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Home My WebLink About190 BURNHAM STREET (2)Exhibit C Construction Drawings Exhibit D Structural Analysis Report 11 O Ft Monopole Tower Structural Analysis Project Number 150051.001.01, Order 552626, Revision 0 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 8.0.9.0 April 24, 2021 CCI BU No 806375 Page2 11 O Ft Monopole Tower Structural Analysis Project Number 150051.001.01, Order 552626, Revision O 1) INTRODUCTION This tower is a 110 ft. Monopole tower designed by Valmont IN January of 1991 . 2) ANALYSIS CRITERIA TIA-222 Revision: Risk Category: Wind Speed: Exposure Category: Topographic Factor: Ice Thickness: Wind Speed with Ice: Service Wind Speed: TIA-222-H II 125 mph C 1 2 in 50mph 60mph Table 1 -Proposed Equipment Configuration Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer (ft) I 109.0 2 Antel _J._ LPA-80063/4CF -4 Antel I LPA-80080/4CF I I 3 Commscope NHH-658-R2B I 3 Commscope NHHSS-65B-R2B 104.0 1 Raycap RVZDC-6627-PF-48 ' 108.0 ~--:Samsung Telecom. --3 MT6407-77A 3 RFV01U-D1A I L ---I Samsung Telecom. I 3 I Samsung Telecom. I RFV01U-D2A --1 -104.0 1 -Platform Mount [LP 715-1] - -- Table 2 -Other Considered Equipment Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer (ft) 9 Decibel DB844H90E-XY 97.0 97.0 2 GPS GPS -1 -Platform Mount [LP 715-1] -,--3 Argus Tech. LLPX310R 89.0 1 Dragonwave HORIZON COMPACT ~ 85.0 3 Samsung Telecom. WIMAX OAP HEAD ~ 1 Dragonwave A-ANT -18G -2-C ....__ 85.0 1 -Side Arm Mount [SO 101-3] tnxTower Report-version 8.0.9.0 April 24, 2021 CCI BU No 806375 Page3 Number Feed of Feed Line Lines Size (in) 7 1-5/8 1 1-1/2 Number Feed of Feed Line Lines Size (in) 12 7/8 I I I j 7 1 1/2 3 5/16 I 3 1/4 I 110 Ft Monopole Tower Structural Analysis Project Number 150051.001.01, Order 552626, Revision 0 3) ANALYSIS PROCEDURE Table 3 -Documents Provided I Document Tower Manufacturer Drawing Foundation Drawing Geotech Report Crown CAD Package 3.1) Analysis Method Reference I 262106 262107 262109 Date: 04/14/2021 I April 24, 2021 CCI BU No 806375 Page4 Source CCI Sites CCI Sites CCI Sites CCI Sites - tnxTower (version 8.0.9.0), 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. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) The tower and structures were maintained in accordance with the -TIA-222 standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. B+ T Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 -Section Capacity (Summary) !Section Elevation (ft) Component Size Critical P(K) SF•P_allow .,,. Pass/ Fail No. Type Element (K) Capacity L1 110-70 Pole TP25.53x15.53x0.25 1 -9.481 1143.410 54.9 Pass ---,---L2 70-34.083 Pole TP34.02x24.03x0.313 2 -15.126 1911 .770 64.1 I Pass L3 34.083-0 I Pole TP41.9x32.164x0.344 3 -23.888 2690.860 69.7 Pass -- I Summary r ---, ------Pole (L3) 69.7 Pass -I RATING= 69.7 Pass tnxTower Report -version 8.0.9.0 110 Ft Monopole Tower Structural Analysis Project Number 150051.001.01, Order 552626, Revision 0 Table 5 -Tower Component Stresses vs. Capacity I Notes Component Elevation (ft) 1 Anchor Rods Base 1 Base Plate Base 1 Base Foundation Base Structure Rating (max from all components) = Notes: % Capacity 52.4 35.0 64.2 April 24, 2021 CCI BU No 806375 Pages Pass/ Fail Pass Pass Pass 69.7% 1) See additional documentation in "Appendix C -Additional Calculations· for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Seciion 15.5. 3) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration . No modifications are required at this time. tnxTower Report -version 8.0.9.0 Exhibit E Mount Analysis Replacement Mount Structural Analysis Report (1) 12.50-ft Platform Executive Summary: April 30, 2021 Site ID: 468317-VZW I Burham St CT Page 12 The objective of this report is to determine the capacity of the antenna support mount at the subject facility for the final wireless telecommunications configuration, per the applicable codes and standards. Any modification listed under Sources of Information was assumed completed and was included in this analysis. This analysis is inclusive of the mount structure only and does not address the structural capacity of the supporting structure. This mounting frame was not analyzed as an anchor attachment point for fall protection. All climbing activities are required to have a fall protection plan completed by a competent person. Sources of Information: Document Type Remarks Radio Frequency Data Sheet (RFDS) Verizon RFDS Site ID: 323512, dated September 2, 2020 Mount Mapping Report Structural Components Site ID: 16231955, dated February 18, 2021 Failing Mount Analysis Report Maser Consulting Connecticut, Site ID: 21777001A, dated March 26, 2021 Mount Specification Drawings Site Pro 1 Part# RMQP-496-HK Analysis Criteria: Codes and Standards: ANSI/TIA-222-H Wind Parameters: Basic Wind Speed (Ultimate 3-sec. Gust), VuLr: Ice Wind Speed (3-sec. Gust): Design Ice Thickness: Risk Category: Exposure Category: Topographic Category: Topographic Feature Considered: Topographic Method: Ground Elevation Factor, Ke: Seismic Parameters: Ss: S1: Maintenance Parameters: Wind Speed (3-sec. Gust): Maintenance Live Load, Lv: Maintenance Live Load, Lm: Analysis Software: RISA-3D (V17) 117 mph 50 mph 1.50 in II C 1 N/A N/A 0.998 0.187 0.055 30 mph 250Ibs 500Ibs Replacement Mount Structural Analysis Report (1) 12.50-ft Platform Final Loading Configuration: April 30, 2021 Site ID: 468317-VZW I Burham St CT Page 13 The following equipment has been considered for the analysis of the mount: Mount Equipment Elevation Elevation Quantity Manufacturer Model Status (ft) (ft) 109.00 2 Amphenol Antel LPA-80063-4CF-EDIN-4 Retained 4 Antel LPA-80080/ 4CF 3 Samsung MT6407-77A 3 Commscope NHH-658-R28 104.00 3 ' Commscope NHHSS-658-R28T2 108.00 3 Samsung 82/866A RRH-8R049 Added 3 Samsung 85/813 RRH-8R04C 3 Samsung C8RS RRH -RT4401-48A 1 Raycap RVZDC-6627-PF-48 Standard Conditions: 1. All engineering services are performed on the basis that the information provided to Maser Consulting Connecticut and used in this analysis is current and correct. The existing equipment loading has been applied at locations determined from the supplied documentation. Any deviation from the loading locations specified in this report shall be communicated to Maser Consulting Connecticut to verify deviation will not adversely impact the analysis. 2. Mounts are assumed to have been properly fabricated, installed and maintained in good condition, twist free and plumb in accordance with its original design and manufacturer's specifications. Obvious safety and structural issues/deficiencies noticed at the time of the mount mapping and reported in the Mount Mapping Report are assumed to be corrected and documented as part of the PMI process and are not considered in the mount analysis. The mount analysis and the mount mapping are not a condition assessment of the mount. Proper maintenance and condition assessments are still required post analysis. 3. For mount analyses completed from other data sources (including new replacement mounts) and not specifically mapped by Maser Consulting Connecticut, the mounts are assumed to have been properly fabricated, installed and maintained in good condition, twist free and plumb in accordance with its original design and manufacturer's specifications. 4. All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. 5. The mount was checked up to, and including, the bolts that fasten it to the mount collar/attachment and threaded rod connections in collar members if applicable. Local deformation and interaction between the mount collar/attachment and the supporting tower structure are outside the scope of this analysis. 6. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. Maser Consulting Connecticut is not responsible for the conclusion, opinions, and recommendations made by others based on the information supplied. Replacement Mount Structural Analysis Report (1) 12.50-ft Platform April 30, 2021 Site ID: 468317-VZW I Burham St CT Page 14 7. Structural Steel Grades have been assumed as follows, if applicable, unless otherwise noted in this analysis: o Channel, Solid Round, Angle, Plate o HSS (Rectangular) o Pipe o Threaded Rod o Bolts ASTM A36 (Gr. 36) ASTM 500 (Gr. 8-46) ASTM A53 (Gr. 8-35) F1554 (Gr. 36) ASTM A325 Discrepancies between in-field conditions and the assumptions listed above may render this analysis invalid unless explicitly approved by Maser Consulting Connecticut. Analysis Results: Component Utilization % Pass/Fail Face Horizontal 23.2% Pass Standoff Horizontal 21.4% Pass Platform Crossmember 14.6% Pass Mount Pipe 82.8% Pass Corner Plate 25.2 % Pass Grating Support 15.7% Pass Cross Arm Plate 30.1% Pass Support Rail 59.0% Pass Support Rail Corner 77.7% Pass Kicker 11.4% Pass Mount Connection 19.5 % Pass Structure Rating -(Controlling Utilization of all Components) 82.8% Recommendation: The proposed mount is SUFFICIENT for the final loading configuration and do not require modifications. ANSI/ASSP rigging plan review services compliant with the requirements of ANSI/TIA 322 are available for a Construction Class IV site or other, if required. Separate review fees will apply. Attachments: 1. Specification Drawings 2. Mount Mapping Report (for reference only) 3. Analysis Calculations 4. Contractor Required Post Installation Inspection (PMI) Report Deliverables 5. Antenna Placement Diagrams 6. TIA Adoption and Wind Speed Usage Letter Exhibit F Power Density/RF Emissions Report 1 I I .. Site Name: BURNHAM ST CT Cumulative Power Density Operating Number of ERP Per Distance to Calculated Maximum Fraction of Operator Total ERP Power Permissible Frequency Trana. Trana. Target Density Exposure* MPE (MHz) (watts) (watts) (feet) (mW/cmA2) (mW/cmA2) (%) VZW700 751 4 679 2716 108 0.0084 0.5007 1.67% VZWCDMA 869 2 401 802 108 0.0025 0.5793 0.43% VZWCellular 869 4 689 2756 108 0.0085 0.5793 1.47% VZWPCS 1980 4 1486 5944 108 0.0183 1.0000 1.83% VZWAWS 2125 4 1652 6608 108 0.0204 1.0000 2.04% VZWCBAND 3730 4 6531 26124 108 0.0805 1.0000 8.05% VZWCBRS 3625 4 12 48 108 0.0001 1.0000 0.01% Total Percentage of Maximum Permissible Exposure *Guidelines adopted by the FCC on August 1, 1996, 47 CFR Part 1 based on NCRP Report 86, 1986 and generally on ANSI/IEEE C95.1-1992 **Calculation includes a -10 dB Off Beam Antenna Pattern Adjustment pursuant to Attachments Band C of the Siting Council's November 10, 2015 Memorandum for Exempt Modification filings MHz = Megahertz mW/cm"2 = milliwatts per square centimeter ERP = Effective Radiated Power Absolute worst case maximum values used. INSPECTION FIELD SHEET 05/13/11 08:13:13 Printed by Peart, Dayshell INSPECTION: 39094 FOOTING LOCATION: 190 BURNHAM STREET SOUTH WINDSOR PROPERTY ID: 15600190 OWNER: BURNHAM STREET LLC CONTRACTOR: REQUEST BY: PERMIT: STATUS: APPLICATION: 201100324 DESCRIPTION: BRING KITCHEN UP TO CODE. INSTALL FRP ON WALL. NEW CEILING WORK ORDER: INSPECTOR: ROSE REQUESTED: SCHEDULED: UNPAID FEES: COMMENTS: ALL INSPECTIONS: INSPECTED INSPECTOR 05/13/11 ROSE 05/13/11 ROSE 05/13/11 ROSE 05/13/11 ROSE 05/13/11 ROSE 04/13/01 DOUG 05/06/11 DOUG 04/29/11 SUMM 04/29/11 SUMM 05/05/11 ROY .00 RESULT N/A N/A N/A N/A N/A PASS PASS PASS PASS PASS RESULT: PRIORITY: N/A 05/13/11 Date COMPLETED: TIME: TRAVEL Time ONSITE INSP B002 B003 B004 BOOS B006 B009 BOlO F020 F040 V035 DESCRIPTION FOUNDATION FRAMING (ROUGH) INSULATION FIREPLACE/ CHIMNEY WOOD/ GAS STOVE OTHER FINAL FM HOOD EXTINGUISH SYSTEM CO -FIRE MARSHAL INSPECTION HEALTH FINAL INSPECTION FIELD SHEET Printed by Peart, Dayshell INSPECTION: 32883 FOOTING PERMIT 09/14/10 11:08:54 STATUS APPLICATION 201000811 LOCATION: 190 BURNHAM STREET SOUTH WINDSOR PROPERTY ID: 15600190 OWNER: GLASSMAN ABRAHAM & BEVERLY TRUSTEES CONTRACTOR: DESCRIPTION: ADD ANTENNAS ABD EQUIPMENT TO EXISTING TOWER WORK ORDER: INSPECTOR: DOUG REQUESTED: SCHEDULED : UNPAID FEES: COMMENTS: ALL INSPECTIONS: INSPECTED INSPECTOR 08/30/10 DOUG 08/30/10 DOUG 08/30/10 DOUG 08/30/10 DOUG 08/30/10 DOUG 08/30/10 DOUG 08/30/10 DOUG 08/16/10 ROSE 07/22/10 ROSE 07/28/10 ROSE .00 RESULT N/A N/A N/A N/A N/A N/A N/A PASS PENDING PASS RESULT: COMPLETED: N/A 08/30/10 Date TIME: TRAVEL Time ONSITE INSP B002 B003 B004 BOOS B006 B009 BOlO BOlO EOOl EOOl DESCRIPTION FOUNDATION FRAMING (ROUGH) INSULATION FIREPLACE/ CHIMNEY WOOD/ GAS STOVE OTHER FINAL FINAL ELECTRIC SERVICE ELECTRIC SERVICE 11 0 Ft Monopole Tower Structural Analysis Project Number 308725, Application 91527, Revision 1 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2 -Existing and Reserved Antenna and Cable Information Table 3 -Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 -Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 -Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A RISATower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations RISATower Report -version 5.3.1.0 December 17, 2009 CCI BU No 806375 Page2 11 0 Ft Monopole Tower Structural Analysis Project Number 308725, Application 91527, Revision 1 Table 3 -Design Antenna and Cable Information Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer (ft) 107 107 I 4 -I PD10017's ! -100.5 -r r -----100.5 12 -PD1132's --- 3) ANALYSIS PROCEDURE Table 4 -Documents Provided I Document Remarks Reference 4-GEOTECHNICAL REPORTS EDP/TRIGGS 262109 4-TOWER FOUNDATION . -fl 7--DRAWINGS/DESIGN/SPECS Leinweber & Assoc. 262107 ' 4-TOWER MANUFACTURER l DRAWINGS Valmont I 262106 - ---------- 3.1) Analysis Method December 17, 2009 CCI BU No 806375 Page4 Number Feed of Feed Line Lines Size (in) -I - - Source CCISITES T ~c1s1~;s I CCISITES -- RISATower (version 5.3.1.0), 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 in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA-222-F. 5) The base plate grout was not considered in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 -Section Capacity (Summary) Section Elevation (ft) Component Size Critical p (K) SF*P_allow % Pass /Fall No. Type Element (K) Capacity L1 110-70 Pole TP25.53x15.53x0.25 1 -6.48 1016.11 61.9 Pass L2 70 • 34.0833 Pole TP34.02x24.03x0.3125 2 -11.20 1698.94 71.3 Pass L3 34.0833 -0 Pole TP41.9x32.1645x0.3438 3 -18.49 2385.98 73.1 Pass Summary Pole (L3) 73.1 Pass I RATING= 73.1 Pass Table 6-Tower Component Stresses vs. Capacity-LC1 RISATower Report -version 5.3.1.0 110 Ft Monopole Tower Structural Analysis Project Number 308725, Application 91527, Revision 1 I Notes Component Elevation (ft) 1 Anchor Rods 0 1 1 BasePl~te 0 1,2 I Base Foundation 0 Structure Rating (max from all components) = Notes: % Capacity 59.3 42.6 75.0 December 17, 2009 CCI BU No 806375 Page5 Pass / Fail Pass Pass Pass 75% 1) See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the% capacity consumed. 2) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. RISATower Report -version 5.3.1.0 110 Ft Monopole Tower Structural Analysis Project Number 308725, Application 91527, Revision 1 RISATower Report -version 5.3.1.0 APPENDIX A RISA TOWER OUTPUT December 17, 2009 CCI BU No 806375 Page 6 RISATower Job Page BU #806375 1 of 11 Project Date Cro11111 Castle USA Inc. 2()()() Corporate Dril'e 15:37:37 12/17/09 Ca,ro11sburg. PA /5317 Client Designed by Pho,re: (724) 416-21179 Crown Castle FAX: (724) 4/6-4879 Tower Input Data There is a pole section. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Tower is located in Hartford County, Connecticut. Basic wind speed of 80 mph. Nominal ice thickness of0.5000 in. Ice density of 56 pcf. A wind speed of 69 mph is used in combination with ice. Deflections calculated using a wind speed of50 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.333. tstyran Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments -Legs Consider Moments -Horizontals Consider Moments -Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors -Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are Al Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combinauon Section Elevation Section le,rgth ft Ji LI 110.00-70.00 40.00 L2 70.00-34.08 39.92 L3 34.08-0.00 3900 Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appun. Autocalc Torque Arm Areas SR Members Have Cut Ends Son Capacity Repons By Component Triangulate Diamond Inner Bracing Treat Feedline Bundles As Cylinder Use ASCE IO X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA R Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Gin At Foundation ✓ Consider Feedlme Torque Include Angle Block Shear Check Poles ✓ Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Splice Number Top 80110m Wall Be,rd Pole Grade le,rgth of Diameter Diameter Thickness Radius r, Sides i,r i,r in in 4.00 12 15.5300 25.5300 0.2500 1.0000 A572-65 (65 ksi) 4.92 12 24.0300 34.0200 0.3125 1.2500 A572-65 (65 ksi) 12 32.1645 41.9000 0.3438 1.3750 A572-65 65 ksi Tapered Pole Properties RISATower Job Page BU #806375 2 of 11 Project Date Cro11111 Cosde USA /11c. 20()(} Corporate Drive 15:37:3712/17/09 Canonsburg. PA 15317 Client Designed by Phone: (724) 416-2/J79 Crown Castle FAX: (724) 416-4H79 Section Tip Dia. Area I r C /IC J 1119 w wit in in1 in4 in in in1 in4 in in LI 16.0778 12.3004 366.5658 5.4702 8.0445 45.5670 742.7616 6 0539 3.4920 13.968 26.4306 20.3504 1660.0189 9.0502 13 2245 125.5256 3363.6484 10 0158 61720 24.688 L2 25.9141 23.8657 1713.5571 8.4909 12.4475 137.6623 3472.1312 11.7460 5.6025 17.928 35.2201 33.9182 4918.9394 12.0673 17.6224 279.1306 9967.1048 16.6935 8.2799 26.496 L3 34.5698 35.2216 4552.1411 11.3918 16.6612 273.2179 9223.8721 17.3350 7.6988 22.397 43.3781 45.9976 10138.9640 14.8771 21.7042 467.1429 20544.2898 22.6386 10.3080 29.987 Tower Elei·ation Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle LI 110.00-70.00 L2 70 00-34.08 L3 34 08-0.00 Area (per face) r' Thickness A1 Factor A, in S1i1ch Boll S1i1ch Boll Spacing Spacing Diagonals Horizon1als in in Feed Line/Linear Appurtenances -Entered As Area Descriplion Face Allow Component Placemen/ To1al C,.A, Weigh/ or Shield Type Number le I ;' I kif 1 IJ7-50A(l-5/8") C No Inside Pole 108.00-0 00 15 No Ice 0.00 000 1/2" Ice 0.00 000 AL7-50( I 5/8") C 0 CaAa(Out Of 108.00-0 00 2 No Ice 000 000 Face) 1/2" Ice 0.00 0.00 AL7-50(1 5/8") C No CaAa (Out Of I 08.00 - 0.00 No Ice 0.20 0.00 Face) 1/2" Ice 0.30 0.00 LDF5-50A(7/8") B No Inside Pole 97.00-0.00 II No Ice 0.00 0.00 1/2" Ice 0.00 0.00 FSJ l-50A(l /4") C No CaAa(Out Of 86.00-0.00 3 No Ice 0.00 0.00 Face) 1/2" Ice 0.00 0.00 FSJ4-50B( 1/2") C No CaAa(OutOf 86.00-0.00 No Ice 0.00 0.00 Face) 1/2" Ice 0.00 0.00 FSJ4-50B( I /2") C No CaAa(Out Of 86.00-0 00 3 No Ice 0.05 0.00 Face) 1/2" Ice 0.15 0.00 HJ4.5-50(5/8") C No CaAa(OutOf 86.00-0.00 3 No Ice 0.00 000 Face) 1/2" Ice 0.00 0.00 9207(5/16") C No CaAa(Out Of 86.00-0.00 No Ice 0.00 0.00 Face) 1/2" Ice 0.00 0.00 Feed Line/Linear Appurtenances Section Areas Tower Tower Face A, A, C,.A, C,.AA Weigh1 Sec1ion Elevation In Face Out Face I ;1 ;1 ;1 ;1 K LI 110.00-70.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.10 C 0.000 0.000 0.000 9.944 0.69 L2 70.00-34.08 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.13 C 0.000 0.000 0.000 12.643 0.71 L3 34.08-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.12 tstyran RISATower Job Page BU #806375 3 of 11 Crow11 Castle USA Inc. Project Date 2(){)() Corporate Drive 15:37:37 12/17/09 Canonsburg, PA /5317 Client Designed by Phone: (724) 4/6-2879 Crown Castle tstyran FAX: (724) 4/6-4879 Tower Tower Face A• A, C,.AA C,A, Weight Section E/el'Otion Ill Face Out Face t r i' i' i' K C 0.000 0000 0.000 11 997 0.67 Feed Line/Linear Aeeurtenances Section Areas -With Ice To·wer Tower Face Ice A, A, C,.A, C . .A., Weight Section Elevation or Thick11ess In Face Out Face I!. leg_ in [! [! [! rr K LI 11000-70.00 A 0500 0.000 0.000 0.000 0.000 000 8 0000 0.000 0.000 0.000 0.10 C 0.000 0000 0.000 18.544 0.97 L2 70.00-34.08 A 0.500 0000 0.000 0.000 0.000 0.00 8 0.000 0.000 0.000 0.000 0.13 C 0.000 0.000 0000 27.0IO 1.12 L3 34.08-0.00 A 0 500 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.12 C 0000 0000 0.000 25 631 I 06 Feed Line Center of Pressure Section Elevation CP, CP, CPr CP, Ice Ice t in in ill in LI 1 I0.00-70.00 -0 2949 0.1702 -0.4860 0.2806 L2 70 00-34 08 -0.4000 0.2310 -0.7293 0.4211 L3 34 08-0.00 -04111 0.2374 -0.7715 0.4454 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement C_,A, C_,A, Weight or Type Hon Adjustment Fro/II Side Leg Lateral Vert ft ft fl fl K ft •• (2) DB948F85T2E-M w/ A From Leg 4.00 0.0000 108.00 Noice 2.13 4.45 0.D3 Mount Pipe 0.00 1/2" Ice 2.49 5.12 0.06 1.00 BXA-70063/6CFx2 w/ Mount A From Leg 4.00 0.0000 108.00 No Ice 7.97 5.40 0.04 Pipe 000 1/2" Ice 8.61 6.55 0.10 1.00 (2) LPA-80080/4CF w/ A From Leg 4.00 0.0000 108.00 Noice 2.86 7.23 0.03 Mount Pipe 0.00 1/2" Ice 3.22 7.92 0.D7 1.00 (2) DB948F85T2E-M w/ B From Leg 4.00 0.0000 108.00 No Ice 2.13 4.45 0.03 Mount Pipe 0.00 1/2" Ice 2.49 5.12 0.06 1.00 BXA-70063/6CFx6 w/ Mount B From Leg 4.00 0.0000 108.00 No Ice 7.97 5.40 0.03 RISATower Job Page BU #806375 4 of 11 Crown Castle USA Inc. Project Date 2000 Corporate Drfre 15:37:37 12/17/09 Canonsburg. PA 15317 Client Designed by Phone: (724) 416-2879 Crown Castle tstyran FAX: (724) 416--4879 Description Face Offiet Offiets: Azimuth Placeme/11 C,A, C,A, Weight or Type Horz Adjustment From Side Leg Lateral Verr Ji Ji fr fr K Ji fi Pipe 0.00 1/2" Ice 8.61 6.55 0.08 1.00 (2) LPA-80080/4CF w/ B From Leg 4.00 00000 108.00 No Ice 2.86 7.23 0.03 Mount Pipe 0.00 1/2" Ice 3.22 7.92 0.07 1.00 (2) DB948F85T2E-M w/ C From Leg 400 0.0000 108 00 No Ice 2.13 4.45 O.oJ Mount Pipe 0.00 1/2" Ice 2.49 512 0.06 1.00 BXA-70063/6CFx6 w/ Mount C From Leg 4.00 0.0000 108.00 No Ice 7.97 5.40 0.03 Pipe 0.00 1/2" Ice 8.61 6.55 0.08 1.00 (2) LPA-80063/4CF w/ C From Leg 4.00 0.0000 108.00 No Ice 7.25 7.26 0.04 Mount Pipe 000 1/2" Ice 7.72 7.96 0.10 1.00 Platform Mount (LP 101-1 ) C None 0.0000 108.00 No Ice 36.21 36.21 1.50 1/2" Ice 42 82 42.82 2.30 •• (3) ALP 9212-N w/ Mount A From Leg 4.00 0.0000 97 00 No Ice 6.02 7.05 0.04 Pipe 0.00 1/2" Ice 6.51 7.83 0.09 0.00 (3) ALP 9212-N w/ Mount B From Leg 4.00 0.0000 97 00 No Ice 6.02 7.05 0.04 Pipe 0.00 1/2" Ice 6.51 7 83 009 0.00 TIMING2000 B From Leg 4.00 0.0000 97.00 No Ice 0.13 0.13 0.00 000 1/2" Ice 0.18 0.18 000 000 (3) ALP 9212-N w/ Mount C From Leg 4.00 00000 97 00 No Ice 6.02 7.05 0.04 Pipe 0.00 1/2" Ice 6.51 7.83 0.09 0.00 TIMING2000 C From Leg 4.00 0.0000 97.00 No Ice 0.13 013 000 0.00 1/2" Ice 0.18 0.18 0.00 0.00 Platform Mount (LP 101-1) C None 0.0000 97 00 No Ice 36.21 36.21 1.50 1/2" Ice 42.82 42.82 2.30 •• LLPXJIOR w/ Mount Pipe A From Leg 3.00 00000 8600 No Ice 5 07 2.98 0.05 0.00 1/2" Ice 5.48 3.53 0.08 1.00 HORIZON COMPACT A From Leg 3.00 0.0000 86.00 No Ice 0 84 0.43 0.01 0.00 1/2" Ice 0.97 0.52 0.02 -4.00 WIMAX DAP HEAD A From Leg 3.00 0.0000 86.00 No Ice 1.80 0.78 0.03 0.00 1/2" Ice 1.99 0.92 0.04 1.00 LLPX3 I OR w/ Mount Pipe B From Leg 3.00 0.0000 8600 No Ice 5.07 2.98 0.05 0.00 1/2" Ice 5.48 3.53 0.08 1.00 HORIZON COMPACT B From Leg 3.00 00000 86.00 No Ice 0 84 0.43 0.01 0.00 1/2" Ice 0.97 0.52 0.02 -4.00 WIMAX DAP HEAD B From Leg 3.00 0.0000 86.00 Noice 1.80 0.78 O.oJ 0.00 1/2" Ice 1.99 0.92 0.04 1.00 LLPXJ I OR w/ Mount Pipe C From Leg 3.00 0.0000 86.00 Noice 5.o7 2.98 0.05 0.00 1/2" Ice 5 48 3.53 0.08 1.00 HORIZON COMPACT C From Leg 3.00 0.0000 86.00 No Ice 0.84 0.43 o.oi RISATower Job Crown Castle USA Inc. Project 2()()() Corporate Drive Canonsburg. PA 15317 Client Phone: (724) 4/6-2879 FAX: (724) 4/6-41179 Description Face Offset or Type Leg TIMING2000 C From Leg WIMAX DAP HEAD C From Leg T-Ann Mount fTA 702-3] C None Description Face Dish or Type Leg A-ANT-I 8G-2-C A Paraboloid w/o Radome A-ANT-I 8G-2-C B Paraboloid w/o Radome A-ANT-18G-2-C C Paraboloid w/o Comb. No. I 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 Radome Dead Only Dead+Wind O deg -No Ice Dead+Wind 30 deg -No Ice Dead+Wind 60 deg -No Ice Dead+Wind 90 deg -No Ice Dead+Wind 120 deg-No Ice Dead+Wind 150 deg -o Ice Dead+Wind 180 deg -No Ice Dead+Wind 210 deg -No Ice Dead+Wind 240 deg -No Ice Dead+Wind 270 deg -No Ice Dead+Wind 300 deg -No Ice Dead+Wind 330 deg -No Ice Dead+Ice Dead+Wind O deg+Ice Dead+Wind 30 deg+lce Offset Type From Leg From Leg From Leg Page BU #806375 5 of 11 Date 15:37 :37 12/17 /09 Designed by Crown Castle tstyran Offsets: Azimuth Placement C,,A, C,A, Weight Hon Adjustment Front Side Lateral Vert ft ft fr fr K ft t 0.00 1/2" Ice 0.97 0.52 0.02 -4.00 3.00 0.0000 86.00 No Ice 0.13 0.13 0.00 0.00 1/2" Ice 0.18 0.18 0.00 1.00 3.00 0.0000 86.00 No Ice I 80 0.78 0.03 000 1/2" Ice 199 092 0.04 1.00 00000 8600 No Ice 5 64 5.64 0.34 1/2" Ice 6.55 6.55 0.43 Dishes Offsets: Azimuth 3d8 Elevation Outside Aperture Weight Hon Adjustment Beam Diameter Area Lateral Width Vert I . t ft i1 K 3.00 0.0000 86.00 2.17 No Ice 3.72 0.oJ 0.00 1/2" Ice 4 01 0.03 -4.00 3.00 0.0000 86.00 2.17 No Ice 3.72 0.oJ 000 1/2" Ice 4.01 0.oJ -4.00 3.00 0.0000 86.00 2.17 No Ice 3.72 0.oJ 0.00 1/2" Ice 401 0.oJ -4.00 Load Combinations Description Comb. No. 17 18 19 20 21 22 23 24 25 26 27 28 29 JO 31 32 33 34 35 36 37 38 RISATower Crown Castle USA Inc. 2000 Corporate Drfre Ca11011sburg, PA 15317 Phone: (TU) 4/6-2/J79 FAX: (724) 416-4X79 Dead+Wind 60 deg+lce Dead+Wind 90 deg+lce Dead+Wmd 120deg+lce Dead+Wind 150 deg+lce Dead+Wind 180 deg+lce Dead+Wind 210 deg+lce Dead+Wind 240 deg+lce Dead+Wind 270 deg+lce Dead+Wind 300 deg+lce Dead+Wmd 330 deg+lce Dead+Wind O deg• Service Dead+Wind 30 deg• Service Dead+Wmd 60 deg• Service Dead+Wind 90 deg• Service Dead+Wind 120 deg• erv1ce Dead+Wind 150 deg• Service Dead+Wind 180 deg• Service Dead+Wmd 210 deg• Service Dead+Wind 240 deg• Service Dead+Wind 270 deg• Service Dead+Wmd 300 deg• Service Dead+Wind 330 deg• Service Job Project Client Section Elel'ation No. ft Component Type LI 110-70 L2 70 • 34.0833 L3 34.0833 -0 location Pole Pole Pole Condition Gov. load Comb. BU #806375 Crown Castle Description Maximum Member Forces Condition Go,•. Force Load Comb. K Max Tension 24 0.00 Max. Compression 14 -10.89 Max. Mx II -6.49 Max. My 2 -6.51 Max. Vy II -12.19 Max. Vx 2 -12.10 Max. Torque 20 Max Tension I 0.00 Max. Compression 14 -16.35 Max. Mx II -11.21 Max. My 2 -11.22 Max. Vy II -15.23 Max. Vx 2 -15.14 Max. Torque 20 Max Tension I 0.00 Max. Compression 14 -24.57 Max. Mx II -18.49 Max. My 2 -18.49 Max. Vy II -18.77 Max. Vx 2 -18.68 Max. Torque 20 Maximum Reactions Vertical K Horizontal, X K Major Axis Moment kipfl -0.00 0.53 303.15 -5. I 5 303.15 -5.15 000 1.07 782 90 -10.33 782.90 -10.33 0.00 1.87 1444.92 -15.95 1444.92 -15.95 Horizontal, Z K Page 6 of 11 Date 15:37:37 12/17 /09 Designed by tstyran Minor Axis Moment kip-ft 0.00 -0.24 -4.48 297.50 -4.48 297.50 -0.15 000 -0.56 -6 22 773.66 -6.22 773.66 -0.33 0.00 -1.02 -8.13 1431.69 -8.13 1431.69 -0.58 RISATower Job Page BU #806375 7 of 11 Crow11 Castle USA Inc. Project Date 20()() Corporate Drive 15:37:37 12/17/09 Canonsburg. PA /5317 Client Designed by Phone: (724) 416-2879 Crown Castle tstyran FAX: (724) 4/6-4879 location Condition Gov. Vertical Horizontal. X Horizontal. Z load K K K Comb. Pole Max Vert 24 24.57 1607 -0 03 Max. H, II 18.50 18.76 -0 04 Max. H, 2 18.50 -0.15 18 66 Max. M, 2 1431.69 -0.15 1866 Max. M, 5 1443.89 -18 76 0 25 Max. Torsion 26 0.58 8.01 13.70 Mm. Vert I 18.50 0.00 000 Mm.H, 5 18 50 -18 76 0.25 Mm.H, 8 18.50 015 -18 62 Min.M, 8 -1428.59 0.15 -18.62 Mm.M, II -1444.92 18 76 -0 04 Mm. Torsion 20 -0.58 -7.86 -13.79 Tower Mast Reaction Summary load Vertical Shear, Shear, Overlllrning O.•erturning Torque Combination Moment,M, Moment, M, K K K kie_-f!. kie_-f!. kie_-f!. Dead Only 18.50 0.00 0.00 025 0.50 0.00 Dead+Wmd O deg -No Ice 18 50 0.15 -18.66 -1431 69 -15.95 -0.32 Dead+Wind 30 deg-No Ice 18.50 9.59 -16.12 -1238.11 -743.38 -0.18 Dead+Wmd 60 deg-No Ice 18.50 16.35 -9.44 -728 14 -1261.10 0.02 Dead+Wmd 90 deg -No Ice 18.50 18.76 -0.25 -24.80 -1443.89 0.21 Dead+Wmd 120 deg-No Ice 18.50 16.24 9.20 701 97 -1247.82 0.34 Dead+Wind 150 deg -No Ice 18.50 9.16 16.07 1230.80 -700.02 0.38 Dead+Wind 180 deg -No Ice 18.50 -0.15 18.62 1428.59 16.98 0.33 Dead+Wind 210 deg -No Ice 18.50 -942 16 22 1247 20 729.54 0.19 Dead+Wmd 240 deg -No Ice 18.50 -16.38 9.46 730.45 1265.26 -0.02 Dead+Wind 270 deg -No Ice 18 50 -18.76 0.04 8 13 1444.92 -0 22 Dead+Wmd 300 deg -No Ice 18 50 -16.20 -9.18 --099.66 1245.72 -0.35 Dead+Wind 330 deg -No Ice 18.50 -9.34 -15.97 -1221.70 715.93 -0.38 Dead+lce 24.57 000 0.00 I 02 1.87 0.00 Dead+Wmd O deg+lce 24.57 0.11 -16.00 -1239.80 -10.91 -0.49 Dead+Wmd 30 deg+lce 24.57 8.20 -13.82 -1071.84 --040.42 -0.28 Dead+Wmd 60 deg+lce 24.57 14.00 -8.08 --02899 -1089.34 0.02 Dead+Wind 90 deg+lce 24.57 16.07 -0.20 -18.80 -1248.39 0.31 Dead+Wmd 120 deg+lce 24.57 13.91 7.90 610.36 -1079.10 0.51 Dead+Wind 150 deg+Jce 24.57 7.86 13.79 1068.15 -606.07 0.58 Dead+Wmd 180 deg+lce 24.57 -0.11 15.97 1238.94 14.74 0.50 Dead+Wind 210 deg+lce 24.57 -8.06 13.90 1080.94 632.10 0.28 Dead+Wind 240 deg+lce 24.57 -14.03 8.10 632.55 1095.72 -0.02 Dead+Wind 270 deg+lce 24.57 -16.07 0.03 6.85 1252.22 -0.31 Dead+Wind 300 deg+lce 24.57 -13.88 -7.88 -606.80 1080.38 -0.52 Dead+Wind 330 deg+lce 24.57 -8.01 -13.70 -1059.05 622.06 -0.58 Dead+Wind O deg-Service 18.50 0.06 -7.29 -559.53 -5.92 -0.13 Dead+Wind 30 deg -Service 18.50 3.75 -6.30 -483.86 -290.30 -0.07 Dead+Wmd 60 deg-Service 18.50 6.39 -3.69 -284.50 -492.70 0.01 Dead+Wind 90 deg -Service 18.50 7.33 -0.10 -9.54 -564.14 0.08 Dead+Wind 120 deg-erv1ce 18.50 6.34 3.60 274.57 -487.48 0.13 Dead+Wind 150 deg -Service 18.50 3.58 6.28 481.29 -273.33 0.15 Dead+Wind 180 deg -Service 18.50 -0.06 7.27 558.62 6.96 0.13 Dead+Wind 2 IO deg -Service 18.50 -3.68 6.34 487.73 285.52 0.07 Dead+Wind 240 deg -Service 18.50 --0.40 3.69 285.72 494.96 -0.01 Dead+Wind 270 deg -Service 18.50 -7.33 0.02 3.33 565.18 -0.08 Dead+Wind 300 deg -Service 18.50 --0.33 -3.59 -273.35 487.30 -0.13 Dead+Wind 330 d9l -Service 18.50 -3.65 --0.24 -477.43 280.18 -0.15 RISATower Job Page BU #806375 8 of 11 Crown Castle USA Inc. Project Date 2000 Corporare Drive 15:37:37 12/17/09 Canonsburg, PA /5317 Client Designed by Phone: (724) 4/6-2879 Crown Castle tstyran FAX: (724) 416-41179 Solution Summary Sum of Applied Forces Sum of Reacrions Load PX PY Pl PX PY Pl %Error Comb. K K K K K K I 0.00 -18.50 0.00 0.00 18.50 0.00 0.000% 2 0.15 -18.50 -18.66 -0.15 18.50 18.66 0.000% 3 9.59 -18.50 -16.12 -9 59 18.50 16.12 0000% 4 16.35 -18.50 -9.44 -16.35 18.50 9.44 0 000°/o 5 18.76 -18.50 -0.25 -18 76 18 50 0.25 0.000°/o 6 16.24 -18.50 9.20 -16.24 18.50 -9.20 0.000°/o 7 9.16 -18.50 16.07 -9 16 18.50 -16.07 0000°/o 8 -0.15 -18 50 18.62 015 18.50 -18.62 0.000°/o 9 -9.42 -18.50 16.22 9.42 18.50 -16.22 0.000°/o 10 -16.38 -18.50 9.46 16.38 18.50 -946 0000% II -18.76 -18 50 0.04 18 76 18.50 -0 04 0000% 12 -16.20 -18.50 -9.18 16.20 18.50 9.18 0.000% 13 -9.34 -18.50 -15.97 9.34 18.50 15.97 0.000% 14 0.00 -24.57 0.00 0.00 24.57 0.00 0.000% 15 0 I I -24.57 -16.00 -0 11 24.57 16.00 0.000% 16 8.20 -24.57 -13.82 -8 20 24.57 13.82 0.000% 17 14.00 -24.57 -8.08 -14.00 24.57 8.08 0.000% 18 16.07 -24.57 -0.20 -16 07 24.57 0.20 0.000% 19 13.91 -24.57 7.90 -13.91 24.57 -7.90 0.000% 20 7 86 -24 57 13.79 -7.86 24.57 -13.79 0.000% 21 -0.11 -24.57 15.97 0.11 24.57 -15.97 0.000°/o 22 -8.06 -24.57 13.90 8.06 24.57 -13.90 0.000°/o 23 -14.03 -24.57 8.10 14.03 24 57 -8.10 0.000% 24 -16.07 -24.57 0.03 16.07 24.57 -0.03 0.000% 25 -13.88 -24.57 -7.88 13.88 24.57 7.88 0.000% 26 -8.01 -24 57 -13 70 8 01 24.57 13.70 0.000% 27 0.06 -18.50 -7.29 -0.06 18.50 7.29 0.000% 28 3.75 -18.50 -6.30 -3 75 18.50 6.30 0.000% 29 6.39 -18.50 -3.69 -6.39 18.50 3.69 0.000% 30 7.33 -18 50 -0.10 -7.33 18.50 0.10 0.000% 31 6.34 -18.50 3.60 -6.34 18.50 -3 .60 0.000% 32 3.58 -18.50 6.28 -3.58 18.50 -6.28 0.000% 33 -0.06 -18 50 7.27 0.06 18.50 -7 .27 0.000% 34 -3.68 -18.50 6.34 3.68 18.50 -6.34 0.000% 35 -6.40 -18.50 3.69 6.40 18.50 -3 69 0.000% 36 -7.33 -18.50 0.02 7.33 18.50 -0 02 0.000% 37 -6.33 -18 50 -3 59 6 33 18.50 3.59 0.000% 38 -3.65 -18.50 -6.24 3.65 18.50 6.24 0.000% Non-Linear Convergence Results Load Com•erged? Number Displacemenr Force Combinarion o{Cycles Tolerance Tolerance I Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0. 000063 72 3 Yes 5 0.00000001 0.00008898 4 Yes 5 0.00000001 0.00008939 5 Yes 4 0.00000001 0.00011863 6 Yes 5 0.00000001 0.00008585 7 Yes 5 0.00000001 0.00008279 8 Yes 4 0.00000001 0.00015253 RISATower Job Page BU #806375 9 of 11 Crown Castle USA Inc. Project Date 2000 Corporate Dri,•e 15:37:37 12/17/09 Canonsburg, PA /53/7 Client Designed by Phone: (724) 4/6-21179 Crown Castle tstyran FAX: (724) 4/6-41179 9 Yes 5 0.00000001 0.00008899 10 Yes 5 0 0000000 I 0.00009005 II Yes 4 0.00000001 0.00009816 12 Yes 5 000000001 0.00008394 13 Yes 5 0.00000001 0 00008551 14 Yes 4 0.00000001 0.00000001 15 Yes 4 000000001 0 00013884 16 Yes 5 0.00000001 0.00021303 17 Yes 5 0.00000001 0.00021512 18 Yes 4 0.00000001 0.00016990 19 Yes 5 0.00000001 0.00020689 20 Yes 5 000000001 0.00019602 21 Yes 4 0.00000001 0.00029995 22 Yes 5 0.00000001 000021600 23 Yes 5 0.00000001 0.00021879 24 Yes 4 0.00000001 0.00021435 25 Yes 5 0.00000001 0.00019997 26 Yes 5 0.00000001 0.00020602 27 Yes 4 000000001 0.00001641 28 Yes 4 0.00000001 0 00032846 29 Yes 4 0.00000001 0.00033263 30 Yes 4 0.00000001 0.00001741 31 Yes 4 0.00000001 0.00031547 32 Yes 4 0.00000001 0.00029525 33 Yes 4 0.00000001 000002644 34 Yes 4 0.00000001 0.00033211 35 Yes 4 000000001 0.00033790 36 Yes 4 0.00000001 0.00002134 37 Yes 4 000000001 0.00030209 38 Yes 4 0.00000001 0.00031266 Maximum Tower Deflections -Service Wind Section Ele,•ation Hon. Gov. Tilt Twist No. Deflection load t in Comb. LI 110-70 22 497 35 I 8207 0.0009 L2 74 -34 0833 10.062 35 1.3303 0.0005 L3 39-0 2.708 35 0.6443 0.0002 Critical Deflections and Radius of Curvature -Service Wind Elel'Otio11 Appurtenance Gov. Deflection Tilt Twist Radius of load Curvature t Comb. in I 108.00 (2) DB948F85T2E-M w/ Mount 35 21.751 1.7992 0.0009 18904 Pipe 97.00 (3) ALP 9212-N w/ Mount Pipe 35 17.696 1.6759 0.0007 7270 86.00 LLPXJ l OR w/ Mount Pipe 35 13.841 1.5318 0.0006 3937 82.00 A-ANT-180-2-C 35 12.522 1.4708 0.0006 3375 Maximum Tower Deflections -Design Wind RISATower Job Page BU #806375 10 of 11 Crow11 Castle USA foe. Project Date 2(}()() Corpora1e Drive 15:37 :37 12/17 /09 Canonsburg. PA /5317 Client Designed by Phone: (724) 4/6-ll/79 Crown Castle tstyran FAX: (724) 4/6-4l/79 Sec1io11 Elel'afio11 Hon. Gov. Tiff Twisf No. Dejlec1io11 Load ill Comb. LI 110-70 57 415 10 4.6488 0.0032 L2 74 -34 0833 25.701 10 3.3984 0.0019 L3 39-0 6921 10 1.6466 0.0009 Critical Deflections and Radius of Curvature -Design Wind Elel'afio11 Appur1e11a11ce Gov. Dejleclion Till Twisl Radius of Load Curva1ure I Comb. in { 108 00 (2) DB948F85T2E-M w/ Mount 10 55.513 4.5906 00031 7493 Pipe 97.00 (3) ALP 9212-w/ Mount Pipe 10 45.173 4.2614 0.0027 2880 86.00 LLPX3 I OR w/ Mount Pipe 10 35.341 3 8909 0.0023 1558 82 00 A-ANT-l8G-2-C 10 31.976 3.7390 0.0021 1335 Compression Checks Pole Design Data Sec1io11 Elevation Size L L. K/lr F. A Ac1ual Allow. Ra1io No. p P, p ft ft ft ksi j,rl K K P. LI 110-70 (I) TP25.53x I 5.53x0.25 40.00 0.00 0.0 39.000 19.5454 -6.48 762.27 0.008 L2 70 -34.0833 (2) TP34.02x24.03x0.3125 39.92 0.00 00 39.000 32.6800 -1 1.20 1274.52 0.009 L3 34.0833 -0 (3) TP4 I .9x32.1645x0.3438 3900 0.00 0.0 38.914 45.9976 -18.49 1789.93 00IO Pole Bending Design Data Sec1io11 Elel'alio11 Size Aclllal Aclllal Allow. Ratio Actual Aclllal Allow. Ra1io No. M, J,,, F,,, _A_ M, J., F., _b_ ft kip-fl ksi ksi F,,, kip-ft ksi ksi F., LI 110-70(1) TP25.53x I 5.53x0.25 306.86 31.814 39.000 0.816 0.00 0.000 39.000 0.000 L2 70-34.0833 TP34.02x24.03x0.3 I 25 792.48 36.71 2 39.000 0.941 0.00 0.000 39.000 0.000 (2) L3 34.0833 -0 (3) TP4 I .9x32. I 645x0 3438 1460.97 37.529 38.914 0.964 0.00 0.000 38.914 0.000 Pole Shear Design Data Sec1ion Elevation Size Actual Aclllal Allow. Ratio Actual Aclllal Allow. Ralio No. V f. F. _L T f., F., __f::__ ft K ksi ksi F. kip-ft ksi ksi F,. RISATower Job Page BU #806375 11 of 11 Crown Castle USA Inc. Project Date 2000 Corporate Drive 15:37:37 12/17/09 Ca11011sburg, PA 15317 Client Designed by Phone: (724) 416-21179 Crown Castle tstyran FAX: (724) 4/6-41179 Section Elevatio11 Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. V f., F, _f:__ T f., F., ___£_ Ji K ksi ksi F, kip-Ji ksi ksi F., LI I 10-70(1) TP25.53x 15.53x0.25 12.36 0632 26.000 0.049 0.02 0.001 26.000 0.000 L2 70 -34.0833 TP34.02x24.03x0.3125 15.40 0.471 26.000 0.037 0.02 0.000 26.000 0.000 (2) L3 34.0833 -0 (3) TP41 .9x32. I 645x0.3438 18 93 0.412 26.000 0.032 0.02 0000 26.000 0.000 Pole Interaction Design Data Sectio11 Elevatio11 Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. p f.,, Ji,, f., f .. Stress Stress Ji P. F., F,., F, F., Ratio Ratio LI I 10-70(1) 0.008 0.816 0.000 0.049 0.000 0.825 1.333 Hl-3+VT v'° v" L2 70-34 0833 0.009 0.941 0000 0.037 0.000 0.950 1.333 Hl-3+VT v'° (2) v" L3 34.0833 -0 (3) 0.010 0.964 0000 0.032 0000 0.975 1.333 Hl-3+VT V v" Section Capacity Table Sectio11 Ele1•atio11 Compo11e11t Size Critical p SF•P.,.,. % Pass No. Ji Type Element K K Capacity Fail LI I 10-70 Pole TP25.53x I 5.53x0.25 I -6.48 1016.11 61.9 Pass L2 70-34.0833 Pole TP34.02x24.03x0.3125 2 -11.20 1698.94 71.3 Pass L3 34 0833 -0 Pole TP41.9x32.1645x0.3438 3 -18.49 2385.98 73.1 Pass Summary Pole (L3) 73.1 Pass RATI G = 73.1 Pass Program Version 5.3.1.0-10/3/2008 File://Ccicusphotosl/cad/SA Models -Letters/Work Area/Mac/806375/806375.eri 11 0 Ft Monopole Tower Structural Analysis Project Number 308725, Application 91527, Revision 1 RISATower Report-version 5.3.1.0 APPENDIX B BASE LEVEL DRAWING December 17, 2009 CCI BU No 806375 Page 7 110 Ft Monopole Tower Structural Analysis Project Number 308725, Application 91527, Revision 1 RISATower Report -version 5.3.1.0 APPENDIX C ADDITIONAL CALCULATIONS December 17, 2009 CCI BU No 806375 Page 8 FOUNDATION REACTION COMPARISON REACTIONS MOMENT (kip-ft) SHEAR (kips) BU #806375 WO#308725 DESIGN REACTIONS 1,947.4 24.2 Design loads from: CClsites Doc #262106 CURRENT REACTIONS 1,461.0 19.0 %CAPACITY 75.0% 78.5% Although the shear capacity is at 82.6%, the moment reaction is the governing criteria for a monopole drilled pier foundation. Therefore, the overall capacity for this foundation is 77.0%. SITENAME · --. · r ·· ~, --· -:--·-■ I ,; ",·.,•j --~')'~\ :-,' J ECP-CELL # 8 I 37 LATITUDE ,_. ,.-·---, --·, ", •. ·;•~·..:--'< '; ., W GITUDE P:.:•.,r;· ---\{": -~:~ '·-~-C• ... _., Ac:l,1itional Comments: Remove Center mounted 850 antenna and Add 3 700 SAVEBUTfO • ;'_ •-<~~i.:\ ::.•.:, 1·· ~~-· ~r _,;\' .A•~ ,, Antennas and 3 Cables. STRUCTURE TYPE ~i~t-._.,.,.., 700 Mhz -L TE ANTENNA ADD ALPHA BETA GAMMA EQUIPMENT TYPE eNodeB eNodeB eNodeB ANTENNA TYPE BXA-70063-6CF-2-750MHZ BXA-70063-6CF-6-750MHZ BXA-70063-6CF-6-750MHZ QTY OF ANTENNAS PER FACE 1 1 1 ORIENTATION (DEG) 0 150 270 DOW TILT (MECH/DEG) 2 3 3 RAD CTR (Ff AGL) 111 111 111 TMA -QTY / MODEL I I DIPLEXER -QTY/ MODEL I I IMCP A BRICKS (QTY) 850 Celluar -Current Config ALPHA BETA -GAMMA EQUIPMENT TYPE Modcell 4.0 HD Modcell 4.0 HD Modcell 4.0 HD ANTENNA TYPE DB844F90A-SX_0 DB844F90A-SX_0 DB844F90A-SX_0 QTYOFANTE ASPER FACE 2 2 2 ORIENTATION (DEG) 0 150 270 DOWN TILT (MECH/DEG) 0 0 0 RAD CTR (Ff AGL) 111 111 111 IMA-QTY/ MODEL I I DIPLEXER -QTY/ MODEL I I MCP A BRICKS (QTY) 850 Celluar -Future Config ALPHA BETA GAMMA EQUIPMENT TYPE Modcell 4.0 HD Modcell 4.0 HD Modcell 4.0 HD ANTENNA TYPE LPA-80080/4CF LP A-80080/4CF LP A-80063/4CF QTYOF TE ASPER FACE 2 2 2 ORJENT ATlON (DEG) 0 150 270 DOW TILT (MECH/DEG) 2 2 3 RAD CTR (FT AGL) 111 111 111 TMA -QTY/ MODEL I I DIPLEXER -QTY/ MODEL I I MCPA BRICKS (QTY) 1900 Cellular -Current Config ALPHA I BETA GAMMA - EQUIPMENT TYPE PCS Modcell 4.0 PCS Modcell 4.0 PCS Modcell 4.0 ANTENNA TYPE 948F85T2E-M_2 948F85T2E-M_2 948F85T2E-M_2 QTY OF ANTENNAS PER FACE ~ 2 2 2 ORIENTATIO (DEG) -· 0 150 270 DOWN TILT (MECH/DEG) 0 0 0 RAD CTR (Ff AGL) 111 111 111 TMA -QTY/ MODEL I I DIPLEXER -QTY/ MODEL I I MCPA BRICKS (QTY) 1900 Cellular -Future Config ALPHA BETA GAMMA EQUIPMENT TYPE PCS Modcell 4.0 PCS Modcell 4.0 PCS Modcell 4.0 ANTENNA TYPE 948F85T2E-M_2 948F85T2E-M_2 948F85T2E-M_2 QTY OF ANTENNAS PER FACE 2 2 2 ORJE TATIO (DEG) 0 150 270 DOWN TILT (MECH/DEG) 0 0 0 RAD CTR (Ff AGL) 111 111 111 IMA -QTY/ MODEL I I rr cROWN \._,/._,CASTLE October 4, 2021 Melanie A. Bachman Executive Director Connecticut Siting Council IO Franklin Square ew Britain, CT 06051 11 Cityplace Dr, Suite 490 I Creve Coeur. MO 63141 RE: Notice of Exempt Modification for Verizon Crown Site ID# 806375, Verizon Site ID#468317 190 BURNHAM ST, South Windsor, CT. 06074 Latitude: 41° 48' 0.49"/ Longitude: -72° 36' 57.15" Dear Ms. Bachman: Phone: (31 4) 513-0147 www.crowncastle.com Verizon currently maintains six (6) antennas at the 109-foot mount and nine (9) antennas at the 108-foot mount on the existing 110-foot Monopole Tower located at. The property is owned by 190 Burnham LLC and the Tower by Crown Castle. Verizon now intends to replace nine (9) existing antennas and add nine (9) antennas. This modification/proposal includes hardware that is both 4G(L TE) and 5G capable through remote software configuration and either or both services may be turned on or off at various times. Planned Modifications: Tower: REMOVE AND REPLACE (3) Kathrein -742213 Antennas (REMOVE), (3) Samsung -MT6407-77A Antennas (REPLACE) (3) Kathrein -742213 Antennas (REMOVE) (3) Commscope -NHH-65B-R2B Antennas (REPLACE) (2) Andrew -LNX65 I 4DSAIM Antennas (REMOVE) (2) Commscope -NHHSS-65B-R2B Antennas (REPLACE) (l) CSS -X7C-FRO-660-V-06 Antenna (REMOVE), (1) Commscope -NHHSS-65B-R2B Antenna (REPLACE) (I) OVP Box -RFS-DB-Bl-6C12AB-OZ (REMOVE), (l) OVP Box -RAYCAP -RVZDC-6627-PF-48 (REPLACE) (3) Nokia UHBB B 13 Remote Radio heads (REMOVE) (3) Samsung -RFVO 1 U-D2A Remote Radio Heads (REPLACE) (3) okia UNHID B4 Remote Radio heads (REMOVE) (3) Samsung -RFV0l U-DlA Remote Radio Heads (REPLACE) Th Foundation or a Wlr I World. CrownC ti .com 1 Exhibit A Original Facility Approval DOCKET NO. 137 -An application of Metro Mobile Connecticut CTS of Hartford, Inc., for a Certificate of Environmental Compatibility and Public Need Siting for the construction, maintenance, and operation of cellular facilities in the Towns Council of East Hartford, South Windsor, and Windsor, Connecticut. November 14, 1990 Decision and Order Pursuant to the foregoing Findings of Fact and Opinion, the Connecticut Siting Council finds that the effects associated with the construction, operation, and maintenance of two cellular telecommunications towers and associated equipment at t he proposed Windsor and alternate South Windsor sites including effects on the natural environment; ecological integrity and balance; public health and safety; scenic, historic, and recreational values; forests and parks; air and water purity; and fish and wildlife need not be in conflict either alone or cumulatively with other effects, are not in conflict with the policies of the State concerning such effects, and are not sufficient reason to deny the application, and therefore directs that a Certificate of Environmental Compatability and Public Need (Certificate), as provided by section 16-50k of the Connecticut General Statutes (CGS), be issued to Metro Mobile CTS of Hartford, Inc., for the construction, operation, and maintenance of a cellular telecommunications tower, associated equipment, and building at the proposed Windsor site and alternate South Windsor site. The facilities shall be constructed, operated, and maintained substantially as specified in the Council's record in this matter, and subject to the following conditions: 1. The facilities shall be constructed in accordance with the State of Connecticut Basic Building Code. 2. The self-supporting monopole towers shall be no taller than necessary to provide the proposed communication service and in no event shall the towers exceed a total height of 123 feet above ground level (AGL) at the alternate South Windsor site and 113 feet AGL at the proposed Windsor site, with antennas and appurtenances. 3. The Certificate holder shall prepare a Development and Management (D&M) Plan, for approval by the Council, for these sites in compliance with sections 16-S0j-75 through 16-50j-77 of the Regulations of State Agencies. The D&M plan shall include detailed plans of the towers, tower foundations, soil boring reports, equipment buildings, access roads, security fences, erosion and sedimentation control plans consistent with the Connecticut Guidelines of Soil Erosion and Sedimentation Control, and landscaping plans. Docket 137 Decision & Order Page 2 At the alternate South Windsor site the applicant shall relocate the tower on the eastern half the leased parcel to reduce the amount of properties within the fall zone. All pine trees bordering the alternate South Windsor site shall be flagged and protected from removal during site construction. At the proposed Windsor site the applicant shall plant additional shrubs and trees along the border of the leased parcel facing the playing fields. 4. The Certificate Holder shall comply with any existing and future radio frequency (RF) standard promulgated by State or federal regulatory agencies. Upon the establishment of any new governmental RF standards, the facilities granted in this Decision and Order shall be brought into compliance with such standards. 5. The Certificate Holder shall provide the Council a recalculated report of electromagnetic radio frequency power density if and when circumstances in operation cause a change in power densities above the levels originally calculated and provided in the application. 6. The Certificate Holder shall permit public or private entities to share space on the proposed towers for fair consideration, or shall provide any requesting entity with specific legal, technical, environmental, or economic reasons precluding such tower sharing. 7. If the facilities do not initially provide, or permanently cease to provide cellular service following completion of construction, this Decision and Order shall be void, and the tower(s) and all associated equipment shall be dismantled and removed or reapplication for any new use shall be made to the Council before any such new use is made. 8. Unless otherwise approved by the Council, this Decision and Order shall be void if all construction authorized herein is not completed within three years of the effective date of this Decision and Order or within three years after all appeals to this Decision and Order have been resolved. Pursuant to Section 16-S0p, we hereby direct that a copy of the Findings of Fact, Opinion, and Decision and Order be served on each person listed below, and notice of issuance shall be published in the Hartford Courant and Journal Inquirer. Docket 137 Decision & Order Page 3 By this Decision and Order, the Council disposes of the legal rights, duties, and privileges of each party named or admitted to the proceeding in accordance with section 16-50j-17 of the Regulations of State Agencies. The parties to this proceeding are: (PARTIES) Metro Mobile CTS of Hartford, Inc. 20 Alexander Drive P.O. Box 5029 Wallingford, CT. 06492 Attn: Gary Schulman Town of East Hartford (INTEVENORS) Town of South Windsor SNET Cellular, Inc. 4854E (ITS REPRESENTATIVES) Robinson & Cole One Commercial Plaza Hartford, CT. 06103 -3597 Attn: Earl W. Phillips Mr. G. Barry Goodberg Asst. Corp. Counsel Town of East Hartford 740 Main Street East Hartford, CT. 06108 (ITS REPRESENTATIVES) Jean E. zurbrigen Town Manager Town of South Windsor 1540 Sullivan Avenue South Windsor, CT. 06074 Peter J. Tyrrell, Esq. SNET Cellular, Inc. 227 Church Street New Haven, CT 06506 Exhibit B Property Card