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37-077 (7) 790 FLORENCE RD BP-2020-0602 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 37-077 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: Antenna radio heads BUILDING PERMIT Permit# BP-2020-0602 Project# JS-2020-001020 Est.Cost:$35000.00 Fee: $245.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Group: DAVID COOPER 108961 Lot Size(sq.ft.): 243500.40 Owner: IWG TOWERS ASSETS zoning: Applicant: DAVID COOPER AT. 790 FLORENCE RD Applicant Address: Phone: Insurance: 24 WENTWORTH DR WC BEVERLYMA01915 ISSUED ON.111812019 0:00:00 TO PERFORM THE FOLLOWING WORK.-INSTALL 3 ANTENNAS AND REPLACE 3 EXISTING RADIO HEADS WITH 6 REMOTE RADIO HEADS POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smokc: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy signature: FeeType: Date Paid: Amount: Building 11/8/2019 0:00:00 $245.00 212 Main Street, Phone(413)587-1240, Fax:(413)587-1272 Louis Hasbrouck—Building Commissioner File#BP-2020-0602 O APPLICANT/CONTACT PERSON DAVID COOPER Zf ADDRESS/PHONE 24 WENTWORTH DR BEVERLY PROPERTY LOCATION 790 FLORENCE RD MAP 37 PARCEL 077 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: INSTALL 3 ANTENNAS AND REPLACE 3 EXISTING RADIO HEADS WITH 6 REMOTE RADIO HEADS New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 108961 3 sets.of Plans/Plot Plan THE LLOWING ACTION,HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF TION PRESENTEb: THE Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay Signature of Building Official Date *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission, Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. L Version 1.7 Commercial Building Permit May 15, 2000 Department use only City of Northampton Status of Permit: Building Department Curb Cut/Driveway Permit - 212 Main Street Sewer/Septic Availability ROOM 100 Water/Well Availability Northampton, MA 01060 Two Sets of Structural Plans phone 413-587-1240 Fax 413-587-1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT, REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be completed by office 790 Florence Road Map 37 Lot '7 —7 Unit Northampton, MA 01062 Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: IWG Towers Assets I, LLC f/k/a CTI Towers 0 One Comcast CTR, 32nd Floor, Philadelphia, P)M Name(Print) Current Mailing Address: (732) 616-1962 Signature Telephone 2.2 Authorized Agent: Rebecca Rafferty 12 Industrial Way, Salem,NH 03079 Name(Print) Current Mailing Address: (603) 475-0347 Signature Telephone SECTION 3-ESTIMATED CONS UCTIO S Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building $35,000.00 (a) Building Permit Fee 2. Electrical (b) Estimated Total Cost of Construction from 6 3. Plumbing Building Permit Fee / 4. Mechanical (HVAC) t� 5. Fire Protection 6. Total= (1 +2 +3+4 +5) Check Number This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner/Inspector of Buildings Date L Version 1.7 Commercial Building Permit May 15, 2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition❑ Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration ❑ Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other ❑D Brief Description AT&T proposes to install (3) Antennas, and replace (3) existing Remote Radio Heads with(6) Of Proposed Work: 'Remote Radio heads; and associated ancillary equipment. SECTION 5 -USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-2 ❑ A-3 ❑ 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B Business ❑ 2A E Educational ❑ 2B I ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A ❑ S Storage ❑ S-1 ❑ S-2 ❑ 5B ❑ U Utility 0 Specify: Telecommunications p M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(so 1St 1st 2 2nd nd 3 id 3rd 4tn 4�n Total Area (so Total Proposed New Construction (so Total Height(ft) Total Height ft 7.Water Supply(M.G.L. c.40,§54) 7.1 Flood Zone Information:yr 7.3 Sewage Disposal System: �j Public E] Private E] Zone Outside Flood1ZoneE] Municipal ❑ On site disposal syst mLj l Version 1.7 Commercial Building Permit May 15,2000 8. NORTHAMPTON ZONiKZ7] Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size 5.59 Acres N/A Frontage Setbacks Front Side L:, R: L: R: Rear Building Height Bldg. Square Footage % Open Space Footage % (Lot area minus bldg&paved parking) #of Parking Spaces Fill: volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DONT KNOW YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO O DONT KNOW Q YES IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO O DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained ® Obtained ® , Date Issued: C. Do any signs exist on the property? YES e NO IF YES, describe size, type and location: signs on gate identifying CTI Towers approx TO' 0 D. Are there any proposed changes to or additions of signs intended for the property? YES © NO Q IF YES, describe size, type and location: E. Will the construction activity disturb(clearing, grading, excavation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES ® NO O IF YES,then a Northampton Storm Water Management Permit from the DPW is required. t Version l.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable El Name(Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ED Company Name: Responsible In Charge of Construction Address Signature Telephone Version].7 Commercial Building Permit May 15,2000 SECTION 10-STRUCTURAL PEER REVIEW(780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes © No E) SECTION 11 -OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT *Please review provided LOA as Owner of the subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application. Signature of Owner Date Rebecca Rafferty as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. Print Name Signature of Owner/Agent Date SECTION 12-CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: David Cooper CS-108961 License Number 24 Wentworth Drive, Beverly, MA 01915 02/24/2021 Address Expiration Date (484) 804-4575 Sign tife Telephone SECTION 13-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes Q No Date: September 12, 2019 ENGINEEREO TOWER BOLUTIONB. PLLC Mikala Charron Engineered Tower Solutions Insite Wireless 3227 Wellington Court 1199 North Fairfax Street, Suite 700 Raleigh, NC 27615 Alexandria, VA 22314 (919) 782-2710 Subject. Structural Analysis Report Carrier Designation: AT&T Co-Locate Carrier Site Number: MA3833 Carrier Site Name: NORTHHAMPTON FLORENCE ROAD Insite Wireless Designation: Insite Wireless Site Number: MA711 Insite Wireless Site Name: Northampton Engineering Firm Designation: ETS Project Number: 195825.14 Site Data: 790 Florence Road, Northampton, Hampshire County, MA 01062 Latitude 420 18' 13.87", Longitude-720 40'19.42" 150.0 Foot-Guyed Tower Dear Mikala Charron, Engineered Tower Solutions, PLLC is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: Existing Equipment Configuration Tower: 74.9% Sufficient Capacity Foundation: 77.7% Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 117 mph as required by the 2015 IBC as amended by the Massachusetts State Building Code, Ninth Edition. Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. Structural analysis prepared by: PT� rQL Tomas Martin Sosa '• � � Structural Engineer I ' FERICt� N Nifl. H Respectfully submitted by: X055 9 � Frederic G. Bost, PE President/Owner tnxTower Report-version 8.0.5.0 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3)ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 4- Section Capacity (Summary) Table 5 -Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.5.0 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 3 1) INTRODUCTION This is a 150-ft guyed tower mapped by FDH in November of 2013. The original design standard and wind speed are unavailable. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 117 mph Exposure Category: B Topographic Factor: 5 Ice Thickness: 2 in Wind Speed with Ice: 50 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center ,Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Size Level (ft) Elevation Antennas Manufacturer Lines (in) (ft) 9 CCI HPA-65R-BUU-H8 3 CCI DMP65R-BU8DA �r __. 3 Ericsson RADIO 4415 B30 3 Ericsson RADIO 4449 B5/B12 I 6 ._---F—Ericsson RRUS 11 8 7/8 j 146.0 146.0 3 Ericsson RRUS 12 2 '/2 Fiber 3 Ericsson- RRUS 32 3 Bmm RET, a 6 Ericsson RRUS-A2 3 Ericsson--�— RRUS-E2 4 Raycap-� ~ DC6-48-60-18F 3 Site Pro 1 VFA6-U Table 2-Other Considered Equipment Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Size Level (ft) Elevation Antennas Manufacturer Lines (in) (ft) 157.0 1 Unknown 18.5' Dipole w/(16) Elements 148.5 2 7/8 148.5 1 Tower Mounts 1.5' Standoff tnxTower Report-version 8.0.5.0 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 4 3)ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source Tower Mapping Report � FDH 11/01/2013 ^i Wireless Foundation Mapping FDH _f_11/01/2013onsite Wireless reless Geotechnical Report FDH 11/04/2013 Insite Wireless Modification Drawings FDH 02/24/2014Insite Wireless Post Modification Inspection FDH 06/14/2017 Insite Wireless Structural Analysis Report FDH 02/24/2014 Insite Wireless 3.1) Analysis Method tnxTower(version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built and have been maintained in accordance with the manufacturer's specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Member steel grades have been assumed as follows: Tower Legs (A572-50) and Bracing (AGR36). This analysis may be affected if any assumptions are not valid or have been made in error. Engineered Tower Solutions, PLLC should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) tn Elevation(ft} Component Type Size Critical P(K) F"P_allow % pass/Faii Element (K) Capacity T1 150-140 Leg P2.5x.203(2.875 OD) 1 2 -14.15 i 80.37 17.6 i Pass T2 140-120 M. Leg �P2 5x.203(2.875 OD)�28 F 19.21 0 69.26 27.7 Pass T3 120-100 Leg OD) -23. 70.3 P2 5x.203(2.875 77 2 9 33.0 Pass ....i.�__ _....... ...... .... . T4 ( 100-80 Leg { P2 5x 203(2.875 OD)T126 -39.01 70.75 55.1 Pass T5 80-60 Leg I P2 5x.203(2.875 OD) 4 174 -46.34 70.47 65.8 Pass T6 60-40 Leg P2 5x.203(2.875 OD) 222 -34.42 69.62 49.4 Pass T7 40-20 Leg P2 5x.203(2.875 OD) 268 -34.00 67.03 50.7 Pass T8 r 20-6.78125 Leg P2.5x.203(2.875 OD)'mT 316 --33.86 66.33 V 51.0 Pass T9 6.78125 0 Leg P2.5x.203(2.875 OD) 347 -35.38 66.36 53.3 Pass T1 150-140 Diagonal + 1 10 -5.91 8.46 69.8 Pass T2 J 140-120 �Diagona1 1 74 -1.80 8.46 21.2 Pass T3 -T-120'-100 Diagonal 1 87 -2.16 8.46 25.5 Pass . T4 i 100-80 Diagonal 1 135 -3.12 8.46 36.9 Pass T5 80-60 ___ Diagonal 1 204 -5.11 8.46 60.5 Pass tnxTower Report-version 8.0.5.0 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 5 Section Elevation(ft) Component Type Size Critical P(K) SF*P_allow % Pass/Faii No. Element (K) lCapacityl T6 60-40 Diagonal 1 265 -2.43 8.46 28.8 Pass T7 40-20 j� Diagonal 1 306 -1.56 � 8.46 )- 18.5 �Pass i _. TS 120-6.78125 Diagonal 1 338 -1.40 8.46 16.5 Pass T9 6.78125-0 Diagonal 1 356 2.35 T18.42 12.7 Pass T1 150-140 Horizontal 7/8 23 -2.10 8.96 23.4 Pass a i T2 140-120 Horizontal 7/8 71 -0.82 8.96 9.2 Pass T3 120-100 T Horizontal 7/8 90 -0.40 8.96 4.5 Pass 4 100-80 Horizontal 7/8 139 -0.68 8.96 7.5 Pass T5 80-60 Horizontal 7/8 206 4.00 8.96 44.7 Pass T6 60-40 Horizontal 7/8 234 -0.60 8.96 6.7 Pass T7 40-20 Horizontal 7/8 283 -0.58 8.96 6.5 Pass T8 20-6.78125 Horizontal 7/8 326 I -0.59 I 8.96 6.5 I Pass T9 6.78125-0 Horizontal 7/8 359 0.97 20.46 4.8 Pass T1 150-140 Secondary 3/4 13 -0.00 10.25 0.1 Pass Horizontal T2 140-120 Secondary 3/4 40 -0.00 10.25 0.1 Pass � Horizontal T3 120-100 Secondary 3/4 88 -0.00 10.25 0.1 Pass Horizontal T4 100-80 Secondary 3/4 136 0.00 15.03 0.1 Pass Horizontal ��� ��� _.._ T5 80-60 r Secondary 3/4 184 0.00 ___.15.03 0.1 Pass Horizontal j T6 60-40 Secondary 3/4 232 0.00 15.03 0.1 Pass Horizontal T7 40-20 S ndary 3/4 280 0.00 15.03 0.1 Pass Horizontal T8 20-_6.78125 F'- Secondary3/4 339 0.00 15.03 0.1 Pass Horizontal i I T1 150-140 Top Girt 7/8 5 -0.12 8.96 1.4 Pass T2 140-120 Top Girt 11/4 31 -1.19 27.86 ��4.3 Pass r._..T_._3_T 120 100 T p._...__..._ 1 Girt 1 1/4 1 _0.29 i 27.86 _ 1.0 i ._. Pass I 8 T4 100-80 Top Girt 1 1/4 129 -0.70 27.866 2.5 Pass T5 80-60 Top Girt 11/4 177 -1.15 27.86 4.1 Pass -T6 60-40_ T' p Girt 11/4 223 -0.70 27.86 2.5 Pass I T7 40-20 Tbp Girt 11/4 273 0.59 41.75 1.4 Pass T8 20-6.78125 Top Girt 11/4 320 0.28 41.75 0.7 Pass T9 6.78125-0 T p Girt 11/4 350 6.29 41.75 15.1 Pass T1 150-140 Bottom Girt 7/8 9 4.38 8.96 48.9 Pass T2 140-120 Bottom Girt 7/8 36 0.40 20.46 2.0 Pass T3 120-100 Bottom Girt 718 82 -0.40 8.96 4.5 Pass I - T4 100-80 Bottom Girt 7/8 130 -0.82 8.96 9.2 Pass T5 80-60 Bottom Girt 7!8 178 -0.73 8.96- 8.2 Pass T6 60-40 Bottom Girt 7/8 �226 0.38 8.96 4.2 Pass T7 40-20 Bottom Girt 7/8 276 0.43 20.46 2.1 Pass T1 150-140 Guy A@140.4 7/16(E23000) 377 9.17 13.10 70.0 Pass TS�W80-60 Guy A@73.2 7/16(E23000) 396 5.94 13.10 45.3 Pass T1 150-140 Guy BQ140.4 7/16(E23000) 371 9.55 1 13.10 72.9 Pass tnxTower Report-version 8.0.5.0 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 6 Section Elevation(ft) Component Type Size Critical P(K) F*P_allow % pass/Fail No. Element (K) Capacityl I T5 80-60 Guy B@73.2 7/16(E23000) 3 390 3 6.20 13.10 47.3 Pass T1 �150-140 Guy C@140.4 7/16(E23000) 366 9.81 13.10 74.9 Pass T5 80-60 Guy 073.2 7/16(E23000) 384 6.50 13.10 49.6 Pass T1 150-140 Torque Arm L3x3x3/8 367 8.64 71.78 12.0 Pass Top@140.4 T580-60 Torque Arm L3x3x3/8 391 7.07 71.78 9.8 Pass Top@73.2 T1 150-140 Torque Arm L3x3x3/8 375 -10.69 48.03 22.2 Pass 1 i Bottom@140.4 TS 80-60 Torque Arm L3x3x3/8 394 -7.13 51.14 13.9 Pass Bottom@73.2 �� � � i Summary Leg(T5) 65.8Pass fDigo)al 69.8 Pass T1 Horizontal 44.7 Pass (T5) Secondary 0.1 Pass Horizontal T� Top Girt �15.1 Pass _� ! Bottom Girt 48.9 Pass I, (Ti) I Guy A(Ti) 70.0 Pass Guy B(T1) 72.9 Pass Guy C(T1) 74.9 Pass Torque Arm 12.0 Pass Top(T1) i Torque Arm 22.2 Pass Bottom(T1) Bolt Checks 10.8 Pass RATING= 74.9 Pass tnxTower Report-version 8.0.5.0 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 7 Table 5 -Tower Component Stresses vs.Capacity Notes Component Elevation(ft) % Capacity Pass/Fail Base Foundation 1 1 Soil Interaction 0 27.4 Pass Guy Anchor 1 Foundation 0 3.1 Pass Structural _ Guy Anchor 1 Foundation Soil 0 �^58.6 Pass i Interaction 1 Anchor Shaft 0 J 77.7 Pass Structure Rating (max from all components)= 77.7% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time tnxTower Report-version 8.0.5.0 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.5.0 R-102.50 ft(8) 150_0 ft 140.0 ft a a I Fs`Fy` R.100AOft(.7( PLAN 11•iM88rtt-fl 120.011 a SYMBOL LIST MARK SIZEI MARK SIZE A 13 0 2.26012 MATERIAL STRENGTH GRADE Fy Fu 1 GRADE I Fy Fu A572-50 50 ksi 65 ksi A36 136 ksi 56 kW i �--- ksi 100_0 R � _ - \\ TOWER DESIGN NOTES 1. Tower designed for Exposure 6 to the TIA-222-H Standard. 2. Tower designed for a 117 mph basic wind in accordance with the TIA-222-H Standard. 3. Tower is also designed for a 50 mph basic wind with 2.D0 in ice.Ice is considered to increase in thickness with height 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 80.0ft 6. Topographic Category 5 with Crest Height of 108.46 ft IS M 7. TIA-222-H Annex S7, \, N >e I 8. TOWER RATING:74.9% co ft- S 60.0 R 9�y I I I 40.0 ft 20.0 ft e z z 6.firt 23 K 0.0 ft f 10 u 1 K� to K �¢ 98 K(Axial) R=100.00 ft ,B .12 g 1 kip-ft(Torque) c E c E o i F e ALL REACTIONS ARE FACTORED Engineered Tower Solutions,PLL Northampton 3227 Wellington Court Pr0j-ETSJob No.195825.14 Raleigh, NC 27615 client Insite Wirele Drawn by.Tomas Martin SoSa APFjNo.r_j Phone:(919)782-2710 Code: TIA-222-H Dere_09/12/19 Scal Fps( Path: Dwg tnxTo wer Job Page Northampton 1 of 36 Engineered Tower Sob dions, Project Date PLLC ETS Job No, 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless Tomas Martin Sosa FAX. Tower Input Data The main tower is a 3x guyed tower with an overall height of 150.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 3.50 ft at the top and tapered at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower base elevation above sea level:400.00 ft. Basic wind speed of 117 mph. Risk Category 11. Exposure Category B. Crest Height: 108.46 ft. Rigorous Topographic Factor Procedure for wind speed-up calculations is used. Topographic Feature: Continuous Ridge. Slope Distance L: 800.00 ft. Distance from Crest x:48.00 ft. Horizontal Distance Downwind:No. Nominal ice thickness of 2.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 50 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S.. Pressures are calculated at each section. Safety factor used in guy design is 0.9524. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used:K.(FW)=0.95,K.(ti)=0.85. Stress ratio used in tower member design is 1.05. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned 4 Calculate Redundant Bracing Forces Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area 4 SR Leg Bolts Resist Compression Use Code Stress Ratios 4 Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors-Guys J Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use HA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow 4 SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tnxTower Job Page Northampton 2 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa Wind 180 e� e A Win�90 Q' Leg C 2 Leg B Face C Win 0 Guy C Face Guyed Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections Tl 150.00-140.00 3.50 1 10.00 T2 140.00-120.00 3.50 1 20.00 T3 120.00-100.00 3.50 1 20.00 T4 100.00-80.00 3.50 1 20.00 T5 80.00-60.00 3.50 1 20.00 T6 60.00-40.00 3.50 1 20.00 T7 40.00-20.00 3.50 1 20.00 T8 20.00-6.78 3.50 1 13.22 T9 6.78-0.00 3.50 1 6.78 tnxTower Job Page Northampton 3 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed b Phone:(919)782-2710 Inslte Wifeless g y FAX.. Tomas Martin Sosa Tower Section Geometry cont'd Tower ryy }m9Tower mDiagana! Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End /l jt Panels in in Tl 150.00-140.00 3.20 K Brace Left No Yes+Steps 0.0000 4.8000 T2 140.00-120.00 3.20 K Brace Left No Yes+Steps 4.8000 4.8000 T3 120.00-100.00 3.20 K Brace Left No Yes+Steps 4.8000 4.8000 T4 100.00-80.00 3.20 K Brace Left No Yes+Steps 4.8000 4.8000 T5 80.00-60.00 3.20 K Brace Left No Yes+Steps 4.8000 4.8000 T6 60.0040.00 3.20 K Brace Left No Yes+Steps 4.8000 4.8000 T7 40.00-20.00 3.20 K Brace Left No Yes+Steps 4.8000 4.8000 T8 20.00-6.78 3.20 K Brace Left No Yes+Steps 5.0250 0.0000 T9 6.78-0.00 2.26 K Brace Right No Yes 0.0000 0.0000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade R Tl 150.00-140.00 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) T2 140.00-120.00 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) T3 120.00-100.00 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) T4100.00-80.00 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) TS 80.00-60.00 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) T6 60.00-40.00 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) T7 40.00.20.00 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) T8 20.00-6.78 Pipe P2.5x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) T9 6.78-0.00 Pipe P2115x.203(2.875 OD) A572-50 Solid Round 1 A36 (50 ksi) (36 ksi) Tower Section Geometry cont'd Tower Top Girt.__.. Top Girtm �uw Top Girt Bottom Gin Bottom Girt Bottom Gin Elevation Type Size Grade Type Size Grade R Tl 150.00-140.00 Solid Round 7/8 A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T2 140.00-120.00 Solid Rowed 1 1/4 A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T3 120.00-100.00 Solid Round 1 1/4 A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T4100.00-80.00 Solid Rowed 1 1/4 A36 Solid Round 7/8 A36 tnxTower Job Page Northampton 4 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Cant Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX. Tomas Martin Sosa Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade 1t (36 ksi) (36 ksi) T5 80.00-60.00 Solid Round 11/4 A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T6 60.00-40.00 Solid Round 1 1/4 A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T7 40.00-20.00 Solid Round 11/4 A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T8 20.00-6.78 Solid Round 1 1/4 A36 Solid Round A36 (36 ksi) (36 ksi) T9 6.78-0.00 Solid Round 1 1/4 A36 Solid Round A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid J1 Girty T1 150.00-140.00 None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T2 140.00-120.00 None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T3 120.00-100.00 None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T4100.00-80.W None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) TS 80.00-60.00 None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T6 60.00-40.00 None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T7 40.00-20.00 Notre Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T8 20.00-6.78 None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) T9 6.78-0.00 None Flat Bar A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade .R Tl 150.00-140.00 Solid Round 3/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T2 140.00-120.00 Solid Round 3/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T3 120.00-100.00 Solid Round 3/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) '1'41 W.W-80.W Solid Round 314 A36 Solid Round A572-50 (36 ksi) (50 ksi) tnxTower Job Page Northampton 5 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed b Phone:(919)782-2710 Insite Wireless g Y FAX.. Tomas Martin Sosa Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Sue Horizontal Type Grade Grade n T5 80.00-60.00 Solid Round 3/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T6 60.00-40.00 Solid Round 3/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T7 40.00-20.00 Solid Round 3/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) T8 20.00-6.78 Solid Round 3/4 A36 Solid Round A572-50 (36 ksi) (50 ksi) Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust Factor Adjust. WeightMult Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Satch Bolt Stitch Bolt (perface) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants _.t .R' in _ in in in Tl 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 150.00-140.00 (36 ksi) T2 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) T3 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T4 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 100.00-80.00 (36 ksi) T5 80.00-60.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) T6 60.00-40.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) T7 40.00-20.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) T8 20.00-6.78 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) T9 6.78-0.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geometry cont'd KFactors' Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X R Y Y Y Y Y Y Y---- TI __Tl No Yes 1 I 1 1 1 1 1 1 150.00-140.00 1 1 1 1 1 1 1 T2 No Yes 1 1 1 1 1 1 l 1 140.00-120.00 1 1 1 1 1 1 1 T3 No Yes 1 1 1 I 1 1 1 1 120.00-100.00 1 1 1 1 1 1 1 T4 No Yes 1 1 1 1 1 1 1 1 100.00-80.00 1 1 1 1 l 1 1 TS No Yes ] 1 1 1 1 1 1 1 tnxl ower Job Page Northampton 6 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX. Tomas Martin Sosa K Factors' Tower Calc Calc Legs X K � Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y 80.00-60.00 1 1 1 1 1 1 1 T6 No Yes 1 1 1 1 1 1 1 1 60.00-40.00 1 1 1 1 1 1 1 T7 No Yes 1 1 1 1 1 1 1 1 40.00-20.00 1 1 1 1 1 1 1 T8 20.00-6.78 No Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 6.78-0.00 No Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 150.00-140.00 T2 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 140.00-120.00 T3 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 120.00-100.00 T4 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 100.00-80.00 T5 80.00-60.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 T6 60.00-40.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 T7 40.00-20.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 T8 20.00-6.78 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 T9 6.78-0.00 0,0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 1 Tower Section Geometry cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.7500 4 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 150.00-140.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.7500 4 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 4 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 4 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N tnxTo wer Job Page Northampton 7 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX. Tomas Martin Sosa Tower Leg Leg Diagonal Top Gin Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Sue No. Bolt Size No. Bolt Size No. in in in in in in in T5 80.00-60.00 Flange 0.7500 4 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T6 60.00-40.00 Flange 0.7500 4 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T7 40.00-20.00 Flange 0.7500 4 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T8 20.00-6.78 Flange 0.7500 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T9 6.78-0.00 Flange 0.7500 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N Guy Data Guy Guy Guy Initial % Guy Guy L. Anchor Anchor Anchor End Elevation Geode Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency 1t K ksi py, R Jt 0 ft % 140.4 EHS A 7/16 2.08 10% 23000 0.399 166.12 102.50 0.0000 8.00 1000/0 B (1.23000) 2.08 10% 23000 0.399 172.75 100.00 0.0000 -2.00 1000/0 C 7/16 2.08 10°A 23000 0.399 176.89 100.00 0.0000 -7.00 1000/0 (E23000) 7/16 (E23000) 73.2 EHS A 7/16 2.08 10% 23000 0.399 119.74 102.50 0.0000 8.00 100% B (E23000) 2.08 10% 23000 0.399 123.47 100.00 0.0000 -2.00 100% C 7/16 2.08 10% 23000 0.399 126.57 100.00 0.0000 -7.00 100% (E23000) 7/16 (E23000) Guy Data cont'd Guy Mount Torque Ann Torque Ann Torque Arm Torque Arm Torque Arm Torque Arm Size Elevation Type Spread Leg Angle Styk Grade Type .R !t ° 140.4 Torque Ann 7..00 30.0000 Bat Ear A36 Single Angle L3x3x3/8 (36 ksi) 73.2 Torque Arm 7.00 30.0000 Bat Ear A36 Single Angle L3x3x3/8 (36 ksi) Guy Data cont'd tnxTower Job Page Northampton 8 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa Guy Diagonal Diagonal Upper Diagonal Lower Diagonal Is Pull-Off Pull-Off Type Pull-O,lf'Size Elevation Grade Type Size Size Strap. Grade It ___ 140.40 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) 73.20 A572-50 Solid Round A572-50 Solid Round (50 M) (50 ksi) Guy Data cont'd Guy Cable Cable Cable Cable Tower Tower Tower Tower Elevation Weight Wei�ht Weight Weight Intercept Intercept Intercept Intercept A B C D A B C D ft KK K K ft Jt h .R 140.4 0.07 w 0.07 0.07 2.62 2.83 2.96 2.8 sec/pulse 2.9 see/pulse 3.0 seetpulse 73.2 0.05 0.05 0.05 1.37 1.45 1.53 2.0 sec/pulse 2.1 sec/pulse 2.1 sec/pulse Guy Data cont'd Torque Arm Pull Off Diagonal Guy Calc Calc K. Ky K. Ky & Ky Elevation K K jt Single Solid Angles Rounds 140.4 Yes Yes I 1 1 1 1 1 73.2 Yes Yes 1 1 1 1 1 1 Guy Data cont'd Torque-Arm Pull Off Diagonal Guy Bolt Size Number Net Width U Bolt Size Number Net Width U Bolt Size Number Net Width U Elevation in Deduct in Deduct in Deduct ft in in in 140.4 0.0000 0 0.0000 1 0.0000 0 0.0000 1 0.0000 0 0.0000 1 A325N A325N A325N 73.2 0.0000 0 0.0000 1 0.0000 0 0.0000 1 0.0000 0 0.0000 1 A325N I A325N A325N Guy Pressures Guy Guy z q, q. Ice Elevation Location Ice Thickness ft ft psf psf in 140.4 A 74.20 36 7 2.0772 B 69.20 35 6 2.0714 C 66.70 35 6 2.0682 tnxTower Job Northampton Page9 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa Guy Guy z q. q. Ice Elevation Location Ice Thickness 73.2 A 40.60 33 6 2.0167 B 35.60 32 6 2.0006 C 33.10 32 6 1.9913 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in Ar Calculation ►sr �" LDF5-50A(7/ C No No At(CaAa) 146.00- 0.0000 -0.05 8 8 0.5000 1.0900 0.33 8") 0.00 1.0900 LDF4P-50A(1 C No No At(CaAa) 146-00- 0.0000 0.125 2 2 0.2500 0.6300 0.15 /2") 0.00 0.6300 8mm RET C No No Ar(CaAa) 146.00- 0.0000 0.175 3 3 0.2500 0.3450 0.06 0.00 0.3450 LDF5-50A(7/ B No No At(CaAa) 150.00- -1.0000 0 2 2 0.5000 1.0900 0.33 8") 0.00 1.0900 Safety Line A No No Ar(CaAa) 150.00- 0.0000 -0.1 1 1 0.3750 0.3750 0.22 3/8 0.00 3/4"Metal B No No At(CaAa) 150.00- 0.0000 0 1 1 0.7500 0.7500 0.85 Conduit 0.00 1/4"Lighting B No No At(CaAa) 150.00- 0.0000 0.02 1 1 0.2500 0.5000 0.09 Cable 0.00 0.5000 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ar CAAA CAAA Weight Section Elevation In Face Out Face - fit, _LL' - f? --12 x Tl 150.00-140.00 A 0.000 0.000 0.375 0.000 0.00 B 0.000 0.000 3.430 0.000 0.02 C 0.000 0.000 6.609 0.000 0.02 T2 140.00-120.00 A 0.000 0.000 0.750 0.000 0.00 B 0.000 0.000 6.860 0.000 0.03 C 0.000 0.000 22.030 0.000 0.06 T3 120.00-100.00 A 0.000 0.000 0.750 0.000 0.00 B 0.000 0.000 6.860 0.000 0.03 C 0.000 0.000 22.030 0.000 0.06 T4 100.00-80.00 A 0.000 0.000 0.750 0.000 0.00 B 0.000 0.000 6.860 0.000 0.03 C 0.000 0.000 22.030 0.000 0.06 T5 80.00-60.00 A 0.000 0.000 0.750 0.000 0.00 B 0.000 0.000 6.860 0.000 0.03 C 0.000 0.000 22.030 0.000 0.06 T6 60.00-40.00 A 0.000 0.000 0.750 0.000 0.00 B 0.000 0.000 6.860 0.000 0.03 C 0.000 0.000 22.030 0.000 0.06 T7 40.00-20.00 A 0.000 0.000 0.750 0.000 0.00 B 0.000 0.000 6.860 0.000 0.03 C 0.000 0.000 22.030 0.000 0.06 T8 20.00-6.78 A 0.000 0.000 0.496 0.000 0.00 B 0.000 0.000 4.534 0.000 0.02 WxTower Job Page Northampton 10 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face R ' ./l' if .1l' K C 0.000 0.000 14.560 0.000 0.04 T9 6.78-0.00 A 0.000 0.000 0.254 0.000 0.00 B 0.000 0.000 2.326 0.000 0.01 C 0.000 0.000 7.470 0.000 0.02 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR Ar CAAA CAAA Weight Section Elevation or Thickness In Face Out Face Jl Leg in JP Jt' fi.2 J3' K Tl 150.00-140.00 A 2.120 0.000 0.000 4.614 0.000 0.07 B 0.000 0.000 20.646 0.000 0.27 C 0.000 0.000 24.156 0.000 0.29 T2 140.00-120.00 A 2.114 0.000 0.000 9.205 0.000 0.13 B 0.000 0.000 41.204 0.000 0.54 C 0.000 0.000 80.401 0.000 0.98 T3 120.00-100.00 A 2.104 0.000 0.000 9.168 0.000 0.13 B 0.000 0.000 41.063 0.000 0.54 C 0.000 0.000 80.209 0.000 0.97 T4 100.00-80.00 A 2.092 0.000 0.000 9.116 0.000 0.13 B 0.000 0.000 40.871 0.000 0.53 C 0.000 0.000 79.948 0.000 0.97 T5 80.00-60.00 A 2.072 0.000 0.000 9.039 0.000 0.13 B 0.000 0.000 40.581 0.000 0.52 C 0.000 0.000 79.556 0.000 0.95 T6 60.00-40.00 A 2.040 0.000 0.000 8.911 0.000 0.12 B 0.000 0.000 40.098 0.000 0.51 C 0.000 0.000 78.901 0.000 0.94 T7 40.00-20.00 A 1.978 0.000 0.000 8.664 0.000 0.12 B 0.000 0.000 39.172 0.000 0.49 C 0.000 0.000 77.645 0.000 0.90 T8 20.00-6.78 A 1.860 0.000 0.000 5.413 0.000 0.07 B 0.000 0.000 24.714 0.000 0.29 C 0.000 0.000 49.727 0.000 0.55 T9 6.78-0.00 A 1.641 0.000 0.000 2.480 0.000 0.03 B 0.000 0.000 11.566 0.000 0.13 C 0.000 0.000 24.009 0.000 0.25 Feed Line Center of Pressure Section Elevation CPX CPz CPX CPZ Ice Ice Jl in in in in Tl 150.00-140.00 1.0129 -0.0205 0.6998 0.2360 T2 140.00-120.00 0.9297 0.5156 0.5079 1.0384 T3 120.00-100.00 0.9297 0.5156 0.5095 1.0404 T4 100.00-80.00 0.9297 0.5156 0.5117 1.0431 T5 80.00-60.00 0.9297 0.5156 0.5150 1.0470 T6 60.00-40.00 0.9297 0.5156 0.5204 1.0535 T7 40.00-20.00 0.9297 0.5156 0.5309 1.0652 T8 20.00-6.78 0.9341 0.5188 0.5663 1.1207 T9 6.78-0.00 0.9660 0.5486 0.5130 0.6183 tnxTower Job Page Northampton 11 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.- Tomas Martin Sosa Shielding Factor Ka Tower Feed Line Description Feed Line K. Ka Section Record No. Se t Elev. No Ice Ice Tl 2 LDF5-50A(7/8") 140.00- 0.6000 0.4331 146.00 T1 3 LDF4P-50A(1/2") 140.00- 0.6000 0.4331 146.00 T 1 4 8mm RET 140.00- 0.6000 0.4331 146.00 T 1 5 LDF5-50A(7/8") 140.00- 0.6000 0.4331 150.00 Tl 6 Safety Line 3/8 140.00- 0.6000 0.4331 150.00 T 1 7 3/4"Metal Conduit 140.00- 0.6000 0.4331 150.00 T1 8 1/4'Lighting Cable 140.00- 0.6000 0.4331 150.00 T2 2 LDF5-50A(7/8") 120.00- 0.6000 0.4498 140.00 T2 3 LDF4P-50A(1/2") 120.00- 0.6000 0.4498 140.00 T2 4 8mm RET 120.00- 0.6000 0.4498 140.00 T2 5 LDF5-50A(7/811) 120.00- 0.6000 0.4498 140.00 T2 6 Safety Line 3/8 120.00- 0.6000 0.4498 140.00 T2 7 3/4"Metal Conduit 120.00- 0.6000 0.4498 140.00 T2 8 1/4"Lighting Cable 120.00- 0.6000 0.4498 140.00 T3 2 LDF5-50A(7/8") 100.00- 0.6000 0.4513 120.00 T3 3 LDF4P-50A(1/2") 100.00- 0.6000 0.4513 120.00 T3 4 8mm RET 100.00- 0.6000 0.4513 120.00 T3 5 LDF5-50A(7/8") 100.00- 0.6000 0.4513 120.00 T3 6 Safety Line 3/8 100.00- 0.6000 0.4513 120.00 T3 7 3/4"Metal Conduit 100.00- 0.6000 0.4513 120.00 T3 8 1/4"Lighting Cable 100.00- 0.6000 0.4513 120.00 T4 2 LDF5-50A(7/8") 80.00-100.00 0.6000 0.4533 T4 3 LDF4P-50A(1/2") 80.00-100.00 0.6000 0.4533 T4 4 8mm RET 80.00-100.00 0.6000 0.4533 T4 5 LDF5-50A(7/8") 80.00-100.00 0.6000 0.4533 T4 6 Safety Line 3/8 80.00-100.00 0.6000 0.4533 T4 7 3/4"Metal Conduit 80.00-100.00 0.6000 0.4533 T4 8 1/4"Lighting Cable 80.00-100.00 0.6000 0.4533 T5 2 LDF5-50A(7/8") 60.00-80.00 0.6000 0.4564 T5 3 LDF4P-50A(1/2") 60.00-80.00 0.6000 0.4564 T5 4 8mm RET 60.00-80.00 0.6000 0.4564 T5 5 LDF5-50A(7/8") 60.00-80.00 0.6000 0.4564 T5 6 Safety Line 3/8 60.00-80.00 0.6000 0.4564 T5 7 3/4"Metal Conduit 60.00-80.00 0.6000 0.4564 Job tnxTower JoNorthampton Page12 of 36 Project Date Engineered Tower Solutions, PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX I Tomas Martin Sosa Tower Feed Line Description Feed Line K. Ko Section Record No. Se ent Elev. NO Ice Ice T5 8 1/4"Lighting Cable 60.00-80.00 0.6000 0.4564 T6 2 LDF5-50A(7/8") 40.00-60.00 0.6000 0.4616 T6 3 LDF4P-50A(1/2") 40.00-60.00 0.6000 0.4616 T6 4 8mm RET 40.00-60.00 0.6000 0.4616 T6 5 LDF5-50A(7/8") 40.00-60.00 0.6000 0.4616 T6 6 Safety Line 3/8 40.00-60.00 0.6000 0.4616 T6 7 3/4"Metal Conduit 40.00-60.00 0.6000 0.4616 T6 8 1/4'Lighting Cable 40.00-60.00 0.6000 0.4616 T7 2 LDF5-50A(7/8") 20.00-40.00 0.6000 0.4715 T7 3 LDF4P-50A(1/2") 20.00-40.00 0.6000 0.4715 T7 4 8mm RET 20.00-40.00 0.6000 0.4715 T7 5 LDF5-50A(7/8") 20.00-40.00 0.6000 0.4715 T7 6 Safety Line 3/8 20.00-40.00 0.6000 0.4715 T7 7 3/4"Metal Conduit 20.00-40.00 0.6000 0.4715 T7 8 1/4"Lighting Cable 20.00-40.00 0.6000 0.4715 T8 2 LDF5-50A(7/8") 6.78-20.00 0.6000 0.5036 T8 3 LDF4P-50A(1/2") 6.78-20.00 0.6000 0.5036 T8 4 8mm RET 6.78-20.00 0.6000 0.5036 T8 5 LDF5-50A(7/8") 6.78-20.00 0.6000 0.5036 T8 6 Safety Line 3/8 6.78-20.00 0.6000 0.5036 T8 7 3/4"Metal Conduit 6.78-20.00 0.6000 0.5036 T8 8 1/4"Lighting Cable 6.78-20.00 0.6000 0.5036 T9 2 LDF5-50A(7/8") 0.00-6.78 0.6000 0.2469 T9 3 LDF4P-50A(1/2") 0.00-6.78 0.6000 0.2469 T9 4 8mm RET 0.00-6.78 0.6000 0.2469 T9 5 LDF5-50A(7/8") 0.00-6.78 0.6000 0.2469 T9 6 Safety Line 3/8 0.00-6.78 0.6000 0.2469 T9 7 3/4"Metal Conduit 0.00-6.78 0.6000 0.2469 19 8 1/4"Lighting Cable 0.00-6.78, 0.6000 0.2469 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAA,, CA.4A Weight or Type Horz Ae#ustment Front Side Leg Lateral Vert Jl o Jl Jv Jl' K JI Jl sass Sidelights(Typ) A From Leg 0.00 0.0000 150.00 No Ice 0.09 0.09 0.01 0.00 112"Ice 0.14 0.14 0.01 0.50 1"Ice 0.19 0.19 0.01 2"Ice 0.34 0.34 0.02 Sidelights(Typ) B From Leg 0.00 0.0000 150.00 No Ice 0.09 0.09 0.01 0.00 1/2"Ice 0.14 0.14 0.01 0.50 1"Ice 0.19 0.19 0.01 2"Ice 0.34 0.34 0.02 1/2-in x 4-ft Lightning Rod C From Leg 0.00 0.0000 150.00 No Ice 0.20 0.20 0.00 0.00 1/2"Ice 0.61 0.61 0.01 2.00 1"Ice 0.95 0.95 0.01 2"Ice 1.46 1.46 0.03 •sss Side Arm Mount[SO 304-11 C From Leg 0.75 0.0000 148.50 No Ice 0.31 0.88 0.02 0.00 1/2"Ice 0.50 1.26 0.03 tnxTo wer Job Page Northampton 13 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.- Tomas Martin Sosa Description Face Offset Offsets: Azimuth Placement CAAA CAAA il'erght or Type Horz Adjustment Front Side Leg Lateral Vert .R o .g .1l' .R' K ft R 0.00 P Ice 0.73 1.67 0.05 2"Ice 1.29 2.58 0.09 16-Element Dipole(19) C From Leg 1.50 0.0000 148.50 No Ice 6.23 6.23 0.04 0.00 1/2"Ice 8.14 8.14 0.08 8.50 1"Ice 9.99 9.99 0.14 2"Ice 13.75 13.75 0.29 Sector Mount[SM 703-3] C None 0.0000 146.00 No Ice 25.31 25.31 1.04 1/2"Ice 35.44 35.44 1.46 1"Ice 45.56 45.56 1.88 2"Ice 65.81 65.81 2.71 (3)BPA-65R-BUU-H8 w/ A From Leg 3.00 0.0000 146.00 No Ice 12.98 9.30 0.10 7.5'MP 0.00 1/2"Ice 13.56 10.65 0.19 0.00 1"Ice 14.15 11.77 0.29 2"Ice 15.35 13.89 0.53 (3)BPA-65R-BUU-H8 w/ B From Leg 3.00 0.0000 146.00 No Ice 12.98 9.30 0.10 7.5'MP 0.00 1/2"Ice 13.56 10.65 0.19 0.00 1"Ice 14.15 11.77 0.29 2"Ice 15.35 13.89 0.53 (3)HPA-65R-BUU-H8 w/ C From Leg 3.00 0.0000 146.00 No Ice 12.98 9.30 0.10 7.5'MP 0.00 1/2"Ice 13.56 10.65 0.19 0.00 V Ice 14.15 11.77 0.29 2"Ice 15.35 13.89 0.53 DMP65R-BU8DA w/MP A From Leg 3.00 0.0000 146.00 No Ice 17.87 10.02 0.12 0.00 1/2"Ice 18.50 11.44 0.24 0.00 1"Ice 19.14 12.72 0.37 2"Ice 20.44 14.94 0.67 DMP65R-BU8DA w/MP B From Leg 3.00 0.0000 146.00 No Ice 17.87 10.02 0.12 0.00 1/2"Ice 18.50 11.44 0.24 0.00 1"Ice 19.14 12.72 0.37 2"Ice 20.44 14.94 0.67 DMP65R-BU8DA w/MP C From Leg 3.00 0.0000 146.00 No Ice 17.87 10.02 0.12 0.00 1/2"Ice 18.50 11.44 0.24 0.00 1"Ice 19.14 12.72 0.37 2"Ice 20.44 14.94 0.67 (2)RRUS 11 A From Leg 3.00 0.0000 146.00 No Ice 2.79 1.19 0.05 0.00 1/2"Ice 3.00 1.34 0.07 0.00 1"Ice 3.21 1.50 0.10 2"Ice 3.67 1.84 0.15 (2)RRUS I 1 B From Leg 3.00 0.0000 146.00 No Ice 2.79 1.19 0.05 0.00 1/2"Ice 3.00 1.34 0.07 0.00 1"Ice 3.21 1.50 0.10 2"Ice 3.67 1.84 0.15 (2)RRUS 11 C From Leg 3.00 0.0000 146.00 No Ice 2.79 1.19 0.05 0.00 1/2"Ice 3.00 1.34 0.07 0.00 V Ice 3.21 1.50 0.10 2"Ice 3.67 1.84 0.15 RRUS 12 A From Leg 3.00 0.0000 146.00 No Ice 3.15 1.29 0.06 0.00 1/2"Ice 3.36 1.44 0.08 0.00 1"Ice 3.59 1.60 0.11 2"Ice 4.07 1.95 0.17 RRUS 12 B From Leg 3.00 0.0000 146.00 No Ice 3.15 1.29 0.06 0.00 1/2"Ice 3.36 1.44 0.08 0.00 V Ice 3.59 1.60 0.11 2"Ice 4.07 1.95 0.17 RRUS 12 C From Leg 3.00 0.0000 146.00 No Ice 3.15 1.29 0.06 0.00 1/2"Ice 3.36 1.44 0.08 WxTower Job Page Northampton 14 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX: Tomas Martin Sosa Description Face Offset Offsets: Azimuth Placement CAA or Type Harz Adjustment Front Side Leg Lateral Vert ft 0 /i ft' J1 K .t h 0.00 V Ice 3.59 1.60 0.11 2"Ice 4.07 1.95 0.17 RADIO 4415 B30 A From Leg 3.00 0.0000 146.00 No Ice 1.64 0.64 0.04 0.00 1/2"Ice 1.80 0.75 0.05 0.00 1"Ice 1.97 0.87 0.07 2"Ice 2.33 1.13 0.11 RADIO 4415 B30 B From Leg 3.00 0.0000 146.00 No Ice 1.64 0.64 0.04 0.00 1/2"Ice 1.80 0.75 0.05 0.00 1"Ice 1.97 0.87 0.07 2"Ice 2.33 1.13 0.11 RADIO 4415 B30 C From Leg 3.00 0.0000 146.00 No Ice 1.64 0.64 0.04 0.00 1/2"Ice 1.80 0.75 0.05 0.00 1"Ice 1.97 0.87 0.07 2"Ice 2.33 1.13 0.11 RADIO 4449 B5B12 A From Leg 3.00 0.0000 146.00 No Ice 1.64 1.30 0.07 0.00 1/2"Ice 1.80 1.45 0.09 0.00 1"Ice 1.97 1.60 0.11 2"Ice 2.33 1.92 0.16 RADIO 4449 B5B12 B From Leg 3.00 0.0000 146.00 No Ice 1.64 1.30 0.07 0.00 1/2"Ice 1.80 1.45 0.09 0.00 1"Ice 1.97 1.60 0.11 2"Ice 2.33 1.92 0.16 RADIO 4449 B5B12 C From Leg 3.00 0.0000 146.00 No Ice 1.64 1.30 0.07 0.00 1/2"Ice 1.80 1.45 0.09 0.00 1"Ice 1.97 1.60 0.11 2"Ice 2.33 1.92 0.16 (2)RRUS•A2 A From Leg 3.00 0.0000 146.00 No Ice 2.05 0.50 0.02 0.00 1/2"Ice 2.23 0.61 0.03 0.00 1"Ice 2.41 0.73 0.05 2"Ice 2.81 0.99 0.09 (2)RRUS-A2 B From Leg 3.00 0.0000 146.00 No Ice 2.05 0.50 0.02 0.00 1/2"Ice 2.23 0.61 0.03 0.00 1"Ice 2.41 0.73 0.05 2"Ice 2.81 0.99 0.09 (2)RRUS-A2 C From Leg 3.00 0.0000 146.00 No Ice 2.05 0.50 0.02 0.00 1/2"Ice 2.23 0.61 0.03 0.00 1"Ice 2.41 0.73 0.05 2"Ice 2.81 0.99 0.09 RRUS 32 A From Leg 3.00 0.0000 146.00 No Ice 2.86 1.78 0.06 0.00 1/2"Ice 3.08 1.97 0.08 0.00 I"Ice 3.32 2.17 0.10 2"Ice 3.81 2.58 0.16 RRUS 32 B From Leg 3.00 0.0000 146.00 No Ice 2.86 1.78 0.06 0.00 1/2"Ice 3.08 1.97 0.08 0.00 1"Ice 3.32 2.17 0.10 2"Ice 3.81 2.58 0.16 RRUS 32 C From Leg 3.00 0.0000 146.00 No Ice 2.86 1.78 0.06 0.00 1/2"Ice 3.08 1.97 0.08 0.00 1"Ice 3.32 2.17 0.10 2"Ice 3.81 2.58 0.16 RRUS-E2 A From Leg 3.00 0.0000 146.00 No Ice 3.14 1.28 0.05 0.00 1/2"Ice 3.36 1.43 0.08 0.00 1"Ice 3.59 1.60 0.10 2"Ice 4.07 1.95 0.17 RRUS-E2 B From Leg 3.00 0.0000 146.00 No Ice 3.14 1.28 0.05 0.00 1/2"Ice 3.36 1.43 0.08 0.00 1"Ice 3.59 1.60 0.10 tnxTo wer Job Page Northampton 15 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless Tomas Martin Sosa FAX.• Description Face O j"set'-"� O/jsets: Azimuth Placement � _ CAA4 „1, tl"I ht or Type Harz Adjustment Front Suh, Leg Lateral Val ft R 2"Ice 4.07 1.95 0.17 RRUS-E2 C From Leg 3.00 0.0000 146.00 No Ice 3.14 1.28 0.05 0.00 1/2"Ice 3.36 1.43 0.08 0.00 1"Ice 3.59 1.60 0.10 2"Ice 4.07 1.95 0.17 DC6-48-60-18-8F A From Leg 3.00 0.0000 146.00 No Ice 1.21 1.21 0.03 0.00 1/2"Ice 1.89 1.89 0.05 0.00 1"Ice 2.11 2.11 0.08 2"Ice 2.57 2.57 0.14 (2)DC6-48-60-18-8F B From Leg 3.00 0.0000 146.00 No Ice 1.21 1.21 0.03 0.00 1/2"Ice 1.89 1.89 0.05 0.00 1"Ice 2.11 2.11 0.08 2"Ice 2.57 2.57 0.14 DC6-48-60-18-8F C From Leg 3.00 0.0000 146.00 No Ice 1.21 1.21 0.03 0.00 1/2"Ice 1.89 1.89 0.05 0.00 1"Ice 2.11 2.11 0.08 2"Ice 2.57 2.57 0.14 Load Combinations Comb. ltescriptirni No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice+1.0 Guy 3 1.2 Dead+1.0 Wind 30 deg-No Ice+1.0 Guy 4 1.2 Dead+1.0 Wind 60 deg-No Ice+1.0 Guy 5 1.2 Dead+1.0 Wind 90 deg-No Ice+1.0 Guy 6 1.2 Dead+1.0 Wind 120 deg-No Ice+1.0 Guy 7 1.2 Dead+1.0 Wind 150 deg-No Ice+1.0 Guy 8 1.2 Dead+1.0 Wind 180 deg-No Ice+1.0 Guy 9 1.2 Dead+1.0 Wind 210 deg-No Ice+1.0 Guy 10 1.2 Dead+1.0 Wind 240 deg-No Ice+1.0 Guy 11 1.2 Dead+1.0 Wind 270 deg-No Ice+1.0 Guy 12 1.2 Dead+1.0 Wind 300 deg-No Ice+1.0 Guy 13 1.2 Dead+1.0 Wind 330 deg-No Ice+1.0 Guy 14 1.2 Dead+1.0 Ice+1.0 Temp+Guy 15 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp+1.0 Guy 16 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp+1.0 Guy 17 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp+1.0 Guy 18 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp+1.0 Guy 19 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp+1.0 Guy 20 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp+1.0 Guy 21 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp+1.0 Guy 22 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp+1.0 Guy 23 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp+1.0 Guy 24 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp+1.0 Guy 25 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp+1.0 Guy 26 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp+1.0 Guy 27 Dead+Wind 0 deg-Service+Guy 28 Dead+Wind 30 deg-Service+Guy 29 Dead+Wind 60 deg-Service+Guy WxTo wer Job Page Northampton 16 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.. Tomas Martin Sosa Comb. Description No. 30 Dead+Wind 90 deg-Service+Guy 31 Dead+Wind 120 deg-Service+Guy 32 Dead+Wind 150 deg-Service+Guy 33 Dead+Wind 180 deg-Service+Guy 34 Dead+Wind 210 deg-Service+Guy 35 Dead+Wind 240 deg-Service+Guy 36 Dead+Wind 270 deg-Service+Guy 37 Dead+Wind 300 deg-Service+Guy 38 Dead+Wind 330 deg-Service+Guy Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. j1 Type Load Moment Moment Comb. K kip-ft kip-fl Tl 150-140 Leg Max Tension 8 10.85 0.00 -0.20 Max.Compression 6 -14.15 -0.11 -0.01 Max.Mx 5 -1.42 0.84 0.02 Max.My 2 2.68 0.02 -0.84 Max.Vy 11 1.57 0.42 -0.02 Max.Vx 2 1.59 0.02 0.43 Diagonal Max Tension 5 5.86 0.00 0.00 Max.Compression 11 -5.91 0.00 0.00 Max.Mx 17 1.50 0.02 0.00 Max.My 17 -0.08 0.00 -0.00 Max.Vy 17 0.02 0.00 0.00 Max.Vx 17 0.00 0.00 0.00 Horizontal Max Tension 8 2.11 0.00 0.00 Max Compression 2 -2.10 0.00 0.00 Max.Mx 14 0.10 0.02 0.00 Max My 6 1.09 0.00 0.00 Max.Vy 14 0.02 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Secondary Max Tension 17 0.00 -0.00 -0.00 Horizontal Max.Compression 25 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 2 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 2 -0.00 -0.00 0.00 Top Girt Max Tension 13 0.13 0.00 0.00 Max.Compression 8 -0.12 0.00 0.00 Max.Mx 23 0.01 0.02 0.00 Max.My 6 0.03 0.00 0.00 Max.Vy 23 0.02 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Bottom Girt Max Tension 13 4.42 0.00 0.00 Max.Compression 7 4.38 0.00 0.00 Max.Mx 14 0.03 0.02 0.00 Max.My 7 1.62 0.00 -0.00 Max.Vy 14 0.02 0.00 0.00 Max.Vx 7 0.00 0.00 0.00 Guy A Bottom Tension 9 9.12 Top Tension 9 9.17 Top Cable Vert 9 7.33 Top Cable Norm 9 5.50 Top Cable Tan 9 0.01 Bot Cable Vert 9 -7.19 Bot Cable Norm 9 5.60 nxTower Job Page Northampton 17 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX I Tomas Martin Sosa Section Elevation Component Condition � Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. KInp[t kip-ft Bot Cable Tan 9 0.09 Guy B Bottom Tension 13 9.49 Top Tension 13 9.55 Top Cable Vert 13 7.90 Top Cable Nona 13 5.37 Top Cable Tan 13 0.01 Bot Cable Vert 13 -7.75 Bot Cable Norm 13 5.49 Bot Cable Tan 13 0.10 Guy C Bottom Tension 3 9.75 Top Tension 3 9.81 Top Cable Vert 3 8.20 Top Cable Noun 3 5.39 Top Cable Tan 3 0.01 Bot Cable Vert 3 -8.05 Bot Cable Norm 3 5.51 Bot Cable Tan 3 0.10 Torque Atm Top Max Tension 6 8.64 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 23 5.07 -0.04 0.00 Max.My 6 2.61 0.00 -0.00 Max.Vy 23 0.04 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 Torque Atm Bottom Max Tension 1 0.00 0.00 0.00 Max.Compression 13 -10.69 0.00 0.00 Max.Mx 17 -4.19 -0.06 0.00 Max.My 6 -0.53 0.00 0.00 Max.Vy 17 0.04 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 T2 140-120 Leg Max Tension 8 10.85 0.03 -0.10 Max.Compression 16 -19.21 -0.11 -0.19 Max.Mx 5 -1.22 0.32 0.12 Max.My 13 -1.77 -0.04 -0.35 Max.Vy 5 -1.08 -0.12 0.01 Max.Vx 13 1.16 0.07 0.11 Diagonal Max Tension 4 1.35 0.00 0.00 Max.Compression 2 -1.80 0.00 0.00 Max.Mx 17 -0.44 0.02 0.00 Max.My 6 -0.29 0.00 -0.00 Max.Vy 17 0.02 0.00 0.00 Max.Vx 6 0.00 0.00 0.00 Horizontal Max Tension 5 1.03 0.00 0.00 Max.Compression 10 -0.82 0.00 0.00 Max.Mx 25 0.29 0.02 0.00 Max.My 6 0.26 0.00 0.00 Max.Vy 25 0.02 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Secondary Max Tension 17 0.00 -0.00 -0.00 Horizontal Max.Compression 25 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 2 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 2 -0.00 -0.00 0.00 Top Girt Max Tension 13 1.33 0.00 0.00 Max.Compression 3 -1.19 0.00 0.00 Max.Mx 14 0.24 0.02 0.00 Max.My 6 0.00 0.00 0.00 Max.Vy 14 -0.02 0.00 0.00 Max.Vx 6 -0.00 0.00 0.00 Bottom Girt Max Tension 2 0.40 0.00 0.00 Job Page b"i utver Northampton 18 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX: Tomas Martin Sosa Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment Moment Comb. K kip-ft kip ft Max.Compression 6 -0.07 0.00 0.00 Max.Mx 17 0.15 0.02 0.00 Max.My 13 0.07 0.00 -0.00 Max.Vy 17 0.02 0.00 0.00 Max.Vx 13 0.00 0.00 0.00 T3 120-100 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 2 -24.38 0.19 0.05 Max.Mx 17 -17.62 0.31 -0.08 Max.My 2 4.82 -0.03 -0.31 Max.Vy 6 0.65 -0.13 -0.10 Max.Vx 2 -0.75 0.19 0.05 Diagonal Max Tension 6 1.40 0.00 0.00 Max.Compression 2 -2.16 0.00 0.00 Max.Mx 16 0.12 0.02 0.00 Max.My 17 -0.47 0.00 -0.00 Max.Vy 16 -0.02 0.00 0.00 Max.Vx 17 -0.00 0.00 0.00 Horizontal Max Tension 25 0.44 0.00 0.00 Max.Compression 6 -0.40 0.00 0.00 Max.Mx 17 0.32 0.02 0.00 Max.My 3 0.35 0.00 -0.00 Max.Vy 17 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 Secondary Max Tension 17 0.00 -0.00 -0.00 Horizontal Max.Compression 25 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 2 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 2 -0.00 -0.00 0.00 Top Girt Max Tension 6 0.32 0.00 0.00 Max.Compression 2 -0.29 0.00 0.00 Max.Mx 17 0.11 0.02 0.00 Max.My 13 0.18 0.00 -0.00 Max.Vy 17 -0.02 0.00 0.00 Max.Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 2 0.82 0.00 0.00 Max.Compression 4 -0.40 0.00 0.00 Max.Mx 21 0.26 0.02 0.00 Max.My 3 0.67 0.00 -0.00 Max.Vy 21 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 T4 100-80 Leg Max Tension 4 10.09 0.25 -0.12 Max.Compression 2 41.13 0.24 0.10 Max.Mx 10 -38.44 -0.42 -0.13 Max.My 2 -5.20 0.02 0.43 Max.Vy 10 -0.98 -0.03 -0.24 Max.Vx 2 -1.13 0.24 0.10 Diagonal Max Tension 6 2.24 0.00 0.00 Max.Compression 2 -3.12 0.00 0.00 Max.Mx 16 0.51 0.02 0.00 Max.My 17 -0.44 0.00 -0.00 Max.Vy 16 -0.02 0.00 0.00 Max.Vx 17 0.00 0.00 0.00 Horizontal Max Tension 2 0.68 0.00 0.00 Max.Compression 2 -0.68 0.00 0.00 Max.Mx 21 0.40 0.02 0.00 Max.My 3 0.58 0.00 -0.00 Max.Vy 21 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 Secondary Max Tension 17 0.00 -0.00 -0.00 t=Tower Job Page Northampton 19 of 36 Engineered TowerSoluttons, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 wellington Court Raleigh,NC 27615 Client Designed by Phare:(919)782-2710 Insite Wireless Tomas Martin Sosa FAX.• Section Elevation Component Condition M Gov. Axial MajorAxis Minor Axis 4 No. jt Type Load Moment Moment Comb. K kip-ft kip-ft Horizontal Max Compression 25 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 2 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 2 -0.00 -0.00 0.00 Top GirtMax Tension 4 0.63 0.00 0.00 Max.Compression 2 -0.70 0.00 0.00 Max Mx 21 0.03 0.02 0.00 Max.My 3 -0.56 0.00 -0.00 Max.Vy 21 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 2 1.22 0.00 0.00 Max.Compression 3 -0.82 0.00 0.00 Max.Mx 21 0.39 0.02 0.00 Max.My 3 0.98 0.00 -0.00 Max Vy 21 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 T5 80-60 Leg Max Tension 4 14.53 -0.21 0.06 Max.Compression 2 -46.34 0.22 0.27 Max.Mx 6 3.86 -0.59 -0.25 Max.My 2 4.46 0.07 0.67 Max Vy 10 -0.98 0.36 -0.35 Max.Vx 2 -1.13 0.16 0.55 Diagonal Max Tension 3 2.77 0.00 0.00 Max.Compression 2 -5.11 0.00 0.00 Max.Mx 16 1.13 0.02 0.00 Max.My 17 -0.51 0.00 -0.00 Max.Vy 16 -0.02 0.00 0.00 Max.Vx 17 0.00 0.00 0.00 Horizontal Max Tension 13 4.83 0.00 0.00 Max Compression 3 -4.00 0.00 0.00 Max Mx 24 0.56 0.02 0.00 Max.My 16 0.55 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Secondary Max Tension 17 0.00 -0.00 -0.00 Horizontal Max.Compression 24 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 2 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 2 -0.00 -0.00 0.00 Top Girt Max Tension 4 1.05 0.00 0.00 Max.Compression 2 -1.15 0.00 0.00 Max.Mx 21 -0.09 0.02 0.00 Max.My 3 -0.94 0.00 -0.00 Max.Vy 21 0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 3 0.96 0.00 0.00 Max.Compression 10 -0.73 0.00 0.00 Max.Mx 24 0.32 0.02 0.00 Max My 3 -0.58 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 Guy A Bottom Tension 21 5.52 Top Tension 21 5.94 Top Cable Vert 21 3.53 Top Cable Norm 21 4.77 Top Cable Tan 21 0.00 Bot Cable Vert 21 -2.69 tnxTo wer Job Page Northampton 20 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.- Tomas Martin Sosa Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment Moment Comb. K lip-ft kip-ft Bot Cable Norm 21 4.82 Bot Cable Tan 21 0.00 Guy B Bottom Tension 25 5.72 Top Tension 25 6.20 Top Cable Vert 25 4.05 Top Cable Norm 25 4.69 Top Cable Tan 25 0.00 Bot Cable Vert 25 -3.19 Bot Cable Norm 25 4.75 Bot Cable Tan 25 0.00 Guy C 1 Bottom Tension 17 6.00 Top Tension 17 6.50 Top Cable Vert 17 4.39 Top Cable Norm 17 4.80 Top Cable Tan 17 0.00 Bot Cable Vert 17 -3.51 Bot Cable Norm 17 4.87 Bot Cable Tan 17 0.00 Torque Arm Top Max Tension 26 7.07 0.00 0.00 Max.Compression 6 -0.21 0.00 0.00 Max.Mx 23 5.31 -0.04 0.00 Max.My 3 6.22 0.00 0.00 Max.Vy 23 0.04 0.00 0.00 Max.Vx 3 -0.00 0.00 0.00 Torque Ann Bottom Max Tension 2 0.65 0.00 0.00 Max.Compression 17 -7.13 0.00 0.00 Max.Mx 16 -5.84 -0.05 0.00 Max.My 17 -7.05 0.00 0.00 Max.Vy 16 -0.04 0.00 0.00 Max.Vx 17 -0.00 0.00 0.00 T6 60-40 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 2 -35.96 0.28 -0.30 Max.Mx 17 -28.16 -0.49 -0.00 Max.My 2 -12.13 -0.05 0.45 Max.Vy 6 -0.86 -0.18 -0.13 Max.Vx 2 1.01 -0.03 0.24 Diagonal Max Tension 13 2.07 0.00 0.00 Max.Compression 7 -2.43 0.00 0.00 Max.Mx 16 -0.92 0.02 0.00 Max.My 16 -1.26 0.00 -0.00 Max.Vy 16 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Horizontal Max Tension 16 0.61 0.00 0.00 Max.Compression 2 -0.60 0.00 0.00 Max.Mx 24 0.52 0.01 0.00 Max.My 16 0.53 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Secondary Max Tension 18 0.00 -0.00 -0.00 Horizontal Max.Compression 25 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 2 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 2 -0.00 -0.00 0.00 Top Girt Max Tension 2 0.94 0.00 0.00 Max.Compression 3 -0.70 0.00 0.00 Max.Mx 24 0.14 0.02 0.00 Max.My 3 0.77 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 Job tnxTower JoNorthampton Page21 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Land Moment Moment Comb. K kip ft kip ft Bottom Girt Max Tension 3 0.61 0.00 0.00 Max.Compression 10 -0.38 0.00 0.00 Max.Mx 24 0.33 0.01 0.00 Max.My 16 0.21 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 T7 40-20 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 16 -34.00 -0.20 -0.35 Max.Mx 20 -32.33 0.53 -0.01 Max.My 16 -32.79 -0.27 -0.46 Max.Vy 6 -0.55 -0.13 -0.15 Max.Vx 2 0.63 -0.08 0.20 Diagonal Max Tension 2 1.12 0.00 0.00 Max.Compression 2 -1.56 0.00 0.00 Max.Mx 16 -0.46 0.02 0.00 Max.My 16 -0.94 0.00 -0.00 Max.Vy 16 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Horizontal Max Tension 26 0.63 0.00 0.00 Max.Compression 16 -0.58 0.00 0.00 Max.Mx 24 0.56 0.01 0.00 Max.My 16 0.60 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Secondary Max Tension 18 0.00 -0.00 -0.00 Horizontal Max.Compression 24 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 2 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 15 -0.00 -0.00 0.00 Top Girt Max Tension 2 0.59 0.00 0.00 Max.Compression 3 -0.30 0.00 0.00 Max.Mx 24 0.13 0.02 0.00 Max.My 3 0.50 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 15 0.43 0.00 0.00 Max.Compression 6 -0.07 0.00 0.00 Max.Mx 24 0.35 0.01 0.00 Max.My 16 0.41 0.00 -0.00 Max.Vy 24 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 T8 20-6.78125 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 16 -34.01 -0.18 -0.29 Max.Mx 20 -32.80 0.52 -0.01 Max.My 23 -32.26 -0.24 0.46 Max.Vy 22 -0.32 0.52 -0.00 Max.Vx 15 -0.29 -0.26 0.45 Diagon Max Tension 11 0.27 0.00 0.00 Max.Compression 15 -1.40 0.00 0.00 Max.Mx 16 -0.06 0.02 0.00 Max.My 16 -0.57 0.00 -0.00 Max.Vy 16 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 Horizontal Max Tension 16 0.59 0.00 0.00 Max.Compression 16 -0.59 0.00 0.00 Max.Mx 21 0.53 0.01 0.00 Max.My 16 0.59 0.00 -0.00 Max.Vy 21 -0.02 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 ftxJob Page ower Northampton 22 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa Section Elevation Component Condition Gov. Axial Major Axis MinorAxis No. jt Type Load Moment Moment Comb. K idp-t _ tapJt Secondary Max Tension 18 0.00 -0.00 _ -0.00 Horizontal Max.Compression 24 -0.00 -0.00 -0.00 Max.Mx 15 0.00 -0.00 0.00 Max.My 15 0.00 -0.00 0.00 Max.Vy 15 0.01 -0.00 0.00 Max.Vx 15 -0.00 -0.00 0.00 Top Girt Max Tension 6 0.28 0.00 0.00 Max.Compression 13 -0.03 0.00 0.00 Max.Mx 24 0.13 0.02 0.00 Max.My 16 0.06 0.00 -0.00 Max.Vy 24 0.02 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 T9 6.78125-0 Leg Max Tension 1 0.00 0.00 0.00 Max.Compression 16 -35.38 -0.11 -0.30 Max.Mx 26 -35.22 -0.11 -0.48 Max.My 26 -34.05 0.05 0.67 Max.Vy 19 0.09 -0.11 -0.32 Max.Vx 26 -0.54 -0.07 -0.59 Diagon4l Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -2.35 0.00 0.00 Max.Mx 15 -0.82 0.01 0.00 Max.My 16 -0.78 0.00 -0.00 Max.Vy 15 -0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Horizontal Max Tension 26 0.97 0.00 0.00 Max.Compression 16 -0.63 0.00 0.00 Max.Mx 21 0.88 0.01 0.00 Max.My 16 0.90 0.00 -0.00 Max.Vy 21 -0.01 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Top Girt Max Tension 26 6.29 0.00 0.00 Max.Compression 1 0.00 0.00 0.00 Max.Mx 21 5.87 0.02 0.00 Max.My 16 6.23 0.00 -0.00 Max.Vy 21 -0.02 0.00 0.00 Max.Vx 16 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. _ Mast Max.Vert 15 98.04 0.02 0.54 Max.H. 12 41.10 0.59 0.37 Max.H. 15 98.04 0.02 0.54 Max.M 1 0.00 0.00 0.01 Max.K 1 0.00 0.00 0.01 Max.Torsion 22 0.68 0.28 -0.37 Min.Vert 1 29.09 0.00 0.01 Min.H. 4 41.47 -0.60 0.37 Min.Hx 8 40.64 -0.00 -0.98 Min.Mx 1 0.00 0.00 0.01 Min.M. 1 0.00 0.00 0.01 Min.Torsion 4 -0.01 -0.60 0.37 Guy C @ 100 ft Max Vert 10 -0.93 -0.47 0.27 Elev-7 ft tnx L t wen Job Page Northampton 23 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX. Tomas Martin Sosa Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Azimuth 240 deg Max.Hx 10 -0.93 -0.47 0.27 Max.Hx 3 -22.56 -16.65 9.88 Min.Vert 3 -22.56 -16.65 9.88 Min.Hx 3 -22.56 -16.65 9.88 Min.Hx 10 -0.93 -0.47 0.27 Guy B @ 100 ft Max.Vert 6 -0.79 0.40 0.23 Elev-2 ft Azimuth 120 deg Max.Hx 13 -21.30 16.35 9.70 Max.Hx 13 -21.30 16.35 9.70 Min.Vert 13 -21.30 16.35 9.70 Min.Hx 6 -0.79 0.40 0.23 Min.Hx 6 -0.79 0.40 0.23 Guy A @ 102.5 ft Max.Vert 2 -0.51 -0.00 -0.27 Elev 8 ft Azimuth 0 deg Max.Hx 24 -9.92 0.70 -12.62 Max Hx 2 -0.51 -0.00 -0.27 Min.Vert 9 -19.36 0.21 -19.35 Min.Hx 18 -9.91 -0.70 -12.61 Min.Hx 9 -19.36 0.21 -19.35 Tower Mast Reaction Summary Load Veronal Shear, Shear, Overturning Overturning Torque Combination iMoment,Mx Moment M. K K K kip-ft kip-R kip-/t Dead Only 29.09 -0.00 -0.01 0.00 0.00 -0.18 1.2 Dead+1.0 Wind 0 deg-No 51.78 -0.02 -0.39 0.00 0.00 -0.25 Ice+1.0 Guy 1.2 Dead+1.0 Wind 30 deg-No 48.79 0.51 -0.39 0.00 0.00 -0.00 Ice+I.O Guy 1.2 Dead+1.0 Wind 60 deg-No 41.47 0.60 -0.37 0.00 0.00 0.01 Ice+1.0 Guy 1.2 Dead+1.0 Wind 90 deg-No 45.63 0.20 -0.23 0.00 0.00 -0.23 Ice+1.0 Guy 1.2 Dead+1.0 Wind 120 deg- 48.53 0.17 0.16 0.00 0.00 -0.12 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 150 deg- 46.31 0.09 0.71 0.00 0.00 -0.10 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 180 deg- 1 40.64 0.00 0.98 0.00 0.00 -0.31 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 210 deg- 146.29 -0.13 0.74 0.00 0.00 -0.57 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 240 deg- 48.15 -0.22 0.17 0.00 0.00 -0.52 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 270 deg- 44.99 -0.23 -0.23 0.00 0.00 -0.33 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 300 deg- 41.10 -0.59 -0.37 0.00 0.00 -0.45 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 330 deg- 47.94 -0.52 -0.36 0.00 0.00 -0.49 No Ice+1.0 Guy 1.2 Dead+1.0 Ice+1.0 95.17 -0.02 -0.02 0.00 0.00 -0.57 Temp+Guy 1.2 Dead+1.0 Wind 0 deg+1.0 98.04 -0.02 -0.54 0.00 0.00 -0.58 Ice+1.0 Temp+1.0 Guy tnxT( wer Job Page Northampton 24 of 36 Project Date Engineered Tower Solutions, PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.. Tomas Martin Sosa Load Vertical Shear, Shear. Overturning Overturning Torque Combination Moment,M Moment,M. K K K kip ft kip-.1t kip-R 1.2 Dead+1.0 Wind 30 deg+1.0 97.76 0.18 -0.45 0.00 0.00 -0.48 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 60 deg+1.0 97.37 0.31 -0.22 0.00 0.00 -0.49 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 90 deg+1.0 97.03 0.38 0.02 0.00 0.00 -0.52 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 120 96.74 0.36 0.21 0.00 0.00 -0.49 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 150 96.55 0.24 0.36 0.00 0.00 -0.49 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 180 96.47 -0.02 0.43 0.00 0.00 -0.59 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 210 96.36 -0.28 0.37 0.00 0.00 -0.68 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 240 96.39 -0.42 0.21 0.00 0.00 -0.67 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 270 96.66 -0.40 0.02 0.00 0.00 -0.64 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 300 97.08 -0.33 -0.21 0.00 0.00 -0.67 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 330 97.53 -0.21 -0.42 0.00 0.00 -0.68 deg+1.0 Ice+1.0 Temp+1.0 Guy Dead+Wind 0 deg- 29.14 -0.00 -0.33 0.00 0.00 -0.17 Service+Guy Dead+Wind 30 deg- 29.30 0.15 -0.28 0.00 0.00 -0.12 Service+Guy Dead+Wind 60 deg- 29.40 0.21 -0.13 0.00 0.00 -0.13 Service+Guy Dead+Wind 90 deg- 29.34 0.19 -0.00 0.00 0.00 -0.17 Service+Guy Dead+Wind 120 deg- 29.27 0.21 0.12 0.00 0.00 -0.14 Service+Guy Dead+Wind 150 deg- 29.47 0.15 0.26 0.00 0.00 -0.15 Service+Guy Dead+Wind 180 deg- 29.60 0.00 0.30 0.00 0.00 -0.20 Service+Guy Dead+Wind 210 deg- 29.53 -0.15 0.27 0.00 0.00 -0.25 Service+Guy Dead+Wind 240 deg- 29.38 -0.22 0.12 0.00 0.00 -0.24 Service+Guy Dead+Wind 270 deg- 29.45 -0.19 -0.01 0.00 0.00 -0.20 Service+Guy Dead+Wind 300 deg- 29.50 -0.21 -0.13 0.00 0.00 -0.23 Service+Guy Dead+Wind 330 deg- 29.36 -0.15 -0.27 0.00 0.00 -0.22 SeMee+Guy Solution Summary Sum of Applied Faces Sum of Reactions Lexus PX PY PZ PX PY PZ %Error Comb. K K K K K K 4 1_ 0.00 -11.64 0.00 0.00 11.64 -0.00 0.005% 2 -0.00 -13.92 -17.17 0.00 13.92 17.16 0.0090/0 3 8.63 -13.85 -14.94 -8.63 13.85 14.94 0.006% 4 13.99 -13.77 -8.06 -13.99 13.77 8.06 0.006% 5 15.09 -13.83 0.01 -15.08 13.83 -0.01 0.006% 6 13.78 -13.00 7.95 -13.78 13.90 -7.94 0.0100/0 tnx,4 owed' Job Page Northampton 25 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27613 Client Designed by Phone:(919)782-1710 Insite Wireless FAX Tomas Martin Sosa Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Erre Comb. K K K K K K 7 8.44 -13.81 14.61 -8.44 13.81 -14.61 0.007% 8 0.00 -13.73 17.01 -0.00 13.73 -17.01 0.003% 9 -8.55 -13.81 14.80 8.55 13.81 -14.80 0.005% 10 -13.85 -13.88 7.98 13.85 13.88 -7.98 0.007% 11 -14.93 -13.82 -0.01 14.93 13.82 0.01 0.004% 12 -13.78 -13.76 -7.95 13.78 13.76 7.95 0.004% 13 -8.44 -13.84 -14.61 8.44 13.84 14.61 0.006% 14 0.00 -63.52 0.00 0.00 63.52 -0.00 0.002% 15 0.00 -63.70 -9.58 -0.00 63.70 9.58 0.002% 16 4.76 -63.56 -8.21 -4.76 63.56 8.21 0.001% 17 8.02 -63.41 -4.60 -8.02 63.41 4.60 0.001% 18 9.10 -63.54 -0.00 -9.10 63.54 0.00 0.001% 19 7.76 -63.66 4.44 -7.76 63.66 4.44 0.001% 20 4.60 -63.50 7.93 -4.60 63.50 -7.93 0.001% 21 -0.00 -63.35 9.33 0.01 63.35 -9.33 0.001% 22 4.63 -63.49 7.99 4.63 63.49 -7.99 0.002% 23 -7.81 -63.64 4.48 7.81 63.64 4.48 0.001% 24 -8.86 -63.51 0.00 8.85 63.51 -0.00 0.002% 25 -7.76 -63.39 -4.44 7.76 63.39 4.44 0.001% 26 -4.60 -63.55 -7.93 4.60 63.55 7.93 0.002% 27 -0.00 -11.67 -4.75 0.00 11.67 4.75 0.004% 28 2.39 -11.65 -4.14 -2.39 11.65 4.14 0.002% 29 3.87 -11.62 -2.23 -3.87 11.62 2.23 0.003% 30 4.18 -11.64 0.00 -4.18 11.64 -0.00 0.003% 31 3.81 -11.66 2.20 -3.81 11.66 -2.20 0.003% 32 2.34 -11.64 4.05 -2.34 11.64 4.04 0.004% 33 0.00 -11.61 4.71 -0.00 11.61 4.71 0.005% 34 -2.37 -11.63 4.10 2.37 11.63 4.10 0.004% 35 -3.83 -11.66 2.21 3.83 11.66 -2.21 0.003% 36 -4.13 -11.64 -0.00 4.13 11.64 0.00 0.003% 37 -3.81 -11.62 -2.20 3.81 11.62 2.20 0.0020/0 38 -2.34 -11. 4 -4.05 2.34 11.64 4.04 0.005% Non-Linear Convergence Results Load C-erged? Number Displacement Force Combination ofCycles Tolerance Tolerance 1 Ycs 9 0.00000001 0.00008683 2 Yes 18 0.00009519 0.00011651 3 Yes 18 0.00000001 0.00009291 4 Yes 14 0.00013533 0.00013033 5 Yes 17 0.00000001 0.00009821 6 Yes 17 0.00011097 0.00012689 7 Yes 17 0.00000001 0.00010544 8 Yes 13 0.00000001 0.00007673 9 Yes 17 0.00000001 0.00008217 10 Yes 17 0.00000001 0.00010133 11 Yes 17 0.00000001 0.00007067 12 Yes 15 0.00000001 0.00008546 13 Yes 18 0.00000001 0.00008592 14 Yes 12 0.00000001 0.00004832 15 Yes 16 0.00000001 0.00005158 16 Yes 16 0.00000001 0.00003525 17 Yes 14 0.00000001 0.00004016 18 Yes 15 0.00000001 0.00004481 19 Yes 15 0.00000001 0.00006161 tnxTTower Job Page Northampton 26 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3 22 7 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX I Tomas Martin Sosa 20 Yes 15 0.00000001 0.00004659 21 Yes 13 0.00000001 0.00004816 22 Yes 14 0.00000001 0.00006905 23 Yes 15 0.00000001 0.00004040 24 Yes 14 0.00000001 0.00005820 25 Yes 14 0.00000001 0.00004322 26 Yes 15 0.00000001 0.00006658 27 Yes 9 0.00000001 0.00007040 28 Yes 11 0.00000001 0.00004975 29 Yes 10 0.00000001 0.00006662 30 Yes 10 0.00000001 0.00010072 31 Yes 9 0.00000001 0.00007803 32 Yes 10 0.00000001 0.00011676 33 Yes 8 0.00000001 0.00014930 34 Yes 10 0.00000001 0.00010259 35 Yes 9 0.00000001 0.00008102 36 Yes 10 0.00000001 0.00007866 37 Yes 10 0.00000001 0.00005876 38 Yes 10 0.00000001 0.00013041 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load in Comb. ° ° Tl 150-140 2.390 29 0.1358 0.0491 T2 140-120 2.100 29 0.1289 0.0427 T3 120-100 1.593 29 0.1210 0.0366 T4 100-80 1.093 28 0.1152 0.0272 T5 80-60 10.667 28 0.0842 0.0259 T6 60-40 0.447 28 0.0364 0.0353 T7 40-20 0.341 28 0.0277 0.0303 T8 20-6.78125 0.202 28 0.0409 0.0432 T9 6.78125-0 0.074 28 0.0491 0.0544 Critical Deflections and Radius of Curvature - Service Wind Elevation 1ppurtenance I Gov. Deflection l ilt 7iist Radius of Load Curvature R Comb. in oft 150.00 Sidelights(Typ) 29 2.390 0.1358 0.0491 53474 148.50 Side Atm Mount[SO 304-1] 29 2.346 0.1347 0.0482 53474 146.00 Sector Mount[SM 703-31 29 2.272 0.1329 0.0467 53474 140.40 Guy 29 2.111 0.1292 0.0430 31270 73.20 Guy 28 0.570 0.0669 0.0232 21729 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load fl in Comb. o ° tnXTower Job Page ,[ Northampton 27 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Inslte Wireless FAX.. Tomas Martin Sosa Section Elevation Horz. Gov. Tilt Twist No. Deflection Lard R _ in Comb. ° ° Tl 150-140 _ 18.591 2 1.0728 0.1986 T2 140-120 16.322 2 1.0473 0.1801 T3 120-100 12.073 2 0.9974 0.1620 T4 100-80 8.012 2 0.9082 0.1424 TS 80-60 14.571 2 0.6730 0.1286 T6 60-40 2.515 2 0.3453 0.1333 T7 40-20 1.474 2 0.2018 0.1466 T8 20-6.78125 0.769 3 0.1730 0.1685 T9 6.78125-0 0.273 3 0.1856 0.1824 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in h 150.00 Sidelights(T)1p 2 18.591 1.0728 0.1986 15217 148.50 Side Atm Mount[SO 04-1] 2 18.247 1.0689 0.1959 15217 146.00 Sector Mount[SM 763-3] 2 17.676 1.0625 0.1913 15217 140.40 Guy 2 16.411 1.0483 0.1808 8885 73.20 Guy 2 3.715 0.5572 0.1192 3264 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K Tl 150 Leg A325N 0.7500 4 2.71 30.10 0.090 1.05 Bolt Tension T2 140 Leg A325N 0.7500 4 1.60 30.10 0.053 1.05 Bolt Tension T3 120 Leg A325N 0.7500 4 2.03 30.10 0.067 1.05 Bolt Tension T4 100 Leg A325N 0.7500 4 3.43 30.10 0.114 1.05 Bolt Tension T5 80 Leg A325N 0.7500 4 3.00 30.10 0.100 1.05 Bolt Tension T6 60 Leg A325N 0.7500 4 2.65 30.10 0.088 1.05 Bolt Tension T7 40 Leg A325N 0.7500 4 2.83 30.10 0.094 1.05 Bolt Tension Guy Design Data Section Elevation Size Initial Breaking Actual Allowable Required Actual No. Tension Load T. OT„ S.F. S.F. ft K K K K Tl 140.40(A) 7/16 2.08 20.80 9.17 13.10 0.952 1.361 (377) (E23000) EHS 140.40(A) 7/16 2.08 20.80 9.16 13.10 0.952 1.363 (378) (E23000) EHS 140.40(B) 7/16 2.08 20.80 9.55 13.10 0.952 1.307 [nxl ower Job Page Northampton 28 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed b Phone:(919)782-2710 Insite Wireless s Y FAX: Tomas Martin Sosa Section Elevation Size Initial Breaking Actual Allowable Required Actual No. Tension Load T„ �T S.F. S.F. ft K K K K (371) (E23000) � _ -- F14S 140.40(B) 7/16 2.08 20.80 9.11 13.10 0.952 1.370 (372) (E23000) EHS 140.40(C) 7/16 2.08 20.80 9.27 13.10 0.952 1.346 (365) (E23000) EHS 140.40(C) 7/16 2.08 20.80 9.81 13.10 0.952 1.272 (366) (F,23000) EHS T5 73.20(A) 7/16 2.08 20.80 5.88 13.10 0.952 2.121 (395) (E23000) EHS 73.20(A) 7/16 2.08 20.80 5.94 13.10 0.952 2.102 (396) (E23000) EHS 73.20(B)(389) 7/16 2.08 20.80 6.19 13.10 0.952 2.017 (E23000) EHS 73.20(B)(390) 7/16 2.08 20.80 6.20 13.10 0.952 2.013 (E23000) EHS 73.20(C)(383) 7/16 2.08 20.80 6.40 13.10 0.952 1.950 (E23000) FHS 73.20(C)(384) 7/16 2.08 20.80 6.50 13.10 0.952 1.919 (E23000) EHS Compression Checks Leg Design Data (Compression) Section Elevation Size L L Ki/r A Mast P. +P» Ratio No. Stability P„ .,_ ft ft ft inn Index K K �P^ TI 150-140 P2.5x.203(2.875 10.00 0.40 5.1 1.7040 1.00 -14.15 76.54 0.185' OD) K=1.00 T2 140-120 P2.5x.203(2.875 20.00 0.40 5.1 1.7040 0.86 -19.21 65.96 0.291 ' OD) K=1.00 T3 120-100 P2.5x.203(2.875 20.00 3.20 40.5 1.7040 0.99 -23.25 67.04 0.347' OD) K=1.00 T4 100-80 P2.5x.203(2.875 20.00 3.20 40.5 1.7040 0.99 -39.01 67.38 0.579' OT)) K=1.00 T5 80-60 P2.5x.203(2.875 20.00 3.20 40.5 1.7040 0.99 -46.34 67.11 0.690' OD) K=1.00 T6 60-40 P2.5x.203(2.875 20.00 3.20 40.5 1.7040 0.97 -34.42 66.30 0.5191 OD) K=1.00 T7 40-20 P2.5x.203(2.875 20.00 0.40 5.1 1.7040 0.83 -34.00 63.84 0.533' OD) K=1.00 T8 20-6.78125 P2.5x.203(2.875 13.22 3.20 40.5 1.7040 0.93 -33.86 63.17 0.536' OD) K=1.00 tnx Qwer Job Page Northampton 29 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa . Section Elevation Size L L„ KUr A Mast P. OP„ Ratio No. Stability P. ft ft ft in' Index K K OP. T9 6.78125-0 P2.5x.203(2.875 7.08 2.36 29.9 1.7040 0.88 -35.38 63.20 0.560' OD) K=1.00 1 P /OP,controls Diagonal Design Data (Compression) Section Ekvation Sue L L. KUr A m-V �L P raw �P„ Ratio No. P. ft ft ft in' K K P Tl 150-140 1 4.74 4.42 148.4 0.7854 5.91 8.05 0.733' K=0.70 T2 140-120 1 4.74 4.42 148.4 0.7854 -1.80 8.05 0.223' K=0.70 T3 120-100 1 4.74 4.42 148.4 0.7854 -2.16 8.05 0.268' K=0.70 T4 100-80 1 4.74 4.42 148.4 0.7854 -3.12 8.05 0.387' K=0.70 T5 80-60 1 4.74 4.42 148.4 0.7854 -5.11 8.05 0.635' K=0.70 T6 60-40 1 4.74 4.42 148.4 0.7854 -2.43 8.05 0.302' K=0.70 T7 40-20 1 4.74 4.42 148.4 0.7854 -1.56 8.05 0.1941 K=0.70 T8 20-6.78125 1 4.74 4.42 148.4 0.7854 -1.40 8.05 0.173' K=0.70 T9 6.78125-0 1 2.88 2.49 84.1 0.7854 -2.35 17.54 0.134' K=0.70 'P u /�P„controls Horizontal Design Data (Compression) Section Elevation Side L L„ KUr A PP MwRatio� No. p� ft ft ft int K K Vp T1 150-140 7/8 3.50 3.26 125.2 0.6013 -2.10 8.54 0.245' K=0.70 T2 140-120 7/8 3.50 3.26 125.2 0.6013 -0.82 8.54 0.096' K=0.70 T3 120-100 7/8 3.50 3.26 125.2 0.6013 -0.40 8.54 0.047' K=0.70 T4 100-80 7/8 3.50 3.26 125.2 0.6013 -0.68 8.54 0.079' K=0.70 T5 80-60 7/8 3.50 3.26 125.2 0.6013 -4.00 8.54 0.4691 K=0.70 T6 60-40 7/8 3.50 3.26 125.2 0.6013 -0.60 8.54 0.070' K=0.70 T7 40-20 7/8 3.50 3.26 125.2 0.6013 -0.58 8.54 0.068' K=0.70 T8 20-6.78125 7/8 3.50 3.26 125.2 0.6013 -0.59 8.54 0.069' tnxTower Job Page Northampton 30 of 36 Engineered Tower Solutions, Protect Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX. Tomas Martin Sosa Section Elevation Size L L„ Kl/r A P. gyp„ Ratio No. P. .R .t .13 in? K K �Pn K=0.70 T9 6.78125-0 7/8 2.33 2.09 84.8 0.6013 -0.63 13.34 0.0471 K=0.74 1 P u /�Pn controls Secondary Horizontal Design Data (Compression) Section Elevation Size L >w KI/r A P. +p„ Ratio No. Pu ft ft Jt in' K K +pn Tl 150-140 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.000' K=0.82 T2 140-120 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.000' K=0.82 T3 120-100 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.000' K=0.82 T4 100-80 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.000` K=0.82 T5 80-60 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.0001 K=0.82 T6 60-40 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.0001 K=0.82 T7 40-20 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.000' K=0.82 T8 20-6.78125 3/4 1.75 1.63 85.3 0.4418 -0.00 9.76 0.000' K=0.82 t P /�P„controls Top Girt Design Data (Compression) Section Elevation Size L L. Kl/r A P +pn Ratio No. P. ft ft ,Jt int K K +p - n Tl 150-140 7/8 3.50 3.26 125.2 0.6013 -0.12 8.54 0.015' K=0.70 T2 140-120 11/4 3.50 3.26 87.6 1.2272 -1.19 26.54 0.0451 K=0.70 T3 120-100 1 1/4 3.50 3.26 87.6 1.2272 -0.29 26.54 0.0111 K=0.70 T4 100-80 1 1/4 3.50 3.26 87.6 1.2272 -0.70 26.54 0.026' K=0.70 T5 80-60 1 1/4 3.50 3.26 87.6 1.2272 -1.15 26.54 0.043 1 K=0.70 T6 60-40 1 1/4 3.50 3.26 87.6 1.2272 -0.70 26.54 0.026` K=0.70 T7 40-20 1 1/4 3.50 3.26 87.6 1.2272 -0.30 26.54 0.011 1 K=0.70 T8 20-6.78125 1 1/4 3.50 3.26 87.6 1.2272 -0.03 26.54 0.0011 K=0.70 111xTower Job Page Northampton 31 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.- Tomas Martin Sosa Section Elevation Size L L„ Kl/r A P. Ratio No. P„ ft ft ft in= K K 'p /+p„controls Bottom Girt Design Data (Compression) Section Elevation Site L L. Kl/r A P. +p„ Ratio No. P. It ft ft in' K K +p Tl 150-140 7/8 3.50 3.26 125.2 0.6013 -4.38 8.54 0.513' K=0.70 T2 140-120 7/8 3.50 3.26 125.2 0.6013 -0.07 8.54 0.009` K=0.70 T3 120-100 7/8 3.50 3.26 125.2 0.6013 -0.40 8.54 0.047' K=0.70 T4 100-80 7/8 3.50 3.26 125.2 0.6013 -0.82 8.54 0.097` K=0.70 T5 80-60 7/8 3.50 3.26 125.2 0.6013 -0.73 8.54 0.086` K=0.70 T6 60-40 7/8 3.50 3.26 125.2 0.6013 -0.38 8.54 0.045' K=0.70 T7 40-20 7/8 3.50 3.26 125.2 0.6013 -0.07 8.54 0.008' K=0.70 'p u /gyp„controls Torque-Arm Top Design Data Section Elevation Size L L. K1Jr A P. �P„ Ratio No. P. ft ft ft in' K K +p. T5 80-60(398) L3x3x3/8 3.50 3.38 94.6 2.1100 -0.21 54.61 0.004' K=1.37 ' P,, /�P„controls Torque-Arm Bottom Design Data Section Elevation Size .. /, 1. KUr A Py gyp„ Ratio No. P. ft ft ft in' K K 4p. TI 150-140(369) L3x3x3/8 5.32 5.13 112.5 2.1100 -9.35 45.75 0.204' K=1.07 TI 150-140(370) L3x3x3/8 5.32 5.13 112.5 2.1100 -10.44 45.75 0.228' K=1.07 Tl 150-140(375) L3x3x3/8 5.32 5.13 112.5 2.1100 -10.69 45.75 0.234' K=1.07 Tl 150-140(376) L3x3x3/8 5.32 5.13 112.5 2.1100 -10.35 45.75 0.226' tnxTower Job Page Northampton 32 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX: Tomas Martin Sosa Section Elevation Size L L„ KUr A P. rap„ Ratio No. P. ft ft ft in? K K �p K=1.07 Tl 150-140(381) L3x3x3/8 5.32 5.13 112.5 2.1100 -9.74 45.75 0.2131 K=1.07 Tl 150-140(382) L3x3x3/8 5.32 5.13 112.5 2.1100 -10.24 45.75 0.224' K=1.07 TS 80-60(387) L3x3x3/8 4.74 4.58 106.8 2.1100 -6.17 48.71 0.127' K=1.14 T5 80-60(388) L3x3x3/8 4.74 4.58 106.8 2.1100 -5.95 48.71 0.1221 K=1.14 T5 80-60(393) L3x3x3/8 4.74 4.58 106.8 2.1100 -5.72 48.71 0.117' K=1.14 T5 80-60(394) L3x3x3/8 4.74 4.58 106.8 2.1100 -7.13 48.71 0.146' K=1.14 T5 80-60(399) L3x3x3/8 4.74 4.58 106.8 2.1100 -6.74 48.71 0.138' K=1.14 T5 80-60(400) L3x3x3/8 4.74 4.58 106.8 2.1100 -5.08 48.71 0.104' K=1.14 1 P. /+P.controls Tension Checks Leg Design Data Tension Section Elevation Size L L. KUr A P. OPS. Ratio No. P. ft ft ft int K K 4P. Tl 150-140 P2.5x.203(2.875 OD) 10.00 0.40 5.1 1.7040 10.85 76.68 0.141 ' T2 140-120 P2.5x.203(2.875 OD) 20.00 0.40 5.1 1.7040 10.85 76.68 0.141 ' T4 100-80 P2.5x.203(2.875 OD) 20.00 0.40 5.1 1.7040 10.09 76.68 0.1321 TS 80-60 P2.5x.203(2.875 OD) 20.00 3.20 40.5 1.7040 14.53 76.68 0.189' 1 P„ /¢P„controls Diagonal Design Data Tension Section Elevation Size L I„ KUr A P. OP„ Ratio No. P. ft ft ft in' K K �P� Tl 150-140 1 4.74 4.42 212.1 0.7854 5.86 25.45 0.230' T2 140-120 1 4.74 4.42 212.1 0.7854 1.35 25.45 0.053' T3 120-100 1 4.74 4.42 212.1 0.7854 1.40 25.45 0.055' T4 100-80 1 4.74 4.42 212.1 0.7854 2.24 25.45 0.088' T5 80-60 1 4.74 4.42 212.1 0.7854 2.77 25.45 0.1091 T6 60-40 1 4.74 4.42 212.1 0.7854 2.07 25.45 0.0811 T7 40-20 1 4.74 4.42 212.1 0.7854 1.12 25.45 0.044' T8 20-6.78125 1 4.74 4.42 212.1 0.7854 0.27 25.45 0.0111 tnxTo wer Job Page Northampton 33 of 36 Project Date Engineered Tower Solutions, PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27613 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa 'P /�P.controls Horizontal Design Data Tension Section Elevation Size I, L. Kl/r A P. ¢P- Ratio No. P„ ft ft ft in? K K Tl 150-140 7/8 3.50 3.26 178.9 0.6013 2.11 19.48 0.108' T2 140-120 7t8 3.50 3.26 178.9 0.6013 1.03 19.48 0.053' T3 120-100 718 3.50 3.26 178.9 0.6013 0.44 19.48 0.022' T4 100-80 7X8 3.50 3.26 178.9 0.6013 0.68 19.48 0.035' T5 80-60 7l8 3.50 3.26 178.9 0.6013 4.83 19.48 0.248' T6 60-40 7X8 3.50 3.26 178.9 0.6013 0.61 19.48 0.0311 T7 40-20 7 3.50 3.26 178.9 0.6013 0.63 19.48 0.0331 T8 20-6.78125 7/8 3.50 3.26 178.9 0.6013 0.59 19.48 0.030' T9 6.78125-0 718 2.33 2.09 114.9 0.6013 0.97 19.48 0.050' ' P. /+P„controls Secondary Horizontal Design Data Tension Section Elevation Size L L„ Kb'r A P. Ratio No. P. •11 1t ft. int K K +P, Tl 150-140 3/4 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' T2 140-120 3/4 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' T3 120-100 3/4 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' T4 100-80 314 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' T5 80-60 3/4 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' T6 60-40 3/4 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' T7 40-20 3/4 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' T8 20-6.78125 3/4 1.75 1.63 104.3 0.4418 0.00 14.31 0.000' 'P� /�P„controls Top Girt Design Data Tension Section Elevation Sue L L KV, A P. +P„ Ratio No. P. •R .R Jt int? K K +P. Tl 150-140 7/8 3.50 3.26 178.9 0.6013 0.13 19.48 0.007' T2 140-120 1 114 3.50 3.26 125.2 1.2272 1.33 39.76 0.033' T3 120-100 11/4 3.50 3.26 125.2 1.2272 0.32 39.76 0.008' T4 100-80 11/4 3.50 3.26 125.2 1.2272 0.63 39.76 0.016' T5 80-60 11/4 3.50 3.26 125.2 1.2272 1.05 39.76 0.026' T6 60-40 1 1/4 3.50 3.26 125.2 1.2272 0.94 39.76 0.0241 T7 40-20 11/4 3.50 3.26 125.2 1.2272 0.59 39.76 0.015' T8 20-6.78125 1 1/4 3.50 3.26 125.2 1.2272 0.28 39.76 0.007' T9 6.78125-0 1 1/4 3.50 3.26 125.2 1.2272 6.29 39.76 0.158' tnxTower Job Page Northampton 34 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.. Tomas Martin Sosa 'P /+P,controls Bottom Girt Design Data Tension Section Elevation Size L L. KI/r A P. +P„ Ratio No. P. ft ft ft in' K K +p, Tl 150-140 7/8 3.50 3.26 178.9 0.6013 4.42 19.48 0.2271 T2 140-120 7/8 3.50 3.26 178.9 0.6013 0.40 19.48 0.0211 T3 120-100 7/8 3.50 3.26 178.9 0.6013 0.82 19.48 0.042' T4 100-80 7/8 3.50 3.26 178.9 0.6013 1.22 19.48 0.0631 T5 80-60 7/8 3.50 3.26 178.9 0.6013 0.96 19.48 0.049' T6 60-40 7/8 3.50 3.26 178.9 0.6013 0.61 19.48 0.0311 T7 40-20 7/8 3.50 3.26 178.9 0.6013 0.43 19.48 0.022' 1 P. /+P„controls Torque-Arm Top Design Data Section Elevation Size L L„ KW A P. *p„ Ratio Na P. ft ft ft in, K K gyp, Tl 150-140(367) L3x3x3/8 3.50 3.38 44.4 2.1100 8.64 68.36 0.126' Tl 150-140(368) L3x3x3/8 3.50 3.38 44.4 2.1100 7.29 68.36 0.107' Tl 150-140(373) L3x3x3/8 3.50 3.38 44.4 2.1100 8.19 68.36 0.120' Tl 150-140(374) L3x3x3/8 3.50 3.38 44.4 2.1100 8.55 68.36 0.125' TI 150-140(379) L3x3x3/8 3.50 3.38 44.4 2.1100 7.86 68.36 0.115' TI 150-140(380) L3x3x3/8 3.50 3.38 44.4 2.1100 7.98 68.36 0.117' T5 80-60(385) L3x3x3/8 3.50 3.38 44.4 2.1100 6.31 68.36 0.092' T5 80-60(386) L3x3x3/8 3.50 3.38 44.4 2.1100 6.61 68.36 0.097' T5 80-60(391) L3x3x3/8 3.50 3.38 44.4 2.1100 7.07 68.36 0.103' T5 80-60(392) L3x3x3/8 3.50 3.38 44.4 2.1100 6.43 68.36 0.094` T5 80-60(397) L3x3x3/8 3.50 3.38 44.4 2.1100 6.76 68.36 0.099' T5 80-60(398) L3x3x3/8 3.50 3.38 44.4 2.1100 5.80 68.36 0.085' 'P„ /�P„controls Torque-Arm Bottom Design Data Section Elevation Size L L. K!/r A P. +P„ Ratio No. Pd Jt ft ft i»? K K +pp T5 80-60(388) L3x3x3/8 4.74 4.58 60.2 2.1100 0.50 68.36 0.007` T5 80-60(393) L3x3x3/8 4.74 4.58 60.2 2.1100 0.31 68.36 0.005' TS 80-60(400) L3x3x3/8 4.74 4.58 60.2 2.1100 0.65 68.36 0.009' 1 P. /+P„controls InxT( wer Job Page Northampton 35 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington Court Raleigh,NC 27615 Client Designed by Phone:(919)782-2710 Insite Wireless FAX Tomas Martin Sosa Section Capacity Table Section Elevation Component Critical P % Pass No. ft Type Element K Capacin Fail Tl 150-140 Leg P2.5x.203(2.875 OD) 2 -14.15 80.37 17.6 Pass T2 140-120 Leg P2.5x.203(2.875 OD) 28 -19.21 69.26 27.7 Pass T3 120-100 Leg P2.5x.203(2.875 OD) 77 -23.25 70.39 33.0 Pass T4 100-80 Leg P2.5x.203(2.875 OD) 126 -39.01 70.75 55.1 Pass T5 80-60 Leg P2.5x.203(2.875 OD) 174 -46.34 70.47 65.8 Pass T6 60-40 Leg P2.5x.203(2.875 OD) 222 -34.42 69.62 49.4 Pass T7 40-20 Leg P2.5x.203(2.875 OD) 268 -34.00 67.03 50.7 Pass T8 20-6.78125 Leg P2.5x.203(2.875 OD) 316 -33.86 66.33 51.0 Pass T9 6.78125-0 Leg P2.5x.203(2.875 OD) 347 -35.38 66.36 53.3 Pass TI 150-140 Diagonal 1 10 -5.91 8.46 69.8 Pass T2 140-120 Diagonal 1 74 -1.80 8.46 21.2 Pass T3 120-100 Diagonal 1 87 -2.16 8.46 25.5 Pass T4 100-80 Diagonal 1 135 -3.12 8.46 36.9 Pass T5 80-60 Diagonal 1 204 -5.11 8.46 60.5 Pass T6 60-40 Diagonal 1 265 -2.43 8.46 28.8 Pass T7 40-20 Diagonal 1 306 -1.56 8.46 18.5 Pass T8 20-6.78125 Diagonal 1 338 -1.40 8.46 16.5 Pass T9 6.78125-0 Diagonal 1 356 -2.35 18.42 12.7 Pass Tl 150-140 Horizontal 7/8 23 -2.10 8.96 23.4 Pass T2 140-120 Horizontal 7/8 71 -0.82 8.96 9.2 Pass T3 120-100 Horizontal 7/8 90 -0.40 8.96 4.5 Pass T4 100-80 Horizontal 7/8 139 -0.68 8.96 7.5 Pass T5 80-60 Horizontal 7/8 206 4.00 8.96 44.7 Pass T6 60-40 Horizontal 7/8 234 -0.60 8.96 6.7 Pass T7 40-20 Horizontal 7/8 283 -0.58 8.96 6.5 Pass T8 20-6.78125 Horizontal 7/8 326 -0.59 8.96 6.5 Pass T9 6.78125-0 Horizontal 7/8 359 0.97 20.46 4.8 Pass Tl 150-140 Secondary Horizontal 3/4 13 -0.00 10.25 0.1 Pass T2 140-120 Secondary Horizontal 3/4 40 -0.00 10.25 0.1 Pass T3 120-100 Secondary Horizontal 3/4 88 -0.00 10.25 0.1 Pass T4 100-80 Secondary Horizontal 3/4 136 0.00 15.03 0.1 Pass T5 80-60 Secondary Horizontal 3/4 184 0.00 15.03 0.1 Pass T6 60-40 Secondary Horizontal 3/4 232 0.00 15.03 0.1 Pass T7 40-20 Secondary Horizontal 3/4 280 0.00 15.03 0.1 Pass T8 20-6.78125 Secondary Horizontal 3/4 339 0.00 15.03 0.1 Pass Tl 150-140 Top Girt 7/8 5 -0.12 8.96 1.4 Pass T2 140-120 Top Girt 1 1/4 31 -1.19 27.86 4.3 Pass T3 120-100 Top Girt 1 1/4 81 -0.29 27.86 1.0 Pass T4 100-80 Top Girt 1 1/4 129 -0.70 27.86 2.5 Pass T5 80-60 Top Girt 1 1/4 177 -1.15 27.86 4.1 Pass T6 60-40 Top Girt 1 1/4 223 -0.70 27.86 2.5 Pass T7 40-20 Top Girt 1 1/4 273 0.59 41.75 1.4 Pass T8 20-6.78125 Top Girt 1 1/4 320 0.28 41.75 0.7 Pass T9 6.78125-0 Top Girt 1 1/4 350 6.29 41.75 15.1 Pass Tl 150-140 Bottom Girt 7/8 9 -4.38 8.96 48.9 Pass T2 140-120 Bottom Girt 7/8 36 0.40 20.46 2.0 Pass T3 120-100 Bottom Girt 7/8 82 -0.40 8.96 4.5 Pass T4 100-80 Bottom Gut 7/8 130 -0.82 8.96 9.2 Pass T5 80-60 Bottom Girt 7/8 178 -0.73 8.96 8.2 Pass T6 60-40 Bottom Girt 7/8 226 -0.38 8.96 4.2 Pass T7 40-20 Bottom Girt 7/8 276 0.43 20.46 2.1 Pass Tl 150-140 Guy A@140.4 7/16(E23000) 377 9.17 13.10 70.0 Pass T5 80-60 Guy A@73.2 7/16(E23000) 396 5.94 13.10 45.3 Pass Tl 150-140 Guy B@140.4 7/16(E23000) 371 9.55 13.10 72.9 Pass T5 80-60 Guy B@73.2 7/16(E23000) 390 6.20 13.10 47.3 Pass Tl 150-140 Guy C@140.4 7/16(E23000) 366 9.81 13.10 74.9 Pass T5 80-60 Guy C@73.2 7/16(E23000) 384 6.50 13.10 49.6 Pass Tl 150-140 Torque Arm L3x3x3/8 367 8.64 71.78 12.0 Pass tnxTower Job Page Northampton 36 of 36 Engineered Tower Solutions, Project Date PLLC ETS Job No. 195825.14 15:32:04 09/12/19 3227 Wellington court Raleigh,NC 27613 Client Designed by Phone:(919)782-2710 Insite Wireless FAX.- Tomas Martin Sosa Section Elevation Component Size Critical P ePaU— % Pass No. .t Type Element K K Capacity Fail Top@140.4 T5 80-60 Torque Arm L3x3x3/8 391 7.07 71.78 9.8 Pass Top@73.2 Tl 150-140 Torque Arm L3x3x3/8 375 -10.69 48.03 22.2 Pass Bottom@140.4 T5 80-60 Torque Arm L3x3x3/8 394 -7.13 51.14 13.9 Pass Bottom@73.2 Summary Leg(175) 65.8 Pass Diagonal 69.8 Pass (Tl) Horizontal 44.7 Pass (T5) Secondary 0.1 Pass Horizontal (fl) Top Girt 15.1 Pass (T9) Bottom Girt 48.9 Pass (Tl) Guy A(TI) 70.0 Pass Guy B(Tl) 72.9 Pass Guy C(T1) 74.9 Pass Torque Arm 12.0 Pass Top(TI) Torque Arm 22.2 Pass Bottom(TI) Bolt Checks 10.8 Pass RATING= 74.9 Pass Program Version 8.0.5.0-11/28/2018 File:C:/Users/Tomas.Sosa/Desktop/Ibwets/2019/5825/SA/Analysis/fower/Northamptoneri September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 9 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.5.0 Feed Line Plan __ tided App In Face App Out Face I / �1/n igg Cable Safety Lin /// • P Engineered Tower Solutions,PLLC lob Northampton 3227 Wellington Court Protect ETS Job No.195825.14 Raleigh, NC 27615 cue"t: Insite Wirele "I by Tomas Martin So Aapd. Phone:(919)782-2710 Code. TIA-222-H °ata.09/12/19 Scale: NTS FAX: Path: tag No.E-7 September 12, 2019 150 Ft Guyed Tower Structural Analysis Site Name:Northampton Project Number 195825.14 Page 10 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.5.0 Pier and Pad Foundation Site 0 MA711 Site Name:: Northampton ETS Job No.:[!195825.14 TIA-222 Revision: H Top&Bot.Pad Rein.Different?: [] Tower Type: Guyed Block Foundation?:Superstructure Analysis i Reactions . .. . Compression,Pcomp: 98 kips Capacity Demand Rating* Check Base Shear,Vu comp: 1 kips Lateral(Sliding)(kips) 26.91 1.00 3.5% Pass Bearing Pressure(kst) 18.00 5.18 27.4% Pass Moment, M.: 0 ft-kips Overturning(kip*ft) 169.21 5.50 3.3% Pass Tower Height,H: 150 Ift BP Dist.Above Fdn,bpdisr in Bolt Circle/Bearing Plate Width,BC: lin *Rating per TIA-222-H Section 15.5 Soil Rating*:1 277%, Structural Ratin *: NIA • Properties Depth, D: 5.5 ft Pad Width,W: 4.9 ft Pad Thickness,T: 5 ft Pad Rebar Size(Bottom),Sp: Pad Rebar Quantity(Bottom), mp: Pad Clear Cover,ccpad: lin PropertiesMaterial Rebar Grade, Fy: ksi Concrete Compressive Strength,F'c: 3 ksi Dry Concrete Density,dc: 150 pcf Soil Properties Total Soil Unit Weight,y: pcf Ultimate Net Bearing,Qnet: 30.000 ksf <--Toggle between Gross and Net Cohesion,Cu: ksf Friction Angle,cp: degrees SPT Blow Count,Nbl.,: Base Friction,A: 0.4 Neglected Depth, N: ft Foundation Bearing on Rock? No Groundwater Depth,gw: n/a ft Version 3.3.0 Guyed Anchor Block Foundation Checks capacity of anchor blocks for a guyed tower. Site#: MA711 Site Name: Northampton ETS Job No: 195825.14 Location:[A TIA-222 Revisiom H Design Reactions Design Checks S: 19.00 kips Uplift,Ua: 23.00 kips Capacity Demand Rating" Check Resultant Force,Rf: kips Lateral Capacity(kips): 39.55 19.00 45.7% Pass Tower Height,H: 150.00 ft Uplift Capacity(kips): 37.38 23.00 58.6% Pass Guy Anchor Radius,R: 100.00 H Resultant Angle to Horizontal,6: deg C Anchor Shaft(kips): 36.56 1 29.83 _ 77.7% Pass _ Guy AnchoO,Properties Rating per TIA-222-H Section 15.5 Depth to Bottom of Deadman,Da: 6.7 ft Soil Rating: 58.6% Anchor Width,Wa: 3.5 ft Structural Rating: NIA Anchor Thickness,Ta: 2.5 It Anchor Shaft Rating: 77.7% Anchor Length,La: 6 If Concrete Volume,Vc: yd' Neglect Depth,Neg: 5 Ifl Toe Width,toe: 0 If Groundwater Level,gw n/a Ifl Soo Properties: No.of Soil Layers?--- - 4 Layer tp,deg cu,ksf rpcf d,ft Ultimate fs(ksf) N(blows/ft) 1 31 0.000 118 4.00 14 2 42 0.000 140 4.20 100 3 42 0.000 140 6.00 100 4 42 0.000 140 6.70 100 Anchor Shaft Area Override:1 0.914 jin2 Shear Lag Factor,u:I 1 Section Type(Reference Only): M3X2.9 Material Properties 'key: G,, =Cohesion/Undrained Shear Strength Wt.Avg.Concrete Density,dx: 0 180 kd o=tsuoyanr aou unrr vveignr d=Depth to Bottom of Layer Anchor Shaft Grade,Fy':1 50 Iksi Ultimate is=Geotechnical Report-provided skin friction/adhesion Anchor Shaft Ultimate Strength,Fu':1 65 Iksi N=SPT Blow Count Version 3.1.1 Guyed Anchor Block Foundation Checks capacity of anchor blocks for a guyed tower. Site#: MA711 Site Name: Northampton ETS Job No: 195825.14 Location: B TIA-222 Revision:r H DDesign Checks esign Reactions S: 19.00 Ilkips Uplift,Ua: 23.00 kips Capacity Demand Rating* Check Resuftant Force,Rf: kips Lateral Capacity(kips): 4323 19.00 41.9% Pass Tower Height,H: 150.00 ft Uplift Capacity(kips): 53.16 23.00 41.2% Pass Guy Anchor Radius,R: 100.00 fl Lateral Flexural Capacity(ft"kips): 445.80 11.88 2.5% Pass Resultant Angle to Horizontal,8: deg Uplift Flexural Capacity(ft*kips): 445.80 14.38 31% Pass Anchor Shaft(kips): 36.56 1 9.83 1 7.70/6 Pass Guy ' - *Rating per TIA-222-H Section 15.5 Depth to Bottom of Deadman,Da: 8 it Soil Rating: 41.9% Anchor Width,Wa: 3 ft Structural Rating: 3.1% Anchor Thickness,Ta: 3 it Anchor Shaft Rating: 77.7% Anchor Length,La: 5 ft Concrete Volume,Vc: yd' Neglect Depth,Neg: 5 fl Toe Width,toe: 0 ft Groundwater Level,gw: n/a If,. Guyed Anchor Top Rebar Size,Sat: 8 No.of Bars in Top of Block: 4 No.of Soil Layers? 9 Guyed Anchor Front Rebar Size,Saf: 8 Layer W,deg cu,ksf 5,pcf d,ft Ultimate fs(ksf) N(blowsift) No.of Bars in Front of Block: 4 1 35 0.000 125 2.00 29 Stirrup Size: 3 2 38 0.000 130 4.00 53 3 40 0.000 135 5.00 71 4 40 0.000 135 6.00 55 Anchor Shaft Area Override: 0.914 in 5 38 0.000 130 8.00 55 Shear Lag Factor,u:I 1 1 6 Section Type(Reference Only): M3X2.9 7 8 PropertiesMaterial 9 Rebar Grade,Fy: 60 ksi Concrete Strength,F'c: 4 ksi cu=Cohesion/Undrained Shear Strength WL Avg.Concrete Density,Fx: kcf o=tjuoyanr aon un¢wergnr Clear Cover,cc: 3 in of=Depth to Bottom of Layer Anchor Shaft Grade,Fy': 50 ksi Ultimate fs=Geotechnical Report-provided skin friction/adhesion Anchor Shaft Ultimate Strength,Fu': 65 ksi N=SPT Blow Count Version 3.1.1 Topoaraphic Factors for use in tnxTower (v.3.1,effecNe 10.14 13) per SEAW RSM-03 Figure 3-3 Considered Wind Direction Crest Point Tower Point Mid-Elevation Point H Base Point H(2 1A �\�j/ L/2 �+ L ^-10% L is twice the width at the midheight of the slope slope Topographic Feature Exposure Category OO Exposure B O Continuous Ridge O Exposure C O Flat Topped Ridge O Exposure D Notes: 1) O Hill Reafure is assumed to be isolated per section 1.$of the Crown Castle standard for the Determination of Topographic Factors(ENG-PRC-1 0040). O Flat Topped Hill 2) Base Kzt may differ slightly from TNX value due to differences in where the base line is established. O Continuous Escarpment This does not effect the results in anyway. Topographic Input Crest Point Elevation(ft.AMSL) 408.46 Base Point Elevation(ft.AMSL) 300 Mid-Height Elevation (ft.AMSL) 354.23 Crest to Mid-Height Distance(U2)(ft.) 400 Tower Point Elevation(ft.AMSQ1 402 Structure Upwind/Downwind Distance(x)(ft.)l 48 tnxTower Input KzT (RSM-03) Topographic Category 5 Crest Height, H (ft.) 108.46 At Base: Slope Distance, L(ft.) 800 1.5372 Distance from Crest,x(ft.) 48 ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 400.13 ft (NAVD 88) No Address at This Risk Category: II Latitude: 42.30377 Location Soil Class: D -Stiff Soil Longitude: -72.67211 n—�+l+mt eM ,, u .: .r � g 1; „ Wind Results: Wind Speed: 117 Vmph 10-year MRI 76 Vmph 25-year MRI 85 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Wed Sep 11 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7%probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings need not be protected against wind-borne debris. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https:Hasce7hazardtool.online/ Page 1 of 3 Wed Sep 11 2019 AXE AMERICAN SOCIETY OF CNIL ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: Ss 0.17 SIDS 0.182 S, 0.066 So, 0.106 Fa 1.6 TL 6 Fv 2.4 PGA : 0.081 SMS 0.273 PGA m : 0.13 SM, 0.158 FPGA 1.6 IB 1 Seismic Design Category B 0.30 MCER Response Spectrum Design Response Spectrum R16 2s ` ah # 0 Ct 16 020, 0.14 12 , 0.15 _ 0-10 ` 010 0,04 tos OV t Sa(g)vs T(s) 4 5 s T 1 a S (g)vs T(s) 7 Data Accessed: Wed Sep 112019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. haps:/iasceihazardtooi.onhnei Page 2 of 3 Wed Sep 11 2019 E' AMERICAN SOCIETY OF CML ENGINEERS Ice Results: Ice Thickness: 1.00 in. Concurrent Temperature: 5 F Gust Speed: 50 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Wed Sep 11 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness, reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees, members,affiliates,or agents be liable to you or any other person for any direct, indirect,special, incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Wed Sep 112019 SAtV1 November 1st, 2019 City of Northampton Attn: Building Commissioner's Office 212 Main Street Northampton,MA 01060 Re: Building Permit Request-790 Florence Road Dear Building Commissioner, Enclosed please find the following: 1. Check# 69115 in the amount of$245.00 2. Building Permit Application 3. Letter of Authorization 4. Certificate of Insurance 5. Waste Disposal Affidavit 6. Worker's Compensation Insurance Affidavit 7. CDs (2) 8. Structural Analysis 9. Self-addressed UPS label Please let me know if you require any additional information. Thank you kindly. Respectfully, Rebecca.Rafferty Site Acquisition Specialist SAI Communications,LLC 12 Industrial Way Salem,NH 03079 Mobile: 603475-0347 rraffertyAsai grp.com Enclosure(as stated) 12 Industrial Way,Salem,New Hampshire 03079 PROJECT INFORMATION SCOPE OF WORK. TOWER:INSTALL(3)NEW LTE DMP65R-BUSDA ANTENNAS WITH(1)NEW DC/FIBER SURGE ARRESTOR. REPLACE(3)EXISTING RRUS-11 B12 WITH (3)NEW RRU-4449 k INSTALL(3)NEW RRU-4415. GROUND:REPLACE BB UNIT WITH(2)6630'5 R IDLs.REPLACE FROSTING CABINET WITH 512 DO POWER PLAIT&FLEX CABINET. INSTALL(2) A:snow. ,i FIBER MANAGEMENT BOXES&(2)OUTDOOR DC12 UNITS. SITE ADDRESS: 790 FLORENCE ROAD i NORTHAMPTON.MA 01062 LATITUDE: 42' 18' 13.9-N(NAD 83)• . NW` at&ts LONGRUDE: 77 40' 19.4'W (NAD 83)• 'y Mobility •PER REDS ` NAME OF APPUCAM: AT&550 MCBITUA SITE NAME: NORTHAMPTON FLORENCE ROAD 550 COCHITUATE ROAD SURES 13 h 14 FRAMINGHAM.MA 01701 SITE NUMBER: MA3833 3C/4C PACE NO.: MRCTBO4067 (3C)/ MRCTBO40376 (4C) FA LOCATION CODE: 10578083 DRAWING INDEX REV VICINITY MAP I APPLICABLE BUILDING CODES AND STANDARDS oIRECTIIDMM TAKE I-90 WEST TO EXIT 4 TO MERGE ONTO 1-91 N TOWARD HOLYOKE.TAKE EXIT 178 CONTRACTOR'S YORK SHALL COMPLY WITH PROJECT STANDARD NOTES,SYMBOLS AND DETAILS SEE TOT TARE SHEET 1 TO MERGE ONTO MA-141 W/HAMPTON Sr, CONTINUE ON 1A-141 WTO YOUR DESTMNTION IN DRAWING INDEX FOR STANDARD NOTES AND DETAILS INCLUDED WITH TYPICAL DRAWING PACKAGE). G01 GENERAL NOTES 1NORTHINWTONCONTRACTOR WORK SHALL CONA COMPLY WITH ALL APPLICABLE NATIONAL.STATE,AND LOCAL CODES AS ADOPTED BY THE LOCAL AUTHORITY HAVING JURISDICTION(AHA)FOR THE LOCATION.THE EDITION OF THE ADI PROPOSED SITE k EQUIPMENT PIANS 1 AHU ADOPTED CODES AND STANDARDS IN EFFECT ON THE DATE OF CONTRACT AWARD SHALL GOVERN THE DESIGN. A02 PROPOSED EQUIPMENT PLANS h FINN:EQUIPMENT CONFIGURATION i BUILDING CODE: A03 EQUIPMENT PLUMBING 014GRAM 1 MASSACHUSETTS STATE BUILDING CODE(780 CMR) EDI GROUNDING DETAILS I ELECTRICAL CODE: NATIONAL ELECTRICAL CODE(NEC) CONTRACTOR'S WORK SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING STANDARDS, AMERICAN CONCRETE INSTITUTE(ACI)318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AMSC), MANUAL OF STEEL CONSTRUCTION,ASD. NINTH EDITION APPROXIMATE TELECOMMUNICATIONS INDUSTRY ASSOCIATION CTIA)222-H,STRUCTURAL STANDARDS FOR MEL ANTENNA TOWER LOCATION TOWER AND ANTENNA SUPPORTING STRUCTURES: TIA 607,COMMERCIAL BUILDING GROUNDING AND BONDING REQUIREMENTS FOR TELECOMMUNICATIONS THIS DOCUMENT WAS DEVELOPED TO REFLECT A SPECIFIC SITE AND ITS SITE CONDITIONS AND IS NOT TO BE USED FOR ANOTHER SITE OR WHEN OTHER CONDITIONS PERTAIN.REUSE OF THIS DOCUMENT IS AT THE SOLE INSTITUTE FOR ELECTRICAL AND ELECTRONICS ENGINEERS(IEEE)81.GUIDE FOR MEASURING EARTH RISK OF THE USER. RESISTIVITY.GROUND IMPEDANCE,AND FIRTH SURFACE POTENTIALS OF A GROUND SYSTEM era_Ir•TURAL h9 IEEE 11DO(1999)RECOMMENDED PRACTICE FOR POWERING AND GROUNDING OF ELECTRONIC EQUIPMENT 1. AS REWIRED UNDER TN/F14 222H -STANDARD,SN COMMUNICATIONS SHALL PROVIDE A STRUCTURAL IEEE 052.41, RECOMMENDED PRACTICES ON SURGE VOLTAGES IN LOW VOLTAGE AC POWER CIRCUITS(FOR ANALYSIS OF THE TOWER&ANTENNA MOUNT PREPARED BY A LICENSED NEW H&MPSHTTE STRUCTURAL LOCATION CATEGORY'C3'AND'HIGH SYSTEM IXPOSURE7 ENGINEER CERTIFYING THAT,THE EXISTING TOWER k ANTENNA MOUNT AND ANY REQUIRED IMPROVEMENTS TELCORDN CR-1503,COAXIAL CABLE CONNECTIONS AND REINFORCEMENTS HAVE SUFFICIENT CAPACITY TO SUPPORT ALL EXISTING AND PROPOSED ANTENNAS, SUPPORTS AND APPURTENANCES AND COMPLIES WITH THE CURRENT MASSACHUSETTS STATE BUILDING ANSI T1.311,FOR TELECOM-DC POWER SYSTEMS-TELECOM,ENVIRONMENTAL PROTECTION CODE AND EIA/TA CRITERIA.THECONTRACTOR IS RESPONSIBLE TO CONFIRM THAT ANY IMPROVEMENTS AND REINFORCEMENTS REQUIRED BY THE STRUCTURAL ANALYSIS CERTIFICATION ARE PROPERLY INSTALLED FOR ANY CONFLICTS BETWEEN SECTIONS OF USTED CODES AND STANDARDS REGARDING MATERIAL, PRIOR TO THE ADDITION OF ANTENNAS,SUPPORTS AND APPURTENANCES PROPOSED ON THESE DRAWINGS METHODS OF CONSTRUCTION,OR OTHER REQUIREMENTS,THE MOST RESTRICTIVE REQUIREMENT SHALL OR OTHERWISE NOTED IN THE STRUCTURAL ANALYSIS. GOVERN,WHERE THERE IS CONFLICT BETWEEN A GENERAL REOUIREMENT AND A SPECIFIC REQUIREMENT, CONTACT INFORMATION THE SPECIFIC REQUIREMENT SHALL GOVERN. CONTA CONTACT COMPANY PHONE N0. ENGINEERING: DAMAN SCHMALZ.P.E. DEWBERRY ENGINEERS INC. (617) 695-3400 OR SAC' STEPHANIE WENDEROTH SAI COMMUNICATIONS (603)580-9710 H OF M4ss9 • L_— ,{ + lop+/ln cclhD Hog mHsr ,VN ,w mN as A AT&T MDBILIIY IUWa4WM ��^ �I o +o/a/1• syan tort cpsrm�croN aM m ps s SCHMALZ ^'. FRAMINGR4M, MA 01701 NORTHAMPTON FLORENCE ROAD VX,C■` - — - o E IDaxn 8a. - SITE NO.MA3833-3C/4C c +o/n/1► Issun von AENEW .RM COH oAs CIVIL H D9WOavry T+0 9 eo/m/in Isssum CoA REA AM coN EMS NO.52655 (�"� TIRE SHEET �dAwER SI. ' 790 FLORENCE ROAD Mobility A W/W/19 I66"FOR REV,. +M CMI MIR q90 �FGIST �O�+-� RgNE M�!ffi I.'fm 12 INDUSTRIAL WAY NORTHAMPTON, MA 01062 550 10CHRI ATE ROAD DATE 8Y CHK d0 I�IY ID. 9RIMIIIC MRlF11 RN vAKm�.�3no SALEM, NH 03079 SUITES 13 t 14 FRAMINGHAM,MA OT701 K RIDR11 nLSIRIED 9Y:Jtll nIM11Nt IY Y 500192219/50113625 TOl 1 GENERAL NOTES: CONCRETE AFD RENSOMING STEEL NOTES: ELECTRICAL INBTALIAnON NOTES: 1. FORM PLRPO•E W MIEIRLCTDN NINRNI ME MLLORNI D6NmN6 N4,APPLY: 1. ALL LONCREm MORN SHNL E W ALODROANCF NIM M ACI SUI.ACI 310.AGI J38,ASM A1N1,ISIM 1118)ND ME 1. IAL ELECTAGL IORM SWLL E"VIMROD N ADLdIONIAI NTN M PR m SPECNIGIDM.NEC ND ALL PROEV NNIINFI�- DESOM ND CDN$iMICM4 SPFCRRI.TOM fTMt CISI-N-PUC[muCRET[. APPUDIilE IDCAL CODES. CORONCIaI-EMERN CON++MC10R(C4ETRUCTON) PI11a-ATLT IO•LM 2. Alt CAICREIE 9WLL HAVE A YNYW LOILWC$SM STREMM OE♦OOp PN Ai 20 GK. uFa<NOIm DTHERW6E.A 2. 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L 0101111,$Y:X 5MI9239/50113525 FD1 1 Mw_ � � tt . h WirelessGroup,LLC September 26,2019 Letter of Authorization RE: IWG Towers Assets I, LLC ("IWG") Site ID: MA711 Northampton New Cingular Wireless PCS, LLC ("AT&T")Site ID: MA3833/FA# 10578083/Northampton Florence Rd Telecommunication Facility at 790 Florence Rd.,Northampton, Massachusetts IWG, as owner of the tower located at the above-referenced site, does hereby appoint AT&T, its employees, agents, and contractors, as agent(s) for the purpose of applying and obtaining land use, planning, building permit or other necessary governmental requirements to construct, modify, maintain, and operate improvements to the property licensed to AT&T by IWG for the purpose of operating and maintaining a wireless communications facility. The undersigned understands that the requisite application(s) may be denied, modified, or approved with conditions and that such conditions or modifications must be complied with as part of the issuance of such approvals and/or permits. IWG TO S ASSETS I, LLC Printed Nam Title: I�wk& Date: �� l InSite Wireless Group, LLC 1199 N. Fairfax Street, Suite 700, Alexandria, VA 22314 - 703.535.3009•www.insitewireless.com .Ac R CERTIFICATE OF LIABI DATE LITY INSURANCE D THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE H2912 OLDER.InninnITHIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). .rweua.ra Arthur J.Gallagher Risk Management Services, Inc. NAME: Cassie Burke 4000 Midlantic Dr, Suite 200 PHONE g56-482.9900 Mt. Laurel NJ 08054 ac No:856-482-1888 ADDRESS: Cher HIII.BSD.CertM AJG.com INSURERS AFFORDING COVERAGE NAIC4 INSURED INSURER A:First Liberty Insurance Corporation 33588 Empire Telecom USA, LLC INSURER B:Liberty Mutual Fire Insurance Company 23035 1150 1St Avenue, Suite 600 INSURER C:AXIS Insurance Company 37273 King of Prussia, PA 19406 INSURER D;Liberty Insurance Underwriters Inc 19917 INSURER E: INSURER F COVERAGES CERTIFICATE NUMBER:111597710 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR I A DL SUBR 7R TYPE OF INSURANCE1=WVID POLICY NUMBER MM/LDID/EFF MM/DDY FSP LIMITS B X COMMERCIAL GENERAL LIABILITY TB2-631-510650-048 11/30/2018 11/30/2019 EACH OCCURRENCE $2,000,000 CLAIMS-MADE OCCUR PREMISES Ea occurrence) $300,000 MED EXP(Any one person) $5,000 X XCU PERSONAL&ADV INJURY $2,000,000 GENT AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $4,000,000 RPOLICY�PET � LOC PRODUCTS-COMP/OP AGG $4,000,000 OTHER: $ B AUTOMOBILE LIABILITY AS2-631.510650-038 11/30/2018 11/30/2019 COMBINED SINGLE LIMIT $2DD0000 Ea accident X ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED dd P BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS ( ) HIRED NON-OWNED PROPERTY DAMAGE AUTOS ONLY AUTOS ONLY Per accident $ C UMBRELLA LIAB X OCCUR 0-001-000073672-01 11/30/2018 11/30/2019 EACH OCCURRENCE $5,000,000 X4EXCESS LIAB CLAIMS-MADE AGGREGATE $5,000,000 DED I X I RETENTION$2s.pon $ A WORKERS COMPENSATION WC6.631510650-018 11/30/2018 11/30/2019 X IPTATUTE I I ERH AND EMPLOYERS'LIABILITY Y/N ANYPROPRIETOR/PARTNERIEXECUTIVE E.L.EACH ACCIDENT $1,000,000 OFFICER/MEMBEREXCLUDED? ❑ N/A (Mandatory In NH) I E.L.DISEASE-EA EMPLOYEE $1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 D Excess Liability 1000324565-01 11/30/2018 11/30/2019 Each Occurrence 10,000,000 Aggregate 10,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached If more space Is required) Property Policy Policy f€13 UUM BKO148 Policy Period: 11/30/18-11/30/19 Carrier:Hartford Fire Insurance Company Leased/Rented Equipment: Limit:$1,500,000 Deductible:$5,000 BPP Limit/Deductible:$6,825,000/$5,000 See Attached... CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Evidence of Insurance AUTHORIZED REPRESENTATIVE ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD ACo)RO CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 1111111w— 1 11/29/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME Cassie Burke Arthur J. Gallagher Risk Management Services, Inc. PHONE g56-482-9900 p4c No):856-482-1888 4000 Midlantic Dr, Suite 200 Mt. Laurel NJ 08054 ADDRESS: Cher HIII.BSD.CertM AJG.com INSURERS AFFORDING COVERAGE NAIC 0 INSURER A:First Liberty Insurance Corporation 33588 INSURED INSURER B:Liberty Mutual Fire Insurance Company 23035 Empire Telecom USA, LLC 1150 1st Avenue, Suite 600 INSURERC:AXIS Insurance Company 37273 King of Prussia, PA 19406 INSURER D:Liberty Insurance Underwriters Inc 19917 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER:111597710 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUBR POLICY EFF POLICY EXP LIMITS TR POLICYNUMBER M/ MM/DD B X COMMERCIAL GENERAL LIABILITY TB2-631-510650-048 11/30/2018 11/30/2019 EACH OCCURRENCE $2,000,000 DAMAGE ENTEU CLAIMS-MADE M OCCUR PREMISES Ea occurrence $300,000 MED EXP(Any one person) $5,000 X XCU PERSONAL&ADV INJURY $2,000,000 GENT AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $4,000,000 RO- POLICY[K]JPELOC PRODUCTS-COMP/OP AGG $4,000,000 OTHER: $ B AUTOMOBILE LIABILITY AS2-631510650-038 11/30/2018 11/30/2019 COMBINED SINGLE LIMIT $2,000,000 Ea accident X ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED AUTOS ONLY AUTOS BODILY INJURY(Par accident) $ HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accident C UMBRELLA LIAB X OCCUR 0.001-000073672-01 11/30/2018 11/30/2019 EACH OCCURRENCE $5,000,000 X EXCESS LIAB CLAIMS-MADE AGGREGATE $5,000,000 DED I X I RETENTION $ A WORKERS COMPENSATION WC6.631510650-018 11/30/2018 11/30/2019 X I PER OTH- AND EMPLOYERS'LIABILITY Y/N STATUTE ER ANYPROPRIETOR/PARTNER/E(ECUTIVEE.L.EACH ACCIDENT $1,000,000 OFFICER/MEMBER EXCLUDED? ❑ NIA (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 D Excess Liability 1000324565-01 11/30/2018 11/302019 Each Occurrence 10,000,000 Aggregate 10,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached If more space Is required) Property Policy Policy 1€13 UUM BKO148 Policy Period: 11/30/18-11/30/19 Carrier:Hartford Fire Insurance Company Leased/Rented Equipment: Limit:$1,500,000 Deductible:$5,000 BPP Limit/Deductible: $6,825,000/$5,000 See Attached... CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Evidence of Insurance AUTHORIZED REPRESENTATIVE ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016103) The ACORD name and logo are registered marks of ACORD AGENCY CUSTOMER ID: _ LOC#: A�® ADDITIONAL REMARKS SCHEDULE Page 1 of 1 AGENCY NAMED INSURED Arthur J.Gallagher Risk Management Services, Inc. Empire Telecom USA, LLC 1150 1st Avenue, Suite 600 POLICY NUMBER King of Prussia, PA 19406 CARRIER NAIC CODE EFFECTIVE DATE: ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: CERTIFICATE OF LIABILITY INSURANCE Environmental Insurance(Contractor's Pollution Liability) Policy#0311-0596 Policy Period: 11/30/2018-11/30/2019 Carrier:Allied World Assurance Company,Ltd. Occurrence/Aggregate:$5MM/5MM Hartford Fire Insurance Company Inland Marine Policy Eff Date: 11/30/18-Exp Date: 11/30/19 Policy#13 UUM BKO148 Installation Operations-LIMIT:$5,000,000/DEDUCTIBLE:$5,000 In Transit-LIMIT:$1,000,000/DEDUCTIBLE:$5,000 In Temporary Storage-LIMIT:$15,000,000/DEDUCTIBLE:$5,000 ACORD 101 (2008/01) ©2008 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD City of Northampton 212 Main Street, Northampton, MA 01060 Solid Waste Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111 , S 150A. Address of the work: 790 Florence Road, Northampton, MA The debris will be transported by: Empire Telecom, USA, LLC The debris will be received by: Environmental resource Return Corp. Building permit number: Name of Permit Applicant: Rebecca Rafferty Date Signature of Permit App scant The Commonwealth of Maqsachusetts Department of Industrial Accidents I Congress Street,Suite 100 Boston, MA 02114-2017 www mass.gov/dia 1t'orkers'Compensation insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILET)WITH THE PERMiTTMG AUTHORITY. Applicant Information PIS rtic Pant 1 eotht� Naive(Business/Organization/Individuttl):Empire Telecom USA,LLC Address: 16 Esquire Road City/State/Zip:Billerica,MA 01862 Phone#:617-639-4908 Are you an employer?Check the appropriate box: Type of project(required): 1.O 1 am a employer with 100 employees(full and/or part-time).' 7. New construction 2.Q 1 am a sole proprietor or partnership and have no employees working for me in any No capacity. workers'ca R. [�Remodeling i np.insurance required] 3.01 am a homeowner doing all work myself[No workers'comp.insurance required-1 r 9- ❑Demolition 4.❑1 am a homeowner and will be hiring contractors to conduct all work on my property.Y•xo n I will 1()❑Building addition ensure that all contractors either have workers'compensation insurance or arc sole 1 1.0 Electrical repairs or additions proprietors with no employees. 5C]1 am a general contractor and 1 have hired the sub-contractors listed on the attachedsheet. 12.0 Plumbing repairs or additions These subcontractors have employees and have workers'comp.insurance-' 13•nRoof repairs 6.0 we are a co 14.[✓ Other Wireless Site corporation and its officers have exercised their right of exemption per h1GL c. 152.§1(4),and we have no employees,f No workers'comp_insurance required.) eVeAmen Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy infosrnation. t Homeowners who submit this affidavit indicating they arc doing all work and then hire outside contractors must submit a new affidavit indicating such. :Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp,policy number. lam an employer that is providing workers'compensation insurance form}'employees. Below is the policy and job site information. Insurance Company Name:First Liberty Insurance Corporation Policy#or Self-ins.Lic.#: WC6-631-510650-018 _ Expiration Date: 11/30/2019 Job Site Address: City/State/Zip: Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MGL a 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains acrd penalties of perjury that the information provided above is true and correct Signature: _6.J �� Date Phone#:617-639-4908 Official use only. Do not write in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5. Plumbing Inspector 6.Other Contact Person: Phone#: