The URL can be used to link to this page

8122_SITE PLAN- AT AND T WIRELESS- 591 NORTH WEST STREET S eke Plan �T� r I��reless Services S91 Nl�'N� WeS1- 53r� 1 ��tiS 4 �7- asa - 60 �Sg �X AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: August 11, 2000 DATE RECEIVED: August 3, 2000 DISTRIBUTION DATE: August 3, 2000 PLANNING BOARD MEETING DATE: August 17, 2000 APPLICANT INFORMATION 1. Name of Business: Adams TV of Springfield, Inc. Address: WWLP-TY 22, P.O. Box 2210, Springfield, MA 01102-2210 2. Owner: AT & T Wireless Services Address: 400 Blue Hill Drive, Suite 100, Westwood, MA 02090 Telephone: (781) 407A550 (Taylor Wayside) 3. Engineer: Clough, Garbour & Assoc. LLP Address: 111 Winners Circle, Albany, NY 12205 Telephone: (518) 453-3953 (Tony Mantella) PLAN REVIEW Scale: 1" = 5' Date: 6/27/00, revised 7/10/00 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Co-location of a wireless communications facility at the existing Omnipoint Tower on Provin Mountain. Site Plan Review Page 2 Description of Site: Was unable to gain access to site. Gate was locked. From the plan it appears that the fenced enclosure will be enlarged to accommodate the AT&T equipment shelter. Provision for Traffic Flow: Unchanged. Parking: None provided. Drainage: See Engineering comments. Public Utilities: O.K. Landscaping/Screening and Buffers: Not provided. Sign Location: Not provided. Exterior Lighting: Not provided. Rendering or Elevations: Elevations of proposed structure are to be provided along with colors and textures. Dumpster Location: Not shown. Other Comments or Concerns: The submitted plan also shows a proposed equipment shelter for Nextel as well. An application has not been submitted for Nextel and action on this plan should not constitute action on the Nextel antenna or shelter. L Town of Agawam 4 36 Main Street Agawam, Massachusetts 01001-1837 s� TeI. 413-786-0400 Fax 413-786-9927 PLANNING BOARD August 21, 2000 0 -t'c- � Z•i ar AT&T Wireless Services 400 Blue Hill Drive, Suite 100 u,_ Westwood, MA 02090 To Whom It May Concern: At its duly called meeting held on August 17, 2000, the Agawam Planning Board voted to approve the plan entitled"Omnipoint Monopole, 591 North West Street, Agawam, Massachusetts, Site Plan, AT&T Wireless Services", prepared by Clough, Harbour& Associates LLP and dated 7/10/00, revised 8/15/00 with the condition that the August 11, 2000 (attached) Engineering Department comments be addressed. If you have any questions, please contact this office at 786-0400, extension 245. Sincerely, Dennis B. Hopkins, Acting Chairman AGAWAM PLANNING BOARD DBH:prk cc: Building Inspector Engineering Dept. Taw ICIerk Fi] ✓ .TOWN OF ,AGAWAM INTEROFFICE RATED� MEMORANDUM To: Planning Board CC: John P. Stone, Clough Harbour & Associates, LLP, File From: Engineering Division Date: August 11, 2000 Subject: Site Plan - AT&T = Provin Mountain- North West Street,- SP 295 Per your request dated August 3; 2000 we have reviewed the plans for the above mentioned subject entitled, " AT&T Wireless Services, Site I.D. # SP-38.2: Omnipoint Monopole 591 North West Street, for AT&T Wireless'Services, by Clough Harbour & Associates LLP, dated July 25, 200.0, scales 1" —100' and 1" = 5'." We have the following the comments: 1.) Calculations should be submitted to show that the tower and its foundation can structurally support the proposed additional antennas. The calculations should be stamped by a Massachusetts Professional Engineer. 2.) The additional impervious area being created will create no substantial increase in run-off. It would be impractical to require detention to restore pre-construction stormwater events. 3.) Final approval will be based upon the Building Inspector's approval of zoning compliance. If you have any questions please do not hesitate to contact our division. Yours truly, James T. Daley, P.E. Van Kacoyannakis , Town Engineer Civil En . d h:lengineerlsiteplanlsp295_o4.wpd �,uu 0 0 TOWN OF AGAWAM T Olt INTEROFFICE 1 -IN. 1 M MEMORANDUM RA�E17 To: Planning Board CC: John P. Stone, Clough Harbour & Associates, LLP, File From: Engineering Division Date: August 11 , 2000 Subject: Site Plan - AT&T - Provin Mountain - North West Street - SP 295 Per your request dated August 3, 2000 we have reviewed the plans for the above mentioned subject entitled, " AT&T Wireless Services, Site I.D. # SP-38.2: Omnipoint Monopole 591 North West Street, for AT&T Wireless Services, by Clough Harbour & Associates LLP, dated July 25, 2000, scales 1" =100' and I" = 5'." We have the following the comments: 1.) Calculations should be submitted to show that the tower and its foundation can structurally support the proposed additional antennas. The calculations should be stamped by a Massachusetts Professional Engineer. 2.) The additional impervious area being created will create no substantial increase in run-off. It would be impractical to require detention to restore pre-construction stormwater events. 3.) Final approval will be based upon the Building Inspector's approval of zoning compliance. If you have any questions please do not hesitate to contact our division. Yours truly, James T. Daley, P.E. Van Kacoyannakis Town Engineer Civil En n M,. h:lengineerlsiteplanlsp295_Od.wpd Vyv . - ter• y�� MEMO To: Planning Board From: Sergeant Donald Gallerari6g) Subject: Site Plan-AT&T Wireless Services-591 North West Street Date: August 11, 2000 The co-location of a wireless communications facility at the existing Qmnipoint Tower at 591 North West Street will have no impact on traffic or pedestrian safety. Town of Agawam 4, 36 Main Street Agawam, Massachusetts 01001-1837 _ 1 Mays TeI. 413-786-0400 Fax 413-786-9927 Memo TO: Building Inspector, Engineering Dept., Police Dept., Fire Dept_ FROM: Planning Office DATE: August 3, 2000 SUBJECT: Site Plan -AT&T Wireless Services- 591 North West Street Please review and comment on the attached Site Plan for AT&T Wireless Services 591 Shoemaker Lane prior to the Board's August I7'h, 2000 meeting. Thank you. DSD:mah PLEASE BE ADVISED THAT PERMITS FROM THIS OFFICE ARE HEEDED FOR FUEL STORAGE IF ANY GENERATORS ARE USED AT THIS OR ANY SITE IN AGANAM AGAWAM FIRE DEPARTMENT A ppo-VAL 0C3 .. DATE ........... IGN. . ,s... r n � � cn S W 0 Z r 0 r z � rn n mz � � a aJ r Ln o M m 4 4 � m z Z z 9G oC r m LA- � I 9 (n z y Q �c; i.., o r 41TE ID# SP--38.2: OMNIPOINT MONOPOLE Revisions: Drawn 6X App•d. By, Dole: ISSUED FOR CONSTRUCTION DWH TM 7/10/00 591 NORTH WEST STREET AGAWAM, MASSACNUSETTS REVISED PER AT&T's 7/24/00 COMMENTS DWH TM 7/25/00 TITLE AYAT. WIRELESS SERVICES ,400 .Blue Hill Drive, Suite 100 Westwood, MA. 02090 Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 o M Tel. 413-786-0400 Fax 413-786-9927 Memo TO: Building Inspector, Engineering Dept., Police Dept., Fire Dept. FROM: Planning Office DATE: August 3, 2000 SUBJECT- Site Plan - AT&T Wireless Services - 591 North West Street Please review and comment on the attached Site Plan for AT&T Wireless Services 591 Shoemaker Lane prior to-the Board's August 17', 2000 meeting. Thank you. DSD:mah A` 41)ERSON KREIGER LLP Attorneys at Law STEPHEN D.ANDERSON The Bulfinch Building ACHESON H. C.AIJ-AGHAN Al.,admitted in[;I' 47 Thorndike Street 0 Cnanscl ARTHUR P.KREIGER Cambridge, MA 02141 DOUGLAS H.'AgLKINS {6!7) 25�-6575 Alen admitt"I in NY Of C/lnnirl Fax: (617) 252-6$99 PETER J. CURA GEORGE A. HALL,JR. RACHEL GRAHAM EVANS At.,admitted in NH JEFFREY L. ROELOFS August 1, 2000 BY FEDERAL EXPRESS Dominic Urbanati Building Inspector Municipal Building 36 Main Street Agawam Massachusetts 01001 Re: Applicant: AT&T Wireless Services Property Address: Omnipoint Monopole, 591 North West Street, Provin Mountain Owner: Adams TV of Springfield, Inc. Relief Sought: Site Plan Approval Under Section 180-13 Dear Sir or Madam: Pursuant to Section 180-13(B)(1) of the Agawam Zoning Bylaw, AT&T Wireless PCS, LLC, by and through its agent AT&T Wireless Services, Inc. d/bla AT&T Wireless Services applies for Site Plan Approval to collocate a wireless communications facility at an existing tower at 591 North West Street, Provin Mountain, Agawam. 1. APPLICATION MATERIALS Enclosed are the original and nine copies of the following materials: 1 Form D, Application for Site Plan Approval (Exhibit 1); 2 . The following plans, dated July 27, 2000, prepared by Clough, Harbour& Associates UP (Exhibit 2); Sheet Number 'Lille T-1 Title ell A-1 Vicinity Plan A-2 Site Plan i Building Inspector August 1, 2000 Page 2 Sheet Number Title A-3 Tower & Antenna Details A-4 Miscellaneous Details E-1 Electrical Site Plans E-2 Electrical Details 3. A copy of the Decision of the Agawam Board of Appeals dated December 2, 1997, in Case No. 1551, granting a Special Use Permit to Omnipoint Communications Enterprises, Inc. (Exhibit 3). II. PROPOSED WIRELESS COMMUNICATIONS FACILITY AT&T Wireless Services proposes to install and operate a wireless communications facility at the existing Omnipoint Monopole at Provin Mountain, as detailed on the enclosed plans. Pursuant to condition 15 of the Special Permit granted to Omnipoint Communications Enterprises, Inc. by the Board of Appeals on August 15, 1997: The applicant shall allow additional telecommunications carriers to Iocate equipment on the tower and at the site for fees consistent with market rates. Co-locators shall be allowed on the monopole tower without the need for an additional special use permit; additional co-locators, however,must obtain any and all other permits required by the Town of Agawam Zoning Ordinance including building permits and variances as applicable. AT&T Wireless Services' proposed installation consists of(a) a 12' x 28' equipment shelter, (b) PCS wireless antennas mounted on the existing 180' monopole with a center line of 160' as shown on Sheet A-3 of the enclosed plans, (c) coaxial cables and cable tray to connect the antennas to telecommunications equipment in the equipment shelter, (d) electric and telephone conduits to connect the equipment to necessary electric and telephone utilities, and (e) any other necessary equipment, conduits, lines, connections, and the like related thereto. Additional details of the proposed installation are set forth in the enclosed plans. ANUER.SON&K.REIGER LLP Aeto wp nl Lan, Cj Pdnwdnu -ydkdpaj— Building Inspector August 1, 2000 Page 3 III. CONCLUSION Accordingly, AT&T Wireless respectfully requests Site Plan Approval to collocate a wireless communications facility on and next to the existing Omnipoint monopole. In accordance with Section 180-13(C)(4) of the Bylaw, please transmit the enclosed materials to the Planning Board for it to schedule this matter for a public meeting at the next available opportunity. Thank you. Sincerely Step n D. Anderson, Esq. Sanderson(u)andersonkreigcr.coni Enclosures CC' Taylor.Whiteside (by email w/o encl. and federal express w/encl.) Susan Johnson (by email w/o encl. and federal express w/encl.) ATIIAgawamS P3Mp1anbrd.002.wpd ANDERSON( GT KREIGER LLP Ms-nryi w Law C! Nin[r-d un rmat1,d pal.ri AGAWAM PLANNING BOARD � n Form D al Z - 1 >_ r Application for Site Plan Approval " - cn - Please complete the following form and return it and 10 copies of the Site Plan to: Agawam Planning Board Office of Planning and Community Development 36 Main Street Agawam, MA 0 100 1 Owner 1. Name of$ S Adams TV of Springfield, Inc . Address WWLP-TV 22 , P .O. Box 2210 , Springfield, MA 01102-2210 2. Name of Applicant/ er AT&T Wireless Services Address 400 Blue Hill Drive, Suite 100 , Westwood, MA 02090 Telephone (781 ) 407-4550 (Taylor Whiteside) 3. Name of Engineer/Architect Clough, Harbour & Assoc LLP Address ill Winners Circle, Albany, NY 12205 Telephone ( 518 ) 453-3953 (Tony Mantella ) 4. Please give a brief description of the proposed project: Co-location of wireless communications facility at existing Omnipoint Tower at: Provin Mountain 591 North West Street Agawam, MA 01001 Revised 11/06/98 i i � � DECISION OF THE _ _ TOWN OF AGAWAM ZONING BOARD OF APPEALS idyl : - RE : Applicaiion of Omnipoint Communications Enterprises, Inc . for special use permit to construct a telecommunications facility at 591 North West Street, Agawam, Massachusetts . CASE NO. : 1551 The Zoning Board of Appeals after hearings duly noticed and after making a site visit find the following: 1 . That the proposed site is in the Agricultural Zone . 2 . Pursuant to the Town of Agawam Zoning Ordinances, Secs_ions 180-11 and 180438, the proposed- use is allowed only upon grant of a special permit by this board. 3 . That the specific site is an appropriate location for the proposed use and structure . 4 . Tha= the use as developed, subject to the conditions set forth herein, will not adversely affect the health, safety or property values of the neighborhood. 5 . That there will be no nuisance or potential hazard to vehicle or pedestrian safety. 6. That adequate and appropriate facilities and controls will be provided for the proper and 'safe operation of the proposed use . 7 . That the proposed use and structure, subject to the conditions set north herein, will not be against the public inte,es: or detrimental or _njurLcus to the character of the neighborhood . 8 . That nhe proposed use and structurs, subject to zhe conditions set forth herein, are in harmony with the general purposes and intent of the town of Agawam Zoning Ordinance . 1 NOW, THEREFORE, the Zoning Board of Appeals hereby grants a special use permit for the construction of a telecommunications facility which is comprised of a tower and two concrete foundations , each ten ( 10' ) feet by fifteen ._^� ( 151 ) feet on which will be placed equipment storage containers with the following conditions : 1 . The tower shall be of monopole construction. 2 . The monopole tower shall be no higher than one hundred eighty ( 130' ) feet and no higher than the. height at which lighting is required by the Federal Aviation Authority. 3 . The applicant will provide the town with a copy of its license and/or permit from the Federal Communications Commission and will notify the town immediately if said license and/or permit if revoked _ 4 . The applicant will provide the town with a certificate of liability insurance naming the town as an insured in the amount of One Million ($1, 000, 000 . 00) Dollars for injury to persons and/or property resulting from or relating to the telecommunications facility. 5 . The applicant will demonstrate, prior to construction and annually, that it complies with any and all federal, state and local laws, rules and regulations . 6. The applicant will enter into an agreement with the town which provides that in the event that the faCilitV is aCandoned or not used for a period of six ( 6) months , the town shall notify applicant and th?t applicant wiii have a CarEod of three ( 31 ) additional months within which to e-ther ( 1) _es4me full use of the facilit or (2) to dismantle or remove the entire facility and that in the event that applicant fails to so dismantle and remove the entire `acility, the town is authorized to do so and is entitled to total reimbursement of all costs . 2 t 7 . The applicant will provide and maintain fencing around the facility as shown in the site plan ,-resented to the Planning Board. All conditions c` the Site Plan Approval shall be incorporated herein . 8 . There will be no lighting off the tower . 9 . The town will be permitted to install a public safety repeater system on the tower so long as said system does not interfere with applicants use or the use of other co-locators . If said equipment is available at the time the tower is constructed, applicant will install the equipment on the tower without any charge to the town . 10 . The applicant will maintain the site in good order and condition and in total compliance with the site plan presented to the Planning Board. 11 . The applicant shall allow additional te_ecommunications carriers to locate equipmen4 cn tine tower and at the site for fees consistent wi_h market rates . Co-locators shall be allowed on the monopole tower without the need for an additional special use permit; additional co-locators, however, must obtain any and all other permits required by the Town of Agawam Zoning Ordinancj including building permits and variances as aocli cattle . 12 . The applicant shall take all reasonable steps needed to minimize the visual impact of the facility by use of appropriate painting and screening. 13 . Prior to the issuance of a Building Permit, applicant shall 'obtain any and all applicable aoorovals from Town Boards . i-' . "'he facility shall be constructed so that it results in the removal of the least amount of - _eps possible . 3 i • i Voted� e�Z-) yea and nay this 2nd day of December, 1997 . ZONING BOARD OF APPEALS TOWN OF AGAWAM yUna"d Hebert, 'Chair h a r r y G G -(f � / U 4 Provin Mountain Monopole Feeding Hills, Massachusetts Site No.: SP-38.2 «w► I 4 '7, t Y% Prepared for: AT&T Wireless Services 400 Blue Hill Drive, Suite 100 Westwood, MA 02090 Clough, Harbour and Associates LLP III Winners Circle P.O. Box 5269 Albany, NY 12205 June 29, 2000 CLOUGH, HARBOUR H & ASSOCIATES LLh III WINNERS CIRCLE P.0- BOX 526E •ALBANY. IVY 12205-0269 TEL: 519-453-4500• FAX: 51 8-458-1735 www.clou gh-harbour.cam June 29, 2000 Mr. Sam El IChairi AT&T Wireless Communications 400 Blue Hill Drive, Suite 100 Westwood,MA 02090 Re: Structural Analysis of the Omnipoint Provin Mountain Monopole Located in Feeding Hills, Massachusetts Site No. Site No.: SP-38.2 CHA Project No.: 8887.41.28 Dear Mr. El Khairi: As requested, Clough, Harbour & Associates LLP (CHA) has performed an analysis of the above referenced monopole superstructure. Our analysis is based on information provided by AT&T Wireless, design and assembly drawings by Engineered Endeavors Inc, and design drawings by URS Greiner. With this information, we were able to conclude that the monopole superstructure and foundation is structurally capable of supporting the existing, proposed and future loads. The analysis includes data for the following antennas and appurtenances: Existing Antenna Data: Omnipoint-(9) EMS RR65-19-00XP panel antennas on a low profile mount with (9) 1-1/4-inch diameter coaxial cables at an elevation of 180-feet above grade. Future Antenna Data: Nextel - (12) Decibel DB 844 H90 (E)-XY panel antennas on a low profile mount with (12) 1-5/8-inch diameter coaxial cables at an elevation of 170 feet above grade. Offices Throughout the Eastern United States ` �+� >�flll�l�1!!,� I,lrr; I.jlPlfl jrf' ��ir'frll; �rlt'!f 1I{•rl•: (/!��.r„;tf �t!' !r�;ff. ,/ �! !r,rr r!ffrl!!rt,-,! ;!. j.,.,tIIrN!.�N' Mr. Sam El Khairi Page 2 AT&T Wireless June 29, 2000 Proposed Antenna Data: AT&T - (9) Allgon 7184 panel antennas on a low profile mount with (9) 1-5/8-inch diameter coaxial cables at an elevation of 160 feet above grade. With this information and the current code, ANSUTIA/EIA-222-F, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures, the analysis was performed to determine the structural integrity of the monopole. Based on the data provided, section properties, member strengths, projected areas, and applicable loads were calculated. Knowing the projected area of the monopole and all of its appurtenances, wind loads were calculated with and without the code defined ice load. These wind and ice loads were then reduced to member forces in the monopole components and then compared to the maximum allowable stress for each member type. The reactions at the base of the tower due to the existing and proposed equipment are less than the design reactions listed on the design drawings by URS Greiner, (Project F101616.04- Drawing No. S-2 dated 10/17/97)_ Based on this information, it can be concluded that the tower foundation is adequate for supporting the existing and proposed Ioads providing the foundation is designed and built in accordance with national, state, and local codes and standards. The analysis indicates that the existing monopole superstructure and foundation is structurally capable of supporting the existing, proposed and future loads. As requested, we have included a copy of the structural analysis calculations referenced above for your review and use. If you have any questions or if we can be of further assistance,please call. Very truly yours, �HOF.yt,, CLOUG , HARBOUR& ASSOCIATES LLP ENG)AEERS,SURVEYORS, PLANNERS & DSC HITECTS ST Thomas L. O'Brien, .E. �roruaLti Partner s M/tm Enclosure ]:V SJ 7\S p-3$.24 8 B 72&I-2.doe FACLOUGH. HARB'OU�-R 6 ASSOCIATES LLP e eeras.euwves.eCA CTe s irnnsc.�ems+.-ec,a EXECUTIVE SUMMARY Information Provided: Monopole Structural Data per Engineered Endeavors Inc. Design Drawings. Monopole Data: AT&T supplied information and Engineered Endeavors Inc. Design Drawings. Monopole Manufacturer: Engineered Endeavors, Inc. Monopole Height: 180-feet Existing Antenna Data: Omnipoint - (9) EMS RR65-19-OOXP panel antennas on a low profile mount with (9) 1 1I4-inch diameter coaxial cables at an elevation of 180-feet above grade. Future Antenna Data: Nextel - (12) Decibel DB 844 H90 (E)-XY panel antennas on low profile mounts with (112) 1-5/8-inch diameter coaxial cables at an elevation of 170 feet above grade. Proposed Antenna Data: AT&T - (9) Allgon 7184 panel antennas on low profile mounts with (9) 1-5/8-inch diameter coaxial cables at an elevation of 160 feet above grade. Code Data: Applicable Code: ANSIIEIAITIA-222-F, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures Wind Velocity: 80 mph for Hampden County, Massachusetts per ANSIIEIAITIA-222-F code Load Cases: (1) Weight of Monopole,Antennas, and Appurtenances plus Wind Load without radial ice. (2) Weight of Monopole,Antennas, and Appurtenances plus reduced Wind Load on iced monopole plus weight of 112" radial ice. Conclusion: Monopole superstructure and foundation Is structurally capable of supporting the existing and proposed loads. GLOUGH, HARBOUR F�HA ASSOCIATES NtP FNGWEE0.9.6LKTVEYOLi9,XAMEXi. 6 W.NOSG4PL AAO-YI"ECT9 BM 05/25/00 CLOUGH, HARBOUR of 15 COMP.BY DATE w Sa ASSOCIATES. LLP H�..1\I e�IN�0. as b:S to6 Z� Comp p No: CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omnie2init Provin Mountain Site Loc: Feeding Hills subject: Wind and Gravity Loads Calculations Hampden County,Massachusetts ANTENNA INFORMATION Proposed Antennas Carrier Antenna Antenna Elev. Total No.Ant/ Antenna Dimensions inches Mfr. Model Ft. No.Ant Sector Ht. Width Depth AT6T All n 7184.00 180.00 8 3 51.19 5.04 1.97 Existing&Future Antennas Carrier Antenna Antenna Elev. Total No.Ant/ Antenna Dimensions Inches Mfr. Model Ft. No.Ant Sector Ht. Width Depth nt EMS . 14146549-00V 180.00 9 2 72.00 &00 2.75 Nextel Decibel D8 844 H90 XY 170.00 12 4 48.00 6.00 8.50 Existing and Proposed Antennas: Weights and Areas Wgt. Wgt.per Tat. Proj. Pro].Area Tot. Tot.Proj per antenna Tot. Wgt. Area per per ant. Proj. Area Elev. antenna w/Ice Wgt. wAce antenna WA00 Area wllce Label (ft) (Ibs. lbs. Ibs. Ibs. s .ft. s ,ft. s .ft. s ,ft. on 7184 160.00 9.90 23.77 89,10 213.90 1.72 2.19 5.37 6.57 Valmont T-Atm m mu 180.o0 717.00 1078.00 I 10.00 15.00 EM$RR65.1"0XP 150.00 23.OD 5822 207.00 505.94 4.00 4.56 8.00 9.13 1 Plathlml 190.00 1500.00 2250.00 10.00 15.00 1 Decibel OB 844 H90 XY 170.00 10.00 27.13 120.00 325.56 2.00 2.38 9.00 9.53 1 EXt 'UngPlatform 170.00 1500.00 '2250.00 10.00 15.00 Total 4133.1 6621.4 Existing and Proposed Cable Information Cable Wgt.of Elev. Diam. No.of WgtJft. Cable Label ft in. Cables Ibs Ibs. 9 7194 150.00 I M 9 1.04 1497.50 9 EMS RR65.19-00XP 1 180.00 1.55 9 0.66 105920 1 Decibel DB W H90&XY I 17o.o0 1.9a 1 12 1.04 2121.60 Total 4a68A0 BM 05/25/00 CLOUGH, HARBOUR -z_ OF 15 COMP.BY DATE F-44ki �.I.� & ASSOCIATES LLP ENGINEERS.BURVEYORS PLANNERS &LANOBCAPE A►�c►-I U r s Comp No: CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc: Feeding Hips Subject: Wind and Gravity Loads Calculations Hampden County,Massachusetts TOWER INFORMATION Tower height= 180.00 ft Base Diameter= 3.67 ft Tower Taper= 0.150 in/ft(per design) Top Diameter= 1.4168 It #of sides= 12.00 sides Tower Base Top Wall Splice Base Weigh Tower WL Volume Weight Section Length Diameter Diameter Thickness Length Elevation of section above of ice of Ice Number R in in in 8 itfibs) sect, Ib9 M3 Ibs 1 47.63 '44.00 -36.26 0.438 0.00 8939.5 19947.5 21.1 1182.2 2 47.88 37.99 30.21 0.375 5.25 42.38 6545.2 11008.0 18.1 1012.0 31 48.06 31.'691 23.881 0.3131 4.501 85.761 4462.81 4462.81 14.81 830.7 4 49.83 25.10 17.001 0.2501 3.671 130.171 2803.31 2803.31 11.71 656.0 Total 22750.81 Totall 65.71 3680.9 Factors and Variable Definitions 180.00 h height of the tower(ft.) 1.69 Gh=Gust response factor for monopole structures (EIAlTIA 2.3.4.2) 1.00 Df=Wind direction factor for flat structural components (EIA table 2) 1-.00 Dr=Wind direction factor for round structural components(EIA table 2) 1.70 Ca,flat=Linear or discrete appurttenance coefficient for flat components(EIA table 3) 1.20 Ca,round=Linear or discrete appurttenance coefficient for round components(EIA table 3) 80.00 mph'=V=Wind speed(mph)for Hampden County,Massachusetts per T1A/EIA-222-F 56.00 IbsfftA3=Density of Ice Dp=Mean Diameter of a Given Section z Elevation at midheight of section C=(Kz)M/2'V'Dp=Velocity coefficient for tubular pole structure force coefficients(EIA table 1) Kz=Exposure coefficient(1.0<=Kz<=2,58)=(z/33)^(2/7) (TIA/EIA 2.3.3) qz=Velocity pressure=0.00256`Kz'V^2 Cl=Structural force coefficient for cantilevered tubular steel structures (TIAIEIA 2.3.5.2 and Table 1) Ag=Total area of face in question(sq.ft.) Ae=Actual projected area based on pole dia.for tubular steel pole structures (TIAIEIA 2.3.6) F=Force=gz`Gh[Cf'Ae+E(Ca Aa)] (TIA/EIA 2.3.2) Finax=Maximum Force=2'gz'Gh`Ag BM 05/25/00 CLOUGH. HARBOUR OF 15 3 COMP. BY DATE �S C � .MSSOCIATES LLPA � IMEEP 6Z`1160 r.LANOScAJ=r- re� Comp No: CHK. BY DATE Project Name: AT&T Pro!No.: 8887.41.28 Site No.: 5P-382 Site Name: Omnippint Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Analysis of Section 1 Fuse Elevation= 0.00 ft Base Diameter= 3.67 ft Base Thickness= 0.438 in Analysis Division Ht.w 18.00 ft Tower Forces without Ice cover Bev.at mid-hgE Force due Maximum of div. Dp Ae to Tower Force Lk Section ft. ft. Kz C C1 z ft. fbs fbs 1 9.00 3.55 1.00 284.33 0.72 16.38 63.97 1275 3543 2 27.00 3.33 1.00 266.33 0.72 16.38 59.92 1195 3319 32.26 3 45.00 3.10 1.09 259.58 0.72 17.90 55.87 1217 3381 54.77 4 63.00 2.88 1.20 252.62 0.72 19.71 51.82 1243 3452 78.30 5 81.00 2.65 1.29 241.39 0.72 21.18 47.77 1231 3419 99.71 6 99.00 2.43 1.37 227.35 0.72 22.43 43.72 1193 3314 118.12 7 117.00 2.20 1.44 211.27 0.72 23.52 39.67 1136 3154 132.85 8 135.00 1.98 1.50 193.621 0.72 24.50 35.62 1062 2950 143.39 9 153.00 1.75 1.55 174.711 0.72 25.40 31.57 976 2710 149.28 10 171.00 1.53 1.60 154.731 0.72 26.22 27.52 878 2439 150.13 Total moment from tower in 01 970.28 Tower Forces with 112"radial ice cover Elev.at mid igt. Force due Maximum of dN. Dp Ae to Tower Force Momem Section 36871.00 ft. Kz C Cf qz .ft.) (Ibs) (Iba) (k-ft) 1 9.00 3.64 1.00 291.00 0.72 16.38 65.47 1305 3626 11.75 2 27.00 3,411 1.00 273.00 0.721 16.38 61.421 1225 3402 33.06 3 45.00 3.19 1.09 266.55 0.72 17.90 57.37 1250 3472 56.24 4 63.00 2.96 1.20 259.93 0.72 19.71 59.32 1279 3552 80.56 5 81.00 2.74 1.29 248.97 0.72 21.18 49.27 1270 3527 102.84 6 99.D0 2.51 1.37 235.15 0.72 22.43 45.22 1234 3428 122.17 7 117.001 2.29 1.441 219.26 0.72 23.52 41.17 1178 3273 137.88 8 135.00 2.06 1.50 201.781 0.72 24.50 37.121 1107 30751 149.43 9 153.00 1.84 1.55 183.01 0.72 25.40 33.07 1022 2839 156.37 10 171.00 1.61 1.601 163.171 0.72 26,221 29,021 926 2572 158.31 Total moment from tower in k-ft 1008.61 BM 05/25/00 y ^_ of 15 CL©UGH, HAFIBOUR COMP. BY DATE C_ _JI & ASSOCIATES LLP ENGINEERS,6UFVEYOR9,F%-AZ1NEFiE< O S D Zrt a� LANDS A-0 ARC-TECTS Comp No: CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Ompipoint Provin Mountain Site Loc.: Feeding Hilts Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Antenna Forces Elegy.at Proj, Force Moment Proj, Antenna Moment mid-hgt. Area Due to Due to Area Force Due to o1 Ant. w10 X* Antenna Antennas wAce wAce Antennas Label n. Kz Z .ts, tbs n-tt .ft. Ibs wAice■-ft 9 Alkjon 7184 160.00 1.57 25.72 5.37 397 63550 6.57 485 77647 3 Valmont T-Arm mounts 160.00 1.571 25.72 10.001 739 1182401 15.00 1108 177359 9 EMS RR65-19-00XP 180.00 1.62 26.60 8.00 611 110058 9.13 697 125535 1 Exisfing Platform 180.00 1.62 26.60 10.00 764 137572 15.00 1145 206358 t 2 Dedbei D8 644 H90 170.00 1.60 26.17 8.00 602 102260 9.53 716 121798 t E)dsbng Platform 170.00 1.60 26.17 10.00 752 127a25 15.00 1128 191737 M antennas 660 ki -ft 900 kl ft 'Moment is at base of section being analyzed. BM 05/25/00 CLOUGH, HARBOUR S OF 15 COMP. BY DATE C_ _A G ASSOCIATES LLP ETIC IJEER9.SLrFIv�R9,�-ANNERS 17S to Z9 °p s i su�os,cia�E�'�'" EC.M Comp No: CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Rills Subject: MONOPOLE ANALYSIS Hampden County, Massachusetts Allowable toads Calculation Base Diameter= 44.00 in Flat Side Dimension= 11.39 in Wall Thickness- 0.438 in Cross Sectional Area= 59.87 sq.in. Ix= 14204.31 in^4 Moment of Inertia Sx= 645.65 in^3 Section Modulus rx= 15.40 in Radius of Gyration Fy= 65.00 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 —FOR 12 SIDED MONOPOLE Fb= 51.87 ksi =1.33"0.6`Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 28.77 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 34.94 kips Tower Weight+Antenna and Coax Weights with 1/2' radial ice cover Total moment w/o ice= 1630 k•ft Moment at base due to wind bads Total moment with ice= 1909 k-ft Moment at base due to wind loads with 1/2"radial ice cover. Shear at base w/o Ice= 13.92 kips Shear force at base due to wind loads Shear at base with ice= 15.23 kips Shear force at base due to wind loads with 1/2'radial ice cover. Load Combinations Definintions D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2'radial ice on all tower and antenna components Results for Section 1 D+Wo= 30.772 ksi < 51.87 ksi OK D+0.75Wi+I= 27.194 ksi < 51.87 ksi OK BM 05/25/00 CLOUGH, HARBOUR OF 15 COMP. BY DATE C w G ASSOCIATES LLP f,,,� e�►.Meas,suFvev�s. s A� b 2k vp s L.&woscaae ARO-OTEcrs Comp No: CHK. BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Anchor Bolt Stress Calculations Moment of Inertia Number ang.from radius radius of Moment of bolts x-axis of bolt pattern of Inert. de inches inches in'14 4 22.50 1.13 5.0322 4 45.00 1.13 26.50 5589.4 41 67.501 1.131 26.501 9538.2 2 90.00 1.13 26.50 5586.9 Total= 20720 Type of bolt=A515 Gr.75 Diameter= 2.25 inches Bolt Circle Diameter= 53.00 inches Bolt Area= 3.98 in^2 Total number of bolts= 16 Ultimate Tensile Capacity,Fu= 100 ksi Yield Strength,Fy= 75 ksi Allowable tensile stress,Ft= 33.00 ksi 0.33Fu (ASD Table 1-B) Allowable tensile stress w/113 increase= 44 ksi =1.33'Ft (EIA 3.1.1.1) Allowable shear stress,Fv= 17.00 ksi 0.17Fu (ASD Table 1-D) Allowable shear stress w/113 increase= 22.67 ksi =1.33'Fv (EIA 3.1.1.1) Max.Moment without ice= 1629,79 k-ft Max.Moment with ice-- 1909.04 k-ft Section Modulus of Bolt Pattern= 781.87 irv3 = I/c The tensile stresses at the bolts caused by the overturning moment is calculated by dividing the moment by the section modulus of the total bolt pattern. This provides the maximum stress at the center of the bolt. Tensile stress w/o ice= 25.01 ksi=M 1 S < 44.00 Tensile stress with ice= 21.97 ksi=M 1 S < 44.00 25%reduction based on TIA1EiA 2.3.16 Shear stress w/o ice= 0.22 ksi < 22.67 Shear stress with ice= 0.20 ksi < 22.67 25%reduction based on TIA/EIA 2.3.16 "Anchor bolts are structurally sufficient" BM 05/25/00 OF 15 CLOUGH. HARBOUR � COMP.BY RATE & ASSOCIATES LLP� £h=NEEPS.BUFvEVOaB.PLANNERS Z�SD 0F s L W1=SC.&FE.asCk-TrECrS Comp No: CHK. BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Analysis of Section 2 Base Elevation= 42.38 ft Base Diameter= 3.17 ft Base Thickness= 0.375 in Analysis Division Ht.= 13.76 ft Tower Forces without Ice cover Elev.at mid-hgt Force due Ma)dmum of div, Dp Ae to Toyer Force Momem -Section ttYQ rt Kz C Cf qz .tt. ibs ms k-ft) 1 49.26 3.08 1,12 260.90 0.72 18.37 42.38 947 2632 6.52 2 63.02 2.91 1,20 255.15 0.72 19.71 40.02 960 2666 19.81 3 76.79 2.74 1,27 246.92 0.72 20.85 37.65 955 2654 32.87 4 90.55 2.56 1.33 236.91 0.72 21.86 35.28 939 2607 45.21 5 104.31 2.39 1.39 225.53 0.72 22.76 32.91 912 2532 56.46 6 118.07 2.22 1.44 213.04 0.72 23.58 30.55 877 2435 66.35 71 131.83 2.051 1,49 199.65 0.72 24.34 28.18 835 2318 74.65 8 1 .601 1.881 1.53 185.49 0.72 25.04 25.81 786 2184 81.17 9 159.36 1.701 1.57 170.66 0.72 25.69 23.44 733 2036 85.74 10 173.12 1.531 1.61 155.26 0.72 26.31 21.08 675 1674 88.21 Total moment from tower In k-ft 556.98 Tower Forces with V2"radial Ice cover Elev.at mid-hgt. Farce due trtajdmum Of d'iv. Dp Ae to Tower Force Moment Section R. ft. KZ C Cf qz 3 .ft.) (tbs) (lbs) (k-ft 1 49.26 3.16 1.12 267.96 0.72 18.37 43.53 973 2703 6.70 2 63.02 2.991 1.20 262.46 0.721 19.71 41.161 987 2742 20.3E 3 76.79 2.821 1.27 254.44 0.72 20.95 38.80 995 2735 33.87 4 90.55 2.651 1.33 244.61 0.72 21.86 36.43 969 2692 46.67 5 104,31 2.481 1.39 233.38 0.72 22.76 34.06 943 2621 58.42 6 118.07 2.30 1.44 221.04 0.72 23.58 31.69 909 2526 68.84 7 131.83 2.13 1.49 20718 0.72 24.34 29.33 868 24121 77.69 8 145,60 1.96 1.53 193.73 0.72 25.04 26.96 821 22811 84.77 9 159,36 1.79 1.57 179.01 0.72 25.69 24.59 769 21361 89.93 10 173.12 1.61 1.61 163,70 0.72 26.31 22.22 711 1976 93.01 Total moment from tower in k-ftj 580.29 BM 05/25/00 CLOU©H, HARBGUR OF 15 COMP.BY DATE PH > & ASSOCIATESLLP l�s`D --- irve�s' as c u ec�"rss Camp No: CHK.BY DATE Project Name: AT&T Prof No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loa.: Feeding Hills Sub'eot: MONOPOLE ANALYSIS Hampden County, Massachusetts Antenna Forces Elev.at Proi. Force Moment Prof. Antenna Moment rnId-hgt Area Due to Due to Area Fwn;e Due to of Ant. w/o Ice Antenna Antennas WAM Moe Antennas Label n. Kr z .ft_ Iba t-ft .ft. Iba whce"t 9 AJIgon 7184 160.00 1.57 25.72 5.37 397 46717 6.57 485 57080 3 Valmont T-Arm mount 1160.001 1.57 25.72 10.001 739 869211 15.00 1108 130381 8 EMS RR65-19-OOXP 180.001 1.62 26.60 8.00 611 64145 9.13 697 95978 1 Existing Platform 180.00 1.62 26.60 10.00 764 165182 15.00 1146 157772 1 z Decibel DB 9"HW 170.00 1.60 26.17 8.00 602 76767 9.53 716 91427 Existing Platform 170.00 1.60 26.17 10.00 752 95959 15.00 1128 143938 M antennas =1 496 ki ft 677 ki -tt "Moment is at base of section being analyzed. BM 05/25/00 OF 15 CLOUGH, HARBOUFI � COMP. BY DATE C A 8 ASSOCIATES LLP _ �yl End.C3UrivEYOR8.Pu�AJE�B b 5 h Z9 s LAM2S^GwPe APO-Irrecrs Comp No: CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni pint Provin Mountain Site Loc.. Feeding Hib Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Allowable Loads Calculation Base Diameter= 37.99 in Flat Side Dimension= 9.83 In Wall Thickness= 0.375 In Cross Sectional Area= 44.31 sq.in. Ix= 7838.22 inA4 Moment of Inertia Sx= 412.65 InA3 Section Modulus rx= 13.30 in Radius of Gyration Fy= 65.00 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 ***FOR 12 SIDED MONOPOLE Fb= 51.87 ksi =1.33*0.6'Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 19.83 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 26.00 kips Tower Weight+Antenna and Coax Weights with 1/2'radial ice cover Total moment w/o ice= 1053 k-ft Moment at base due to wind loads Total moment with ice= 1257 k-ft Moment at base due to wind loads with 112*radial ice cover. Shear at base w/o ice= 12.48 kips Shear force at base due to wind loads Shear at base with ice= 14.22 kips Shear force at base due to wind loads with 112'radial ice cover. Load Combinations Definintions D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created try 112'radial ice on all tower and antenna components Results for Section 2 D+Wo= 31.06 ksi < 51.87 ksi OK D+0.75Wi+I= 27.999 ksi a 51.87 ksi OK BM 05/25/00 CL.000H, HAABOUP to OF 15 COMP. BY DATE s ASSOCIATES LLP eNcs,s+aaveva+as.v�sra Comp No: CHK.BY DATE Project Name: AT&T Praoj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni pint Provin Mountain Site Loc.: Feeding Hills subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Analysis of Section 3 Base Elevation= 85.76 ft Berge Diameter= 2.64 ft Base Thickness= 0.313 in Analysts Division Ht.= 9.42 ft Tower Forces without Ice cover Elev.at mkWVL Foce due Ma)dmum of div. Dp Ae to Tower Force Moment Section ft (It.) Kz C Cf z .R fbs I� k-R 1 90.47 2.58 1.33 238.56 0.72 21.86 24.33 647 1797 3.05 21 99.90 2.46 1.37 230.93 0.721 22.48 23.22 6351 1765 8.98 3 109.32 2.35 1.41 222.74 0.72 23.07 22.11 621 1724 14.62 4 118.74 2.23 1.44 214.07 0.72 23.62 21.00 604 1677 19.91 5 128.17 2.11 1.47 204.97 0.72 24.14 19.89 584 1623 24.78 6 137.59 1.99 1.50 195.51 0.72 24.64 18.78 563 1564 29.18 7 147.021 1.881 1.53 185.70 0.72 25.111 17.671 540 1500 33.07 8 156.441 1.76 1.56 175.58 0.72 25.561 16,561 5151 1431 36.40 9 165-861 1.641 1.591 165.19 0.72 25.991 15.451 4891 1357 39,14 10 175.291 1.521 1.611 154.53 0.72 26.401 14.341 4611 1280 41.24 Total moment from tower in k-ft 250.38 Tower Forces with 112"radial Ice cover Elev.at mkt-V Force dua Maximum Of CW. Dp Ae to Tower Force Moment Section ft R. Kz C Cf z s .ft. " f IS k-R 1 90.47 2.67 1.33 246.26 0.72 21.86 25.12 668 1855 3.15 2 99.90 2.55 1.371 238.74 0.72 22.48 24.011 657 18241 9.28 3 109.32 2.43 1.41 230,65 0.72 23.07 22.901 643 1785 15,14 4 118.74 2.31 1.44 222.07 0.72 23,62 21.791 626 1739 20.65 5 128.17 2.19 1.47 213,07 0.72 24.14 20.68 607 1687 25.76 6 137.59 2.08 1.50 203.68 0.721 24.64 19.57 587 1629 30.40 71 147.02 1.96 1.53 193.95 0.72 25.11 18.46 564 1566 34.54 8 156,44 1.84 1.56 183.91 0.72 25.56 17.35 539 1498 38.13 9 165.86 1.72 1.59 173.58 0.72 25.99 16.24 513 1426 41.13 10 175.29 1.61 1.61 163.00 0.72 26,40 15.13 486 1350 43.50 Total moment from tower in k•ft 261.69 BM 05/25/00 CLOUSHA.LOWHARBOtIPU4eARS 1 OF 15 COMP.BY DATE FAM ASSOCIATES LLP DSD 6 24 oc) �� Comp No: S d CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Antenna Forces Elev.at Proj. Force Moment Prof Antenna Moment mid-hgL Area Due to Due to Area Force Due to of Ant w/o ice Antenna Antennas wAas wAce Antennas Label rt-) (Kz z .ft Ibs a-ft ft) (rbSL wA 541 9 A119on 7164 160.00 1.57 25.72 5.37 397 29487 6.57 485 36028 3 Valmont T-Arm mounts 160.00 1,571 25.72 10.001 739 54863 15,001 1108 82295 9 EMS RR65-19-OOXP 180.00 1.62 26.60 8.00 611 57621 9,131 697 65724 1 Usting Platform 180.00 1.62 26.60 10.00 764 72027 15.00 1146 108040 12 Decibel DO 844 H90 170.00 1.60 26.17 6.00 602 50673 9.53 716 60350 1 Ustin Platform 170.00 1,60 26.17 10.00 752 63341 15.00 1128 95011 AA antennas =1 328 ki ft 1 447 ki -ft 'Moment is at base of section being analyzed. BM 05/25/00 CLOUGH, HARBOUR _)z CP 15 COMP. BY DATE ��•+� ` it's ASSOCIATES LLP I E11M1EER9.l3UA\/EYORS,PlJ�hgVEF�s ��fD Z Qp a R�wosCn �CMTECrs Comp No: GHK. BY DATE Project Name: AT&T Proj No.: 8887,41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County, Massachusetts Allowable Loads Calculation Base Diameter= 31.69 in Flat Side Dimension= 8.20 in Wall Thickness= 0.313 in Cross Sectional Area= 30.80 sq.lm Ix= 3791.47 inA4 Moment of Inertia Sx= 239,29 in^3 Section Modulus tx= 11.09 in Radius of Gyration Fy= 65.00 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 —FOR 12 SIDED MONOPOLE Fb= 51 A7 ksi =1.33"0.6'Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 13.28 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 19.45 kips Tower Weight+Antenna and Coax Weights with 1/2' radial ice cover Total moment w/o ice= 578 k-ft Moment at base due to wind loads Total moment with ice= 709 k-ft Moment at base due to wind loads with 1/2'radial ice cover. Shear at base w/o ice= 9.52 kips Shear force at base due to wind loads Shear at base with ice= 11.17 kips Shear force at base due to wind loads with 112'radial ice cover. Load Combinadonsi Deflnintlons D=Total self weight of structure including antennas and cables We=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2'radial ice on all tower and antenna components Results for Section 3 D+Wo= 29.437 ksi < 51.87 ksi OK D+0.75Wi+I= 27.304 ksi < 51.87 ksi OK BM 05/25/00 CLOUGH, HARBOUR 13 OF 15 COMP.BY DATE �� ASSOCIATEB LLP r T IMNSERS.sUF7veYOa9.Puanmre►�s a►.AP405C-W e AJ=K>4rECTG Comp No: CHK. BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills . subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Analysis of Section 4 Base Elevation= 130.17 ft Base Diameter= 2.09 ft Base Thickness= 0.250 in Analysis Division Ht.= 4.98 ft Tower Forces without ice cover Elev,at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section R R Kz C Cf .ft. Ibs bs k-ft 1 132.66 2.06 1.49 201.09 0.72 24.38 10.27 305 846 0.76 21 137.65 2.00 1.501 196.04 0.72 24.64 9.96 299 829 2.23 3 142.63 1.94 1,52 190.90 0.72 24.89 9.65 292 812 3.64 4 147.61 1.87 1.53 185.66 0.72 25,14 9.34 286 793 4.98 5 152.60 1.81 1,55 180.34 0.72 25.38 9.03 279 T74 6.25 6 157.58 1.75 1.56 174.944 0.72 25.61 8.72 272 754 7,44 7 162.56 1.69 1.58 169.47 0.72 25,84 8.401 264 7341 8.56 8 167.54 1.62 1,591 163.91 0.72 26.06 8.09 257 7131 9.59 9 172.53 1.56 1.60 158.29 0.72 26.28 7.78 249 691 10.54 10 177.51 1.50 1.621 152.60 0.72 26.50 7.47 241 669 11.41 Total moment from tower in k-ft 65.40 Tower Forces with 1/2"radial Ice cover Elev.at mid-hgt. Force due Maximum of dtv. Do Ae to Tower Force Moment Section f tt. Kz C Cf qz s .tt. Ibs lbe k-ft 1 132.66 2.14 1.49 209.22 0.72 24.38 10.68 317 880 0.79 2 137.65 2.081 1.50 204,22 0.721 24.64 10.37 311 8641 2.32 3 142.63 2.02 1,52 199.11 0.721 24.89 10.06 305 8461 3.80 4 147.61 1.96 1.53 193.92 0.72 25.14 9.75 298 828 5.20 5 152.60 1,89 1.55 188,64 0.72 25.38 9.44 292 8101 6,54 6 157.58 1.83 1.56 183.28 0.72 25.61 9.13 285 790 7.80 7 162.56 1.77 1,58 177.84 0.72 25.84 8.821 277 770 8.98 8 167.54 1.711 1.59 172.32 0.72 26.06 8.51 270 750 10.09 9 172,53 1.65 1.60 166.731 0.72 26.28 8.20 262 728 11.11 10 177,51 1.581 1.62 i-6-1081 0.72 26.50 7.89 254 707 12.04 Total moment from tower in k-ft 68.66 BM 05/25100 CLOUGH, HARE30UR OF 15 COMP. BY DATE �I �HA J M ASSOCIATES LLP ENC tNEER3.BURVWMR9.PLANNERS s LdIVQ$CAME AF9; "- FCT� Comp No: CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-382 Site Name: Omni oint Proven Mountain Site Loc.: Feeding Hills Subject MONOPOLE ANALYSIS Hampden County, Massachusetts Antenna forces Elev.at ProJ. Force Moment Prof. Antenna Mornent ` mid-hgt. Area Due to Due to Area Force Due to of Ant w/o ice Antenna Antennas W1100 wf a Antennas Label fl. Kz Z .tt Ibs 041 .H Ibs w It-tt 9 Allgon 7184 160.00 1.57 25.72 5.37 397 11847 6.57 485 14475 3 Valmont T-Arm mounts 160.00 1.571 25.72 10.00 739 22042 15.001 11081 33063 9 EMS RR65-19.00XP 180.00 1.62 26.60 8.00 611 30466 9.13 697 34750 1 Existing Platform 180.00 1.62 26.60 10.00 764 38082 15.00 1146 57123 12 Decibel 08 844 H90 - 170.00 1.60 26.17 8.00 602 23957 9.53 716 28532 1 E)dslinq Platform 170.00 1.60 26.17 10.00 752 29946 15.00 1128 44919 M antennas 156 ki ft 213 ki ft `Moment is at base of section being analyzed. I� OF 15 BM 05/25/00 CLOU©H, HARBOUR COMP. BY DATE S ASSOCIATES LLP sue. nv�s��1 �L'uroscnrV Comp No: CHK. BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Allowable Loads Calculation Base Diameter= 25.10 in Flat Side Dimension-- 6.50 in Wall Thickness 0.250 in Cross Sectional Area= 19,52 sq.ln. Ix= 1506.69 in^4 Moment of Inertia Sx= 120.05 in^3 Section Modulus rx= 8.79 in Radius of Gyration Fy= 65.00 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 ""FOR 12 SIDED MONOPOLE Fb= 51.87 ksi 1.33"0.6'Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 11.62 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 17.79 kips Tower Weight+Antenna and Coax Weights with 1/2'radial ice cover Total moment w!o ice= 222 k-ft Moment at base due to wind loads Total moment with ice= 282 k-ft Moment at base due to wind loads with 112'radial ice cover. Shear at base w/o ice= 6.61 kips Shear force at base due to wind loads Shear at base with ice= 8.15 kips Shear force at base due to wind loads with 112' radial ice cover. Load Combinations Definintions D=Total sell weight of structure including antennas and cables We=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2' radial ice on all tower and antenna components Results for Section 4 D+Wo m 22.76 ksi < 51.87 ksi OK D+0.75Wi+I= 22.016 ksi c 51.87 ksi OK Star Buildings Roof and Wall Panel Systems Color Guid e ► ► � 1 1 Regal White (S) Classic Green (V) Sandstone (N) Surrey Beige (U) SIate Gray (H) Smokey Blue (K) Rustic Red (A) Seal Brown (B) Sandstone (N) Rustic Red (A) Classic Green (V) Seal Brown (B) Smokey Blue (K) STAR GUARD 950 Siliconized Polyester 1 i Stone Gray (F) Ocean Blue (M) + - I Shell White (J) Sand Beige (E) Sahara Tan (Y) Aspen Gold (0) 1 Brick Red (D) Slate Bronze (T) - Ultra Premium 20 Kvnar 5M pull vinylidene fluoride resin finish over G-90 galvanized steel substrate is a 20-year, long-life, premium finish with superior resistance to chalk and fade. It has superior resistance to sand abrasion, chemical and corrosive environments and outstanding color retention. 5tarGuard 950 siliconized polyester paint finish over G-90 galvanized steel substrate offers a 10-year,optional 20- year,warranty against chalk and fade. Ceramic color pigments are naturally stable and the best available to the coatings industry. StarGuard 950 is a long-life finish at an economical price. Panel Offering: The colors on this chart are available for Dura-Rib and StarMark wall panels. CFW panels have a separate chart. Standard rcxif finishes for Dura-Rib anti StarShield,available in the Star Ultra Premium 20 Kynar Color Finish include AIum-Zinc,Sandstone, Regal White and Classic Green.Seal Brown Ultra Premium 20 Kynar Color Finish is also offered as a standard roof finish for the StarShield Standing Seam Roof panel,Standard roof finishes for Dura-Rib and StarShield,available in the Star Guard 950 Si.liconized Polvester Color Finish,are Alum- Zinc and Shell White. Star's Ultra Premium-20 Star's StarGuard 950 Full 700/6 Kynar' Finish System Siliconized Polyester Finish System specifications specifications A. Substrate: Walls and roofs shall be formed from A. Substrate: Walls and roofs shall be formed from base steel sheets conforming to ASTM A792, Gr50 and base steel sheets conforming to ASTM A792, Gr50 and Gr80,with a minimum yield of 50,000 or 80.000 PSI,with Gr80,with a minimum yield of 50,000 or 80,000 PSI,with a coating of hot dipped Zinc Aluminum Alloy in a coating of hot dipped Zinc Aluminum Alloy in accordance with AZ50 and AZ55. accordance with AZ50 and AZ55. Substrate shall be cleaned in a way that will provide the Substrate shall be cleaned in a way that will provide the finish performance noted below. The cleaning method finish performance noted below. The cleaning method used shall be consistent with requirements for the used shall be consistent with requirements for the substrate before the following coatings are applied. substrate before the following coatingsare applied. B, Priimer: A corrosion inhibiting, solvent base primer B. Primer: A corrosion inhibiting, solvent base primer shall be applied to a dry film thickness of no less than 0.20 shall be applied to a dry film thickness of no less than 0,20 mils and no more than 0.30 mils, oven cured, water mils and no more than 0,30 mils, oven cured, water quenched and dried. quenched and dried. C. Finish. The finish is a full 70% KYNARA}, (PVDF), C. Finish: The finish is a thermoset coating system oven cured coating system, long recognized for their composed of polyester resin modified by copoly- outstanding resistance to color change in the merization with a functional silicone resin intermediate. environment. ULTRA PREMIUM-20 finishes are Dry film thickness shall be no more than 0.90 mils and no pigmented with high quality, fade resistant ceramic less than 0.70 mils. With high quality ceramic pig- pigments,the best available to the coatings industry. Dry mentation, this finish provides optimum color durability film thickness shall be no more than 0.90 mils and no less and overall performance. than 0.70 mils. D. Salt Spray Test: Samples diagonally scored and D. Salt Fog O Test: Samples diagonally scored and subjected to 1000 hours of 5% neutrai salt spray per subjected to 5�o neutral salt spray per ASTM B 117,then ASTM B 117, then taped with Scotch #610 cellophane taped with Scotch#610 cellophane tape: 1000 hours--no tape: 1000 hours no blistering and no loss of adhesion blistering and no loss of adhesion greater than 118 from g score line. (Sample taped 1 hour after removal from test greater than 1/8" from score line. (Sample taped 1 hour after removal from test cabinet.) cabinet.) E. Humidity Test: No blistering.cracking,peeling, loss E. Humidity Test: No blistering,cracking, peeling, loss of gloss or softening of the finish after 2000 hours of of gloss or softening of the finish after 1200 hours of exposure to 100% humidity at 1 OW F t 5° F per Federal exposure to t 00%humidity at 1006 F t Y F per ASTM D Test Method Standard 141, Method 6201 or ASTM D 2247-92. 2247-87. Note: For additional test results and technical data Note: Outdoor Florida Exposure and Weatherometer please contact StarBuilding Systems at 800-654-3921. values apply to standard Kynar colors. For additional test results and technical data please contact Star Building Systems at 800-654-392 1. FORISH CONSTRUCTION CO.,INC. 21 MAINLINE DRIVE OKYNAR is a registered trademark of Elf Atochom North America,Inc. P.O. BOX 358 WESTFIELD,MA 01086 41.3-568.8624 Ap Star Building Systems are erected by independent building + - contractors.All Star claims as to the ultimate performance of its product are contingent upon proper erection techniques as employed by the erecting contractor. These techniques must be in accordance with Star Building Systems' suggested erection procedures-Star Building Systems is not Star Building Systems liable for damages incurred through improper erection 8600 S. I-35 procedures. Descriptions and specifications contained Oklahoma Gtv,OK 73149 herein were in effect at the time this publication was 800-654-3922 approved for printing. Star reserves the right to discontinue Fax: 405-636-2037 products at any time or change specifications and/or designs without notice and without incurring obligation. www.starbui]Lliiigs.com 11-99 e-mail: chambears@nok1(W.rnbg.com 1 i r OWN W _ •I� • i v � r W r �I Provin Mountain Monopole Feeding Hills, Massachusetts Site No.: SP-38.2 �I Prepared for: AT&T Wireless Services 400 Blue Hill Drive, Suite 100 Westwood, MA 02090 Clough, Harbour and Associates LLP III Winners Circle P.O. Box 5269 Albany, NY 12205 June 29, 2000 C"A CLXauBH, HARBOUR & ASSOCIATES L.LP ' 6& 0 Oil WINNERS CIRCLE P.O. BOX 5259• ALBANY. NY 1 2205-0269 TEL- 51 B-453-4500• FAX: 51 8-458-1 735 www.clough-harbour.com June 29, 2000 Mr. Sam El Khairi AT&T Wireless Communications 400 Blue Hill Drive, Suite 100 Westwood,MA 02090 Re: Structural Analysis of the Omnipoint Provin Mountain Monopole Located in Feeding Hills, Massachusetts Site No. Site No.: SP-38.2 CHA Project No.: 8887.41.28 Dear Mr. El )UWri: As requested, Clough, Harbour & Associates LLP (CHA) has performed an analysis of the above referenced monopole superstructure. Our analysis is based on information provided by AT&T Wireless, design and assembly drawings by Engineered Endeavors Inc, and design drawings by URS Greiner. With this information, we were able to conclude that the monopole superstructure and foundation is structurally capable of supporting the existing, proposed and future loads. The analysis includes data for the following antennas and appurtenances: Existing Antenna Data: Omnipoint-(9) EMS RR65-19-OOXP panel antennas on a low profile mount with (9) 1-1/4-inch diameter coaxial cables at an elevation of 180-feet above grade. Future Antenna Data: Nextel - (12) Decibel DB 844.H90 (E)-XY panel antennas on a low profile mount with (12) 1-5/8-inch diameter coaxial cables at an elevation of 170 feet above grade. • Offices Throughout the Eastern United States ',+ • ;� llt,5/i'!N I,.1111' f.]rr'I1fi Ill,_1ft't`lffit, Ihch. Nf vfl+ ITrtItl+t;?f I1t7lr['rllfal_I'1'1ph- 1 it, to-rill (rrllflflp. Mr. Sam El Khairi Page 2 AT&T Wireless June 29, 2000 Proposed Antenna Data: AT&T - (9) Allgon 7184 panel antennas on a low profile mount with (9) 1-5/8-inch diameter coaxial cables at an elevation of 160 feet above grade. With this information and the current code, ANSI/TIA/EIA-222-F, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures, the analysis was performed to determine the structural integrity of the monopole. Based on the data provided, section properties, member strengths, projected areas, and applicable loads were calculated_ Knowing the projected area of the monopole and all of its appurtenances, wind loads were calculated with and without the code defined ice load. These wind and ice loads were then reduced to member forces in the monopole components and then compared to the maximum allowable stress for each member type. The reactions at the base of the tower due to the existing and proposed equipment are less than the design reactions listed on the design drawings by URS Greiner, (Project F101616.04- Drawing No. S-2 dated 10/17/97). Based on this information, it can be concluded that the tower foundation is adequate for supporting the existing and proposed loads providing the foundation is designed and built in accordance with national, state, and local codes and standards. The analysis indicates that the existing monopole superstructure and foundation is structurally capable of supporting the existing,proposed and future loads. As requested, we have included a copy of the structural analysis calculations referenced above for your review and use. If you have any questions or if we can be of further assistance, please call. Very truly yours, %0FM ZGE HARBOUR& ASSOCIATES LLP rttoz ENRS, SURVEYORS, PLANNERS p cn C HITECTS ST �� Thomas L. O'Brien, E. Partner BMltm Enclosure J;%33nsp.39.2%889723r14 as FACLOUGH. HARBOUR S ASSOCIATES LLP EiJGVJEEfS.6VPVEYORs.aLAN�lifffi S 1/J�L]BGPFE—C>I ECT9 EXECUTIVE SUMMARY Information Provided: Monopole Structural Data per Engineered Endeavors Inc. Design Drawings. Monopole Data: AT&T supplied information and Engineered Endeavors Inc. Design Drawings, Monopole Manufacturer: Engineered Endeavors, Inc. Monopole Height: 180-feet Existing Antenna Data: Omnipoint - (9) EMS RR65-19-OOXP panel antennas on a low profile mount with (9) 1 1/4-inch diameter coaxial cables at an elevation of 180-feet above grade. Future Antenna Data: Nextei -(12)Decibel 08 844 H90(E)-XY panel antennas on low profile mounts with(12) 1-5/8-inch diameter coaxial cables at an elevation of 170 feet above grade. Proposed Antenna Data: AT&T - (9) Allgon 7184 panel antennas on low profile mounts with (9) 1-5/8-inch diameter coaxial cables at an elevation of 160 feet above grade. Code Data: Applicable Code: ANSI/EIAMA-222-F, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures Wind Velocity: 80 mph for Hampden County, Massachusetts per ANSI/EIAITIA-222-F code Load Cases: (1) Weight of Monopole,Antennas, and Appurtenances plus Wind Load without radial ice. (2) Weight of Monopole,Antennas,and Appurtenances plus reduced Wind Load on iced monopole plus weight of 112" radial ice. Conclusion: Monopole superstructure and foundation is structurally capable of supporting the existing and proposed loads. CL Alrp IATES l JR 8 ASSQGIAT�S ALP KhKW4EEPO SLOWE7'ORS,P j%PVER9 s APE AjgO X:M BM 05/25/00 CLOUCH, HARBOUR OF 15 COMP.BY _DATE c a ASSOCIATES_ LLP b D ea 2.-t �O �� " � s o c> acac�,rrEecrs Comp No: CHK. BY DATE Project Name: AT&T Proj No.: 5887,41.28 Site No.: SP-38.2 Site Name: Omnip2int Provin Mountain Site Loa Feeding Hills Subject: Wind and Gravity Loads Calculations Hampden County,Massachusetts ANTENNA INFORMATION Proposed Antennas Carrier Antenna Antenna Elev. ITotal jNo.Ant/j Antenna Dimensions Inches Mir. Model Ft. No.Ant Sector Ht_ Width De th AT&T All n 7184.00 160.00 9 3 51.19 5.04 1.97 Existing&Future Antennas Carrier Antenna Antenna Elev. Total No.Ant/ Antenna Dimensions Inches Mfr. Mode! Ft. No.Ant Sector Ht. Width Depth Ormipoint EMS RRB5-19-0OXP 180.00 9 2 72.DO 8.00 2.75 Nextel Decibel DU 844 H90 XY 170.00 12 4 46.00 9.00 8.50 • Existing and Proposed Antennas: Weights and Areas Wgt. Wgi.per Tot. Proj. Proj.Area Tot. Tot.Proj per antenna Tot_ Wgt. Area per per ant. Proj. Area Elev. antenna w/fce Wgt. w/lce antenna w/lce Area wllce Label (ft) (IbLs.) (Ibs, lbs. lbs. s _ft, s ,ft. s .ft. s ,ft. AS on 7184 160.00 9.90 23.77 89.10 213.90 1.79 2.19 5.37 8.57 Valmont T•Aan moults 160,001 717,00 1 1076,00 10.00 I 15.OD E7VAS RR8sr19-coXP 180,00 23.00 6622 207.00 505.94 4.00 4.56 8.00 9.13 1 Plattnmi 180-1)0 15U0.00 225000 1Q.0o 1.500 1 Oecmei OB 844 H90 XY 170.00 10.00 27.13 120.00 325.56 2.00 2.38 8.00 9,53 1 Plait - 170 00 00 15 .00 =W.OD 10.0D 15.00 Total 4133.1 6821.4 Existing and Proposed Cable Intonation Cable Wgt.of Elev_ Diam. No.of Wgt.Ift. Cable Label ft in. Cables Ibs, lbs. 9 7184 160.00 1,98 9 1.04 1497.60 • 9 EMS RRW19M)LP 180.0cl 1.55 9 0.68 106920 12 Decibel DS 644 H90 XY 170 1.98 12 t.04 2121.60 Total I 4a88AD BM 05/25/00 CLOUGH, MARBQUR Z OF 15 COMP.BY DATE w & ASSOCIATES LLP S t] 4s 2�l 00 sWVMNSERS LANDSCAPE ARCwrreCYB Comp No: • CHK.BY DATE Project Name: AT&T Proj No.: $887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc: Feeding Hills subject: Wind and Gravity Loads Calculations Hampden County,Massachusetts TOWER INFORMATION Tower height= 180.00 ft Base Diameter= 3.67 ft Tower Taper= 0.150 in/ft(per design) Top Diameter= 1.4166 ft #of sides= 12.00 sides Tower Base Top Walt Splice Base WeW Tower WL Volume Weight Section Length Diameter Diameter 'thickness length Elevation of section above of ice 01300 Number ft in in in ft ft lbs sect. Ibs ftA3 Ibs 1 47.63 44.00 .36.26 0.438 0.00 8939.5 19947.5 21.1 1182.2 2 47.88 37.99 30.21 0.375 5.25 42.38 6545.2 11008.0 18.1 1012.0 31 48.081 31 A9 23.88 .0.3131 4.501 85.761 4462.81 4462.81 14.81 830.7 41 49.831 25.10 17.001 0.2501 3.671 130.17 2803-31 2803.31 11.71 656.0 Totall 22750.81 Total 65.7 3680.9 Factors and Variable Definition 180.00 h=height of the tower(ft.) 1.69 Gh=Gust response factor for monopole structures (EIA/TIA 2.3.4.2) 1.00 Df=Wind direction factor for flat structural components (EIA table 2) 1:00 Dr=Wind direction factor for round structural components(EIA table 2) 1.70 Ca,flat=Linear or discrete appurttenance coefficient for flat components(EIA table 3) 1.20 Ca,round=Linear or discrete appurttenance coefficient for round components(EIA table 3) 80.60 mph=V=Wind speed(mph)for Hampden County,Massachusetts per TlAIEIA-222-F 56.00 Ibs/ftA3=Density of ice Dp=Mean Diameter of a Given Section z=Elevation at midheight of section C=(Kz)Al/2*V*Dp=Velocity coefficient for tubular pole structure force coefficients(EIA table 1) Kz=Exposure coefficient(1.0<=Kz<=2.58)=(z/33)A(2/7) (TIAIEIA 2.3.3) qz=Velocity pressure=0.00256'Kz*VA2 Cf=Structural force coefficient for cantilevered tubular steel structures (TIA/EIA 2.3.5.2 and Table 1) Ag=Total area of face in question(sq.ft.) Ae=Actual projected area based on pole dia.for tubular steel pole structures (TIAIEIA 2.3.6) F=Force=gz'Gh[Ct*Ae+B(Ca Aa)] (TIAIEIA 2.3.2) Finax=Maximum Force=2*qz*Gh*Ag BM 05/25/00 CLOUGH, HARBOUR 3 OF 15 COMP. BY DATE G7A NERS � ASSOCIATES_LLP • �3 Q Z�1 (�u ENCiiNEER6�At1=SGARER ARC- rEL-T6 Comp No: CHK. BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Analysis of Section i Baso Elevation= 0.00 ft Base Diameter= 3.67 ft Base Thickness= 0.438 in Analysis Division Ht.= 18.00 ft Tower Forces without ice cover Bay.at rnid•hgt Force due Maximum 01 div. Op Ae to Tower Force Moment Section n. ft. Kz C Cf qz .ft. Ins) (Ibs) (k-ft 1 9.00 3.55 1.00 284.33 0.72 16.38 63.97 1275 3543 11.48 2 27.00 3.33 1.00 266.33 0.721 16.38 59.921 1195 3319 32.26 3 45.00 3.10 1.09 259.58 0.72 17.90 55.87 1217 3381 54.77 4 63.00 2.88 1.20 252.62 0.72 19.71 51.02 1243 3452 78.30 5 81.00 2.65 1.29 241.39 0.72 21.18 47.77 1231 3419 99.71 6 99.00 2.43 1.37 227.35 0.72 22.43 43.72 1193 3314 118.12 7 117.00 2.20 1.44 211.27 0.72 23.52 39.67 1136 3154 132.86 8 135.00 1.98 1.50 193.621 0.72 24-501 35.621 1062 2950 143.39 9 153.00 1.75 1.55 174.711 0.72 25,401 31.571 976 2710 149.28 10 171.00 1.53 1.60 154.731 0.72 26.22 27-521 878 2439 150.13 Totai moment from tower in k-ft 970.2$ Tower Forces with 1/2"radial ice cover Bev.at mid4Vt. Face due Maximum of div. pp A9 to Tower Face Moment Section 36671.00 k. Kz C Cf qz S .ft. Ibs Ibs k-ft 1 9.00 3.64 1.00 291.00 0.72 16.38 65.47 1305 3626 11.75 2 27.130 3.41 1.00 273.00 0.721 16.38 61 A21 1225 3402 33.06 3 45.00 3.191 1.09 266.55 0.72 17.90 57.37 1250 3472 56.24 4 63.00 2.961 1.20 259.93 0.72 19.71 53.32 1279 3552 80.56 5 81.00 2.74 1.29 248.97 0.72 21.18 49.27 1270 3527 102.84 6 99.00 2.51 1.37 235.15 0.72 22.43 45.22 1234 3428 122.17 7 117,00 2.29 1.44 219.26 0.72 23.52 41.17 1178 3273 137.88 8 135.00 2.06 1.50 201.78 0.72 24,50 37-121 1107 3075 149.43 9 153.00 1.84 1.55 183.01 0.72 25.401 33.071 1022 2839 156.37 10 171.001 1.61 1.60 163.17 0.72 26,221 29.021 926 2572 158.31 Total moment from tower in k-ft 1008.61 BM 05/25/00 � OF 15 PLANNEPS �HA� cLauGH, HARec�uraCOMP. 8Y DATE ASSOCIATES LLP Q S D 6 Zit f� s�osc.� = Camp No: CHK. SY DATE Project Name: AT&T Proi Na.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni pint Provin Mountain Site Lac.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Antenna Forces Elev.at Proj. Force Moment Proj. Antenna Moment mid-hgt. Area Due to Due to Area Farce Due to of Ant wlc ice Antenna Antennas wlcs wAce Antennas Label ft. Kz z .tz Ibs #-ff ff. lbs write a-tt 9 Ab9on 7184 160.00 1.57 25.72 5.37 397 63550 6.57 485 77647 3 Valmont T-Arm mounts 160.00 1.571 25.72 10.00 739 118240 15.001 1109 177359 s EMS RRss19-00xP 180.00 1.62 26.60 8.00 611 110058 9.13 697 125535 t E)dstirvg Platform 180.00 1.62 26.60 10.00 764 137572 15.00 1146 206358 t 2 Decibel DB 844 H90 170.00 1.60 26.17 8.00 602 102260 9.53 716 1217BB 1 Ekfstin Platform 170.00 1.60 26.17 10.00 752 127825 15.00 1128 191737 M antennas 660 kip-It 1 900 ki -R `Moment is at base o1 section being analyzed. BM 05/25/00 OF 15 CLOUGH, HARBOUR —+� COMP. BY DATE C� I M ASSOCIATES LLP _ dvns �.�ose��son�r�� p DSD z v V �— Cam No: CHK_BY DATE Project Name: AT&T Prol No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni oint Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County, Massachusetts Allowable Loads Calculation Base Diameter= 44.00 in Flat Side Dimension= 11.39 in Wall Thickness-- 0.438 in Cross Sectional Area= 59.87 sq.in. Ix= 14204.31 irN4 Moment of Inertia Sx= 645.65 inA3 Section Modulus rx= 15.40 in Radius of Gyration Fy= 65.00 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 —FOR 12 SIDED MONOPOLE Fb= 51.87 ksi =1.33'0.6*Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 28.77 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 34.94 kips Tower Weight+Antenna and Coax Weights with 1/2'radial ice cover Total moment w/o ice= 1630 k-ft Moment at base due to wind loads Total moment with ice= 1909 k-ft Moment at base due to wind loads with 1/2'radial ice cover. Shear at base w/o ice= 13.92 lips Shear lorce at base due to wind Loads Shear at base with ice= 15.23 kips Shear force at base due to wind loads with 1/2'radial ice cover. Load Combinations Deflnlntlons D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I =Self weight of ice created by 1/2'radial ice on all tower and antenna components Results for Section 1 D+Wo= 30.772 ksi < 51.87 ksi OK D+0.75Wi+I= 27.194 ksi < 51.87 ksi OK BM 05/25/00 OF 15 CLOLJGH. HAWBOUA � COMP. BY DATE �H S ASSOCIATES LLP . E514GINEMRS,SURVEYORS,PLANNERS 6 Lp,"bsca»and-arSC7'S Comp No: CHK. BY DATE Project Name: AT&T Prol No.: 8887.41.28 Site No.: SP-38.2 Site Name: Ornnipoint.Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Anchor Bolt Stress Galculatlons Moment of Inertia Number ang.from radius radius of Moment of bolts x-axis of bolt pattern of Inert. (dog.) inches inches in^4 4 22.50 1.13 5.0322 4 45.00 1.13 26.50 5589.4 41 67.50 1.131 26.50 9538.2 21 90.00 1-131 26.501 5586.9 Total= 20720 S Type of bolt=A615 Gr. 75 Diameter= 2.25 inches Bolt Circle Diameter= 53.00 inches Bolt Area= 3.98 inA2 Total number of bolts= 16 Ultimate Tensile Capacity, Fu= 100 ksi Yield Strength,Fy= 75 ksi Allowable tensile stress,Ft= 33.00 ksi 0.33Fu (ASD Table 1-13) Allowable tensile stress w/1/3 increase= 44 ksi =1.33'Ft (EIA 3.1.1.1) Allowable shear stress,Fv= 17.00 ksi 0.17Fu (ASD Table 1-D) Allowable shear stress w/1C3 increase= 22.67 ksi =1.33'Fv (EIA 3.1.1.1) Max.Moment without ice= 1629,79 k-ft Max. Moment with Ice= 1909.04 k-ft Section Modutus of Bolt Pattem- 781.87 inA3 = I/c The tensile stresses at the bolts caused by the overturning moment is calculated by dividing the moment by the section modulus of the total bolt pattern. TKs provides the maximum stress at the center of the bolt. Tensile stress w/o ice= 25.01 ksi=M/S < 44.00 Tensile stress with ice= 21.97 ksi=M/S < 44.00 25%reduction basest on TIA/EIA 2.3.16 Shear stress w/o ice= 0.2-2 ksi < 2-2.67 Shear stress with ice= 0.20 ksi < 22.67 25%reduction based on TIA/EIA 2.3.16 "'Anchor bolts are structurally sutflclent" BM 05/25/00 CLOU©H, HARBOUR -7 OF 15 COMP.BY DATE CH & ASSOCIATES LLP D Z [ 00 L-Ar ENC�INEI*R9.SURVOYPJ408QOR.A.PLANNERS Comp NO: S 1Q9GODE aaCfaTEG TB CHK. BY DATE Project Name: AT&T Proj No.: 888T41.28 Site No.: SP-38.2 Site Name: Omnip2int Provin Mountain Site Loc.: Feeding Hills Subject MONOPOLE ANALYSIS Hampden County,Massachusetts Analysis of Section 2 Base Elevation= 42.38 It Base Diameter= 3.17 ft Base Thickness= 0.375 in Analysis Division Ht.= 13.76 ft Tower Forces without Ice cover Etev.at mid-hgL Force due Maximum Of div. Dp Ae to Tower Force Moment Section (ft.) tt. Kz C Cf qz .ft. tbs hs k-ft 1 49.26 3.08 1.12 260.90 0.72 18.37 42.38 947 2632 6.52 2 63.02 2.91 1.20 255.15 0.721 19.71 40.021 960 2666 19.81 3 76.79 2.74 1.27 246.92 0.721 20.85 37.651 955 2654 32.87 4 90.55 2.56 1,33 236.91 0.721 21.86 35.28 939 2607 45.21 5 104.31 2.39 1,39 225.53 0.72 22,76 32.91 912 2532 56.46 . 6 118.07 2,22 1,44 213.04 0.72 23.58 30.55 877 2435 66.35 7 131.831 2.051 1.49 199.65 0.72 24.34 28.18 835 2316 74.65 8 145.60 1.88 1.53 185.49 0.72 25.04 25.81 786 2184 81.17 9 159.36 1,70 1.57 170.66 0.72 25.691 23.441 733 2036 85.74 10 173.12 1.53 1.61 155.261 0.72 26-311 21.081 6751 1674 88.21 Total moment from tower in k-ft 556.98 Tower Forces with 7/2"radial ice cover Bev.at mid-hgt Force due Maidmum of dN. Dp Ae to Tower Force Momerd Section it. Kz C Cl Qz s .ft. Ibs) Qbs k-ft) 1 49.26 3.16 1 A 2 267.96 0.72 18.37 43.53 973 2703 6.70 2 63.02 2.99 1.20 262.46 0.72 19.71 41.16 987 27421 20.38 3 76.79 2.82 1,27 254.44 0.72 20.85 38.80 985 2735 33.87 4 90.55 2.65 1.33 244.61 0.72 21.86 36.43 969 2692 46,67 5 104.31 2.48 1.39 233.38 0.72 22.76 34.06 943 2621 58.42 61 118.07 2.30 1.44 221.04 0.72 23.58 31.69 909 2526 68.84 7 131.83 2.131 1.49 207.78 0.72 24.34 29.33 868 2412 77.69 8 145.60 1.96 1.53 193.73 0.72 25.04 26.96 821 2281 84.77 9 159.36 1.79 1.57 179.01 0.72 25.69 24.59 769 2136 89.93 10 173.12 1.61 1.61 163.70 0.72 26.31 M22 711 1976 93.01 Total moment from tower in k-ft 580.29 BM 05/25/04 of 15 CLOUGH, HARBOURCOMP.BY DATE P��HI M ASSOCIATES LLP _ 1 • I�SD H ',/� Comp No: CHK.BY DATE Project Name: AT&T Proj NO.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Antenna Forces Elegy.at Proj. Force Moment Proi. Antenna Moment ' mid-ho. Area Due to Due to Area Force Due to Of Ant, w/o ice Antenna Antennas wfice wfice Arenas Label ft. KZ z) (sq.tt.) (Ibs) (#-ft .ft s w/tce#-tt 9 Allgon 7184 160.00 1.57 25.72 5.37 397 46717 6.57 485 57080 3 Valmont T-Arm mount 160.00 1.571 25.72 10.00 7391 86921 15.001 1108 130381 9 EMS RR65.19.00XP 180.00 1.62 26.60 8.00 611 84145 9.13 697 95978 1 EAsting Platform 180.00 1.62 26.60 10.00 764 105182 15.00 1146 157772 12 Decibel DB 844 H9D 170.00 1.60 26.17 8.00 602 76767 9.53 716 91427 t E)dstl Platform 170,00 1.60 26.17 10.QD 752 95959 15.00 1128 143938 M antennas = 496 ki h 677 ki -ft 'Moment is at base of section being analyzed. s • 6M 05/25/00 CLOU©H. HARBOUR CA OF 15 COMP.BY DATE 8 ASSOCIATES LLP�� dS D 6 Z4 er rGin�as. ANMCI aFll3,i DgVT-iCTs Comp No: s�oscAae ac;cf,rrEcrs CHK.BY DATE Project Name: AT&T Proj No.: 8887 4,1.28 Site No.: SP-38.2 Site Name: Orrinipoint Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Allowable Loads Calculation Base Diameter 37.99 in Flat Side Dimension= 9.83 in Wall Thickness= 0.375 in Cross Sectional Area= 44.31 sq.in. Ix= 7838.22 in^4 Moment of Inertia Sx= 412,65 in�3 Section Modulus rx= 13.30 in Radius of Gyration Fy= 65.00 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 "'FOR 12 SIDED MONOPOLE Fb= 51.87 ksi r 1.33'0.6'Fy per EIA 3,1.1.Allowable combined beading and axial stress Total weight w/o ice= 19.83 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 26.00 kips Tower Weight+Antenna and Coax Weights with 1/2'radial ice cover Total moment w/o ice= 1053 k-ft Moment at base due to wind loads Total moment with Ice= 1257 k-ft Moment at base due to wind loads with 112'radial ice cover. Shear at base w/o ice= 12.48 kips Shear force at base due to wind loads Shear at base with ice= 14.22 kips Shear force at base due to wind loads with 1/2'radial ice cover. Load Combinations beflnfntions D=Total self weight of structure including antennas and cables We=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2'radial ice on all tower and antenna components Results for Section 2 D+Wo= 31.06 ksi < 51.87 ksi OK 0+0.75Wi+I= 27.999 ksi < 51,87 ksi OK 8M 05/25100 CLOUGH, HARBOUR t OF 15 COMP. BY DATE C� s ASs©CIATES LLP i ENGINEERS,BUFT/EYOF19,PLANNEF9 1� 412160 s,uwoscs.PE.nws„-Ire Ec-re Comp Na: CHK. BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County, Massachusetts Analysis of Section 3 Base Elevation= 85.76 ft Base Diameter= 2.64 ft Base Thickness= 0.313 in Analysis Division Ht.= 9.42 ft Tower Forces without Ice cover t7ev.at mkt hgt Form due Maximum of div. DP Ae to Tower Force Moment Section fL ft. Kz C C1 QZ 3 .ft. Ibs ibs k-ft 1 90.47 2.58 1.33 238.56 0.72 21.86 24.33 647 1797 3.05 2 99.90 2.46 1.37 230.93 0.72 22.48 23.22 635 1765 8.98 3 109.32 2.35 1.41 222.74 0.72 23.07 22.11 621 1724 14.62 4 118.74 2.23 1.44 214.07 0.72 23.62 21.00 604 1677 19.91 5 128.17 2.11 1.47 204.97 0.72 24.14 19.89 584 1623 24.78 . 6 137.59 1.99 1.50 195.51 0.72 24.64 18.78 563 1564 29.18 7 147.02 1.88 1.53 185.701 0.72 25.11 17.67 540 1500 33.07 8 156.44 1.76 1.56 175.58 0.72 25.56 16.56 515 1431 36.40 9 165.86 1.64 1.59 165.19 0.72 25.99 15.45 489 1357 39.14 10 175.29 1.52 1.61 154.53 0.72 26.40 14.341 461 1280 41.24 Total moment from tower in k-tt 250.38 Tower Forces with 112"radial ice cover Elev,at mkl-hgt. Force due Ma)dmum of d'n. Dp Ae to Tower Force Moment Section ft, ft. KZ C Cf qz s .ft. roe) (tbs) (k-fl 1 90.47 2.67 1.33 246.26 0.72 21.86 25.12 668 1855 3.15 2 99.90 2.55 1.37 238.74 0.721 22.48 24.01 657 1824 9.28 3 109.32 2.43 1.41 230.65 0.72 23.07 22.90 643 1785 15.14 4 118.74 2.31 1.44 222.07 0.72 23.62 21.79 626 1739 20.65 5 128.17 2.19 1.47 213.07 0.72 24.14 20.68 607 1687 25.76 6 137.59 2.08 1.50 203.68 0.72 24.64 19.57 587 1629 30.40 71 147.021 1.961 1.531 193.95 0.72 25.11 18.461 5641 1566 34.54 e 156.441 1.84 - 1.561 183.911 0,721 25.56 17.35 539 1498 38.13 9 165.86 1.72 1.59 173.5$ 0.72 25.99 16.24 513 1426 41.13 10 175.29 1.61 1.61 163.00 0.72 26.40 15.13 486 1350 43.50 Total moment from tower in k-tt 261.69 BM 05/25/00 CLOUGH, HARBOUR ( ` OF 15 COMP.BY DATE I�H� & ASSOCIATES LLP ENGINEERS,6L.SNE1'9E15.RJWNERS . D'T� Zrf oc7 s�cr.roscr►ae A14C nrEcrs Comp No: CHK.BY DATE Project Name: AT&T Proj No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hide Subject: MONOPOLE ANALYSIS Hampden County, Massachusetts Antenna Forces Dev.at Proj. Force Moment Proj. Antenna Moment mio-hgt. Area Due to Due to Area Force Rue to of Ant. w/o ice Antenna Antennas wAce wlice Antennas Label (ft.) KZ z tt. Ibs a-ft .tt. Ibs wA #-fi 9 AJ122n 7194 160.00 1.57 25.72 5.37 397 29487 6.57 485 36028 3 Valmont T-Arm mounts 160.00 1.57 25.721 10.00 739 548631 15.00 11081 62295 9 EMS RRSS-19-OOXP 180.00 1.62 26.60 8.00 611 57621 9.13 697 65724 t ExIstng Platform 180.00 1.62 26.60 10.00 764 72027 15.00 1146 108040 12 Decsbel DB 844 H9O 170A0 1.60 26.17 8.00 602 50673 9.53 716 60350 t F)dsdng Ptattorrn 170.00 1,60 26.17 10.00 752 63341 15.00 112E 95011 M antennas =1 328 ki -ft 1 447 ki ft `Moment is at base of section being analyzed. • BM 05/25/00 CLOUGH■ HARBOUR OF 15 COMP.BY DATE �� S► ASSOCIATES LLP • b�� -. �� mi as. AJJ0SQJ-E �nnTECRe Comp No: a uuvnsca� crs p CHK.BY DATE Project Name: AT&T Prol No.: 8887.41.28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Allowable toads Calculation Base Diameter 31.69 in Fiat Side Dimension= 8.20 in Wall Thickness= 0.313 in Cross Sectional Area= 30.80 sq.ln. Ix= 3791.47 in^4 Moment of Inertia Sx= 239.29 inR3 Section Modulus rx= 11.09 in Radius of Gyration Fy= 65.00 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 ***FOR 12 SIDED MONOPOLE Fb= 51.87 ksi =1.33'0.6*Fy per EIA 3.1.1.Allowable combined bending and axial stress . Total weight w/o ice= 13.28 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 19.45 kips Tower Weight+Antenna and Coax Weights with 1/2"radial ice cover Total moment w/o ice= 578 k-ft Moment at base due to wind loads Total moment with ice= 709 k-ft Moment at base due to wind loads with 1/2"radial ice cover. Shear at base w/o ice= 9.52 kips Shear force at base duo to wind bads Shear at base with ice= 11.17 kips Shear force at base due to wind bads with 1/2'radial ice cover. Land Combinations Definintlons D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2'radial ice on all tower and antenna components Results for Section 3 D+Wo= 29.437 ksi < 51.87 ksi OK D+0.75Wi+I= 27.304 ksi c 51.87 ksi OK i BM 05/25/00 OF 15 CLOUGH, 1-IARBOUA �.3 COMP.BY DATE � B ASSOCIATES LLP�••, . ET4CUNEEae,BU-WEroas. Pr arxv�5 �anmsr��a CTG Comp No: CHK. BY DATE Project Name: AT&T Proj No.: 8887 41 28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site Loc.: Feeding Hills . Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Analysis of Section 4 Base Elevation= 130.17 ft Base Diameter= 2.09 ft Base Thickness= 0.250 in Analysis Division Ht.= 4.98 ft Tower Forces without Ice cover Elev.at mid-hgt. Force due Maximum of div. Dp Ae to Toner Force Moment Section ft. ft. Kz C Cf qz s .ft. __Jibs) Ibs k-tt 1 132.66 2.06 1.49 201.09 0.72 24.38 10.27 305 846 0.76 2 137.65 2,001 1.50 196.04 0.721 24.64 9.961 299 829 2.23 3 142.63 1.94 1.52 190.90 0.72 24.89 9.651 292 812 3.64 4 147.61 1.87 1.53 185.66 0.72 25.14 9.34 286 793 4.98 5 152.60 1.81 1.55 180.34 0.72 25.38 9.03 279 774 6.25 6 157.58 1.75 1.56 174.94 0.72 25.61 8.72 272 754 7.44 7 162.56 1.69 1.561 169.47 0.72 25.84 8.40 254 7' 8.56 8 167-54 1.62l 1.591 163.91 0.72 26.06 6.09 257 713 9.59 9 172.53 1.56 1.60 158.29 0,72 26.28 7.78 249 691 10.54 10 177.51 1.50 1.621 152.60 0.72 26.501 7.471 241 669 11.41 Total moment from tower in k-ft 65.40 Tower Forces with 112"radial Ice cover Elev.at mk�-hgt. Force due Maximum of div. Dp Ae to Tower Force Momem Section tt. ft. Kz C C} Z .ft. Ibs Ibs k-tt 1 132.66 2.14 1.49 209.22 0.721 24.38 10.68 317 880 0.79 2 137.65 208 1.50 204.22 0.72 24.64 10,37 3111 864 2.32 3 142.63 2.02 1.52 199.11 0.72 24.89 10.06 305 846 3.80 4 147.61 1.96 1.53 193-92 0.72 25.14 9.75 298 828 5.20 5 152.60 1.89 1.55 188.64 0.72 25.38 9.44 292 810 6.54 6 157.58 1.83 1.56 183.2B 0.72 25.61 9.13 2B5 790 7.80 7 162.56 1.77 1.58 177.84 0.721 25,841 8,821 277 770 B.98 8 167,54 1.71 1.59 172.32 0.72 26.06 8.51 270 750 10.09 9 172.53 1.65 1.60 166.73 0.72 26.28 8.201 262 728 11.11 10 177.51 1.58 1.621 161.08 0.72 26,50 7.891 254 707 12.04 Total moment from tower in k-ft 68.66 BM 05/25/00 CLOUGH, HARBOUR OF 15 COMP. BY DATE :A�_ & ASSOCIATES LLP ENGINEERS.6LIR� ORS.PLANNERS &L4N0$GAPE ARV-�CTe Comp No: CHK. BY DATE Project Name: AT&T Proi No.: 8887 4t 28 Site No.: SP-38.2 Site Name: Omni point Provin Mountain Site roc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Antenna Forces Elw at Proj. Foroe Moment Prrj. Antenna Moment mid-w> Area Due to Due to Area Force Due to of Ant. w/o ice Antenna Antennas wfice wfice Antennas Label f1. Kz z .ft) (Ibs) (#•ft ft. Ibs w #-ft 9 Ajh2qn 7194 160.00 1.57 25.72 5.37 397 11847 6.57 485 14475 3 Valmont T-Arm mourns 160.00 1.571 25.72 10.001 739 22042 15.00 1108 33063 9 EMS RR65-19-0OXP 180.00 1.62 26.60 8.00 611 30466 9.13 697 34750 1 Ejdstlng Platform 180.00 1.62 26.60 10.00 764 38082 15.00 1146 57123 z Decibel OB 844 H90 - 170.00 1.60 26.17 8.00 602 23957 9.53 716 28532 1 Fidsting Platform 170.00 1.60 26.17 10.00 752 29946 15.001 1128 44919 M antennas 156 ki -ft 1 213 kf h 'Moment is at base of section being analyzed. BM 05/25/00 CLOUGH, HARBOUR 1� OF 15 COMP. BY DATE F -�I Sa ASSOCIATES LLP ENGINEERS,SURVEYORS.RLANNE 49 . 6 ��rrECTS Comp No: CHK.BY DATE Project Name: AT&T Proi No.: 8887.41.28 Site No.: SP-38.2 Site Name: Ornnipoint Provin Mountain Site Loc.: Feeding Hills Subject: MONOPOLE ANALYSIS Hampden County,Massachusetts Allowable Loads Calculation Base Diameter= 25.10 in Flat Side Dimension= 6.50 in Wall Thickness= 0.250 in Cross Sectional Area= 19.52 sq.in. Ix= 1506.69 in^4 Moment of Inertia Sx= 120.05 inA3 Section Modulus rx= 8.79 in Radius of Gyration Fy= 65.60 ksi Fb= 39.00 ksi per EIA 3.1.15.1 Table 5 ***FOR 12 SIDED MONOPOLE Fb= 51.87 ksi =1.33*0.6*Fy per EIA 3.1.1.Allowable combined bending and axiat stress Total weight w/o ice= 11.62 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 17.79 kips Tower Weight+Antenna and Coax Weights with 1/20 radial ice cover Total moment w/o ice= 222 k-ft Moment at base due to wind loads Total moment with ice= 282 k-ft Moment at base due to wind loads with 1/2'radial ice cover. Shear at base w/o ice= 6.61 kips Shear force at base due to wind loads Shear at base with ice= 8.15 kips Shear force at base due to wind bads with 1/2"radial ice cover. Load Combinations Deflnintions D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2'radial ice on all tower and antenna components Results for Section 4 D+Wo= 22.76 ksi < 51.87 ksi OK D+0.75Wi+I= 22.016 ksi < 51.87 ksi OK Jos a LOG # soxn 3 DocuMErrra y°I PAGE# O ` n � � 00 S, fTl n as H- 1— F 7 7 7 ;l m o p C] q T& T 7 ASS s-'AR vlc_.�Es v) Z Z W Lj O p U U O p Z \ d N _ . 01 0 0 OLE U � 00 i? V)S TE I , D , # u -16 T M� N P 38020 NIP01 ..'3 Z. Q U a-- rr � W w O [L LL Q � N LJ V7 (n C/Y CD > 7 w W U) fif E S S 591 7 — N, , IDRTH 0 0) W 0cn () 0 z � 0 AGAVIAIM, IMIASSACHUSETTS 01001o ? — — � _ > o U M _,-j cy) z 0 W a n0 2 � 0 a yQ a DRAWING NO. TITLE o Q o J W 1 LLJ W j T3 Nbrt�'ia 2 � / � rlr . . ', g �d , , ,t T_1 TITLE "! � W = ° ; i a,a i 4 00 W O b A-1 VICINITY PLAN V' .. - a a , j N {� u� __ 1 ` �, A-2 SITE PLAN m R (n "otlwo�a �r A-3 TOWER & ANTENNA DETAILS z O A-4 MISCELLANEOUS DETAILS — � 4 i I ! E-1 ELECTRICAL SITE PLANS LLJ DIRECTIONS TO SITE: ,�' �� Q �; � , � � _ a TAKE THE MASS PIKE WEST TO EXIT 3. TAKE RIGHT ONTO R7 4 z tn Qj E-2 o i ELECTRICAL DETAILS 202/10 SOUTH THROUGH WESTFIELD INTO SOUTHWICK. FOLLOW � '"S Or `�� 3 202/10 TO JCT 57 (FEEDINGS FILL ROAD). TAKE LEFT UNTO x % 'R 3 '` � � [n o 0 RTE. 57 (EAST) — INTO AGAWAIA. AFTER ENTERING AGAWAM TURN LEFT Q a N In J Z L ONTO NORTH WEST STREET. FOLLOW NORTH WEST STREET TO RADIO STATION J z SIGN (ON LEFT) TURN LEFT INTO DRIVE. ;� I ! i z i a Q Q I Y MONOPOLE LOCATED IN FORK IN ROAD AT TOP OF PROVIN MOUNTAIN. ,'� j �° ,� �� f' ; ! ` m (� d f, o < [L W 00 j }} 1 North St � � > Ul z w i f LrTaCr I Tnnglewood Lane • U � Z m Z f i a Q ,. O r / i Rr Mountain W a r W w W m w r m = amz O j7 LOCATION MAP zO 7 < - n — l SITE STATISTICS: NO SCALE vs OVAL SITS PLAN ,r y BOARD UNDERLYING LANDOWNER: ADAMS TV OF SPRINGFIELD INC. AGAWAs'M �'�+�au '" � U 0 ZONING DISTRICT: AGRICULTURAL ` J 4 LATITUDE: N-42"05'01 .7" � CONSTRUCTION DOCUMENT APPROVAL DATE LONGITUDE: W-72'42'15.8"(GPS — NAD83) NF GROUND ELEVATION AT X1 BASE OF TOWER: 627.9' (GPS — NGVD29) RF ENGINEER BY: TYPE SITE: EXISTING TOWER 0 a AT&T CONSTRUCTION COORDINATOR BY: AUGUST 15, �—2000 SITE ACQUISITION COORDINATOR BY: CLOUGH. HARBOUR Drawing No. 14 & ASSOCIATES LLR MAW COP T ENSINEE�. SURVEYORS, PLANNE-S ERICSSON CONSTRUCTION/RBS: aim & LANDSCAPE ARCHn-EATS III WINNERS CIRCLE — ALBANY, NEW YORK — 12205 T 1 P.O. BOX 5269 518-453-4500 0 UNDERLYING LANDOWNER BY: N.y..C.pt 55 OS/15/Z11Q0 16:2S:ST 0 4 / TRUE gF SYSTEM SCHEDULE '� v/' r e'• } �A 1 MECH. ANTENNA AZIMUTH MAKE MODEL IMA Q4WNILI RANTER (AGL) EUQ CABLE ,SIZE APBSO, CABLE LENGM COLOR s (ACTUAL LENGTH MAY VARY) m /`) / ad 030._ 1 ��' .� Rx1A 030 ALLGON AWS9016.02D NO 0' 160 FT BOTTOM 1 5/8" 185 FT GREEN 6 OJO 3 030 TxA 030 ALLGON AWS9016.02D -- Q' 160 FT BOTTOM 1 5/8" 185 FT GREEN/GREEN l s= 4 Rx1A ` ) 14, Rx2A 030 ALLGON AWS9016.02D NO 0' 160 FT BOTTOM 1 5/8" 185 FT GREEN/GREEN/GREEN m 63 Rx1B 150 ALLGON AWS9016.02D NO 0' 160 FT BOTTOM 1 5/8" 185 FT BLUE Rx2C, TxB 150 ALLGON AWS9016.02D -- 0' 160 FT BOTTOM 1 5/8" 185 FT BLUE/BLUE o 0 Rx2B 150 ALLGON AWS9016.02D NO 0' 160 FT BOTTOM 1 5/8" 185 FT BLUE/BLUE/BLUE r TxA ' 270 RAC 270 ALLGON AWS9016.02D NQ 0' 160 FT BOTTOM 1 5/8" 185 FT WHITE fr k ---- ' 1 FT " •• � _ .' ..-i � • . Rx2A /tl 4 TxC 270 ALLGON AWS9016.02D 0 6O BOTTOM 1 5/8 185 FT WHITE/WHITE /TxC Rx2C 270 ALLGON AWS9016.02D NO 0' 160 FT BOTTOM 1 5 8" 185 FT WHITE/WHITE/WHITE ' ' 70, 1 ' �/ i j 16 dBI (14dBd) GAIN 90' HORIZONTAL �-2' ELECTRICAL DOWNTILT TMA MODEL # N/A 1 150 ctl MONOP j y Rx2B '` \ �� l o .f- ASPHALT ROAD / /' !` �•/ i'� ;.TELCO;* O' W J M CONC PAD /• /�� o YI 15 a cn O POWER / F- _ j .2 / �v z 0 V) � r f r\ CONC PAD. :: . : 'O ,� -� �� PRGFaSM NEXTaE'L EWIPMZNr z -.-� > Q / �, ��;/ �X1.� ` \ i` Ma7ER & YARD (Br OTHERS) Ld ' r / ASPHALT ROAD / ? f/��.� , '�- NLLJ J O EXISTING 8' HIGH CHAIN LINK W 2 O FENCE W/BARD WIRE 3 1 / • ' o \ __�\ / EXISTING CONCRETE % M ,`�,, •� ++ / TOWER FOUNDATION {!) Rx1 A \ \.5 �.` ` A ANmms ro BE Purr `3- `� aV EX/SANG MONOPOLE A_3 z �+■ O Rx2 p rxA INSrLL .�c r�vcE PRIaQ rn aWS7 UC alp 4 w 7J / r r / \ i ( REIlDiE AF7+ER CONSTRUCTILW HAS BEDV/ A- I Rx2A ,l Z7& / TxC '�, 9St LaWG�pCr�9&F TRAY MOUNTED AVPOLE 1 _,z -`" \ �!" N INSTALL B' HIGY CHAIN LINK %' ..., � U N � MONOP f . FENCE iWTH BARBED WIRIE' w I SITELAYO!JT LAI_�l •, \ , (r0 MA MY EX/S71NG) / � J z SCALE:-1 5� '.� Tx I Y Ln \ �Rxl f. . . . . � J � � QENERAL E � y " m � afj00 A,� Rx2B � AT�tT f2' X 28'PREFAB Ei ICIIPMENT.SHEZ 2 W L 1, IT IS THE CONTRACTOR'S RESPONSIBILITY TO EXAMINE ALL PLAN SHEETS AND r+/ �- cr � � � � �/ j . . \ �y �■ O� �y�� y �4 � � L� W � SPECIFICATIONS AND COORDINATE HIS WORK WITH THE WORK OF ALL _,� \ ;\ 150. / TOP ELEY. ; 631.5' A O a z �� / i �� / f' Q_ Q to OTHER CONTRACTORS TO ENSURE THAT WORK PROGRESSION IS NOT \ / // Q INTERRUPTED. ��- / /' �� \�� i� INSTALL 12" CF .TV8* 701VE U } � \ �\ / : ' ' / BALLAST T�7 MA STING Z �a 2. THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A NEAT AND �' Via- % \ / i TELGO PRa0QSED 6 RALING l Z� m z ORDERLY SITE, YARD AND GROUNDS. REMOVE AND DISPOSE OFF SITE '�--� / � \/ � _-�- .....:..... . . r; � Q Q � ALL RUBBISH, WASTE MATERIALS, LITTER, AND ALL FOREIGN SUBSTANCES. ` "SANG PORnaW FFVG� o REMOVE PETRO-CHEMICAL SPILLS, STAINS AND OTHER FOREIGN l _� ( LONG PAD �/ E DEPOSITS, RAKE GROUNDS TO A SMOOTH EVEN-TEXTURED SURFACE. a -� OVV:EDD / w (A a 3. THE PLANS SHOW SOME KNOWN SUBSURFACE STRUCTURES, ABOVE- / POWER / `•'+ z = GROUND STRUCTURES AND/OR UTILITIES BELIEVED TO EXIST IN �"> \ �/ A dT EIXJIPMENT iD THE WORKING AREA, EXACT LOCATION OF WHICH MAY VARY FROM \ syEZ7DQ :.' 5 z THE LOCATIONS INDICATED, IN PARTICULAR, THE CONTRACTOR -� \ . . �0:: BOLLARD (IYP.) A-4IS ...I w SUCH RNED THAT THE EXACT PIPELINES, SUBSURFACE OSTRU TURESR EVEN RAND/OR UOXIMATE TILITIES OF /' --� ��TF� \ • I. : ' ' .,. f 1 G� IN THE AREA MAY BE SHOWN OR MAY NOT BE SHOWN; AND IT / `l V SHALL BE HIS RESPONSIBILITY TO PROCEED WITH GREAT CARE IN EXECUTING ANY WORK. 48 HOURS BEFORE YOU DIG, DRILL OR -8 8--DIG--SAFE �--" ( Q BLAST, CALL 1 8 �\� \ ` CONG PAD .'. . .1.'.'. . . . o 4. THE OWNER OR OWNER'S REPRESENTATIVE SHALL BE NOTIFIED IN WRITING --�� \ / I z Z OF ANY CONDITIONS THAT VARY FROM THOSE SHOWN ON THE PLANS. / � \ �� % Z� THE CONTRACTOR'S WORK SHALL NOT VARY FROM THE PLANS WITHOUT �% �-- '�" '� I ... .............f } _ THE EXPRESSED APPROVAL OF THE OWNER OR OWNERS REPRESENTATIVE. ASPHALT ROAD / . . ! a 5. THE CONTRACTOR IS INSTRUCTED TO COOPERATE WITH ANY AND f ! . . / ALL OTHER CONTRACTORS PERFORMING WORK ON THIS JOB SITE �I f ` � / r' DURING THE PERFORMANCE OF THIS CONTRACT, f y :' ETTS A PUBLIC OR PRIVATE PROPERTY 6�� _ . . . . . ....... . 6. THE CONTRACTOR SHALL RESTORE ALL L l f q DAMAGED OR REMOVED TO AT LEAST AS GOOD OF CONDITION AS ! I ' U /• + / " BEFORE DISTURBED AS DETERMINED BY THE OWNER OR OWNERS f REPRESENTATIVE. / / .. . Y 7. THE CONTRACTOR SHALL COMPLY WITH ALL REQUIRED PERMITS, 'kN 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING, AND f � �O INCURRING THE COST OF ALL REQUIRED PERMITS, INSPECTIONS, ` � . . . . ` CERTIFICATES, ETC. 9. THE CONTRACTOR SHALL PROTECT EXISTING PROPERTY LINE f U NTATION. ANY MONUMENTATION DISTURBED OR MON ME IN DESTROYED, AS JUDGED BY THE OWNER OR OWNER'S REPRESENTATIVE °' AT CONTRACTOR'S EXPENSE UNDER THE `° t0 c° SHALL BE REPLACED THE ^' W SUPERVISION OF A LICENSED LAND SURVEYOR. , 10, ALL TRENCH EXCAVATION AND ANY REQUIRED SHEETING AND SHORING SHALL BE DONE IN ACCORDANCE OSHA REGULATIONS FOR CONSTRUCTION. m a 11. CONTRACTOR SHALL BE RESPONSIBLE FOR DEWATERING AND THE MAINTENANCE OF SURFACE DRAINAGE DURING THE COURSE OF WORK. SITE PLAN O p U SCALE: 1" = 5' M 12. ALL UTILITY WORK INVOLVING CONNECTIONS TO EXISTING SYSTEMS SHALL BE Drowing No. COORDINATED WITH THE OWNER OR OWNER'S REPRESENTATIVE AND THE UTILITY OWNER. 0.� NOTIFY THE OWNER OR OWNER'S REPRESENTATIVE AND THE UTILITY OWNER GRAPHIC SCALE BEFORE EACH AND EVERY CONNECTION TO EXISTING SYSTEMS IS MADE. 03 6 0 2.0 b 10 20 �I 13. MAINTAIN FLOW FOR ALL EXISTING UTILITIES. A�2 5 1.4. ALL SITE FILL SHALL MEET SELECTED FILL STANDARDS AS DEFINED BY Z THE OWNER OR OWNER'S REPRESENTATIVE ON THE DRAWINGS, IN FEET 1 inch - 5 ft. 15. CONTRACTOR TO GRADE ALL AREAS ON THE SITE TO PROVIDE POSITIVE DRAINAGE AWAY FROM THE BUILDING AND THE TOWER. yesoopt55 07125/2000 14;64;12 O 0 1. GENERAL 6. CONCRETE (CONT.) v � � Q � A. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION H. UNLESS INDICATED OTHERWISE ON THE DRAWINGS, REINFORCEMENT SPLICES Q SAFETY SHALL MEElf CLASS B, TENSION LAP REQUIREMENTS IN ACCORDANCE WITH ALL PROVISIONS OF ACI 318 LATEST EDITION, UNLESS NOTED OTHERWISE. B. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY 1. CURING COMPOUNDS SHALL CONFORM TO ASTM C-309, AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE UNDERGROUND UTILITIES. J. ADMIXTURES SHALL CONFORM TO THE APPROPRIATE ASTM STANDARD AS m = _ C WI INCORRECTLY FABRICATED, DAMAGED, OR OTHERWISE MISFITTING DR REFERENCED IN ACI-301. NONCONFORMING MATERIALS OR CONDITIONS SHALL BE REPORTED TO THE OWNER K. DO NOT WELD OR TACKWELD REINFORCING STEEL. EXISTING OMNIPQINT ANTENNAS 0180' AGL p PRIOR TO REMEDIAL OR CORRECTIVE ACTION. ANY SUCH ACTION SHALL L. ALL DOWELS►, ANCHOR BOLTS, EMBEDDED STEEL, ELECTRICAL CONDUITS, PIPE REQUIRE APPROVAL. SLEEVES, PIPFING, WATERSTOPS, INSERTS, GROUNDS AND ALL OTHER EMBEDDED z z `' D. EACH CONTRACTOR SHALL COOPERATE WITH THE OWNER'S REPRESENTATIVE, AND ITEMS AND IFORMED DETAILS SHALL BE IN PLACE BEFORE START OF CONCRETE PLACEMENT. OF OTHERS. I COORDINATE HIS WORK WITH THE WORK Q M. LOCATE ADDITIONAL CONSTRUCTION JOINTS REQUIRED TO FACILITATE E. PAINT ALL ANTENNAS, MOUNTING HARDWARE, CABLES, CABLE TRAYS, ETC, TO MATCH CONSTRUCTION AS ACCEPTABLE TO ENGINEER. PLACE REINFORCEMENT PROPOSED NEXTEL ANTENNAS 0170' AGL EXISTING STRUCTURE PER OWNER REQUIREMENTS. OWNER SHALL APPROVE COLOR. CONTINUOUSL'.Y THROUGH JOINT. (9Y OTHERS) � o F. ALL DAMAGED, MARRED, SCRAPED, ABRADED, ETC. AREAS OF EXISTING PAINT SHALL BE N. REINFORCEMENT SHALL BE GOLD BENT WHENEVER BENDING IS REQUIRED, !I REPAIRED PER OWNERS REQUIREMENTS. OWNER SHALL APPROVE COLOR. ! v 0. PLACE CONCFRETE IN A UNIFORM MANNER TO PREVENT THE FORMATION OF COLD � JOINTS AND (OTHER PLANES OF WEAKNESS. VIBRATE THE CONCRETE TO FULLY II F DESIGN LOADS I x 2• EMBED REINFORCING. DO NOT USE VIBRATORS TO TRANSPORT CONCRETE THROUGH A. WIND LOADS: PER THE STATE BUILDING CODE FORMWORK.. of w B. PRESUMPTIVE BEARING CAPACITY: 2000 PSF CHUTES CENTERLINE OF ANTENNAS 0160' AGL FY SOIL BEARING CAPACITY WITH GEOTECHNICAL ENGINEERS REPORT} (VERIFY P. DO NOT PLACCE CONCRETE IN WATER, ICE, OR ON FROZEN GROUND. > _ C. PREFABRICATED BUILDING: 40,000 LBS D. ROOF UNIFORM SNOW LOAD: 40 PSF Q. DO NOT ALLOW CONCRETE SUBBASE TO FRE€ZE DURING CONCR€TE CURING AND > � w (DRIFTED SNOW AS PER THE STATE BUILDING CODE.) SETTING PERIOD, OR FOR A MINIMUM OF 14 DAYS AFTER PLACEMENT. PROPOSED AT&T ANTENNASID 3. EXCAVATIONS/FOUNDATION R. FOR COLD—WEEATHER AND HOT—WEATHER CONCRETE PLACEMENT, CONFORM TO A. FOUNDATION EXCAVATION SHALL BE HAND—TRIMMED TO REMOVE LOOSE APPLICABLE iACI CODES AND RECOMMENDATIONS. IN EITHER CASE, MATERIALS W 0 MATERIALS. CONTAINING [CHLORIDE, CALCIUM, SALTS, ETC. SHALL NOT BE USED, PROTECT FRESH CONCFRETE FROM WEATHER FOR 7 DAYS MINIMUM, 0- W B. EXTERIOR FOUNDATION BACKFILL SHALL BE SELECTED GRANULAR FILL. o L!} o � cn Z J o C. DO NOT PLACE FOOTINGS IN WATER OR ON FROZEN GROUND, o � r- D. SOIL BEARING SURFACES, PREVIOUSLY ACCEPTED BY GEOTECHNICAL ENGINEER, Z) o WHICH ARE ALLOWED TO BECOME SATURATED, FROZEN OR DISTURBED SHALL BE REWORKED TO SATISFACTION OF GEOTECHNICAL ENGINEER. ~ < C) ) O I� Z ¢ � N I� C:) m Q a E. DO NOT ALLOW GROUND BENEATH FOOTINGS TO FREEZE. I _ a. :i Z " NATIONS SHALL BE CUT NEAT, I Z Z '� F. FOOTING EXCAVATIONS O G. ALL STRUCTURAL BACKFILL AND SUBBASE UNDER SLABS-ON--GRADE AND FOOTINGS SHALL BE SW" OR BETTER PER ASTM D-2487 COMPACTED TO A MINIMUM 95% EXISTING 180' MONOPOLE . , w � STANDARD PROCTOR DENSITY PER ASTM D-698. ¢ W H. SUBGRADE BELOW SLAB-ON-GRADE SHALL BE REVIEWED AND ACCEPTED BY ANTENNAS ON PIPE MOUNTS N � � = O GEOTECHNICAL ENGINEER BEFORE CONCRETE SLAB PLACEMENT, 11 W N m tv 4. ANTENNA SUPPORT BRACKET NOTES A. DESIGN RESPONSIBILITY OF ANTENNA MOUNTING BRACKETS AND POLES AND ALL COMPONENTS THERE OF AND ATTACHMENT THERE TO SHALL BE THE RESPONSIBILITY ® z F- 0 OF THE MANUFACTURER. MFR SHALL PROVIDE TO THE ENGINEER FOR APPROVAL, z Q, of It DRAWINGS DETAILING ALL COMPONENTS OF THE ASSEMBLY, INCLUDING CONNECTIONS, T7 II II I z W DESIGN LOADS AND ALL OTHER PERTINENT DATA. I ! , I I i 4 ¢ ~ Q B. BRACKETS SHALL BE DESIGNED TO SUPPORT CURRENT AND FUTURE PANEL ANTENNAS i 11 II z z iJ7 AND COAXIAL CABLES AS SHOWN, I f ( cF I x 5. STRUCTURAL STEEL NOTES I 0 o f w � 17aL�f] o 0 A. STRUCTURAL STEAL SHALL CONFORM TO THE LATEST EDITION OF THE AISC "SPECIFICATION o L • J U � FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". I O 0 J Q ~ � � B. STEEL ANGLES, BASE PLATES, BEARING PLATES AND MISC. FABRICATION SHALL BE MADE I O J FROM STEEL MEETING THE REQUIREMENTS OF ASTM-A36 WITH A MINIMUM YIELD STRESS 5'-0" OF 36 KSI. ALL STEEL TUBES AND PIPES SHALL BE A500 STEEL MINIMUM. � � ai a Q >- , C. ALL INTERIOR STRUCTURAL STEEL SHA LL BE, WHEN DELIVERED, FINISHED WITH ONE COAT 0: is f FABRICATOR'S NON-LEAD RED OXIDE PRIMER, PRIMING SHALL BE PERFORMED AFTER 10'-0" , SHOP FABRICATION TO THE GREATEST EXTENT POSSIBLE. ALL DINGS, SCRAPES, MARS, O Q z AND WELDS IN THE FINISHED AREAS SHALL BE REPAIRED I3Y FIELD TOUCH-UP PRIOR TO COMPLETION OF THE WORK, GALVANIZED I 0 ® z D. ALL EXTERIOR STRUCTURAL STEEL SHAD BE, WHEN DELIVERED, HOT-DIP ACCORDING TO ASTM A123. TOUCH-UP FIELD WELDS AND ABRADED AREAS W/2 COATS 2 — 0 __., NO sc� � � .� OF GALVANIZED PAINT. — J U E. DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND DETAILED ON STRUCTURAL DRAWINGS, CL wo fJJ Z F. CONNECTIONS: Q Z 1. WELD (SHIELDED METAL ARC) -- ELECTRODES SHALL BE E70XX MINIMUM AND BE IN ANTENNA CLAMPS (TYP.) W 11J J ACCORDANCE WITH AWS D1.1 UNLESS NOTED OTHERWISE. o_ � � 2. MINIMUM CAPACITY OF CONNECTIONS: FOR CONNECTIONS NOT DETAILED, ANTENNA I U PROVIDE CONNECTION CAPACITY OF AT LEAST THAT REQUIRED BY PART 2 OF THE PROPOSED 12' X 28' AT&T CROSS—ARM BY VALMONT 'N EQUIPMENT SHELTER Q � o Lu AISC MANUAL (9TH EDITION) IN THE SECTION ALLOWABLE LOADS ON BEAMS , FOR THE GIVEN MEMBER AND STEEL SPECIFICATIONS, CONCENTRATED LOADS NEAR PART N0, 61821 0 Q w " PROPOSE!] AT&T CABLE TRAY � � N Z SUPPORTS MUST BE ADDED. 2�a, Jac, WILL BE SUBJECT TO REVIEW AND APPROVAL z� 3. CONNECTION DESIGN BY FABRICATORL TRUE. ,gyp "' o 4. BOLTED CONNECTIONS SHALL USE BEARING TYPE GALVANIZED ASTM A325 BOLTS (3/4" DIA.) AND SHALL HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. 5, NON--STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. GALVANIZED ASTM A307 BOLTS UNLESS NOTED OTHERWISE. STANDOFF ARM BY VALMONT PROPOSED{B 6. CONCRETE OME EQUIPMENT I �Nt} errSo u PART N0. B1820 N A. DESIGN AND CONSTRUCTION OF ALL CONCRETE ELEMENTS SHALL CONFORM TO THE LATEST EDITIONS OF THE FOLLOWING APPLICABLE CODES: ACI 301 , ,5 �'� f ° �� "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"; ACI 318, MOUNTING PIPE BY VALMONT " T N 1478M BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"; ffJ PAR 0. 8 �Ow B. MIX DESIGN SHALL BE APPROVED BY OWNER'S REPRESENTATIVE PRIOR TO PLACING CONCRETE. D C. CONCRETE SHALL BE NORMAL WEIGHT, 67. AIR ENTRAINED (t1.5°7.) WITH A MAXIMUM 0 0 0 4" SLUMP, AND HAVE A MINIMUM 2$--DAY COMPRESSIVE STRENGTH OF 4000 PSI o — � ° r,° in E I �l I _- - p UNLESS OTHERWISE NOTED, to D. MAXIMUM AGGREGATE SIZE SHALL HE 1". 10'-O" E. THE FOLLOWING MATERIALS SHALL BE USED: BOLLARD (TYP.) PORTLAND CEMENT: ASTM C 150, TYPE I In N REINFORCEMENT: ASTM A 185 NORMAL WEIGHT AGGREGATE: ASTM c 33 A ANTENNA aU T & LAYOUT PROPOSED e' HIGH CHAIN E WATER: DRINKABLE NO SCALE (TOME WITH XI BARBED WIRE (TO MATCH EXISTING) o � o o � � ADMIXTURES: NON-CHLORIDE CONTAINING TYPICAL TOWER ELEVATION[ Drawing No. NOTE: 1. ANTENNA MOUNTING FRAME SHALL BE DESIGNED BY TOWER MFR. F. REINFORCING SHALL CONFORM TO ASTM A-615 WITH SUPPLEMENT. MINIMUM NO SCALE �I YIELD STRENGTH Fy = 60 KSI. REINFORCING DETAILS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 315. a NOTES 1. CONTRACTOR SHALL COORDINATE EXACT ANTENNA ATTACHMENT. G. CONCRETE COVER AROUND REINFORCING BARS (U.N.O.) SHALL BE: A 1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED EARTH........3" 2. ANTENNAS TO BE INSTALLED WITH DOWNTILT BRACKETS. � 2. CONCRETE EXPOSED TO EARTH, WEATHER.........................2 3. SLABS....................................................3/4" 4. ALL OTHER CONCRETE.....................................1 1/2" 8 xayaoapi5s 07/zS/2Duu 7�oD2:so 0 v � a o a � n m Q � a a m q � FENCE CAP CABLE TRAY GRIP STRUT 3/8" DIA THREADED ROD SNAP-IN HANGER FOR ) 0 COAX CABLE (TYP 1/2" PREMOLDED 3/4" DIA A325N 3 EXPANSION JOINT ROWS OF GALV ANCHOR BOLTS P1000 UNISTRUT {TYP) 4'-0"x4'--0"x4" CONC PAD 0 - W/6x6,W2.9xW2.9 WWF. PROVIDE 6" STONE SUBASE o & BROOM FINISH. CORD LOC W/DOOR \__PL 12%12" o � 1 1 2" E W 3/16 TYP 3" ( ) 12" x12" x3/4" W 0 0 1/4 BEARING PLATE SHELTER FRAME --1 opDDI (�) LINE 0 0 0 3" DIA SCH 40 " k 0- PIPE COLUMN FOR WAVEGUIDE SUPPORT 3" DI A. GALV. 8" SCH. 40 PIPE � � � Q CONC. PIER = J � O Z V) w (4) 1/2" DIA GALV c° 0 m LLJ ON HILT] HY150 ADHESIVE ANCHOR 6" MIN, EMB. (TYP) TYP 3/16 Z ' 12'-6" 12'-6" - CD 0 cv Z R 1/4"x8"x8" ANCHOR BOLT Q a 0LL, w Q SIP dio ( ) 3 Ld Z J w " d c EXISTING TOWER FOUNDATION 1 14'-�0" 14'-0" (�) N LL,� Q � = 0 c° + W 0 + v v 3 w n (n NO SCALE a- m N X — o F,,, 0 o z go a 1 CABLE LE SUPPORT - C SLAB OPTI .L�. _ NO SCALE Ld a NOTE: ICE BRIDGE SHALL SPAN NO MORE THAN W--0" 2 EQUIPMENTH EQUNDATION PLAN CONC CAP BETWEEN SUPPORTS. _ NO SCALE NOTE; IF BEDROCK IS ENCOUNTERED, PRIOR TO REACHING [j} 0 p 4'-0" DEPTH, SOCKET PIER 1'-0" INTO ROCK, BASE PL. 1/2"X1f"DIA. Q a PROVIDE FLAT, CLEAN BEARING SURFACE. II 6" DIA SCHED 40 STEEL. � J � W N � ALTERNATE TO SOCKET: PROVIDE 8-#5 DOWELS ] PIPE FILLED W/LEAN CONC J Z �- ` M I ❑ QI LO ry� ` W! CO a [r 0 ao + �6 < � W [IW3: Ln < z � n ° 0 00 1/2" EXPANSION W U Goo FILLER & SEALANT � Z 00 . 0 :3 ❑ SECTION A-A = 0 Q Q Z FOR ROCK OPTION11 I rn Q UJ W i W Q 0 < 0 SHELTERaf 4. `.< FF ♦, ON z CONC BASE U z SHIM AS REQ'D _ 1. (3000 PSI CONC) z� , o FINISHED GRADE J_ 2x4 STAKE 5' O.C. $ + , c E 7 STAPLE THROUGH NYLON s 3/4" DIA. GALV. Q P O / THREADED ROD (TYP TRENCH, LAY FABRIC .)WASHER. 2 PER STAKE '}? 1 4 L 4 BEARING PLATE SUPAC OR MIRAFI FILTER 2 LONG GROUTED INTO ROCK AND BACKFILL. FABRIC GROUT LEVEL PAD A ? o c, fi " � �- � ROCK SURFACE 1 —6 Q o z EXISTING GROUND •� 8—#5 VERT =�` �'': TT w 3-TIES ® 12" =� 11=1 11=III 1=1 I I I I 1-1 11=1 I M I 1 # - k - ' 1�1 I Im I - -III- 11 1 I ICI I ICI 11=i I n n n � � 6 O C] � a a i� 2'-0" 17 WIRE + I • STAPLE I 1-6 DIA mcn m - "& El BOLLARD DETAILcl NO SCALE Drowfnq No. Q-n4 SILT FEUCE DETAIL I A ND SCALEPIER S _ NO SCALE mlkzj 3 NOTE: CONTRACTOR SHALL ANCHOR SHELTER TO PIER W PER MANUFACTURER RECOMENDATIONS, A�4 Z x J [S' Y i 4)&vb*pt55 aTIZ512aQa 14;04:46 O M 0 TRUK GEN ER � p N O 1, ALL CONDUCTORS SHALL BE COPPER, ALUMINUM CONDUCTORS SHALL NOT BE USED, '�- ""-—— UNDERGROUND CONDUIT m ;, //� 2. CAP ALL EMPTY CONDUITS AT BOTH ENDS. SEAL. ALL CONDUITS WITH PULL CORDS & -�------»�---- #2 AWG GROUNDING CONDUCTOR -d � �•--� I \ � CONDUITS WITH GROUND WIRES, 4 .� � 3. COORDINATE ALL PENETRATION LOCATIONS WITH ACTUAL BUILDING PLANS. EXPOSED #2 AWG GROUNDING CONDUCTOR Q / / `. �� • 4. GROUNDING DESIGN BY ALLTEC, r � ��` _ �■�*� GROUND BAR a o � lao CODED _ QTE d 5/8" x 10'-0" COPPER CLAD GROUND ROD, MINIMUM SPACING 10'-0", MAXIMUM SPACING 15'-0" n 400A METER SOCKET BY THIS CONTRACT, METER BY UTILITY INSTALLED PER THIS CONTRACT, CHEMICAL GROUND ROD "L" TYPE SHAFT 4"C. w/(3)#600 + #3G, � •r•,■ ® MIGt3 / CEGBE - GROUND BAR 1'%b �, O 4" TELEPHONE CONDUIT WITH PULL WIRE. o EXISTING POLE w/POWER AND TELEPHONE SERVICE. PROVIDE SERVICE LATERALS METER i / : --•-____ ti AS INDICATED, D COMPRESSION TYPE CONNECTION TELEPHONE SERVICE ENTRANCE, z j , r y j �� ■ CALDWELL TYPE CONNECTON o EXTERIOR GROUND RING. EXISTING METALLIC FENCE & NEW o MIGB � INDICATES CODED NOTE NUMBER LLJ TOWER MOUNTED GROUND BAR, # .N co ANTENNA GROUND BAR, 92 —DRAWING DETAIL. NUMBER NUMBER LOCATION PROPOSED FENCE. LJ r i/ ��/f e`er ram `• I/ / , E 2 11 EXISTING FENCE. -, �- TYP. n_ W s /♦� ' ` ` ` ` ri// -- \ � !I U1:LfTY CONTA GTS 0 Vz > E 2 Q t-- o %ob WESTERN MASSACHUSETTS ELECTRIC Typ DOM DILIZIA (413) 787-9490 Z � W : N BELL ATLANTIC < LL w o FREDDIE REDONDO N L�-- ~ M E '+ ."""' -�_� �� 6 (413) 787-0324 — ¢ cn YI , Q E-2 M TYP, ' $ � Iz W = O �. 1�' .}ramLLI r/ �'/• ��/ ,�` r r r\, EXISTING CABINET ON // 0 O / J ,f / �' ♦ / / \. CONCRETE PAD TYP'' EL Ul Lid o oo AT&T Q Q I Y �f;/// EREFAB EQUIPMENT ® to J U �O o0/ ` �\\ SHELTER Q >- r- / i SHELTER r / ~ / LLJLLJ Of 4e Z Z �! DRAWINGS WERE COMPLETED BEFORE THE UTILITY COMPANIES COULD CONFIRM THE SOURCE OF ELECTRICAL TELEPHONE SERVICES. DESIGN IS BASED UPON SITE OBSERVATIONS ONLY. En W a0 z Ld o r 0 W JJ# r (f) / / / / on Z r 10 ,r z EETTS 1 C) hi 4 m co 5:, m a, cn 00 Drawing No. ENLARGED E UIP E -- QEQUNDING PL o SCALE: 3/8" / PARTIAL SITE - POWER & TELEPHONE PLAN E� SCALE. 1/4 - 1 0 / v ttaya%ioptss 07/25/2000 1i:10:7t 0 o v o r"'7-UTUTY POLE UNDERGROUND UTILITY BACKFILL WARNING TAPE PROVIDE FREE AIR CIRCULATION a ' TO TOP OF ROD AS RECOMMENDED SEE NOTE FINISHED GRADE PROVIDE 4" MIN CLEARANCE BY MANUFACTURER. Sl BETWEEN BOX COVER AND \ TOP OF ROD. VENTED CAST IRON GRATE COVER o BARBED WIRE SEE NOTE 2 2A/zz zX4,11, \ L!4.' i,+ TOP RAIL 1, BOND ALL METAL OBJECTS TOO POLE GROUNDING SYSTEM. M -Y_,:•w SAW CUT EDGE EACH '; - BREATHER HOLE 2, COORDINATE ALL INSTALLATIONS TO UTILITY POLE WITH UTILITY COMPANY. ` -'f-i_-. Y "' SIDE (IF REQUIRED) 1 P / .}I CADWELD CONNECTION o 3" SAND ENVELOPE ' ,<3'" :,:�;:' \ ONE OR TWO CONDUITS FENCE FABRIC SURROUNDING "` y" `' `? `` ' AS REQUIRED. SEE SITE N CONDUIT ':..`, .;:.s.c;="-s'•,r°``:mot:'•�::.".:.', BENTONITE BACKFILL �• PREASSEMBLED 2 -0 ##4/O -��- 4 CONDUCTORS FROM UTILITY POLE TO METER INSTALLED 8Y CONTRACTOR. '» �f PLANS. SURROUNDING ROD OR PIGTAIL CONNECT'TO"�GI�OGNU (D AS RECOMMENDED BY RING WITH EXOTHERMIC WELD CONTRACTOR TO PROVIDE SUFFICIENT CABLE TO REACH A MINIMUM OF 24" 3» 12 MANUFACTURER o ABOVE TERMINATION LOCATIONS, AND ROUTE TO SERVICE DISCONNECT WITH- Q OUT A SPLICE c0 z PROVIDE INSULATING BUSHING. USE DUCT SEAL TO MAKE WATERTIGHT, �� REPLACE EXISTING SURFACE CONDITIONS IN KIND TO INCLUDE, BUT NOT LIMITED TO: CONCRETE, CRUSHED STONE, SELECT 0 3 3 GRAVEL, ASPHALT CONCRETE, TOPSOIL AND GRASS. �J PIPE STRAPS, INSTALL. AT NOT MORE THAN 2'-a" INTERVALS, :N cn TELEPHONE SERVICE CONDUIT WITH PULL CORD. SEE SITE PLAN FOR CONDUIT HEAVY DUTY EXOTHERMIC WEEP HOLES - a SIZE & ROUTING' 2 UNDERGROUND CONDUITS WELD 101-0" FINISHED O SWEEPS MUST BE MADE USING RIGID GALVANIZED STEEL CONDUITS. — NO SCALE FENCE POST W GRADE SOLID TINNED GROUND WIRE 0W \ Y NOTE: REPLACE EXISTING SURFACE CONDITIONS IN KIND TO INCLUDE, 0 0 BUT NOT LIMITED TO: CONCRETE, CRUSHED STONE, SELECT Z 0 M TENSION WIRE GRAVEL, ASPHALT CONCRETE, TOPSOIL AND GRASS 0 Li •-- i I z !. . 0 4-1 GRADE * ;' WITH oN°P�Izocrl WELD CHEMICAL GROUND ROD L SHAPE Z Q W '� N _ NO SCALE a F-- V) TYP. TO EQUIPMENT % �J GROUND RING w 0 SEE ELECTRICAL PLAN EXTERIOR GROUND RING Z M ; Q FOR CONTINUATION * __ 30" OR 6" BELOW FROST LINE — � 1 SER1/10E POLE POWER & TELEPHONE HEAVY DUTY , , W � ,= O NO SCALE EXOTHERMIC W =WELD 3 EXISTING FENCE - GROUNDING Dip' � W � � : — NO SCALE m co Q) a z �` 0 ocn V-61. �C 30" OR 6" BELOW FROST LINE W U TYP. TYP. TYP. U7 OPPER—CLAD STEEL too 7/16"0 HOLE (42) -- GROUND ROD 0 0 z NO SCALE I w 1-- N ¢ N I - 0 0 000 0 00 0 00000 ju ~ EXTERIOR GROUND RING (NTH GROUND RODS AS INDICATED ON GROUNDING N i i i iI i I PLAN i II � � O w_----n--_--- _r �-----. . . r .---_—"__---___--- ____ __�— ------_��- ---_------w----__—wr—__ � 10( 0D � G0 ( E � W ` ,2 `W N w 1 0 7/16"0 MOUNTING HOLE I I I Q 3 (2) # ! ! I I I I ? U o°Qo I I I I I I I TOWER GROUND BAR z a0 INTERIOR HALO HVAC TELEPHONE FENCE POST CA$LE TRAY TOWER BASE a P,-L A_ N V E W BARBED WIRE 4 PLACES I EQUIPMENT FAC SERVICE SERVICE OPP. CORNERS I I r W z m z CRIMP-ON CONNECTOR i I T-1,P 4 &SUPPORTS (TYP. 3) # � _ � . Q � � .SIDE MEW TO EACH STRAND (TYP,} I 1 [11 WBKTI WALL BRACKET � BI1441BERMGB I TELECOMMUNICATION ! W a Q #R415DA4 INSULATOR # I CABLE TRAY HEAVY DUTY EXOTHERMIC I I CABLE SHEATH I W TOP RAIL WELD I + ❑ z v I Q 5 ; ; i J W w GROUND BAR ASSEMBLY NO SCALE FENCE FABRIC i U 1 BUILDING GROUND BAR I MASTER GROUND BAR ANTENNA GROUND BAR (TYP. OF 3) NOTE: 1, ALL PARTS REFERENCED MANUFACTURED BY HARGER LIGHTNING PROTECTION. INC. I I o tI% I i o lit qN Z U 7 TELECOMMUNICATION C BLE TRAY O O7 CABLE SHEATH CABLE TRAY 1 PLACE ANTENNA TELECOMMUNICATION CABLE TRAY - FRAME CABLE SHEATH - N TYP, TYP. ITYP.1 e 13 ETTS co _5 C) NOTE: CONNECTION TYPE TO EQUIPMENT AND GROUND BARS SHALL BE COORDINATED WITH EQUIPMENT MANUFACTURER AND OWNER, 6V I U.o 7/16» HOLE (16)CD FENCE POST----,,,,,,,,, r o \ SOLID TINNED GROUNDco LEGEND ' _ * 0 (1) o 0 0__ _ - WIRE �r�oly N � - -a o 0 0 0 0 0 5/8» x 10'-0* COPPER CLAD GROUND ROD. -�-- 2 4a TENSION WIRE 7/16"0 MOUNTING HOLE #2 AWG BARE SOLID TINNED COPPER GROUND WIRE. 77 0 0 (2) 1 O 3 0 �� HEAVY DUTY EXOTHERMIC WELD \ \ ` �--- #6 AWG BARE SOLID TINNED COPPER GROUND WIRE. 0 00 a 0 o° N WITH CORROSION PROTECTION GROUND BAR w — EXTERIOR GROUND RING 1------ -- --_�-- #4/0 AWG FLEXIBLE COPPER BRAID CL vi Q1 2 415OA4 INSULATOR #WBKT1 WALL BRACKET 3 B114212ERSGB ` M � Y 30" OR 6" BELOW FROST LINE 9 SCHEMATIC DIAGRAM - GROUNDING SYSTEM Drawing No. NO SCALE `0 8 FENCE GROUNDING - OG 7 GROUND BAR ASSEMBLY (SECTOR) o NO SCALE — NO SCALE Q E=2 NQ�. 1. ALL PARTS REFERENCED MANUFACTURED BY HARDER LIGHTNING PROTECTION, INC. i Na��aDptfS OT/25/iQ00 14:i0:5i O C] 0 s r- 00 00 i f 615-1 AG TRUE o / 3 a �- ►- a /�c) Q I -}30 o d C] d L 5 270 o F— w w �o r I it 0 o CD 0 L-i BRUCE KERR, ETAL z B.2O71, P.292 0 C13-4 SITE 150 a.7195, P?464 f 0 00 Ul Go V) � F- o < Q U 1 LANDS NIF r' o Uj Ld CITY OF SPRIMNRELD -__ - TOWN OF AGAWAM B.1792, P.483 I ASSESSORS MAP B14 o U:D) 5; > LANDS N/Ir ---� — _ N ILI W if SPRING7ELD TELEVISION CORPORA77ON j 1 or B.4417, P. 7 Ld V) Z W � 4 02 CL ._ SURVEY NOTES. > Q 1. BASE MAPPING PREPARED BY CLOUGH, HARBOUR & ASSOCIATES LLP i , ____ o W FROM A NOVEMBER 1999 FIELD SURVEY. w Z —_ -0 2. LATITUDE/LONGITUDE/ELEVATIONS WERE OBTAINED UTILIZING r� f� �/ {1 � (y W C..) W 1- 0 CODE BASED GPS REFERENCED TO NHDOT GPS BASE STATION. �,% r %; '� [ �,. - _ 0 LATITUDE/LONGITUDE ARE REFERENCED TO NAD83 MASSACHUSETTS � � /� � MAINLAND ZONE. COORDINATES SHOWN, IF ANY, ARE EXPRESSED IN U.S. FEET, _� �/ ��,� �rn ELEVATIONS ARE REFERENCED TO NGVD 1929. TOP OF STRUCTURE v r�' LANDS N/r f� -- 0) T S SHOWN IF ANY DETERMINED BY VERTICAL ANGLE OR BY / I � NEIGH A IC � SPRINGP7ELD TELEVISION CORPOd4A710YY ACTUAL LOCATION. f' E 3. FOR THIS PROJECT, CLOUGH, HARBOUR & ASSOCIATES LLP USED A TRIMBLE 8. ��' P. 7 ;`%;`f 4k z O PATHFINDER 8 CHANNEL PRO XL GPS SYSTEM, TRIMBLE TECHNICAL SPECIFICATIONS Q�I /f �" ! I 0 -q- STATE A HORIZONTAL DIFFERENTIALLY CORRECTED ACCURACY OF < 1 METER + 10ppm Q I 0) FOR THIS SYSTEM. GPS DIFFERENTIALLY CORRECTED VERTICAL ACCURACY IS GENERALLY ASPHALT ! �% I W CONSIDERED TO BE 1 1/2 -- 2 TIMES THE HORIZONTAL ACCURACY SPECIFICATION. ALL CONC PAD ACCURACIES ARE SITE DEPENDANT. THE ROOF ELEVATION SHOWN, IF ANY, WAS COMPU7D 1�' WIDE ACCESS ROAD ASPHALT a U} FROM GPS OBSERVATIONS, ALL OTHER ELEVATIONS WERE MEASURED ON SITE AND ARE s' CHAINLINK FENCE /I LANDS Nfr SITE RELATIVE. MONOPOLE , ;�f RUBY E. uGGEr Lo, o 4. NORTH ORIENTATION IS TRUE NORTH BASED ON GPS OBSERVATION. GATEMETER BANK rl / _ 1693, P.5T3 n � 0 0 MAGNETIC ORIENTATION IS BASED ON WEST SPRINGFIELD MASSACHUSETTS USGS QUAD 5f iEET. /f , � � J W U N 1 5. UNDERGROUND UTILITIES SHOWN, IF ANY, FROM FIELD LOCATION ONLY, . S17E i j ' W I RETAINING / z i- I to6. SUBJECT TO ANY STATE OF FACTS THAT AN ACCURATE BOUNDARY SURVEY WOULD DISCLOSE. \WALL PROPERTY LINES ARE ONLY SHOWN AS APPROXIMATE FROM TAX MAP AND DEED PLOT. \1 CABINET /i; W I Q �J UX � 7. SUBJECT TO ANY STATE OF FACTS THAT AN UP-TO-DATE ABSTRACT OF TITLE WOULD r t. CONC PAD %;' 1 m [� O ap DISCLOSE. f Q $. SUBJECT TO ALL RIGHTS, EASEMENTS, COVENANTS OR RESTRICTIONS OF RECORD. �' -1 %%` PROiPOSED AT&T ►NSTALLA770ti � �� ! � � � � W � w 9. A BOUNDARY SURVEY WAS NOT PERFORMED BY CLOUGH. HARBOUR do � �� 0 Q z ASSOCIATES, LLP IN CONJUNCTION WITH THE PREPARATION OF THIS SITE. / 'ASPHALT r Q I RETAINING W goo / \ f/ f' 1 / T > Z WALL � I�-..% ROCK OUTCROPPING ! � i i GUY ANCHOR (TYP.)_ i 0 r z � ASPHALT � /f/ J U <DISH (TYP) ,o rf/ . CONC PAD P�pOp W a w Exlsr ! / UNE f r / -�. - .. . __---_ W C> /82USTORY MASONRYTOWER Q zILD NG OVERHEAD } r/ // D a v CONDUIT J z Ld / BUILDING `' � POLEti'; ] l a w /;",•` ASPHALT � o _Z I j r 04 Of — I < °ILE//�-,- EXISTING �C` LANDS N/F — UILDING MARK a & WOODS JAMES BROWN I �2GRAVEL OLE 8.5885, P.318 PGN� ETrS n r` WOODS `,., f �� S / POLE a U. Q --------�------ Xi fx xE � 0 O O o O a W r LANDS N/*F NOEL BROWN } U a3504 P 291 m 100 I GI m L is I � � n � c� ,1/I� N TY_ PL o AN SCALE: 1" = 100' Drawing No. Ld j r I GRAPHIC SCALE 0 to I 100 o eQ 100 zoo iota W Aml W ( IN FEET J 4 1 inch - 100 ft, a e,r•ss.vsss OS116l200© il:�s:3e c)0 0 TRUE iu RF SYSTEM SCHEDULE 0 0 n MECH. Sb ANTENNA 6ZIMUTH MAKE MODEL IM& QQWNTILT RAD. CENTER (69L) FEEDCABLE SIZE APPROX, CABLE LEN93h COLOR V, (ACTUAL LENGTH WAY VARY) 030-1 m Rx1 A 030 ALLGON AWS9016.02D NO 04 160 FT BOTTOM 1 5/8- 185 FT GREEN F— F 0 00 a030 TxA 030 ALLGON AWS9016.02D 160 FT BOTTOM 1 5/8- 185 FT GREEN/GREEN Rx1A -14* Rx2A 030 ALLGON AWS9016.02D NO 00 160 FT BOTTOM 1 5/8" 185 FT GREEN/GREEN/GREEN 00 BOTTOM 1 5/8- 185 FT m Rx1B 150 ALLGON AWS9016.02D NO 160 FT Rx2c,,, BLUE TxB 150 ALLGON AWS9016.02D -- 00 160 FT BOTTOM 15/8 185 FT BLUE/BLUE TxA 00 Rx2B 150 ALLGON AWS9016.02D NO 160 FT BOTTOM 1 5/8 185 FT BLUE/BLUE/BLUE 270 Rx1C 270 ALLGON AWS9016.02D NO 04 160 FT BOTTOM 1 5/8" 185 FT WHITE Rx2A l is TxC 270 ALLGON AWS9016.02D -- 00 160 FT BOTTOM 1 5/8- 185 FT WHITE/WHITE z 270-- TxC 0* Rx2C 270 ALLGON AWS9016.02D NO 160 FT BOTTOM 1 5/8" 185 FT WHITE/WHITE/WHITE o R 16 dBI (14dBd) GAIN 90' HORIZONTAL -2* ELECTRICAL DOWNTILT TMA MODEL # N/A 150 0 0 t MONOP 01 CD Ln 0 Tx 0 .0 F -Z Rx C' U) 0 < ".Rx2B Ld V aCL 150i Q) D U) J c D > 0 U) Lu "Z > ASPHALT ROAD TELCO0" . . . . . . . _j CONIC PAD LLJ 0 co OL w 2 POWER 15 0 v) 0 t j 0 0 r C) V) 050 Z v) V) 04 0 c CONC PAD z3 _3 > < 0 < ASPHALT ROAD LL] LLj EXISTING 8' HIGH CHAIN LINK V) 00 . . . . . . . . . . 030 F- , . . . . . . . . . FENCE W/BARD WIRE 06 (D EXISTING CONCRETE :3 U) TOWER FOUNDATION Rx1 A A ar Ammvm4s To BE PLAcr + v 0 . . . . . . . . . . Rx2CI,/ aV DaSNNGma opar __%z z 0 0 . 4 Lc) TxA INSTALL, sl-r m vcr A wa? 7 v coA(s 7N U017M REMOW AFTER C42VSMVC770V HAS 8MVI Li �J ALi — LA Rx2A 0 jN I TxC 9 f LONG CAME TRAY MOUN MD av 11 _D (( DOLESUARCRrS 'T L0 0 en FZkIB-- ul ul 0 Lf)Cc 0. 0 INSTALL 8' HIGH CHAIN LINK U cp A MONOP FENCE W7H BARBW *RE =j SITE L 40 YOULPLAN (70 MATCH D&S77NG) SCALE: 1 5' Tx J z . . . . . . Ln L] MERAL NOTES: IL (I p 0 Rx2B rr LU Ln Ln A ar iz,x 28,AwrA 1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO EXAMINE ALL PLAN SHEETS AND I Q / ;�� 8 EW1PMDVr SYAZ N 7DW aw SPECIFICATIONS AND COORDINATE HIS WORK WITH THE WORK OF ALL 150/ aV M"DIA. CaVCRE7E WITH OTHER CONTRACTORS TO ENSURE THAT WORK PROGRESSION IS NOT 70P aEV. - 631.5 Q ~ z INTERRUPTED. < Lr) w H ): LO 'c" INSTALL 128' 45PF J-18- S,70WE > Z cfl 2. THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A NEAT AND BALLAST rO MA/r/,W DgS 7 7NO ORDERLY SITE, YARD AND GROUNDS. REMOVE AND DISPOSE OFF SITE D Q < 6 TELCO-, PROPOSED 6RA01A10 z m z ALL RUBBISH, WASTE MATERIALS, LITTER, AND ALL FOREIGN SUBSTANCES. m < _j -CHEMICAL SPILLS, STAINS AND OTHER FOREIGN pw REMOVE PETRO CONC PAD 77ON "SflAc aWar DEPOSITS. RAKE GROUNDS TO A SMOOTH EVEN-TEXTURED SURFACE. AL 2 'Z/ 70 BE RRW t- w a- 3. THE PLANS SHOW SOME KNOWN SUBSURFACE STRUCTURES, ABOVE- (30 POWER w < GROUND STRUCTURES AND/OR UTILITIES BELIEVED TO EXIST IN Am r mlpmD v r THE WORKING AREA, EXACT LOCATION OF WHICH MAY VARY FROM a 0 m 7ER 1b Q THE LOCATIONS INDICATED. IN PARTICULAR, THE CONTRACTOR op;ryp A 5 z I '), IS WARNED THAT THE EXACT- OR EVEN APPROXIMATE LOCATION OF BOLLARD J _j SUCH PIPELINES, SUBSURFACE STRUCTURES AND/OR UTILITIES IN THE AREA MAY BE SHOWN OR MAY NOT BE SHOWN; AND IT SHALL BE HIS RESPONSIBILITY TO PROCEED WITH GREAT CARE IN u EXECUTING ANY WORK. 48 HOURS BEFORE YOU DIG, DRILL OR BLAST, CALL 1-888-DIG-SAFE CONC PAD/ 95 0 bA 0 0 4. THE OWNER OR OWNER'S REPRESENTATIVE SHALL BE NOTIFIED IN WRITING 0 Z OF ANY CONDITIONS THAT VARY FROM THOSE SHOWN ON THE PLANS. THE CONTRACTOR'S WORK SHALL NOT VARY FROM THE PLANS WITHOUT . . . . . . . . . ... . THE EXPRESSED APPROVAL OF THE OWNER OR OWNER'S REPRESENTATIVE. ASPHALT ROAD 5. THE CONTRACTOR IS INSTRUCTED TO COOPERATE WITH ANY AND ALL OTHER CONTRACTORS PERFORMING WORK ON THIS JOB SITE DURING THE PERFORMANCE OF THIS CONTRACT. . . . . . . 6. THE CONTRACTOR SHALL RESTORE ALL PUBLIC OR PRIVATE PROPERTY b GNUi-T . . . . . . . . . . DAMAGED OR REMOVED TO AT LEAST AS GOOD OF CONDITION AS . . . . . . . . . . C3 BEFORE DISTURBED AS DETERMINED BY THE OWNER OR OWNER'S REPRESENTATIVE. 7. THE CONTRACTOR SHALL COMPLY WITH ALL REQUIRED PERMITS. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING, AND INCURRING THE COST OF ALL REQUIRED PERMITS, INSPECTIONS, CERTIFICATES, ETC. CA o 9. THE CONTRACTOR SHALL PROTECT EXISTING PROPERTY LINE % 0 0 MONUMENTATION. ANY MONUMENTATION DISTURBED OR 0 DESTROYED, AS JUDGED BY THE OWNER OR OWNER'S REPRESENTATIVE 0 SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE UNDER THE L4 'c� SUPERVISION OF A LICENSED LAND SURVEYOR. 10. ALL TRENCH EXCAVATION AND ANY REQUIRED SHEETING AND SHORING SHALL BE DONE L) IN ACCORDANCE OSHA REGULATIONS FOR CONSTRUCTION. m 11. CONTRACTOR SHALL BE RESPONSIBLE FOR DEWATERING AND THE MAINTENANCE OF _0 SURFACE DRAINAGE DURING THE COURSE OF WORK. aj < SITE PLAN c) 0 s a zu cl C:% " 12. ALL UTILITY WORK INVOLVING CONNECTIONS TO EXISTING SYSTEMS SHALL BE 5 SCALE: 1 - ' 00 COORDINATED WITH THE OWNER OR OWNER'S REPRESENTATIVE AND THE UTILITY OWNER. Drawing No. rn NOTIFY THE OWNER OR OWNER'S REPRESENTATIVE AND THE UTILITY OWNER BEFORE EACH AND EVERY CONNECTION TO EXISTING SYSTEMS IS MADE. GRAPHIC SCALEOil 13. MAINTAIN FLOW FOR ALL EXISTING UTILITIES. 5 o 2a 5 10 20 14. ALL SITE FILL SHALL MEET SELECTED FILL STANDARDS AS DEFINED BY A�2 z THE OWNER OR OWNER'S REPRESENTATIVE ON THE DRAWINGS. IN FEET I inch - 6 ft 15. CONTRACTOR TO GRADE ALL AREAS ON THE SITE TO PROVIDE POSITIVE DRAINAGE 3c AWAY FROM THE BUILDING AND THE TOWER. haysiDopt55 09/15/2000 16:23:13 6 1. GENERAL o o 6. CONCRETE (CONY.) v � o � A. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION H, UNLESS INDICATED OTHERWISE ON THE DRAWINGS, REINFORCEMENT SPLICES o C �, a � N � 00 SAFETY. SHALL MEET CLASS B, TENSION LAP REQUIREMENTS IN ACCORDANCE WITH ALL B. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES PROVISIONS OF ACI 318 LATEST EDITION, UNLESS NOTED OTHERWISE. m BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY I. CURING COMPOUNDS SHALL CONFORM TO ASTM C-309. a ~ AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY 4 a LOCATE AND PRESERVE UNDERGROUND UTILITIES. J. ADMIXTURES SHALL CONFORM TO THE APPROPRIATE ASTM STANDARD AS C. INCORRECTLY FABRICATED, DAMAGED, OR OTHERWISE MISFITTING OR REFERENCED IN ACI-301. m = = 1 NONCONFORMING MATERIALS OR CONDITIONS SHALL BE REPORTED TO THE OWNER K. DO NOT WELD OR TACKWELD REINFORCING STEEL. EXISTING OMNIPOINT ANTENNAS 0180' AGL PRIOR TO REMEDIAL OR CORRECTIVE ACTION. ANY SUCH ACTION SHALL I : REQUIRL APPROVAL. L. ALL DOWELS, ANCHOR BOLTS, EMBEDDED STEEL, ELECTRICAL CONDUITS, PIPE I I c„ SLEEVES, PIPING, WATERSTOPS, INSERTS, GROUNDS AND ALL OTHER EMBEDDED D. EACH CONTRACTOR SHALL COOPERATE WITH THE OWNER'S REPRESENTATIVE, AND ITEMS AND FORMED DETAILS SHALL BE IN PLACE BEFORE START OF CONCRETE LLJ COORDINATE HIS WORK WITH THE WORK OF OTHERS. PLACEMENT. i ; M II o0 M. LOCATE ADDITIONAL CONSTRUCTION JOINTS REQUIRED TO FACILITATE E. PAINT ALL ANTENNAS, MOUNTING HARDWARE, CABLES, CABLE TRAYS, ETC, TO MATCH II o CONSTRUCTION AS ACCEPTABLE TO ENGINEER. PLACE REINFORCEMENT I o EXISTING STRUCTURE PER OWNER REQUIREMENTS, OWNER SHALL APPROVE COLOR. j z CONTINUOUSLY THROUGH JOINT. !! F. ALL DAMAGED, MARRED, SCRAPED, ABRADED, ETC. AREAS OF EXISTING PAINT SHALL BE 111 I o N N. REINFORCEMENT SHALL BE COLD BENT WHENEVER BENDING IS REQUIRED. REPAIRED PER OWNERS REQUIREMENTS. OWNER SHALL APPROVE COLOR. 0. PLACE CONCRETE IN A UNIFORM MANNER TO PREVENT THE FORMATION OF COLD 2. DESIGN LOADS JOINTS AND OTHER PLANES OF WEAKNESS. VIBRATE THE CONCRETE TO FULLY I II I o a A. WIND LOADS: PER THE STATE BUILDING CODE EMBED REINFORCING, DO NOT USE VIBRATORS TO TRANSPORT CONCRETE THROUGH B. PRESUMPTIVE BEARING CAPACITY: 2000 PSF CHUTES OR FORMWORK. If CENTERUNE OF ANTENNAS 0160' AGL o a a (VERIFY SOIL BEARING CAPACITY WITH GEOTECHNICAL ENGINEERS REPORT) b- C. PREFABRICATED BUILDING: 40,000 LBS P. DO NOT PLACE CONCRETE IN WATER, ICE, OR ON FROZEN GROUND. 1, o Li o Q D. ROOF UNIFORM SNOW LOAD: 40 PSF I II W V, L, (DRIFTED SNOW AS PER THE STATE BUILDING CODE.) Q. DO NOT ALLOW CONCRETE SUBBASE TO FREEZE DURING CONCRETE CURING AND I SETTING PERIOD, OR FOR A MINIMUM OF 14 DAYS AFTER PLACEMENT. PROPOSED AT&T ANTENNAS 3, EXCAVATIONS/FOUNDATION R. FOR COLD-WEATHER AND HOT-WEATHER CONCRETE PLACEMENT, CONFORM TO A. FOUNDATION EXCAVATION SHALL BE HAND TRIMMED TO REMOVE LOOSE APPLICABLE AGI CODES AND RECOMMENDATIONS. IN EITHER CASE, MATERIALS fuj MATERIALS. CONTAINING CHLORIDE, CALCIUM, SALTS, ETC, SHALL NOT BE USED. PROTECT �j� ---I FRESH CONCRETE FROM WEATHER FOR 7 DAYS MINIMUM, B. EXTERIOR FOUNDATION BACKFILL SHALL BE SELECTED GRANULAR FILL. CL w O O V) U] C. DO NOT PLACE FOOTINGS IN WATER OR ON FROZEN GROUND. I I Z w J 0 ill �t O � > T- D. SOIL BEARING SURFACES, PREVIOUSLY ACCEPTED BY GEOTECHNICAL ENGINEER, I O O WHICH ARE ALLOWED TO BECOME SATURATED, FROZEN OR DISTURBED SHALL BE I I Q W +5 Cn REWORKED TO SATISFACTION OF GEOTECHNICAL ENGINEER, � f ! ~ m W 45 O _Z a M UN E. DO NOT ALLOW GROUND BENEATH FOOTINGS TO FREEZE. O Q Y/ O F. FOOTING EXCAVATIONS SHALL BE CUT NEAT. Z Q W '> Q G. ALL STRUCTURAL BACKFILL AND SUBBASE UNDER SLABS-ON-GRADE AND FOOTINGS I I O Q 0) Ic :2 SHALL BE "SW' OR BETTER PER ASTM D-2487 COMPACTED TO A MINIMUM 95% Z W II STANDARD PROCTOR DENSITY PER ASTM D-69$. EXISTING 180' MONOPOLE Ld < ej — O 11 H. SUBGRADE BELOW SLAB-ON-GRADE SHALL BE REVIEWED AND ACCEPTED BY ANTENNAS ON PIPE MOUNTS N F W O GEOTECHNICAL ENGINEER BEFORE CONCRETE SLAB PLACEMENT. 4. ANTENNA SUPPORT BRACKET NOTES j !, j N W 3 m Q) A. DESIGN RESPONSIBILITY OF ANTENNA MOUNTING BRACKETS AND POLES AND ALL I I U} it w O COMPONENTS THERE OF AND ATTACHMENT THERE TO SHALL BE THE RESPONSIBILITY I I 1 s to: z F O OF THE MANUFACTURER. MFR SHALL PROVIDE TO THE ENGINEER FOR APPROVAL, I f I j I t a O DRAWINGS DETAILING ALL COMPONENTS OF THE ASSEMBLY, INCLUDING CONNECTIONS, T7I z — DESIGN LOADS, AND ALL. OTHER PERTINENT DATA. I p ��IjI � W z ¢j Q B. BRACKETS SHALL BE DESIGNED TO SUPPORT CURRENT AND FUTURE PANEL ANTENNAS � z AND COAXIAL CABLES AS SHOWN. 5. STRUCTURAL STEEL NOTES l ' j d) o EE EL N ct A. STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF THE AISC "SPECIFICATION J I FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". { q a z I lJ I B. STEEL ANGLES, BASE PLATES, BEARING PLATES AND MISC. FABRICATION SHALL BE MADE I.L. O J 1 I Y � FROM STEEL MEETING THE REQUIREMENTS OF ASTM-A36 WITH A MINIMUM YIELD STRESS OF 36 KSI. ALL STEEL TUBES AND PIPES SHALL BE A500 STEEL MINIMUM. S'-0" I i'k I J U o I 0 00 C. ALL INTERIOR STRUCTURAL STEEL SHALL BE, WHEN DELIVERED, FINISHED WITH ONE COAT i W 1 u� FABRICATOR'S NON-LEAD RED OXIDE PRIMER. PRIMING SHALL BE PERFORMED AFTER 10'-0" i �-• �� w SHOP FABRICATION TO THE GREATEST EXTENT POSSIBLE. ALL DINGS, SCRAPES, MARS. Q > z n AND WELDS IN THE FINISHED AREAS SHALL BE REPAIRED BY FIELD TOUCH-UP PRIOR I jjj j j � 1J Q 0` TO COMPLETION OF THE WORK. I I j = U } 00 D. ALL EXTERIOR STRUCTURAL STEEL SHALL BE, WHEN DELIVERED, HOT-DIP GALVANIZED z m z ACCORDING TO ASTM A123. TOUCH-UP FIELD WELDS AND ABRADED AREAS W/2 COATS 2 TE MOUNT — ELEVATIO j I I Q ---� OF GALVANIZED PAINT. _ NO SCALE UI J Q o E. DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND Lu 0 LLl a DETAILED ON STRUCTURAL DRAWINGS. j ! } f ` I a F. CONNECTIONS: I I ❑ Q LI v Z w 1. WELD (SHIELDED METAL ARC) - ELECTRODES SHALL BE E70XX MINIMUM AND BE IN ANTENNA CLAMPS (TYP.) .fJ Ill J ACCORDANCE WITH AWS D1,1 UNLESS NOTED OTHERWISE. W wu 2. MINIMUM CAPACITY OF CONNECTIONS: FOR CONNECTIONS NOT DETAILED, ANTENNA PROVIDE CONNECTION CAPACITY OF AT LEAST THAT REQUIRED BY PART 2 OF THE CROSS-ARM BY VALMONT PROPOSED 12' X 28' AT&T AISC MANUAL (9TH EDITION) IN THE SECTION "ALLOWABLE LOADS ON BEAMS", FOR TN EQUIPMENT SHELTER THE GIVEN MEMBER AND STEEL SPECIFICATIONS. CONCENTRATED LOADS NEAR PART NO. B1821 1 bLLj SUPPORTS MUST BE ADDED. �j . " PROPOSED AT&T CABLE TRAY z _Z 3. CONNECTION DESIGN BY FABRICATOR WILL BE SUBJECT TO REVIEW AND APPROVAL �.. u I ASTM A32 " IA. I 4. BOLTED CONNECTIONS SHALL USE BEARING TYPE GALVANIZED 5 BOLTS (3/4 D � AND SHALL HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. ZN 5. NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. GALVANIZED ASTMA307 BOLTS UNLESS NOTED OTHERWISE. STANDOFF ARM BY VALMONT I I Ni5 Errs w PART NO. 81820 6. CONCRETE G o� A. DESIGN AND CONSTRUCTION OF ALL CONCRETE ELEMENTS SHALL CONFORM TOCL THE LATEST EDITIONS OF THE FOLLOWING APPLICABLE CODES: ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"; ACI 318, MOUNTING PIPE BY VALMONT „ BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"; PART N0. 61478 - B. MIX DESIGN SHALL BE APPROVED BY OWNER'S REPRESENTATIVE PRIOR TO j PLACING CONCRETE. w _� mI C. CONCRETE SHALL BE NORMAL WEIGHT, 6% AIR ENTRAINED (t1,5%) WITH A MAXIMUM of 4" SLUMP, -AND HAVE A MINIMUM 28DAY COMPRESSIVE STRENGTH OF 4000 PSI I v O N C7 o i r l 1 UNLESS OTHERWISE NOTED. _ ----- a o k o D. MAXIMUM AGGREGATE SIZE SHALL BE 1„ 10,-0" E. THE FOLLOWING MATERIALS SHALL BE USED: PORTLAND CEMENT: ASTM C 150, TYPE I BOLLARD (TYP.) m REINFORCEMENT: ASTM A 185 A ANTENNA MOUNT LAYOUT PROPOSED 8' HIGH CHAIN LINK m NORMAL WEIGHT AGGREGATE: ASTM C 33 NO SCALE FENCE WITH W/SARBED WIRE 3 WATER: DRINKABLE - DC N ar m ADMIXTURES: NON-CHLORIDE CONTAINING (TO MATCH IS11NG) o c� v Craw:n , No. F. REINFORCING SHALL CONFORM TO ASTM A-615 WITH SUPPLEMENT. MINIMUM NOTE: 1. ANTENNA MOUNTING FRAME SHALL BE DESIGNED BY TOWER MFR. 1 TYPICAL- TOWERL TI y �I YIELD STRENGTH Fy = 60 KSI. REINFORCING DETAILS SHALL BE IN _ NO SCALE �I ACCORDANCE WITH THE LATEST EDITION OF ACI 315. it G. CONCRETE COVER AROUND REINFORCING BARS (U.N.O.) SHALL BE: NOTES 1. CONTRACTOR SHALL COORDINATE EXACT ANTENNA ATTACHMENT, �I 1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED EARTH........3" 2. ANTENNAS TO BE INSTALLED WITH DOWNTILT BRACKETS. A-3 2. CONCRETE EXPOSED TO EARTH, WEATHER.........................2" W3. SLABS....................................................3/4" J 4. ALL OTHER CONCRETE.....................................1 1/2" 0 HaywGpt55 D911S/2D11Q 16: i:19 0 a \ a � o � r m v g a a m c 3 � FENCE CAP o CABLE TRAY GRIP STRUT 3/8" DIA THREADED ROD SNAP-IN HANGER FOR z COAX CABLE (TYP) 1/2" PREMOLDED 3/4" DIA A325N ANCHOR BOLTS 3 ROWS OF GALV EXPANSION JOINT Of P1000 UNISTRUT (TYP) cn 4'-O"x4'-O"x4" CONIC PAD z 0 - W 6x6,W2.9xW2.9 WWF, U PROVIDE 6" STONE SUBASEOr & BROOM FINISH. CORD LOC W/DOOR .\_-PL 12"x12" 1 1 2" E W 3/16 TYP 3" 1 - 6- - 1 (TYP) Of I I - 12" x 12" x 3/4" W ° ° R 1/4 BEARING PLATE SHELTER FRAME J ao NP ° ° 3" DIA SCH 40 (TYP) LINE 0 PIPE COLUMN FOR WAVEGUIDE SUPPORT I I O W O 3" DIA. GALV, 8" Z a SCH. 40 PIPE CONC. PIER = J r (TYP) F- N Q W +j a (4) 1/2" DIA GALV is Z Q W W (n N HILT] HY150 ADHESIVE O Q Q ANCHOR 6" MIN, EMB. (TYP) TYP 3/16 Z < co Q It 1/4"x8"x8" 12'_ 1 " ANCHOR BOLT Q O Q � 6 2 6 (TYP) " � � W W d 4 EXISTING TOWER FOUNDATION 14'-0" 14'-0" tV ( ) ¢ ■j = 0 � J W = a d d w (D d 3 PLATE I U) C) 0 U) NO SCALE CL (n m cn o �. o z 1CABLE TRAY POLE SUPPORT — CONIC, SLAQOPTION Lo F• NO SCALE uj NOTE: ICE BRIDGE SHALL. SPAN NO MORE THAN 6'-0" 2 E IPMENT SHELTER-FOUNDATION PLAN CONIC CAP ~ a BETWEEN SUPPORTS. • _ NO SCALE U) NOTE: IF BEDROCK IS ENCOUNTERED, PRIOR TO REACHING U7 UI o 0 4'-0" DEPTH, SOCKET PIER V-0" INTO ROCK. BASE PL. 1/2"X16"DIA. Q a (I p- N Ln PROVIDE FLAW, CLEAN BEARING SURFACE. 6" DIA SCHED 40 STEEL „J W W N ALTERNATE TO SOCKET: PROVIDE 8-#5 DOWELS I PIPE FILLED W/LEAN CONICZ i m � IL (Ip � b QW - Q IW 3 oQZ O ° 1/2" EXPANSION Q W � °00 FILLER & SEALANT [IZ � - V � ° z m SECTIONA--A I D - < Q .o FOR ROCK OPTION J Ef p WLo o < D z = J z w U SHELTER---,, a- a r CONC BAST= z 3: SHIM AS REO D a I � (3000 PSI CONC) z O � FINISHED GRADE �+ 2x4 STAKE 5' O.C. 2 4 2 ET STAPLE THROUGH NYLON 8I L 3/4 DIA. GALV. z WASHER. 2 PER STAKE '� 1/4 THREADED ROD TYP. L - TRENCH, LAY FABRIC + (TYP.) � BEARING PLATE SUPAC OR MIRAFI FILTER `� `� I 4 2' LONG GROUTED INTO ROCK ° AND BACKFILL. " GROUT LEVEL PAD _ FABRIC A A � 6 " ' — � ROCK SURFACE H o z EXISTING GROUND L 8-#5 VERT t " _I I 1E, f f-1 I ICI f fiI f f-1 �l #3—TIES ® 12" s lil I I- - III—I I I=1 I II�, a " ° to Q 2'-d~ WIRE ut STAPLE I 1'-6' DIA. m 2'-6" ' m m BOLLARD DETAIL o 0 o - NO SCALE Drawing ��ia. A I 4 FENCE DETAIL m - NO SCALE _ NO SCALE #I NOTE: CONTRACTOR SHALL ANCHOR SHELTER TO PIER � W PER MANUFACTURER RECOMENDATIONS. A a z W J Q n.y■sPept55 �6/15/200n 16:�t:t? 0 O �+�AI n O O NAG'� LEGE �u N 1V QENERALNQTESo a `-) 1. ALL CONDUCTORS SHALL BE COPPER. ALUMINUM CONDUCTORS SHALL NOT BE USED. —' —— UNDERGROUND CONDUIT '` 00 030 4• �. 2. CAP ALL EMPTY CONDUITS AT BOTH ENDS. SEAL ALL CONDUITS WITH PULL CORDS & ---------- #2 AWG GROUNDING CONDUCTOR � cn � CONDUITS WITH GROUND WIRES. a � \ 3. COORDINATE ALL PENETRATION LOCATIONS WITH ACTUAL BUILDING PLANS. EXPOSED #2 AWG GROUNDING CONDUCTOR 4. GROUNDING DESIGN BY ALLTEC. 7E c / �� , \� �� GROUND BAR o o �� Q 5/8" x 10'-0" COPPER CLAD GROUND ROD. MINIMUM SPACING 10'-0", CODED NOTES MAXIMUM SPACING 15'-0" � %� 1 400A METER SOCKET BY THIS CONTRACT. METER BY UTILITY INSTALLED PER 5 O THIS CONTRACT, ,.` (� CHEMICAL GROUND ROD ("L" TYPE SHAFT) \\ ! Tr w(� MIGB / CIGBE - GROUND BAR Fj` ` �� \ l O3 4" TELEPHONE CONDUIT WITH PULL WIRE. z �; / METER o EXISTING POLE w/POWER AND TELEPHONE SERVICE. PROVIDE SERVICE LATERALS 00 AS INDICATED. • COMPRESSION TYPE CONNECTION TELEPHONE SERVICE ENTRANCE. cn �i { � �?` ' O ■ CALDWELL TYPE CONNECTION 0 a \�N. O EXTERIOR GROUND RING. MIGB EXISTING METALLIC FENCE & NEW o LJ `_ TOWER MOUNTED GROUND BAR. INDICATES CODED NOTE NUMBER c D w ANTENNA GROUND BAR. D:---DRAWNG DETAIL NUMBER NUMBER LOCATION 10 PROPOSED FENCE. / © - rLLI G EXISTING FENCE. J 0 �� f J ' �\ `� •`\ r'% TYP. W 0 cn 0 y `` E�2 $ \\ \`` %, `, \ i UTILITY CONTACTS �- 0 0 Z \'� TYP. \ ``!y�y� \'�\\ �`� �' �\ 1 WESTERN MASSACHUSETTS ELECTRIC v '�C 0 "± r.. \ DOM DILIZIA J4-5 �\` 't;? ` (413) 787-9490 vai cn `,� _ � � `�� BELL ATLANTIC Z QLLJ L 0 0 ��\ � �� g FREDDIE REDONDO � � \`� L 9 7 � -- �� 6 E-2 (413) 787-0324 � a �A E 2 �. 4 �� Z 3 Y� �� TYP. 7 E-2 ` TYP. �, m a TYP. 12 E-2 r N W = 0 v I TYP ++ \�\ It ', V) -_� Lu 5 � m Q1 L LI XI TIN CABINET r' / 0 Q �� ` /�. CONCRETE PAD / - \` t f —cl a) / ` ~` `` ih / W E-2 '\ l;� 1 V) Tyr. % ;`' �� /%" I �•. to 0 W AT&T L0 PREFAB EQUIPMENT � / �'�`� �/ / � � / ,ALTER m � a. (j (D ap r SHELTER 00 C� a J W f , �r 3 // / d U (4 U Jf w z U 01 40, cksi o oQ N.\ ♦ 0 0 t / / G o cn co � t~ 00 E-2 m ,., m : c ! o (A N y 0 0 t�iy i Drawing No. co ENLARGED EQUIPMENT AREA — QRQUNDING PLAN m SCALE: 3/8" = 1'-0" i z 0 E-1 m cn PARTIAL SITE — POWER &. TELEPHONE PLAN SCALE: 1/4" = 1'--0" i ney■so.ycs3 0811S/2000 16:22:09 O v \ o b n m UTILITY POLE UNDERGROUND UTILITY a a FREE BACKFILL WARNING TAPE TOOTOP OF ROD VIDE I AS CIRCULATION RECOMMENDED a PROVIDE 4" MIN CLEARANCE BY MANUFACTURER. 15, SEE NOTE FINISHED GRADE BETWEEN BOX COVER AND Cr TOP OF ROD. VENTED CAST IRON GRATE COVER o BARBED WIRE SEE NOTE - 2 2 \\ \ - /. b • eb �y. b y • • - NOTES + TOP RAIL t - � : • __ • . — R r' 1. BOND ALL METAL OBJECTS TO POLE GROUNDING SYSTEM. BREATHER HOLE SAW CUT EDGE EACH 2. COORDINATE ALL INSTALLATIONS TO UTILITY POLE WITH UTILITY COMPANY. ;r SIDE (IF REQUIRED) h z 1 OP T \/ CADWELDCONNECTION o \ 3" SAND ENVELOPE / ' ONE OR TWO CONDUITS FENCE FABRIC POLE CODED NOTES SURROUNDING `:'=/ /� A5 REQUIRED. SEE SITE BENTONlTE BACKFILL PREASSEMBLED 2'-0", 4/0 � 4 CONDUIT " ` /��\//� PLANS SURROUNDING ROD OR PIGTAIL CONNECT TO 'GROUND 1 CONDUCTORS FROM UTILITY POLE TO METER INSTALLED BY CONTRACTOR. AS RECOMMENDED BY III RING WITH EXOTHERMIC WELD O CONTRACTOR TO PROVIDE SUFFICIENT CABLE TO REACH A MINIMUM OF 24" 3„ 12" MANUFACTURER zo ABOVE TERMINATION LOCATIONS, AND ROUTE TO SERVICE DISCONNECT WITH- o z OUT A SPLICE TIE I � o z O PROVIDE INSULATING BUSHING. USE DUCT SEAL TO MAKE WATERTIGHT. NOTE: REPLACE EXISTING SURFACE CONDITIONS IN KIND TO INCLUDE, o r - BUT NOT LIMITED TO: CONCRETE, CRUSHED STONE, SELECT o 3 3 GRAVEL, ASPHALT CONCRETE, TOPSOIL AND GRASS. PIPE STRAPS, INSTALL AT NOT MORE THAN 2`-0" INTERVALS. 2 ccn TELEPHONE SERVICE CONDUIT WITH PULL CORD. SEE SITE PLAN FOR CONDUIT HEAVY DUTY EXOTHERMIC WEEP HOLES 4 WELD SIZE & ROUTING. 2 UNDERGROUND CONDUITS 10'-0" FINISHED 5O SWEEPS MUST BE MADE USING RIGID GALVANIZED STEEL CONDUITS. NO SCALE FENCE POST LLJ GRADE-1SOLID TINNED GROUND J IL0 NOTE: REPLACE EXISTING SURFACE CONDITIONS IN KIND TO INCLUDE, 0 cn BUT NOT LIMITED TO: CONCRETE, CRUSHED STONE„ SELECT Z 0 TENSION WIRE GRAVEL, ASPHALT CONCRETE. TOPSOIL AND GRASS 0 C) i ;.: HEAVY DUTY EXOTHERMIC WELD 4 CHEMICAL GROUND ROD L—SHAPE Q W I GRADE * < WITH CORROSION PROTECTION - NO SCALE z a V) TYP. TO EQUIPMENT0 L,J SEE ELECTRICAL PLAN EXTERIOR GROUND RING r I FOR CONTINUATION GROUND RING Z � ---------- -- ----- a J Q I i 1 d •l,.. < U Wo SERVICE POLE POWER & TELEPHONE HEAVY DULY 30" OR s" BELOW FROST LINE w � .� EXOTHERMIC N H W 2 O NO SCALE WELD 3 EXISTING FENCE -- GROUNDING o0 w �_ 3 - NO SCALE W 3 Fm In i :4k Z 0 30" OR 6" BELOW FROST LINE Ld L 3/4' it 1-3/4" 1" /� TYP. b �) � TYP, TYP, V I 6 COPPER-CLAD STEEL I I 7/16"O HOLE (42) ° - GROUND ROD ` � N to NO SCALE � � Z W N I ' o0 000000000- - � ; 71 LO 0G000000000000- - + - O _jL) EXTERIOR GROUND RING WITH GROUND RODS AS INDICATED ON GROUNDING PLAN Ha- o 0 0 0 0 0 0 0 0 0 0 0 0 0— - - �_-..- ----.--.- ------�---------- ------ -__�-------I ---- .�--- ----r---------r------------------------I m a EE 0 _o + + + + + + + + + + + + + + rr Lu c Q 3� l 1Li I I I i I 7/16"0 MOUNTING HOLE x Z 0 (2) 0 I I I `Y I ; ; I a LLJ Lj 3 I I I I I I I I I TOWER GROUND BAR z INTE POR HALO HVAC AC SERVICE TELEPHONE j FENCE POST CABLE 'TRAY TOWER BASE i I m SIDE VIEW P L A N V I E W BARBED WIRE CRIMP-ON CONNECTOR 4 LACES I EQUIPMENT SERVICE ! OPPTCP RN ERS &SUPPORTS (TYP. 3) ; i = O J Q TO EACH STRAND (TYP.) ; O415DA4 INSULATOR KT1 WALL BRACKET BI1441BERMGB1!� ! j TELECOMMUNICATION CABLE TRAY I W I a` O O HEAVY DUTY EXOTHERMIC ; ; CABLE SHEATH ; Z TOP RAIL WELD i ; ; O � � 5 GROUND BAR ASSEMBLY ' ; J W NO SCALE ; [ FENCE FABRIC I j U BUILDING GROUND BAR I MASTER GROUND BAR ANTENNA GROUND BAR (TYP. OF 3) 1 NOTE: 1. ALL PARTS REFERENCED MANUFACTURED BY HARGER LIGHTNING PROTECTION, INC. I I a o � w u0 Z I 1 z Ln TELECOMMUNICATION CABLE TRAY a' CABLE SHEATH CABLE TRAY , PLACE ANTENNA TELECOMMUNICATION FRAME CABLE SHEATH CABLE TRAY o a� 1'-0" 3/4" 1-3/4" 1" TYP. TYP, TYP. a o E7T� 0 G.P o I NOTE: CONNECTION TYPE TO EQUIPMENT AND GROUND BARS SHALL BE COORDINATED WITH EQUIPMENT MANUFACTURER AND OWNER.7 co S�J 7/16"0 HOLE (16) o z � SOLID TINNED GROUND �-� T P� i i i FENCE POST----,,,,,,,,.. s o Q 0LEGENDcn - N Y _ + E) 0000- - + - WIRE �� VVva 0 0 0 0 0 0_. _ o s/s" x 1 o•-D" COPPER CLAD GROUND ROD. v TENSION WIRE "� MOUNTING HOLE / ------- # o 0 A G BA LI NNED COPPER GROUND WIRE. N 7/16 a #6 AWG BARE SOLID TINNED COPPER GROUND WIRE. Q ao o ao 0 3 0 � HEAVY DUTY EXOTHERMIC WELD �v ry rn �' WITH CORROSION PROTECTION h h. GROUND BAR N _`� EXTERIOR GROUND RING —_^_— c° P L_A N V I E W F----- #4/0 AWG FLEXIBLE COPPER BRAID m m m N V #R415OA4 INSULATOR O #WBKT1 WALL BRACKET O #GBI14212ERSGB 3 G s 00 -S 30" OR 6' BELOW FROST LINE o Q- �, t 7) 01- 9 SCHEMATIC DIAGRAM -- GROUNDING SYSTEM 0 NO SCALE b Drawing No. °° 7 GROUND BAR ASSEMBLY (SECTOR} FENCE GROUNDING z NO SCALE - NO SCALE - 2 NOTE: 1. ALL PARTS REFERENCED MANUFACTURED BY HARGER LIGHTNING PROTECTION, INC. E- LZ HeysyY•pt55 U8/�5/2{)Oa 16:21:53 0 0 v o a $ a � m a a T& T LA ss S-4E R v] CE s 7 -7 m n 0 ti Z Lj a U O ZT 0 � � N U I' ITE ■ D ■ Sp 3 38m2m . . NIPOIN M NOPOLE Q U nr LO . r � Lail L'j (n o cn Ld NY ST STREET 1 59 N R IDt, ry.� M� ` ..IF e S _j W0 a- W 0 (n 00 F_ 0 oL USETTS _ a) 0 01001 W 50 0 0 � Ld > Q TITLE 0 d w a DRAWING N0. r — W w ' r� w J Alt V r 1dge Ra 0 / T-1 TITLE W = °0 o J,' a A--1 VICINITY PLAN j� 0 4-' a , � c° U) n4itw ,� umm A-2 SITE PLAN m A-3 TOWER & ANTENNA DETAILS z 1� 5 �` r ` A-�4 MISCELLANEOUS DETAILS �— 0 14" r I ITE• as p` ` ' E-1 ELECTRICAL SITE PLANS _� DIRECTIONS TO S . l � E-2 ELECTRICAL DETAILS TAKE THE MASS PIKE WEST TO EXIT 3. TAKE RIGHT ONTO t R�bins / Y 202/10 SOUTH THROUGH WESTFIELD INTO SOUTHWICK. FOLLOW nr � � I-, ' TAKE LEFT ONTO 202/10 TO JCT 57 {FEEDINGS HILL ROAD}, � . �'`.�' 3 �M._ o �. � � o °o ENTERING AGAWAM TURN LEFT L Q � u " `t RTE. 57 EAST INTO AGAWAM. AFTER { � � JzWN � ONTO NORTH WEST STREET. FOLLOW NORTH WEST STREET TO RADIO STATION p SIGN (ON LEFT) TURN LEFT INTO DRIVE. Z Q < j P 01/1N MOUNTAIN. f� M QL11 - 11 o MONOPOLE LOCATED IN FORK IN ROAD AT TOP OF R 1 \ Q ~ � Qz f` 1 � North St00 f�ME'CT TongLewood Lune 1 ❑ (n O � L0CA EV 10 � Q d Z 0W 1 LA � M,ILJ U 0 Mountain CL [ 0 LO 0 < 0 J w v � U ` Z O � ZU LOCATION MAP SITE STA]15TIQ.�jL <� NO SCALD 1 UNDERLYING LANDOWNER: ADAMS TV OF SPRINGFIELD INC. , ZONING DISTRICT: AGRICULTURAL LATITUDE: N-42005'01,7" CONSTRUCTION DOCUMENT APPROVAL DATE LONGITUDE: W--72'42'15.3"{GPS --- NAD83} tV L GROUND ELEVATION AT N X X� BASE OF TOWER: 627.9 (GPS NGVD29) J BY RF ENGINEER : � TYPE SITE: EXITING TOWER D 0 0 COORDINATOR BY: JULY 257 2000 AT&T CONSTRUCTI N CLOUGH, HARBOUR aLQ,� nq No. SITE ACQUISITION COORDINATOR BY: Eli & ASSOCIATES LLP °I WAVANG COPYRMT ENG NNEB::E3, SU ERICSSON CONSTRUCTION/RBS: & LANOSC'E ARCHnEC I S T _ _ III WINNERS CIRCLE ALBANY, NEW YORK 12205 1 z P.O. BOX 5269 518---453-4500 W a UNDERLYING LANDOWNER BY: •yrirpt55 Q712512000 14:93:t8 a i O ti \ ''�. ./ / o O z=/ O \ � i 815-1 TRUE r ' 4 MAC' N m B16-1, t- - - N a 3 Q A- Q j 030 o a I 2 14' p 5 ,� 270 /oO LANDS Nl�- ��--- - - - BRUCE KERR, ETAL o f B,2071, P.292 Cl 3-4 SITE 150 B.7195, P.464 cn z I i o � f LANDS N/F 0 CITY OF SPRINGRIELD TOWN OF AGAWAM 8,1792 P.483 -� D --_. ASSESSORS MAP B14 I LANDS N/Y I SPRINGf7ELD TELEVISION CORPORA 110N B.4417, P. 7 f I"ter W IL i 0 cn LLI > � PROPF.Rry LINE - `\ � N O �_ � CL- suEvEY� TEss �- _ z a !` 1, BASE MAPPING PREPARED BY CLOUGH, HARBOUR & ASSOCIATES LLP a — FROM A NOVEMBER 1999 FIELD SURVEY. \ w Z — �0 2. LATITUDE/LONGITUDE/ELEVATIONS WERE OBTAINED UTILIZING `\ w •= O c.! c� �W 0 CODE BASED GP S REFERENCED TO NHDOT GPS BASE STATION. / .� �;' / — 00 3 LATITUDE/LONGITUDE ARE REFERENCED TO NAD83 MASSACHUSETTS MAINLAND ZONE, COORDINATES SHOWN, IF ANY, ARE EXPRESSED IN U.S. FEET. Z f ! f ELEVATIONS ARE REFERENCED TO NGVD 1929. TOP OF STRUCTURE LANDS N/1F ��; / CL m HEIGHT AS SHOWN, IF ANY, DETERMINED BY VERTICAL ANGLE OR BY � � SPRINGfRELD TELEVISION CORPORA77ON ACTUAL LOCATION. I / B.4417, P. 7 / f 0 Q 3. FOR THIS PROJECT, CLOUGH, HARBOUR & ASSOCIATES LLP USED A TRIMBLE .�- PATHFINDER 8 CHANNEL PRO XL GPS SYSTEM. TRIMBLE TECHNICAL SPECIFICATIONS 4 --- STATE A HORIZONTAL DIFFERENTIALLY CORRECTED ACCURACY OF < 1 METER + 10ppm i W `O FOR THIS SYSTEM. GPS DIFFERENTIALLY CORRECTED VERTICAL ACCURACY IS GENERALLY ASPHALT , Q CONSIDERED TO BE 1 1/2 — 2 TIMES THE HORIZONTAL ACCURACY SPECIFICATION. ALL CONC PAD V) ACCURACIES ARE SITE DEPENDANT. THE ROOF ELEVATION SHOWN, IF ANY, WAS COMPUTED 13' WIDE ACCESS ROAD ASPHALT FROM GPS OBSERVATIONS, ALL OTHER ELEVATIONS WERE MEASURED ON SITE AND ARE S' CHAINLINK FENCE � LANDS NIF SITE RELATIVE. MONOPOLE RUBY E LIGGET U] (!) LO 0 0 4. NORTH ORIENTATION IS TRUE NORTH BASED ON GPS OBSERVATION. GATE PROPOSE NEVEL EQUIPMEN W B.1693, P.573 LL N Li MAGNETIC ORIENTATION IS BASED ON WEST SPRINGFiELD MASSACHUSETTS USGS QUAD SHEET. METER BANK & YARD (BY OTHERS) / j U N � 5. UNDERGROUND UTILITIES SHOWN, IF ANY, FROM FIELD LOCATION ONLY, SITE i RETAINING � WALL ' � J Q I 6. SUBJECT TO ANY STATE OF FACTS THAT AN ACCURATE BOUNDARY SURVEY WOULD DISCLOSE, \, W ❑ I L(} L- PROPERTY LINES ARE ONLY SHOWN AS APPROXIMATE FROM TAX MAP AND DEED PLOT, ` CABINET / ! CC] � LL (1 0 7. SUBJECT TO ANY STATE OF FACTS THAT AN UP—TO—DATE ABSTRACT OF TITLE WOULD �� `/ � - �,, coNc Pao % � Lu , Q >- ul to DISCLOSE. 8. SUBJECT TO ALL RIGHTS, EASEMENTS, COVENANTS OR RESTRICTIONS OF RECORD. / PROPOSED AT&T INSTALLAn U a w 9. A BOUNDARY SURVEY WAS NOT PERFORMED BY CLOUGH, HARBOUR & �,� // Q t j Z 00 ASSOCIATES, LLP IN CONJUNCTION WITH THE PREPARATION OF THIS SITE. >�. / ASPHALT RETAINING j` r U } ao WALL ��, ROCK OUTCROPPING ' �� Q Q o I 1j' GUY-ANCHOR (T YP•) R U] Q m z ASPHALT —�- _� /� �-- _" ❑ (� J Q DISH (TYP) -� I 0 EN C PAD OP —2STORY EXIST �! /` PR �NEy z U ER / ❑ Ur /Bmu;,LDING OVERHEAD /�// z it CONDUIT J W J U /BAUILDING , ff -5 W I Z �r POLE J 4 o 04 y' ASPHALT " Z_ 1 x O/ �� T LANDS N/F LE/ -- BUILl711NG MARK G. T !/ a f WOODS �� JAMES BROWN W IGRAVEL o� _ Q B.5685, P.318 �Nu ET?'.S o' WOODS POLE / �� a XO 7 rr / WNf x / C n p to (0 0 eiQQ O , LANDS N/F u NOEL BROWN AJ504 P.291 U N O � U _VICINITY x SCALE: 1" 100' rowing No. NI GRAPHIC SCALE A�l c I4 nET > 1 inch = 100 tt, a r.sn.pt55 07/25tZON 14:040 4