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Home My WebLink About1047 FALMOUTH ROAD/RTE 28 (14) ', j, �� - - ---- -,. ��. �,.�. _ _. -- 21 B Street Burlington, MA 01803 C p.N S U L T I N G Tel: (781) 273.2500 www.ebiconsulting.com Fax: (781) 273.3311 Town of Barnstable November 22, 2011 Building Division —� Thomas Perry 200 Main Street Hyannis, MA 02601 Re: Construction Control Affidavit Wireless Telecommunication Tower Modifications 1047 Falmouth Road �� Barnstable, MA 02601 Dear Mr. Perry: This letter is to affirm that all plans, computations and specifications involved in.the modification of the above mentioned wireless telecommunication tower shall be prepared by or under the direct supervision of a registered design professional and shall bear his signature and seal. Said signature and seal shall signify that the plans, computations and specifications meet the applicable provisions of the Massachusetts Building Code and accepted engineering practices. The structural design of the wireless communication tower shall also be reviewed and computations performed by a registered structural engineer to verify that the modifications in no way affect the structural integrity of the structure. As part of the construction process,the registered design professional responsible for the design, plans, calculations and specifications, or his designee, will perform the following tasks as part of the construction process. 1. Review for conformance with the construction documents the shop drawings, samples and other submittals by the contractor. 2. Be present at appropriate intervals to insure the quality of the work and to determine if the work is being performed in a manner consistent with the construction documents and code. R. po com do f th s mit a letter as to the satisfactory completion and 're,adi ess of h r j rn v 9�y \ 4729T � .. . RTY Daniel V. Doherty, P. S� NAL Subscribed and sworn to be a this day of Ad n � 9//41/ IS otary Public My Co mi sion Expires .a i ENVIROBUSINESS,INC.LOCATIONS I ATLANTA,GA I BALTIMORE,MD I BURLINGTON,MA I CHICAGO,IL DALLAS,TX I DENVER.CO I HOUSTON,TX I LOS ANGELES,CA I NEW YORK,NY I PHOENIX,AZ I PORTLAND,OR SAN FRANCISCO,CA I SEATTLE,WA I YORK,PA BABNBIABLL MABB. �PrED MPS� Town of Barnstable Zoning Board of Appeals Agenda May 21, 2008 Revised as of 05-14-08 7:00 PM Appeal 2008-028 Childs Modification Variance No. 2000-024 & 1975-093 This appeal has requested a withdrawal without prejudice as it was incorrectly noticed under the name of Randall E. Childs when it should have been noticed under RELD Corporation. A new application has been submitted and is scheduled for the June 11 hearing. April 28, 2008 letter from Attorney Bruce P. Gilmore is enclosed. Randall E. Childs has applied for a Modification of Variance No. 2000-024 and 1975-093. The modification bseeks to change Condition No. 1 of Variance 2000-024 that now restricts the number of office suites to four. The modification seeks to allow for six office suites in the existing building. The property is addressed as ,�1047 Falmouth Road (Route 28)., Hyannis,.MA and'is shown on Assessor's Map 250 as parcel 004. The property is i a Residence D-1 Zoning District. 7:00 PM Appeal 2008-008 - Continued Oyster Harbor Club Expand/Alter Nonconforming Use Opened February 27, 2008, continued, March 12, 2008, April 30, 2008, and to May 21, 2008 Continued for Attorney Town Attorney's Office input into the issue of building a new additional building (for an accessory use) on a lot upon which an existing preexisting nonconforming use exists. Request letter of May 2, 2008, and follow-up clarification letter of May 8, 2008 are enclosed. A copy of Attorney Edward W. Kirk May 14, 2008 correspondence to Tow Attorney Ruth Weil is enclosed. Town Attorney, Ruth Weil communicated to staff that her office will need additional time to review and communicate to the Board on this issue. Staff has communicated this to Attorneys Kirk and Murphy and staff anticipates they will be requesting a continuance of this appeal to the June 11` or July 9`h. meeting of the Board. Members: Ron S.Jansson,James Hatfield,John T. Norman,Jeremy Gilmore, Gail C. Nightingale No Alternates Oyster Harbors Club, Inc. has petitioned for Special Permits pursuant to Section 240-93.13 Alteration and Expansion of a Nonconforming Buildings or Structures Not Used as Single or Two-Family Dwellings; and Section 240-94.13 Expansion of a Preexisting Nonconforming Use. The petitioner seeks to remodel an existing 573 sq.ft., children's play center and to add another accessory building consisting of 1,096 sq.ft., to also be used as a children's play center. The buildings and use is accessory to the principal nonconforming use of the property as a Club House. The subject property is located as shown on Assessor's Map 053 as Parcel 012 Lot 001, addressed as 170 Grand Island Drive Osterville MA 02655, in a Residence F-1 Zoning District. r OWCrown Castle Tel: 704 405.6600 rE 3530 Toringdon way,Suite 300 ' Charlotte,NC 28277 www.crowncastle.com Tuesday June 2,2009 RE: Crown Castle USA Inc..Letter of Authorization(LOA) Crown Castle USA Inc.., does hereby authorize MetroPCS 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 USA Inc., existing wireless communications facility described as follows: Customer Site HYN0016 Crown Castle Site ID Number: BU#875052 Name: Site Address: 1047 Falmouth Rd Crown Site Hyannis,MA Name: Associated Alarm System This authorization is fully contingent upon MetroPCS and MetroPCS's auhorized contractors/agents'compliance with the following conditions: 1. Crown Castle USA Inc., must review the application prior to submittal. Crown Castle USA Inc., 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 USA Inc.. Zoning Subject Matter Expert (SME) will review and provide written comment to the customer within 48 hours of receipt of a complete set of application materials. If Crown Castle USA Inc.. indicates that changes are required, submissions shall be altered in accordance with Crown Castle USA Inc., comments prior to submission to the locality. Verification of corrections should also be accomplished via emails and attachments. 2. In no event may MetroPCS encourage, suggest, participate in, or permit the imposition of any restrictions or additional obligations whatsoever on the tower site or Crown Castle USA Inc., current or future use or ability to license space at the tower site as part of or in exchange for obtaining any approval,permit,exception or variance. 3. A copy of the final permit and/or a written summary of the zoning/entitlement decision rendered by the locality and any/all conditions placed on that decision shall be communicated in detail to Crown Castle USA Inc.. well within the appeal period provided by the locality(typically 10-15 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 USA Inc., shall verify the inclusion of appropriate conditions of approval in the construction drawing redline process. 5. Crown Castle USA Inc., will provide a Notice To Proceed(NTP)to construction to the customer upon receipt of the final approved zoning permit and the approved Building Permit. Crown.Castle US&Inc.. Signature: Printed Name: Paul Hughey Title: Property Specialist 704`405-6571 The Commonwealth of Massachusetts Department of Public Safety One Ashburton Place, Room 1301 Boston, Massachusetts 02108-1618 Phone (617) 727-3200 Fax (617) 727-5732 CONSTRUCTION CONTROL DOCUMENT Project Title: HYN00I6A (Crown Hyannis 875052) Date: Dec 10,2009 Project Location: 1047 Falmouth Road,Hyannis,MA 02601 Scope of Project: Installation of telecommunication antennas and cables on existing monopole,and installation of wireless ground equipment. In accordance with SECTION 116.0-116.4.2 of the 6th edition of the Massachusetts State Building Code,I,Marc R.Chretien,Mass. Registration Number 40313 being a registered professional Engineer/Architect hereby CERTIFY that I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning: [X] Entire Project [ ] Architectural [ ] Structural [ ] Mechanical [ ] Fire Protection [ ] Electrical [ ] Other(specify) for the above named project and that to the best of my knowledge,such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code,all acceptable engineering practices and all applicable laws for the proposed proj ect. Furthermore,I understand and agree that I shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to determine that the work is proceeding in accordance with the documents approved by the building permit and shall be responsible for the following as specified in section 116.2.2:** 1. Review of shop drawings,samples and other submittals of the contractor as required by the construction contract documents as submitted for the building permit,and approval for the conformance to the design concept. t 2. Review and approval of the quality control procedures for all code-required controlled materials. 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, in general, if the work is being performed in a manner consistent with the construction documents.** **Requires timely notification of construction commencement by the contractor of record and timely notification(min.of 48 hours)of critical construction milestones by the contractor of record. If not notified by the contractor of record of these events,this office assumes no responsibility for the construction of the project. I shall submit periodically,in a form acceptable to the building official,a progress report together with pertinent comments. Upon completion of the work,I shall submit to the building official a final report as to the satisfactory completion and readiness of the project for occupancy. OF Mg9 Signature and Seal of registered professional: yk� n MARC R. o CHRETIEN —+ CIVIL N 0.40313 THE Barnstable � ■ All-MMca City * &MMSTABLE, 39. The Town of Barnstable Q P Growth Management Department Jo Anne Miller Buntich 2007 Interim Director July 31, 2009 Metro PCS Massachusetts, LLC do J. Lee Consulting, Inc. Gerry Squires, Agent/Site Acquisition Consultant 101 Palisades Circle Stoughton, MA 02017 RE: Site Plan Review # 019-09 2� � "� OoLf 1047 Falmouth Road, Hyannis -Wireless Communications Facility- Addition of 3 antennas and.related ground equipment to an existing monopole. Dear Mr. Squires: Please be advised that the above referenced proposal was found to be administratively approvable subject to the following: • Approval is based upon Site Plan Review package dated June 22, 2009 which included plans entitled, "NYN0016A, Crown 875052, Hyannis, Site Address 1047 Falmouth Road, Hyannis, MA" 8 sheets: T-1, C-1, S-1 & 2, E-1 & 2 all dated 6/11/09, prepared by Advanced Engineering Group, P.C.,RI, stamped Marc R. Chretien, PE Mass., prepared for Metro PCS, Chelmsford, MA said plans depict site:plan, elevations, equipment details, antenna details & electrical details. • Applicant must obtain and comply with all other applicable permits, licenses and approvals required. • Approval of a modification of an existing variance must be obtained from the Zoning Board of Appeals: 367 Main Street, Hyannis, MA 02601 (o) 508-862-4678 (f) 508-862-4782 200 Main Street, Hyannis, MA 02601 (o) 508-862-4786 (f) 508-862-4784 • Upon completion of all work, a registered engineer or land surveyor shall submit a letter of certification, made upon knowledge and belief in accordance with professional standards that all work has been done in substantial compliance with the approved site plan and any changes resulting from Zoning Board of Appeals decision. Zoning Section 240-104 (G). This document shall be submitted prior to the issuance of the final certificate of occupancy. Sincerely, Ellen M. Swiniarski Site Plan Review/Regulatory Review Coordinator 200 Main Street, Hyannis 508-862-4679 CC: SPR File # 019-09 Building Commissioner, Tom Perry Zoning Board of Appeals 367 Main Street, Hyannis, MA 02601 (o) 508-862-4678 (f) 508-862-4782 200 Main Street, Hyannis, MA 02601 (o) 508-862-4786 (f) 508-862-4784 Page 1 of 1 Gerry Squires From: Lt Don Chase[dchase@hyannisfire.org] Sent: Friday, December 18, 2009 11:36 AM To: Gerry Squires Subject: RE: MetroPCS installation @ 1047 Falmouth Rd Hi, All set with the building dept. I sent them an email (Sally)to let them know we had no issues there. One question, how is the generator fueled?Thanks Don Lt. Don Chase, FPO Fire Prevention Officer Hyannis Fire Department 508-775-1300 (c) 508-648-5806 From: Gerry Squires [mailto:GSquires@jleeconsulting.net] Sent: Thursday, December 17, 2009 12:01 PM To: dchase@hyannisfire.org Subject: MetroPCS installation @ 1047 Falmouth Rd Don, Per our conversation I have attached a set of plans for your review. I appreciate your help wit this. My email is gss uires ieeconsulting.net. Please call me at 781-363-6334 if you have any questions.. Thank you, Gerry Squires No virus found in this incoming message. Checked by AVG-www.avg.com Version: 9.0.716/Virus Database: 270.14.113/2573-Release Date: 12/18/09 02:35:00 No virus found in this incoming message. Checked by AVG-www.avg.com Version: 8.5.427/Virus Database: 270.14.112/2571 -Release Date: 12/18/09 07:35:00 I 12/21/2009 - Barnstable �FWI Tp� �O A TOINN OF BARN TABLE All-America City BUMMBLE, v Mnss. � �AEo. The TO n -q B astable r A 2 L a r-1 Growth Management apartment Jo Anne Miller Buntich 2007 Interim Director `- -`_ •' .. July 31, 2009 Metro PCS Massachusetets, LLC c/o J. Lee Consulting, Inc. Gerry Squires, Agend/Site Acquisition Consultant 101 Palisades Circle Stoughton, MA 02017 RE: Site Plan Review # 019-09 Q 1047 Falmouth Road, Hyannis - Wireless Communications Facility - Additions!' of 3 antennas and related ground equipment to an existing monopole. Dear Mr. Squires: Please be advised that the above referenced proposal was found to be administratively approvable subject to the following: • Approval is based upon Site Plan Review package dated June 22, 2009 which included plans entitled, "NYN0016A, Crown 875052, Hyannis, Site Address 10-47 Falmouth Road, Hyannis, MA" 8 sheets: T-1, C-1, S-1 & 2, E-1 & 2 all dated 6/11/09, prepared by Advanced Engineering Group, P.C., RI, stamped Marc R. Chretien, PE Mass., prepared for metroPCS, Chelmsford, MA said plans depict site plan, elevations, equipment details, antenna details & electrical details. • Applicant must obtain and comply with all other applicable permits, licenses and approvals required. • Approval of a modification of an existing variance must be obtained from the Zoning Board of Appeals. 367 Main Street, Hyannis, MA 02601 (o) 508-862-4678 (f) 508-862-4782 200 Main Street, Hyannis, MA 02601 (o) 508-862-4786 (f) 508-862-4784 • Upon completion of all work, a registered engineer or land surveyor shall submit a letter of certification, made upon knowledge and belief in accordance with professional standards that all work has been done in. substantial compliance with the approved site plan and any changes resulting from Zoning Board of Appeals decision. Zoning Section 240-104 (G). This document shall be submitted prior to the issuance of the final certificate of occupancy. Sincerely, 49a Ellen M. Swiniarski Site Plan Review/Regulatory Review Coordinator 200 Main Street, Hyannis 508-862-4679 CC: SPR File # 019-09 Building Commissioner, Tom Perry Zoning Board of Appeals 367 Main Street, Hyannis, MA 02601 (o) 508-862-4678 (f) 508-862-4782 200 Main Street, Hyannis, MA 02601 (o) 508-862-4786 (f) 508-862-4784 f Am WTI Date: May 15,2009 GPD ASSQUATES Steve Tuttle GPD Associates Crown Castle USA Inc. 520 South Main Street, Suite 2351 349 West Commercial Street Akron, Ohio 44311 East Rochester, NY 14445 (330)572-2205 (585)899-3445 jbutterfield(a�odoroup.com Subject: Structural Analysis Report Carrier Designation: Metro PCS Co-Locate Carrier Site Number: HYNO016 Crown Castle Designation: Crown Castle BU Number: 875052 Crown Castle Site Name: Associated Alarm System Crown Castle JDE Job Number: 119787 Crown Castle Work Order Number: 272068 Engineering Firm Designation: GPD Associates Project Number: 2009184.47 Site Data: 1047 Falmouth Rd, Hyannis, MA 02601, Barnstable County Latitude 41°39'32.184", Longitude-700 19'32.808" 118 Foot—Summit Monopole Tower Dear Mr. Steve Tuttle, GPD Associates is pleased to submit this "Structural Analysis 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 331688, in accordance with application 73650, revision 2. 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: LC1: 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/EIA-222-F standard based upon a wind speed of 100 mph fastest mile. We at GPD Associates appreciate the opportunity of providing our continuing professional services to you and Crown Castle USA Inc. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: �.�� OF o� DAM L" 0CIVIL G R 4 No. 36965 � David B.Granger P.E. Massachusetts#: 36965 +lAt RISA Tower Report-version 5.3.0.1 T T Crown Castle USA, Inc. May 15, 2009 118 Ft Monopole Tower Structural Analysis CCI BU No 875052 Project Number 2009184.47,Application 73650, Revision 2 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 Table 3-Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5—Section Capacity(Summary) Table 6-Tower Component Stresses vs. Capacit y 4.1)Recommendations 5)DISCLAIMER OF WARRANTIES 6)APPENDIX A RISATower Output 7)APPENDIX B Base Level Drawing 8)APPENDIX C Additional Calculations RISATower Report-version 5.3.0.1 r , Crown Castle USA,Inc. May 15, 2009 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 2009184.47,Application 73650, Revision 2 Page 3 1) INTRODUCTION The existing 118' monopole has 18 sides and is evenly tapered from 39.42" (flat-flat)at the base to 22.00" (flat- flat)at the top of the tower. The tower has three major sections connected by slip joints. This tower is a 118 ft Monopole tower designed by Summit Manufacturing 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/EIA-222-F Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile wind speed of 100 mph with no ice, 86.6 mph with 0.5 inch ice thickness and 50 mph under service loads. Table 1 -Proposed Antenna and Cable Information M ..- �. cif$3 's��'�'a'�,�',- �r aNumber �< z � �° umbers Feed Mont of An n _ Antenna Model ;€ofTee, Lme Note Level¢ ft F 'Elevation M Manufacturers �' * m � ��_� ) H tennas3 i ., �Lioes� Sizev(m) i� -110 110 - 3 Kathrein 80010504 6 7/8 _ - - _ 1 3 Kathrein 860 10118 TMA's 1 3/8 Notes: 1) See Appendix"B"for proposed coax layout. Table 2-Existing and Reserved Antenna and Cable Information � �: x Center � g � ufim Mo�untrng Line of AntesWin-w �of�FeedLrne Note IaI Antenna Model , Level{—t Elevation , Manufacturers � � �� - (i��A { B Antennas k w Lines Size ��I�. � C+1. g��i I:�\� O �G"'x2 Y 3 t �b � 4 Comsat RSI PCSA065-16-00 4 1-5/8 118 119 2 1 CSA Wireless PCSA090-16-0 2 1-5/8 118�i 1 13' Platform 102 1 Celwave PD10183-1 95 101 1 Cushcraft CRS-3-50 3 7/8 3 95 2 2' Standoff 3 RFS Celwave APX16DWV-16DWV-S E-A20 88 88 1 3 RFS Celwave ATMAA1412D-lA20 TMA's 12 7/8 2 3 Ericsson KRY 112 71 TMA's 74 1 Lucent KS24019-Ll12A 1/2 73 73 1 2' Standoff 1 Notes: 1) Both the existing and MLA loadings were considered in this analysis. In this case,the MLA loading controls. 2) Both the reserved and SLA loadings were considered in this analysis.In this case,the reserved loading controls. 3) (1)7/8"coax is abandoned,and was considered in this analysis. RISATower Report-version 5.3.0.1 I Crown Castle USA, Inc. May 15, 2009 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 2009184.47,Application 73650,Revision 2 Page 4 Table 3- Design Antenna and Cable Information I t { Number �, �. �� ` F � I Number Fesd MountingLrne VRM of �} antenna,Model of Feed E Line #Lever{ftj Elevations� ZFE � � Manufacturer � � Antennas � ?� 1 14' Low Profile Platform 118 118 1 5/8" Lightning Rod ii-7 , Dapa 48000 PCS Panel 102.5 102.5 2 15'Whip Antennas 1 Omni-Antenna Clamp Mount_ 14' Clamp-On Low Profile 88 gg 1 Paltform 12 Dapa 48000 PCS Panel 76 F76 1 F GPS Antenna 3)ANALYSIS PROCEDURE Table 4-Documents Provided -rlm" � � a n .:. Document �emarks �� Reference� Sourced Original Tower Drawings Summit Job5:91S - 515, dated Doc ID#: 2145145 Crown DMZ Foundation Drawings Summit Job#: 9154-A518, dated 5/1/2000 Doc ID#: 2145142 Crown DMZ Geotechnical Report CHA Proj. #: 07.71, dated 3/30/2000 Doc ID#: 1430651 Crown DMZ 0/20 Previous Analysis PJF Proj.#: 115635, dated 3/8/09 Doc ID#:2397407 Crown DMZ 3.1) Analysis Method RISATower(version.5.3.0.1), 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) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA-222-F. This analysis may be affected if any assumptions are not valid or have been made in error. GPD Associates should be notified to determine the effect on the structural integrity of the tower. RISATower Report-version 5.3.0.1 Crown Castle USA,Inc. May 15, 2009 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 2009184.47,Application 73650, Revision 2 Page 5 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Bas,t�i�o-� W axsC�rs �Pass`?F�al N�o� �„ �.,- � �T p� �:�t .� �. •,Element (K1� p �� L1 118-77.25 Pole TP28.318x22x0.1875 1 -3.85 787.88 72.4 Pass L2 77.25-40.75 Pole TP33.602x27.4003x0.25 2 -7.71 1348.65 87.7 Pass L3 40.75-0 Pole TP39.42x32.4431 x0.3125 3 -14.65 2016.56 94.9 Pass Summary Pole(0) 94.9 Pass RATING= 94.9 Pass Table 6-Tower Component Stresses vs. Capacity-LC1 ORION Comp � one Ele�atlon(ftj r �; °hapach►� �Pass/Fail ?� �ANN � 1 Anchor Rods 6.7.4 _ Pass 1 Base Plate 78.6 Pass 1 Base Foundation 86.9 Pass Soil Interaction — "-� . O— j 4 `r � ctu�re ating(mafrom� nn�s) � 0 9N Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The designs of the tower and its foundation are sufficient for the proposed loading and do not require modification. RISATower Report-version 5.3.0.1 Crown Castle USA, Inc. May 15, 2009 118 Ft Monopole Tower.Structural Analysis CCI BU No 875052 Project Number 2009184.47,Application 73650, Revision 2 Page 6 5 DISCLAIMER OF WARRANTIES GPD ASSOCIATES has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD ASSOCIATES in connection with this Structural Analysis are limited tower structure and theoretical capacity to a computer analysis of the to p ty of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members(above and below ground). No allowance was made for loose bolts or cracked welds. GPD ASSOCIATES does not'analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD ASSOCIATES provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owners responsibility to determine the amount of ice accumulation, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD ASSOCIATES, but are beyond the scope of this report. Miscellaneous items such as antenna mounts etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD ASSOCIATES makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD ASSOCIATES will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD ASSOCIATES pursuant to this report will be limited to the total fee received for preparation of this report. RISATower Report-version 5.3.0.1 Crown Castle USA,Inc. May 15, 2009 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 2009184.47,Application 73650, Revision 2 Page 7 APPENDIX A RISA TOWER OUTPUT RISATower Report-version 5.3.0.1 118.0 R a DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Valmont 13'Platform w/o rails GPD 118 12'Omni 95 (3)FV85.14-00NA2 w/Mormt Pipe 118 APX10DWV-18DWV-S-E-A20 88 (3)FV85.14-00NA2 w/Mood Pipe 118 APX16DWV-16DWV-S-E-A20 88 (3)FV05.14-OONA2 w/MowR Pipe 118 APX16DWV-18DWV-S-E-A20 88 800 10504 w/Mourd Pipe 110 ATMAA1412D-1A20 88 800 10504 w/Mound Pipe 110 ATMAA1412D-1A20 88 80010504 w/Mound Pipe 110 ATMAA1412D-1A20 88 860 10118 110 KRY 112 71 88 n A m 88010118 110 KRY 112 71 88 o R 'i 01 860 10118 110 KRY 112 71 88 "r 2'Standoff 95 2'Standoff 73 2'Standoff 95 KS24019-L112A 73 PD10183-1 95 MATERIAL STRENGTH I GRADE Fy Fu GRADE Fy Fu Ae07-80 e0 ksi 75 ksi A607.85 165 ksl I 8D ksi TOWER DESIGN NOTES ? 1. Tower is located in Barnstable County,Massachusetts. 77.3 R 2. Tower designed for a 100 mph basic wind in accordance with the TIAIEIA-222-F < Standard. F 3. Tower is also designed for a 87 mph basic wind with 0.50 in ice. 4. Deflections are based upon a 50 mph wind. 5. TOWER RATING:94.9% o 0 0 o ry O V N N � 40.8 R 'm Q AXIAL g 19 K ap N N < N ' 6 N V N SHEAR MOMENT 15 K 1272)dp-ft TORQUE 0Idp-ft 87"ph WIND-0.5000 in ICE AXIAL 15 K MOMENT 18 K 1526 kip ft 18 0.0 R o TORQUE 0 k/p-ft REACTIONS-100 rr)Dh WIND 9 E t] o 0 O E N J Z H J H m (7 zi GPD Associates "Associated Alarm System BU#:87505 520 South Main St. Projed:2009184.47 Akron,Ohio 0lOn"Crown Castle Drawn by:*butterfiel Appd' Phone:330-572-2100 code:TLAJEIA-222-F Date:05/15/09 Scab: NTS FAX 330 572-1235 Pam'N.-M9Q0991B4a7u75487soszed Dwg No.E-1 Job Page 1IS'ATQwer� Associated Alarm S stem BU#: 875052 1 of 15 Y GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle FAX:(330)572-1235 jbutterfield Tower.In ut Data k There is a pole section. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply. Tower is located in Barnstable County,Massachusetts. Basic wind speed of 100 mph. Nominal ice thickness of 0.5000 in. Ice density of 56 pcf. A wind speed of 87 mph is used in combination with ice. Temperature drop of 50'F. Deflections calculated using a wind speed of 50 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.333. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered 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 4 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios 4 Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys 4 Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz J Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity J Autocalc Torque Arm Areas 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 „ Feed Line/Linear APOR.,tenances.;= Entered As Area. Description Face Allow Component Placement Total CAAA.' Weight or Shield Type Number Leg ft Aft plf LDF4RN-50A(1/2 C No Inside Pole 73.00-8.00 1 No Ice 0.00 0.15 FOAM) 1/2"Ice 0.00 0.15 LDF5-50A(7/8 FOAM) B No Inside Pole 88.00-8.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 LDF5-50A(7/8 FOAM) -A No Inside Pole 95.00-8.00 3 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 LDF5-50A(7/8 FOAM) C No Inside Pole 110.00-8.00 6 No Ice 0.00 0.33 12"Ice 0.00 0.33 FSJ2-50(3/8') C No Inside Pole 110.00-8.00 1 No Ice 0.00 0.08 12"Ice 0.00 0.08 LDF7-50A(1-5/8 C No Inside Pole 118.00-8.00 9 No Ice 0.00 0.82 FOAM) 12"Ice 0.00 0.82 i Feedline Distribution Chart 0'-118, RoLM Flat App In Face App Oi4 Face Tn Leg 118.00 Face A Face B Face C 118.00 110.00 110.00 95.00 95.00 88.00 88.00 77.25 7725 73.00 73.00 f O LL I\ m b O LL � N N ' Q LL LL W c o Q LL N � � C LL Q � h LL () 0 LL 40.75 40.75 - c - Z lC v LL 8.00 8.00 0.00 0_00 GPD Associates lob:Associated Alarm System BU#:87505 520 South Main St. PmJsct:2009184.47 Akron,Ohio cner::Crown Castle I D'a`""by:ibutterfiel Appd: Phone:330-572-2100 Code: TLA/EIA-222-F IDate:05/15/09 Scale: NTS FAX 330 572-1235 aem:N:120092009184147 MSM875057ad Dvg No.E-7 .VISA Tower Jab Associated Alarm System BU#: 875052 Page2 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle jbutterfield FAX.-(330)572-1235 t Discrete Tdwer t6dds . . Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft }I ft2 ft, K ft ft Valmont 13P a tf 1 rm w/o C None 0.0000 118.00 No Ice 24.80 24.80 1.50 o rails(GPD) 1/2"Ice 26.20 26.20 2.50 (3)FV65-14-00NA2 w/ A From 4.00 0.0000 118.00 No Ice 8.64 6.95 0.06 Mount Pipe Centroid-Le 0.00 1/2"Ice 9.29 8.13 0.12 g 0.00 (3)FV65-14-OONA2 w/ B From 4.00 0.0000 118.00 No Ice 8.64 6.95 0.06 Mount Pipe Centroid-Le 0.00 1/2"Ice 9.29 8.13 0.12 g 0.00 (3)FV65-14-OONA2 w/ C From 4.00 0.0000 118.00 No Ice 8.64 6.95 0.06 Mount Pipe Centroid-Le 0.00 1/2"Ice 9.29 8.13 0.12 g 0.00 800 10504 w/Mount Pipe A From Leg 0.47 20.0000 110.00 No Ice 3.59 3.18 0.04 0.17 1/2"Ice 4.01 3.91 0.07 0.00 800 10504 w/Mount Pipe B From Leg 0.47 20.0000 110.00 No Ice 3.59 3.18 0.04 0.17 1/2"Ice 4.01 3.91 0.07 0.00 800 10504 w/Mount Pipe C From Leg 0.47 20.0000 110.00 No Ice 3.59 3.18 0.04 0.17 1/2"Ice 4.01 3.91 0.07 0.00 860 10118 A From Leg 0.47 20.0000 110.00 No Ice 0.00 0.14 0.00 0.17 1/2"Ice 0.00 0.21 0.00. 0.00 860 10118 B From Leg 0.47 20.0000 110.00 No Ice 0.00 0.14 0.00 0.17 1/2"Ice 0.00 0.21 0.00 0.00 860 10118 C From Leg 0.47 20.0000 110.00 No Ice 0.00 0.14 0.00 0.17 1/2"Ice 0.00 0.21 0.00 0.00 2'Standoff A From Leg 1.00 0.0000 95.00 No Ice 1.36 1.36 0.02 0.00 1/2"Ice 2.45 2.45 0.04 0.00 2'Standoff C From Face 1.00 0.0000 95.00 No Ice 1.36 1.36 0.02 0.00 1/2"Ice 2.45 2.45 0.04 0.00 PD.10183-1 A From Leg 2.00 0.0000 95.00 No Ice 3.92 3.92 0.04 0.00 1/2"Ice 5.35 5.35 0.07 7.00 12'Omni C From Face 2.00 0.0000 95.00 No Ice 3.60 3.60 0.05 0.00 1/2"Ice 4.83 4.83 0.08 6.00 APXI6DWV-16DWV-S-E-A A From Leg 0.50 0.0000 88.00 No Ice 7.232.15 0.04 20 0.00 1/2"Ice 7.68 2.49 0.07 0.00 APXI6DWV-16DWV-S-E-A B From Leg 0.50 0.0000 88.00 No Ice 7.23 2.15 0.04 20 0.00 1/2"Ice 7.68 2.49 0.07 0.00 APXI6DWV-16DWV-S-E-A C From Leg 0.50 0.0000 88.00 No Ice 7.23 2.15 0.04 20 0.00 1/2"Ice 7.68 2.49 0.07 0.00 ATMAA1412D-1 A20 A From Leg 0.50 0.0000 88.00 No Ice 1.17 0.47 0.01 Job Page * AT O . . Associated Alarm System BU#: 875052 3 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle jbutterfield FAX.-(330)572-1135 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Pert ft ft ft2 f? K ft ft 0.00 1/2"Ice 1.31 0.57 0.02 0.00 ATMAA1412D-1 A20 B From Leg 0.50 0.0000 88.00 No Ice 1.17 0.47 0.01 0.00 1/2"Ice 1.31 0.57 0.02 0.00 ATMAA1412D-I A20 C From Leg 0.50 0.0000 88.00 No Ice 1.17 0.47 0.01 0.00 1/2"Ice 1.31 0.57 0.02 0.00 KRY 112 71 A From Leg 0.50 0.0000 88.00 No Ice 0.73 0.43 0.01 0.00 1/2"Ice 0.86 0.54 0.02 0.00 KRY 112 71 B From Leg 0.50 0.0000 88.00 No Ice 0.73 0.43 0.01 0.00 1/2"Ice 0.86 0.54 0.02 0.00 KRY 112 71 C From Leg' 0.50 0.0000 88.00 No Ice 0.73 0.43 0.01 0.00 1/2"Ice 0.86 0.54 0.02 0.00 2'Standoff A From Leg 1.00 0.0000 73.00 No Ice 1.36 1.36 0.02 0.00 1/2"Ice 2.45 2.45 0.04 0.00 KS24019-L112A A From Leg 2.00 0.0000 73.00 No Ice 0.16 0.16 0.01 0.00 1/2"Ice 0.22 0.22 0.01 1.00 . Tower Pressuresx No Ice S � - Gb=1.690 Section z Kz q= AG F AF An A, Leg CAAA CAAA Elevation a % In Out c Face Face sf ft' e ft' ft2 f 2 Ll 97.08 1.361 35 85.436 A 0.000 85.436 85.436 100.00 0.000 0.000 118.00-71.25 B 0.000 85.436 100.00 0.000 0.000 C 0.000 85.436 100.00 0.000 0.000 L2 77.25-40.75 58.85 1.18 30 93.600 A 0.000 93.600 93.600 100.00 0.000 0.000 B 0.000 93.600 100.00 0.000 0.000 C 0.000 93.600 100.00 0.000 0.000 L3 40.75-0.00 19.78 1 26 123.136 A 0.000 123.136 123.136 100.00 0.000 0.000 B 0.000 123.136 100.00 0.000 0.000 C 0.000 123.136 100.00 0.000 0.000 77777771 Tower Pressure With Ic'e, GR=1.690 Job Page SA Tower Associated Alarm System BU#: 875052 4 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by, Phone:330-572-2100 Crown Castle jbutterfield FAX. (330)572-1235 Section z Kz q. tz AG F AF AR A,, Leg CAAA CAAA Elevation a % In Out C Face Face ft fl Psf to f� e ft1 f� fta ft2 fta L1118.00-77.25 97.08 1.361 26 0.5000 88.832 A 0.000 88.832 88.832 100.00 0.000 0.000 B 0.000 88.832 . 100.00 0.000 0.000 C 0.000 88.832 100.00 0.000 0.000 L2 77.25-40.75 58.85 1.18 23 0.5000 96.641 A 0.000 96.641 96.641 100.00 0.000 0.000 B 0.000 96.641 100.00 0.000 0.000 C 0.000 96.641 100.00 0.000 0.000 L3 40.75-0.00 19.78 1 19 0.5000 126.532 A 0.000 126.512 126*132 100.00 0.000 0.000 B 0.000 126.532 100.00 0.000 0.000 C 0.000 126.532 100.00 0.0001 0.000 Tower Pressure Service Gg=1.690 Section z Kz qi AG F AF AR Arts Leg CAAA CAAA Elevation a 0/0In Out c Face Face Psf ft2e L1 97.08 1.361 9 85.436 A 0.000 85.436 85.436 100.00 0.000 0.000 118.00-77.25 B 0.000 85.436 100.00 0.000 0.000 C 0.000 85.436 100.00 0.000 0.000 L2 77.25-40.75 58.85 1.18 8 93.600 A 0.000 93.600 93.600 100.00 0.000 0.000 B 0.000 93.600 100.00 0.000 0.000 C 0.000 93.600 100.00 0.000 0.000 L3 40.75-0.00 19.78 1 6 123.136 A 0.000 123.136 123.136 100.00 0.000 0.000 B 0.000 123.136 100.00 0.000 0.000 C 1 0.0001 123.1361 1 100.001 0.0001 0.000 Towed Forces No. Ice Wind Normal T. Face kEleva n Add Self F e CF RR DF DR AE F w Ctrl. on Weight Weight a Face c K K e K 1 Ll 0.43 2.06 A 1 0.65 1 1 1 85.436 3.26 80.09 C 77.25 B 1 0.65 1 1 1 85.436 C 1 0.65 1 1 1 85.436 L2 0.53 3.27 A 1 0.65 1 1 1 93.600 3.09 84.69 C 77.25-40.75 B 1 0.65 1 1 1 93.600 C 1 0.65 1 1 1 93.600 L3 40.75-0.00 0.48 5.41 A 1 0.65 1 1 1 123.136 3.46 84.98 C B 1 0.65 1 1 1 123.136 C 1 0.65 1 1 1 123.136 Sum Weight: 1.43 10.74 OTM 567.24 9.82 ki -ft f Job Page * Associated Alarm System BU#: 875052 5 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle FAX(330)572-1235 jbutterfield Tower Forces No Ice -Wind 60°To Face x y , Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation, Weight Weight a Face c K. K e ft2 K PIf L1 0.43 2.06 A 1 0.65 1 1 1 85.436 3.26 80.09 C 118.00-77.25 B 1 0.65 1 1 1 85.436 C 1 0.65 1 1 1 85.436 L2 0.53 3.27 A 1 0.65 1 1 1 93.600 3.09 84.69 C 77.25.40.75 B 1 0.65 1 1 1 93.600 C 1 0.65 1 1 1 93.600 L3 40.75-0.00 0.48 5.41 A 1 0.65 1 1 1 123.136 3.46 84.98 C B 1 0.65 1 1 1 123.136 C 1 0.65 1 1 1 123.136 Sum Weight: 1.43 10.74 OTM 567.24 9.82 ki -ft r MEowerF No Ice '=W�nd�90 T�o Face Section Add Self F e CF RR DF DR AE F w CH. Elevation Weight Weight a Face c ft K K e ft, K pIf Ll 0.43 2.06 A 1 0.65 1 1 1 85.436 3.26 80.09 C 118.00-77.25 B 1 0.65 1 1 1 85.436 C 1 0.65 1 1 1 85.436 L2 0.53 3.27 A 1 0.65 1 1 1 93.600 3.09 84.69 C 77.25-40.75 B 1 0.65 1 1 1 93.600 C 1 0.65 1 1 1 93.600 L3 40.75-0.00 0.48 5.41 A 1 0.65 1 1 1 123.136 3.46 84.98 C B 1 0.65 1 1 1 123.136 C 1 0.65 1 1 1 123.136 Sum Weight: 1.43 10.74 OTM 567.24 9.82 ki -ft Tower Forcesµ With Ice Wind Normal To Face Section Add Sell' F e CF RR DF DR AE F w CH. Elevation Weight Weight a Face c ft K K e ? K PIf LI 0.43 2.71 A 1 0.65 1 1 1 88.832 2.54 62.45 C 118.00-77.25 B 1 0.65 1 1 1 88.832 C 1 0.65 1 1 - 1 88.832 L2 0.53 3.97 A 1 0.65 1 1 1 96.641 2.39 65.59 C 7725-40.75 B 1 0.65 1 1 1 96.641 C 1 0.65 1 1 1 96.641 L3 40.75-0.00 0.48 6.33 A 1 0.65 1 1 1 126.532 2.67 65.49 C B 1 0.65 1 1 1 126.532 C 1 0.65 1 1 1 126.532 Sum Weight: 1.43 13.01 OTM 440.72 7.61 ki -ft Job M-SA Tower. Associated Alarm System BU M 875052 Page6 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle jbutterfield FAX. (330)572-1235 ` Tower Forces, With Ice Wind 60 To Face = ; Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight, Weight a Face c K K e K PIf Ll 0.43 2.71 A 1 0.65 1 1 1 88.832 2.54 62.45 C 118.00-77.25 B 1 0.65 1 1 1 88.832 C 1 0.65 1 1 1 88.832 L2 0.53 3.97 A 1 0.65 1 1 1 96.641 2.39 65.59 C 7725-40.75 B 1 0.65 1 1 1 96.641 C 1 0.65 1 1 1 96.641 L3 40.75-0.00 0.48 6.33 A 1 0.65 1 1 1 126.532 2.67 65.49 C B 1 0.65 1 1 1 126.532 C 1 0.65 1 1 1 126.532 Sum Weight: 1.43 13.01 OTM 440.72 7.61 ki -ft Tower Forces f With Ice ` nd 90 To Face Section Add Self F e CF RR DF DR AE F w CH. Elevation Weight Weight a Face c K K e K PIf Ll 0.43 2.71 A 1 0.65 1 1 1 88.832 2.54 62.45 C 118.00-77.25 B 1 0.65 1 1 1 88.832 C 1 0.65 1 1 1 88.832 L2 0.53 3.97 A 1 0.65 1 1 1 96.641 2.39 65.59 C 77.25-40.75 B 1 0.65 1 1 1 96.641 C 1 0.65 1 1 1 96,641 L3 40.75-0.00 0.48 6.33 A 1 0.65 1 1 1 126.532 2.67 65.49 C B 1 0.65 1 1 1 126.532 C 1 0.65 1 1 1 126.532 Sum Weight: 1.43 13.01 OTM 440.72 7.61 ki -ft Tower Forces-,Service Wind Normal To Face. Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft K K e K DIf LI 0.43 2.06 A 1 0.65 1 1 1 85.436 0.82 20.02 C 118.00-77.25 B 1 0.65 1 1 1 85.436 C 1 0.65 1 1 1 85.436 L2 0.53 3.27 A 1 0.65 1 1 1 93.600 0.77 21.17 C 77.25-40.75 B 1 0.65 1 1 1 93.600 C 1 0.65 1 1 1 93.600 L3 40.75-0.00 0.48 5.41 A 1 0.65 1 1 1 123.136 0.87 21.24 C B 1 0.65 1 1 1 123.136 C 1 0.65 1 1 1 123.136 Sum Weight: 1.43 10.74 OTM 141.81 2.45 SA Tower Job Associated Alarm System BU#: 875052 Page7 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle FAX.-(330)572-1235 JbUtterfield Section Add Self F e CF RR DF DR AE F w CH. Elevation Weight Weight a Face c ft K K e ft= K !f ki -ft Sepuice Wind 60 TotFace x 't r. Section Add Self F e CF RR DF DR AE F w CH. Elevation Weight Weight a Face c K K e K PIf Ll 0.43 2.06 A 1 0.65 1 1 1 85.436 0.82 20.02 C 118.00-77.25 B 1 0.65 1 1 1 85.436 C 1 0.65 1 1 1 85.436 L2 0.53 3.27 A 1 0.65 1 1 1 93.600 0.77 21.17 C 77.25-40.75 B 1 0.65 1 1 1 93.600 ' C 1 0.65 1 1 1 93.600 L3 40.75-0.00 0.48 5.41 A 1 0.65 1 1 1 123.136 0.87 21.24 C B 1 0.65 1 1 1 123.136 C 1 0.65 1 1 1 123.136 Sum Weight: 1.43 10.74 OTM 141.81 2.45 ki -ft 4 . a t'� ; . ,• � Tower Forces -w Se;;rwice „ .Wind 90r,To Fa"ce Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c K K e ? K VIf Ll 0.43 2.06 A 1 0.65 1 1 1 85.436 0.82 20.02 C 118.00-77.25 B 1 0.65 1 1 1 85.436 C 1 0.65 1 1 1 85.436 L2 0.53 3.27 A 1 0.65 1 1 1 93.600 0.77 21.17 C 77.25-40.75 B 1 0.65 1 1 1 93.600 C 1 0.65 1 1 1 93.600 L3 40.75-0.00 0.48 5.41 A 1 0.65 1 1 1 123.136 0.87 21.24 C B 1 0.65 1 1 1 123.136 C 1 0.65 1 1 1 123.136 Sum Weight: 1.43 10.74 OTM 141.81 2.45 ki -ft Discrete AppurtenancePressu�es - 4-0-pp, I cg`=1690 Description Aiming Weight Offset Offset, z K q, CAAc CAAc Azimuth Front Side ° K ft ft ft Psf Valmont 13'Platform 0.0000 1.50 0.00 0.00 118.00 1.439 37 24.80 24.80 w/o rails(GPD) FV65-14-OONA2 w/ 0.0000 0.18 0.00 4.60 118.00 1.439 37 25.91 20.84 Mount Pipe Job Page' SA.Tower Associated Alarm System BU#: 875052 8 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle jbutterfield FAX. (330)572-1235 Description Aiming Weight Offs e. Offs e. z K. q, CAA F20.84 CAA Azimuth Fronte ° K s FV65-14-OONA2 w/ 120.0000 0.18 3.46 2.00 118.00 1.439 37 25.9120.84 Mount Pipe FV65-14-OONA2 w/ 240.0000 0.18 -3.46 2.00 118.00 1.439 37 25.91 Mount Pipe 800 10504 w/Mount 20.0000 0.04 0.17 -1.44 110.00 1.411 36 3.59 3.18 Pipe 800 10504 w/Mount 140.0000 0.04 1.16 0.87 110.00 1.411 36 3.59 3.18 Pipe 800 10504 w/Mount 260.0000 0.04 -1.33 0.57 110.00 1.411 36 3.59 3.18 Pipe 86010118 20.0000 0.00 0.17 -1.44 110.00 1.411 36 0.00 0.14 86010118 140.0000 0.00 1.16 0.87 110.00 1.411 36 0.00 0.14 86010118 260.0000 0.00 -1.33 0.57 110.00 1.411 36 0.00 0.14 2'Standoff 0.0000 0.02 0.00 -2.07 95.00 1.353 35 1.36 1.36 2'Standoff 180.0000 0.02 0.00 2.07 95.00 1.353 35 1.36 1.36 PD10183-1 0.0000 0.04 0.00 -3.07 102.00 1.380 35 3.92 3.92 12'Omni 180.0000 0.05 0.00 3.07 101.00 1.377 35 3.60 3.60 APX16DWV-16DWV-S- 0.0000 0.04 0.00 -1.61 88.00 1.323 34 7.23 2.15 E-A20 APX16DWV-16DWV-S- 120.0000 0.04 1.39 0.81 88.00 1.323 34 7.23 2.15 E-A20 APX16DWV-16DWV-S- 240.0000 0.04 -1.39 0.81 88.00 1.323 34 7.23 2.15 E-A20 ATMAA1412D-1A20 0.0000 0.01 0.00 -1.61 88.00 1.323 34 1.17 0.47 ATMAA1412D-1A20 120.0000 0.01 1.39 0.81 88.00 1.323 34 1.17 0.47 ATMAA1412D-1A20 240.0000 0.01 -1.39 0.81 88.00 1.323 34 1.17 0.47 KRY 112 71 0.0000 0.01 0.00 -1.61 88.00 1.323 34 0.73 0.43 KRY 112 71 120.0000 0.01 1.39 0.81 88.00 1.323 34 0.73 0.43 KRY 112 71 240.0000 0.01 -1.39 0.81 88.00 1.323 34 0.73 0.43 2'Standoff 0.0000 0.02 0.00 -2.19 73.00 1.255 32 1.36 1.36 KS24019-LI12A 0,0000 0.01 0.00 -3.19 74.00 1.260 32 0.16 0.16 Sum 2.50 Weight: D�scete Appurtenance Pressures = With lce„ cg 1690 Description Aiming Weight Ofjse. Offset. z K q, CAA CAAc t, Azimuth Front Side ° K Psfin Valmont 13'Platform 0.0000 2.50 0.00 0.00 118.00 1.439 28 26.20 26.20 0.5000 w/o rails(GPD) FV65-14-OONA2 w/ 0.0000 0.36 0.00 4.00 118.00 1.439 28 27.87 24.38 0.5000 Mount Pipe FV65-14-OONA2 w/ 120.0000 0.36 3.46 2.00 118.00 1.439 28 27.87 24.38 0.5000 Mount Pipe FV65-14-OONA2 w/ 240.0000 0.36 -3.46 2.00 118.00 1.439 28 27.87 24.38 0.5000 Mount Pipe 800 10504 w/Mount 20.0000 0.07 0.17 -1.44 110.00 1.411 27 4.01 3.91 0.5000 Pipe 800 10504 w/Mount 140.0000 0.07 1.16 0.87 110.00 1.411 27 4.01 3.91 0.5000 Pipe 800 10504 w/Mount 260.0000 0.07 -1.33 0.57 110.00 1.411 27 4.01 3.91 0.5000 Pipe 86010118 20.0000 0.00 0.17 -1.44 110.00 1.411 27 0.00 0.21 0.5000 86010118 140.0000 0.00 1.16 0.87 110.00 1.411 27 0.00 0,21 0.5000 86010118 260.0000 0.00 -1.33 0.57 110.00 1.411 27 0.00 0.21 0.5000 2'Standoff 0.0000 0.04 0.00 -2.07 95.00 1.353 26 2.45 2.45 0.5000 2'Standoff 180.0000 0.04 0.00 2.07 95.00 1.353 26 2.45 2.45 0.5000 �?'AaR t` Job Page Associated Alarm System BU#: 875052 9 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle FAX-(330)572-1235 jbutterfield Description Aiming Weight Offset. Offset z K q= CAAc CAA 4 Azimuth Front Side ° K ft ft fi Psfa in PD10183-1 0.0000 0.07 0.00 -3.07 102.00 1.380 27 5.35 5.35 0.5000 12'Omni 180.0000 0.08 0.00 3.07 101.00 1.377 26 4.83 4.83 0.5000 APX16DWV-16DWV-S- 0.0000 0.07 0.00 -1.61 88.00 1.323 25 7.68 2.49 0.5000 E-A20 APX16DWV-16DWV-S- 120.0000 0.07 1.39 0.81 88.00 1.323 25 7.68 2.49 0.5000 E-A20 APX16DWV-16DWV-S- 240.0000 0.07 -1.39 0.81 88.00 1.323 25 7.68 2.49 0.5000 E-A20 ATMAA1412D-1A20 0.0000 0.02 0.00 -1.61 88.00 1.323 25 1.31 0.57 0.5000 ATMAA1412D-iA20 120.0000 0.02 1.39 0.81 88.00 1.323 25 1.31 0.57 0.5000 ATMAA1412D-1 A20 240.0000 0.02 -1.39 0.81 88.00 1.323 25 1.31 0.57 0.5000 KRY 112 71 0.0000 0.02 0.00 -1.61 88.00 1.323 25 0.86 0.54 0.5000 KRY 112 71 120.0000 0.02 1.39 0.81 88.00 1.323 25 0.86 0.54 0.5000 KRY 112 71 240.0000 0.02 -1.39 0.81 88.00 1.323 25 0.86 0.54 0.5000 2'Standoff 0.0000 0.04 0.00 -2.19 73.00 1.255 24 2.45 2.45 0.5000 KS24019-L112A 0.0000 0.01 0.00 -3.19 74.00 1.260 24 0.22 0.22 0.5000 Sum 4.42 Weight: x Discrete Appurtenance P,ressur�es> Service; } cH �490 Description Aiming Weight Offs e: Offset. z K q= CAAc CAA Azimuth Front Side ° K ft ft ft Psf Valmont 13'Platform 0.0000 1.50 0.00 0.00 118.00 1.439 9 24.80 24.80 w/o rails(GPD) FV65-14-OONA2 w/ 0.0000 0.18 0.00 4.00 118.00 1.439 9 25.91 20.84 Mount Pipe FV65-14-OONA2 w/ 120.0000 0.18 3.46 2.00 118.00 1.439 9 25.91 20.84 Mount Pipe FV65-14-OONA2 w/ 240.0000 0.18 -3.46 2.00 118.00 1.439 9 25.91 20.84 Mount Pipe 800 10504 w/Mount 20.0000 0.04 0.17 -1.44 110.00 1.411 9 3.59 3.18 Pipe 800 10504 w/Mount 140.0000 0.04 1.16 0.87 110.00 1.411 9 3.59 3.18 Pipe 800 10504 w/Mount 260.0000 0.04 -1.33 0.57 110.00 1.411 9 3.59 3.18 Pipe 86010118 20.0000 0.00 0.17 -1.44 110.00 1.411 9 0.00 0.14 86010118 140.0000 0.00 1.16 0.87 110.00 1.411 9 0.00 0.14 86010118 260.0000 0.00 -1.33 0.57 110.00 1.411 9 0.00 0.14 2'Standoff 0.0000 0.02 0.00 -2.07 95.00 1.353 9 1.36 1.36 2'Standoff 180,0000 0.02 0.00 2.07 95.00 1.353 9 1.36 1.36 PD10183-1 0.0000 0.04 0.00 -3.07 102.00 1.380 9 3.92 3.92 12'Omni 180.0000 0.05 0.00 3.07 101.00 1.377 9 3.60 3.60 APX16DWV-16DWV-S- 0.0000 0.04 0.00 -1.61 88.00 1.323 8 7.23 2.15 E-A20 APX16DWV-16DWV-S- 120.0000 0.04 1.39 0.81 88.00 1.323 8 7.23 2.15 E-A20 APX16DWV-16DWV-S- 240.0000 0.04 -1.39 0.81 88.00 1.323 8 7.23 2.15 E-A20 ATMAA1412D-1 A20 0.0000 0.01 0.00 -1.61 88.00 1.323 8 1.17 0.47 ATMAA1412D-1 A20 120.0000 0.01 1.39 0.81 88.00 1.323 8 1.17 0.47 ATMAA1412D-1 A20 240.0000 0.01 -1.39 0.81 88.00 1.323 8 1.17 0.47 KRY 112 71 0.0000 0.01 0.00 -1.61 88.00 1.323 8 0.73 0.43 KRY 112 71 120.0000 0.01 1.39 0.81 88.00 1.323 8 0.73 0.43 KRY 112 71 240.0000 0.01 -1.39 0.81 88.00 1.323 8 0.73 0.43 2'Standoff 0.0000 0.02 0.00 -2.19 73.00 1.255 8 1.36 1.36 I PU SA To,we r Job Associated Alarm Page System BU#: 875052 10 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle jbutterfield FAX.-(330)572-1235 Description Aiming Weight Offs . Offs etz z K q= CAAc CAC Azimuth Front Side ° K ft Psf KS24019-L112A 0.0000 0.01 0.00 -3.19 74.00 1.260 8 0.16 0.16 Sum 2.50 Weight: Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments,M. Moments,M K K K kip-ft kip-f1 kip-ft Leg Weight 10.74 Bracing Weight 0.00 Total Member Self-Weight 10.74 -0.03 0.00 Total Weight 14.67 -0.03 0.00 Wind 0 deg-No Ice 0.00 -18.10 -1492.94 0.00 0.00 Wind 30 deg-No Ice 9.05 -15.67 -1292.93 -746.46 -0.12 Wind 60 deg-No Ice 15.67 -9.05 -746.48 -1292.90 -022 Wind 90 deg-No Ice 18.10 0.00 -0.03 -1492.91 -0.25 -1292.90 -0.22 1 9.05 746.43 Wind 120 de -No Ice 5.67 g Wind 150 deg-No Ice 9.05 15.67 1292.87 -746.46 -0.12 Wind 180 deg-No Ice 0.00 18.10 1492.88 0.00 0.00 Wind 210 deg-No Ice -9.05 15.67 1292.87 746.46 0.12 Wind 240 deg-No Ice -15.67 9.05 '746.43 1292.90 022 Wind 270 deg-No Ice -18.10 0.00 -0.03 1492.91 0.25 Wind 300 deg-No Ice -15.67 -9.05 -746.48 1292.90 0.22 Wind 330 deg-No Ice -9.05 -15.67 1292.93 746.46 0.12 Member Ice 2.27 Total Weight Ice 18.86 -0:09 0.00 Wind 0 deg-Ice 0.00 -14.69 -1229.31 0.00 0.00 Wind 30 deg-Ice 7.35 -12.73 -1064.62 614.61 -0.16 Wind 60 deg-Ice 12.73 -7.35 -614.70 -1064.53 -0.28 Wind 90 deg-Ice 14.69 0.00 -0.09 -1229.22 -0.32 Wind 120 deg-Ice 12.73 7.35 614.52 -1064.53 -0.28 Wind 150 deg-Ice 7.35 12.73 1064.45 -614.61 -0.16 Wind 180 deg-Ice 0.00 14.69 1229.13 0.00 0.00 Wind 210 deg-Ice -7.35 12.73 1064.45 614.61 0.16 Wind 240 deg-Ice -12.73 7.35 614.52 1064.53 0.28 Wind 270 deg-Ice -14.69 0.00 -0.09 1229.22 0.32 Wind 300 deg-Ice -12.73 -7.35 -614.70 1064.53 0.28 Wind 330 deg-Ice -7.35 -12.73 -1064.62 614.61 0.16 Total Weight 14.67REMESHME -0.03 0.00 Wind 0 deg-Service 0.00 -4.52 -373.26 0.00 0.00 Wind 30 deg-Service 2.26 -3.92 -323.25 -186.61 -0.03 Wind 60 deg-Service 3.92 -2.26 -186.64 -323.22 -0.05 Wind 90 deg-Service 4.52 0.00 -0.03 373.23 -0.06 Wind 120 deg-Service 3.92 2.26 186.58 -323.22 -0.05 Wind 150 deg-Service 2.26 3.92 323.20 -186.61 -0.03 Wind 180 deg-Service 0.00 4.52 373.20 0.00 0.00 Wind 210 deg-Service -2.26 3.92 323.20 186.61 0.03 Wind 240 deg-Service -3.92 2.26 186.58 323.22 0.05 Wind 270 deg-Service -4.52 0.00 -0.03 373.23 0.06 Wind 300 deg-Service 3.92 -2.26 -186.64 323.22 0.05 Wind 330 de -Service 2.26 -3.92 -323.25 186.61 0.03 Job Page JUSA Tower Associated Alarm System BU#: 875052 11 of 15 GPD Associates Project Date 520 South Main St: 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle(3 terfield FAX. 30)572-1235 jbUt M`azimum Member Forces f,._ ,_ Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. jt Type Load Moment Moment Comb. K kip ft kip ft Ll 118 77 .25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 14 -721 0.00 Max.Mx 5 -3.85 321.33 -0.03 Max.My 8 -3.85 0.00 -321.36 Max.Vy 5 11.49 -321.33 -0.03 Max.Vx 2 -11.49 0.00 321.30 Max.Torque 18 0.07 L2 77.25-40.75 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 14 -11.52 0.00 0.09 Max.Mx 11 -7.71 789.58 0.03 Max.My 2 -7.71 0.00 789.61 Max.Vy 11 -14.62 789.58 0.03 Max.Vx 2 -14.62 0.00 789.61 Max.Torque 18 0.32 L3 40.75-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 14 -18.86 0.00 0.09 Max.Mx 11 -14.65 1526.30 0.03 Max.My 2 -14.65 0.00 1526.33 Max.Vy 11 -18.11 1526.30 0.03 Max.Vx 2 -18.11 0.00 1526.33 Max.Torque 18 0.32 7777771 _ � - Maximum Reactions �` Location Conditio n Gov. Vertical l Horizontal, ntal X Horizontal,Z ` Load K K K Comb. Pole Max.Vert 15 18.86 0.00 14.69 Max.H. 11 14.67 18.10 0.00 Max.H. 2 14.67 0.00 18.10 Max.Mx 2 1526.33 0.00 18.10 Max.Mx 5 1526.30 -18.10 0.00 Max.Torsion 18 0.32 -14.69 0.00 Min.Vert 1 14.67 0.00 0.00 Min.Hx 5 14.67 -18.10 0.00 Min.H. 8 14.67 0.00 -18.10 Min.Mx 8 -1526.27 0.00 -18.10 Min.Mx 11 -1526.30 18.10 0.00 Min.Torsion 24 -0.32 14.69 0.00 Towe-Mast Reaction Sulmma , Load Vertical Shear. Shear, Overturning Overturning Torque Combination Moment,M. Moment,M. K K K kip-ft kip II kip Dead Only 14.67 0.00. 0.00 -0.03 0.00 0.00 Dead+Wind 0 deg-No Ice 14.67 0.00 -18.10 -1526.33 0.00 0.00 Dead+Wind 30 deg-No Ice 14.67 9.05 -15.67 1321.84 -763.15 -0.12 Dead+Wind 60 deg-No Ice 14.67 15.67 =9.05 -763.18 -1321.81 -0.21 Dead+Wind 90 deg-No Ice 14.67 18.10 -0.00 -0.03 -1526.30 -0.25 RIBA To,wer Job Page Associated Alarm System BU#: 875052 12 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle jbutterfield FAX.•(330)572-1235 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M. Moment,M. K K K kip ft kip-ft kip-ft Dead+Wind 120 deg-No Ice 14.67 15.67 9.05 763.12 -1321.81 -0.21 Dead+Wind 150 deg-No Ice 14.67 9.05 15.67 1321.78 -763.15 -0.12 Dead+Wind 180 deg-No Ice 14.67 0.00 18.10. 1526.27 0.00 0.00 Dead+Wind 210 deg-No Ice 14.67 -9.05 15.67 1321.78 763.15 0.12 Dead+Wind 240 deg-No Ice 14.67 -15.67 9.05 763.12 1321.81 021 Dead+Wind 270 deg-No Ice 14.67 -18.10 -0.00 -0.03 1526.30 0.25 Dead+Wind 300 deg-No Ice 14.67 -15.67 -9.05 -763.18 1321.81 0.21 Dead+Wind 330 deg-No Ice 14.67 -9.05 -15.67 -1321.84 763.15 0.12 Dead+Ice+Temp 18.86 0.00 0.00 -0.09 0.00 0.00 Dead+Wind 0 deg+Ice+Temp 18.86 0.00 -14.69 -1271.59 0.00 0.00 Dead+Wind 30 deg+Ice+Temp 18.86 7.35 -12.73 -1101.24 -635.75 -0.16 Dead+Wind 60 deg+Ice+Temp 18.86 12.73 -7.35 -635.84 1101.15 -0.27 Dead+Wind 90 deg+Ice+Temp 18.86 14.69 0.00 -0.09 -1271.49 -0.32 Dead+Wind 120 deg+Ice+Temp 18.86 12.73 7.35 635.66 -1101.15 -0.27 Dead+Wind 150 deg+Ice+Temp 18.86 7.35 12.73 1101.05 -635.75 -0.16 Dead+Wind 180 deg+Ice+Temp 18.86 0.00 14.69 1271.40 0.00 0.00 Dead+Wind 210 deg+Ice+Temp 18.86 -7.35 12.73 1101.05 635.75 0.16 Dead+Wind 240 deg+Ice+Temp 18.86 -12.73 7.35 635.66 1101.15 0.27 Dead+Wind 270 deg+Ice+Temp 18.86 -14.69 0.00 -0.09 1271.49 0.32 Dead+Wind 300 deg+Ice+Temp 18.86 -12.73 -7.35 -635.84 1101.15 027 Dead+Wind 330 deg+Ice+Temp 18.86 -7.35 -12.73 -1101.24 635.75 0.16 Dead+Wind 0 deg-Service 14.67 0.00 -4.52 -382.18 0.00 0.00 Dead+Wind 30 deg-Service 14.67 2.26 -3.92 -330.98 -191.07 -0.03 Dead+Wind 60 deg-Service 14.67 3.92 -2.26 -191.10 -330.95 -0.05 Dead+Wind 90 deg-Service 14.67 4.52 0.00 -0.03 -382.15 -0.06 Dead+Wind 120 deg-Service 14.67 3.92 2.26 191.04 -330.95 -0.05 Dead+Wind 150 deg-Service 14.67 2.26 3.92 330.92 -191.07 -0.03 Dead+Wind 180 deg-Service 14.67 0.00 4.52 382.12 0.00 0.00 Dead+Wind 210 deg-Service 14.67 -2.26 3.92 330.92 191.07 0.03 Dead+Wind 240 deg-Service 14.67 -3.92 2.26 191.04 330.95 0.05 Dead+Wind 270 deg-Service 14.67 4.52 0.00 -0.03 382.15 0.06 Dead+Wind 300 deg-Service 14.67 -3.92 -2.26 -191.10 330.95 0.05 Dead+Wind 330 deg-Service 14.67 -2.26 -3.92 -330.98 191.07 0.03 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 -14.67 0.00 0.00 14.67 0.00 0.000% 2 0.00 -14.67 -18.10 0.00 14.67 18.10 0.000% 3 9.05 -14.67 -15.67 -9.05 14.67 15.67 0.000% 4 15.67 -14.67 -9.05 -15.67 14.67 9.05 0.000% 5 18.10 -14.67 0.00 -18.10 14.67 0.00 0.000% 6 15.67 -14.67 9.05 -15.67 14.67 -9.05 0.000% 7 9.05 -14.67 15.67 -9.05 14.67 -15.67 0.000% 8 0.00• -14.67 18.10 0.00 14.67 -18.10. 0.000% 9 -9.05 -14.67 15.67 9.05 14.67 -15.67 0.000% 10 -15.67 -14.67 9.05 15.67 14.67 -9.05 0.000% 11 -18.10 -14.67 0.00 18.10 14.67 0.00 0.000% 12 -15.67 -14.67 -9.05 15.67 14.67 9.05 0.000% 13 -9.05 -14.67 -15.67 9.05 14.67 15.67 0.000% 14 0.00 -18.86 0.00 0.00 18.86 0.00 0.000% 15 0.00 -18.86 -14.69 0.00 18.86 14.69 0.000% 16 7.35 -18.86 -12.73 -7.35 18.86 12.73 .0.000% 17 12.73 -18.86 -7.35 -12.73 18.86 7.35 0.000% 18 14.69 -18.86 0.00 .-14.69 18.86 0.00 0.000% 19 12.73 -18.86 7.35 -12.73 18.86 -7.35 0.000% RISA To,wer Job Associated Alarm System BU#: 875052 Page13 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crown Castle jbutterfield FAX.-(330)572-1235 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 20 7.35 18.86 12.73 -7.35 18.86 -12.73 0.000% 21 0.00 -18.86 14.69 0.00 18.86 -14.69 0.000% 22 -7.35 -18.86 12.73 7.35 18.86 -12.73 0.000% 23 -12.73 -18.86 7.35 12.73 18.86 -7.35 0.000% 24 -14.69 -18.86 0.00 14.69 18.86 0.00 0.000% 25 -12.73 -18.86 -7.35 12.73 18.86 7.35 0.000% 26 -7.35 -18.86 -12.73 7.35 18.86 12.73 0.000% 27 0.00 -14.67 -4.52 0.00 14.67 4.52 0.000% 28 2.26 -14.67 -3.92 -2.26 14.67 3.92 0.000% 29 3.92 -14.67 -2.26 -3.92 14.67 2.26 0.000% 30 4.52 -14.67 0.00 -4.52 14.67 0.00 0.000% 31 3.92 -14.67 2.26 -3.92 14.67 -2.26 0.000% 32 2.26 -14.67 3.92 -2.26 14.67 -3.92 0.000% 33 0.00 -14.67 4.52 0.00 14.67 4.52 0.000% 34 -2.26 -14.67 3.92 2.26 14.67 -3.92 0.000% ' 35 -3.92 -14.67 2.26 3.92 14.67 -2.26 0.000% 36 -4.52 -14.67 0.00 4.52 14.67 0.00 0.000% 37 -3.92 -14.67 -2.26 3.92 14.67 2.26 0.000% 38 -2.26 -14.67 -3.92 2.26 14.67 3.92 0.000% Maximum Tower Deflections, Service Wind` Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° Ll 118-77.25 19.748 27 1.4029 0.0005 L2 80.75-40.75 9.628 27 1.1026 0.0004 L3 45-0 3.039 27 0.6138 0.0002 Crticai Deflections and_Radiusof Cur\rature„ Service Wind ., Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 118.00 Valmont 13'Platform w/o rails 27 19.748 1.4029 0.0005 33465 (GPD) 1.10.00 800 10504 w/Mount Pipe 27 17.448 1.3562 0.0005 20915 95.00 2'Standoff 27 13.263 1.2506 0.0005 7274 88.00 APXI6DWV-16DWV-S-E-A20 27 11.423 1.1856 0.0004 5576 i 73.00 2'Standoff 27 7.862 0.9949 0.0004 4131 9 Section Elevation Harz. Gov. Tilt Twist fl No. Deflection Load. ft in Comb. ° Ll 118-77.25 78.724 2 5.5955 0.0024 ► A Tourer Job Associated Alarm System BU#: 875052. Page14 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crowd Castle jbutterfield FAX.-(330)572-1235 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° L2 80.75-40.75 38.408 2 4.3991 0.0021 L3 45-0 12.130 2 2.4503 0.0009 Cr�t�cal Deflections and Radius„ofCurvatye Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 oft 118.00 Valmont 13'Platform w/o rails 2 78.724 5.5955 0.0024 8539 (GPD) 110.00 800 10504 w/Mount Pipe 2 69.563 5.3909 0.0024 5336 95.00 2'Standoff 2 52.893 4.9544 0.0023 1853 88.00 APXI6DWV-16DWV-S-E-A20 2 45.560 4.7043 0.0023 1419 73.00 2'Standoff 2 31.369 4.0148 0.0019 1047 Compression Chucks Pole De .1 n Data Section Elevation Size L Lu Kl/r F. A Actual Allow. Ratio No. P P P ft ft ft ksi in K K P Ll 118-77.25(1) TP28.318x22x0.1875 40.75 0.00 0.0 36.000 16.4182 -3.85 591.06 0.007 L2 77.25-40.75(2) TP33.602x27.40030.25 40.00 0.00 0.0 39.000 25.9420 -7.71 1011.74 0.008 L3 40.75-0(3) TP39.4202.44310.3125 45.00 0.00 0.0 39.000 38.7898 -14.65 1512.80 0.010 Pole Bendin Desi n Data Section Elevation Sue Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. M. fbs Fb. fb= Mr fby Fby fbr ft kip ft ksi ksi F, kip-ft ksi ksi Fbv L1 118-77.25(1) TP28.318x22x0.1875 321.36 34.467 36.000 0.957 0.00 0.000 36.000 0.000 L2 77.25-40.75 TP33.60WT40030.25 789.61 45.266 39.000 1.161 0.00 0.000 39.000 0.000 (2) L3 40.75-0(3) TP39.4202.44310.3125 1526.33 48.937 39.000 1.255 0.00 0.000 39.000 0.000 Pole'Shear Deli In:Data Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. V f F f T fw F. fw ft K ksi ksi F kip ft ksi ksi Fw Ll 118-77.25(1) TP28.318x22x0.1875 11.49 0.700 24.000 0.058 0.00 0.000 24.000 0.000 Job Page * AT Associated Alarm System BU#: 875052 15 of 15 GPD Associates Project Date 520 South Main St. 2009184.47 10:02:22 05/15/09 Akron,Ohio Client Designed by Phone:330-572-2100 Crowd Castle FAX.-(330)572-1235 jbutterfield Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. V .fw F f T fw Fw fw ft K ksi ksi F kip ft ksi ksi Fw L2 77.25-40.75 TP33.602x27.4003x0.25 14.62 0.563 26.000 0.043 0.12 0.003 26.000 0.000 (2) L3 40.75-0(3) TP39.4202.4431x0.3125 18.11 0.467 26.000 0.036 0.00 0.000 26.000 0.000 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P fb. fbr ff fw Stress Stress ft P. Fb. Fby F Fw Ratio Ratio ,r Ll 118-77.25(1) 0.007 0.957 0.000 0.058 0.000 0.965 1.333 Hl-3+VT • IF L2 77.25-40.75 0.008 1.161 0.000 0.043 0.000 1.169 1.333 H1 3+VT Mf (2) ✓ L3 40.75-0(3) 0.010 1.255 0.000 0.036 0.000 1.265 1.333 Hl-3+VT Sect on,C;a O Table Section Elevation Component Size Critical P SF*P rlaw % Pass No. ft Type Element K K Capacity Fail Ll 118-77.25 Pole TP28.318x22x0.1875 1 -3.85 787.88 72.4 Pass L2 77.25-40.75 Pole TP33.602x27.40030.25 2 -7.71 1348.65 87.7 Pass L3 40.75-0 Pole TP39.4202.4431x0.3125 3 -14.65 2016.56 94.9 Pass Summary Pole(L3) 94.9 Pass RATING= 94.9 Pass Program Version 5.3.0.1-9/9/2008 File:N:/2009/2009184/47/RISA/875052.eri Crown Castle USA, Inc. May 15, 2009 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 2009184.47,Application 73650, Revision 2 Page 8 APPENDIX B BASE LEVEL DRAWING RISATower Report-version 5.3.0.1 (ABANDONED) (1)7/8-TO 95 FT LEVEL - (INSTALLED) (2)7/8-TO 95 FT LEVEL _ CLIMBING PEGS M� W/SAFETY CLIMB (MLA) / (()) 1 5/8;TO I I B FT LEVEL ( (6) 1-5/8'TO 118 FT LEVEL (1)1/2-TO 73 FT LEVEL 0 (PROPOSED) (s)7/e'Ta no FT LEVEL •oo\\ �� TO 1l0 Ff LEVEL (SLA) i (6)7/8-TO 88 FT LEVEL (RESERVED-IN ADDITION TO INSTALLED) (6)7/8'TO BB FT LEVEL (INSTALLED) B (6)7/8-TO 88 FT LEVEL �® DRAWN BY: ANE . - CHECKED W. COB DRAVVNG DATE 27102107 SITE NUMBER: SITE NAME _ SITE NAME - ASSOCIATED ALARM SYSTEM BUSINESS UNIT NUMBER 876062 LEGEND: FEEDLINES I SITE ADDRESS O 'I 2 3FT SOLID BLUE CD3CLE DENOTES EXISTING FEEDLINE 1007 FALMOUTH RD HYANNIS.MA 02601 O OPEN RED CIRCLE DENOTES PROPOSED FEEDLINE BARNSTABLE COUNTY BUSINESS UNIT:575052 TOWER ID:C-BASOXVEL O OPEN BLUE CIRCLE DENOTES RESERVED FEEDLINE USA X BLUE 'X" DENOTES LOCATION NOT GIVEN I SHEET TITLE SCALE NOTE ASSUME FEEDLINE ATTACHMENT HEIGHT TO TOWER STEEL BASE LEVEL AT B-FEET ABOVE FINISHED GRADE UNLESS OTHERWISE SPECIFIED_ SHEET NUMBER BASE LEVEL DRAWING �'e .„,.RL9.LU9IE..SlJAl2.092....ALE.C�AMELkZSQS��AS€4E�L-aye . Crown Castle USA, Inc. May 15, 2009 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 2009184.47,Application 73650, Revision 2 Page 9 APPENDIX C ADDITIONAL CALCULATIONS RISATower Report-version 5.3.0.1 Square, Unstiffened Base Plate, Any Rod Material - Rev. F Assumptions: Rod groups at corners. Total#rods divisible by 4. Ma)amum total#of rods=48. Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same comer) Site Data Reactions BUM 875052 Moment ' 1526 ft-kips Site Name: Associated Alarm System A)aal. -k ,w1'Sr .:kips App#: 73650 Shear. F4 81 kips Anchor Rod Data Anchor Rod Results Qty 12,-` # Ma)amum Rod Tension: 131.4 Kips Diam =2`25 .xin Allowable Tension: 195.0 Kips Rod Material A615 J ` Anchor Rod Stress Ratio: 67.4% Pass Grade(Fy) ' ° 7,5 y;:_ ksi Bolt Circle f 46 i in PL Ref. Data Anchors acin `,-1, W as: in I Base Plate Results Yield Line(in): Base Plate Stress: 43.2 ksi 24.22 Plate Data Allowable Plate Stress: 55.0 ksi Max PL Length: W=Side to :" 45` .:'=in Base Plate Stress Ratio: 78.6% Pass 1 24.22 Thick t 2 5 .:: in Grade. -k-'AVf.55.n,__ ksi B effective 24.22 in Max PL Length Pole Data Yield Line Anchors St 5t Diam '39 42 :; in at corner= t= BASE PL Thick 0 3125`; in Qty/4 THICKNESS Grade 65`, . ksi Anchor, Typ. *4+ Stress Increase Factor ASIF �1333'" �G i L 9QF Pole w/ DIAM = D Anchor Spacing Version 1.4, Effective May 8,2009 Analysis date: 5/15/2009 CAISSON Version 4.4.6 Fri May 15 10:03:08 2009 U.W. Short Course - 1998 ***************************************************************************** * * * PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* * * *** ANALYSIS IDENTIFICATION Associated Alarm System BU #: 875052 NOTES 2009184.47 *** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 3.00 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 6.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.50 *** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 5.50 0.00 120.0 0.0 2 S 9.50 5.50 125.0 3.690 35.00 3 S 7.00 15.00 62.6 3.690 35.00 *** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 2200.0 VERTICAL (k) = 15.0 SHEAR (k) = 25.0 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.54 *** CALCULATED PIER LENGTH (ft) = 19.500 *** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.50 - 5.50 120.0 0.0 0.00 3.25 S 6.00 8.54 125.0 3.690 677.30 10.91 S 14.54 0.96 125.0 3.690 -113.84 15.03 S 15.50 4.00 62.6 3.690 -524.14 17.54 *** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) SHEAR (k) MOMENT (ft-k) 0.00 39.3 3517.7 25.5 2284.2 1..95 39.3 3594.4 25.5 2334.0 3.90 39.3 3671.1 25.5 2383.8 5.85 39.3 3747.8 25.5 2433. 6 7.80 -53.0 3745.4 -34.4 2432.0 9.75 -183.5 3519. 9 -119.1 2285.7 11.70 -345.4' 3009.4 -224.3 1954.1 13. 65 -539.0 2152.1 -350.0 1397.5 15.60 -511.8 1018.6 -332.4 661.5 17.55 -263.8 259.8 -171.3 168.7 19.50 0.0 -0.0 . 0.0 -0.0 U.W. Short Course - 1998 Page 1/2 *** TOTAL REINFORCEMENT PCT = 0.48 REINFORCEMENT AREA (in^2) = 19.54 *** USABLE AXIAL CAP. (k) = 15.0 USABLE MOMENT CAP. (ft-k) = 2506.3 = *** US Standard. Re-Bars (Select one of the following) : 98 BARS #4 (AREA = 0.20 in^2 DIA = 0.500 in) AT SPACING (in) = 1.99 64 BARS #5 (AREA = 0.31 in^2 DIA = 0.625 in) AT SPACING (in) = 3.04 45 BARS #6 (AREA = 0.44 in^2 DIA = 0.750 in) AT SPACING (in) = 4.33 33 BARS #7 (AREA = 0.60 in^2 DIA = 0.875 in) AT SPACING (in) = 5.90 25 BARS #8 (AREA = 0.79 in^2 DIA = 1.000 in) AT SPACING (in) = 7.79 20 BARS #9 (AREA = 1.00 in^2 DIA = 1.128 in) AT SPACING (in) = 9.74 16 BARS #10 (AREA = 1.27 in^2 DIA = 1.270 in) AT SPACING (in) = 12.17 13 BARS #11 (AREA = 1.56 in^2 DIA = 1.410 in) AT SPACING (in) = 14.98 9 BARS #14 (AREA = 2.25 in^2 DIA = 1.693 in) AT SPACING (in) = 21.64 *** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 530.5 U.W. Short Course - 1998 Page 2/2 Bk 24107 P9277 05?856 1 Q-21-200? ai 1 1 2 S3cx RARNRABla f61q. D 'G9 SEP 30 P 3 .42 Town of Barnstable Zoning Board of Appeals Decision and Notice Appeal No. 2009-058 - MetroPCS Massachusetts, LLC. Modification Variance No's.2004-044&2000-031 To Allow Co-location of Communication Facilities on an Existing Tower Summary: Granted with Conditions Petitioner: MetroPCS Massachusetts, LLC Property Address: 1047 Falmouth Rd., Hyannis,MA Assessor's Map/Parcel: Map 250, Parcel 004 Zoning: Residential D-1 Zoning District GP-Groundwater Protection Overlay District Registry Reference: Original Variance-Book 13077, page 031 REID Corp Deed -Book 1399,page 183 Relief Requested and Background: This application seeks to co-locate communication antennas on an existing monopole tower and to add communication equipment within the fenced in area at the base of the tower. The applicant has requested a modification of;the "parent bulk variance'Variance No. 2000-031, issued to Sprint Spectrum, LP that provided for the replacement of a 115-foot lattice communication tower with a 120- foot monopole tower and associated communication equipment, and the subsequent modification Variance No. 2004-044 that allowed for the co-location of communication antennas and equipment of Omnipoint Holdings, Inc. The tower is located along Route 28 on property commonly referred to as the"Child's Building." The locus is a 0.83-acre lot improved with a two-story office building of approximately 5,611 sq.ft.,and the 120-foot monopole communication tower. A fenced in area of 33 by 21 feet contains related communications equipment and a back-up electrical generator. The use of the property for communications originated in 1975 as an accessory use to"Associated Alarm Company". Later, in 1999,with the adoption of Article X- Personal Wireless Communication, the use of property for communications was allowed as-of-right. In 2000, the Bulk Variance authorized the tower replacement and in 2004,the modification allowed co-location. Today, MetroPCS Massachusetts, LLC, seeks to further modify the existing variances to permit it to also co- locate on the tower. The proposal is to install 3 flush mounted antennas at elevation 110 and to enlarge the base equipment to house related ground equipment and a GPS antenna. For standing,a June 2,2009 letter from Crown Castle USA Inc., the owner and operator of the communication tower site, was submitted to the file authorizing MetroPCS Massachusetts, LLC.,to seek the modification of the variances. In turn,an April 21, 2009 letter,with an approved signature of Randolph E.Childs,Clerk of RELD Corporation who is the property owner,was submitted granting permission to seek the modification. With respect to representation, a letter signed by Kate Rugman, Site Acquisition Manager for MetroPCS Massachusetts, LLC., has authorized J. Lee Consulting Services to make this application. r Bk 24107 Pg 278 #59856 Town of Barnstable,Zoning Board of Appeals—Decision and Notice Appeal No.2009-058—Modification of Variance Nos.2000-031 and 2004-044—MetroPCS Massachusetts,LLC Procedural &Hearing Summary: This appeal was filed at the Town Clerk's office and at the office of the Zoning Board of Appeals on August 17, 2009. A public hearing before the Zoning Board of Appeals was duly advertised and notice sent to all abutters in accordance with MGL Chapter 40A. The hearing was opened September 16, 2009, at which time the Board found to grant the Modification of Variance Nos. 2000-031 and 2004-044. Board Members deciding this appeal were,James F.McGillen, Michael P. Hersey, Craig G. Larson, George T.Zevitas, and Board Chair, Laura F. Shufelt, At the hearing Mr.Gerry Squires, Real Estate Consultant with J. Lee Consulting Services, presented the application before the Board. Also present was Brian Eicens, Radio Frequency Engineer for Metro PCS New England Region. Mr. Squires presented the proposal and plans to co-locate on the tower. He then provided the history of the permits for the tower. Mr.Squires cited that MetroPCS is a limited liability company licensed in 2006 to provide personal wireless communications. The company is now building-out its system on the Cape and this location is ideal for the planned coverage in Barnstable. Mr. Squires noted that the additional three antennas onto the tower would have little visual effect and the added ground area for the equipment is to the back of the building and would not be visible from Route 28. He noted the benefits of co-location and noted the height provides for a larger coverage. Mr.Squires reviewed the prior findings of the Board when granting the rebuilding of the tower and noted that the proposal today would have no detriment to the neighborhood than that which exists. The Board and Mr. Squires reviewed proposed conditions. Mr. Squires agreed that MetroPCS would abide by those proposed conditions. Public comment was requested and no one spoke in favor or in opposition to the request. Findings of Fact: At the hearing of September 16, 2009,the Board unanimously made the following findings of fact: 1. Appeal No. 2009-058 is that of MetroPCS Massachusetts, LLC., as lessee, seeking a modification of Variance No's. 2004-044 and 2000-031. The modification seeks to operate additional Personal Wireless Communication on the existing communications tower and provide for the installation of additional antennas and necessary ground equipment at the base of the tower. The property is addressed 1047 Falmouth Road (Route 28), Hyannis, MA and is shown on Assessor's Map 250 as parcel 004. The property is zoned Residential D-1 and is within a Groundwater Protection Overlay District. 2. The application seeks to co-locate communication antennas on an existing monopole tower.and to add communication equipment within the fenced in area at the base of the tower. The applicant has addressed and satisfied all of the requirements for personal wireless facilities as set forth in Section 240-107 of the Zoning Ordinance. 3. To allow MetroPCS to co-locate on the existing tower does not represent a substantial detriment to the public good or the neighborhood affected. Based on an evaluation of the material submitted and the evidence presented, the proposal fulfills the spirit and intent of the zoning ordinance. 2 . Bk 24107 Pg 279 #59856 Town of Barnstable,Zoning Board of Appeals—Decision and Notice Appeal No.2009-058—Modification of Variance Nos.2000-031 and 2004-044—MetroPCS Massachusetts,LLC Decision: Based on the findings of fact,a motion was duly made and seconded to grant the modification of the Variance Nos. 2004-044 and No. 2000-031 as requested by MetroPCS Massachusetts, LLC., for the co- location and operation of communication facilities on the existing tower at 1047 Falmouth Road (Route 28), Hyannis, MA subject to the following: The installation and operation is limited to that of three flush mounted communication antennas, including installation of associated ground equipment and a GPS antenna as shown on plans submitted and approved by the Site Plan Review Committee entitled "metroPCS Unlimit Yourself HYNO016A Crown 875052 Hyannis 1047 Falmouth Road Hyannis, Massachusetts 02601 Barnstable County"consisting of 7 sheets as drawn by AEG Advanced Engineering Group, P.C. last dated 8/5/09. Condition 8 of the variances is changed to read: 8) There shall be no more than nine (9)antennas from Sprint Spectrum, LLP, two(2)whip antennas, three (3) T-Mobile flush mounted antennas and three (3) MetroPCS flush mounted antennas mounted to the Tower. All other conditions of Variance No. 2000-031 shall remain in full effect and the following added conditions imposed: 9) The location of any new concrete pad(s)shall maintain a 10-foot setback from all cesspools and leeching fields. The vote was as follows: AYE: James F. McGillen, Michael P. Hersey, Craig G. Larson,George T.Zevitas, Laura F.Shufelt NAY: None Ordered: Appeal No. 2009-058 has modified Variance No. 2000-031 and Modification Variance No.2004-044. This decision must be recorded at the Barnstable Registry of Deeds for it to be in effect and notice of that recording submitted to the Zoning Board of Appeals Office. The relief authorized by this decision must be exercised within one year. Appeals of this decision, if any, shall be made pursuant to MGL Chapter 40A,Section 17,within twenty (20)days after the date of the filing of this decision. A copy of which must be filed in the office of the Barnstable Town Clerk. MN Laura F. Shufelt,Ch it Date Signed F �` Mti;i I, Linda Hutchenrider, Clerk of the Town of Barnstable, Barnstable County, Ma eats : *y certify that twenty (20) days have elapsed since the Zoning Board of Appeals fAhis :psi rd� 4 that no appeal of the decision has been filed in the office of the Town Clerk. % w Z;r;�ap Signed and sealed this day of 0( .t- /"N der the pains '�jrd'�egalt sfVerjury' .`" t ,b. ''.......•�•�o Via Linda Hutchenrider,Town Clerk 3 Bk 24107 Pg 280 #59856 Zoning Board of Appeals (ZBA) Abutter List for Mar Parties of interest are those directly opposite subiel abutters to abutters. Notification of all properties w Map&Patcel Ownerl Owner2 249064 GIANNETTI, RUDOLPH V JR ! 249066 RYAN,JOSEPH A& NATALIE TRS 249067 HEGARTY, MICHAEL J&MARIANNA 249068 ROSSEGALE, SAMILE ET AL 249069 JONES, DAVID T&SHEILA M 249070 MEDLIN, KAREN M 249071 MIRANDA, RUI A 249072 THOMAS,MURIEL %THOMAS, MURIEL ESTATE OF 249073 DUNN,KELLY P&WHITE, LUKE M 249077 HARDY,TERESA A&JOHN W 249153 FEDERAL NAIL MTG ASSOC %BEARD,ANDREW J 250001 FOUNDERS COURT CORP CIO C JOHNSON &CO 25000200A HOUSING ASSISTANCE CORP 25000200B HOUSING ASSISTANCE CORP 25000200C HOUSING ASSISTANCE CORP 25000200D HOUSING ASSISTANCE CORP 25000200E HOUSING ASSISTANCE CORP 2500020OF HOUSING ASSISTANCE CORP 2500020OG HOUSING ASSISTANCE CORP — 25000200H HOUSING ASSISTANCE CORP 250002001 HOUSING ASSISTANCE CORP -� 25000200J HOUSING ASSISTANCE CORP 25000200K HOUSING ASSISTANCE CORP 25000200L HOUSING ASSISTANCE CORP 25000200M HOUSING ASSISTANCE CORP 2500020ON HOUSING ASSISTANCE CORP 250003 BARCELOS,ALEX 250004 RELD CORP 250005 BOTSFORD, NORMAN L&JUDITH 25000600A FARDY,ALICE M 25000600E LAFTSIDIS,JOHN 250008 HAKALA,KENNETH A&FAITH S 250023X01 MELE, STEVEN A 250023X02 MELE, STEVEN A 250027X01 WEQUAQUET STRAWBERRY HILL LP C/O COFFMAN REALTY 250027X02 WEQUAQUET STRAWBERRY HILL LP C/O COFFMAN REALTY 250028 SCHOFIELD, BENTLEY C&DOROTHY G 250065 COREY, DONALD J JR + Bk 24107 Pg 281 #59856 & Parcel(s): '250004' ct lot on any public or private street or way and ithin 300 feet ring of the subiect lot. Address1 Address 2 Mailing Cit StateZip Country Deed 718 STRAWBERRY HILL RD CENTERVILLE, MA 02632 14896/265 28 BLUEBERRY HILL RD HYANNIS,MA 02601 USA 10763/184 32 BLUEBERRY HILL ROAD HYANNIS,MA 02601 23114/269 42 BLUEBERRY HILL RD HYANNIS,MA 02601 21137/171 4 BLACKBERRY LN HYANNIS, MA 02601 USA 4188/284 56 BLUEBERRY HILL RD HYANNIS, MA 02601 USA 11396/164 64 BLUEBERRY HILL RD HYANNIS, MA 02601 15072/293 76 BLUEBERRY HILL RD HYANNIS, MA 02601 13199/195 82 BLUEBERRY HILL RD HYANNIS, MA 02601 USA 187021298 59 BLUEBERRY HILL RD HYANNIS, MA 02601 21271/75 69 BLUEBERRY HILL RD HYANNIS, MA 02601 USA 22965/133 PO BOX 1100 CENTERVILLE, MA 02632 USA 9366/118 460 W MAIN ST HYANNIS,MA 02601 USA 18026/201 460 W MAIN ST HYANNIS,MA 02601 USA 18026/201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/201 460 W MAIN ST HYANNIS,MA 02601 USA 180261201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/201 460 W MAIN ST HYANNIS,MA 02601 USA 18026/201 460 W MAIN ST HYANNIS,MA 02601 USA 18026/201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/201 460 W MAIN ST HYANNIS,MA 02601 USA 18026/201 460 W MAIN ST HYANNIS, MA 02601 USA 18026/20/ 2 BLACKBERRY LN HYANNIS, MA 02601 21599/277 1047 FALMOUTH RD HYANNIS, MA 02601 USA 1399/183 1069'FALMOUTH RD HYANNIS, MA 02601 USA 1368/380 6 KENSINGTON DR SANDWICH, MA 02563 21298/92 1087 FALMOUTH ROAD CENTERVILLE, MA 02632 21814/278 728 STRAWBERRY HL RD CENTERVILLE, MA 02632 USA 2893/242 P O BOX 956 CENTERVILLE, MA 02632 USA 17960/329 56 LAKEVIEW DR CENTERVILLE,MA 02632 USA 17960/329 1300 BELMONT ST-SUITE 302 BROCKTON,MA 02301 17960/323 1300 BELMONT ST-SUITE 302 BROCKTON,MA 02301 17960/323 PO BOX 44 HYANNIS, MA 02601 21602/215 1 TINKERS LEDGE RD DUXBURY,MA 02332 JUSA 19570/086 I a Bk 24107 Pg 282 #59856 T OWN OKBARNSTABLEZON1II BOARDOFAPPEALS, NOTICE OF PUBLIC HEAWNO UNDER To.all persojunterested in,:or,affected by the•Zonlrig Boapl of, Appeeq;under Section ll,of Chapter 40A of the Cieheral.lsws'of. the Commomvealth of MassadrtOetts,and ali amendmenisthereto you are here6�notified that: ,y 7:00 PM•`•Appeal,ko._206IIU4 StrreeneylMlddlaiy.-:•' '.`: . Karen I.MullalySweeney and Michael.Sweeney have.applied.:.. cil Sectiort.Special Permifpursuairt to 240.92(B)N&sl:r toYming. But•IdingsorShuauresusedasSinglea'ndTwaFamrlyrResidErices�= . and.Sec6 240-94(Bj.Exoai lion ot`a,Nonporlformin Use;.:The-_ appfcarttsareseeldngreliefIni derioaftersMeiipandthee"lig nonconforming two-family use by;cortatnio0ng a newcottaga tcl rear of the property and to comrert ttre eicisfing'coltage sUydu re etto a gatage.:The property s"addressed 4364 Falmouth;Road(Route 28),Cotuit,_MA`H la shdm o i Assessor s Mep 024 ag peioe)625 and is zoned Resider=F 7:00 PO Appeat No.2609458 M WPC9:Massach'usettg;LLC.: :,; '',:,i•`:' :.MetroPCSMaseacfrusetb,LLC,aslessee,hasappli¢dtura'modN'. ficationbfVadinooNo's.2004-044arrd2000-031.Tfiemodficetion.; seeks tb'operate additional Personal 4Yreless Comrmgilcati6rre on the ezisi0g eommunicatiorn:,tower.arrd:prb4Jde forMI Installation.. of addi¢pnal antennas and riecessary.'76urid',ei{iip-rd ai the base ot6..tower,The propeNis addressed.1047 Falmouth Road (Route`28),Nyanids"MA and is sho ".!Assessors lN.ap 25U as parce1004;:Tile_propertyJa zoned-Residential Ei 1'and" xrth(n a, GroomlwaterProtechonAvedayDistrict:;��>='..?:�.;: ::. . These Public Hearcrgs wal be field at ihe'Bamstalile,To*h Hal 367MWnStieei,Hyanhis,MA,HeadngRaoin,2""f;loor,Wedneaday; September 16,2009."Plans and appQcationspdr i.be reviewed`at the Zoning Board of Appeals Office,GrouYNi Nlanageril Depal ment,Town Offices;200 Main Skeet Flyaruiis�iRA •• _ 'taura.F;Shu(eI�.CFia'u:': .v. :..Zoning Board;bmni is The Bamsfabie Patriot a : August H and September 4,20Iffili � . STABLE COUNTY REGISTRY OF DEEDS Iv A`I RUE COPY,ATTEST Ilk ,F.'AifEADE,GREGISTER BARNSTABLE REGISTRY OF DEEDS r �.a +w Fa 3530 Toringdo Way Suite 300 Charlotte, NC 28277 April 21,2009 i Reid Corporation 1047 Falmouth Road Hyannis,MA 02601 RE:Tower"ASSOCIATED ALARM SYSTEM-875052" To Whom It May Concern: As you know,Crown Castle is the owner and/or operator of the communications tower site referenced above. A core component of Crown Castle's business is the co-location of wireless telecommunications service providers to our existing tower assets. It is our strong belief that co-location benefits all parties involved,including Crown Castle,the service provider,the neighboring community,and you—our valued landowner. In some instances,Crown Castle's agreements with our landowners require us to obtain consent from the landowner prior to co-locating telecommunications providers. Over the past number of years,our customers have placed increasing importance on"speed to market"or the length of time it takes to co-locate on one of our towers. More than any other factor, telecommunication providers have identified speed to market as their most crucial issue. Unnecessary delays and long wait times can,and have,caused customers to abandon projects and/or switch to other locations,costing Crown Castle and . ultimately you in lost revenues. In an effort to reduce that wait time,Crown Castle has taken steps to identify the points in the process that create unnecessary delays. Obtaining consent is one of those points,and we'd like to enlist your help in eliminating this delay. We are asking that you sign where indicated below,hereby granting consent to Crown Castle for future co-locations, construction drawings,and/or modifications of equipment and any other consent requirements within Crown Castle's lease area. It remains Crown Castle's priority to communicate with you regarding the tower site and its activities. Additionally,you will still be entitled to any and all additional revenue owed under the lease for these co-locations and other projects. In fact, by granting consca,t now for these future projects,y ou will be hcl&ig to spew up our co-location Xufts,thereby allowing for us to pay you your additional rent sooner. If you agree to our request,please indicate so by signing on the line below. Please sign both copies,retain one copy and return the other to me in the self-addressed stamped envelope provided. If you have any questions regarding this request; please contact me using my contact information listed below. Sincerely, Kathy Boc2o Project Coordinator Phone:704-405-6563 Email:Kathy.boczko@crowncastle.com APPROVED BY: DATE: 6 Daytime telephone: S"O 8`- 7:73= 91/1/ Email Address: T'Chi/�S e0 f Jr v CRO w'Y Crown Castle Tel: 704 406.6600 CASTL E 3530 Toringdon Way,Suite 300 ' Charlotte,NC 28277 www.cmwncastle.com Friday May 8,2009 Reld Corporation 1047 Falmouth Road Hyannis,MA 02601 RE: Consent to Sublease For Property at: 1047 Falmouth Crown BU#875052 Carrier:MetroPCS Dear Sirs; MetroPCS has requested permission to place antennas on the tower and equipment on the ground,within our leased area.Pursuant to Section la of the Rider to the PCS Agreement we are requesting said consent.Also, Sec lb states,that you are entitled to receive a 30%revenue share for this sublease. This letter grants MetroPCS permission to apply for any permits required for this installation. Would you please countersign this letter below to acknowledge your consent and fax a copy to me at 724 416-6971 or email me at paul.hughey@crowncastle.com. Please also return one copy with your original signature in the enclosed self-addressed,stamped envelope. If you have any questions or comments,or if you need additional information, please do not hesitate to contact me at(704)405-6571. Sincerely, Paul Hughey Approved By: Date