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Home My WebLink About1047 FALMOUTH ROAD/RTE 28 (9) 2o�S / Dq7 1=al olou�i �� 3f/you � J . l i 1 . l CCCROWN Crown Castle 12 Gill Street,Suite 5800 CASTLE Woburn,MA 01801 June 29, 2o16 Attn:Mr.Paul Roma Town of Barnstable Building Division to 200 Main Street v rj Hyannis,MA 026o1 RE: Building Permit Close Out- 1047 Falmouth Road/RTE 28 (Cell Tower),Permit No. 201105889 Dear Building Commissioner Roma, On December 11, 2011 Sprint pulled a building permit(permit No.201105889)to modify their telecommunications equipment on the cell tower located at 1047 Falmouth Road. After the work was completed, the contractor neglected to provide the Town with the necessary documentation to close out the permit.Per our recent discussion I have enclosed the final construction control affidavit in an effort to close the permit. Please do not hesitate to contact me at the number below if you have any questions or require anything additional. Sincerel , Amanda Goodall Real Estate Specialist Crown Castle 12 Gill Street,Suite 5800 Woburn,MA o18o1 u-) C> (339)205-7017 - Amanda.Goodall@crowncastle.com = C:I 6 � 537 9°'Y7 The Foundation for a Wireless World. CrownCastle.com Final Construction Control Document H To be submitted at completion of construction by a d Registered Design Professional for work per the 8th edition of the Sy0 Massachusetts State Building Code, 780 CMR, Section 107 Project Title: BSI3XC661 Date:4/29/2016 Permit No. B 20112700 Property Address: 1047 Falmouth Rd,Hyannis,MA 02601 Project: Check(x)one or both as applicable: X New construction Existing Construction Project description:Addition of a wireless telecommunication facility. I Matthew C.Hykes MA Registration Number: 50945 Expiration date: 6/30/2016 ,am a registered design professional, and I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning: X Architectural X Structural Mechanical Fire Protection X Electrical Other: Describe for the above named project. 1, or my designee,have performed the necessary professional services and was present at the construction site on a regular and periodic basis.To the best of my knowledge, information, and belief the work proceeded in accordance with the requirements of 780 CMR and the design documents approved as part of the building permit and that I or my designee: 1. Have reviewed, for conformance to this code and the design concept, shop drawings,samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Have performed the duties for registered design professionals in 780 CMR Chapter 17, as applicable. 3. Have been present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work was performed in a manner consistent with the construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. Enter in the space to the right a"wet"or electronic signature and seal: Q��Zli OF�dq��ctiG MATTHEW C. HYKES y Na.50945 ONA �'��4 Phone number: (717)428 0401 x1205 Email: Mhykes@ebiconsulting.com Building Official Use Only I Building Official Name: Permit No.: Date: Version 06 11 2013 PROJECT c�s'ht tiCe 10-1:mer .a. ADDRESS: :I N PERMIT# PERTYM DATE: oq LARGE ROLLED PLANS ARE �g®x .._z Data entered In MAPS progr . BY: wo M. / files/forms/archive.- TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Ge.L 7bwe/2 Co-(oQ4--Ti i \11eza� LO��5 g Map Parcel0� k' kt Application # 49d-I S �6 3 l Health Division V Date Issued Conservation Divis Application Eee Planning Dept.t. Permit Feeb I"� qlkl Date Definitive Plan Approved by Planning Board rer�kNt°� O(� Historic - OKH _ Preservation / Hyannis . Project Street Address F® ' TANLMCX31' IZI CE-YISM I`iG Ccl-LT OWE2 Village YA(\J 1J 9 S r v-p-Q 0\,0r,&Z = wro cj�ST IL Owner RED Cayo2m o tJ Address,Z)D G4S`5 N04Y"L N Iu- ` -C Telephone sog- _475_34 y z Y- LA S5LRY M D 21 Permit RequestCo—Leff M AN" N)N S / O QyVdY'e '" C 1� G 1 TOi, P_ ` Square feet: 1 st floor: existing proposed 2nd floor: existing proposed..-FTotal newer o_ =� Zoning District �� Flood Plain p Groundwater Overlay -° Project Valuation L "Construction Type -� Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting docur6'- tation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family (# units) _ .7 �>Age of Existing Structure Historic House: ❑Yes No On Old King's Highway:-❑Yes XN0 Basement Type: ❑ Full ❑ Crawl ❑Walkout ❑ Other Basement Finished Area (sq.ft.) Basement Unfinished Area (sq.ft) Number of Baths: Full: existing new Half: existing new 0 Number of Bedrooms: existing Dew 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 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# WA Current Use _C:>FR C /M,�MkAAE�L Proposed Use U!*) ,V6YZ1 2W W QE-LZ2 a APPLICANT INFORMATION (BUILDER OR HOMEOWNER) cc� Name C w�CS \14 1 o C,2 I Telephone Number T Address 2-10 DR License #C9 ®4V'7 yo i 62's�fZ Home Improvement Contractor# Email Worker's Compensation # WC 2"3i S 3S Z1 W�- q ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO LQE il.s1 (A:i: -S i T' SIGNATURE DATE FOR OFFICIAL USE ONLY APPLICATION# ,A DATE ISSUED MAP/PARCEL N0. r ADDRESS VILLAGE OWNER DATE OF INSPECTION: FOUNDATION FRAME - INSULATION ,r FIREPLACE ELECTRICAL: ROUGH FINAL .;7 PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. GEHRING & ASSOCIATES, LLC Wireless Planning& Zoning Post Office Box 98 860-536-0675 West Mystic, CT 06388 wireless@gehringzone.com August 17, 2015 Mr. Thomas Perry, Building Commissioner Town of Barnstable 200 Main Street Hyannis, MA 02601 RE: Building Permit Application made by Verizon Wireless for Co-location on an Existing Multi-Carrier Communications Tower 1047 Falmouth Road, Map 250, Lot 4, Located in the RD-1 Zoning District Dear Mr. Perry: Bell Atlantic Mobile of Massachusetts Corp. Ltd. d/b/a Verizon Wireless is pleased to submit the attached Building Permit application to co-locate on that existing multi-carrier communications tower located at 1047 Falmouth Road, Assessor's Map 250, Lot 4. The subject monopole tower was constructed to be able to accommodate multiple carriers. Verizon Wireless has rented a vacant space at the 78' level on this existing 120' tower. Verizon Wireless' radio equipment to service its antennas is proposed to be located inside a room in the lower level of the landlord's building hidden from view. That interior room will be climate controlled with two (2) HVAC condensers that are proposed to be located on-grade outside at the rear of the building. In addition to the foregoing, the landlord currently has an older model propane fueled stand-by generator on site that Verizon Wireless has agreed to remove and replace with a modern natural gas fueled unit. The new generator is proposed to be sited in the same location as the existing generator which will be removed. We understand in the past new co-locators on this tower were required to obtain zoning relief prior to your issuance of a building pennit, but two things have changed since the last application was made to locate on this facility: 1.) in 2013 the Town's Zoning Ordinance was amended to include Section 240-109 which allows certain antenna co- locations "as of right in all zoning districts"provided the criteria enumerated in Section 240-109(A)(1-4) are met, which they are in the present instance; and 2.) Federal law was amended in 2012 to render co-locations that do not substantially change the physical dimensions of the tower to be allowed "By Right" and can no longer be subject to a 4 discretionary zoning procedure. Mr. Perry. August 17, 2015 Page 2 of 3 We are specifically referring to Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012, signed into law in February 2012, now codified at 47 U.S.C. 1455. Section 1455(a)(1)provides "[n]otwithstanding.section 704 of the Telecommunications Act of 1996 (Public Law 104-104) or any other provision of law, a State or local government may not deny, and shall approve, any eligible facilities request for a modification of any existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station" (emphasis added). Section 1455(a)(2) defines "eligible facilities request" as "collocation of new transmission equipment' which is what Verizon Wireless is now proposing. This new federal law facilitates a pragmatic approach to co-locations on existing multi- carrier facilities where substantial modifications are not necessary to complete the proposed work. The operative words "may not deny and shall approve"render a conventional zoning review process moot because the activity is, by operation of federal law, pre-determined to be allowed. Since approval under this federal law is not discretionary, Section 6409 would effectively preempt any Special Permit requirement, if there was one in place that covered such work. In the present instance, Verizon.Wireless proposes to add antennas to the tower and place radio equipment inside the existing building on site. There will be no increase in tower height. No changes to ingress and egress are proposed.. In effect, no substantial changes to the phvsical dimensions of the tower are proposed lience the proposed installation is in harmony with this new federal law wno that, combined with Section 240-109 of your Zoning Ordinance, should require only your in-house administrative review and a building permit. To assist you in your familiarity with this new federal law, you will find enclosed a copy of Section 6409, a copy of 47 U.S.0 1455,the corresponding rules enumerated at 47 C.F.R. 1.40001. Also, in concurrence with this position, I have enclosed a copy of the Massachusetts Attorney General's comments to The Town of Mount Washington, MA relative to certain zoning bylaw amendments recently approved by that town. You will note in the first paragraph on page 3 of the A.0's letter,the Town was advised that Section 6409 permit requests "cannot be subject to a discretionary special permit." (See enclosed AG letter dated June 12, 2013). It is Verizon Wireless' position, because no dimensional modifications to the tower are required to effectuate its proposed co-location, that no additional discretionary planning or zoning review should be required. For the foregoing reasons we respectfully apply now, directly to your office, for a Builo ing Permit for this work. Mr. Perry August 17, 2015 Page 3 of 3 Finally, I have taken the liberty to contact and copy your Town Solicitor regarding this correspondence, as a courtesy, so that you may then confer and discuss with that office should you have any questions regarding this particular application of the provisions of this new federal law. Enclosed for your review and consideration are the following which are incorporated into and made part of this Application: ✓ Building Permit Application ✓ Landowner and Tower Owner Authorization(s) ✓ Contractor License & Evidence of Workers Comp. Insurance ✓. Report confirming Generator compliance with Noise Regs. ✓ Construction Control Affidavit ✓ Structural Report ✓ Plans (approved by Fire Department) ✓ Application Fee Check ✓ Section 6409 Information Cited Above We understand a permit fee must be paid prior to this permit being issued. Please advise how much is due and a check will be presented when we pick up the permit. Please call me directly at 860-536-0675 if any additional information or clarification is required. We appreciate your time and consideration reviewing and processing this matter. Verizon Wireless looks forward to performing this co-location so that it may improve its service for the benefit of the residents and businesses in that area of the Town of Barnstable. Thank you. Sincerely, Gehring&Associates, LLC By Carl W. G ing, on be f Bell Atlantic Mobile of Mass. Corp. Ltd. d/b/a Verizon Wireless Attachments &Enclosures cc: Ruth Weil,Esq.—Town Solicitor(Letter and Section 6409 info. only) Andrew Pearsall—Verizon Wireless Real Estate Department I Tay_, H.R.3630-77 / (C) UNLICENSE]i USE.IN GUARD BANDS.—The Commission may / permit the use of such guard-bands for unlicensed use. (d) DATABASE.—Unlicensed use shall rely on a database or subsequent methodology as determined by the Commission. (e) PROTECTIONS AGAINST HARMFUL INTERFERENCE.—The Commission may not Permit any use of a guard band that the Commission determines would cause harmful interference to licensed services. SEC.6408.STUDY ON RECEIVER.PERFORMANCE AND SPECTRUM EM C1ENCY. (a)IN.GENERAL.—The Comptroller General of the-United States . shall conduct a study to consider efforts to ensure that each trans- . mission system is designed and operated'so that reasonable use of adjacent spectrum does not excessively impair the functioning of such system. (b) REQUIRED CONsmERATIONs:In conducting the study required y subsection(a),the Comptroller General shall consider— (1b)the value of— (A) improving receiver performance as it relates to increasing spectral efficiency; (B).improving the operation of services that are located in adjacent spectrum;and (C)narrowing the guard bands between adjacent spec- trum use; . (2) the role of manufacturers, commercial licensees, and government users with respect to their transmission systems and the use of ad'acent spectrum; (3) the feasrility of industry self-compliance with respect to the deign and operational requirements of transmission systems and the reasonable use of adjacent spectrum; and (4)the value of action by the Commission and the Assistant Secretary,to establish,by rule,technical requirements or stand- ards for non-Federal and Federal use,respectively,with respect to the reasonable use of portions of the radio spectrum that ' are adjacent to each other. (c) REPORT:Not later than 1 year after the date of the enact- ment of this Act, the Comptroller General shall submit a report on the results of the study required by.subsection (a) to the Com mittee on Energy and Commerce of the House of Representatives and the-Committee on Commerce,:.Science, and Transportation of the Senate. (d) TR9NSMI8sION SYSTEM DEFINED.—In this section, the term "transmission system" means any.telecommunications, broadcast, satellite, commercial mobile service, or other communications system that employs radio spectrum.. SEC.6409.WIRELESS FACELMES DEPLOYAMM. - t (a)FACILITY MODIFICATIONS.= (1)IN.GENERAL.—Notwithstanding section 704 of the Tele- communications Act of 1996(Public Law 104-104) or any other provision of law,.a State or 1" J,WMrnment may not deny, and shall a rove any eligible aci es request or a m ca- tion of aan e:n wireless tower or base station that does not substantiallft ange the physical dimensions of such tower. or base station. (2) ELIGIBLE FAcnaTIEs REQUEST.—For purposes of this subsection, the ,term "eligible facilities reques " means any oylyen H.R.3630-78 request for modification of an existing wireless tower or base station that in ti volves— (A ]location of new transmission equipment (B)remo o r'�ansm sion equipmen ;or (C)replacement of transmission equit�ment. (3) APP%YCAsu rrs O) -MMlRONMENTAL LAws.—Nothing in paragraph (1) shall be construed to relieve the Commission } from.the requirements of the National Historic Preservation Act or the National P-nviromnental Policy Act of 1969.. DERAL EASEMENTS AND RIGHTS- - .— (1) GRANT.—If an executive agency, a State, a political subdivision or agency of a State, or a person,firm, or organiza- tion applies for .the grant of an easement or right-of-way to, in, over, or on a building or other property owned by the Federal Government for the right to install, construct, and maintain wireless service antenna structures and equipment and backhaul transmission equipment, the executive agency having control of the-building or other property may grant to the applicant, on behalf of the Federal Government, an f easement or right-of-way to perform such installation, construc- tion,and maintenance. (2) APPLICATION.—The Administrator of General Services shall develop a common form for applications for easements and rig -of-way under paragraph(1)for all executive agencies that shall be used by applicants with respect to the buildings or other property of each such agency. (3)FEE.— (A)IN GE MAL.—Notwithstanding any other provision of law, the Administrator of General Services shall estab- fish a fee for the grant of an easement or nght-of-way - pursuant to paragraph (1) that'is based on direct cost - recovery. (B) EXCEPTIONS.---The Administrator of General Serv- ices may establish exceptions to the fee amount required under subparagraph(A)-_ (i) in consideration of the public benefit provided by a grant of an easement or right-of-way;and (ii) in the interest of expanding wireless and broadband coverage. (4) USE OF FEES COLLECTED.-Any fee amounts collected by an executive, agency pursuant to paragraph (3) may be made available, as provided in appropriations Acts, to such agency to cover the costs of granting the easement or right- - of-way. (c)MASTER CONTRACTS FOR WIRELESS FACILITY SITINGS.-- (1)IN GENERAL.—Notwithstanding section 704 of the Tele- communications. Act of 1996 or any other provision of law, and not later than 60 days after the date of che enactment . of this Act,the Administrator of General Services shall— (A) develop 1 .or more master contracts that shall govern the placement of wireless service antenna structures on buildings and other property owned by the, Federal Government;and (B) in developing the master contract or contracts, standardize the treatment of the placement of wireless service antenna structures on building rooftops or facades, the placement of wireless service antenna equipment on j 47 USC§1455-Wireless facilities deploymebt L Title 47-Telegraph.. http://www.law.cornell.edti/uscode/text/47/1455 s ABOUT Lil / GET THE LAW 1 FWD A LAWYER / LEGAL ENCYCLOPEDIA J HELP OUT USC > Title 47 > Chapter 13 > Subchapter IV> § 1455 PREV NEXT 47 USC § 1455 - Wireless facilities deployment' sr - lLa There is 1 Update Pending Select the tab below to view. Til US Code Notes Updates ! Ta Pa Current*through Pub. L."113-21. (See Public Laws for the current Congress.) j r (a) Facility modifications I (1) In general _ Notwithstanding section 704 of the,Telecommunkations Act of 1996 (Public Law 104-104) or any other provision of law, a State or local government may not deny, and shall approve, any eligible facilities request for a.modification of an existing wireless . tower or base station that does not substantially change the physical dimensions of such tower or base station. (2) Eligible facilities request For purposes of this subsection, the term "eligible facilities request" means any request for modification of an existing wireless tower or base station that involves—. (A) collocation of new transmission equipment; (B) removal of transmission equipment; or (C) replacement of transmission, equipment. r _ (3) Applicability of environmental laws Nothing in paragraph (1) shall be construed to relieve the Commission from the requirements of the National Historic Preservation Act or the National Environmental Policy Act of 1969. (b) Federal easements and rights-of-Way (1) Grant 1 of 8/14/2013 11:36AM- A/yA-p- 47 USC§1455-Wireless facilities deploymeit I Tine 47-Telegraph- bttp://www.law'conieD.idu/uscode/texY47/1455 Immigration Reform Children who are illegal in US Eligible for Irnmirration Benefits IrnmigratlonReforml-awyer. Source Code Analysis Unearth evidence from source.code Software patent litigation www.i-runway.com Mesothelloma AttwneV Looking For Mesothelioma Attorney?Find.Mesothelloma Attorney Here SuperGreeN Get IRS Off Back- FaSt A+Rated w/BBB.Owe$91000?Cal Today&Start w/No Money Down! Irsdebt-refief If an executive agency, a State,-a political subdivision'or agency of a State, or a person, firm, or organization applies for the grant of an easement or right-of-way to, in, over, or on a building or other property owned by the Federal Government for the right to install, construct, and maintain wireless service antenna structures and equipment and backhaul transmission equipment, the executive agency having control _ of the building or other property may grant to the applicant, on behalf of the Federal Government, an easement or right-of-way to perform such installation, construction, and maintenance. (2) Application ,- The Administrator of General Services shall develop a common form for applications for easements and rights-of-way under paragraph (1) for all executive agencies that shall be used by applicants with respect to the buildings or other property of each such agency. i (3) Fee (A) In general Notwithstanding any other provision of law., the Administrator of General Services � shall establish a fee for the grant of an easement or right-of-way pursuant to' paragraph (1)that is based on direct cost recovery. (B) Exceptions The Administrator of General Services may establish exceptions to the fee amount required under subparagraph (A)— GI (i) in consideration,of'the public benefit provided by a grant of an easement or-, right-of-way; and 0i) in the interest of expanding wireless and broadband coverage. (4) Use of fees collected Any fee amounts collected by an executive agency pursuant to paragraph (3) may be made available, as provided in appropriations Acts, to such agency to cover the costs of granting the easement or right-of-way. (c) Master contracts for wireless facility sitings TI (1) In general- La Notwithstanding section 704 of the Telecommunications Act of 1996 or any other ne provision of law, and not later than 60 days after February 22, 2012, the Administrator 2 of 3 i 8/14/2013 11:36 AM 47 USC§ 1455-Wireless facilities deployments Title 47-Telegrapk.. http://www.law.cornell.edu/uscode/text/47/1455 of General Services shall (A) develop 1 or more master contracts that shall govern the placement of wireless service anterina structures on buildings and other property owned by the Federal Government; and i Ar (13) in developing the'mastei contractor contracts, standardize the treatment of the 1 Mf- placement of•wireless service antenna structures on building rooftops or facades, M` the placement of wireless service antenna equipment on rooftops or inside buildings, p C Li the technology used in connection with wireless service antenna structures or go equipment placed on Federal buildings and other property, and any other key issues the Administrator of General Services considers appropriate. , _ (2) Applicability ei The master contract or contracts developed by the Administrator of General Services under paragraph (1) shall apply to all publicly accessible buildings and other property En owned by the Federal Government, unles's the Administrator of General Services "` Pe decides that issues with respect to the siting of a wireless service antenna structure NE on a specific building,or other property warrant nonstandard treatment of such sil building or other property. a Se (3) Application Al The Administrator of General Services shall develop a common form or set of forms for wireless service antenna structure siting applications under this subsection for all executive agencies that shall ae ,used by applicants with respect to the buildings and other property of each such agency. (d) Executive agency defined ; In this section, the term "executive agency" has the meaning given such term in section 102 of title 40. Ul has no control over and does not endorse any external Internet site that contains links to or references Ul. ABOUT LII CONTACT US ADVERTISE HERE HELP TERMS Of 3 of 3 8/14/2013 11:36 AM Subpart CC—State-and Local Review of Applications for Wireless Service Facility Modification SOURCE: 80 FR 1269,Jan. 8, 2015,unless otherwise noted. t Back to Top §1.40001 Wireless Facility Modifications. (a)Purpose. These rules implement section 6409 of the Spectrum Act(codified,at 47 U.S.C. 1455),which requires.a State or local government to approve any eligible facilities request for a modification of an existing tower or base station that does not substantially change the physical dimensions of such tower or base station. (b)Definitions. Terms used in this section,have the following meanings. -(I)Base station. A structure or equipment at a fixed,location that enables Commission-licensed, or authorized wireless communications between user equipment and a communications network. The term does not encompass a tower as defined in this subpart or any equipment associated with a tower. (i)The term includes,but is not limited to,equipment'associated wah wireless communications services such as private, broadcast, and public safety services, as well as unlicensed wireless services and fixed wireless services such as microwave backhaul. (ii)The term includes,but is not limited to, radio transceivers,antennas, coaxial or fiber-optic cable,regular and backup power supplies,and comparable equipment, 'regardless of technological configuration(including Distributed Antenna Systems and small-cell networks). (iii)The term includes any structure other than a tower that,'at the time the relevant application is filed with the State or local government under this section, supports or houses equipment described in paragraphs(b)(1)(i)through (ii)of this section that has been'reviewed and approved under the.applicable zoning or siting process, or under another State or local regulatory review process, even if the structure was not built for the sole or primary purpose of providing such r support. (iv)The term does not include any structure that, at the.time the relevant application is filed with . the State or local government under this section, does not support or house equipment described in paragraphs(b)(1)(i)-(ii) of this section. (2) Collocation. The mounting or installation of transmission equipment on an eligible support structure for the purpose of transmitting and/or receiving radio frequency signals for communications purposes. • I i� f i t' tower or base station for modification of an existing o request. An request fo (3)Eligible facihttes q y q _ g . that does not substantially change the physical dimensions of such tower or base station, involving: (i)Collocation of new transmission equipment; (ii) Removal of transmission equipment;or r (iii) Replacement of transmission equipment: (4)Eligible support structure. Any tower or base station as'defined in this section, provided that it is existing at the time the relevant application is filed with the State or local government under this section. (5)Existing. A constructed tower or base station is existing for purposes of this section if it has been reviewed and approved under the applicable zoning or siting process, or under another State or local regulatory review process,provided that a tower that has not been reviewed and approved because it was not in a zoned area when it was built,but was lawfully constructed, is existing for purposes of this definition. (6)Site. For towers other than towers in the public rights-of--way,the current boundaries of the leased or owned property surrounding the tower and any access or utility easements currently related to the site,and, for other eligible support structures,further restricted to that area in proximity to the structure and to other transmission equipment already deployed on the ground. (7)Substantial change. A modification substantially changes the physical dimensions of an eligible support structure if it meets any of the following criteria: (i)For towers other than towers in the public rights-of-way, it increases the-height of the tower by more than 10%or by the height of one additional antenna array with separation from the nearest existing antenna not to exceed twenty feet,whichever is greater;for other eligible support structures, it increases the height of the structure by more than 10%or more than ten feet,whichever is greater; (A)Changes in height should be measured from the original support structure in cases where deployments are or will be separated horizontally, such as on buildings'rooftops; in other circumstances,changes in height should be measured from the dimensions of the tower or base station, inclusive of originally approved appurtenances and any modifications that were approved prior to the passage of the Spectrum Act. (ii)For towers other than-towers in the public rights-of-way, it-involves adding an appurtenance to the body of the tower that would protrude from the edge of the tower more than twenty feet, or more than the width of the tower structure at the level of the'appurtenance,whichever is greater; for other eligible support structures, it involves adding an appurtenance to the body of the structure that would protrude from'the edge of the structure by more than six feet; (iii)For any eligible support structure, it involves installation of more than the standard number of.new equipment cabinets for the technology involved,but not to exceed four cabinets; or, for towers in the public rights-of-way and base stations, it involves installation of any new equipment cabinets on the ground if there are no pre-existing ground cabinets associated with the structure, or else involves installation of ground cabinets that are more than 10%larger in height or overall volume than any other ground cabinets associated with the structure; (iv) It entails any excavation or deployment outside the current site; (v) It would defeat the concealment elements of the eligible support structure;or (vi)It does not comply with conditions associated with the siting approval of the construction or modification of the eligible support structure or base station equipment, provided however that this limitation does not apply to any modification that is non-compliant only in a manner that -would not exceed the thresholds identified in §1.40001(b)(7)(i)through(iv): d (8) Transmission equipment. Equipment that facilitates transmission for any Commission- licensed or authorized wireless communication service, including,but not limited to,radio transceivers, antennas,coaxial or fiber-optic cable, and regular and backup power supply.The term includes equipment associated with wireless communications services including,but not limited to,private,broadcast,and public safety services, as well as unlicensed wireless services and fixed wireless services such as microwave backhaul. (9) Tower. Any structure built for the sole or primary purpose of supporting any Commission- licensed or authorized antennas and their associated facilities, including structures that are constructed for wireless communications services including,'but not limited to,private, broadcast, and public safety services, as well as unlicensed wireless services and fixed wireless services such as microwave backhaul, and the associated site. (c)Review of applications. A State or local government may not deny and shall approve any eligible facilities request for modification of an eligible support structure that does not substantially change the physical dimensions of such structure. 1 I (1)Documentation requirement for review.When an applicant asserts in writing that a request for modification is covered by this section, a State or local government may require the applicant to provide documentation or information only to the extent reasonably related to determining whether the request meets the requirements of this section.A State or local government may not require an applicant to submit any other documentation, including but not limited to documentation intended to illustrate the need'for such wireless facilities or to justify the business decision to modify such wireless facilities. (2) Timeframe for review. Within 60 days of the date on which an applicant submits a request seeking approval under this section,the State or local government shall approve the application unless it determines that the application is not covered by this section. f (3) Tolling of the timeframe for review. The 60-day period begins to"run when.the application is filed,and may be tolled only by mutual agreement or in cases where the reviewing State or local government determines that the application is incomplete.The timeframe for review is not tolled by a moratorium on the review of applications. (i)To toll the timeframe for incompleteness,the reviewing State or local government must provide written notice to the applicant within 30 days of receipt of the application,clearly and specifically delineating all missing documents,or information. Such delineated information is limited to documents or information meeting the standard under paragraph(c)(1)of this section. (ii)The timeframe for review begins running again when the applicant makes a supplemental submission in response to the State or local government's notice of incompleteness. (iii) Following a supplemental submission,the State or local government will have 10 days to notify the applicant that the supplemental submission did not provide the information identified in the original notice delineating missing information.The timeframe is tolled-in the case of second or subsequent notices pursuant to the'procedures identified in this paragraph(c)(3). F Second or subsequent notices of incompleteness may not specify missing documents or information that were not delineated in the original notice of incompleteness. y (4)Failure to act. In the event the reviewing State or local government fails to approve or deny a request seeking approval under this section within.the timeframe for review(accounting for any tolling);the request shall be deemed granted.The deemed grant does not become effective until the applicant notifies the applicable reviewing authority in writing after the review period has expired(accounting for any tolling)that the application has been deemed granted. (5)Remedies. Applicants and reviewing authorities may bring claims related to.Section 6409(a) to any court of competent jurisdiction. [80 FRI269,Jan. 8,2015] EFFECTIVE DATE NOTE: At 80.FR 1269,Jan. 8,2015, §1.40001 was added, effective Apr. 8, 2015.Paragraphs (c)(3)(i), (iii),and (4)contain information collection and recordkeeping requirements and will not become effective until approval has been given by the Office of Management and Budget I r THE COMMONWEALTH OF MASSACHUSETTS OFFICE OF THE ATTORNEY GENERAL > CENTRAL MASSACHUSETTS Divis10N J` 10 MECHANIC STREET,SUITE 301 WORCESTER,MA 01608 MARTHA C.OAKUY fAfTORheY C�pNF,RAL (508)792-7600 (508)795-1991 fax W"tiv.mass.P-ov/ay June 12,2013. Gail Garrett,Town Clerk , Town of Mount Washington I IS East Street Mount Washington;MA.01258 RE: Mount Washington Special Town Meeting of April 1,2013-Case#6642 Warrant Articles#1,2,and 3.(Zoning) Dear Ms.Garrett: Articles 1,2, and 3 We approve the amendments to the Town by-laws adopted under '`Articles 1, 2, and 3 on the warrant for the Mount Washington Special Town Meeting that convened on April 1,2013,an.'the,map pertaining to Article 3. Our comments on Articles 1 and t 2 are provided below. Article 1 - The amendments adopted under Article I add a new Section 215-27 to the zoning by-laws entitled"Wireless.Telecommunication Facility Zoning Bylaw." We approve the new Section 215-27,but offer the following comments. I. Applicable Law The federal Telecommunications Act of 1996, 47 U.S.C. § 332 (7) preserves state and municipal zoning authority to regulate personal wireless service facilities, subject to the following limitations: 1. Zoning regulations"shall not unreasonably discriminate among providers of functionally equivalent services." 47 U.S.C..§332(7)(B)(i)(1) 2. Zoning regulations"shall not prohibit or have the effect of prohibiting the provisions of w i personal wireless services"47 U.S.C.§332(7)(B)(i)(II). 3. The Zoning Authority"shall act on any request for authorization to place, construct,or modify personal wireless service facilities within a reasonable period of time." 47 U.S.C. 1 C §332(7)(B)(ii) 4. Any decision"to denya request to place, construct,or modify personal wireless service facilities shall be in writing and supported by substantial evidence contained in a written record." 47 U.S.C.§332(7)(B)(iii). 5. "No state or local government or instrumentality thereof may regulate the placement, construction and modification of personal wireless service facilities on the basis of the environmental effects of,radio frequency emissions to the extent that such facilities , comply with the (Federal Communications] Commission's regulations concerning emissions." 47 U.S.C. §332(7)(13)(iv). Federal courts have construed the limitations listed under 47 U.S.C. § 332(7) as follows. First, even a facially neutral by-law may have the effect of prohibiting the provision of wireless coverage if its application:suggests that no'service provider is likely to obtain approval: "If the criteria or their administration effectively preclude towers no matter what the carrier does, they may amount to a ban `in effect'...." Town of Amherst: N.H. v. Omnipoint Communications Enters,Inc., 173 F.3d 9, 14(Ist Cir. 1999). Second, local zoning decisions and by-laws that prevent the closing of significant gaps in wireless coverage have been found to effectively prohibit the provision of personal wireless services in violation of 47 U.S.C. §332(7). See,gj,Nat'l Tower,LLC v.Plainville Zoning Bd. of Appeals,297 Fad 14,20 (1st Cir.2002) ("local zoning decisions and ordinances that prevent the closing of significant gaps in the availability of wireless services violate the statute"); Omnipoint Communications MB Operations LLC v Town of Lincoln 107 F.Supp.2d 108, 117 + (D. Mass. 2000) .(by-law resulting in significant gaps in coverage within town had effect of prohibiting wireless services). Third; whether the denial of a permit has'the effect of prohibiting the .provision of personal wireless services depends in ,part upon the availability,of reasonable alternatives. See 360 Degrees Communications Co. v. Bd. of Supervisors, 211 F.3d 79, 85 (4th Cir. 2000). Zoning regulations must allow cellular towers to exist somewhere. Towns may not effectively ban towers.throughout the municipality, even under the application of objective criteria. See,, Virginia Metronet,Inc.v:Bd.of Supervisors,984 F.Supp.966,971 (E.D:Va. 1998). State law also establishes certain limitations on a municipality's authority to regulate wireless communications facilities and service providers. Under General Laws Chapter 40A, Section 3, wireless service-providers may apply to the Department of Telecommunications and Cable for an exemption from local zoning requirements. If a telecommunication provider does not apply for or is not.granted an exemption under c.40A, § 3, it remains subject to Iocal zoning requirements pertaining to cellular towers. See.Building Comm'r of Franklin v. Dispatch Communications of New England, Inc.,48 Mass. App. Ct. 709, 722 (2000). %Also, G.L. c..40J, §6B,.charges the Massachusetts'Broadband Institute with. the task of promoting broadband access throughout the state. Municipal regulation of broadband service providers must,not frustrate the achievement of this statewide policy. In addition, Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012 2 F B. Section X"Permit Revocation For Non-Performance". Section X authorizes the Planning Board to revoke a special permit for failure to comply with certain conditions. We approve Section X. However, before the Planning Board revokes a permit for failure to comply with certain conditions provided in Section X, the Planning Board should discuss with Town Counsel what due process, including notice and hearing requirements, are required.. We suggest that the Town discuss this issue in more detail with Town Counsel. Finally, the word "ordinance" is used in the by-law. Towns enact "by-laws" and cities enact"ordinances." The Town may wish delete the word"ordinance"from the new Section 215- 27 and insert the word"by-law"at a future Town Meeting: Article.2- The amendments adopted under Article 2 add a new Section 215-28, "Solar Photovoltaic Installation Moratorium Bylaw,",to the Town zoning by-laws. The temporary moratorium (through one year from the date of enactment- of Section 215-28) on solar photovoltaic installation other than those mounted on an existing structure provides as follows: Whereas, the Town of Mount.Washington is undertaking a comprehensive study with respect to regulating the use of land for Solar Photovoltaic Installations,and t Whereas, there have been significant changes :in law regarding Solar Photovoltaic Installations;and, Whereas,the Town wishes to act carefully in a field with evolving law and technology,to investigate ways to preserve the character of the community while serving the needs of its people,and to devise an orderly process for granting permits by drafting an amendment to the Bylaw which is comprehensive,practical,equitable,and addresses the concerns of the Town on number,size,appearance,site standards,and location of Solar Photovoltaic Installations;and, Whereas, it is desired to protect the Town from ill-advised and inappropriate development of Solar Photovoltaic Installations pending a thorough review and the formulation of such a zoning amendment;and, Whereas, the Planning Board has determined that one year is necessary for such a comprehensive review and development of a Bylaw Subsection on Solar Photovoltaic Installations. Now, therefore, no Solar Photovoltaic Installations other than those mounted on an existing structure; in the usual manner, shall be permitted for one year from the date of enactment of this Bylaw. We approve the temporary moratorium adopted under Article 2 because the Town has the authority .to "impose reasonable time limitations on development, at least where those restrictions are temporary and adopted to provide controlled development while the municipality engages in comprehensive panning studies" Sturges v. Chilmark, 380 Mass. 246, 252-253 (1980).. Such a temporary moratorium is within the Town's zoning power where there is a stated need for"study,reflection and decision on a subject matter of[some]complexity..."W.R. 4 requires that "[A] state or-local government may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." (emphasis added). The Act defines "eligible facilities request" as any request for modification of an existing wireless tower or base station that involves: I) collocation of new transmission equipment; 2) removal of transmission equipment; or 3) replacement of transmission equipment. The Act applies "[n]otwithstanding section 704 of the Telecommunications Act of 1996." The Act's requirement that a local government "may not deny, and shall approve, any eligible facilities ' request" means that a request for modification to an existing facility that does not substantially change the physical dimensions of the tower or base station must be approved. Such qualifying requests also cannot be subject'to a discretionary special permit. We approve the new Section 215-27. However, the Town must apply the by-law in a manner consistent with the applicable law outlined above. In particular, Section IV of the new by-law requires that-Wireless Telecommunication Facilities are only allowed by special permit in the Wireless Telecommunication Overlay District. .This requirement cannot be applied to eligible facilities requests for modification to existing facilities which qualify for required approval under Section 6409 of the Act, as described above. We urge the Town to consult closely with Town Counsel regardingthe appropriate response to applications for collocation in light of these recent amendments. II. Analysis of Mount Washington's Wireless Telecommunication Facility By-Law A. Section VIII"Criteria For Approval and Conditions". This section provides as follows: 5. The applicant will remove the Facility,should the Facility be abandoned or cease to operate. The Planning Board may require the applicant to provide a bond,or other form of financial guarantee acceptable to the Planning Board to cover the cost of removal of the Facility, should the Facility be abandoned or cease to operate, and ensure other compliance hereunder. The Town must apply any bond or other financial guarantee proceeds in a manner consistent with state law. Bond proceeds do not become Town funds unless and until the applicant defaults on the obligation under the proposed by-law. Moreover,if the Town must use the bond to pay for removal of a wireless communication facility or the repair and/or restoration of the premises,an appropriation is required before expenditure is made to do the work. General Laws Chapter 44, Section 53, provides that "[a]ll moneys received by a city, town or district officer or department,except as otherwise provided by special acts and except fees provided for by statute, shall be paid by such officers or department`upon their receipt into the city,town or district treasury." Under Section 53 all moneys received by the Town become a part of the general fund, unless the Legislature has expressly made other provisions that.are applicable to such receipt. In the absence of any general or special law,to.the contrary, performance security funds of the sort contemplated here must be deposited with the Town Treasurer and made part of the Town's general fund, pursuant to G.L. c.,44, § 53. The Town must then appropriate the money'for the specific purpose of completing the work required for removal and/or restoration. 3 j 1 Grace v. Cambridae City Council, 56 Mass. App. Ct. 559, 569 (2002) (City's temporary moratorium on building permits in two'districts was within city's authority to zone for public purposes.) The time limit Mount Washington has selected for its temporary moratorium (one year from the date of enactment of the by-law) appears to be reasonable in the circumstances. The moratorium is limited in time period and scope (to the use of land and structures for solar photovoltaic installations),and thus does not present the problem of a rate-of-development bylaw of unlimited duration which the Zuckerman court determined was unconstitutional. Zuckerman . v. Hadlev. 442 Mass. 511, 512 (2004) ("[A]bsent exceptional circumstances not present here, restrictions of unlimited duration on a municipality's rate of development are in derogation of the general welfare and thus are'unconstitutional.") While we approve the temporary one year moratorium on solar photovoltaic installations, we note that G.L. c. 40A, § 3, protects solar energy systems and the building of structures that facilitate the collection of'solar energy from certain local zoning requirements. General Laws Chapter 40A,Section 3,proviees in pertinent part as follows: No zoning ordinance or by-law shall prohibit or'unreasonably regulate the installation of solar energy systems or the building of structures that facilitate the collection of solar energy,except where necessary to protect the public health,safety or welfare. General Laws Chapter 40A, Section 3,prohibits towns from adopting zoning by-laws that prohibit or unreasonably regulate the installation of solar energy systems or the building of structures that facilitate the collection of solar energy, except where necessary to protect the public health, safety or.welfare. A temporary moratorium longer than one year may be vulnerable to a challenge in court that it is an unreasonable regulation of solar energy systems under G.L.c.40A, §3. We suggest the Town consult closely with Town Counsel on this issue. Note: Pursuant to G.L.c.40,§k,neither general nor zoning by-laws take effect unless the Town has first satisfied the posting/publishing requirements of that statute. Once this statutory duty is fulfilled,(1)general by-laws and amendments take effect on the date these posting and publishing requirements are satisfied unless a later effective date is prescribed in the by-law,and(2)zoning by-laws and amendments are deemed to have taken effect from the date they were approved by the Town Meeting,unless a later effective date is prescribed in the by-law. Very truly yours, MARTHA COAKLEY ATTORNEY GENERAL �1 By: Kelli E.Gunagan Assistant Attorney Genera_l Municipal Law Unit 10 Mechanic Street,Suite 301 ' Worcester,MA 01609 , (508)792-7600 - cc:Town Counsel Joel Bard(via electronic mail) 5 Initial Construction Control Document To be submitted with the building permit application by a Registered Design Professional for work per the 81h edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Number: 875052 Project Title: Hyannis 3 MA Date: March 5,2015 Property Address: 1047 Falmouth Rd,Hyannis MA 02601 MBLU: 250/004 Project: Check(x) one or both as applicable:X New construction Existing Construction Project description: Verizon Wireless telecommunication facility installation on an existing tower. Install new antennas on tower. Install radio equipment inside a new equipment room located inside the existing building. Install a new generator and condensers on ground outside. I Daniel P.Hamm, MA Registration Number: 40720 Expiration date: 6/30/16,am a registered design professional, and I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning': Architectural Structural Mechanical Fire Protection Electrical X Other: Entire Project for the above named project and that to the best of my knowledge, information,and belief such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code, (780 CMR),and accepted engineering practices for the proposed project. I understand and agree that I(or my designee) shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept, shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. When required by the building official, I shall submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable to the building official. Upon completion of the work, I shall submit to the building official a `Final Construction Control Document'. Enter in the space to the right a"wet"or electronic signature and seal: OF ANIEL P. cyG Phone number: (978)557-5553 Email: infot hudsondesigngroupllc. CIVIL W Hudson Design Group, LLC No.40720 1600 Osgood Lndg, Bldg 20N, Suite 3090 .off 9FGtsTE�```� North Andover,MA 01845sStoNAL �'`� Building Official Use Only Building Official Name: Permit No.: Date: Note 1. Indicate with an`x'project design plans,computations and specifications that you prepared or directly supervised.If`other' is chosen, provide a description. Version 06 11 2013 CROWN. ROWAl Crown Castle CASTLE 3530 Toringdon Way,Suite 3.00 Charlotte;NC 28277 Crown Castle, does hereby authorize 'Verizon Wireless and, its authorized; contractors/agents to act as "Applicant" in the .processing of all applications,permits,research and other related activities associated with the.processing„planning,design review, permitting, entitlement and construction.of additional equipment, antennas and:site.improvements for the Crown Castle existing wireless communications facility described as:follows: Crown Castle Site.lD: Customer`Site: e:'Nam Hyannis 3 MA 875052 Numbers. Site Address: 1047 FalmoutH Rd. CroWn,Castle Site, ASSOCIATED ALARM Hyannis,MA 02601 Name:. SYSTEM This authorization is fully,contingent upon Verizon.Wireless authorized contractors/agents' cotnpliance:withthe following conditiors L Crown Castle:must review the application prior to submittal. 'Crown Castle must be provided all applications,narratives, drawings and,attachments at least 72 hours in advance of their submittal to:the locality.. Use of email and electronic attachments is encouraged. A Crown Castle Zoning Subject Matter Expert. (SME). will review and provide written. comment;to the customer within 4$hours of receipt of a complete set.of application materials: If Crown Castle indicates that changes are,required, submissions shall be altered in accordance with Crown Castle comments prior to submission to the locality. Verification.of corrections.should.also be accomplished via emails and attachments.: 2. In, no-event may Verizon Wireless:encourage, suggest, participate in,,or permit the:imposition:of any restrictions .or additional obligations ivhatsoeVer on the tower site or Crown Castle's current.or future use or ability to license:space at the tower site as part of or in exchange for;obtaining:anynpproval;permit,exception.or variance; 3. A.copy of the final permit and/or wwritten summary of the zoning/entitlement;decision:rendered bythe locality and any/all conditions placed on that decision shall be communicated in detail o.Crown,Castle well:within the appeal period.provided by the locality{typically:l0-15 days). 4. All conditions of approval pertinent,to the construction of the. proposed project:must be ;included in the construction drawings for the project. The:conditions of approval pertinent-to the construction of the project shall be copied verbatim from the zoning permit approval language, and shall be present in the drawings prior to submission for building permits and.contractor;bidding. Crown Castle shall verify the inclusion of appropriate conditions of approval in the•.consiruction drawing redline process. 5,. Crown Castle will provide a Notice To'Proceed:(NTP)to construction to the customer'upon;receipt of the final approved zoning permit and.the approved Building Pe hit. By.Crowd Castle: -Si gnature• Printed;Namc� Zachary.Plummer "Title:. Real Estate Specialist Date: Juty 14;2015` The Foundation for a Wireless World:. i CrownCastle.com i f : August 2014 Barnstable Town Hall 367 Main Street Hyannis,.MA 02601 REs Evidence of Lease and L s:Consent to File far.Land�Jse,Building and Zoning Permits granted to Bell Atlantic Mobile,of Iwlassachusetts Corporation Ltd.d/b/a'Verizon Wireles`s,.concernng grogerty located at 1047 Falmouth;Road,Hyannis,Massachusetts. To Whom it May Concern:: - The undersiped is owner'("Landowner")of that real property known as'at 1047 Falmouth Road,.Hyannis:("Subject Pro e p rtY )< Please be advised that Landowner has entered'irnto a lease v ith B, c Mobile of x Massachusetts'Corporation Ltd iAla Venzori'Wireless("Applicant")to install wireless communications equipment on a portion of the Subject Property and perrussian is hereby. , o ,P theLndUgranted to Applicant to pply for BuildnZn igao se or Regulatory Pernut(s)rqdofuensaaod t�retessuteehl communications equipment on'the Subject Property. The Applicant or its agent is hereby,authorized to,execute tie required a licahon s, pP O. regarding this matter Pdfmm ssio l as alsa hereby granted,for public o, cia s,and,any Board or Commission members,as.requlred,to enter upon the Subject Property for the . lunited;purpose of tnspectmg the spec>fc portion of the Subject Property that�s the subject of Applicant's proposed=installation Sincerely, LANDOWNER: REL,D Coit ORATION Name:Loretta F CluldS Title President and Treasurer Phone Number:, 1.7 '.? I Lessee Site:ID: Hyanms:3 MA ................................................__.........-..._.__... ....: ... -- oF�r� • . '�b,�� Tow. of Barnstable Regujatory Servx.ees Richard V.Scali,Director Building Division Thomas ferry,CBO Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma ns Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Coinplete and Siam This Section If Using A Builder I Reld Corporation as Owner of the subject property Top Tier Site Development and Charles Wing CS Licensee hereby authorize and Verizon Wireless to act on my behalf; in all matters relative to work authorized by this building peanit application for. Verizon Wireless'co-location being done by Top Tier Site Development and Charles Wing, CS at 1047 Falmouth Road,Hyannis (Address of Job) Reld Corpo By / 9/� Signature of Owner Date Print Name If Property Owner is applying for per-mi4 please complete the Homeowners License Exemption Form on the reverse side. QAWPF=\FORMS\buiIdmgpamit FmmsiFDTRESS.doc Revised 061313 TOP TIER RE REVELOPMERI 210 Kenneth Welch Dr. Lakeville, MA 02347 PH: 855-367-8873 FAX: 508-866-7974 September 9,2015 Town of Barnstable,Building Department 200 Main Street Hyannis,MA 02601 RE: Verizon Wireless Co-Location at 1047 Falmouth Road Authorization of Charles Wing,CS To Whom it May Concern: Please be advised that Charles R.Wing,Jr. CS-070740 is an employee of Top Tier Site Development, the contractor chosen by Verizon Wireless to build out its co-location on that existing cell tower at 1047 Falmouth Road,and Charles Wing is authorized to sign the Building Permit Application and receive delivery of the Building Permit regarding this project. Sincerely, Top Tier Site Development Corp. By Name: Charles R. Wing, Title: Co-Owner f` S�, .� . - x „� y '� ,; , :.: ....: :�I ,. . ♦�, Ma"ac#�Use"A t}epartme, n ...Ic Safety 9dard r f Bu►lii ng Re( .1 I.- I anti Standar . 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Betvv rs the poXrcy txzformetrtr►tr insurance Company Nape t _ l '' t/'t� A I. r. :Z /. Insurer'sAddress "` ,. 5.. l - Clty/StatetZlp; 1 . II � t E 12 atiOri mate_ m E� =l'oltcy##:or Self ins Lie, xp At#ach a cerpy`af the wp 'compeeesafjon ptiftcy declaration page,{showing#fie"policy number snd expiration date) - )atlure.ta secure covera'`e ;'cued under Section 5A of Mc c l5 can Lead to the tnxpostbon ofcrimrnal:penalties of a fine up.to$I.,500 00 an,, -year unprtsontttent,:as well as,civtl penalties an the'foim'of a S TOP WORD ORDER,aiid a fine of up.to>$250.t1€):a day a a` the violator Be advised"that a copy of this statement may be forwarded.fii the Offce of g ;: . Invests atious bf11 D;,. sivance:eoverage verification . 1 eta hexeby certify,unrC`r uzrrs and' ennities of penury that the irifarmat,�rt pr -II .Al PYA is true artd errrrect 5t atti e. ": Date r ;Phone#. I�' : '3 ,F D rcial use nasty U rr rite an this area,in beceimpteted by city yr tnwn';vf curd ,, x ti ,� � , x Y �I: +� City or Town J'l PermrtlLtee. J issuing Authority( i rie} L Board of Hesith 2 €... g epartment 3 CitylTtiwn Clerk .Liceitsmg Board 5;Seiect�ien's U#Tice 6:Other_ i . , C4ntact,Person,. 1. `; Pbol#e;#. >' lvtivw;mass:'ov/d;a ... Il � ' i CERTIFICATE OF LIABILITY INSURANCE DATE(M fl)UfY W) 9/9/14 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the poiicy(res)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Maria F Almeida Legacy Insurance Agency Group, PHONE (508) 295-1315 FAx N (508) 295-6730 213 Main Street •MAIL Wareham, MA 02571 ADDR E ma ria.almaida@legacyinsurancegroup.com maria.almeida egaoyinsurancegroup.com @INSURE 9 AFFORDING COVERAGE NAIC11 INSURERA:ESSe7C Ins Co t CURED -INSURER B:Commerce Insurance Top Tier Site Development Corp INSURERC:Torus Ins Co' 7 Surrey Dr iNsuRER D:Libert Mutual Carver, MA 02330 INSURERE:Lloyds of London INSURER F:ZURICH COVERAGES CERTIFICATE'NUMBER. REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN,ISSUED TO THE INSURED NAMED A80VE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE IS SUED OR.MAY.P.ERTAIN THE INSURANCE AFF ORDED._B.Y_TIcE_.P_OLICIES_.DESCRIBED.HEREIN.IS. THE_TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LiMrrs SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADD .1 PO L EXP -LTR TYPE OFINSURANCE R Wyp POLICY NUMBER MMND/Y MMIDDFYYYY LIMTS A GFNFRAL'LIABILI Y y 2CT5222 9/6/14 9/6/15 EACH OCCURRENCE $ 11000,000 X COMMERCIAL GENERALLU181LITY - DAMAG-PREMISE TORENTED n $ SO OOO CLAIMS-MADE �OCCUR ME EXP(Any ore person) $. 1 000 Waiver of Subro PERSONAL&ADVINJURY $ 11000,000 GENERAL AGGREGATE I$ 2,000,000 GEN'LAGGREGATE L IMITAPPUES PER PRODUCTS-COMPlOPAGG $ 1 OOO OOO POLICY X PRO- LOC $ B AUTOMOBILE LIABIUTY BGJRNP 9/2/14 9/2/15 COMBIt�.SINGLELIMTT• $ 1,000,000 f ANY AUTO BODILY INJURY(Per peison) $ ALLOWNED X SCHEDULED, BODILY INJURY P�accdent $ AUTOS AUTOS ( ) X NON-OWNED PROPERTY DAMAGE HIREDAUTOS X AUTOS Pereccidenl $ $, C UMBRELLALIAB X OCCUR 700BE142ALI 9/6/14 9/6/15 EACH OCCURRENCE $ 5,000 000 X EXCESS LIAB CLAIMS-MADE AGGREGATE s 5,000,000 DED X RETENTION s $ ST D WORKERS COMPENSATION WC2-31S-382146-014 9/3/14 9/3/15 X WCATU- OTH- MID EMPLOYERS'LIABILITY Y I N IT ANY PROPRIETOR/PARTNERIEXECUTIVE O ICERMIEMBER EXCLLDEW " ' NIA E.L.EACH ACCIDENT $ 11000,000 (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE S 1,000,000 Ryyes dAsai6eunder - DESL�RIPTIONOF OPERATIONS below E.L.DISEASE-POLICYLIMR 1,000,000 E Professional Liability ANE1339387.13 4/5/14 4/5/15 per Occurrence 1,000-000 Aggregate- 1,000,000 F ,Installation Floater ECO8043160 8/8/14 8/8/15 A gre a e 1,00.0,000 DESCRIPTIONOFOPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,AddifionalRerarks Schedule,lfmorespaceisreguired) Verizon Communication Inc and all its subsidiaries and affiliates are included as additional insured to the above liability policies. . Coverage is primary and non-contributory with any insurance or program of self insurance that may maintained by Verizon. Supplier shall waive its tights of subrogation against Verizon for claims that may arise out of the services provided under-this agreement. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Verizon Corporate Services ACCORDANCE WITH THE POLICY PROVISIONS. Group Inc. One Verizon Way AUTHORIZED RFPRESENTA71VE Baskin Ridge, NJ 07920 t ©1988--2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD Phone: Fax: (494) 948-4532 E-Mail: f 1 v ' ILPop Doug sneoeoa,cc�t 3 I M pte.aoaA Wsatfrrrd;14A Ph: $T$:392•$81T '.ecpatl:'ttshou4el�n3odspes,um May 24,2015 The Town of Barnstable,MA Building Department RE: Environmental Sound Evaluation—Verizon Wireless Service Facility Dear Building Department: Modeling Specialties was requested to comment on the potential change in sounds expected from the upgrade of a wireless communications facility at 10,47 Falmouth-Road in Hyannis. The construction plans dated 3/3/1-5 to co-locate at this existing facility were provided by Verizon Wireless and are the basis of this abbreviated analysis. The communication equipment.will'be installed inside a room of the host building and will not emit any environmental sound. The antennas will be mounted on the existing pole at a height of 78 feet AGL. They will also emit no sound. There are only two potential sources of sound planned in the support of Verizon Wireless. Two condenser(HVAC)units will be installed on the ground behind the building. Two units will be installed for redundancy, but only one will operate at any given time.. An existing gas fired standby generator will be replaced by a new generator. It is important to note that the existing generator is enclosed in an environmental enclosure with modest sound mitigation: The proposed generator is designed within a sound mitigation enclosure that will dramatically reduce the sound emitted during its infrequent operation. The proposed unit is a 60 kW package configured in a CQE (Crystal Quiet Enclosure) with an operational sound rating of 58 dBA at 23 feet. This unit has the lowest sound levels of any unit available in its capacity range. For reference, a similarly sized Generac unit (also configured for low sound emissions) is 71 dBA at 23 feet, making the proposed unit an order of magnitude quieter than the existing generator or its current counterparts. A sound level modeling study was developed to estimate the operating sound of the combined Generator and HVAC units during its infrequent operation. The results are summarized in Figure 1, showing both the orientation of the equipment and the nearest residences to the site. The results indicate that the operating sounds from this equipment will be less than 50 dBA. This is below the sound levels from daytime traffic on a busy road like Route 28. The Town of Barnstable Section 133 requirements are qualitative ("not plainly audible at a distance of 150 feet") and depend on not only the equipment emissions but the community conditions when the equipment is tested. The proposed generator unit will be tested for less than '/2 hour once a week, only during daytime hours. Because of the mitigation, the sound from the generator set is expected to be similar to the HVAC operation. This type of HVAC equipment is common to commercial and,residential buildings across the Commonwealth, so are expected to be necessary, usual and reasonable,being well mitigated to minimize impact'on the neighborhood. Because the short periods of operation are expected,to be below daytime traffic sound levels, it is expected to not only meet the expectations of the Barnstable requirements,but will represent a significant improvement to the equipment already installed at the site. I certify that the analysis of sound levels is accurate and consistent with analysis and prediction methods that are common to the acoustic analysis of such sources. . I have reviewed the requirements of the Barnstable requirements and certify that the compliance is indicated. I am qualified to make this statement based on training and experience in conducting analyses of environmental sounds. I am a Certified Consulting Meteorologist with more than 20 years experience conducting environmental analyses in the technical areas of air quality, noise, and visual aesthetics. I have published many refereed papers on various aspects of environmental noise. -I have analyzed the noise emissions of major industrial projects such as power plants,; wastewater treatment plants and manufacturing plants. Related to these analyses, I have testified as a technical expert before the Energy Facility Siting Boards of Massachusetts-,Rhode Island and Connecticut. 1 have also testified before many:regional and municipal approval boards in Massachusetts,Rhode Island,New Hampshire,Maine,New York;Michigan, Illinois, and California. _I request that you also accept my statement pertaining to this project on behalf of Verizon Wireless. S Thank you for your attention. Respectfully, Modeling Specialties Douglas L. Sheadel,CCM Principal NV 5 C):tl�aq DIN > tlBAi 8�C3:t�BAti Basis flrOwl, Oogjet t11 �� li�clin� Recs�tr I:SCE, . . ............... .. `41_ dOA 4- /�' Figure 1: Graphical Summary of the Modeling Results,'Showing Sound Levels at the Property Lines,and Nearest Residences PAU L J. FORD AND COMPANY S T R -U C T :U R A_,L `E N G I N E E R -S . .•: 250 East Broad Street • Suite 600 Columbus, Ohio 43215-3708 Date: December 18,2013 ,'Steve Tuttle Raul J ford and Company Crown Castle 250 E. Broad Street Suite 600 8 Parkmeadow Drive Columbus, OH 43215 Pittsford, NY 14534 614.221.6679 i . Subject: Structural Modification Report I .!Carrier Designation: Verizon Wireless Co-Locate ,Carrier Site Number: N/A -Carrier Site Name: Hyannis 3 MA .Crown Castle Designation: ,Crown Castle BU Number: 875052 "Crown Castle Site Name: .ASSOCIATED ALARM SYSTEM :Crown Castle JDE Job Number: 240451 :Crown Castle Work Order Number: 689613 Crown Castle Application'Number: 195006 Rev. 3 ;Engineering Firm Designation: Paul J Ford and Company Project Number: 37513-2778 BP Site Data: 1047 Falmouth Rd, Hyannis, Barnstable County, MA :Latitude 410 39'32.184", Longitude-70°19'32.808" 'kk 118 Foot-Monopole Tower f: 'Dear Steve Tuttle, Paul J Ford and Company is :pleased to submit this "Structural :Modification Report" to determine the :structural integrity of the above.mentioned tower. This analysis has been :performed in accordance with the 'Crown Castle Structural 'Statement of Work' and the terms of Crown Castle'Purchase Order Number 602649, in 1 accordance with application 195006,revision 3. The purpose of the analypis is to.determine acceptability of the tower stress level. Based on our analysis we :have determined the tower stress;level for the structure and foundation, under the following load case, to be: !LC4.7: Modified Structure w/Existing + Reserved +Proposed Equipment Sufficient Capacity Note:See Table I and Table 11 forlhe proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and 2009 IBC as amended by the 2010 Massachusetts State`Building Code, Eighth Edition, based upon a wind speed of 120 mph 3-second gust and exposure category C. All modifications and equipment proposed in this report shall be installed in accordance with the attached =drawings for the determined available structural capacity to be effective. `We at Paul J Ford and Company appreciate the opportunity of providing our cont�0.q,1ACprb signal services to you and Crown Castle. if you have any questions or need further assistance o•n.5fil or y' ad protects ;please,give us a call. 'Respectfully submitted by: 4 a `''t'•' F FF 1.1 eos�ua�rybarcgier., Ik Structural Designer :tnxTower Report-version 6.1.3.1 Q zo PAU L J. FORD AND COMPANY S T R U C T U R A L E N G I N E E R S 250 East Broad Street • Suite 600 • Columbus, Ohio 43215-3708 Date: December 18, 2013 Steve Tuttle Paul J Ford and Company Crown Castle 250 E. Broad Street Suite 600 8 Parkmeadow Drive Columbus, OH 43215 Pittsford, NY 14534 614.221.6679 Subject: Structural Modification Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Number: N/A Carrier Site Name: Hyannis 3 MA Crown Castle Designation: Crown Castle BU Number: 875052 Crown Castle Site Name: ASSOCIATED ALARM SYSTEM Crown Castle JDE Job Number: 240451 Crown Castle Work Order Number: 689613 Crown Castle Application Number: 195006 Rev. 3 Engineering Firm Designation: Paul J Ford and Company Project Number: 37513-2778 BP Site Data: 1047 Falmouth Rd, Hyannis, Barnstable County, MA Latitude 410 39'32.184", Longitude -70' 19'32.808" 118 Foot -Monopole Tower Dear Steve Tuttle, Paul J Ford and Company is pleased to submit this "Structural Modification Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 602649, in accordance with application 195006, revision 3. The ,purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4.7: Modified Structure w/ Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and 2009 IBC as amended by the 2010 Massachusetts State Building Code, Eighth Edition, based upon a wind speed of 120 mph 3-second gust and exposure category C. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: Joshua Frybarger, E.I.T. Structural Designer tnxTower Report-version 6.1.3.1 ` December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 3- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Table 5—Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 3 1) INTRODUCTION This tower is a 118 ft Monopole tower designed by SUMMIT in May of 2000. The tower was originally designed for a wind speed of 105 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 120 mph with no ice, 40 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center x � � � .� � 4 ZN gs w; � � Mounting Line Nu61 mber4 Antenna Y. Numbers Feed of r Antenna Model of Feed Line Note. Level (ft) Elevation. �% A, %, Manufacturer Antennas Lines Size (in); (ft) 4i IV, § Y t 3J alcatel lucent 9442 RRH 700 3 J alcatel lucent RRH2X40-AWS 6 Tandrew HBX-6516DS-T2M w/ Mount Pipe - 78.0 78.0 -- - - - - 2 1 5/8 - 2 raycap - RDC-4276-PF-48 6 swedcom SWCP 2X7014 w/ Mount ' Pipe 1 tower mounts Platform Mount [LP 301-1] Table 2 -Existing and Reserved Antenna and Cable Information Center - _ of rir Antenn M _ l Number � Number Feed i Mounting Linem s Antennas ,¢ Level (ft) Elevation a odel of Feed Lmeg Note Manufacturer Antennas Lines Size(m) 1 andrew HBX-6516DS-R2M w/ Mount Pipe 2 1 5/8 2 1 Comm comp TMA-1900 119.0 .__ 118.0 1 kob-tv PAN TILT HEAD 2 1/2 3 rfs celwave APXVN 1 8-C-A20 w/Mount 1 Pipe 3 1 1/4 118.0 1 tower mounts Platform Mount [LP 601-1] - 3 alcatel lucent 1600 4x40 RRH 34MHz IBW 116.0 116.0 3 rfs celwave ACU-A20-N � 1 tower mounts Side Arm Mount SO 102-3 110.0 3 kathrein 800 10504 w/ Mount Pipe I -__ _--- 108.0 3 kathrein 86010118 6 7/8 1 _. -._ 1 318 108.0 1 tower mounts Side Arm Mount[SO 102-3] 1J1 ericsson I ANT2 0.3 23 HP (TR) 1 ericsson ANT2 0.6 23 HP (TR) 105.0 105.0 - 2 3/8 1 ! I 2 ericsson MINI-LINK PT 2010 2 tower mounts Pipe Mount[PM 601-1] tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 4 Center` Number .b t " "' "` Number Feed Mounting Line Antenna h= i - Level (ft) Elevation Of Manufacturer, �I _,Antenna Model .a of Feed ,Line Note (ft). Antennas g s r Unes R Size(in) k , 102.0 1 rfs celwave PD10183-1 95.0 101.0 1 cushcraft CRS 3-50 3 7/8 1 1 tower mounts Side Arm Mount [SO 701-1] 95.0 - -- - - - --- -- - - _ _.. — . 1 tower mounts T-Arm Mount [TA 702-1] 3 ericsson ERICSSON AIR 21 62A 64P w/ Mount Pipe 3 ericsson ERICSSON AIR 21 134A B2-P w/ Mount Pipe 1 1 5/8 2 3 ericsson KRY 112 14411 1 tower mounts Side Arm Mount[SO 101-3] 88.0 88.0 - _- _ -_ _-_ 3 ericsson KRY 112 71 rfs celwave APX16DWV-16DWV-S-E- A20 w/Mount Pipe 1 5/16 3 3 rfs celwave ATMAA1412D-1A20 1 tower mounts Side Arm Mount [SO 309-3] 12 _7/8 - - _ 74.0 1 lucent KS24019-1-112A -- -- 1 1/2 1 73 0 1 tower mounts Side Arm Mount[SO 701-11 Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment to be Removed tnxTower Report-version 6.1.3.1 ` December 18, 2013 118 Ft Monopole Tower Structural Analysis CCI BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 5 3)ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference " Source k 4-GEOTECHNICAL REPORTS CHA, 7472.07.71, 3/30/00 71 1430651 CCISITES 4-TOWER FOUNDATION PJF, 29200-555, 5/1/00 2145142 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Summit, 9154-A518, 5/25/00 2145145 CCISITES DRAWINGS 3.1) Analysis Method tnxTower(version 6.1.3.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Monopole will be reinforced in conformance with the proposed modification drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 6 4) ANALYSIS RESULTS Table 4 -Section Capacity(Summary) - - - -- p y w � ,� �a � r, .a: � is a -: Section Com orient' CnUcal SF*P Elevation(ft) Size P(K) }; Pass Fail ' No. 'Type Elementy (K) f Capacity, _ �- _ rv. ,ff w _ n L1 118-77.25 Pole TP28.318x22x0.1875 1 -5.43 1008.35 70.5 Pass L2 77'25 Pole TP30.8371x27.4004x0.25 2 -10.91 1702.43 90.9 Pass 58.5833 .5833- L3 5 40.75 Pole TP33.602x30.8371 x0.4362 3 -13.88 2234.47 92.4 Pass L4 40.75-35.5 Pole TP33.916x32.0707x0.4945 4 -1T02 ' 2606.36 94.0 Pass __- __- _ _ -- L5 35.5-0 Pole TP39.42x33.916x0.6 5 -28.75 3817.14 96.7 Pass - Summary Pole(L5) 96.7 Pass Rating= 96.7 Pass Table 5 -Tower Component Stresses vs. Capacity Notes ' 'Component Elevation(ft) %,Capacityr. r Pass 1 Fail �. , 1 Anchor Rods 0 87.4 Pass 1 Base Plate 0 96.3 Pass Base Foundation 1 Structural Steel 0 93.7 Pass Base Foundation 1,2 3 0 108.E Pass Soil Interaction Structure Rating (max from all,-components)_. :_ r: .� -� 08. % Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Capacities up to 110%are considered acceptable based on analysis methods used. 3) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee in January 2010,the existing caisson foundation was analyzed using the methodology in the software'PLS-Caisson' (Version 8.10,or newer,by Power Line Systems,Inc.). Per the methods in PLS-Caisson,the soil reactions of cohesive soils are calculated using 8CD independent of the depth of the soil layer. The depth of soil to be ignored at the top of the caisson is the greater of the geotechnical report's recommendation,the frost depth of the site or half of the caisson diameter. 4.1) Recommendations See attached modification drawings tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 7 APPENDIX A TNXTOWER OUTPUT .Tower=lnputData There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Barnstable County, Massachusetts. 2) Basic wind speed of 120 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 0.7500 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56.00 pcf. 10) A wind speed of 40 mph is used in combination with ice. 11) Temperature drop of 50.000 'F. 12) Deflections calculated using a wind speed of 60 mph. 13) A non-linear(P-delta) analysis was used. 14) Pressures are calculated at each section. 15) Stress ratio used in pole design is 1. 16) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. O tions� Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas }- +• 0P61es T , .,7777 Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section VGeometr Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 118.00-77.25 40.75 3.50 18 22.0000 28.3180 0.1875 0.7500 A607-60(60 ksi) L2 77.25-58.58 22.17 0.00 18 27.4004 30.8371 0.2500 1.0000 A607-65(65 ksi) L3 58.58-40.75 17.83 4.25 18 30.8371 33.6020 0.4362 1.7447 Reinf 43.44 ksi(43 ksi) L4 40.75-35.50 9.50 0.00 18 32.0707 33.9160 0.4945 1.9780 Reinf 43.47 ksi(43 ksi) L5 35.50-0.00 35.50 18 33.9160 39.4200 0.6000 2.4002 Reinf 45.17 ksi(45 ksi) tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 8 Tapered,Pole Properties ,. t Section Tip Dia. Area I r C VC J It/Q w w/t in inz in° in in in3 in4 in2 in L1 22.3394 12.9812 780.3007 7.7434 11.1760 69.8193 1561.6281 6.4918 3.5420 18.891 28.7549 16.7412 1673.7015 9.9863 14.3855 116.3461 3349.6053 8.3722 4.6540 24.821 L2 28.3741 21.5438 2006.3684 9.6384 13.9194 144.1421 4015.3768 10.7739 4.3825 17.53 31.3128 24.2708 2868.7879 10.8584 15.6652 183.1308 5741.3506 12.1377 4.9873 19.949 L3 31.3128 42.0871 4914.2802 10.7923 15.6652 313.7061 9835.0267 21.0476 4.6597 10.683 34.1204 45.9149 6380.7654 11.7739 17.0698 373.8040 12769.9267 22.9618 5.1463 11.799 L4 33.4037 49.5603 6242.9736 11.2096 16.2919 383.1942 12494.1619 24.7848 4.7741 9.654 34.4392 52.4565 7402.6716 11.8646 17.2293 429.6553 14815.0838 26.2332 5.0989 10.311 L5 34.4392 63.4511 8897.7781 11.8272 17.2293 516.4321 17807.2641 31.7316 4.9131 8.188 40.0281 73.9337 14076.3425 13.7811 20.0254 702.9258 28171.2070 36.9739 5.8818 9.802 Feed Line/Linear Appurtenances Entered"As Area" Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft klf LDF4-50A(1/2") A No Inside Pole 118.00-0.00 2 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 H6114-1-08U4-M5F(1 C No Inside Pole 118.00-0.00 3 No Ice 0.00 0.00 1/4") 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 HJ7-50A(1-5/8") C No Inside Pole 118.00-0.00 2 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 FSJ2-50(3/8") C No Inside Pole 108.00-0.00 1 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 FXL 780 PE(7/8) C No Inside Pole 108.00-0.00 6 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 k NTM 203 98(3/8) C No Inside Pole 105.00-0.00 2 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF5-50A(7/8") A No Inside Pole 95.00-0.00 3 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 AL5-50(7/8) B No Inside Pole 88.00-0.00 12 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 MLE Hybrid B No Inside Pole 88.00-0.00 1 No Ice 0.00 0.00 9Power/18Fiber RL 2( 1/2"Ice 0.00 0.00 1 5/8) 1"Ice 0.00 0.00 HB158-1-08U8-S8J18( A No CaAa(Out Of 78.00-0.00 1 No Ice 0.20 0.00 1-5/8) Face) 1/2"Ice 0.30 0.00 1"Ice 0.40 0.00 H6158-1-081.18-S8J18( A No CaAa(Out Of 78.00-0.00 1 No Ice 0.00 0.00 1-5/8) Face) 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF4-50A(1/2") C No Inside Pole 73.00-0.00 1 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 Aero MP3-08 C No CaAa(Out Of 35.50-0.00 1 No Ice 0.47 0.00 Face) 1/2"Ice 0.58 0.00 1"Ice 0.69 0.00 Aero MP3-05 C No CaAa(Out Of 60.50-35.50 1 No Ice 0.35 0.00 Face) 1/2"Ice 0.40 0.00 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft klf 1"Ice 0.66 0.00 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 118.00-77.25 A 0.000 0.000 0.000 0.148 0.03 B 0.000 0.000 0.000 0.000 0.05 C 0.000 0.000 0.000 0.000 0.30 L2 77.25-58.58 A 0.000 0.000 0.000 3.696 0.07 B 0.000 0.000 0.000 0.000 0.08 C 0.000 0.000 0.000 0.667 0.15 L3 58.58-40.75 A 0.000 0.000 0.000 3.531 0.07 B 0.000 0.000 0.000 0.000 0.07 C 0.000 0.000 0.000 6.202 0.14 L4 40.75-35.50 A 0.000 0.000 0.000 1.040 0.02 B 0.000 0.000 0.000 0.000 0.02 C 0.000 0.000 0.000 1.826 0.04 L5 35.50-0.00 A 0.000 0.000 0.000 7.029 0.14 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 16.567 0.28 Feed Line/Linear Appurtenances Section`Areas'- With lce Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 118.00-77.25 A 1.671 0.000 0.000 0.000 0.399 0.04 B 0.000 0.000 0.000 0.000 0.05 C 0.000 0.000 0.000 0.000 0.30 L2 77.25-58.58 A 1.612 0.000 0.000 0.000 9.934 0.36 B 0.000 0.000 0.000 0.000 0.08 C 0.000 0.000 0.000 1.544 0.15 L3 58.58-40.75 A 1.562 0.000 0.000 0.000 9.103 0.32 B 0.000 0.000 0.000 0.000 0.07 C 0.000 0.000 0.000 13.936 0.14 L4 40.75-35.50 A 1.522 0.000 0.000 0.000 2.680 0.09 B 0.000 0.000 0.000 0.000 0.02 C 0.000 0.000 0.000 4.103 0.04 L5 35.50-0.00 A 1.410 0.000 0.000 0.000 17.043 0.57 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 27.693 0.28 Teed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L1 118.00-77.25 0.0000 -0.0060 0.0000 -0.0143 L2 77.25-58.58 -0.0436 -0.2422 -0.0813 -0.5314 L3 58.58-40.75 -0.3707 -0.0297 -0.6370 -0.1127 L4 40.75-35.50 -0.3729 -0.0298 -0.6454 -0.1141 L5 35.50-0.00 -0.4917 0.0430 -0.6734 -0.0898 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 10 Discrete Tower 'Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft It ftz ftz K It ° ft Lightning Rod 5/8"x 8' C From Leg 0.00 0.00 118.00 No Ice 0.50 0.50 0.03 0.00 1/2"Ice 1.31 1.31 0.04 4.00 1"Ice 2.14 2.14 0.05 k#* PAN TILT HEAD A From Face 4.00 0.00 118.00 No Ice 0.96 0.96 0.02 0.00 1/2"Ice 1.10 1.10 0.03 1.00 1"Ice 1.24 1.24 0.05 HBX-6516DS-R2M w/ B From Face 4.00 0.00 118.00 No Ice 3.60 3.24 0.03 Mount Pipe 0.00 1/2"Ice 4.00 3.91 0.06 1.00 1"Ice 4.43 4.56 0.10 TMA-1900 B From Face 4.00 0.00 118.00 No Ice 0.71 0.42 0.02 0.00 1/2"Ice 0.83 0.53 0.02 1.00 1"Ice 0.97 0.65 0.03 APXVN 1 8-C-A20 w/Mount A From Face 4.00 0.00 118.00 No Ice 6.10 6.95 0.05 Pipe 0.00 1/2"Ice 6.67 8.13 0.11 1.00 1"Ice 7.19 9.02 0.18 APXVN18-C-A20 w/Mount B From Face 4.00 0.00 118.00 No Ice 6.10 6.95 0.05 Pipe 0.00 1/2"Ice 6.67 8.13 0.11 1.00 1"Ice 7.19 9.02 0.18 APXVN 1 8-C-A20 w/Mount C From Face 4.00 0.00 118.00 No Ice 6.10 6.95 0.05 Pipe 0.00 1/2"Ice 6.67 8.13 0.11 1.00 1"Ice 7.19 9.02 0.18 (2)o x 2.375"Pipe Mount A From Face 4.00 0.00 118.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 1.00 1"Ice 2.29 2.29 0.05 6'x 2.375"Pipe Mount B From Face 4.00 0.00 118.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 1.00 1"Ice 2.29 2.29 0.05 (2)6'x 2.375"Pipe Mount C From Face 4.00 0.00 118.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 1.00 1"Ice 2.29 2.29 0.05 Platform Mount[LP 601-1] C None 0.00 118.00 No Ice 28.47 28.47 1.12 1/2"Ice 33.59 33.59 1.51 1"Ice 38.71 38.71 1.91 1600 4x40 RRH 34MHz A From Face 2.00 0.00 116.00 No Ice 2.69 2.79 0.06 IBW 0.00 1/2"Ice 2.93 3.03 0.08 0.00 1"Ice 3.18 3.28 0.11 1600 4x40 RRH 34MHz B From Face 2.00 0.00 116.00 No Ice 2.69 2.79 0.06 IBW 0.00 1/2"Ice 2.93 3.03 0.08 0.00 1"Ice 3.18 3.28 0.11 1600 440 RRH 34MHz C From Face 2.00 0.00 116.00 No Ice 2.69 2.79 0.06 IBW 0.00 1/2"Ice 2.93 3.03 0.08 0.00 1"Ice 3.18 3.28 0.11 ACU-A20-N A From Face 2.00 0.00 116.00 No Ice 0.08 0.14 0.00 0.00 1/2"Ice 0.12 0.19 0.00 0.00 1"Ice 0.17 0.25 0.00 ACU-A20-N B From Face 2.00 0.00 116.00 No Ice 0.08 0.14 0.00 0.00 1/2"Ice 0.12 0.19 0.00 0.00 1"Ice 0.17 0.25 0.00 ACU-A20-N C From Face 2.00 0.00 116.00 No Ice 0.08 0.14 0.00 0.00 1/2"Ice 0.12 0.19 0.00 0.00 1"Ice 0.17 0.25 0.00 (2)4'x2"Pipe Mount A From Face 2.00 0.00 116.00 No Ice 0.79 0.79 0.03 0.00 1/2"Ice 1.03 1.03 0.03 0.00 1"Ice 1.28 1.28 0.04 (2)4'x2"Pipe Mount B From Face 2.00 0.00 116.00 No Ice 0.79 0.79 0.03 0.00 1/2"Ice 1.03 1.03 0.03 0.00 1"Ice 1.28 1.28 0.04 (2)4'x2"Pipe Mount C From Face 2.00 0.00 116.00 No Ice 0.79 0.79 0.03 0.00 1/2"Ice 1.03 1.03 0.03 0.00 1"Ice 1.28 1.28 0.04 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft, K ft ° ft Side Arm Mount[SO 102- C None 0.00 116.00 No Ice 3.00 3.00 0.08 3] 1/2"Ice 3.48 3.48 0.11 1"Ice 3.96 3.96 0.14 800 10504 w/Mount Pipe A From Face 1.00 0.00 108.00 No Ice 3.59 3.18 0.04 0.00 1/2"Ice 4.01 3.91 0.07 2.00 1"Ice 4.42 4.58 0.11 800 10504 w/Mount Pipe B From Face 1.00 0.00 108.00 No Ice 3.59 3.18 0.04 0.00 1/2"Ice 4.01 3.91 0.07 2.00 1"Ice 4.42 4.58 0.11 800 10504 w/Mount Pipe C From Face 1.00 0.00 108.00 No Ice 3.59 3.18 0.04 0.00 1/2"Ice 4.01 3.91 0.07 2.00 1"Ice 4.42 4.58 0.11 860 10118 A From Face 1.00 0.00 108.00 No Ice 0.17 0.14 0.00 0.00 1/2"Ice 0.24 0.21 0.00 2.00 1"Ice 0.32 0.28 0.01 860 10118 B From Face 1.00 0.00 108.00 No Ice 0.17 0.14 0.00 0.00 1/2"Ice 0.24 0.21 0.00 2.00 1"Ice 0.32 0.28 0.01 860 10118 C From Face 1.00 0.00 108.00 No Ice 0.17 0.14 0.00 0.00 1/2"Ice 0.24 0.21 0.00 2.00 1"Ice 0.32 0.28 0.01 Side Arm Mount[SO 102- C None 0.00 108.00 No Ice 3.00 3.00 0.08 3] 1/2"Ice 3.48 3.48 0.11 1"Ice 3.96 3.96 0.14 MINI-LINK PT 2010 A From Face 1.00 0.00 105.00 No Ice 1.25 0.57 0.01 0.00 1/2"Ice 1.41 0.68 0.02 0.00 1"Ice 1.57 0.81 0.03 MINI-LINK PT 2010 B From Face 1.00 0.00 105.00 No Ice 1.25 0.57 0.01 0.00 1/2"Ice 1.41 0.68 0.02 0.00 1"Ice 1.57 0.81 0.03 Pipe Mount[PM 601-1] A From Face 0.50 0.00 105.00 No Ice 3.00 0.90 0.07 0.00 1/2"Ice 3.74 1.12 0.08 0.00 1"Ice 4.48 1.34 0.09 Pipe Mount[PM 601-11 B From Face 0.50 0.00 105.00 No Ice 3.00 0.90 0.07 0.00 1/2"Ice 3.74 1.12 0.08 0.00 1"Ice 4.48 1.34 0.09 PD10183-1 A From Face 3.00 0.00 95.00 No Ice 3.92 3.92 0.04 0.00 1/2"Ice 5.35 5.35 0.07 7.00 1"Ice 6.80 6.80 0.11 CRS-3-50 C From Face 3.00 0.00 95.00 No Ice 1.75 1.75 0.00 0.00 1/2"Ice 3.17 3.17 0.02 6.00 1"Ice 4.60 4.60 0.04 T-Arm Mount[TA 702-11 A From Face 1.50 0.00 95.00 No Ice 2.78 2.23 0.11 0.00 1/2"Ice 3.39 2.43 0.14 0.00 1"Ice 4.00 2.63 0.17 Side Arm Mount[SO 701- C From Face 1.50 0.00 95.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2"Ice 1.14 2.34 0.08 0.00 1"Ice 1.43 3.01 0.09 ERICSSON AIR 21 132A A From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 B4P w/Mount Pipe 0.00 1/2"Ice 7.35 6.48 0.17 0.00 1"Ice 7.86 7.26 0.23 ERICSSON AIR 21 132A B From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 64P w/Mount Pipe 0.00 1/2"Ice 7.35 6.48 0.17 0.00 1"Ice 7.86 7.26 0.23 ERICSSON AIR 21 132A C From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 64P wl Mount Pipe 0.00 1/2"Ice 7.35 6.48 0.17 0.00 1"Ice 7.86 7.26 0.23 ERICSSON AIR 21 134A A From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 B2P w/Mount Pipe 0.00 1/2"Ice 7.35 6.48 0.17 0.00 1"Ice 7.86 7.26 0.23 ERICSSON AIR 21 64A B From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Prcject Number 37513-2778 BP,Application 195006, Revision 3 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft 132P w/Mount Pipe 0.00 1/2"Ice 7.35 6.48 0.17 0.00 1"Ice 7.86 7.26 0.23 ERICSSON AIR 21 134A C From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 B2P w/Mount Pipe 0.00 1/2"Ice 7.35 6.48 0.17 0.00 1"Ice 7.86 7.26 0.23 KRY 112 144/1 A From Face 2.00 0.00 88.00 No Ice 0.41 0.20 0.01 0.00 1/2"Ice 0.50 0.27 0.01 0.00 1"Ice 0.59 0.35 0.02 KRY 112 144/1 B From Face 2.00 0.00 88.00 No Ice 0.41 0.20 0.01 0.00 1/2"Ice 0.50 0.27 0.01 0.00 1"Ice 0.59 0.35 0.02 KRY 112 144/1 C From Face 2.00 0.00 88.00 No Ice 0.41 0.20 0.01 0.00 1/2"Ice 0.50 0.27 0.01 0.00 1"Ice 0.59 0.35 0.02 Side Arm Mount[SO 101- C None 0.00 88.00 No Ice 7.50 7.50 0.25 3] 1/2"Ice 8.90 8.90 0.33 1"Ice 10.30 10.30 0.41 (2)HBX-6516DS-T2M w/ A From Face 4.00 0.00 78.00 No Ice 3.56 3.24 0.03 Mount Pipe 0.00 1/2"Ice 3.96 3.91 0.06 0.00 1"Ice 4.38 4.56 0.10 (2)HBX-6516DS-T2M w/ B From Face 4.00 0.00 78.00 No Ice 3.56 3.24 0.03 Mount Pipe 0.00 1/2"Ice 3.96 3.91 0.06 0.00 1"Ice 4.38 4.56 0.10 (2)HBX-6516DS-T2M w/ C From Face 4.00 0.00 78.00 No Ice 3.56 3.24 0.03 Mount Pipe 0.00 1/2"Ice 3.96 3.91 0.06 0.00 1"Ice 4.38 4.56 0.10 (2)SWCP 2X7014 w/ A From Face 4.00 0.00 78.00 No Ice 10.68 10.18 0.06 Mount Pipe 0.00 1/2"Ice 11.37 11.52 0.15 0.00 1"Ice 12.04 12.63 0.25 (2)SWCP 2X7014 w/ B From Face 4.00 0.00 78.00 No Ice 10.68 10.18 0.06 Mount Pipe 0.00 1/2"Ice 11.37 11.52 0.15 0.00 1"Ice 12.04 12.63 0.25 (2)SWCP 2X7014 w/ C From Face 4.00 0.00 78.00 No Ice 10.68 10.18 0.06 Mount Pipe 0.00 1/2"Ice 11.37 11.52 0.15 0.00 1"Ice 12.04 12.63 0.25 9442 RRH 700 A From Face 4.00 0.00 78.00 No Ice 3.53 1.60 0.04 0.00 1/2"Ice 3.80 1.82 0.06 0.00 1"Ice 4.08 2.06 0.09 9442 RRH 700 B From Face 4.00 0.00 78.00 No Ice 3.53 1.60 0.04 0.00 1/2"Ice 3.80 1.82 0.06 0.00 1"Ice 4.08 2.06 0.09 9442 RRH 700 C From Face 4.00 0.00 78.00 No Ice 3.53 1.60 0.04 0.00 1/2"Ice 3.80 1.82 0.06 0.00 1"Ice 4.08 2.06 0.09 RRH2X40-AWS A From Face 4.00 0.00 78.00 No Ice 2.98 1.60 0.04 0.00 1/2"Ice 3.24 1.82 0.06 0.00 1"Ice 3.50 2.06 0.08 RRH2X40-AWS B From Face 4.00 0.00 78.00 No Ice 2.98 1.60 0.04 0.00 1/2"Ice 3.24 1.82 0.06 0.00 1"Ice 3.50 2.06 0.08 RRH2X40-AWS C From Face 4.00 0.00 78.00 No Ice 2.98 1.60 0.04 0.00 1/2"Ice 3.24 1.82 0.06 0.00 1"Ice 3.50 2.06 0.08 (2)RDC-4276-PF-48 A From Face 4.00 0.00 78.00 No Ice 5.94 2.70 0.03 0.00 1/2"Ice 6.26 2.95 0.07 0.00 1"Ice 6.60 3.20 0.11 Platform Mount[LP 301-1] C None 0.00 78.00 No Ice 30.10 30.10 1.59 1/2"Ice 40.80 40.80 2.03 1"Ice 51.50 51.50 2.47 KS24019-Ll12A C From Face 3.00 0.00 73.00 No Ice 0.16 0.16 0.01 0.00 1/2"Ice 0.22 0.22 0.01 1.00 1"Ice 0.30 0.30 0.01 Side Arm Mount[SO 701- C From Face 1.50 0.00 73.00 No Ice 0.85 1.67 0.07 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It It ft2 ft2 K ft ° It 1] 0.00 1/2"Ice 1.14 2.34 0.08 0.00 1"Ice 1.43 3.01 0.09 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft o It ft ft2 K ANT2 0.3 23 HP A Paraboloid From 1.00 0.00 105.00 2.17 No Ice 3.72 0.02 (TR) w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.04 0.00 1"Ice 4.30 0.07 ANT2 0.6 23 HP B Paraboloid From 1.00 0.00 105.00 2.15 No Ice 3.64 0.02 JR) w/Shroud(HP) Face 0.00 1/2"Ice 3.93 0.04 0.00 1"Ice 4.21 0.06 Tower Pressures Nolce GH= 1.100 Section z KZ qZ AG F AF AR A,ey Leg CAAA CAAA Elevation a % In Out c Face Face It It ksf ftz e ft2 ft2 ft2 ft, ft L1 118.00- 97.00 1.258 0.04 86.754 A 0.000 86.754 86.754 100.00 0.000 0.148 77.25 B 0.000 86.754 100.00 0.000 0.000 C 0.000 86.754 100.00 0.000 0.000 L2 77.25- 67.76 1.166 0.04 46.423 A 0.000 46.423 46.423 100.00 0.000 3.696 58.58 B 0.000 46.423 100.00 0.000 0.000 C 0.000 46.423 100.00 0.000 0.667 L3 58.58- 49.54 1.092 0.04 48.620 A 0.000 48.620 48.620 100.00 0.000 3.531 40.75 B 0.000 48.620 100.00 0.000 0.000 C 0.000 48.620 100.00 0.000 6.202 L4 40.75- 38.11 1.033 0.04 14.841 A 0.000 14.841 14.841 100.00 0.000 1.040 35.50 B 0.000 14.841 100.00 0.000 0.000 C 0.000 14.841 100.00 0.000 1.826 L5 35.50-0.00 17.83 0.88 0.03 110.15 A 0.000 110.150 110.150 100.00 0.000 7.029 0 B 0.000 110.150 100.00 0.000 0.000 C 1 0.0001 110.1501 1 100.001 0.0001 16.567 _ Tower Pressure- With,Ice . GH= 1.1oo Section z Kz qz tZ AG F AF AR A,, Leg CAAA CAAA Elevation a % In Out c Face Face ft It ksf in ft2 a ft2 ft2 ft2 ft2 ft2 L1 118.00- 97.00 1.258 0.00 1.6708 98.101 A 0.000 98.101 98.101 100.00 0.000 0.399 77.25 B 0.000 98.101 100.00 0.000 0.000 C 0.000 98.101 100.00 0.000 0.000 L2 77.25-58.58 67.76 1.166 0.00 1.6119 51.621 A 0.000 51.621 51.621 100.00 0.000 9.934 B 0.000 51.621 100.00 0.000 0.000 C 0.000 51.621 100.00 0.000 1.544 L3 58.58-40.75 49.54 1.092 0.00 1.5622 53.264 A 0.000 53.264 53.264 100.00 0.000 9.103 B 0.000 53.264 100.00 0.000 0.000 C 0.000 53.264 100.00 0.000 13.936 L4 40.75-35.50 38.11 1.033 0.00 1.5218 16.208 A 0.000 16.208 16.208 100.00 0.000 2.680 B 0.000 16.208 100.00 0.000 0.000 C 0.000 16.208 100.00 0.000 4.103 L5 35.50-0.00 17.83 0.88 0.00 1.4105 118.495 A 0.000 118.495 118.495 100.00 0.000 17.043 B 0.000 118.495 100.00 0.000 0.000 C 1 0.0001 118.495 1 100.001 0.0001 27.693 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 14 Tower Pressure -:Service F :. GH= 1.100 Section z KZ qz AG F AF AR Aj� Leg CAAA CAAA Elevation a % In Out c Face Face ft It ksf ftz e ftz fe ftz ft If L1 118.00- 97.00 1.258 0.01 86.754 A 0.000 86.754 86.754 100.00 0.000 0.148 77.25 B 0.000 86.754 100.00 0.000 0.000 C 0.000 86.754 100.00 0.000 0.000 L2 77.25- 67.76 1.166 0.01 46.423 A 0.000 46.423 46.423 100.00 0.000 3.696 58.58 B 0.000 46.423 100.00 0.000 0.000 C 0.000 46.423 100.00 0.000 0.667 L3 58.58- 49.54 1.092 0.01 48.620 A 0.000 48.620 48.620 100.00 0.000 3.531 40.75 B 0.000 48.620 100.00 0.000 0.000 C 0.000 48.620 100.00 0.000 6.202 L4 40.75- 38.11 1.033 0.01 14.841 A 0.000 14.841 14.841 100.00 0.000 1.040 35.50 B 0.000 14.841 100.00 0.000 0.000 C 0.000 14.841 100.00 0.000 1.826 L5 35.50-0.00 17.83 0.88 0.01 110.15 A 0.000 110.150 110.150 100.00 0.000 7.029 0 B 0.000 110.150 100.00 0.000 0.000 C f 0.000 1 110.150 100.001 0.0001 16.567 Load Combinations Y z Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 15 Comb. Description No. 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service -Maximurn Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 118-77.25 Pole Max Tension 26 0.00 -0.00 -0.00 Max.Compression 26 -14.96 1.06 1.04 Max.Mx 20 -5.43 399.81 -0.69 Max.My 14 -5.51 0.93 -387.68 Max.Vy 8 16.26 -398.93 0.32 Max.Vx 14 15.78 0.93 -387.68 Max.Torque 16 -2.16 L2 77.25- Pole Max Tension 1 0.00 0.00 0.00 58.5833 Max.Compression 26 -27.60 2.78 2.09 Max.Mx 20 -10.91 965.05 2.07 Max.My 14 -10.99 -2.05 -937.11 Max.Vy 8 28.05 -963.56 -3.41 Max.Vx 14 27.31 -2.05 -937.11 Max.Torque 17 -3.30 L3 58.5833- Pole Max Tension 1 0.00 0.00 0.00 40.75 Max.Compression 26 -31.35 2.80 2.42 Max.Mx 20 -13.88 1361.96 4.10 Max.My 14 -13.95 -4.32 -1323.88 Max.Vy 8 30.42 -1360.48 -5.91 Max.Vx 14 29.68 -4.32 -1323.88 Max.Torque 17 -3.58 L4 40.75-35.5 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -35.33 2.80 2.65 Max. Mx 20 -17.02 1659.21 5.52 Max. My 14 -17.08 -5.92 -1614.04 Max.Vy 8 32.11 -1657.74 -7.67 Max.Vx 14 31.37 -5.92 -1614.04 Max.Torque 17 -3.82 L5 35.5-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -48.76 2.80 3.48 Max.Mx 20 -28.75 2901.21 10.79 Max. My 14 -28.76 -11.88 -2829.76 Max.Vy 8 37.74 -2899.78 -14.18 Max.Vx 14 37.01 -11.88 -2829.76 Max.Torque 17 -4.81 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 37 48.76 4.12 2.34 Max.H. 20 28.79 37.71 0.14 Max.Hz 3 21.59 0.16 36.95 Max.M, 2 2827.64 0.16 36.95 Max. Mz 8 2899.78 -37.71 -0.19 Max.Torsion 5 4.78 -18.69 31.90 Min.Vert 17 21.59 18.80 -31.92 Min.H. 8 28.79 -37.71 -0.19 Min.Hz 15 21.59 -0.17 -36.98 tnxTower Report-version 6.1.3.1 f December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 16 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Min.Mx 14 -2829.76 -0.17 -36.98 Min.M, 20 -2901.21 37.71 0.14 Min.Torsion 17 -4.81 18.80 -31.92 Tower Mast Reaction Summaryv. Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M. Moment,M, K K K kip-ft kip-ft kip-ft Dead Only 23.99 0.00 0.00 -0.56 0.64 0.00 1.2 Dead+1.6 Wind 0 deg-No Ice 28.79 -0.16 -36.95 -2827.64 13.29 -4.35 0.9 Dead+1.6 Wind 0 deg-No Ice 21.59 -0.16 -36.95 -2812.01 13.03 -4.35 1.2 Dead+1.6 Wind 30 deg-No Ice 28.79 18.69 -31.90 -2441.33 -1436.22 -4.77 0.9 Dead+1.6 Wind 30 deg-No Ice 21.59 18.69 -31.90 -2427.81 -1428.55 -4.78 1.2 Dead+1.6 Wind 60 deg-No Ice 28.79 32.60 -18.22 -1391.38 -2507.56 -3.64 0.9 Dead+1.6 Wind 60 deg-No Ice 21.59 32.60 -18.22 -1383.60 -2494.02 -3.64 1.2 Dead+1.6 Wind 90 deg-No Ice 28.79 37.71 0.19 14.18 -2899.78 -1.69 0.9 Dead+1.6 Wind 90 deg-No Ice 21.59 37.71 0.19 14.28 -2884.11 -1.69 1.2 Dead+1.6 Wind 120 deg-No Ice 28.79 32.77 18.59 1420.99 -2521.19 0.60 0.9 Dead+1.6 Wind 120 deg-No Ice 21.59 32.77 18.59 1413.41 -2507.59 0.60 1.2 Dead+1.6 Wind 150 deg-No Ice 28.79 19.08 32.09 2454.38 -1469.57 2.72 0.9 Dead+1.6 Wind 150 deg-No Ice 21.59 19.08 32.09 2441.14 -1461.73 2.73 1.2 Dead+1.6 Wind 180 deg-No Ice 28.79 0.17 36.98 2829.76 -11.88 4.35 0.9 Dead+1.6 Wind 180 deg-No Ice 21.59 0.17 36.98 2814.46 -12.02 4.35 1.2 Dead+1.6 Wind 210 deg-No Ice 28.79 -18.80 31.92 2441.97 1449.63 4.81 0.9 Dead+1.6 Wind 210 deg-No Ice 21.59 -18.80 31.92 2428.79 1441.47 4.81 1.2 Dead+1.6 Wind 240 deg-No Ice 28.79 -32.61 18.31 1399.41 2510.41 3.75 0.9 Dead+1.6 Wind 240 deg-No Ice 21.59 -32.61 18.31 1391.93 2496.45 3.75 1.2 Dead+1.6 Wind 270 deg-No Ice 28.79 -37.71 -0.14 -10.79 2901.21 1.69 0.9 Dead+1.6 Wind 270 deg-No Ice 21.59 -37.71 -0.14 -10.57 2885.13 1.70 1.2 Dead+1.6 Wind 300 deg-No Ice 28.79 -32.76 -18.51 -1413.00 2521.26 -0.71 0.9 Dead+1.6 Wind 300 deg-No Ice 21.59 -32.76 -18.51 -1405.13 2507.26 -0.71 1.2 Dead+1.6 Wind 330 deg-No Ice 28.79 -18.97 -32.07 -2453.56 1459.33 -2.76 0.9 Dead+1.6 Wind 330 deg-No Ice 21.59 -18.97 -32.07 -2439.98 1451.15 -2.76 1.2 Dead+1.0 Ice+1.0 Temp 48.76 -0.00 -0.00 -3.48 2.80 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 48.76 -0.02 -4.66 -372.62 4.62 -0.57 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 48.76 2.35 -4.03 -322.17 -184.13 -0.59 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 48.76 4.10 -2.30 -185.48 -323.41 -0.42 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 48.76 4.75 0.02 -1.57 -374.64 -0.15 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 48.76 4.13 2.35 182.29 -325.28 0.14 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 48.76 2.40 4.05 317.03 -188.25 0.40 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 48.76 0.02 4.67 365.85 1.08 0.57 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 48.76 -2.36 4.03 315.27 190.92 0.59 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 48.76 -4.10 2.31 179.25 329.25 0.43 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 48.76 -4.75 -0.02 -5.09 380.34 0.15 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 48.76 -4.12 -2.34 -188.53 330.86 -0.15 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 48.76 -2.39 -4.05 -323.92 192.89 -0.40 Dead+Wind 0 deg-Service 23.99 -0.02 -5.17 -394.91 2.41 -0.35 Dead+Wind 30 deg-Service 23.99 2.61 -4.46 -341.03 -199.78 -0.43 Dead+Wind 60 deg-Service 23.99 4.56 -2.55 -194.58 -349.24 -0.35 Dead+Wind 90 deg-Service 23.99 5.27 0.03 1.50 -403.97 -0.20 Dead+Wind 120 deg-Service 23.99 4.58 2.60 197.75 -351.15 -0.02 Dead+Wind 150 deg-Service 23.99 2.67 4.49 341.90 -204.44 0.17 Dead+Wind 180 deg-Service 23.99 0.02 5.17 394.25 -1.10 0.35 Dead+Wind 210 deg-Service 23.99 -2.63 4.46 340.16 202.77 0.43 Dead+Wind 240 deg-Service 23.99 -4.56 2.56 194.74 350.76 0.37 Dead+Wind 270 deg-Service 23.99 -5.27 -0.02 -1.99 405.28 0.20 Dead+Wind 300 deg-Service 23.99 -4.58 -2.59 -197.59 352.27 0.00 Dead+Wind 330 deg-Service 23.99 -2.65 -4.48 -342.74 204.12 -0.18 I tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 17 Solution Summary- Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -23.99 0.00 0.00 23.99 0.00 0.000% 2 -0.16 -28.79 -36.95 0.16 28.79 36.95 0.000% 3 -0.16 -21.59 -36.95 0.16 21.59 36.95 0.000% 4 18.69 -28.79 -31.90 -18.69 28.79 31.90 0.000% 5 18.69 -21.59 -31.90 -18.69 21.59 31.90 0.000% 6 32.60 -28.79 -18.22 -32.60 28.79 18.22 0.000% 7 32.60 -21.59 -18.22 -32.60 21.59 18.22 0.000% 8 37.71 -28.79 0.19 -37.71 28.79 -0.19 0.000% 9 37.71 -21.59 0.19 -37.71 21.59 -0.19 0.000% 10 32.77 -28.79 18.59 -32.77 28.79 -18.59 0.000% 11 32.77 -21.59 18.59 -32.77 21.59 -18.59 0.000% 12 19.08 -28.79 32.09 -19.08 28.79 -32.09 0.000% 13 19.08 -21.59 32.09 -19.08 21.59 -32.09 0.000% 14 0.17 -28.79 36.98 -0.17 28.79 -36.98 0.000% 15 0.17 -21.59 36.98 -0.17 21.59 -36.98 0.000% 16 -18.80 -28.79 31.92 18.80 28.79 -31.92 0.000% 17 -18.80 -21.59 31.92 18.80 21.59 -31.92 0.000% 18 -32.61 -28.79 18.31 32.61 28.79 -18.31 0.000% 19 -32.61 -21.59 18.31 32.61 21.59 -18.31 0.000% 20 -37.71 -28.79 -0.14 37.71 28.79 0.14 0.000% 21 -37.71 -21.59 -0.14 37.71 21.59 0.14 0.000% 22 -32.76 -28.79 -18.51 32.76 28.79 18.51 0.000% 23 -32.76 -21.59 -18.51 32.76 21.59 18.51 0.000% 24 -18.97 -28.79 -32.07 18.97 28.79 32.07 0.000% 25 -18.97 -21.59 -32.07 18.97 21.59 32.07 0.000% 26 0.00 -48.76 0.00 0.00 48.76 0.00 0.000% 27 -0.02 -48.76 -4.66 0.02 48.76 4.66 0.000% 28 2.35 -48.76 -4.03 -2.35 48.76 4.03 0.000% 29 4.10 -48.76 -2.30 -4.10 48.76 2.30 0.000% 30 4.75 -48.76 0.02 -4.75 48.76 -0.02 0.000% 31 4.13 -48.76 2.35 -4.13 48.76 -2.35 0.000% 32 2.40 -48.76 4.05 -2.40 48.76 -4.05 0.000% 33 0.02 -48.76 4.67 -0.02 48.76 -4.67 0.000% 34 -2.36 -48.76 4.03 2.36 48.76 -4.03 0.000% 35 -4.10 -48.76 2.31 4.10 48.76 -2.31 0.000% 36 -4.75 -48.76 -0.02 4.75 48.76 0.02 0.000% 37 -4.12 -48.76 -2.34 4.12 48.76 2.34 0.000% 38 -2.39 -48.76 -4.05 2.39 48.76 4.05 0.000% 39 -0.02 -23.99 -5.17 0.02 23.99 5.17 0.000% 40 2.61 -23.99 -4.46 -2.61 23.99 4.46 0.000% 41 4.56 -23.99 -2.55 -4.56 23.99 2.55 0.000% 42 5.27 -23.99 0.03 -5.27 23.99 -0.03 0.000% 43 4.58 -23.99 2.60 -4.58 23.99 -2.60 0.000% 44 2.67 -23.99 4.49 -2.67 23.99 -4.49 0.000% 45 0.02 -23.99 5.17 -0.02 23.99 -5.17 0.000% 46 -2.63 -23.99 4.46 2.63 23.99 -4.46 0.000% 47 -4.56 -23.99 2.56 4.56 23.99 -2.56 0.000% 48 -5.27 -23.99 -0.02 5.27 23.99 0.02 0.000% 49 -4.58 -23.99 -2.59 4.58 23.99 2.59 0.000% 50 -2.65 -23.99 -4.48 2.65 23.99 4.48 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00002997 3 Yes 4 0.00000001 0.00067752 4 Yes 5 0.00000001 0.00022092 5 Yes 5 0.00000001 0.00007779 6 Yes 5 0.00000001 0.00025549 7 Yes 5 0.00000001 0.00009255 8 Yes 4 0.00000001 0.00051603 9 Yes 4 0.00000001 0.00028372 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 18 10 Yes 5 0.00000001 0.00023905 11 Yes 5 0.00000001 0.00008486 12 Yes 5 0.00000001 0.00023360 13 Yes 5 0.00000001 0.00008246 14 Yes 5 0.00000001 0.00002464 15 Yes 4 0.00000001 0.00055811 16 Yes 5 0.00000001 0.00026041 17 Yes 5 0.00000001 0.00009439 18 Yes 5 0.00000001 0.00022158 19 Yes 5 0.00000001 0.00007782 20 Yes 4 0.00000001 0.00073396 21 Yes 4 0.00000001 0.00040281 22 Yes 5 0.00000001 0.00023943 23 Yes 5 0.00000001 0.00008521 24 Yes 5 0.00000001 0.00024858 25 Yes 5 0.00000001 0.00008912 26 Yes 4 0.00000001 0.00003122 27 Yes 5 0.00000001 0.00012217 28 Yes 5 0.00000001 0.00012805 29 Yes 5 0.00000001 0.00012873 30 Yes 5 0.00000001 0.00012107 31 Yes 5 0.00000001 0.00012737 32 Yes 5 0.00000001 0.00012607 33 Yes 5 0.00000001 0.00011862 34 Yes 5 0.00000001 0.00012824 35 Yes 5 0.00000001 0.00012980 36 Yes 5 0.00000001 0.00012497 37 Yes 5 0.00000001 0.00013318 38 Yes 5 0.00000001 0.00013222 39 Yes 4 0.00000001 0.00003987 40 Yes 4 0.00000001 0.00007205 41 Yes 4 0.00000001 0.00009755 42 Yes 4 0.00000001 0.00002858 43 Yes 4 0.00000001 0.00007775 44 Yes 4 0.00000001 0.00007421 45 Yes 4 0.00000001 0.00003867 46 Yes 4 0.00000001 0.00010225 47 Yes 4 0.00000001 0.00007099 48 Yes 4 0.00000001 0.00002969 49 Yes 4 0.00000001 0.00008028 50 Yes 4 0.00000001 0.00008731 Maximum-Tower Deflections =Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 118-77.25 11.95 48 0.88 0.00 L2 80.75-58.5833 5.58 48 0.69 0.00 L3 58.5833-40.75 2.84 48 0.46 0.00 L4 45-35.5 1.69 48 0.35 0.00 L5 35.5-0 1.06 48 0.28 0.00 Critical Deflections and pRadius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 118.00 Lightning Rod 5/8"x 8' 48 11.95 0.88 0.00 46279 116.00 1600 440 RRH 34MHz IBW 48 11.58 0.88 0.00 46279 108.00 800 10504 w/Mount Pipe 48 10.13 0.85 0.00 23140 105.00 ANT2 0.3 23 HP JR) 48 9.59 0.83 0.00 17800 95.00 PD10183-1 48 7.85 0.79 0.00 10060 88.00 ERICSSON AIR 21 B2A B4P w/ 48 6.70 0.74 0.00 7713 Mount Pipe 78.00 (2)HBX-6516DS-T2M w/Mount 48 5.19 0.66 0.00 6020 Pipe 73.00 KS24019-Ll12A 48 4.50 0.61 0.00 5685 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 19 Maximum-Tower:Deflections,- Design_Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 118-77.25 85.30 20 6.30 0.03 L2 80.75-58.5833 39.91 20 4.91 0.02 L3 58.5833-40.75 20.34 20 3.30 0.01 L4 45-35.5 12.11 20 2.47 0.01 L5 35.5-0 7.58 20 2.01 0.00 Critical Deflections,and Radius of. Curvature -,Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in oft 118.00 Lightning Rod 5/8"x 8' 20 85.30 6.30 0.03 6641 116.00 1600 4x40 RRH 34MHz IBW 20 82.70 6.25 0.03 6641 108.00 800 10504 w/Mount Pipe 20 72.33 6.05 0.03 3319 105.00 ANT2 0.3 23 HP(TR) 20 68.49 5.96 0.02 2552 95.00 PD10183-1 20 56.07 5.63 0.02 1440 88.00 ERICSSON AIR 21 62A B4P w/ 20 47.85 5.32 0.02 1102 Mount Pipe 78.00 (2)HBX-6516DS-T2M w/Mount 20 37.08 4.73 0.02 857 Pipe 73.00 KS24019-L112A 20 32.21 4.38 0.02 807 Compression'Checks Pole Design Data . k:s Section Elevation Size L Lu K11r A P, Ratio No. Pu ft ft ft in2 K K Wp L1 118-77.25(1) TP28.318x22x0.1875 40.75 0.00 0.0 16.4182 -5.43 1008.35 0.005 L2 77.25-58.5833(2) TP30.8371x27.4004x0.25 22.17 0.00 0.0 24.2708 -10.91 1702.43 0.006 L3 58.5833-40.75(3) TP33.602x30.8371 x0.4362 17.83 0.00 0.0 45.0027 -13.88 2234.47 0.006 L4 40.75-35.5(4) TP33.916x32.0707x0.4945 9.50 0.00 0.0 52.4565 -17.02 2606.36 0.007 L5 35.5-0(5) TP39AW3.9160.6 35.50 0.00 0.0 73.9337 -28.75 3817.14 0.008 Pole Bending- Design Data r Section Elevation Size MUx �Mm Ratio M y �M y Ratio No. Mux Muy ft kip-ft kip-ft � x kip-ft kip-ft �M y L1 118-77.25(1) TP28.318x22x0.1875 399.81 572.64 0.698 0.00 572.64 0.000 L2 77.25-58.5833(2) TP30.8371x27.40040.25 965.06 1070.44 0.902 0.00 1070.44 0.000 L3 58.5833-40.75(3) TP33.602x30.8371 x0.4362 1361.97 1485.43 0.917 0.00 1485.43 0.000 L4 40.75-35.5(4) TP33.916x32.07070.4945 1659.22 1778.99 0.933 0.00 1778.99 0.000 L5 35.5-0(5) TP39.42x33.916x0.6 2901.22 3024.30 0.959 0.00 3024.30 0.000 Pole Shear Design DataAl Section Elevation Size Actual V Ratio Actual �Tn Ratio No. Vu V. T. T. ft K K �V� kip-ft kip-ft �Tn L1 118-77.25(1) TP28.318x22x0.1875 16.26 504.18 0.032 1.02 1146.68 0.001 L2 77.25-58.5833(2) TP30.8371x27.4004x0.25 28.05 851.22 0.033 1.76 2143.51 0.001 tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 20 Section Elevation Size Actual Vn Ratio Actual OTn Ratio No. V. V T T. ft K K �Vn kip-ft kip-ft �Tn L3 58.5833-40.75(3) TP33.602x30.8371 x0.4362 30.42 1117.23 0.027 1.78 2974.51 0.001 L4 40.75-35.5(4) TP33.916x32.0707x0.4945 32.11 1303.18 0.025 1.80 3562.34 0.001 L5 35.5-0(5) TP39AW3.9160.6 37.73 1908.57 0.020 1.70 6055.99 0.000 Pole Interaction""sign Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M x M y V T. Stress Stress ft W" OW ^y OVn �Tn Ratio Ratio L1 118-77.25(1) 0.005 0.698 0.000 0.032 0.001 0.705 1.000 4 8 2 L2 77.25-58.5833(2) 0.006 0.902 0.000 0.033 0.001 0.909 +' 1.000 4 8 2 1 L3 58.5833-40.75(3) 0.006 0.917 0.000 0.027 0.001 0.924 1/ 1.000 4 8 2 1/ L4 40.75-35.5(4) 0.007 0.933 0.000 0.025 0.001 0.940 1.000 4 8 2 4/ L5 35.5-0(5) 0.008 0.959 0.000 0.020 0.000 1.000 0.967 � 4.8.2 4� Section:Capacity Table Section Elevation Component Size Critical P opa„.w % Pass No. ft Type Element K K Capacity Fail L1 118-77.25 Pole TP28.318x22x0.1875 1 -5.43 1008.35 70.5 Pass L2 77.25-58.5833 Pole TP30.8371x27.4004x0.25 2 -10.91 1702.43 90.9 Pass L3 58.5833-40.75 Pole TP33.602x30.8371x0.4362 3 -13.88 2234.47 92.4 Pass L4 40.75-35.5 Pole TP33.916x32.0707x0.4945 4 -17.02 2606.36 94.0 Pass L5 35.5-0 Pole TP39.42x33.916x0.6 5 -28.75 3817.14 96.7 Pass Summary Pole(1-5) 96.7 Pass RATING= 96.7 Pass tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 21 APPENDIX B BASE LEVEL DRAWING (ABAIDONED.], ('1) 7f,"8' TO 9 FT LEVEL UNSTWED) (2) t/& TO 95 FT LEVEL 01" TO US FT LEA! allRNG PEGS *A0 'N,"SAFETY CLIVB-\ ---- ---- --- 'PROPOSED, -8. F LIVE. J�'FSERVEW (WSTAVED) 1-1,,"4': TO I I FT EVLL ONSALI-ED) A!' (1) 1,/2" TO 73 FT LEVEL ONSTAVEW! 0 0) 31S- TO 105 FT WEL 1' 3/5" TO �-T LEVEL (61 05 TO 108 FT LEVEL 1 T T LLI,E- ONSWIM-70 BE REMQVED,, ANSTILED) (12:. FT LEVP- tnxTower Report-version 6.1.3.1 December 18, 2013 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37513-2778 BP,Application 195006, Revision 3 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.3.1 118.0 ft DESIGNED APPURTENANCE LOADING TYPE I ELEVATION TYPE ELEVATION 1 Lightning Rod 5/8"x 8' 118 Side Arm Mount[SO 701-11 i95 1 PAN TILT HEAD ;118 PD10183-1 i95 HBX-6516DS-R2M w/Mount Pipe 1118 I CRS-3-50 195 I TAA-1900 1 118 ERICSSON AIR 21 82A 64P w/Mount 188 l APXVNI B-C-A20 w/Mount Pipe 118 Pipe APXVNI8-C-A20 w/Mount Pipe 118 ERICSSON AIR 21 64A B2P w/Mount.88 APXVNI8-C-A20 w/Mount Pipe :118 Pipe (2)6'x 2.375"Pipe Mount 118 ERICSSON AIR 21 84A 82P w/Mount 88 Pipe _ 6x 2,375"Pipe Mount 118 0 o ERICSSON AIR 2184A 62P w/Mount i88 (2)6'x 2.375"Pipe Mount 118 Pipe a d q m6 Platform Mount[LP 601-11 _'118 KRY 112 144/1 188 1600 4x40 RRH 34MHz IBW 116 KRY 112 144/1 188 �I16004x40 RRH 34MHz IBW 116 _ KRY 112 144/1 1188 1600 4x40 RRH 34MHz IBW 1116 Side Arm Mount[SO 101-3] 188 ACU-A20-N 111E ERICSSON AIR 21 62A B4P wl Mount j 88 ACU-A20-N :116 Pipe ACU-A20-N 116 ERICSSON AIR 21 62A 64P w/Mount 188 (2)4'x2"Pipe Mount 116 Pipe co ! (2)4'x2'Pipe Mount 116 (2)HBX-6516DS-T2M w/Mount Pipe j 78 o (2)4'x2 Pipe Mount ------ 116--�-- -__(2)SWCP 2X7014 w/Mount Pipe 78 ,I Side Arm Mount[SO 102-311;116 (2)SWCP 2X7014 w/Mount Pipe 178 800 10504 w/Mount Pipe `.108 (2)SWCP 2X7014 w/Mount Pipe 78 77.3 It 800 10504 w/Mount Pipe - 108--_—�--- --9442 RRH 700 178 1 BDD 10504 w/Mount Pipe 1108 9442 RRH 700 178 860 10118 !108 9442 RRH 700 _ '78 86010118 :108 RRH2X40-AWS 178 86010118 1108 RRH2X40-AWS '78 Side Arm Mount[SO 102-3] 108 RRH2X40-AWS 178 N N m m a mj MINI-LINK PT2010 105 (2)RDC-427E-PF-48 178 N cv MINI-LINK PT2010 105 Platform Mount[LP 301-11 178 Pipe Mount[PM 601-1] 105 (2)HBX-6516DS-T2M w/Mount Pipe 178 Pipe Mount[PM 601-11 1105 1(2)HBX-6516DS-T2M w/Mount Pipe 178 1 ANT2 0.3 23 HP TR 105 KS24019-L112A 173 ANT2 0.6 23 HP(TR) 1 Side Arm Mount[SO 701-1] 173 58.E It ~ T-Arm Mount[TA 702-1 i95 MATERIAL STRENGTH .1 GRADE F Fu GRADE Fy Fu j N N N i A607-60 160 ksi :75 ksi Reinf 43.47 ksi 43 ksi 55 ksi m M N 1 A607-65 165 ksi 80 ksi Reinf 45.17 ksi 145 ksi 57 ksi Po o M ; Reinf 43.44 ksi 143 ksi 155 ksi TOWER DESIGN NOTES Q 1. Tower is located in Barnstable County,Massachusetts. I 2. Tower designed for Exposure C to the TIA-222-G Standard. -'� 40.6 It 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. Q g 4. Tower is also designed for a 40 mph basic wind with 0.75 in ice.Ice is considered to e e o O increase in thickness with height. o I 35.5ft 1 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 1 j N 8. TOWER RATING:96.7% I Q ALL REACTIONS ARE FACTORED I � AXIAL 49 K Y t o 0 0 5 m e SHEAR I MOMENT m rmi mo M m v M ( 5 K 381 kip-ft I TORQUE 1 kip-ft 40 mph WIND-0.7500 in ICE j '! AXIAL 29 K SHEAR MOMENT i 38 K 1 r 2901 kip-ft .I 0.0ff TORQUE 5 kip-ft REACTIONS-120 mph WIND i s it Iv rn E ' s l a t m m Z Paul J Ford and Company IW 118'MP;Hyannis,MA;Associated Alarm Systf 250 E. Broad Street Suite 600 Project'PJF 37513-2778(BU 875052) Columbus, OH 43215 Code Crown Castle,Drawn by Joshua Frybarge IScPe Code Phone:614.221.6679 :_T_IA_-222_-G 1Date:12/2_0/13 —Scale: NTS FAX:614.448.4105 PaiiG.,T.ER`J7,.,.....,28u31,,,, .,.87.,,7,,.2i,,,P,., ID"'gNo.E-1 Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner). 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding 1 *(Rod Diameter) Site Data Base Reactions BU#: TIA Revision: n `°G '6 't Site Name: Factored Moment,Mu: 22526.8t -= ft-kips Reactions adjusted to App#: Factored Axial, Pu: M 25.2,;,� kips account for additional Anchor Rod Data Factored Shear,Vu: 33 kips anchor rods Eta Factor, n 0.5 TIA G(Fig.4-4) Qty: 12 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G-->Max Rod (Cu+Vu/n): 227.3 Kips Yield, Fy: 75 ksi Axial Design Strength, (D*Fu*Anet: 260.0 Kips Strength, Fu: 100 lksi Anchor Rod Stress Ratio: 87.4% Pass Bolt Circle: 46 in Anchor Spacing: 6 lin Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 45 in Base Plate Stress: 47.7 ksi Yield Line(in): Thick: 2.5 in PL Design Bending Strength, O*Fy: 49.5 ksi 24.22 Grade: 55 ksi Base Plate Stress Ratio: 96.3% Pass Max PL Length: Clip(Distance: 4 in 24.22 N/A-Unstiffened Stiffener Data(Welding at both sides Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type: ** Vertical Weld: N/A Groove Depth: in** Plate Flex+Shear,fb/Fb+(fv/Fv)A2: N/A Groove Angle: degrees Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld: <--Disregard Plate Comp. (AISC Bracket): N/A Fillet V.Weld: in Pole Results Width: in Pole Punching Shear Check: N/A Height: in M:"r L-oth Thick: in - Notch: in C t= =IISE PL Grade: ksi ' L, Weld str.: ksi hc. T,;P.. ' IFF_J D -JFIr� TIG'-: Pole Data — E' y , Diam: 39.42 in Thick: 0.3125 in e _ ' Grade: 65 ksi \^✓ F �t F #of Sides: 18 "o"IF Round \ M t "Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Square Base F-G 1.2, Effective March 19,2012 Analysis date: 12/20/2013 Date: 12/20/2013 PAUL J. FORD AND COMPANY PJFProiz: 37513-2778BP 5 T R U C T U R A L E. NGINEERs 250 East Broad Soea • suites • Columbus,Ohio 43215 11 3708 Client Ref.# 875052 Site Name: B'MP Description: Associated Alarm System Owner. Crown Castle AA-Effective 7-12-13 Engineer. JJF Asymmetric Anchor Rod Analysis Moment= 2901 k-ft TIA Ref. G Location= I Base Plate Axial= 29.0 kips ASIF= NIA rl= 1 0.50 Ifor BP,Rev.G Sect.4.9.9 Shear= 38.0 kips Max Ratio= 105.0% Threads= z NIA for FP,Rev.G Anchor Qty 15 **For Post Installed Anchors:Check anchors for embedment,epoxy/grout bond,and capacity based on proof load.** Nominal Area Max Net Max Net Load for Capacity Anchor Dia, Location, Anchor Override, Compressi Tension, Capacity Override, Capacity, Capacity Item in Spec Fy,ksi Fu,ksi degrees Circle,in in' Area,in on,kips kips Calc,kips kips kips Ratio 1 2.250 #18J A615 Gr 75 75 100 30.0'" 46.00 0.00 3.98 214.60 210.40 220.11 0.00 260.00 84.7% 2 2.250 #1BJA615Gr75 75 100 45.0- 46.00 0.00 •• 3.98 211.74 207.55 217.25 0.00 260.00 83.6% 3 2.250 #18J A615 Gr 75 75 100 60.0 46.00 0.00 3.98 209.06 204.86 214.56 0.00 260.00 82.5% 4 2.250 #18J A615 Gr 75 75 100 '120.0+ 46.00 0.00 3.98 213.36 1 209.16 218.86 " 0.00 260.00 84.2% 5 2.250 #18J A615 Gr 75 75 100 135.0 _ ,46.00 0.00 , 3.98 217.73 213.53 223.23 0.00 260.00 1 85.9% 6 2.250 #18J A615 Gr 75 75 100 150.0 46.00 0.00 3.98 221.82 217.62 227.32 0.00 260.00 87.4% 7 2.250 #18J A615 Gr 75 75 100 210.0- -46.00 0.00 3.98 221.82 217.62 227.32 0.00 260.00 87.4% 8 2.250 #18J A615 Gr 75 75 100 ,. 225.0, _46.00 0.00 3.98 217.73 213.53 223.23 0.00 260.00 85.9% 9 2.250 #18J A615 Gr 75 75 100 240.0 46.00 0.00 3.98 213.36 209.16 218.86 0.00 260.00 84.2% 10 2.250 #18J A615 Gr 75 75 100 '300.0` p 46.00 0.00 "" 3.98 209.06 204.86 214.56 "0.00 260.00 82.5% 11 2.250 #18J A615 Gr 75 t 75 1 100 l 315.0 46.00 0.00 3.98 1 211.74 1 207.55 217.25 w,0.00 260.00 83.6% 12 2.250 #18J A615 Gr 75 75 100 330.0 46.00 0.00 . 3.98 214.60 210.40 1 220.11 0.00 260.00 84.7% 13 1.750 A193 Gr B7 105 125 -0.0' 51.42 0.00 2.41 147.09 144.56 150.42 0.00 190.00 79.2% 14 1.750 A193 Gr Bl 105 125 108.0 51.42 0.00 2.41 141.85 139.31 145.17 0.00 190.00 76.4% 15 1.750 A193 Gr B7 105 125 252.0 51.42 0.00 2.41 141.85 139.31 145.17 0.00 190.00 76.4% 54.98 "'Copyright 2011,Paul 1.Ford and Company,all right reserved. PAUL J. FORD AND COMPANY ,lob Number: 37513-2778 BP Page: 1 S T R U C T U R A L E N G I N E E R S Site Number: 875052 By: JJF 250 East Broad Street • Suite 600 • Columbus,Ohio 43215-3708 Site Name: Associated Alarm Date: 12/20/2013 DRILLED PIER SOIL AND STEEL ANALYSIS -TIA-222-G Factored Base Reactions from RISA Safety Factors/Load Factors/0 Factors Comp. + Tension - Tower Type= Monopole DP Moment,Mu= 2901.0' k-ft ACI Code= ACI 318-05 Shear,Vu= 38.0 kips Seismic Design Category= D Axial Load,Put= 29.0 kips(from 1.2D+1.6W)* Reference Standard= TIA-222-G Axial Load,Put= 21.8 9M.KWA 4 kips(from 0.9D+1.6W)** Use 1.3 Load Factor? W OTMu= 2920.0 @0'0i k-ft @ Ground Load Factor= 1.00 *Axial Load,Put will be used for Soil Compression Analysis. **Axial Load,Put will be used for Steel Analysis. Drilled Pier Parameters Safety Factor m Factor Diameter= 6 ft Soil Lateral Resistance= MOWW2160: 0.75 Height Above Grade= 0.5 ft Skin Friction= pM2300). 0.75 Depth Below Grade= 19 ft End Bearing= ��'---- 0.75 fc'= 3 ksi Concrete Wt.Resist Uplift EC= 0.003 in/in Load Combinations Checked per TIA-222-G Mat Ftdn.Cap Width= �-�ftft 1.(0.75)Ult.Skin Friction+ Ult.End Bearing Mat Ftdn.Cap Length= ft +(1.2)Effective Soil Wt.-(1.2).2)Buoyant Conc.Wt.>_Comp. Depth Below Grade= 2.(0.75)Ult.Skin Friction+(0.9)Buoyant Conc.Wt.>Uplift Steel Parameters Soil Parameters Number of Bars= 16 Water Table Depth= 15.00 ft Rebar Size= #11 Depth to Ignore Soil= t 5.00 ft Rebar Fy= 60 ksi Depth to Full Cohesion= 0 ft Rebar MOE= 29000 ksi Full Cohesion Starts at? Ground Tie Size= #5. Above Full Cohesion Lateral Resistance=4(Cohesion)(Dia)(H) Side Clear Cover to Ties= 4 in Below Full Cohesion Lateral Resistance=8(Cohesion)(Dia)(H) Direct Embed Pole Shaft Parameters Maximum Capacity Ratios Dia @ Grade= , in Maximum Soil Ratio= 110.0% Dia @ Depth Below Grade= in Maximum Steel Ratio= 105.0% Number of Sides= Thickness= in Fy= ksi Back-fill Condition= Define Soil Lavers Note:Cohesion=Undrained Shear Stren h=Unconfined Compressive Stren th 12 Friction Ultimate Comp.Ult. Tension Ult. Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth Layer ft pcf psf degrees Soil Type psf psf psf ft 1 5.5 120 30 Sand 5.5 2 16.5 125 35 Sand 12000 22 3 4 5 6 7 8 r g 10 11 12 x Soil Results: inct Depth to COR= 14.00 ft,from Grade Shear,Vu= 38.00 kips Bending Moment,Mu= 3451.96 k-ft,from COR Resisting Shear,mVn= 34.98 1 kips Resisting Moment,01Mn= 3177.59 1 k-ft,from COR MOMENT RATIO= 108.6% OK SHEAR RATIO= 108.6% OK Soil Results: Uplift Soil Results: Compression Uplift,Tu= 0.00 kips Compression,Cu= 1 29.01 kips Uplift Capacity,OTn= 68.08 kips Comp.Capacity,mCn= 234.871 kips UPLIFT RATIO= 0.0% OK COMPRESSION RATIO= 12.3% OK Steel Results (ACI 318-05 : Minimum Steel Area= 13.57 sq in Axial Load,Pu= 46.56 kips @ 6.00 ft Below Grade Actual Steel Area= 24.96 sq in Moment,Mu= 3133.05 k-ft @ 6.00 ft Below Grade Moment,0Mn= I 3342.87 k-ft Axial,mPn(min)= 1347.84 kips,Where 1DMn=0 k-ft MOMENT RATIO= 93.7% OK Axial,mPn(max)= 6144.47 kips,Where 0Mn=0 k-ft v4.0-Effective:10-18-13 (c)Copyright 2013 by Paul J.Ford and Company,all rights reserved. Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 875052 TIA Revision: 0 G' Site Name: Associated Alarm Max. Factored Shaft Mu: ;"3133.05 ` ft-kips(*Note) App#: Max. Factored Shaft Pu: " `46.56` kips Max Axial Force Type: Comp: .. * Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(W L) 1` <----Disregard For P(DL) 1 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 3133.05 ft-kips Pier Properties 1.00 Pu:j 46.56 1kips Concrete: Pier Diameter= 6.0 ft Material Properties Concrete Area = 4071.5 in Concrete Comp. strength;fc= x t3000 psi Reinforcement yield strength, Fy= 1 60, ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 2f 4:00 x in Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= i5 i� v Limiting compressive strain= °0.003 Vert. Cage Diameter= 5.11 ft ACI 318 Code Vert. Cage Diameter= 61.34 in Select Analysis ACI Code= �2005 Vertical Bar Size = 11 Seismic Properties Bar Diameter= 1.41 in Seismic Design Category= D ,. Bar Area = 1.56 in Seismic Risk = High Number of Bars = 16 As Total= 24.96 in Solve,-- <--Press Upon Completing All Input A s/Aconc, Rho: 0.0061 0.61% Run ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 (3)*(Sgrt(f'c)/Fy: 0.0027 Eq Eq 200/ Fy: 0.0033 M. Case 1 Case 2 Dist. From Edge to Neutral Axis: 12.52 in Extreme Steel Strain, et: 0.0128 Minimum Rho Check: et> 0.0050,Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,q 0.900 Provided Rho:j 0.61% OK Ref. Shaft Max Axial Capacities, 4) Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 10-2 6144.47 ki s For Axial Compression, (p Pn = Pu: 46.56 kips at Mu=(4)=0.65)Mn= 3164.92 ft-kips Drilled Shaft Moment Capacity, cpMn: 3342.87 ft-kips Drilled Shaft Superimposed Mu: 3133.05 ft-kips Max Tu, ((p=0.9)Tn =1 1347.84 Ikips at Mu=�=(0.90)Mn= 0.00 ft-kips (MuhpMn, Drilled Shaft Flexure CSR: 1 93.7% Drilled-Shaft-Moment-Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 12/20/2013 77513-rM PVVMT.DWG MONOPOLE REINFORCEMENT AND RETROFIT PROJECT BU NUMBER; SITE NAME BU #875052; ASSOCIATED ALARM SYSTEM APP: 195006 REV. 3; WO: 689613 SITE ADDRESS 1047 FALMOUTH RD HYANNIS, MASSACHUSETTS 02601 BARNSTABLE COUNTY PROJECT NOTES PROJECT CONTACTS: 1. DETAILED FIELD INFORMATION REGARDING INTERFERENCES AND/OR EXISTING FIELD CONDITIONS MAY BE AVAILABLE ON CROWN'S CCISITES AND FROM CONTRACTOR'S MONOPOLE OWNER: PRE-MOD MAPPING. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY ALL CROWN CASTLE EXISTING CONDITIONS AND DIMENSIONS AND COORDINATE WITH THE AVAILABLE SOURCES 8 PARKMEADOW DRIVE,PITTSFORD,NY 14534 OF INFORMATION ABOVE AND WITH THE PROJECT PLANS BEFORE PROCEEDING WITH THE CONTACT:STEVE TUTTLE WORK. CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL DISCREPANCIES TO PH: (S85)899-3445 PAUL J. FORD AND COMPANY AND CROWN CASTLE FIELD PERSONNEL BEFORE PROCEEDING WITH THE WORK. STRUCTURAL ENGINEER OF RECORD(EOR): PAUL J.FORD AND COMPANY 2. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED 250 EAST BROAD STREET,SUITE 600 CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR Op�MBUS, OHIO 43215-3708 STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC.31,2009. CONTACT:JOSHUA FRYBARGER AT JFRYBARGER@PJFWEB.COM 3. ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS PHONE:61+221-6679 OF THE AISC'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS', DEC.31,2009. DESIGN STANDARD 4. (a)_DTPS REQUIRED: ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION THIS REINFORCEMENT DESIGN IS BASED UPON THE REQUIREMENTS OF INDICATORS(OTI'S)AND HARDENED WASHERS.ALL AJAX M20 BOLTS WITH SHEAR SLEEVES THE ANSIlTIA-222-G-2-2009 STRUCTURAL STANDARD FOR ANTENNA SHALL BE PRETENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION INDICATOR(DTI) SUPPORTING STRUCTURES AND ANTENNAS,USING A DESIGN BASIC WIND WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED. SEE NOTES AND SPEED OF 120 MPH(3-SEC GUST)WITH NO ICE,40 MPH WITH 314 INCH ICE DETAILS ON SHEET S-3 FOR REQUIREMENTS ON THE USE OF DIRECT TENSION INDICATOR AND 60 MPH SERVICE LOADS,EXPOSURE CATEGORY C. (DTI)WASHERS WITH THE AJAX M20 BOLTS. REFER TO THE POLE DESIGN AND ANTENNA LOADING DOCUMENTED IN LB.)_EFFECTIVE 5/30/2012: UNTIL FURTHER NOTICE,CROWN CASTLE WILL ACCEPT AJAX THE PJF STRUCTURAL ANALYSIS FOR THIS SITE(PJF#37513.2778),DATED IBOLTS TIGHTENED USING AISC-TURN-OF-NUT"METHOD. INSTALLERS SHALL FOLLOW 12-18-2013. CROWN GUIDELINES FOR AISC'(URN-OF-NUT'METHOD AND ALSO PROVIDE COMPLETE THIS PROJECT INCLUDES THE FOLLOWING INSPECTION DOCUMENTATION IN THE PMI. PRIOR TO STARTING WORK,CONTRACTOR SHALL CONSULT WITH CROWN ENGINEERING TO DETERMINE WHETHER THIS POLICY IS REINFORCING ELEMENTS: STILL IN PLACE. SHAFT REINFORCING (C.) REQUIREMENT EFFECTIVE 04/20/2013,PER CROWN CASTLE DIRECTIVE:ANY AND ALL FIELD WELDED STIFFENERS STRUCTURAL BOLTS THAT ARE TIGHTENED TO THE PRETENSIONED CONDITION USING THE FIELD WELDED ANCHOR BRACKETS AISC "TURN-OF-NUT" TENSIONING PROCEDURE (NON-TENSION CONTROLLED ['NON-TC] POST INSTALLED ANCHOR RODS BOLTS AND/OR BOLTS WITHOUT DTI'S INSTALLED)SHALL BE INSPECTED ONSITE BY AN HIGH STRENGTH GROUT INDEPENDENT THIRD-PARTY BOLT INSPECTOR, AS APPROVED BY CROWN. THIS INSPECTION IS REQUIRED TO BE AN ONSITE FIELD INSPECTION.THE THIRD-PARTY BOLT INSPECTOR SHALL FOLLOW THE PUBLISHED CROWN CASTLE INSPECTION PROCEDURE"MI NON-TC BOLT INSPECTION',DATED APRIL 2013.THE THIRD-PARTY BOLT INSPECTOR SHALL SHEET INDEX PREPARE A FULLY DOCUMENTED BOLT INSPECTION REPORT,AS SPECIFIED BY CROWN, SHEET NUMBER DESCRIPTION AND SHALL SUBMIT A COPY OF THE BOLT INSPECTION REPORT TO THE MI INSPECTOR,THE EOR,AND TO CROWN CASTLE. T-1 TITLE SHEET 5. NOE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS S-1 GENERAL NOTES REQUIRED. SEE CCI DOCUMENTS ENG-SOW-1033 'TOWER BASE PLATE NDE AND S-2 GENERAL NOTES ENG-BUL-10051 'NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT S-3 AJAX BOLT DETAIL CONNECTION FAILURE.NOTIFY THE FOR AND CROWN ENGINEERING IMMEDIATELY IF ANY S-4 MONOPOLE PROFILE CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED. THE NDE SHALL INCLUDE ALL S 5 BASE PLATE DETAILS EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE.ANY FULL PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE S$ MISC DETAILS REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK. S-7 MI CHECKLIST is e g o PROJECT NO: sl' 339 5 STPAUL J.RUCTURAL URAL ENGINEERS BU#875052• ASSOCIATED ALARM 375132778 ,39W� aB, STRUCTURAL ENGINEERS , DRAWN BY: ISSUE DATE OF =ate rormle�em�l swl0em ws.onw�az,s PERMIT: 12-18-2013 s g B 8 s ce,<1 a,�eTe ..w..alrwee.mm B.M.S. Ra SYSTEM CHECKED BY: s9r CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED BY: a a 8 PARKM11 ORIVE,PITTSFGRD,1 III MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE: T-1 = 3s g T q o PH:(585)894J445 FAX:(585)8993440 12-1&2013 37513,-M PERMT.DWG CROWN CASTLE PROJECT:BU#87SM;ASSOCIATED ALARM SYSTEM;HYANNIS,MASSACHUSETTS C. SPECIAL INSPECTION AND TESTING MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT(REV.2,1WJ2009) 1. WORK SMALL BE IEW AND OBSERVATION BY THE OWNER'S REPRESENTATIVE AND THE OWNER'S AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY.REFER TO CROWN A GENERAL NOTES CASTLE DOCUMENT ENGSOW-10066 FOR SPECIFICATION. 1. ITlEPn-9FTRERESPoNSIBuTY OF THE CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND 2. ANY SUPPORT SERVICES PERFORMED BY THE ENGINEER DURING CONSTRUCTION SHALL BE DIMENSIONS PRIOR TO FABRICATION AND CONSTRUCTION.THESE DRAWINGS WERE PREPARED FROM DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY INFORMATION AND DOCUMENTS PROVIDED TO PAUL J.FORD 8 COMPANY BY CROWN CASTLE.THIS OTHERS.THESE SUPPORT SERVICES PERFORMED BY THE ENGINEER ARE PERFORMED SOLELY FOR INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY PAUL J.FORD 8 COMPANY FOR ACCURACY THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD DOCUMENTS.THEY DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE BEANTICIPATED. ANY DISCREPANCIES AND/OR CHANGES BETWEEN THE INFORMATION CONTAINED IN CONSTRUED AS SUPERVISION OF CONSTRUCTION. THESE DRAWINGS AND THE ACTUAL VERIFIED SITE CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO 3. OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE THE ATTENTION OF CROWN CASTLE AND PAUL J.FORD&COMPANY SO THAT ANY CHANGES AND/OR CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST. ADJUSTMENTS,IF NECESSARY,CAN BE MADE TO THE DESIGN AND DRAWINGS. 4. AN INDEPENDENT QUALIFIED INSPECTION/TESTING AGENCY SHALL BE SELECTED,RETAINED AND PAID 2. THE EXISTING UNREINFORCED MONOPOLE STRUCTURE DOES NOT RAVE THE STRUCTURAL CAPACITY TO FOR BY THE OWNER FOR THE SOLE PURPOSE OF INSPECTING,TESTING,DOCUMENTING,AND CARRY ALL OF THE ANTENNA AND PLATFORM LOADS SROWR DITTHESE DRAWINGS AT THE REQUIRED APPROVING ALL WELDING AND FIELD WORK PERFORMED BY THE CONTRACTOR. MINIMUM TIh222-G BASIC WIND SPEEDS.DO NOT INSTALL ANY ADDITIONAL OR NEW ANTENNA AND (A.) ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES. PLATFORM LOADS UNTIL THE MONOPOLE REINFORCING SYSTEM IS COMPLETELY AND SUCCESSFULLY (B.) THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INSTALLED. INTERRUPTION TO,AND COORDINATE WITH,THE WORK IN PROGRESS.IT IS THE 3. IF MATERIALS,QUANTITIES,STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS CONTRACTORS RESPONSIBILITY TO COORDINATE THE WORK SCHEDULE WITH THE TESTING ARE NOT IN AGREEMENT WITH THESE NOTES,THE BETTER QUALITY AND/OR GREATER QUANTITY, AGENCY,THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND ACCESS FOR THE STRENGTH OR SIZE INDICATED,SPECIFIED OR NOTED SHALL BE PROVIDED. TESTING AGENCY TO PERFORM THEIR DUNES. 4. THS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE 5. THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING REINFORCING REPAIR SYSTEM HAS BEEN PROPERLY AND ADEQUATELY COMPLETED.ITISTHE SERVICES FOR THE OWNER.THE TESTING AGENCY SHALL INSPECT THE FOLLOWING ITEMSIN CONTRACTOR'S SOLE RESPONSIBILITY TO INSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ACCORDANCE WITH THE CONSTRUCTION DRAWINGS.THE TESTING AGENCY SHALL INSPECT ITEMS ON ITS COMPONENT PARTS DURING FIELD MODIFICATIONS.THIS INCLUDES,BUT IS NOT LIMITED T0,THE THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY.THE TESTING AGENCY ADDITION OF WHATEVER TEMPORARY BRACING,GUYS OR TIE DOWNS THAT MAYBE NECESSARY.SUCH SHALL UTILIZE EXPERIENCED,TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING INSPECTORS MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE (CWI).INSPECTORS SHALL HAVE THE TRAINING,CREDENTIALS,AND EXPERIENCE APPROPRIATE FOR COMPLETION OF THE PROJECT.IMPORTANT CLTTHNG WELDING AND SAFETY GUIDELINES:THE AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED. CONTRACTOR SHALL FOLLOW ANDSAFETY A GENERAL: GUIDELINES.PRIOR TO CONSTRUCTION,THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT -L-PERFORM CONTINUOUS ON-SITE OBSERVATION,INSPECTION,VERIFICATION,AND TESTING CROWN CASTLE GUIDELINES FROM CROWN CASTLE.PER THE 12-01-2005 CROWN CASTLE DIRECTIVE: DURING TNE7WrrRnONTRACTOR IS WORKING ON-SITE.AGENCY SHALL NOTIFY OWNER 'ALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED ACCORDANCE WITH CROWN CASTLE IMMEDIATELY WHEN FIELD PROBLEMS OR DISCREPANCIES OCCUR. POLICY'GUTFING AND WELDING PLAN'(DOC#ENG-PUN-10015)ON AN ONGOING BASIS THROUGHOUT B. FOUNDATIONS CONCRETE AND SOIL PREPARATION-NOT REQUIRED TREERTIRELIFE Ut l Mt VKLIJECI-. C. N RETE TE TING PER ACI-N QUIRED 5. ENTS DO NOT INDICATE THE METHOD OR MEANS OF 0.STRUCTURALSTEEL CONSTRUCTION.THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY IH EEL ON THE JOB WITH THE PLANS. RESPONSIBLE FOR ALL CONSTRUCTION MEANS,METHODS,TECHNIQUES,SEQUENCES,AND 2. CHECK MILL CERTIFICATIONS. PROCEDURES.OBSERVATION VISITS TO THE SITE BY THE OWNER AND/OR THE ENGINEER SHALL NOT ((3. CHECK GRADE OF STEEL MEMBERS,AND BOLTS FOR CONFORMANCE WITH DRAWINGS. INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. (4. INSPECT STEEL MEMBERS FOR DISTORTION,EXCESSIVE RUST,FLAWS AND BURNED HOLES. 6. ANY SUPPORT SERVICES PERFORMED BY THE ENGINEER DURING CONSTRUCTION SHALL BE (5.) CALL FOR LABORATORY TEST REPORTS WHEN IN DOUBT. DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY (6.) CHECK STEEL MEMBERS FOR SIZES,SWEEP AND DIMENSIONAL TOLERANCES. TF:E INSPECTIONRESTING AGENCY.THESE SUPPORT SERVICES PERFORMED BY THE ENGINEER ARE (7. CHECK FOR SURFACE FINISH SPECIFIED,GALVANIZED. SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE (8.; CHECK BOLT TIGHTENING ACCORDING TO AISC`TURN OF THE NUT'METHOD. WITH CONTRACT DOCUMENTS.THEY DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL E. WELDING: NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. ZL}'VE-TFY FIELD WELDING PROCEDURES,WELDERS,AND WELDING OPERATORS,NOT DEEMED 7. ALL MATERIALS AND EQUIPMENT FURNISHED WILL BE NEW AND OF GOOD QUALITY,FREE FROM FAULTS PREQUALIFIED,IN ACCORDANCE WITH AWS D1.1. AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS,ANY AND ALL SUBSTITUTIONS (2.)INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER PRIOR TO AND IN ACCORDANCE WITH AWS CIA. INSTALLATION.THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND (3.)APPROVE FIELD WELDING SEQUENCE. QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED. (A.) A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO THE OWNER 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING,MAINTAINING,AND SUPERVISING ALL BEFORE WELDING BEGINS,NO CHANGE IN APPROVED SEQUENCES MAY BE MADE SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK THE CONTRACTOR IS WITHOUT PERMISSION FROM THE RESPONSIBLE TO INSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE OWNER. LOCAL,STATE,AND FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS WORK AS WELL AS (4.)INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS DIA: CROWN CASTLE SAFETY GUIDELINES. (A) INSPECT WELDING EQUIPMENT FOR CAPACITY,MAINTENANCE AND WORKING CONDITIONS. 9. THE.CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES (B.) VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR AND OTHER EQUIPMENT DURING CONSTRUCTION. CONFORMANCE TO SPECIFICATIONS. 10.ANY EXISTING ATTACHMENTS AND/OR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE (C.) INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE REMOVED,AND/OR RELOCATED, CIA. AND/OR REPLACED AND RE-INSTALLEO AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED.THE (D.) VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE CONTRACTOR SHALL IDENTIFY AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH THE REQUIREMENTS OF AWS D11. OWNER TESTING AGENCY,AND ENGINEER. (E.) SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE OR 11.ANY'AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT DYE PENETRANT. REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED OR OTHERWISE SUPPORTED TO (F.) INSPECT FOR SIZE,SPACING,TYPE AND LOCATION AS PER APPROVED PLANS. PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED.AFTER THE CONTRACTOR HAS (G.) VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS. SUCCESSFULLY INSTALLED THE MONOPOLE REINFORCEMENT SYSTEM,THE CONTRACTOR SHALL (H.) REVIEW THE REPORTS BY TESTING LABS. REINSTALL THE PLATFORMS.IN NO CASE SHALL ANY NEW AND/OR ADDITIONAL PLATFORMS AND/OR (I.) CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG. ANTENNAS ANDIOR COAX GABLES AND/OR OTHER EQUIPMENT BE INSTALLED ON THE MONOPOLE UNTIL (J.) INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS. THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF ALL OF THE REQUIRED (K.) CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY STRUCTURAL REINFORCING SYSTEM COMPONENTS. REPAIRED. F. SPECIAL INSPECTION OF EXISTING SHAFT-TO-FLANGE WELD CONNECTIONS: B. (SECTION NOT USED) (UCTION,TESTING AGENCY SRAU-WECT ON OF EXISTING HAF ST-TO-BASE-PLATE WELD CONNECTION.ALSO INSPECT EXISTING STIFFENERS IF PRESENT. THE INSPECTOR SHALL USE THE FOLLOWING INSPECTION METHODS,OR COMBINATION OF METHODS,AS REQUIRED TO IDENTIFY ANY CRACKS:VISUAL,MAGNETIC PARTICLE,AND/OR ULTRASONIC.IN ADDITION,OTHER TEST METHODS MAY ALSO BE USED AT THE RECOMMENDATION OF THE TESTING AGENCY AND UPON THE APPROVAL OF THE OWNER AND THEENGINEER THE TESTING AGENCY SHALL PROVIDE CAREFUL AND THOROUGH DOCUMENTATION OF THIS INSPECTION TO THE OWNER AND THE ENGINEER.TESTING AGENCY SHALL COORDINATE THESE INSPECTION ACTIVITIES WITH THE OWNER'S REQUIRED PROCESSES AND PROCEDURES.IMPORTANT:THE TESTING AGENCY SHALL IMMEDIATELY REPORT ANY INDICATIONS OF CRANS,FRACTURES.DISTRESS.AND/OR CORROSION To THE OWNER AND rWREM (2.) AFTERZR)FISTRUCTION,TESTING AGENCY SHALL INSPECT ANY AND ALL FIELD REPAIRS IMPLEMENTED AS REQUIRED BY THE OWNER FROM THE RESULTS OF THE INSPECTION IN THE PREVIOUS NOTE 5.F.(1,)ABOVE. (3.) REFER TO CROWN CASTLE DOCUMENTS ENCSOW-10D33 AND ENG-SUL-10D51 FOR SPECIFICATIONS. G.REPORTS: fT.TMVF51E AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO THE OWNER. 6. THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF CONCERN. IT IS NOT INTENDED TO BE ALUNCLUSIVE.IT DOES NOT LIMIT THE TESTING AND INSPECTION AGENCY TO THE ITEMS LISTED.ADDITIONAL TESTING,INSPECTION,AND CHECKING MAY BE REQUIRED AND SHOULD BE ANTICIPATED. THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTOR'S PERFORMANCE TO DECIDE WHAT OTHER ITEMS REQUIRE ADDITIONAL ATTENTION.THE TESTING AGENCYS JUDGMENT MUST PREVAIL ON ITEMS NOT SPECIFICALLY COVERED.ANY DISCREPANCIES AND PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO THE OWNER'S ATTENTION.RESOLUTIONS ARE NOT TO BE MADE WITHOUT THE OWNER'S REVIEW AND SPECIFIC WRITTEN CONSENT.THE OWNER RESERVES THE RIGHT TO DETERMINE WHAT IS AN ACCEPTABLE RESOLUTION OF DISCREPANCIES AND PROBLEMS. 7. AFTER EACH INSPECTION,THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO THE OWNER THIS WRITTEN ACTION WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED,PRIOR TO CONTINUING CONSTRUCTION,AND/OR LOADING OF STRUCTURAL ITEMS. 8. RESPONSIBILITY:THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTOR'S CONTRACTUAL OR STATUTORY OBLIGATIONS.THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT DOCUMENTS.THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTOR'S QUALITY CONTROL PERSONNEL. a 3 g n;y PROJECT Na N' ggQ5 f PAUL J.FORDAL ENGINEERS BU#875052• ASSOCIATED ALARM 3RAWN778 STRUCTURAL ENGINEERS DRAWN BY: ISSUE DATEOF 3 $e Es zso- era soael sm ,omo uz,s I PERMIT: 12-18.2013 ggm�$ g e,a,�,�Ta www.PMaC.com B.M.S. SYSTEM CHECKED BY: J.J.F. � ga33 CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED BY: m g� 9 8HP�MFADOW DRIVE,PITTSFORD,FAX NY 14534" MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE: S-� 33 12-18-2013 37513tna PERMT.DM ' 0. STRUCTURAL STEEL G. CASTA-PLACE CONCRETE-(NOT REQUIRED) 1. STRUCTORhCSTEEL MATERIALS,FABRICATION,DETAILING,AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS: H. EPDXY GROUTED REINFORCING ANCHOR RODS A BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISC: 1. UNLESS OTHERWISE N HOR RODS SHALL BE 150 KSI ALL-THREAD BAR 'SPECIFICATIONOR I hh UESIUN,FAtIMLAI IUN ANU hKEGHUN OF STRUCTURAL STEEL CONFORMING TO ASTM A722.RECOMMENDED MANUFACTURERS/SUPPLIERS OF 150 KSI ALL-THREAD FOR BUILDINGS' BAR ARE WILLIAMS FORM ENGINEERING CORPORATION AND DYWIDAG SYSTEMS INTERNATIONAL. (B.) 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS,'AS 2. ALL REINFORCING ANCHOR RODS SHALL BE HOT DIP GALVANIZED PER ASTM A153.ALTERNATIVELY, APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ALL REINFORCING ANCHOR RODS MAY BE EPDXY COATED PER ASTM A775. ENGINEERING FOUNDATION. 3. THE CORE-DRILLED HOLES IN THE CONCRETE FOR THE ANCHOR RODS SHALL BE CLEAN AND DRY, (C.) 'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES'(PARAGRAPH 4.2.1 AND OTHERWISE PROPERLY PREPARED ACCORDING TO THE ANCHOR ROD AND EPDXY SPECIFICALLY EXCLUDED). MANUFACTURERS'INSTRUCTIONS,PRIOR TO PLACEMENT OF ANCHOR RODS AND EPDXY. B. BY THE AMERICAN WELDING SOCIETY AWS: CONTRACTOR SHALL FOLLOW ALL ANCHOR ROD AND EPDXY MANUFACTURER RECOMMENDATIONS L UI.1.' REGARDING HANDLING OF RODS,EPDXY,ACCEPTABLE AMBIENT TEMPERATURE RANGE DURING (B.) 'SYMBOLS FOR WELDING AND NON-DESTRUCTIVE TESTING' INSTALLATION AND POST-INSTALLATION CURING,THE EFFECT OF TEMPERATURE ON EPDXY CURING 2. ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH TIME,PREPARATION OF HOLE,ETC. THE CONTRACT DOCUMENTS SHALL BE CORRECTED,MODIFIED,OR REPLACED AT THE 4. ULTRABOND 1,HILTI HIT RES00 OR ANCHORTITE EPDXY SHALL BE USED TO ANCHOR THE 150 KSI CONTRACTOR'S EXPENSE. ALL-THREAD BAR IN THE DRILL HOLES.IF CONTRACTOR WISHES TO USE A DIFFERENT EPDXY,A 3. TIGHTEN ALL STRUCTURAL BOLTS,INCLUDING THE AJAX M20 BOLTS WITH SHEAR SLEEVES, REQUEST INCLUDING THE EPDXY TECHNICAL DATA SHEET(S)SHALL BE SUBMITTED TO PAUL J FORD ACCORDING TO THE REQUIREMENTS OF THE AISC'TURN OF THE NUT'METHOD.TIGHTEN BOLTS 1/3 AND COMPANY FOR REVIEW PRIOR TO CONSTRUCTION.AS NOTED ABOVE,FOLLOW ALL EPDXY TURN PAST THE SNUG TIGHT CONDITION AS DEFINED BY AISC. MANUFACTURER RECOMMENDATIONS REGARDING HANDLING OF EPDXY,ACCEPTABLE AMBIENT 4, WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN TEMPERATURE RANGE DURING INSTALLATION AND POST-INSTALLATION CURING,THE EFFECT OF WELDING SOCIETY,AWS D1.1.ALL WELD ELECTRODES SHALL BE E80XX UNLESS NOTED TEMPERATURE ON EPDXY CURING TIME,PREPARATION OF HOLE,ETC. OTHERWISE ON THE DRAWINGS. 5. ONCE THE REINFORCING ANCHOR RODS HAVE BEEN INSTALLED AND ALL EPDXY AND GROUT HAVE 5. ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS.CONTRACTOR SHALL CURED(IF BASE PLATE AND/OR BEARING PLATES HAVE BEEN GROUTED PRIOR TO TESTING),ALL SUBMIT WELDERS'CERTIFICATION AND QUALIFICATION DOCUMENTATION TO THE OWNER'S TESTING REINFORCING ANCHOR RODS SHALL BE LOAD TESTED PER CROWN CASTLE ENGINEERING .AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. DOCUMENT#ENG-PRC-101 19.REFER TO THE NEW ANCHOR&BRACKET DETAIL ON FOLLOWING 6. 'STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY=65 KSI MIN.)UNLESS DRAWING SHEETS FOR SPECIFIED ANCHOR ROD PROOF LOAD. NOTED OTHERWISE ON THE DRAWINGS. 6. ONCE THE REINFORCING ANCHOR RODS HAVE BEEN SUCCESSFULLY LOAD TESTED AND APPROVED 7. SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS. AND BASE PLATE/BEARING PLATE GROUT HAS CURED(IF BASE PLATE AND/OR BEARING PLATES SEE SECTION 1 NOTES REGARDING TOUCH-UP OF GALVANIZED SURFACES DAMAGED DURING HAVE BEEN GROUTED AFTER TESTING),CONTRACTOR SHALL TIGHTEN ALL HEAVY HEX ANCHOR TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING, NUTS TO SNUG TIGHT PLUS 1/8 TURN OF NUT. 8. UNLESS OTHERWISE NOTED,ALL STEEL MEMBERS SHALL BE HOT-DIP GALVANIZED,AFTER FABRICATION,IN ACCORDANCE WITH ASTM A123.SEE SECTION J FOR FURTHER NOTES AND FOR 1. TOUCH UP OF GALVANIZING EXCEPTIONS(IF ANY). 1. THE CONTRACTOR SHALL TOUCH UP ANY AND/OR ALL AREAS OF GALVANIZING ON THE EXISTING 9. ALL WELDS SHALL BE VISUALLY INSPECTED BY THE OWNER'S APPROVED TESTING AGENCY.OTHER STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED DURING CONSTRUCTION. TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR THEM TO GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS PERFORM THEIR DUTIES FOR THIS PROJECT.THE CONTRACTOR SHALL COOPERATE WITH THE WELL AS ANY AND ALL ABRASIONS,CUTS,FIELD DRILLING,AND ALL FIELD WELDING SHALL BE TESTING AGENCY IN THEIR TESTING EFFORTS. TOUCHED UP WITH TWO(2)COATS OF ZRCSRAND ZINC-RICH COLD GALVANIZING COMPOUND.FILM 10. NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND THICKNESS PER COAT SHALL BE:WET 3.0 MILS;DRY 1.6 MILS.APPLY PER ZRC(MANUFACTURER) SUPERVISION OF THE TESTING AGENCY. RECOMMENDED PROCEDURES.CONTACT ZRC AT 1.800.831-WS FOR PRODUCT INFORMATION. 11. FIELD CUTTING OF STEEL: 2. CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED (A.) PRIOR TO ANY FIELD CUTTING,THE CONTRACTOR SHALL MARK THE CUT OUTLINES ON THE SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS 01.1. THE OWNER'S TESTING STEEL AND THE INSPECTION/TESTING AGENCY SHALL VERIFY PROPOSED LAYOUT,LOCATION, AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCI+UP AND DIMENSIONS. COATING. (B.) ANY REQUIRED CUTS IN THE STEEL SHALL BE CAREFULLY CUT BY MECHANICAL METHODS SUCH 3. THE OWNER'S TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE AS DRILLING,SAW CUTTING,AND GRINDING.THE CONTRACTOR IS RESPONSIBLE TO PREVENT CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND AND IT HAS SUFFICIENTLY ANY DAMAGE TO THE COAX CABLES,AND/OR OTHER EQUIPMENT AND/OR THE STRUCTURE, DRIED. AREAS FOUND TO BE INADEQUATELY COATED,SHALL BE RE-COATED BY THE CONTRACTOR DURING THE CUTTING WORK.ANY DAMAGE TO THE COAX CABLES,AND/OR OTHER EQUIPMENT AND RE-TESTED BY THE TESTING AGENCY. AND/OR THE STRUCTURE,RESULTING FROM THE CONTRACTORS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORS EXPENSE.THE INSPECTION/TESTING AGENCY SHALL CLOSELY AND J. HOT DIP GALVAN®NG CONTINUOUSLY MONITOR THIS ACTIVITY. 1 STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES,BOLTS, (C.) ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS.NO WASHERS,ETC.PER ASTM A123 OR PER ASTM A153,AS APPROPRIATE. CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN ON THE DRAWINGS. 2. PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING. ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED.CUT EDGES THAT ARE TO BE 3. DRILL OR PUNCH WEEP AND/OR DRAINAGE HOLES AS REQUIRED. FIELD WELDED SHALL BE PREPARED FOR FIELD WELDING PER AWS DI A AND AS SHOWN ON THE 4. ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD DRAWINGS. IT MAY BE NECESSARY TO DRILL STARTER HOLES AS REQUIRED TO MAKE THE INSTALLATION. CUTS.THE INSPECTION/TESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY. K. PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER 1. AFTER IKE CONTRACTOR W SUCCESSFULLY COMPMTEnHE INSTALLATION OF THE MONOPOLE E. BASE PLATE GROUT REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY THE OWNER,THE OWNER WILL BE 1. f7 TZRbQfF0R7TE POLE BASE SHALL BE NONSHRINK,NON-METALLIC,GROUT EUCO NS GROUT RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE BY EUCLID,OR APPROVED EQUAL)WITH A7500 PSI MINIMUM COMPRESSIVE STREN�TH.PVC AND REINFORCING SYSTEM. DRAINAGE PIPES SHALL BE PROVIDED FROM INSIDE THE POLE SHAFT OUT THROUGH THE GROUT 2. THE MONOPOLE REINFORCING SYSTEM INDICATED IN THESE DOCUMENTS USES REINFORCING SPACE UNDER THE BASE PLATE IN ORDER TO ALLOW MOISTURE TO ADEQUATELY DRAIN FROM THE COMPONENTS THAT INVOLVE FIELD WELDING STEEL MEMBERS TO THE EXISTING GALVANIZED STEEL INTERIOR OF THE POLE SHAFT. CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION POLE STRUCTURE.THESE FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE INFORMATION TO THE OWNER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH CORROSION CONTRACTOR SHALL FOLLOW GROUT MANUFACTURER'S SPECIFICATIONS FOR COLD WEATHER PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY.THE GROUTING PROCEDURES(IF NECESSARY)AND THE TESTING AGENCY SHALL PREPARE GROUT STRUCTURAL LOAD CARRYING CAPACITY OF THE REINFORCED POLE SYSTEM IS DEPENDENT UPON SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION. THE INSTALLED SIZE AND QUALITY,MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD 2. GROUT SHALL BE INSTALLED TIGHT UNDER BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP WELDED CONNECTIONS, ANY CORROSION OF,DAMAGE TO,FATIGUE,FRACTURE,AND/OR OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING BASE PLATE EXCEPT FOR DRAIN PIPES). DETERIORATION OF THESE WELDS AND/OR THE CONNECTED COMPONENTS WILL RESULT IN THE GROUT COMPLETELY SOLID(EXCEPT FOR DRAIN PIPES)UNDER ENII�E SURFACE OF BASE PLATE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE FROM OUTSIDE EDGE TO INSIDE EDGE. STRUCTURAL SYSTEM.THEREFORE,IT IS IMPERATIVE THAT THE OWNER REGULARLY INSPECTS, MAINTAINS,AND REPAIRS AS NECESSARY,ALL OF THESE WELDS,CONNECTIONS,AND F. FOUNDATION WORK-(NOT REQUIRED) COMPONENTS FOR THE LIFE OF THE STRUCTURE. 3. THE OWNER SHALL REFER TO TIA-222-G,SECTION 14 AND ANNEX J FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION,THE FREQUENCY OF THE INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY THE OWNER BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS. PAUL J.FORD&COMPANY RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY AND/OR AS FREQUENTLY AS CONDITIONS WARRANT. ACCORDING TO TIA-222-G SECTION 14.2:'IT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER SEVERE WIND AND/OR ICE STORMS OR OTHER EXTREME LOADING CONDITIONS'. PROJECT No: s'2 - �STRUC URAL ENGINEERS BU #$75052• ASSOCIATED ALARM 37513-2778 �33 8 nH STRUCTURAL ENGINEERS , DRAWN eY: ISSUE DATE OF a� s s,mesw con,�,e„e,onroa3z+s PERMIT: 12-18.2013 � 5 �' g � cs,<,zz,aeTe wyw..oKwan.o� B.M.S. SYSTEM S CHECKED BY: s CROWN CASTLE JJF HYANNIS, MASSACHUSETTS APPROVED BY: m e $ 11PAR 15OW DRIVE,PITTSFORD,NY1 s MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE: S-2 12-18-2013 37513.7[778 PERMIT.DWG AJAX BOLT NOTE SHEET:REV.1.4.5-20-2013 NOTES: 1. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC.31,2009. 2.ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC.31,2009. 3. ALL AJAX M20 BOLTS WITH SHEAR SLEEVES SHALL BE PRETENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION INDICATOR(DTI)WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED.SEE NOTES AND DETAIL BELOW FOR THE USE OF DIRECT TENSION INDICATOR(DTI)WASHERS WITH THE AJAX M20 BOLTS. 4. ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS(DTI'S)AND HARDENED WASHERS.DTI'S SHALL BE THE SQUIRTER®STYLE,MADE TO ASTM F959 LATEST REVISION;AND HARDENED WASHERS SHALL CONFORM TO ASTM F436 AND HAVE A HARDNESS OF RC 38 OR HIGHER. NOTES FOR AJAX M20'ONE-SIDE'BOLTS WITH DIRECT TENSION INDICATORS(DTI'S): DTI'S REQUIRED: DTI'S SHALL BE"SELF-INDICATING'SQUIRTER®STYLE DTI'S MADE WITH SILICONE EMBEDDED IN THEM,INSPECTED BY MEANS OF THE VISUAL EJECTION OF SILICONE AS THE DTI PROTRUSIONS COMPRESS.SQUIRTER®DTI'S SHALL BE CALIBRATED PER MANUFACTURER'S INSTRUCTIONS PRIOR TO USE. THE DIRECT TENSION INDICATOR(DTI)WASHERS SHALL BE THE'SQUIRTER®STYLE"AS MANUFACTURED BY: APPLIED BOLTING TECHNOLOGY PRODUCTS,INC. 1413 ROCKINGHAM ROAD BELLOWS FALLS,VERMONT,USA 05101 PHONE 1-800-552-1999 WEBSITE:WWW.APPLIEDBOLTING.COM DISTRIBUTORS OF SQUIRTER®DTI'S: HTTP://WW W.APPLI EDBOL'nNG.COWAPPLIED-BOLTING-DISTRIBUTORS.HTML DTI:USE DIRECT TENSION INDICATOR(DTI)WASHERS COMPATIBLE WITH 20 MM(M20)NOMINAL A325 BOLTS FOR THE AJAX M20 BOLTS.DTI'S SHALL NOT BE HOT-DIP GALVANIZED. DTI'S SHALL BE MECHANICALLY GALVANIZED(MG)BY THE COLD MECHANICAL PROCESS ONLY AS PROVIDED BY THE DTI MANUFACTURER. HARDENED WASHERS REQUIRED: USE A HARDENED WASHER FOR A 20 MM(M20)NOMINAL BOLT BETWEEN THE TOP OF THE DIRECT TENSION INDICATOR(DTI)WASHER AND THE NUT OF THE AJAX M20 BOLTS.HARDENED WASHERS SHALL CONFORM TO ASTM F436 AND HAVE A MINIMUM HARDNESS OF RC 38 OR HIGHER. THE HARDENED WASHERS SHALL BE MECHANICALLY GALVANIZED BY THE COLD MECHANICAL PROCESS. ALTERNATIVELY,CORRECTLY MADE HOT DIP GALVANIZED HARDENED FLAT WASHERS HAVING A MINIMUM HARDNESS OF RC 38 CAN BE USED;CONTRACTOR SHALL PROVIDE DOCUMENTATION OF WASHER SPECIFICATION AND HARDNESS. NUT LUBRICATION REQUIRED: PROPERLY LUBRICATE THE THREADS OF THE NUT OF THE AJAX BOLT SO THAT IT CAN BE PROPERLY TIGHTENED WITHOUT GALLING AND/OR LOCKING UP ON THE BOLT THREADS.CONTRACTOR SHALL FOLLOW DTI MANUFACTURER INSTRUCTIONS FOR PROPER LUBRICATION AND TIGHTENING. NOTE,:COMPLETELY COMPRESSED DTI'S SHOWING NO VISIBLE REMAINING GAP ARE ACCEPTABLE.DTI WASHERS SHALL BE PLACED DIRECTLY AGAINST THE OUTER AJAX WASHER WITH THE DTI BUMPS FACING AWAY FROM THE AJAX WASHER. PLACE A HARDENED WASHER BETWEEN THE DTI AND THE AJAX NUT, THE DTI BUMPS SHALL BEAR AGAINST THE UNDERSIDE OF A HARDENED FLAT WASHER,NEVER DIRECTLY AGAINST THE NUT. CONTRACTOR SHALL FOLLOW DTI MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION,LUBRICATION,TIGHTENING AND INSPECTION. INSPECTION REQUIRED: ALL AJAX BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC.31,2009,BY A QUALIFIED BOLT INSPECTOR. DURING INSTALLATION,THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT:THE SHOP-DRILLED AND FIELD-DRILLED HOLE SIZES;THE INSTALLATION OF THE AJAX BOLT ASSEMBLY,INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT LUBRICATION;AND THE CONTRACTOR'S TENSIONING PROCEDURE. IN ADDITION,ALL AJAX BOLTS AND DTI'S SHALL BE VISUALLY INSPECTED ACCORDING TO THE DTI MANUFACTURER'S INSTRUCTIONS. THE BOLT INSPECTOR SHALL PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THE CONDITION OF THE DTI'S. INTERIOR OF POLE SHAFT EXTERIOR OF POLE SHAFT SHAFT REINFORCING ELEMENT POLE SHAFT WALL SHOP DRILL HOLE IN SHAFT REINFORCING ELEMENT,HOT4NP GALVANIZED PER ASTM Al23: FIELD COAT WITH IRC ANC COLDGALVANIZING COMPOUND AFTER FIELD DRILLING; HOLE DIAMETER:NOMINAL 30—(1311$'MAXIMUM) FIELD DRILLED HOLE IN SHAFT WALL, COAT WITH ZRC ANC COLBGALVANVING COMPOUND; DIRECT TENSION INDICATOR(DTI)-SQUIRTEW STYLE;ASTM F959 MANUFACTURED BY HOLE DIAMETER:NOMINAL 30mm(I-3I18'MAXIMUM) APPLIED BOLTING TECHNOLOGY PRODUCTS,INC.COLD MECHANICALLY GALVANIZED _ - MACHINED END OF AWL BOLT NOTE:ALL SHOP AND FIELD DRILLED A FOR AJAX INSTALLATION TOOL HOLES SHALL BE NOMINAL 30MM DIAMETER. THE MAXIMUM HOLE 2 DIAMETER PERMITTED IS 1-3/16". AIAX MYN BOLT(NOMINAL ZQnm 00) AJAX MZO BOLT HEAD: \ AIAX NUT(LUBRICATE THREADS,REFER TO NOTES.) NOTE:ALL AJAX BOLTS,AJAX SPLIT 29..GO \ HARDENED FLAT WASHER ASTM ra3e WASHERS,AJAX WASHERS,AJAX NUTS, MINIMUM HARDNESS RC38; AND SHEAR SLEEVES SHALL BE HOT DIP AIAX SPLIT WASHER AJAX WASHER COLD MECHANICALLY GALVANIZED GALVANIZED PER ASTM A1230R All 53AS I SHEAR ( NOTE:COMPRESSIBLEGASfETMATERIALSUCHASNEOPRENEOR APPROPRIATE.SHEAR SLEEVES MAY BE 1 PANE SBICONE CAULKING SHALL BE INSTALLED IN THIS GAP TO ENSURE COLD GALVANIZED OR ZINC PLATED. THE SHEAR SLEEVE REMAINS SEATED TOWARD POLE SHAFT. GRIP SHEAR SLEEVE A519 GRADE 41401F�=120 KSI MINI: SRE?&nn ODx 20-10 LENGTH=NOMINAL PUP-6-1=(GRIP-0251(TOL.W.-Ir4n SLEEVES SHALL BE ROUND,WITH ENDS CUT SQUARE AND DEBURREO. TYPICAL AJAX BOLT DETAIL 1 S-3 I e 11 PROJECT ND: � u E a�� PAUL J.FORD AND COMPANY 37513-2778 ISSUE DATE OF 3STRUCTURAL ENGINEERS BU #875052; ASSOCIATED ALARM DRAWN BY: �. N a zsDFae+e�aSaes+—TKa cmn„m,aoM"43z+s B.M.S. PERMIT: 12-18.2013 S a $ a e,<,�,�8T9 - .pli SYSTEM 8 38 s CHECKED BY: J.J.F. sl€�g CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED BY: ggg '��d 8 PARKMEADOW DRIVE,PITTSFORD,NY 14534 MONOPOLE REINFORCEMENT AND RETROFIT PROJECT S-3 4 �a A DATE: g v'sQ 3 Pit(5B.5)S9.3445 FAX(585)891W4 12DATE 13 37513-1778PERMTT.OWG POLE SPECIFICATIONS POLE SHAPE TYPE: 1BSIDED POLYGON TAPER 0.156042INIFT SHAFT STEEL ASTM A607 GRADE 65&60 RASE PL STEEL ASTM A5T2 GRADE 55 ANCHOR RODS: 21N'e #181 ASTM.11 GRADE 75 11541'TOP OF POLE &CIL MOUNT SHAFT SECTION DATA SHAFT SECTION LENGTH PLATE THICKNESS LAP SPLICE DIAMETER ACROSS FLATS SECTION (FT) ON) ON) ON) amp aBOTTOM I 4D.75 0.1875 22.ODD 1131E 2 40DO 0.800 4200 27.400 33.602 3 45.00 0.3125 51.E 32.443 31420 CA MOUNT NOTE:DORENSIONSSHOWNDONOTOICLUDEGAIVANRNI'TOLERANCES o5U CONTRACTOR SHALL PROVIDE ASTM A31 SHIM PLATES BELOW SLIP JOINTS,THE SHIM PLATES SHALL BE PLACED CA MOUNT BEIW:EN THE NEW SHAFT REINFORCEMENT AND THE EXISTING POLE SHAFT FROM THE SUP JOINTTO THENEW SHAFT REINFORCEMENT SPLICE PLATE LOCATION AND A EXTRA LONG SLICE SHIM'SHALL BE PLACED BETW:EN THE NEW LIPPER AND LOWER SHAFT REINFORCEMENT RATES AT THE SHAFT REINFORCEMENT SPLICE PLATE LOCATION. REINFORCING BAR SPLICE DETAILS TO BE COORDINATED BY RESPECTIVE CONTRACTORS. 960 MODIFICATIONS CA MOUNT OA INSTALL NEW ANCHOR RODS AT BASE PLATE.SEE SHEET S-5 I OB INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE.SEE SHEET Sd © INSTALL NEW SHAFT REINFORCING.SEE CHART. CA MOUNT NEW AEROSOLLITIONS MP3 - rW REINFORCING CA1MOUNT ELEVATION FLAT# FOELEMILING 08'TO 358' 4&16 MP308 TO TO 3FV I to MP308 358'TO W-T 1 4,10&16 MP3D5 CIL MOUNT ALL BOLTS SHALL BE AIAX M20 BOLTS WITH HIGH STRENGTH SHEAR S-EEVES(ASTM A519 GR 4140,MIN.--- CONTACT SLIPPIER FOR MATERIAL(PLATE&BOLTS)AND INSTALLATION PROCEDURES. NEW CCI FLAT PLATE(65 KS1)REINFORCING SCHEDULE I APPROXIMATE ESTIMATED FIAT#I APPROXIMATE tERMINATION; MAXIMUM BOTTOM TOP ELEMENT EL ENT TOTAL AJA% TERMINATION TOTAL DEGREE ELEMENT AJA%BOLTS BOLTS INTERMEDIATE ELEVATION ELEVATION LENGTH QUANTITY PREP ELEMENT BOLT (BOTTOM) BOLTSITOP) BOLT SPACING STEEL _ SEE CHART QUANTITY WEIGHT j 0'6' 35'-6' 4&16 1-iN'x BL7 35'.0' 2 54 108 18 18 17 2531 LBS. 5'-6' 35'-G' 10 W-0' 1 50 50 18 18 17• 1085LBS. 35-T 60'-7' 4.10&16 1 1'x5' 1 25'.0' 3 33 99 9 1 9 1 16, 1531 LBS. 257 5147LOS. NOTES: i)AJAR BOL TS ARE T 08E 20mm OLAMET ER MT CORRESPONDING 29mm DIAMETER SLEEVE WITH MATCHING STEEL GRADE. 2.)N.L STEEL SHALL 8E HOT-0IP GFLVMIIZED AFTER FSRICATION IN ACCORDANCE WITH STM A723.ALTERNATNELY.At NEW STIFFENER PLAT PST EEL REINFORCING MAYBE COLD GALVANIZED AS FOLLOWS:A°RYAMINIMUM OF TWO COATS OF ZRCBRAND ZINC RICH COLD GALVANIZING COMPOUND.FILM TFJCNNESS PER COAT SHALL BE:WET 30 MILS;DRY 1.5 MILS.APPLY PER ZRC(MANUFACTDRIER)RECOMMENDED PROCEDURES.CONTACT ZRC AT 1800831-3275 FOR PRODUCT INFORMATION. 3.)ALL REINFORCING SHALL BE ASTM A572 ON.65. 4.)WELDS ARE ASSUMED E80XX OR GREATER.TERMINATION WELDS SHALL BE 31'FILLE7 WELDS, 5.)HOLES FOR AIAX BOLTS AND SHEAR SLEE'VESARE 30mm UNLESS NOTED OTHERWSE. 6)ALL SHIMS SHALL BE AST A36, 40.9' SPLICE PLATE INSTALLATION CHART ELEVATION FLATPLATE FLATPLATE FLATPLATE FLATPLATE WELD LENGTH TOTAL WELD iAJA%BOLTSPER TOTAL STEEL THIKNE$$ WIDTH LENGTH QUANTITY PERSIDE LENGTH $RICE• WEIGHT 1' F T-4' 3 27 600 LBS. 0' Wo LBS. 'BOLTS INCLUDED IN THE TOTAL QUANTITY LISTED IN THE FLAT PLATE INSTALLATION CHART. NEW SHIM CHART C LE QUANTITY SHIM WIDTH SHIM LENGTH THI KI ESS DIAMETER 1 3 4' 4' 114• 1-114" 12 4' 4' 1N6' 1-114" 0 'x7puCE NEW SHAFT REINFORCING NEW. ° BOLTS(<YP,) n j A B Io; NEW _ SEE CHART REINFORCING NEW SWIFT REINFORCING DETAIL 2 POLE ELEVATION 1 BQALE.NT9 s-a s-a CROWN CASTLE US PATENT NOS 5,046,972:8,158,772;7,849,65%8,424,269 AND PATENT PENDING IT 3 ¢ + PROJECT No: 8 q B PAUL J.FORD AND COMPANY 17113-2T76 g $ s SSTRUCTURAL 6W."N-.o4�v�n1'EHb4RT25 BU ISSUE DATE OF #875052; ASSOCIATED ALARM DRAWN BY: PERMIT: 12-162013 s. SYSTEM CHECKED BY: i JAY. �gA CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED BY: m g g 3 8 PARKMII DRIVE,PIlSFORD,1 14534 MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE: S-4 g u° PH:(585)BB98445 FAX(585)8890445 12-iB-2013 37513.11778 PFRMIT.OWG GENERAL NOTES: SPECIAL INSPECTION OF EXISTING SHAFT-TO-FLANGE WELD CONNECTIONS: 1. AM BOLTSARE TO BE 20—OWITH CORRESPONDING 29 mm O SHEAR SLEEVE (7., PRIOR TO CONSTRUCTION,COMPACTORS INSPECTION AGENCY SHALL INSPECT CONDITION OF EXISTING WITH MATCHING STEEL GRADE.DRILLED HOLE DIAMETERS IN REINFORCING STEEL SHAFT-TOBASEPLATE WELD CONNECTION.ALSO INSPECT EXISTING STIFFENERS IF PRESENT.THE CONTRACTORS AND EXISTING SHAFT SHALL BE 13H8'.MAX. INSPECTION AGENCY SHALL USE THE FOLLOWING INSPECTION METHODS,OR COMBINATION OF METHODS,AS REQUIRED TO IDENTIFY ANY CRACKS:VISUAL,MAGNETIC PARTICLE AND/OR ULTRASONIC.IN ADOMON,OTHER TEST METHODS 2. ALL STEELSHALL BE HOT-DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE MAYALSO BE USEDAT THE RECOMMENDATION OF THE TESTING AGENCY AND UPON THE APPROVAL OF THE OWNER WITH ASTM A123.ALTERNATNELY,ALL NEW STIFFENER PLATE STEEL REINFORCING AND THE ENGINEER CONTRACTOR SHALL PROVIDE CAREFUL AND THOROUGH DOCUMENTATION OF THIS INSPECTION MAY BE COLD GALVANIZED AS FOLLOWS:APPLY A MINIMUM OF TWO COATS OF TO THE OWNER AND THE ENGINEER BEFORE PROCEEDING WITH WORK CONTRACTOR SHALL COORDINATE THESE ZRCBRAND ZINC RICH COLD GALVANIZING COMPOUND.FILM THICKNESS PER GOAT INSPECTION ACTIVITIES WITH THE OWNERS REQUIRED PROCESSES AND PROCEDURES.IMPORTANT:THE TESTING SHALL BE:WET 3.0 MILS;CRY 1.5 MILS.APPLY PER ZRC(MANUFACTURER) AGENCY SHALL IMMEDIATELY REPORT ANY INDICATIONS OF CRACKS,FRACTURES,DISTRESS,AND/OR CORROSION TO RECOMMENDED PROCEDURES.CONTACT ZRC AT 180MI-3275 FOR PRODUCT THE OWNER AND ENGINEER INFORMATION. (Z) AFTER CONSTRUCTION,TESTING AGENCY SHALL INSPECT ANY AND ALL FIELDWELDS AND FIELD REPAIRS IMPLEMENTED AS REQUIRED BY THE OWNER FROM THE RESULTS OF THE DSPECTION IN THE PREVIOUS NOTE(1)A80VE. 3 EPDXY MUST BE HILTI RE-500. 4. ALL WELD ELECTRODES SHALL BE E80)K NEW AIAX BOLT DYPJ AEROSOLMIONS REINFORCING GI NOT SHOWN.LAYOMOESIGN TO NEW SNAFTftSNFORpNG BE FINALIZED FOR AEROSOLIRIONS UPC/WINNING BID FOR JOB, d EXISTING POLE SHAFT y \ d q d 1 1 ID \ u\ NEW SEE FIELD WFLDEDSTEEALL(3)EW �a----- `/ 11 J 9 ----- .\ ANCHO HOLE (TYP.ATALL(3)NEW _ ANCHOR HOLE LOCATIONS). I � 12 . � 8 9cl� b 1 d I � 144° � I TYP 518 --- -- 1(718) a CJP.TYP i I sm NEW BEARING PLATE 1 / Pi(TYP) 1 4 I �6 4 NEWTRANSMON STIFFENER Tsi(TYP-) PROVIDE NOWSHRINK GROUT(IS GROUT BY EUCLID \ - 17 3 OR APPROVED.EQUAL;750D PSI MIN.)BELOW EXIST. BASE PLATE AND NEW BEARING PLATES IN REGION AS \ -. is ---- 2 SHOWN.GROUT SHALL BE INSTALLED TIGHT UNDER 1^ 1 -t - - BASE RATE WRH NO VOIDS REMAINING BETWEEN TOP ale OF EXISTING CONCRETE AND UNDERSIDE OF m TYP BASE RATE,GROUT COMPLETELY SOLIDUNDER ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED. 41 EXISTING 21/V ANCHOR ,I' - ad 'd i RODS ONA48'B.C. (TYP.12 LOCATIONS) - °_ EXSTING 4SSOUARE d p GR 55 BASE PLATE NEW HOLE IN EXISTING CONCRETE FOR NEW ANCHOR NEW FIaEB.C.=51.42'.HOLES"' BASE PLATE 1 �E'��;MUSTA q. S-5 (PARTIAL CUT-AWAY NEVI) EXISTING J POLE SHAFT NEW ANCHOR BRACKET NEW ANCHOR ROD REINFORCING SHALL BE INSTALLED PER ABi MANUFACTURERS RECOMMENDATIONS.ONCE ALL RESIN HAS CURED PRIOR TO GROUTING,ALL NEW ANCHOR R00 NEWHVYHEXNUTTIGHTEN TOSNUG REWFORCINGSHALLBEFRQUFLCADE0T01BDKIPS.ONCETHE TIGHT PLUS iB TURN OF NUT AFTER PROOF LOAD HAS BEEN RELEASED,TIGHTEN NUT TO SNUG TIGHT RESIN AND GROUT HAVE CURED CONDITION AND INSTALL GROUT.AFTER GROUT HAS CURED, TIGHTEN HEAVY HEX NUT TO SNUG TIGHT PLUS 118 TURN OF NUT. NEW WASHER PLATE WPI REFERTOSHEETS.Z SECTION H FOR ADDRTONALINFORMATN)N. T MIN.PROJECTION I' NEW 134'¢(NOMINAL),SAP A183 87 (105 KSI)ALL-THREAD GALVANIZED i ANCHOR(6-W MIN.EMBEDMENT INTO a I' EXISTING CONC.) EJOSTING BASE PLATE 11 I I NEW BEARING RATE P7 f I. I NEW HS GROUT BY EUCUD OR APPROVED EQUAL;7500 PSI MIN. yB _ EXISTING CONCRETE FOUNDATION 5/8(1/2) \\ d EXISTING GRADE 41 \ NEW7PCB-0'(.n BOLE NEW ANCHOR&BRACKET DETAIL 2 S-5 PROJECT No: SATRUCT UURAALL ENGINEERS NY 77: ISSUE DATE OF _ g m$$fig M s�e� ��8 BU #875052; ASSOCIATED ALARM DRAWN IMq PERMIT: 12-18-2013 SYSTEM CHECKED BY: J.J.F. ET CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED BY: ' $m, BPARN GW DRIVE,PITTSFORD ll,m 48 MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE: S-5 a PH: S A 12-T&20T3 37513.778 PERMIT.DWG 71" R HSSN c4c IQ �I'CNAMFER NEWToHONE TOBEFIELD DRILLEDATEACH NEW ANCHOR ROD LOCATION I I I I � SIB Lq I I I I &8c+m I I N nm 1 I PREPARE EDGEFORDOUBtE 3WCRAMFER(D NOT WELD BEVEL PARfW.PEN WELD -��+ STIFFENER IN CHAMFER REGION) B' MIN. ANCHOR BRACKET MK—AB1 BEARING PLATE MK—P1 (3 REQUIRED)(TUBE Fy=46 KSI)(STIFFENER Fy=65 KSI) (B REQUIRED)(Fy=50 KSp a• IIM• II § �o Bay § Ta HOLE I'THK. PREPARE FOR COMPLETE F �t JOINT PENETRATION WELD B I?MIL STIFFENER FENER IN (DO NOT WELD 6 STIFFENER IN CHAMFER REGION) , TRANSITION STIFFENER MK—TS1 WASHER PLATE MK—WP1 (3 REQUIRED)(Fy=65(SI) (3 REQUIRED)(F9=50 KSI) U Z 16N N; PROJECT NO. II 0 PAUL J.FORD AND COMPANY 37513-1 ySTRUCTURAL ENGINEERS BU#875052; ASSOCIATED ALARM DRAWN BY: ISSUE DATE OF S uo�ne„aase,�sw+�ew ca�ml,�..oNo.az+s PERMIT: 12-18-2013 m' (e+4,�2I�eeTB www.arwen.oan B.M.S. aa $�$. SYSTEM CHECKED BY: J.J.F. CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED BY: /� m I �a BHP,W 50W DRIVE,PITTSFORD�)1B 4 MONOPOLE REINFORCEMENT AND RETROFIT PROJECT 12 �xo�3 J U 37511t778 PENNED"ONG (� [� MODIFICATION INSPECTION NOTES: MI CHECKLIST GENERAL CONSTRUCTIONANSTALLATION INSPECTIONS AND THE OTHERMODIFICATION SSTO ENSUREON ESA VISUAL INSPECTIONWAS COFTOWER RUCTDINACATIONSANDAREHE CONTRACTDOCUMNINSPECTIONS TESTNG REQUIRED(COMPLETED BY EOR) REPORTffEM AND OTHER REPORTS 70 ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS,NAMELY THE MODIFICATION DRAWINGS,AS DESIGNED BY THE ENGINEER OF RECORD(EORL PRE-CONSTRUCTION ME MI 15 TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A RENEW OF THE MODIFICATION DESIGN ITSELF.NOR DOES THE W INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN,OWNERSHIP OF THE STRUCTURAL MODIFICATION X MI CHECKLIST DRAWINGS DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL TIMES. X FOR APPROVED SHOP DRAWINGS ALL MIS SHALL BE CONDUCTED BY A CROWN ENGINEERING VENDOR(AEV)OR ENGINE ERING SE RACE VENDOR(AESA THAT IS APPROVED TO X FABRICATION INSPECTION ELEVATED WORK FOR CROWN SEE ENGAUL 10173 LIST OF APPROVED MN VENDORS.. TO ENSURE TRAT THE REQUIREMENTS OF THE MI ARE MET.IT 15 VITAL THAT THE GENERAL CONTRACTOR(GC)AND ME MI INSPECTOR BEGIN X FABRICATOR CERTIFIED WELD INSPECTION rOMMUNICATINGANDCOORDMENGAS SCONAS APOIS RECEIVED.IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN REACHING X MATERIAL TEST REPORT"^...) OUT TO THE OTHER PARTY.WCONTACT INFORMATION 15 NOT KNOWN,CONTACT YOUR CROWN POINT OFCONTACT(POP. REFER TO ENDSOW1=3:MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS. NA FABRICATOR ME INSPECTION All INSPECTOR X - ME REPORT OF MONOPOLE BASE PLATE M REWIRED) THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEWNG A PO FOR THE NO TO,AT A MINIMUM: X PACKING SUPS •REVIEW THE REQUIREMENTS OF THE MI CHECKLIST ADDITIONAL TESTING AND INSPECTIW45: •WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS.INCLUDING FOUNDATION INSPECTIONS THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GENERAL CONTRACTOR(GC)INSPECTION AND TEST REPORTS,REVIEWING THE DOCUMENTS FOR ADHERENCE TO ME CONTRACT DOCUMENTS,CONDUCTING MEIN FIELD INSPECTIONS,AND SUBMITTING THE MI REPORT CONSTRUCTION TO CROWN. GENERAL CONTRACTOR X CONSTRUCTION INSPECTIONS THE GC IS REWIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION INSTALLATION OR TURNKEY NA FOUNDATION INSPECTIONS PROJECT TO.AT A MINIMUM: •REVIEW THE REQUIREMENTS OF THE MI CHECKLIST NA CONCRETE COMP.STRENGTH AND SLUMP TESTS •WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS,INCLUDING FOUNDATION INSPECTIONS X POST INSTAIIFD ANCHOR ROD VERIFICATION •BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS MEGCSHALLPERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH ME REQUIREMENTS OF ME MI X BASE PLATE GROUT VERFICATION CHECKLIST AN DENGSOW 10007. X CONTRACTORS CERTIFIED WELD INSPECTION RECOM1MENDATONS NA EARTHWORK:UFT MID DENSITY THE FOLLOWING RECOMMENDATIONS AM SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING A MI REPORT: % ON SITE COLD GALVANMNG VERIFICATION •1TIS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE,PREFERABLE 10.TO THE MI INSPECTOR AS TO WHEN NA WYWIRE TENSION REPORT THE SITE WILL BE READY FOR THEN TO BE CONDUCTED. •THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. % GCAS43UILTD000MENTS •WHEN POSSIBLE.IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE-TENSIONINGOPERATIONS X TNBND PARTY ONSTTE INSPECTION OF BOLT PRETENSION PER CROWN •IF MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION INSPECTIONS TO ALLOW REQUIREMENTS FOUNDATION AND MI INSPECTK)N(S)TO COMMENCE WITH ONE SITE VISIT. X INSPECTION OF AJAX BOLTS AND DTIS PER REQUIREMENTS ON SHEET S3 •WHEN POSSIBL E IT IS PREF ERRED TO HAVE THE GC AND MI INSPECTOR ON SITE DURING ME MI TO HAVE ANY DEFICIENCIES CORRECTED DURING THE INITIAL MI.THEREFORE,THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL ADDITIONAL TESTING AND INSPECTIONS: CONSTRUCTION FACILITIES ARE AT THEE R DISPOSAL WHEN THE MI INSPECTOR IS ON SITE. _ _____ CANCELLATION OR DELAYS IN SCHEDULED MI IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED,AND EITHER PARTY CANCELS OR DELAYS,CROWN POST-CONSTRUCTION SHALL NOT BE RESPONSIBLE FOR ANY COSTS,FEES,LOSS OF DEPOSITS ANDiOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR MY TIME(E.G.TRAVEL AND LODGING,COSTS OF KEEPING EQUIPMENT ON SITE,ETC).IF CROWN % MI INSPECTOR REDLINE OR RECORD ORAWING(S) CONTRACTS DIRECTLY FOR A THIRD PARTY MI,EXCEPTIONS MAYBE MADE IN THE EVENT THAT THE DELAWCANCELLATION IS CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED. X THBID PARTY ON SITE BOLT INSPECTION REPORT CORRECTION OF FAILING MIS X POST INSTALLED ANCHOR ROD PULLOUT TESTING IF THE MODI RCATION INSTALLATION WOULD FAIL THE MI CFAILED Mil,THE GC SHALL WORK WITH CROWN TO COORDINATE A REMEUTAITON PLAN IN ONE OF TWO WAYS: TO PHOTWRAPHS •CORRECT FAIUNG ISSUES TO COMPLYWITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT DOCUMENTS AND ADDMONAL TESTING AND INSPECTIONS: COORDINATE A SUPPLEMENT ML ________ ___ •OR.WITH CROWNS APPROVAL,THE GC MAY WORK WITH THE FOR TO RE ANALYZE THE MODIFICATIONIRUNFORCEMENT USING THE AS-BUILTCONDITION NOTE:X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT AI VERIFICATION INSPECTIONS NA DENOTES DOCUMENT THAT IS NOT REWIRED FOR THE PMI REPORT CROWN RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND COMPLETENESS OF PREVIOUSLY COMPLETED AI INSPECTION(S)ON TOWER MODIFICATION PROJECTS. ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG SOW-IC007. VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVIAESV FIRM AFTER A MODIFICATION PROJECT IS COMPLETED,AS MARKED BY THE DATE OF AN ACCEPTED PASSING M1'OR'PASS AS NOTED MI'REPORT FOR THE ORIGINAL PROJECT. PHOTOGRAPHS BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS,AT A MINIMUM,ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT: •PREGONSTRUCTION GENERAL SITE CONDITION •PHOTOGRAPHS WRING THE REINFORCEMENT MODIFICATION CONSTRUCTIONIERECTION AND INSPECTION •• RAWMATERMLS •• PHOTOSOFALLCRMCAL DETAILS •• FOUNDATION MODIFICATIONS •• WELD PREPARATION •• BOLT INSTALLATION AND TORQUE •• FINAL INSTALLED CONDITION SURFACE COATING REPAIR ••POST CONSTRUCTION PHOTOGRAPHS •• FINAL INFIELD CONDITION PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. THIS IS NOT A COMPLETE LIST OF REWIRED PHOTOS.PLEASE REFER TO ENGSOW 10007. PROJECT No: PAUL J.FORD AND COMPANY 37513-2778 ISSUE DATE OF �33 STRUCTURAL ENGINEERS BU #875052; ASSOCIATED ALARM DRAWN BY: zsD Eea amm s+sum.Mlo ca��ws.onm.az+s B.M.S. PERMIT: 12-1&2013 S Id m x" ,B,A,n,aBT,N .P SYSTEM$ggags CHECKED BY: sHSL Mal CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED BY: 3 S PARKMEADOW DRIVE,PITTSFORD,1 1411 MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE: S-7 R I sQ$ PH:(59)8993445 FAX:(585)899J448 12-18-2013 t; 376t1978 FER16LppG t ' MONOPOLE REINFORCEMENT AND. RETROFIT PROJECT ' DU NUM$ER; SITE NAME` BU #875052, ASSOCIATED ALARM SYSTEM . ,_ APP,,9 950.06 REV,:°3, WO: 68,9613: SiTE,ADDRESS . 1047 FAi,MOUJTH.RD. HYANNIS, MASSACHUSETTS 02601 BARN-STABLE COUNTY t4 PRWECTNOTES `PRQ]ECTCONTACCS: mm 1. DETAILED.FIELD INFORMATION REGARDING INTERFERENCES_ANDfOR b3STING'F1ELD CONDITIONS MAY'BE AVAILABLE ON CROWN''S giSITES AND FROM CONTRAGTCIR'S MONOPOLE OWNEk PRE-MOD MAPPING, IT IS THE CONTRACTOR'S RESPONSIBILITY TO'FIELD VERIFY,ALL CROWN CASTLE EXISTING CONDITIONS AND DIMENSIONS AND COORDINATE WTIfI THE AVAILABLE SOURCES $PARICAiEADOW=VE P, MY 14534 Of INFORMATION ABOVE AND WITH THE PROJECT PLANS BEFORE PROCEEDING LYITH'THE CONTACT:STEVE'RITILE'- WORK. CONTRACTOR SHALL IMMEqATEL> REPORT,ANY,ANO ALL DIBCREPANGIES;TO PH`{585)6493445 PAUL J.,FORD AND. COMPANY AND CROWN''CASTLE FIELD PERSONNEL BEFORE PROCEEDINGWTTH THE WORK, yTRUCIVRAI ENG2NEEROF'RECORp{fOR7: 2.. ALL STRUCTLRAL BOLTS SHALL BE INSTALLED,ANf'nGHT-6 TQ THE;RRETENSIONEO PAULE 1A'FODANDCOMPANY I CONDITION ACCORAING"7O.THE REQUIREMENTS OF THE'AiSC.'SPEOIFICATION FOR "T BROAD STREET;SUITE 640 STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC,31 ZOOSLUMBUS'`OHIO.43Z35 3/08: i r GDNTAgT.705t FRYBARGER kT]FitYBARGEk [}}WEB GOM ; 3_ ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCCRDiNG TQ THE REQUIREMENTS E:b14 2tf F579 OFTHE AISC'WECIFICATION FOR STRUCTURAL JOINTS-'USING HIQHSTRENGTH BOLTS', DESIGN STANDARD 4, OTIS REQUIRED ALL AJAX BOLTS SHAu BE INSTALLED USNG DIRECT'TENSION 1 HiS REINFORCEAIEMT I}ESIGN.iS BASED UPON THE REQUIREMENTS OF INOIGATORS{DTTS)ANDHAROENED'MHERS.ALL`AiAXAMBOLTSWrTH,SHEARSLEEVES THEAN 2S2G2.2Cf08STRUCTURALSTANDARafORANTE#DNA SHALL BE PRETENSIONED ANDTIGNTENED UNTIL THE DIRECT TENSION INWCATOR.PTI} SUPPORTING'STRUCTURESANDANTENNAS,US[PIG AaESIGN;BASICWiN1J WASHERS SHOW THAT THE:PROPER BOLT TENSION HAS BEEN REACHED.SEE NOTES AND., SPEED OF 12D MPH(3_SEC GUST)WITH NOJCE'3f1 MPH Wtft!314 INCH_(CE DETAILS ON-SHEET S3 FQft REQUIREMENTS ON,THE USE.OF DIRECT,TENSION INDICATOR- (DTI)WASHERS WITH THE tiJAX M2Q B TS., AND:60 MPH SERVICE LOADS,'pFOSURE CATEGORY C., I REFER TO THEPOLE DESIGN AND ANTENNA LOADING DOCUMENTED IN: 9�' _EFFECTIVE Sd3 012:.UNTIL FURTHER.�O 6iC GROWN CASTLE WILL'-ACCEPTAiAX THEPJF STRUGTURALANACYSIS FOR TWS,SITE(P;F#3TS13.27T8)DATED f BOLTS,TIGHT7NED.USING''AISG°TURNFNUT'METHOD INSTALLERS;'SHALL FOLLOW i2I$2013. CROWN,GUIDELINES,FOR AISC'7URN=OF IUTI METHOD AND ALSO PROVIDE COMPLETE INSPECTION aOCttMENTATION IN THE PMI. ,PRIOR TD.STARnNG'Wcawc QNtRA�Tt>R. THIS PROJECT INCLUDES THE FOLLOWING .y SMALL CqNMULT N",CROWN ENGINEERING TO'OETERMINE WHETHER',THIS POUCY_IS, REINFORCING ELEMENTS:' STILL IN PLACE, SHAFT REINFORCING' FIELD WELOEQ STIFFENERS REQUIREMENT EFFECTIVE:04/20i2013 PER CROWN CASTLE DIRECTIVE;ANY ANO'ALL :. : STRUCTURAL BOLTS THAT ARE TIGHT€NEDTO THE F!RETENSIONED)CONDITION USING THE FIELD WELDED AN BRACKETS - AiSC wRN.oFN r TENSIONNG PROCEDURE(NO04iNSTON CONTROLLED('NON-TCj [,LOST INSTALLED ANCHOR'RODS BOLTS ANDIQR'BOLTS WITHOUT DTT'S;NSTALED)SHALL BE INSPECTED ONSTTE BY"AN: , INDEPENDENT ,THIRD�PART7 BOLT,1PiSPECTOR AS APPROVED BY ;CROWN.;THI5, IGH STRENGTH GROUT; INSPECTION IS`RE4UIRE0`TO BE AN;QNSITE-FIELD INSPECTION.THE 7HfiRD�AT2TY,80LT; 'INSPECTORS LFOLLOW THE PUBLISHED CROWN:CASTLE INSPECTION`PR()CEDURE;"MI NON TC BQLT INSPECTION aATEb APRIL 26.13.THE THIRD�PARft BOLT INSPECTDR SHALL _ SHEET.IOW PRFPARE.A FULLY DOCUMENTED BOLT INSPECTION REPORT-AS'SPECIFIED BY'CROWN, SHEET NUMBER _ DESCRIPTION AND SHALL SUBlAITA COPY OF THE B.OT T INSPECTtOhi REPORT FO THE M!INSPECTOR THE T,I EOR,AND 70 CROWN CASTLE: TITLE SHEET:; ,. _ s NDE QF THE CIRCUMFERENTIAL W EI I?'bf THE,BASE P1'iE TO SHAFT CflNNECTiCIM`IS OiENERf L NOTES ; REQUIRED. SEE Cd`66CUMENTs 6CGS !i0$3%70 BASE I�.A4':NDE' AND S-2 GENERAL NOTES: ENG-PUI:1o0si 'NDE AE=REMENTS :r-p R`AeQNQPacE,,BASE P ATE TQ PREVENT 3 3 AJAX 801T DETAIL CONNECTION):ApRE'.'N6TlFY THE.EOR AND CRO ENGINEERING IMMEDIATELY IF ANY $Q MONOPOLE PROFILE CRACKS ARE.-SUSPECTED,tiIR HRUE BEEId'40EPtT1FIE0,jNE;NDE,SHALL INCLUDE ALL S S RJR$E'PLATE E7ETAILS: EXISTING REINFORCEMENTS:THAT,HAVE.BEEN'WELDED T4 THE BASE PLATE ANY FULL PENETRATION WELDING TD THE'BASE,PLATE REQUIRffi:AS PART.OF-THIS'ACTIVE S- MISG DETAILS, REiNFORCEMEWDESIGNSHAL'gE:{NGLUDEDINTNE�tibESCQP.EOFWORK;< $_] NI(CHECKLIST' n° 1 k ,fig tza Iji('( 1 PpAfEaft PAUr S37513078 TRUCTURAL CJ. URAL E CC3MPARS DU#875052;ASSOCIATED ALARM DRAWNBY:' ISSUEDATEOF �� § o 9TfiUC,TURAI ENt31NEER B. a. zor"04id 8—:Sid.ago-Odum@w.aAa4ti21a �,,, &AtS PI?RhhTT: i2-1&2013. SYSTEM T:HEG1ffIN)BY; CROWN CASTLE HYANNISMASSAChIEJSTTS ROVMRr � � aPnaxnenoowowv�PmsFaRo ntY�`oss4 MONOPOLE REINF6RCEMENTT:ANDRETROFITPROJECT T�-1. � a $s I Pie =1340 FvtC3a5l�ssac® DATE; 12-1&2013 ars+s2rre t4aDrnNiB CROWWNCASTLE PROJECT:.SU N7MSZASSOCIATED ALARM SYSTEM:HYANNIS,MASSACHUSETTS C. SPECIALWSPEC(K)NANDTESTBNG _ MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT(RSF Z UMDD0) - #. AND OBSERVATION BY THE OWNERS REPRESENTATPJEAND THEOWNER'SAUTHORDEDINDEPENDENT INSPECTION AND TESTING AGE NCY:REI�7R70Ct0YNN A GENERAL NOTES CASTLE DOCUMENT ENGSOYAI0036 FOR SPECMCATION. 1. N MU BETEMPDNEJELITY OFTHE CONTRACTOR TO FIELD VERIFY ALLI7CISTING CONDITIONS AND Z :ANY SUPPORT SERVICES PERFORMED BY THE ENGINEER DURING CONSTRUCTION SHALL BE IHM OMPR TOFABMCATIONANDCONSiRUCTION.THESEDRANINGSWEREPREPARE FROM - �.OISi1NGUMHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY - I NFORMATION AND DOCUMENTS.PROVIDED TO PAUL J.FORD&COMPANY BY CROWN CASTLE.INS, OTHERS.THESE SUPPORT SERVICES PERFORMED BY THE ENGINEER ARE PERFORMED SOLELY FOR INFORMATION PROVIDE)HAS NOT BEEN FIELD VERIFIED BY PAULJ.FORD&COMPANY FOR ACCURACY TF(E PURPOSE OF ASSIS'FINSINQUAllIY CONTROLAND IN ACPDEVWGCONF.ORMANCEWRO!(:OMRA('7 ANDTF(EREFORE OSC3tfPANC1E5BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD POCOMENTS.THEY OO NOT GUARANTEE CONTRACTORS PERFORMANCE AND SHALL NOT BE j�I BE ANTICIPATED.ANY DISCtFPANCIESANDNQR CHANGES BEIIVBEN THE INFORMATION CONTAINED IN CONSTRUED AS SUPERVISION OFCONSTRUCTION;. THESE:DRAWINGS AND THE ACTUAL VEMED Slit CONDITIONS SHALL BE IMMEDIATELY BROUGH10 3. OBSERVED OLSCREPANCRES BETWEEN IKEWORIC AND THE CONTRACT DOCUMENTS SHALL BE THE ATTENTION OF CROWN CASTLE AND PAULJ.FORD B COMPA14Y SO THAT ANY CHAN.IGES,ANDM CORRECTED BY IKE'CWRACIOR AT NO.ADDR9ONAL COST. ". . ADJUSTMENTS,IF NECESSARY.CAN BE MADE'TO THE DESIGN ANDORAVANGS.� 4: AN INDEPENDENT QUALIFIED WSPECTIONVI 5TINGAGENCY SHALL BE SELECTED,RETAINED AND PAID 2.- THE MUSTING UNRENFORCED MONOPOLE STRUCTURE DOES NOT HAVE THE STRUCTURAL'CAPACIT'YTO :FOR BY THE OWNER FOR THE SOLE PURPOSE OF INSPECTING,TESTING,`DOCUMENTING,AND CARRY ALL OF THE ANTENNNAAND PLATFORM LOADS SMWITIT THESEDRAWNIGSAT THE REQUIRED APPROVBNG ALL WELDLNGANO FIftOWORK PEYRFOFtAIEO BY THE CON'TRACTOR. MIMMUMTv,M.GBKSICN7NDSPEEDS.DONOTWSTALlANYAODmoNALORNEWANteallk:AND (h ACOESSTOfN1'RACEWHEAE WORKIS BEING'DON£SHALL:BEPERMNTEDi1T AU.'TIMES. PLATFORM LOADS UNTIL THE MONOPOLE REINFORCING SYSTEM IS COMPLETELY AND SUCCESSFULLY (B THE INSPECTKTN AGENCYSWSLL SOSCHEDULETHISWORKAS TO CAUSEA'MINIMUMOF INSTALLED. •' r .INTERRUPTION TO;AND COOADWAIE WITTI,THE-WORICIN PROGRESS;ITISTNE 9. WMATERIALS,QUANTITIES.STRENGTHS:OR SIZES INOMATEDBYTHEORAWWGS ORMCIFICATIONS' CANHRACTOR5 RE5PONSISILTIYTO COORDINATE THE WORK SCHEOULEWRFiTNETESTING , ARE NOT IN AGREEMENT WITH THESE NOTES,THE BETTER DUALITY ANWORGREATER QUANTITY, .AGENCY.THE CgtdTRACTOR SHALL ALLOW FORADEOUAIE:TUMEANOAC(ES$FOR THE STRENGTH OR SIZE INDICATED,SPECIFIED OR NOTED SHALL BE PROVIDED. _'. TESTINGAGENCYTOPENRFORMtTHEIRDUf1ES:' 4. THSSTRUCNREISDESrAEDTOSESEIKSUP MINGANDSTAMEAFTFRTHER6r4 TM,OF"TNE & BHEINSPECTION AND TESTING AGENCY SHALLSE RESPONSIBLE TO PERFORM THE FOLLCPMNG REINFORCING REPAIR SYSTEM HAS BEEN PROPERLY AND ADEQUATELY COMPLE1W.'rTIS THE SERVICES FOR THEOWNER.THE TOM AGENCY SHALL INSPECT THE FOLLOWING-ITEMS IN CONTRACTORS SOLE RESPONSIBILITY TO INSURE THE SAFETYAND STABIUTYOF THE MONOPOLEAND ACWRDANCEWITHTHECORSTRUCTIONDRAWINGS:.THETESTINGAGENCYSNALLINSPECT(TEMSOH < ITSCOMPONWPARTSOUMKGF4IDMODIF1CA'"OAS,THIS INCLUDES,BUTISNOT,LIMITED 3' THE THISUSTANDOTHERNTEdS"AS NECEETWYTO FULFUTHER RESPONSIBILITY.THE TESTING AGENCY ADORtONOF WHATEVER TEMPORARY BRACING,GUYS ORTiEDCW1NSTNAT MAY BE ..SUCH, :-$HALL UTILIZE EXPERIENCED,TRAINED INSPECTORS INCLUDING AWS'CERTIFIED WELDING INSPECTORS MATERIAL SHALL BE REMOVED AND SNAWREMAINTHE PROPERTY OF THE CONiRAGTORAFTERTHE '.(CWI).INSPECTORS SHALL HAVE THE TRAINING;CREDS ALS,AND EXPEIENCEAPPROPRIATE FOR CAMPLETIONOFTHEPRWECL IMPORTANTCUTTINGWADING AND SAFETYQUIDEIANES:.THE :`ANDOOMMENSURATEWITH THESCOPEAND TYPE OF'WSPECTIOid WORKTO BE PERFORMED_ CONTRACTOR SHALL FOLLOW SAFETY A.GENERAL: GUIDELINES.PRIOR TO CONSTRUCTION,THE CONTRACTOR SHALL OBTAIN A COPY.OFTHE CURRENT- ' �RMCONTDNU(M3SONSHEOBSERVA710N,INSPECDON:VERIFICATION.AND TESTING CROWN CASTLE GUIDELINES FROM CROWN CASTLE PER THE 1201.2MS CROWN CASTLE DIRECTIVE: DURING T9ET((WTFMNTRACTOR IS WORKING ONSITE:AGENCY SHALL NOTIFY OWNER. 'ALL CUTTING.AND WELDING ACTMRES SHALL BE CORW I ED IN ACCORDANCE Vill H CROWN - IMMEDIATELY WHEN FIELD PROBLEM OR DISCREPANCIES OCCUR, POLICYT UI IING AND E'LOIAECL -. ;.&.FWNDAnoNS:CONcR D SOL:PREPARATION-. TREQUIRETT 5. THE ENTSOONOTINDICAIE THE METHODOR MEANS OF 0. - CONSTRUCTION.THE CONTRACTORSHALLSUPERVISEANDDIRECTTHEWORKANDSHALLBES01.ELY -- F4, MEMBEM EL ON THE JOB WITH THE PLAN& RESPONSIBLE FOR ALL CONSTRUCTION MEANS,METHODS,TECHNIQUES:SEQUEdCES.AND, _. U.CERTIFTCATIONS: PROCEDURE&OBSERVATION VISITS TO THE SITE BY THE OWNS ANIMOR THE ENGINEERSHALLNQT RADE OF STEEL MEMBERS,AND BOLTS'FOR CONFORMANCEWTM DRAWINGS,. INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES ORTHE CONSTRUCTION PROCEDURES, - STEEIMEMBERS FOR DISTORTION,D(CESSIVE'RUST,'RAW$AND(TURNED HOLES.ANY SUPPORT SHMCES PERFORMED BY THE ENGWEER OURMNG CONSTRUCRONSHALL BE LABORATORY TEST:REPORTSWHENWDOUBT- DISTWGU04EDFROMCONTIP'000SAND DETAILED INSPECTION SERVICES•WHICH ARE FURNISHED BY, TEM MEMBERS F.OR SIZES,SWEEP AND DIMENSIONAL TOLERANCESTHE INSPECIONRESHNGAGENCY TNESESUPPORTSERVICESPERFORMED13YTHE ENGINEERAR£: RSURFACFINISHSPECERM,GALVANIZED. SOLELY FOR THE PURPOSE OF ASSISTING INIUALM COHIROLANDIN ACHIEVING CONFORMANCE� OLTTICDOENING'ACCORDING TO AISC*TURN OF THE NUT METHOD.WITHOONTRACTOOCUMENTS.THEY DO NOT GUARANIEECONTRACTORS PERFORMANCE AND SHALL E. NOT BE CONSTRUED AS SIPETMSION OF CONSTRUCTION, _ 717VMFY FIELD WELDINGPROCEDURES.WELDERS,AND WELDING'DPERATORS,HOT DEEMED � 7. ALL MATERIALS AND EMMERT FURNISHED WILL BE HEW AND OF,GOOD QUALTY;FREE FROM FAULTS: PREOttAUflED,WACOORDANCE WITH AM Ot,t . AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT ANY AND iZ•}INSPECT FiELDWELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED MUST BE PROPERLYAPPROVEDANDAUTHOR®IN WRITING BY:THEOWRSR AND EINGINEFR�PRK)RTO ANDINACCORDANCEWRHAWS.011: INSTALLATION.THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS'TOTHE IaNDANtT,'...... (3.)APPROVE FED WELDING SEQUENCE ' QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED.- (A} APROGRAM OF TIE APPROVED SEQUENCES SHALL BESUBMTITED TO THE QiW1ER 8. THE CONTRACTOR SHALL BE RESPONSIBLE FORNNTMTING,MAINTAINING.AND SUP EMSNGAI.L. BEFORE WELDING BEGINS..NO CHANGE IHAPPROVM:SEQUENCES MAYBE MADE SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK THE CONTRACTOR'S WTTHOUTPERMISSIONFROM THE- ... RESPONSIBLE TONSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITHALLAPPUCABLE OWNER LOCAL,STATE AND FEDERAL SAFETY CODES AND REGULATIONS.GOVERNING THIS WORK ASWELLAS, .(4J INSPECTWELOEDCOHNECTIONS AS FOLLOWS AND INACOORDANCE WITH AWS Ott,CROWN CASTLE SAFETY GIBDELtdES. - _ = A INSPECT WTIONG EQUIPMENT FOR CAPACITY;MAINTENANCE AND:WORKING WNDNTIONS.' B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PR07EMGALL EMSTWGAHO NEWOOAXAL CABLES' �� VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF.ELECTRODES FOR AND OTHER EQUIPMENT DURING CONSTRUCTION. CONFORMANCE TO,SPEdFTCAT IONS. _ 10.ANY METING ATTACHMENTS MOOR PROJECTIONS ON THE POLE THATMAYRRERFEE WITH THE (G) INSPECT PREHEATING AAWINTEWASS TEMPERATURES FOR CONFORMANCE WRHAWS ; INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE REMOVED,ANWR RELOCATED, DIA.. ANOTOR REPLACED AND REWSTAILED AFTER IKE REINFORCING IS SUCOESSFULLYCOMPLETED.THE: (D;) VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETSTHE. CONTRACTOR SHALL IDENTIFY AND COORDINATE THESE ITEMS PRToRTOOONSTRUCHONWFTHTHE� - REQUIRSILENTSOFAWS01.1: OWNER.TESTING AGENCY.AND ENGINEER. - (E:) SPOT TEST AT LEAST ONE R L.ETWELD OF EACH MEMBER USING MAGNETIC PARTICLE OR IT.ANY AND ALL EGSTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE:POLE SHAFT WHERE-SHAFT DYE PENETRANT.' RE]NFORCD(G MUST BE APPLIED SHALL BETEMPORARAY REMOVED OR OTHERWISE SUPPORTED TO } INSPECT FOR SMSPACING.TYPE AND LOCATION AS PER APPROVED PANS.. PECBdjT NEWCONTTNUO36 REINFORCEMENi TO BE ATTACHED:AFTER THE CONTRAGFORHAS G. VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWING£• SUCCESSFULLY INSTALLED THE MONOPOLE REINFORCEMENT SYSTEM,THECONTRACTOR SHALL.. :REVIEW.THE REPORTS BY TESTING LABS. RNNSTAILTHE PLATFORMS.W NO CASE SHALL ANY NEW AND=ADDITIONAL PLATFORMS ANDiOR 1.} CHECKTO SEE TINT WE DSARE CLEAN M9 FREE FROM SLAD.: - ANTENNAS AND=COAX CABLES ANDTOR OTHER EQUIPATMSE INSTALLED ON THE MONOPOLEUNTIL J, INSPECT RUST PROTECTION OF WELDS AS.PER SPECIFICATIONS.- THE CONTRACTOR HAS SUCCESSFULLY COMPIETED THE INSTALLA71ON OF ALL OF THE REQUIRED ; CHECKTHAT DEFECTIVE.WEDS ARE CLEARLY MACBCEDAND HAVE BEEN ADEQUATELY STRUCTURAL REWORCNGSYSTEM COMPONENTS. .REPAIRED.- F. SPECYAL INSPECTION OFEMSTiNG WlAFT-70PIANGE WELD CONNECTIONS: :OF IXISTINO !L ISECTION FIOTIISED) ;.-I SHAFT-TOHA,SE4°IATEWELD CONNECTION.ALSO INSPEGTEJRISTDIOSTIFFENERS iFPRESEMF, _ TIC DLWECTOYSIALLUSE7HE FOLLOWING WSPECHDN METHOM,,OR COMiIWATW OF METHODS,AS AS REQUIRED TO IDENTIFY ANYCRACGS VISUAL,MAGNETIC PARTICLE ANOIOR ULTRASONIC:..INADDTTHK OTHERTESTMETHODSNMAY ALSO BE USEDATTHE- RECOMMENDATION OF THE TESTING AGENCY AND UPON THE APPROVAL OF THE THE, AND THE ENGINEER.THE TESTING AGENCY SHALL PROVIDE CAREFUL AND THOROUGH DOC U MHNTATTON OFTNTS INSPECTION TO THEOWNFR AND THE'FJNGIREER TESTING AGENCY SHALLOQO KkTE THESE'INSPECTION ACWMESWITH THE OWNERS REQUIRED PROCESSES AND-PROCEDURES.IMPORTANI:TiCE TESTING AGENCY SHALL IMMEOATELYREPORTANY t.. INDICATIONS : D -r (Z•)' ON.TESTING AGENCY SHALLINSPECYANYAND ALL FIELD REPAIRS 'IMPLEMENTED AS REQUIRED BY THE OWNER FROM SHE RESULTS OF THE INSPECTION IN THE PREVIOUS NOTESA(1.)ABOVE; .;. ,.. (3,} PTOCFtO.IDS.CASTLNEDOCUMENTSENGSOYW10033ANDENC•SUL-10*1'FORSPECIICATI y. _ CL REPORTER'.` , C lE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO THE OWNER. THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DEM-TION OFGENER LAND SIREC1FIC.. 'ITEMS OF CONCERN. IT IS NOT INTENDED TO BE AL1.4RC1DSNE.R DOES NOT OMIT THE TESTING AND ONSPECTIONAGENCYTOINEREMSUSTED.AODMOWTESTWG.INSPECTION:ANO,CHECONG MAYBE REQUIRED AND SHOULD BE ANTICIPATED.,THE TESTING AGENCY SHALL USE THEIR PROFESSOR .JUDGM4EdFANDHIdOW EDGE OF THE JOB SITE 0IONDMONSAND THE ODNTRACTIXCSPERFORMANCE TO DECIDE WHAT OTHER ITEMS REWIRE ADDITIONAL ATTENTION.THE TESTING AGH71CYS JUDGMENT .MUST PREVALON ITEMS NOT SPEC ICALLYCOVERED:.ANY WSCRFPANOESANDPROBLEMSSHALLBE BROUGHT UAMEDUgRYTO'THE OW14ERS ATTENTION:RESOLUTWNSARE.NOT TO BE MADE WITHOUT THE OWNERS REVIEW ANDSPECIFIC WRITTEN CONSENT.THE OWNER RESERVES THE RIGHT TO -DETERMINE WHAT IS AN ACCEPTABLE RESOLUTION OF DISCREPANCIES AND PROBLEMS. 7.,"AFTER EACH INSPECTION THE TESTING AGENCYWILLPREPAREAWRITTENAOCEPTAHCE OR REJECTION :WIDCN WILIBEGNENT6 THE CONTRACTORANO Film As DAILY REPORTS To THE OWNER'THIS WRITTEN ACTION WILL GIVE THECONTRACT DRA USTOF ITEMS TO BE CORRECTED,PRIOR TO- IONMNUINGCONSTRUCT*N.ANDUORLOADWG.OFSTRUCTURkMMS.. _ - S,'RESPONSIBIUIY:THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORS CONTRACTUAL OR STATUTORY OBLIGATIONS.THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT DOCUMENTS.THE TESTING AGENCY WIL NOT REPLACE THE CONTRACTORS QUALITY CONTROLPERSONNNEL. k-J"7 •- a - Utz. PROJECT Ift PAUL v STRUCTURAL , URAL ENG NEISRS BU#875052;ASSOCIATED ALARM (RRAWNBY. ISSUE DATE OF STRUCTURAL ENGINEE.NY p v SSORxBoeNZw•A6W0•WMIo.OMb.SNt6 PERMIT:12.182093. Y td,.,zs,ce e SYSTE M B CHECKED BY: CROWN CASTLE HYANNIS, MASSACHUSETTS APPROVED p'i B PAwoN�ADow ORnN�PrrrsPoRa NY+ 4 MONOPOLE°FiEIN�ORCEMEN7 AND RETROFIT PROJECT. �, -5-1 Q ¢S Rl jesJJ'<u - FAX(MB0B31sd � 1. .. �- iZDATE13 ZMSIS2NMCtR81R.OWG D. STRUCTURAL STEEL G. CAST4N4RACE CONCRETE (NOT REQUIRED) 1. 3 TO MW UM M IMTERIAIS,FABRICATION,D?AWNG.AND WORKMANSHIP SHALL CONFORM -TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS: H. EPDXY GROUTED REINFORCING.ANCHOR.RODS A BYTHEAMERIGW WSTIIUTEOF'S1EELCONSMUCIM &ECTION + 1. -FEMMORTAMHOR RODS SHALL BE150 KSi ALL-TNREAD.BAR OFSTRUCTURALSTEEL. - WNFORMPIGTOASTMA772 RECOMMENDED MANUFACTURMSISUPPLIERS OF 150 KSIALL-THREAD FOR BUILDINGS' - - - BAR ARE WILLIAMS FORM ENGINEERING CORPORATION AND..DYWiDAG SYSTEMS INTERNATIONAL (E;) SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM AM OR A48080LTS,`AS 2.. ALL REINFORCING ANCHOR RODS SHALL BE HOT DIP GALVANIZED PER ASTM A153,ALTERNATIVELY ,. APPROVED BY THE RESEARCH COUNCILON.STRUCTURAL PONNECTION$OF THE . ALLREMFORCING NOW RODS MAYBE EPDXYCOATED PERASTM ATM ENGINEERING-FODUNDATION. - 3.. THE CORE.DR1 M HOLES IN THE CONCRETE FOR THE ANCHOR RODS SHALL RECLEAN AND DRY, (C) 'CODE OF STANDARD PRACRCEFOR STEEL BUILDINGS AND BRIDGES'(PARAGRM,44,71 AND OTHERWISE PROPERLY PREPARED ACCORDING TO THE ANCHOR ROD AND EPDXY' SPECIFICALLY EXCLUDED), MANUFACTURERS'INSTRUCTIONS,PRIOR TO PLAC94ENTOF ANCHOR RODS AND EPDXY. B. SYTHEAMERICANWELDINGS RM S CON7FtACTOR SHALL FOLLOW ALL ANCHOR ROD AND EPDXY MANUFACTURER RECOMMENDATIONS DIA! REGARDING HANDLING OF RODS,EPDXY,ACCEPTABLE AMBIENTTBVERATURE RANGE E JB(B. ING ANDN'SYMBOLS FOR WELDING AND WSTAUATiONANDPOSTaNSTALLATIONCURING,THEEFFECTOF-TEMPERATURE ON.EPDXYCURING 2. MATIRIAIORWOFS(MANSHPWROMS OBSERVED TO BE DEFECTIVE OR WCONSISTENTWRH TIME,PREPARATION OF.HOLE.ETC: THE CONTRACT DOCUMENTS SHALL BE CORREEMED,MODIFIED OR REPLACED ATM 4. ULTRA80ND 1,HILTI HIT R&6MOR ANCHORTTTE EPDXY SHALL BE USED TO ANCHOR THE 150 KSI 00,'MCTOR'S EXPENSE. - ALL-THREAD BAR IN THEIMLL HOLES.IF CONTRACTOR WISHES TO USEA DIFFERENT EPDXY,A & TIGHIENALLSTRUCTURALBOLTS,Did.UDINGTHEAJARM2080LTSWrtHSKMRSLEEVES- REQUEST INCLUDING.TNE EPDXY TECHNICAL DATA SHEET{5)SHALI BE SUBMITTED TO PAULJFORD ACCORDING TO THE REQUIREMENTS OF THE AISC'RIRN OF THE NUT'METHOD: %WrENBOLTS'113 AND.CAMPANYFOR REVIEW PRIOR TO CONSTRUCTION.A$NOTED ABOVE.FOLLOWALL.EFOXY TURN PASTIME SNUG TIGHT CONDITION AS DEFINED BY AISC . MANUFACTURER RECOMMENDATIONS REGARDING HMDUNG OF EPDXY,AOCE•PTABLEAMBIENT 4: WELDED CONNECTIONS SHALL'CONFORM TO THE LATEST REVISED 66DE OF:THE AMERICAN' TEMPERATURE:RANGE DURING INSTALLATION AND POST-INSTALLATION CARING,THE EFFECT OF WELDING SOCIETY.ALAS DI.I.ALL.WELD ELECTRODES SHALL BE SM UNLESS NOTED TEMPERATURE ON EPDXY CURING TIME.PREPARATION OF HOLE ETC .. OTHERWISE ON THE DRAWINGS.- - - S. ONCE THERSNFORCING ANCHOR ROOS HAVE BEEN INSTALLED AND ALL EPDXY#*D.MUT HAVE _ S. ALL WELDEDOONNECTEONS SHAILSE MADE BYWEDERSCERRFIED HY:AWS.COATHACTORSNALL CURED(IF BASE PLATE ANOIORBEARING PLATES HAVE BEEN GROUTEDPRLORTO TEST01%ALL SUBMIT WELDERS CERTIFICATION AND OUAUF1CATiON DOCUMENTATION TO THE OWNER'S TESTING. REINFORCING ANCHOR RODS SHAH BE LOAD TESTED PER CROWN CASTLE ENGINEERING " s AGENCY FOR RENEW AND APPROVAL PRIOR TOCONSERUCTON, D0CLBMENTgENGPR1_1D113.REFER TO THE NEWAA'CHOR&BRACKET DETA&ON'FOLLOWING - 6. STRUCTVRA STEEL PLATES SHALL CONFORM TO ASTM AS72GRADE65(FY=65 KSI MDL)UNLESS DRAWING SHEETS FOR SPECIFIED ANCHOR ROD PROOF LOAD. - NOTED OTHERWISE ON THE DRAWINGS. .. 6. ONCE THE REINFMCING-ANCHOR RODS HAVE BEEN SUCCESSFULLY LOAD TESTEDANDAPPROVED i Z SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER Aft AND BASE PLATE I BEARING PLATE GROUT HAS CURED OF BASE PLATE AND/OR BEARING PLATES ; SEE SECTiONI NOTES REGARDING TOUdWPOF GALVANtE)SURFACES DAMAGED DURING NAVE BEEN GROUTED AFTER TESTING),-.CONTRACTOR SHALL TIGHTEN ALL HEAVY HEX ANCHOR TRANSPORTATION OR ERECTION AND ASSEMBLY ASWELCASFIE3DWELDING. � NUTS�T[i SNUG TIGHT PLUS IMTURN_.NUT, . S. UNLESS OTHERWISE NOTED,ALL STEEL MEMBERS SHALL BE HOTS GALVANIZED,AFTER - FABRICATION,IN ACCORDANCE WITH ASTM Al2&SEE SECTION J_FOR FURTHER NOTES AND FOR. L TOUCH UPOF GALVANEANG FXCEPTIDNSOFAIJY).'. - I. 1 UPANYANDIOR ALL AREAS:OF CALVANziNGON THE EXISTING I ALL WELOSSHALL BEVISUALLYINSPECTEDBY THE OWNER'S APPROVED TESISVG AGENCY.OTHER STRICTURE OR NEW COMPONENTS THAT ARE DAMAGEDORABRADED DURING CONSTRUCTION, • � TESTS MAYALSO BE PERFORMED ON THE WELDS BYTTIE TESTING AGENCY ORDER FOR THEM TO GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS PERFORM THEIR DUTIES FOR THIS PROJECT,THE CONTRACTORSHALL COOPERATE MH THE_ WELL AS ANY AND ALL ABRASIDNS,CUTS,FIELD DRILLING,AND ALL FIELD WELDIUG SHALL BE TESTING AGENCY IN THEIR TESTING EFFORTS. TOUCHEDUP CORN TWO M COATS OF ZRGBRAND ZNNCNUCH COLD GALVANIZING COMPOUND.-FU 10. NO WELDING SHALL L BE DONE TO THE EXISTING STRUCTURE WITHOUTT1E PRIOR APPROVALAAND THICKNESS PER COAT SMALL BE:WET 3.0 MIS;DRY 1.5 MILS.APPLY PER ZRC MANUFACTVRER) SUPIIiViSLON OFINE TESTING AGENCY,' - RECOMMENDED PROCEDURES.CONTACT ZRC AT.1+600.6513W5 FOR PRODUCg INFORMATION., .11, FIELD CUTTINOOFSTEEL, - - 2. CONTRACTOR SHALLCLEANAND PREPARE ALL FIELDWELOS ON GALVANIZED AND PRIME PANTED '(A.) PRIOR TO ANY FIELD CUTTING;THE CONTRACTOR SHALLTMARKTHE CUTOUTUNFS09THE SURFACES FORTOUCIWP COATING IN ACCORDANCE WITRAWS"01.1. THEOWNER'STESTRNG. STEEL AND THE INSPECRONRESTINGAGENCY SHA.i._VvUFy PROPOSED LAYOUT,LOCATION; AGENCY SHLLLVMrFY1HE PREPARED SURFACE PRIOR TOAPPUCARONOFTHETOUCHUP AND DIMI NSIONS;' -COATING. - OL) ANY REQUIRED CUTS IN THE STEEL SHALL BE CAREFULLY CUT BY MECHAXICALMETHODS SUCH 3, THE OWNER'S TESTING AGENCY SHALL TESTAND'VE3RIFYlENE LOANING THICKNESS AFTER THE WJ ASORNG,SAWCUTTING,ANDGRINDING.THECONTRACTOR13RESPONSIBLETOPREVEta CONTRACTOR HAS ARM THE ZRC COLD GALVANIZING COMPOUND AND IT HAS SUFFICIENTLY ANY DA/AGETO THE(OAXCABLES,ANDUOR OTHER EWl1PME4T AND/OR THE STRUCTURE; DRIED.AREAS FOUND TO BE INADEQUATELY COATED,SHALL.BE.RE-COATED BY THE CONTRACTOR DURING THE CUTTING WORK ANY DAMAGE TO THE COAX CABLES,ANDIOR'OTHER EQUIPMENT.. AND RE-TESTED BY THE TESTING AGENCY. ` ARM THE-STRU lRESITLTING FROM THE CONTRACi0R5ACTMTIES SHALL BEREPARED ATTHE CONTRACTORS 3E,THE INmCTIONRESTiNGAGEkYSHALLCLOSELYAND d HOTDtPGALVANONG ;CONTINUOUSLY-MONITOR THIS ACTIVITY. 1: HOTDiPGAkVAN9E .LSTRUCTURAL STEEL MENDERS AND ALL STEEL ACCESSORIES,BOLTS,, «. (C.) ALL REQUIRED CUTS SHALL BE OUTWTHIN THE DIMENSICNSSHOVM ON THE DRAWINGS.NO WASHERS;ETC.PER ASTMA123 OR PER ASTM A153;AS APPROPRIATE- CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE D04ENSWS,SHOWN ON THE DRAWINGS. 7 PROPERLY PREPARE STEEL ITEMS FOR GALVANO NG,: i ALL cur EDGES SHALL BE GROINDSMOOTH AND DEWRRED.CUT:EDGESTHATARETOBE. I DRILL OR.PUNCH WEEP ANIYOR DRAINAGE ROLES AS REQUIRED t. FIELD WELDED SHALL BE PREPARED FOR FIELISWELDING PER AWS DIA AND AS SHOVV14,OH THE 4. ALL GALVANIZING SHALL BE DOM AFTER FABRICATION IS COMPLETED AND PRIORTIORELD DRAWINGS.IT MAYBE NECESSARY TO DRILL STARTER HOLESASREOUIRED TOMAKETHE INSTALLATION. CUTS.THE DISPECTIONRESTING AGENCY SHALLCLOSELVAND CONTINUOUSLY MONITOR THIS .ACTIVITY,. .. .. -- K. PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER 1. INSTAUATON OF THE MONOPOLEy E. BASE PLATE GROUT .. REINFORCING SYSTEMANDIE WORK HAS BEEN BY THE CWHER.THE OWNER WILL BE /. AERIT3I T'7TIORTRE POLE BASESf4ALL BE NONSHRINK NON,WALLIC,'GROUT(EICONSGROUT RESPONSIBLE FOR THE LONG TERM AND PERPETUAL'ENSPECTIONAND MAINTENANCEOF THE POLE ' SYEUCUD,ORAPPROVEDEQUAL WITHA75MPS1 MINIMUM OOMPESSIVESTRENGTH.PVC AND REINFORCING SYSTEM N DRAINAGE PIPES SHALL BE PROVI ED FROM INSIDE THE POLE SHAFT OUTTHROUGH THE GROUT" - '2 THE MONOPOLE REINFORCING SYSIEMIPOtCATED IN THESEDOCIMETS USES REINFORCNG a SPACE UNDER THE BASE PUITE.INDRUM TO ALLCWMOISTNRE TO ADEQUATELY DRAIN FROM THE COMPONENTS THAT INVOLVE FIELD WELDINGSTEEL,MEMBERS TO THE EXISTING GALVAN12EDSTEEL INTERIOR OF THE POLE SHAFT..-WNIRACTORSWW.SUBMIT PROPOSGO GROUT SPEdFNCATON POLE STRUCTURE THESE FIELD WELDED CONNECTIONS ARE SUHJECTTO CORROSION DAMAGE �. INFORMATION TO THE OWNER FOR REVI?NAND APPROVAL PRIOR TOCONSTRUCTION. AND DETERIORATION IF THEY ARE NOTPROPERLY MAINTAINED AND COVERED WITH CORROSION CONTRACTOR SCOW.FOLLOW GROUTMANUFACTURERS:SPECIFICATIONS FOR COLD WEATHER. PREVENTIVE COATING SUCH AS THE.MC GALVMVA*G COMPOUND SPFCIFw PREVIOUSLY.THE GROUTING PROCEDURES OF NECESSARY�AND THETESTI TESTING AGENCY SIM PREPAREGEDUT -STRUCTURAL LOAD CARRYING CAPACITY OF THE REINFORCED POLE SYSTEM IS DEPENDENT UPON - SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TSTTNGAND VERIFICATION. THE INSTALLED SIZE ANDQUALITY,MAINTAINED SOUND CONDITION AND STREkGTNOFTHF.SE.FIE:O . 2 GROUT SHALL 6E INSTALLED TGNFUI��BASE PLATE WITHNOVOIDSRFJMAINING80WEENTOP WWELDEDCONNECIONS..ANY CORROSION OF,DAMAGE TO FATIGUE,FTRACTURE,ANCOR" OF EXOSTEWOGONCRETEAND UNDERSIDE OF EXISTING BASE PLATE(EXCEPT FOR DRAIN PIPES DETERIORATION OF THESE WELDS-AND/OR THE CQNNEGTFb'COMPONENTS WILL RESULT IN THE GROUT COMPLETELY SOLID(EXCEPT F-ORDRAN PIPES)UNUERE9NTIRE SURFACE OF BASE PLATE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE' FROM DUTSBIElT)GETOINS$IE.EDGE. ' . . .. STRUCTURAL SYSTEM.THEREFORE,'(J IS04PERATWE THAT THE OWNER REGULARLY INSPECTS:: CMANTANS,AND REPAIRS AS NECESSARY,ALL OF THESE WELDS,:CONNECTIONS,AND- F. FOUNDATION WORK (NOT REQUIRED). COMPONENTS FOR THE UFEOF THE STRUCTURE. n '3. THE OWNER SHALL REFER TO T1422K SECTION 14 AND ANNEX J FOR RECOMMENDATIONS FOR. MAINTENANCE AND INSPECTION.THE FREQUENCY OF THE INSPECTION AND MAINTENANCE .INTERVALS IS TO BE DETERMINED BY THE OWNER BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS: PAUL J.FORD&COMPANY RECOMMENDS THAT ACOMPLETE AND THOROUGH ' INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED_ YEARLY AND/OR AS FREQUENTLY AS CONDITIONS WARRANT.-ACCORDING TO TiA•222-GSECTION. 14.E TFIS RECOMMENOW THATTHE STRUCTURE,BE WSPECM'AFTER,SEVERE WINDANDIOR M STOR MS,CR:OTHER EXTREME LOADING CONDITIONS'. • z { yc 4s.# f. GNP T27 #{k2MC?_ � ZOO I'll 6$Ye PROIECTRb nifPAULJ.FORD.AND COMPANY 3TD13.2718 (SSUFOA7E0� a� g �BTRUGTUM2At ENGINEERS BU#875052 ASSOCIATED ALARM DRAWNBYi 7T 7T �g '= te�iq,au r°a :amsoo cm,�e, B.M.S. PERMIT:12-18.2013- i dIEDNffD BY: SYSTEM.., CROWN CASTLE HYANNis, MASSACHUSETlS APPROVED BY; BPARKMFJIoow DRIVE.prrtBEoRo,Nrlaxta MONOPOLE REINFORCEMENT AND RETROFITPROJECT --,—AT—, S,2 sI 3s -Rx(a�eMasxe - Fwc.Lsas7nwasRa .. .- 12-13-20E3 3 IIJ515TROPEAMtiIIN6 ' AJAX SOLTNOTE SHEET:RK,1A,5, 2013. NOTES:. 1: ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED'TO THE'PRETENSIONED CONI3ITION ACCORDING TO;THE- SPECIFICATION FOR STRUCTURAL JOINTS USING HIGI STRENGTH BOLTS`,DEC 39?2009: 2 ALL STRUCTURAL SOUS SHl BE INSPECTED ACCORDING TO THE REOUtREMENTP OF THE Alk SPECIFICATION FO STRUCTURAL JOINTS'USI,NG HIGHSTRENGTH f BOLTS',DEC:31,.2009, 3 ALL AJAX M20 BOLTS WITI'ISHEAR SLEEVES SHALL:BE PREfBNSfONED,AND TiGHTENM UNTIL THE,DIRECT TENSION INDICATOR(DTQ,WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED,SEE NOTES PAID DETAILSELOW FOR THE USE'OF-DIRECT TENSION INDICATOR{DT17 WASHERS WITHTHEAJAXM20 BOLTS..' 4. ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT PENSION INDICATORSe(OTI`S)ANd,H-ARDENED`WASHERS.DTITS SHALL SE THE S,QUi "STYLE'MADE TO ASTM F959 LATEST REVISION,AND'HARDENED WASHERS;SHALL,CANF.ORM TO AS7M F43B A146HAVE A HARDNESSO' F Rt SS OR'HiCsHEIL NOTES FOR AJAX MWd'ONE-SIDE"BOLTS WITH DIRECT TENSION INDICATORS(DTIS}:" 3T1'S REQUIRED: DTTS SHALL BE SELFANDICATiNT SQUIRTER0'S7YLE DTiSS-MADE WITH'SiLICONE EMBEDDED,IN THEM;INSPECTED BY MEANS OF'THE VIS k EJECTION:UF SILICONE AS,THE DTI PROTRUSIGNS.COMPAESS.SQUIRT n'S SHALL BE CAL18RATED PER MMUFACTURER'S INSTRUCTIONS;PRIORTO.USE. THE DIRECTTENSIONINDICATOR{DTI}WASHERSSHAL4:BETHE°�UfRTEFto T LE'AS MANUFACTURED BY. APPLIED BOLTING TECHNOLOGY PRODUCTS;INC. _. 1413 ROCIGNGHAM ROAD BELLOWS FALLS,VERMONT,USA 01,01 PHONE 1404552-!I%9 WEBSITE::WWW.APPLIEDSOLTING COM D)STRiBUTORS OF.SOUIRTER&DT('S. HTTPJNVWWAPPUEDBOLT(NG.COWAPPI FED BOLTING�DiS MBUTORS,HTML DTI:USE DIRECT-TENSION INDICATOR(DTi}WASHERS COMPATIBLE WITH 20 MM1_(M20)NOMINAL AM BOLTS`FOR TKE AJAXM20 BOLTS.DITS,SHALL.NOTSE'NOT-DiP-GALVANIZED, OTPS SHALL BE MECHANICALLY GALVANIZED(MG)BYTHE COLD MECHANICAL.PROCESS OW AS PAOV1DE(3 SY,THEDTI MANUFACTURER HARDENED WASHERS REQUIRED:USE A HARDENED WASHER FOR kk NAM(M20j;NQMINAL'90LT BETWEEN THi TOP OF THE,DiRE'd TENSION INDICATOR( 1T WASHER AND THE NUTOF THE AJAX M24 BOLTS:HARDENED WASHERS S11AtJ.CONFORM TO ASTM i?436 AND`HAVE AM I�IMUtA NARONEGS OF RC 38:OR HIGHER THE HARDENED WASHERS SHALL SE MECHANICALLY'MALVANM BY,THE COLD-MECHANICAL.PROCESS.-AITERP TNELY,"CORRECTLY MADE HOT DIP GALVANIZED HARDENbD;FLAT NIA IERS HAVING A MiNimum` HARDNESSOF RC38 CAN BE USED,CQNTRAGTORSNALLPROVIDE DOCUMENTATiOPI O WASHER SPEGIFICATION AND HARDNESS: I NUT.:LUBRICATION.REQUiRED: PROPERLY-LUBRICATE THE THRFADS.OF Ti'.E NUT OF THE'AJAX BOLT SO THAT iT CAN BE PROPERLY.TIGHTENED W,"OUT OAUING ANDIOF LOCKING UP ON THE BOLT THREADS.CONTRACTOR SHALL FOLLOW On MANUFACTURER INSTRUCTIONS FOR PROPER LUBRICOoN AND TIGHTENING.; NO E:COLPLETELY COMPRESSED DTTS SHOIMNG NO VISIBLE REMAINING GAP-ARE ACCEPTABLE_D11 WASHERS SHALL BE PLACED DIRECTLY AGAiNSTTHE OUTER AJAX WASHER t WITH THE DTI BUMPS'FACING;A lAY.FROM THE AJAR WAASHER.`PLACE A'HARDENi;D'WASHEFC BETWEEN THE DT1 AND THE AM NUT.THE DTI BUMPS•SHALL'BEAk-AGAINST THE UNDERSIDE OF'A HARDENED FLAT WASHER;NEVER DIRECTLY AGAINST THE'NUT:' <_ CONTRACTOR SHALL FOLLOW D_n MANUFACTURER'S INSTRUCTIONS-FOR INSTALLATION,LUBRICATION,TIGHTENING ANDTNSPEC(ION; INSPECTION:REQUIRED: ALL AJAX BOLTS_SHALL BE'INSPECTED',ACCMINu TO THE-REQU CI S C1F THE"AISC;'SPfR d ON FOR'STRU6iuFkiL,J01NTS USING HIGFFSTRENGTH BOLTS,DEC:31;2009,BY At1DALI RED BDLTINSPEGTOR DURING INSTAU11T10N,THE BOLT INSPECTOR SWtLL�VERIFY,AND DOCUMENT.THE SHOP-DRILLED AND. FiELO•DRILLEO HOLE SIZES;THE INSTALLATION CIF THE AJAR BOLT ASSEMBLY,INCLUDING THE SHEAR;SLEEVE PLACEMENT AND NUT LUBRICATION;AND THE CONTRACTOR'S` 7ENSIONINGPROCEDURE: IN ADDITION,ALL AJAR BOLTS AND DTI'S,SHALL BE VISUAL LY INSPECTED ACCORDING'TO THE DT1'MANVFACTUR ER'S INSTRUCTIONS. THE BOLT' INSPECTOR SHALL PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL 60LTS AFTERTTIGHTENING CLEARLY S1 O10WING THECQNDIT14N OF THE DTP'. WTERQROFPOLESHAFTI, EXT WOROfiPOLESHAFT' PIX6a3 TFtMHE. .&N�r tR%E�15}iW''t - .HarDPCAL PERAS[A1A: tta�can2tt�x�an.cat w�rouxq �em : eai cmccanraia no rattan) srn `estrara�tai ?vRED , i+ $ APfUffiBaTN�TBGQbABY W axn vca ) ctaw�e+pa tJ 9mT NOTE:ALL SHOP AND FIELD DRILLED Rzt, c rxboL HOLES SHALL BE NOMINAL GM`M DIAMETER THE MA41MUM-HOLE' DIAMETER PERMITTED.IS 1-3liBq. 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