND NO.432 FOR CQNBTRUCTpH OUTER OMP NWT OF PVC I TOWER BASE LEVELING (a)BOLT CIRCLE DIAMETERS WITHIN 1/16 INCH (1.6mm)MORE OR LESS BOLT Q NUT(4 LOCATIONS) LENGTH TO BE WITHIN 1 INCH 25mm. ANCHOR BOLTS bab' ` — —— ——�gLOpLOUT (b) FACING BETWEEN BOLT HOLES 1/32)INCH (O.emm)- MORE OR LESS 1/18 SVNaT�'P�'\e /�' ' ��� O'¢/11/10 (SEE TABLE ON THIS SHEET) INCH (1.6mm)MORE OR LESS ACCUMULATIVE sIONAI ALLANx A10 NE1mFRSON INC. DALE ANCHOR ear Mw�SSAOP,lu Q 11 TAPE EXPOSED THREADS BETWEEN TEMPLATE AND (c)RINGS SHALL NOT VARY MORE THAN 1/4,INCH(6mm)OUT OF LEVEL aw 12=1 Ka aYam DETAIL TOP OF PVC SLEEVES TO PREVENT CONCRETE FROM mm SHIPS 4 SHIM PACES 4 IN.WDE BY 8 IN.LONG BIOOTOUT LAYOUT S-3 ENTERING SLEEVES (( ) MOT>b SCALE `i TOWMAY BE BASE UTILIZED TO SUPPORT AND POSITIONERECTION TiI? 3.RING THTCICNESS SHALL NOT VARY MORE THAN 1/32 INCH(O.&nm). "��; " ��� /j"` SEC710N TOWER BASE SEIFAP DURING TOWER ENGtNEH w 0411 10 �R. 1EPLATE ear s-a S-4 uEu CK BOLTS IF APPROVED BY THE ENfiNEkSt. PROPRIETARY WARNING SUPPORT THIS DESIGN AND THESE DRAWINGS ARE DONMOMAL AND PROPR TARY. Qp Nor TO SCALE - IF You DO NOT NAVE A SET ASSIGNED AND NLINSERED SPECDICALLY TO TH ESE EARTH SYSIENS LLLOBAI,DNG DATE ALIFOR o r+tluaN INES namAlFLr TOTARN 6W6QM16 NWNA1.INN: ��U S,RDNOLR l� 7W SET N0. ASSIGNED 7m E7P DD/WS040M ISSUED FOR CONSTRUC110N 04/22/10 APPROVED FOR CONSTRUC110N REV- 0 DEN �Ie,LD�RafII,�eK,DILIIe>mI�IL I 15 FOUNDA11ON EMBEDMENT RING, TEMPLATE RING, & FABRICATION DETAILS wPCP EARTN SYSTEMS GLOBAL. 71010 00UIITRY CUEII DRIVE FGULDAT"ENINWIILD DOE 11/23/09 P1°'"WID i01e Earth S Sterns LUMUS CONSTRUCTION FT P&H TENSIONLESS FOUNDATION USA PATENT 586 417 � 1�Y Bfl51WA aINEs cA 9nDo GEmEI000EJWL E1100f�7RIlG M SECT ND: ti Global, Inc. DDAAS SHOWN 56 CUNNINGS PARK NORTHWIND 100 ON A 37 M HH TOWER FOUNDATION PLAN PHONE froo)34HF1500 001D.SOAR a H�DD1EIaLAt 8-4 FAX (760)345-7315 0006 a xim TESTNO JK WOBURN, MA 01801 FOR Engineering For The Future eWe, , GEOLOGY MPOMAH/SLS TELEPHONE: 781-935-5600 WPCF TWO WIND TURBINE PROJECT www.lumusinc.com HYANNIS, MASSACHUSETTS USA PATW L�LDc 0 CONNOR ,s UN"MLM Pa,.r-. TEE ENIIw1i AID L11NC am ALLD�BAo0,0E To DPETAIE AIO Ef1CAVATE 110,E-'� o � _ W 1.5 i t srEr 1- REMM TOP s•SOL Q -----------=--------- ---- ------------ STEP P EXCAVATE 10•DEEP,DILIDIL 10'DIAL HOLE �/J� C/�j\v -\�• INSW B•WL 17 L=CMP INTO HOLE v O v V•�QO - SLURRY FLL BOTMM 1(r,SOIL BAOTILL TO 5 Q� C) to o a � f. a � B b' HENDER CIVIL N0.4390 �APPROVED FOR OONKRUMON 01 12 0412110 sg�ONAI�� PATRICK AND HENDERSON.NNG DATE ALLAN Q P. tHENDERSON 432M 0 �9 AT LJ POSTVE DRAMAGE AWAY FROM FOUNDATq PROPRIETARY I THIS DES ANDTtESE DRAiOM ARE CONFOOMAL AND AmPR¢TARr. 0�22�f0 F YOU DO NOT HAVE A SET ASSONEB AND NUMBERED SPEOMA LY TO YOU.RETURN YNESE IYNEDIATELY TO EARN SWINE QnVL.IIIL IImTaNN �DIG DATE L(1� TMS SET N0 ASSOM TO: 2010 ail 9D ISSUED FOR CONSTRUCTION 04/22/10 APPROVED FOR CONSTRUCTION REV. 0 16 FOUNDATION ,,, EXCAVATION & BACKFILL DETAILS © wD EN IIN ssRTe� N NGpm NNTIIWg1E N>!W m IN7D�1 . Earth S stems 79811001JN1R1f cm Q%2=� `°°�DA110NO/ m" °'0E11/23/09 �� LUMUS CONSTRUCTION FT P&H TENSIONLESS FOUNDATION USA PATENT #5.586.417 ��S-5 y �01e 0 w a m �0'�°� s�A SHOWN 56 CUMMINGS PARK NORTHWIND 100 ON A 37 M HH TOWER FOUNDATION PLAN 1/ Global, Inc. P1W-cX0)345-IM IT'TB`9MM&Q'D1EOM UPON B1. WOBURN, MA 01801 FOR FAX(M)"5-7M5 OGNSTtaTCM 7NB X TELEPHONE: 781-935-5600 WPCF TWO WIND TURBINE PROJECT Engineering For The Future VM WVOAW#tq&BD, BEappy """"°`AH/SLS wwW,IumusIn6.com HYANNIS, MASSACHUSETTS U8APATENr