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4SH0218C_Permitting_BP Application_Anchor_03172022_49018487554SH0218C 254 OLD WILSON ROAD NORTHAMPTON, MA 01062 CHAPPELL ENGINEERING ASSOCIATES, LLC Civil Structural Land Surveying T-MOBILE NORTHEAST LLC T-1 TITLE SHEET 811 DigSafe MA.ME.NH.RI.VT AT LEAST 72 HOURS PRIOR TO DIGGING, THE CONTRACTOR IS REQUIRED TO CALL DIG SAFE AT 811 · · · · · · · · · · · · · · · · 4SH0218C 254 OLD WILSON ROAD NORTHAMPTON, MA 01062 CHAPPELL ENGINEERING ASSOCIATES, LLC Civil Structural Land Surveying T-MOBILE NORTHEAST LLC GENERAL NOTES GN-1 4SH0218C 254 OLD WILSON ROAD NORTHAMPTON, MA 01062 CHAPPELL ENGINEERING ASSOCIATES, LLC Civil Structural Land Surveying T-MOBILE NORTHEAST LLC COMPOUND & EQUIPMENT PLANS A-1 ERICSSON ERICSSON 4SH0218C 254 OLD WILSON ROAD NORTHAMPTON, MA 01062 CHAPPELL ENGINEERING ASSOCIATES, LLC Civil Structural Land Surveying T-MOBILE NORTHEAST LLC TOWER ELEVATIONS & ANTENNA PLANS A-2 4SH0218C 254 OLD WILSON ROAD NORTHAMPTON, MA 01062 CHAPPELL ENGINEERING ASSOCIATES, LLC Civil Structural Land Surveying T-MOBILE NORTHEAST LLC SITE DETAILS A-3 4SH0218C 254 OLD WILSON ROAD NORTHAMPTON, MA 01062 CHAPPELL ENGINEERING ASSOCIATES, LLC Civil Structural Land Surveying T-MOBILE NORTHEAST LLC ANTENNA & FEEDLINE CHARTS A-4 4SH0218C 254 OLD WILSON ROAD NORTHAMPTON, MA 01062 CHAPPELL ENGINEERING ASSOCIATES, LLC Civil Structural Land Surveying T-MOBILE NORTHEAST LLC ELECTRIC & GROUNDING DETAILS E-1 SBA Communications Corporation 8051 Congress Avenue Boca Raton, FL 33487-1307 T + 561 995 7670 F + 561 995 7626 sbasite.com Structural Analysis Report Client: T-Mobile Client Site ID / Name: 4SH0218C / SH218/Golf Rawland Application #: 178137, v1 SBA Site ID / Name: MA13219-A / Northampton 2 150 ft Monopole 245 Old Wilson Road Northampton, Massachusetts 01062 Lat: 42.295472, Long: -72.667389 Project number: MA13219-TMO-021422 Analysis Results Tower 50.5% Pass Foundation 53.0% Pass Change in tower stress due to mount modification / replacement N/A Prepared by Asmerom Hagos, February 14, 2022 Exp.06/30/2022 02/14/2022 SBA Communications Corporation 8051 Congress Avenue Boca Raton, FL 33487-1307 T + 561 995 7670 F + 561 995 7626 sbasite.com Structural Analysis Report Client: T-Mobile Client Site ID / Name: 4SH0218C / SH218/Golf Rawland Application #: 178137, v1 SBA Site ID / Name: MA13219-A / Northampton 2 150 ft Monopole 245 Old Wilson Road Northampton, Massachusetts 01062 Lat: 42.295472, Long: -72.667389 Project number: MA13219-TMO-021422 Analysis Results Tower 50.5% Pass Foundation 53.0% Pass Change in tower stress due to mount modification / replacement N/A Prepared by Asmerom Hagos, February 14, 2022 Page 2 Table of Contents Introduction .............................................................................................................................................................................. 3 Analysis Criteria ...................................................................................................................................................................... 3 Appurtenance Loading ............................................................................................................................................................ 4 Existing Loading: ................................................................................................................................................................. 4 Proposed Loading: .............................................................................................................................................................. 4 Analysis Results ...................................................................................................................................................................... 5 Tower ................................................................................................................................................................................... 5 Foundation ........................................................................................................................................................................... 5 Conclusions ............................................................................................................................................................................. 6 Installation Requirements ........................................................................................................................................................ 6 Assumptions and Limitations .................................................................................................................................................. 7 Assumptions ........................................................................................................................................................................ 7 Limitations............................................................................................................................................................................ 7 Appendix ................................................................................................................................................................................. 8 Tower Geometry…………………………………….…………………………………………………………………. Coax Layout…………………………………….…………………………………………………………………. TESPole Report……………………………………………………….………………………………………………. Foundation Analysis Report…………………………………………………………………………………………... Page 3 Introduction The purpose of this report is to summarize the analysis results on the 150 ft Monopole to support the proposed antennas and transmissions lines in addition to those currently installed. Table 1 List of Documents Used Item Document Tower design/drawings Sabre, Job # 05-04188, Dated 04/21/2005 Foundation drawings Sabre, Job # 05-04188, Dated 04/21/2005 Geotechnical report JGI Eastern, Inc., Project # 05180G, Dated 03/10/2005 Modification drawings N/A Latest SA SBAE, Project # MA13219-VZW-120621, Dated 12/06/2021 Analysis Criteria Table 2 Code Related Data *This structural analysis is based upon the tower being classified as a structural class II; however, if a different classification is required subsequent to the date hereof, the tower classification will be changed to meet such requirement and a new structural analysis will be run. **Earthquake effects were ignored as per section 2.7.3 of the TIA-222-G code provisions for Ss < 1.0. Jurisdiction (State/County/City) Massachusetts / Hampshire / Northampton Governing Codes ANSI/TIA/EIA 222-G, 2015 IBC Basic Wind Speed (3-Sec gust) 91.0 mph (Ultimate Wind Speed: 117 mph) Wind Speed with Ice (3-Sec gust) 40 mph Service Wind Speed (3-Sec gust) 60 mph Ice Thickness 1.00” Structural Class* II Exposure Category C Topographic Category 1 Crest Height 0 ft Ground Elevation 307 ft. Seismic Parameter Ss** 0.17 Seismic Parameter S1 0.066 Page 4 Appurtenance Loading Existing Loading: Table 3 Existing Appurtenances Proposed Loading: Information pertaining to proposed antennas and transmission lines were based upon the Application #: 178137, v1 from T-Mobile and is listed in Table 4. Table 4 Proposed Appurtenances Items Elevation (ft) Qty. Antenna Descriptions Mount Type & Qty. Transmission Lines Owner 1 147.0 3 Ericsson AIR 21 B4A/B2P Panel Platform w/v-brace kit & reinforcement kit (6) 1 5/8" (1) 1 5/8" Fiber (1) 1‐1/4" LMU T-Mobile 2 3 Ericsson AIR 21 B2A/B4P Panel 3 3 Commscope LNX‐6515DS‐A1M Panel 4 3 Ericsson KRY 112 114 TMA 5 3 Ericsson S11B12 RRU 6 120.0 6 JMA Wireless MX06FRO660-03 - Panel Platform w/ Hand Rails w/ (3) Dual- mount antenna bracket (JMA Wireless 91900314- 02) (2) 1 5/8” Fiber (18) 1 5/8” Verizon 13 3 Samsung MT6407-77A - Panel 14 3 Samsung XXDWMM-12.5-65-8T- CBRS - Panel 17 3 Samsung RF4440d-13A RRU 18 3 Samsung RF4439d-25A RRU 19 2 Raycap RHSDC-3315-PF-48 OVP Items Elevation (ft) Qty. Antenna Descriptions Mount Type & Qty. Transmission Lines Owner 7 147.0 3 Ericsson 840590966 Panel Platform w/v-brace kit & reinforcement kit (3) 1 5/8" (1) 1 5/8" Fiber (3) 1.9" Fiber T-Mobile 8 3 Ericsson AIR6449 B41 Panel 9 3 RFS APXVLL19P_43-C-A20 Panel 10 3 Ericsson KRY112 144 TMA 11 3 Ericsson 4480 B71 + B85 RRU 12 3 Ericsson 4460 B25 + B66 RRU Page 5 Analysis Results Tower The results of the structural analysis are shown below in table 5. Additional information for the tower analysis is provided within the Appendix. Table 5 Tower Analysis Summary Pole shafts Anchor Bolts Base Plate Max. Usage: 50.5% 49.1% 48.2% Pass/Fail Pass Pass Pass Foundation The results of the foundation analysis are shown below in table 6. Additional information for the foundation analysis is provided within the Appendix. Table 6 Foundation Analysis Summary Structural Component Max Usage (%) Analysis Result Foundation 53.0% Pass Page 6 Conclusions Based on the analysis results, the existing tower and foundation were found to be sufficient to safely support the equipment listed in this analysis. No modification to the tower and foundation is needed at this time. Installation Requirements This analysis was performed under the assumption that the carrier will place the proposed equipment and feed lines at the installation height listed in Table 4 and in accordance with the coax layout shown. TMAs and RRUs are to be installed on existing mounts behind tenant’s antennas unless otherwise noted. No equipment is to be installed directly in the climbing path. All equipment is to be installed per mount manufacturer specifications. In case site conditions do not allow for the required installation parameters to be met the carrier must notify SBA Communications Corporation engineers for approval of an alternative placement. Page 7 Assumptions and Limitations Assumptions This analysis was completed based on the following assumptions:  Tower and foundation were built in accordance to manufacturer specifications.  Tower and foundation has been properly maintained in accordance with the manufacturer’s specifications  All existing structural members were assumed to be in good condition with no physical damage or deterioration associated with corrosion  Welds and bolts are assumed able to carry their intended original design loads.  The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Table 3 and 4.  This analysis may be affected if any assumptions are not valid or have been made in error. SBA should be notified to determine the effect on the structural integrity of the tower. Limitations The computer generated analysis performed by the tower software is limited to theoretical capacities of the towers structural members and does not account for any missing or damaged members or connections. The tower and foundation are assumed to have been properly designed, fabricated, installed and maintained, barring any conflicting findings from the most recent inspection. SBA Communications Corporation has used its due diligence to verify the information provided to perform this analysis. It is unreasonable to perform a more detailed inspection of a tower and its components. This report is not a condition assessment of the tower or foundation. Page 8 Appendix Structure:MA13219-A Site Name:Northampton 2 Height:149.00 (ft) 2/14/2022 Page: 1 Code:EIA/TIA-222-G Exposure:C Gh:1.1 Base Elev:1.000 (ft) Usage Diagram - Max Ratio 50.48% at 0.0ft Load Case : 1.2D + 1.6W 91 mph Wind Dead Load Factor: Wind Load Factor: 1.20 1.60 22Iterations: Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. Type:Tapered Site Name:Northampton 2 Height:149.00 (ft) 2/14/2022 Page: 2 Base Shape:18 Sided Taper:0.16494 Base Elev:1.00 (ft) Structure: MA13219-A Shaft Properties Seq Length (ft) Top (in) Bottom (in) Thick (in) Joint Type Taper Grade (ksi) 1 53.25 0.375 0.1649449.57 6558.35 2 53.50 0.322 0.16494Slip42.46 6551.28 3 48.00 0.322 0.16494Slip36.09 6544.01 4 11.00 0.250 0.16494Slip35.56 6537.37 Discrete Appurtenances Attach Elev (ft) Force Elev (ft)Qty Description Carrier 146.00 3 Ericsson KRY 112 114146.00 T-Mobile 146.00 1 Platform w/v-brace kit & reinforcement kit 146.00 T-Mobile 146.00 3 Ericsson 840590966146.00 T-Mobile 146.00 3 Ericsson AIR6449 B41146.00 T-Mobile 146.00 3 RFS APXVLL19P_43-C-A20 146.00 T-Mobile 146.00 3 Ericsson 4480 B71 + B85146.00 T-Mobile 146.00 3 Ericsson 4460 B25 + B66146.00 T-Mobile 119.00 1 Platform w/ Hand Rails119.00 Verizon 119.00 6 JMA Wireless MX06FRO660-03 119.00 Verizon 119.00 3 Samsung MT6407-77A119.00 Verizon 119.00 3 Samsung XXDWMM-12.5-65-8T- CBRS 119.00 Verizon 119.00 3 Samsung RF4440d-13A119.00 Verizon 119.00 3 Samsung RF4439d-25A119.00 Verizon 119.00 2 Raycap RHSDC-3315-PF-48 119.00 Verizon Linear Appurtenances Elev From (ft) Elev To (ft)Placement Description Carrier 0.00 146.00 Inside 1 5/8" Coax T-Mobile 0.00 146.00 Inside 1 5/8" Fiber T-Mobile 0.00 146.00 Inside 1.9" Fiber T-Mobile 0.00 119.00 Inside 1 5/8" Coax Verizon 0.00 119.00 Inside 1 5/8" Fiber Verizon Anchor Bolts Qty Specifications Arrangement Grade (ksi) 16 2.25" 18J 75.0 Cluster Base Plate Thickness (in) Specifications (in) Grade (ksi)Geometry 2.7500 63.0 60.0 Square Reactions Load Case Moment (FT-Kips) Shear (Kips) Axial (Kips) 1.2D + 1.6W 91 mph Wind 2597.3 25.6 44.4 0.9D + 1.6W 91 mph Wind 2579.5 25.6 33.3 1.2D + 1.0Di + 1.0Wi 40 mph Wind 554.8 5.6 73.2 1.0D + 1.0W 60 mph Wind 702.6 7.0 37.0 Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. Type:Monopole Site Name:Northampton 2 Height:149.00 (ft) 2/14/2022 Page: 3 Structure: MA13219-A - Coax Line Placement Copyright © 2022 by Tower Engineering Solutions, LLC. All rights reserved. Customer Name: Site Name: Site Number: Engr. Number: Foundation Info Obtained from: 1.00 0.00 Axial Load (Kips):44.4 Shear Force (Kips):25.6 7 #4 Uplift Force (Kips):0.0 Moment (Kips-ft):2597.3 99.0 41 #9 Allowable overstress %:5.0%41 #9 Foundation Geometries:5.5 41 #9 Mods required -Yes/No ?:No 41 #9 7.0 Depth of Base BG (ft.):5.5 Pier Height A. G. (ft.):1.00 Thickness of Pad (ft):2.00 2.00 Length of Pad (ft.):24.5 Width of Pad (ft.):24.5 24.5 Final Length of pad (ft)24.5 Final width of pad (ft):24.5 0.0 Control Value for Cell D18:0 Control Value for Cell F18:0 7.0 Concrete Strength (psi):4000 Steel Elastic Modulus:29000 ksi Vertical bar yield (ksi)60 Tie steel yield (ksi):60 24.5 Vertical Rebar Size #:8 Tie / Stirrup Size #:4 24.5 W Qty. of Vertical Rebars:38 Tie Spacing (in):12.0 Pad Rebar Yield (Ksi):60 Pad Steel Rebar Size (#):9 38 #8 Concrete Cover (in.):3 Unit Weight of Concrete:150.0 pcf Rebar at the bottom of the concrete pad:0.0 Qty. of Rebar in Pad (L):41 Qty. of Rebar in Pad (W):41 0.0 0.0 Rebar at the top of the concrete pad:24.5 L Qty. of Rebar in Pad (L):41 Qty. of Rebar in Pad (W):41 Apply 1.35 factor for e/w Per G:1.35 Soil Design Parameters: Soil Unit Weight (pcf):110.0 Soil Buoyant Weight:47.6 Pcf Water Table B.G.S. (ft):99.0 Unit Weight of Water:62.4 pcf Angle from Top of Pad:30 Ultimate Bearing Pressure (psf):20000 Ultimate Skin Friction:0 Psf Angle from Bottm of Pad:25 Consider Friction for O.T.M. (Y/N):No Consider Friction for bearing (Y/N):No Angle from Bottm of Pad:25 Consider soil hor. resist. for OTM.:No Reduction factor on the maximum soil bearing pressure:1.00 Foundation Analysis and Design:Uplift Strength Reduction Factor:0.75 Compression Strength Reduction Factor:0.75 1966.18 Total Dry Soil Weight (Kips):216.28 0.00 Total Buoyant Soil Weight (Kips):0.00 216.28 Weight from the Concrete Block at Top (K):0.00 1373.68 Total Dry Concrete Weight (Kips):206.05 0.00 Total Buoyant Concrete Weight (Kips):0.00 206.05 Total Vertical Load on Base (Kips):466.72 Load/ Capacity Ratio Calculated Maxium Net Soil Pressure under the base (psf):2077 <Allowable Factored Soil Bearing (psf):15000 0.14 OK! Allowable Foundation Overturning Resistance (kips-ft.):5200.0 >Design Factored Momont (kips-ft): 2764 0.53 OK! Factor of Safety Against Overturning (O. R. Moment/Design Moment):1.88 OK! Total Dry Soil Volume (cu. Ft.): Check Soil Capacities: Total Buoyant Soil Volume (cu. Ft.): Total Effective Soil Weight (Kips): Total Dry Concrete Volume (cu. Ft.): Total Buoyant Concrete Volume (cu. Ft.): Total Effective Concrete Weight (Kips): Base Reactions (Factored): Diameter of Pier (ft.): Analysis Material Properties and Reabr Info: Analysis or Design? Engineer Login ID:TES 2/14/2022 Structure Type: A. Hagos EIA-222-G Monopole Mat Foundation Design Date Engineer Name: T-Mobile Drawings/Calculations TIA Standard: Structure Height (Ft.):150 Monopole TES Engr. Number:Page 2/2 Date: Check the capacities of Reinforceing Concrete: Strength reduction factor (Flexure and axial tension):0.90 Strength reduction factor (Shear):0.75 Strength reduction factor (Axial compresion):0.65 Wind Load Factor on Concrete Design:1.00 (1) Concrete Pier: Load/ Capacity Ratio Vertical Steel Rebar Area (sq. in./each): 0.79 Tie / Stirrup Area (sq. in./each):0.20 Calculated Moment Capacity (Mn,Kips-Ft):5163.1 >Design Factored Moment (Mu, Kips-Ft):2712.5 0.53 OK! Calculated Shear Capacity (Kips):660.1 >Design Factored Shear (Kips):25.6 0.04 OK! Calculated Tension Capacity (Tn, Kips):1621.1 >Design Factored Tension (Tu Kips):0.0 0.00 OK! Calculated Compression Capacity (Pn, Kips):9744.8 >Design Factored Axial Load (Pu Kips):44.4 0.00 OK! Moment & Axial Strength Combination:0.53 OK!Check Tie Spacing (Design/Required):1 OK! Pier Reinforcement Ratio:0.005 (2).Concrete Pad: One-Way Design Shear Capacity (L-Direction, Kips):570.0 >One-Way Factored Shear (L-D. Kips):193.2 0.34 OK! One-Way Design Shear Capacity (W-Direction, Kips):570.0 >One-Way Factored Shear (W-D., Kips):193.2 0.34 OK! One-Way Design Shear Capacity (Corner-Corner. Kips):564.0 >One-Way Factored Shear (C-C, Kips):192.2 0.34 OK! Lower Steel Pad Reinforcement Ratio (L-Direct. ):0.0068 OK!Lower Steel Pad Reinf. Ratio (W-Direct. ):0.0068 Lower Steel Pad Moment Capacity (L-Direction. Kips-ft):3543.7 >Moment at Bottom ( L-Dir. K-Ft):952.6 0.27 OK! Lower Steel Pad Moment Capacity (W-Direction. Kips-ft):3543.7 >Moment at Bottom ( W-Dir. K-Ft):952.6 0.27 OK! Lower Steel Pad Moment Capacity (Corner-Corner,K-ft):4930.3 >Moment at Bottom ( C-C Dir. K-Ft):1347.2 0.27 OK! Upper Steel Pad Reinforcement Ratio (L-Direct. ):0.0068 OK!Upper Steel Reinf. Ratio (W-Dir. ):0.0068 Upper Steel Pad Moment Capacity (L-Direc. Kips-ft):3543.7 >Moment at the top (L-Dir K-Ft):409.8 0.12 OK! Upper Steel Pad Moment Capacity (W-Direc. Kips-ft):3543.7 >Moment at the top (W-Dir K-Ft):409.8 0.12 OK! Upper Steel Pad Moment Capacity (Corner-Corner. K-ft):4930.3 >Moment at the top (C-C Dir. K-Ft):384.7 0.08 OK! (3).Check Punching Shear Capacity due to Moment in the Pier: Moment transferred by punching shear:1038.9 k-ft.Max. factored shear stress vu_CD:1.6 Psi Max. factored shear stress vu_AB:12.7 Psi Factored shear Strength φvn:189.7 Psi Max. factored shear stress vu:12.7 Psi Check Usage of Punching Shear Capacity:0.07 OK! 15 Reinforcement Ratio is satisfied per ACI 0 2/14/2022