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Also attached to this agenda item: 14652291 Croton on Hudson.Roof SA.04-01-25 14652291 Croton on Hudson Mount Analysis Report... 14652291.Croton-On-Hudson.CDS.Rev 0.06.27.2025 14652291 2191A1DMPN Croton On Hudson 6409InitialLetter... Coastal Assessment Form - AT T GENERAC SD230 230kW Diesel Genreator Spec Sheet 0K5098 LWRP 2024 Updated LWRP 2024 Updated2 Short EAF Part 1 - AT T Wireless

Date: April 25, 2025 Subject Structural Analysis Report GT Wireless Engineering Project Number: GT.015.0032 AT&T Mobility Site Name: NWL06362 Site Number: SINY008246 FA Number: Albul Engineering Project Number: 35661.GTW.TSA.G418900.0 Site Data 1 Van Wyck Street, Croton on Hudson, Westchester County, NY Latitude: 41° 12' 29.91”, Longitude: -73° 53' 15.76” 40-Foot-Tall Guyed Tower Dear Mr. Nawrotzki, Per your request, Albul Engineering has performed a structural analysis to evaluate the structural capacity of the existing tower on the above referenced address for the addition of wireless telecommunication appurtenances by AT&T Mobility. The analysis has been performed in accordance with the AISC-LRDF 15th Edition and TIA-222-H standards, and 2020 New York State Uniform Code requirements based upon an ultimate 3-second gust wind speed of 123 mph. Upon reviewing the results of this study, it is our opinion that the structure meets the specified TIA code requirements. The existing tower is adequate to support the existing and proposed loading as listed in this report. Tower: 96.8% Pass Connections: 54.0% Pass We at Albul Engineering appreciate the opportunity of providing our continuing professional services to GT Wireless Engineering and AT&T Mobility. If you have any questions or need further assistance on this or any other projects, please give us a call. Dmitriy Albul, P.E. Professional Engineer New York License Number: 089075 Greg Nawrotzki GT Wireless Engineering, PLLC Albul Engineering, LLC 56 Dearborn Drive Old Tappan, NJ 07675 3840 E. Robinson Road Amherst, NY 14228 (617) 694-4291 greg@gt-we.com (716) 650-8147 dalbul@albuleng.com         Expiration Date: 04-30-28 Albul Engineering LLC/COA: PB 106682 04-25-25 Client: GT Wireless Engineering, PLLC Albul Engineering Project No: 35661.GTW.TSA.G418900.0 Albul Engineering, LLC www.albuleng.com Office: (716) 800-1364 3840 E. Robinson Road Amherst, NY 14228 CONTENTS 1.0 INTRODUCTION 1.1 DOCUMENTS PROVIDED 2.0 EXISTING AND PROPOSED EQUIPMENT 3.0 CODES AND LOADING 4.0 STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES 5.0 ANALYSIS AND ASSUMPTIONS 6.0 RESULTS AND CONCLUSION APPENDIX A PHOTOS AND CALCULATIONS Client: GT Wireless Engineering, PLLC Albul Engineering Project No: 35661.GTW.TSA.G418900.0 Albul Engineering, LLC www.albuleng.com Office: (716) 800-1364 3840 E. Robinson Road Amherst, NY 14228 1.0 INTRODUCTION The final installation system consists of three (3) mounts that were installed on the existing tower located on the roof of the building with the final equipment installation centerline of 71.0-ft above the ground level. The objective of this report is to assess the existing and proposed installation of antennas and RRH units on the existing guyed tower. This report is limited to the analysis of the existing guyed tower and guy anchorages only. 1.1 DOCUMENTS PROVIDED The analysis is based on the following documents:  Construction Drawings by GT Wireless, dated January 2, 2025  Design Visit by Azimuth Engineering P.C., dated November 3, 2021  Construction Drawings by Dewberry Engineers lnc., dated October 8, 2020  Structural Design Report by Sabre Industries 40’ 2400SRWD Roof-Top Guyed Tower, dated November 6, 2019  Roof Structural and Tower Support Structural Analysis by Azimuth Engineering P.C., dated December 17, 2021  Site Visit Photos by GT Wireless Engineering, dated December 6, 2024  RFDS by AT&T Mobility, dated February 25, 2025 2.0 EXISTING AND PROPOSED EQUIPMENT The analysis is based on the following appurtenances: Mounting Level (ft) Antenna Centerline (ft) Qty Equipment Manufacturer Equipment Model Number of Feed Lines Feed Line Size (in) Notes 93.75 99.75 - Dipole 1/2 93.75 - Ground Plane Antenna - Stand-Off - Unistrut Arms 92.5 92.5 - Yagi 87.0 87.0 - Yagi 81.1 81.1 commscope NHH-65A-R2B 1/2 Commscope BSAMNT- SBS-2-2 71.0 71.0 Commscope 5ft T-Arm SF-HPM3-96 1/2 2” Conduit w/ Power and Fiber Cables Commscope NNH4-65B-R3-UPM-V2 Notes: 1. AT&T Mobility equipment. 2. Equipment by others. Client: GT Wireless Engineering, PLLC Albul Engineering Project No: 35661.GTW.TSA.G418900.0 Albul Engineering, LLC www.albuleng.com Office: (716) 800-1364 3840 E. Robinson Road Amherst, NY 14228 3.0 CODES AND LOADING The analysis has been performed in accordance with the following codes and loading as adopted in Westchester County, New York:  2020 New York State Uniform Code  Structural Standard for Antenna Supporting Structures, Antennas and Small Wind Turbine Support Structures - ANSI/TIA-222-H  ASCE 7-16  AISC 360-16 Specification for Structural Steel Buildings  Risk Category: III  Ultimate Wind Speed: 123 MPH  Exposure Category: C  Topographic Category: 1  Wind Speed with Ice: 40 MPH  Ice Thickness: 1.0”  Seismic: Ss=0.291, S1=0.061 4.0 STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES The analysis is based on the documents listed in Section 1.1. The appurtenance position and condition of antenna mounts have not been verified and assumed to be correct. Unless otherwise noted, the structure and the foundation system are assumed to be in good condition, free of defects and can achieve theoretical strength. It is assumed that the structure has been maintained and shall be maintained during its service. The superstructure and the foundation system are assumed to be designed with proper engineering practice and fabricated, constructed and erected in accordance with the design documents. Albul Engineering will accept no liability which may arise due to any existing deficiency in design, material, fabrication, erection, construction, etc. or lack of maintenance. Contractor should inspect the condition of the existing structure and notify Albul Engineering for any discrepancies and deficiencies before proceeding with the construction. The analysis results presented in this report are only applicable for the previously mentioned proposed loading. Any deviation of the proposed equipment and placement will require Albul Engineering to generate an additional structural analysis. 5.0 ANALYSIS AND ASSUMPTIONS The existing connections were evaluated by RISA-3D Version 22 a Finite Element Analysis (FEA) software and custom developed Excel tool. tnxTower (version 8.2.4.3), 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. Client: GT Wireless Engineering, PLLC Albul Engineering Project No: 35661.GTW.TSA.G418900.0 Albul Engineering, LLC www.albuleng.com Office: (716) 800-1364 3840 E. Robinson Road Amherst, NY 14228 6.0 RESULTS AND CONCLUSION Based on the results of the structural analysis, we have found that the existing tower is adequate to support the existing and proposed loading. The roof structure elements would be loaded to the following capacities: Tower Structure: 96.8% Wooden Beams: 54.0% Tower Base: 15.6% Should you have any questions or need any clarifications about this report, please contact Albul Engineering at (716) 800‐1364. Albul Engineering, LLC Expiration Date: 04-30-28 Albul Engineering LLC/COA: PB 106682 Dmitriy Albul, P.E. Professional Engineer New York License Number: 089075         04-25-25 Client: GT Wireless Engineering, PLLC Albul Engineering Project No: 35661.GTW.TSA.G418900.0 Albul Engineering, LLC www.albuleng.com Office: (716) 800-1364 3840 E. Robinson Road Amherst, NY 14228 APPENDIX A: PHOTOS AND CALCULATIONS EXISTING STRUCTURE Albul Engineering, LLC 3840 E. Robinson Road Amherst, NY 14228 Phone: (716) 800-1364 FAX: Job: 14652291 Croton on Hudson Project: 35661.GTW.TSA.G418900.0 Client: GT Wireless Drawn by: dalbul App'd: Code: TIA-222-H Date: 04/25/25 Scale: NTS Path: Dwg No. E-1 7/16 EHS LC=41.88 ft IT=10% R=21.50 ft 7/16 EHS LC=41.84 ft IT=10% 95.1 ft 85.1 ft 90.1 ft 90.1 ft 90.1 ft 90.1 ft 75.1 ft 60.1 ft 55.1 ft 25895 lb (Axial) 3098 lb 3936 lb 6992 lb 8024 lb ALL REACTIONS ARE FACTORED Section T1 T2 T3 T4 Legs SR 1 1/4 Leg Grade A572-50 Diagonals SR 3/4 SR 7/8 Diagonal Grade A36 Top Girts SR 3/4 Bottom Girts SR 3/4 12x3/8 Horizontals SR 3/4 Sec. Horizontals SR 3/4 N.A. Top Guy Pull-Offs SR 3/4 N.A. Face Width (ft) # Panels @ (ft) 8 @ 2.45833 6 @ 2.47222 3 @ 1.47222 Weight (lb) 251.6 233.6 377.2 126.7 989.0 PLAN R=21.50 ft (53.5) R=20.75 ft (53 R=20.58 ft (53.5) R=20.92 ft (53.5) Stand Off (3) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 4'6" x 4'6" Ground Plane Antenna 93.85 Unistrut Arns 93.85 18" x 1" Yagi 92.6 18" x 1" Yagi 87.1 (2) NHH-65A-R2B 81.1 (2) NHH-65A-R2B 81.1 (2) NHH-65A-R2B 81.1 BSAMNT-SBS-2-2 Mounting Bracket (3) 81.1 (2) 8'x2 1/2" Pipe Mount (2) 8'x2 1/2" Pipe Mount (2) 8'x2 1/2" Pipe Mount SF-HPM3-96 (3) (2) NNH4-65B-R3-UPM-V2 (2) NNH4-65B-R3-UPM-V2 (2) NNH4-65B-R3-UPM-V2 DESIGNED APPURTENANCE LOADING TYPE TYPE ELEVATION ELEVATION Stand Off (3) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 12' x 2-1/2" Dipole (2 Element) 93.85 4'6" x 4'6" Ground Plane Antenna 93.85 Unistrut Arns 93.85 18" x 1" Yagi 92.6 18" x 1" Yagi 87.1 (2) NHH-65A-R2B 81.1 (2) NHH-65A-R2B 81.1 (2) NHH-65A-R2B 81.1 BSAMNT-SBS-2-2 Mounting Bracket (3) 81.1 (2) 8'x2 1/2" Pipe Mount (2) 8'x2 1/2" Pipe Mount (2) 8'x2 1/2" Pipe Mount SF-HPM3-96 (3) (2) NNH4-65B-R3-UPM-V2 (2) NNH4-65B-R3-UPM-V2 (2) NNH4-65B-R3-UPM-V2 MATERIAL STRENGTH GRADE GRADE Fy Fy Fu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower is located in Westchester County, New York. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 123 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category III. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. The existing structure load modification factors, Kes, from TIA-222-H Annex S were considered in this analysis. 9. A demand-capacity ratio of 1.05 was used in this analysis as allowed by TIA-222-H 10. TOWER RATING: 96.8% tnxTower Job 14652291 Croton on Hudson Page 1 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul  Tower Input Data The main tower is a 3x guyed tower with an overall height of 95.10 ft above the ground line. The base of the tower is set at an elevation of 55.10 ft above the ground line. The face width of the tower is 2.00 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 is located in Westchester County, New York. Tower base elevation above sea level: 173.10 ft. Basic wind speed of 123 mph. Risk Category III. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. The existing structure load modification factors, Kes, from TIA-222-H Annex S were considered in this analysis. A demand-capacity ratio of 1.05 was used in this analysis as allowed by TIA-222-H. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Safety factor used in guy design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 1.0, Kes(ti) = 1.0. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Horizontals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Consider Moments - Diagonals √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression Use Moment Magnification √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Stress Ratios √ Retension Guys To Initial Tension Offset Girt At Foundation √ Use Code Safety Factors - Guys √ Bypass Mast Stability Checks √ Consider Feed Line Torque Escalate Ice √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Always Use Max Kz √ Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist. Exemption Use Special Wind Profile Alternative Appurt. EPA Calculation Use TIA-222-H Tension Splice Exemption √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets √ SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Pole Without Linear Attachments SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole With Shroud Or No Appurtenances Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Corner Radii Are Known tnxTower Job 14652291 Croton on Hudson Page 2 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Leg B Guy B Leg C Guy C Leg A Guy A Face A Face B Face C Corner & Starmount Guyed Tower Wind 0 Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 95.10-85.10 2.00 10.00 T2 85.10-75.10 2.00 10.00 T3 75.10-60.10 2.00 15.00 T4 60.10-55.10 2.00 5.00 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 95.10-85.10 2.46 K Brace Left No Yes+Steps 1.0000 1.0000 T2 85.10-75.10 2.46 K Brace Left No Yes+Steps 1.0000 1.0000 T3 75.10-60.10 2.47 K Brace Left No Yes+Steps 1.0000 1.0000 T4 60.10-55.10 1.47 K Brace Right No Yes 1.0000 6.0000 tnxTower Job 14652291 Croton on Hudson Page 3 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 95.10-85.10 Solid Round 1 1/4 A572-50 (50 ksi) Solid Round 3/4 A36 (36 ksi) T2 85.10-75.10 Solid Round 1 1/4 A572-50 (50 ksi) Solid Round 3/4 A36 (36 ksi) T3 75.10-60.10 Solid Round 1 1/4 A572-50 (50 ksi) Solid Round 7/8 A36 (36 ksi) T4 60.10-55.10 Solid Round 1 1/4 A572-50 (50 ksi) Solid Round 7/8 A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 95.10-85.10 Solid Round 3/4 A36 (36 ksi) Solid Round 3/4 A36 (36 ksi) T2 85.10-75.10 Solid Round 3/4 A36 (36 ksi) Solid Round 3/4 A36 (36 ksi) T3 75.10-60.10 Solid Round 3/4 A36 (36 ksi) Solid Round 3/4 A36 (36 ksi) T4 60.10-55.10 Solid Round 3/4 A36 (36 ksi) Flat Bar 12x3/8 A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt Grade Horizontal Type Horizontal Size Horizontal Grade T1 95.10-85.10 None Solid Round A36 (36 ksi) Solid Round 3/4 A36 (36 ksi) T2 85.10-75.10 None Solid Round A36 (36 ksi) Solid Round 3/4 A36 (36 ksi) T3 75.10-60.10 None Solid Round A36 (36 ksi) Solid Round 3/4 A36 (36 ksi) T4 60.10-55.10 None Solid Round A36 (36 ksi) Solid Round 3/4 A36 (36 ksi) Tower Section Geometry (cont’d) tnxTower Job 14652291 Croton on Hudson Page 4 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade T1 95.10-85.10 Solid Round 3/4 A36 (36 ksi) Solid Round A36 (36 ksi) T2 85.10-75.10 Solid Round 3/4 A36 (36 ksi) Solid Round A36 (36 ksi) T3 75.10-60.10 Solid Round 3/4 A36 (36 ksi) Solid Round A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in T1 95.10-85.10 0.00 0.0000 A36 (36 ksi) 0.0000 0.0000 0.0000 T2 85.10-75.10 0.00 0.0000 A36 (36 ksi) 0.0000 0.0000 0.0000 T3 75.10-60.10 0.00 0.0000 A36 (36 ksi) 0.0000 0.0000 0.0000 T4 60.10-55.10 0.00 0.0000 A36 (36 ksi) 0.0000 0.0000 0.0000 Tower Section Geometry (cont’d) K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 95.10-85.10 No No 0.7 0.7 0.7 0.7 0.7 0.7 T2 85.10-75.10 No No 0.7 0.7 0.7 0.7 0.7 0.7 T3 75.10-60.10 No No 0.7 0.7 0.7 0.7 0.7 0.7 T4 60.10-55.10 No No 0.7 0.7 0.7 0.7 0.7 0.7 1Note: 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) tnxTower Job 14652291 Croton on Hudson Page 5 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 95.10-85.10 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 T2 85.10-75.10 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 T3 75.10-60.10 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 T4 60.10-55.10 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 95.10-85.10 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) T2 85.10-75.10 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) T3 75.10-60.10 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) T4 60.10-55.10 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (2) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (3) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) 0.0000 0.75 (4) tnxTower Job 14652291 Croton on Hudson Page 6 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 95.10-85.10 Flange 0.7500 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N T2 85.10-75.10 Flange 0.7500 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N T3 75.10-60.10 Flange 0.7500 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N T4 60.10-55.10 Flange 0.7500 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N 0.6250 A325N Guy Data Guy Elevation ft Guy Grade Guy Size Initial Tension lb % Guy Modulus ksi Guy Weight plf Lu ft Anchor Radius ft Anchor Azimuth Adj. ° Anchor Elevation ft End Fitting Efficiency % 90.1 EHS A B C 7/16 7/16 7/16 2080.00 2080.00 2080.00 10% 10% 10% 0.399 0.399 0.399 41.64 41.49 41.85 20.58 20.75 21.50 57.0000 -9.0000 9.0000 53.50 53.50 53.50 100% 100% 100% 90.1 EHS A 7/16 2080.00 10% 0.399 41.80 20.92 -57.0000 53.50 100% Guy Data(cont’d) Guy Elevation ft Mount Type Torque-Arm Spread ft Torque-Arm Leg Angle ° Torque-Arm Style Torque-Arm Grade Torque-Arm Type Torque-Arm Size 90.1 Corner 90.1 Corner Guy Data (cont’d) Guy Elevation ft Diagonal Grade Diagonal Type Upper Diagonal Size Lower Diagonal Size Is Strap. Pull-Off Grade Pull-Off Type Pull-Off Size 90.10 A572-50 (50 ksi) Solid Round Yes A36 (36 ksi) Solid Round 3/4 90.10 A572-50 (50 ksi) Solid Round Yes A36 (36 ksi) Solid Round 3/4 tnxTower Job 14652291 Croton on Hudson Page 7 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Guy Data (cont’d) Guy Elevation ft Cable Weight A lb Cable Weight B lb Cable Weight C lb Cable Weight D lb Tower Intercept A ft Tower Intercept B ft Tower Intercept C ft Tower Intercept D ft 90.1 16.61 16.55 16.70 0.17 0.7 sec/pulse 0.16 0.7 sec/pulse 0.17 0.7 sec/pulse 90.1 16.68 0.00 0.00 0.17 0.7 sec/pulse 0.00 0.0 sec/pulse 0.00 0.0 sec/pulse Guy Data (cont’d) Torque Arm Pull Off Diagonal Guy Elevation ft Calc K Single Angles Calc K Solid Rounds Kx Ky Kx Ky Kx Ky 90.1 No No 90.1 No No Guy Data (cont’d) Torque-Arm Pull Off Diagonal Guy Elevation ft Bolt Size in Number Net Width Deduct in U Bolt Size in Number Net Width Deduct in U Bolt Size in Number Net Width Deduct in U 90.1 0.0000 A325N 0.0000 0.6250 A325N 0.0000 0.6250 A325N 0.0000 0.75 90.1 0.0000 A325N 0.0000 0.6250 A325N 0.0000 0.6250 A325N 0.0000 0.75 Guy Pressures Guy Elevation ft Guy Location z ft qz psf qz Ice psf Ice Thickness in 90.1 A B C 71.80 71.80 71.80 1.2430 1.2430 1.2430 90.1 A 71.80 1.2430 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf tnxTower Job 14652291 Croton on Hudson Page 8 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf LDF4P-50A (1/2 FOAM) B No No Ar (CaAa) 81.00 - 56.60 1.0000 2.0000 1.0000 0.6300 0.15 LDF4P-50A (1/2 FOAM) A No No Ar (CaAa) 81.00 - 56.60 1.0000 2.0000 1.0000 0.6300 0.15 *** LDF4P-50A (1/2 FOAM) C No No Ar (CaAa) 93.75 - 56.60 1.0000 0.5 0.5000 0.6300 0.15 Sabre Feedline Ladder A No No Af (CaAa) 95.10 - 60.10 0.0000 1.4531 1.4531 0.82 Sabre Feedline Ladder B No No Af (CaAa) 95.10 - 60.10 0.0000 1.4531 1.4531 0.82 Sabre Feedline Ladder C No No Af (CaAa) 95.10 - 60.10 0.0000 1.4531 1.4531 0.82 1/2 C No No Ar (CaAa) 75.00 - 56.60 1.0000 2.0000 0.6300 0.16 2'' Flex Conduit C No No Ar (CaAa) 75.00 - 56.60 18.0000 2.3570 2.3570 0.68 Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight lb T1 95.10-85.10 A B C 0.000 0.000 0.000 0.000 0.000 0.000 2.422 2.422 6.237 0.000 0.000 0.000 8.25 8.25 17.33 T2 85.10-75.10 A B C 0.000 0.000 0.000 0.000 0.000 0.000 6.882 11.343 6.832 0.000 0.000 0.000 18.87 29.49 18.75 T3 75.10-60.10 A B C 0.000 0.000 0.000 0.000 0.000 0.000 14.973 26.313 65.841 0.000 0.000 0.000 39.38 66.38 173.04 T4 60.10-55.10 A B C 0.000 0.000 0.000 0.000 0.000 0.000 2.646 5.292 14.602 0.000 0.000 0.000 6.30 12.60 37.72 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight lb T1 95.10-85.10 A B C 1.272 0.000 0.000 0.000 0.000 0.000 0.000 4.965 4.965 13.273 0.000 0.000 0.000 51.21 51.21 134.61 T2 85.10-75.10 A B C 1.257 0.000 0.000 0.000 0.000 0.000 0.000 17.456 21.517 14.487 0.000 0.000 0.000 226.05 366.30 145.78 T3 75.10-60.10 A B C 1.235 0.000 0.000 0.000 0.000 0.000 0.000 39.075 49.399 99.800 0.000 0.000 0.000 515.64 870.51 2580.62 T4 60.10-55.10 A B C 1.216 0.000 0.000 0.000 0.000 0.000 0.000 7.384 9.793 21.627 0.000 0.000 0.000 102.00 184.43 585.25 tnxTower Job 14652291 Croton on Hudson Page 9 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 95.10-85.10 -2.2593 1.3724 -1.0957 0.7543 T2 85.10-75.10 -0.9472 -1.2306 -0.8789 -0.6641 T3 75.10-60.10 -0.2054 6.1696 -0.4049 3.9017 T4 60.10-55.10 -0.0571 5.7318 -0.0910 1.6037 Shielding Factor Ka Tower Section Feed Line Record No. Feed Line Segment Elev. Ka No Ice Ka Ice T1 LDF4P-50A (1/2 FOAM) 85.10 - 93.75 0.6000 0.4274 T1 Sabre Feedline Ladder 85.10 - 95.10 0.6000 0.4274 T1 Sabre Feedline Ladder 85.10 - 95.10 0.6000 0.4274 T1 Sabre Feedline Ladder 85.10 - 95.10 0.6000 0.4274 T2 LDF4P-50A (1/2 FOAM) 75.10 - 81.00 0.6000 0.4762 T2 LDF4P-50A (1/2 FOAM) 75.10 - 81.00 0.6000 0.4762 T2 LDF4P-50A (1/2 FOAM) 75.10 - 85.10 0.6000 0.4762 T2 Sabre Feedline Ladder 75.10 - 85.10 0.6000 0.4762 T2 Sabre Feedline Ladder 75.10 - 85.10 0.6000 0.4762 T2 Sabre Feedline Ladder 75.10 - 85.10 0.6000 0.4762 T3 LDF4P-50A (1/2 FOAM) 60.10 - 75.10 0.6000 0.4832 T3 LDF4P-50A (1/2 FOAM) 60.10 - 75.10 0.6000 0.4832 T3 LDF4P-50A (1/2 FOAM) 60.10 - 75.10 0.6000 0.4832 T3 Sabre Feedline Ladder 60.10 - 75.10 0.6000 0.4832 T3 Sabre Feedline Ladder 60.10 - 75.10 0.6000 0.4832 T3 Sabre Feedline Ladder 60.10 - 75.10 0.6000 0.4832 T3 1/2 60.10 - 75.00 0.6000 0.4832 T3 2" Flex Conduit 60.10 - 75.00 0.6000 0.4832 T4 LDF4P-50A (1/2 FOAM) 56.60 - 60.10 0.6000 0.1382 T4 LDF4P-50A (1/2 FOAM) 56.60 - 60.10 0.6000 0.1382 T4 LDF4P-50A (1/2 FOAM) 56.60 - 60.10 0.6000 0.1382 T4 1/2 56.60 - 60.10 0.6000 0.1382 T4 2" Flex Conduit 56.60 - 60.10 0.6000 0.1382 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight lb tnxTower Job 14652291 Croton on Hudson Page 10 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight lb Stand Off (3) C None 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 8.45 10.98 13.52 8.45 10.98 13.52 750.00 975.00 1200.00 12' x 2-1/2'' Dipole (2 Element) A From Leg 1.68 0.97 6.00 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 3.15 4.35 5.55 3.15 4.35 5.55 54.00 78.00 102.00 12' x 2-1/2'' Dipole (2 Element) A From Leg 1.68 0.97 6.00 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 3.15 4.35 5.55 3.15 4.35 5.55 54.00 78.00 102.00 12' x 2-1/2'' Dipole (2 Element) B From Leg 1.68 0.97 6.00 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 3.15 4.35 5.55 3.15 4.35 5.55 54.00 78.00 102.00 12' x 2-1/2'' Dipole (2 Element) C From Leg 1.68 0.97 6.00 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 3.15 4.35 5.55 3.15 4.35 5.55 54.00 78.00 102.00 12' x 2-1/2'' Dipole (2 Element) C From Leg 1.68 0.97 6.00 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 3.15 4.35 5.55 3.15 4.35 5.55 54.00 78.00 102.00 4'6'' x 4'6'' Ground Plane Antenna B Stand-Off Right 3.00 0.00 1.00 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 1.20 1.70 2.20 1.20 1.70 2.20 20.00 35.00 50.00 Unistrut Arns B Stand-Off Right 1.50 0.00 0.00 0.0000 93.85 No Ice 1/2'' Ice 1'' Ice 2.70 4.38 6.05 2.70 4.38 6.05 100.00 130.00 160.00 18'' x 1'' Yagi A From Leg 0.50 0.00 0.00 0.0000 92.60 No Ice 1/2'' Ice 1'' Ice 0.15 0.26 0.38 0.01 0.02 0.05 1.50 3.38 6.75 18'' x 1'' Yagi B From Leg 0.00 0.00 0.00 0.0000 87.10 No Ice 1/2'' Ice 1'' Ice 0.15 0.26 0.38 0.01 0.02 0.05 1.50 3.38 6.75 *** SF-HPM3-96 (3) C None 0.0000 71.00 No Ice 1/2'' Ice 1'' Ice 5.25 6.83 8.40 5.25 6.83 8.40 250.00 325.00 400.00 (2) NNH4-65B-R3-UPM-V2 A From Leg 1.50 0.00 0.00 0.0000 71.00 No Ice 1/2'' Ice 1'' Ice 12.27 12.77 13.27 5.34 5.79 6.26 73.90 143.94 220.57 (2) NNH4-65B-R3-UPM-V2 B From Leg 1.50 0.00 0.00 0.0000 71.00 No Ice 1/2'' Ice 1'' Ice 12.27 12.77 13.27 5.34 5.79 6.26 73.90 143.94 220.57 (2) NNH4-65B-R3-UPM-V2 C From Leg 1.50 0.00 0.00 0.0000 71.00 No Ice 1/2'' Ice 1'' Ice 12.27 12.77 13.27 5.34 5.79 6.26 73.90 143.94 220.57 (2) 8'x2 1/2'' Pipe Mount A From Leg 1.50 0.00 0.00 0.0000 71.00 No Ice 1/2'' Ice 1'' Ice 2.30 3.13 3.62 2.30 3.13 3.62 40.50 57.38 79.58 (2) 8'x2 1/2'' Pipe Mount B From Leg 1.50 0.00 0.00 0.0000 71.00 No Ice 1/2'' Ice 1'' Ice 2.30 3.13 3.62 2.30 3.13 3.62 40.50 57.38 79.58 (2) 8'x2 1/2'' Pipe Mount C From Leg 1.50 0.00 0.00 0.0000 71.00 No Ice 1/2'' Ice 1'' Ice 2.30 3.13 3.62 2.30 3.13 3.62 40.50 57.38 79.58 *** (2) NHH-65A-R2B A From Leg 1.00 0.50 0.00 30.0000 81.10 No Ice 1/2'' Ice 1'' Ice 5.94 6.31 6.68 3.91 4.27 4.63 35.05 74.36 118.70 (2) NHH-65A-R2B B From Leg 1.00 30.0000 81.10 No Ice 5.94 3.91 35.05 tnxTower Job 14652291 Croton on Hudson Page 11 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight lb 0.50 0.00 1/2'' Ice 1'' Ice 6.31 6.68 4.27 4.63 74.36 118.70 (2) NHH-65A-R2B C From Leg 1.50 0.00 0.00 0.0000 81.10 No Ice 1/2'' Ice 1'' Ice 5.94 6.31 6.68 3.91 4.27 4.63 35.05 74.36 118.70 BSAMNT-SBS-2-2 Mounting Bracket (3) C None 0.0000 81.10 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.00 0.00 0.00 330.30 462.40 594.50 Load Combinations Comb. No. Dead Only 1.2 Dead+1.0 Wind 0 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 30 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 60 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 90 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 120 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 150 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 180 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 210 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 240 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 270 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 300 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 330 deg - No Ice+1.0 Guy 1.2 Dead+1.0 Ice+1.0 Temp+Guy 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp+1.0 Guy Dead+Wind 0 deg - Service+Guy Dead+Wind 30 deg - Service+Guy Dead+Wind 60 deg - Service+Guy Dead+Wind 90 deg - Service+Guy Dead+Wind 120 deg - Service+Guy Dead+Wind 150 deg - Service+Guy Dead+Wind 180 deg - Service+Guy Dead+Wind 210 deg - Service+Guy Dead+Wind 240 deg - Service+Guy Dead+Wind 270 deg - Service+Guy Dead+Wind 300 deg - Service+Guy Dead+Wind 330 deg - Service+Guy tnxTower Job 14652291 Croton on Hudson Page 12 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 95.1 - 85.1 1.380 0.0964 2.2338 T2 85.1 - 75.1 1.184 0.1037 2.2816 T3 75.1 - 60.1 0.926 0.1569 2.3712 T4 60.1 - 55.1 0.272 0.2439 2.4151 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 93.85 Stand Off (3) 1.356 0.0958 2.2380 92.60 18'' x 1'' Yagi 1.333 0.0954 2.2423 90.10 Guy 1.285 0.0956 2.2522 90.10 Guy 1.285 0.0956 2.2522 87.10 18'' x 1'' Yagi 1.226 0.0988 2.2678 81.10 (2) NHH-65A-R2B 1.094 0.1210 2.3175 71.00 SF-HPM3-96 (3) 0.779 0.1816 2.3927 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 95.1 - 85.1 11.588 1.0800 10.9261 T2 85.1 - 75.1 9.353 1.1133 11.1183 T3 75.1 - 60.1 6.839 1.3499 11.4850 T4 60.1 - 55.1 1.887 1.7339 11.6683 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 93.85 Stand Off (3) 11.313 1.0777 10.9427 92.60 18'' x 1'' Yagi 11.038 1.0760 10.9599 90.10 Guy 10.485 1.0769 10.9994 90.10 Guy 10.485 1.0769 10.9994 87.10 18'' x 1'' Yagi 9.811 1.0914 11.0623 81.10 (2) NHH-65A-R2B 8.405 1.1902 11.2647 71.00 SF-HPM3-96 (3) 5.624 1.4591 11.5736 tnxTower Job 14652291 Croton on Hudson Page 13 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Bolt Design Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt lb Allowable Load per Bolt lb Ratio Load Allowable Allowable Ratio Criteria T1 95.1 Leg A325N 0.7500 1927.04 30101.40 0.064 1.05 Bolt Tension T2 85.1 Leg A325N 0.7500 4812.44 30101.40 0.160 1.05 Bolt Tension T3 75.1 Leg A325N 0.7500 1725.56 30101.40 0.057 1.05 Bolt Tension Guy Design Data Section No. Elevation ft Size Initial Tension lb Breaking Load lb Actual Tu lb Allowable Tn lb Required S.F. Actual S.F. T1 90.10 (A) (146) 7/16 EHS 2080.00 20800.02 8539.81 13104.00 0.952 1.461 90.10 (B) (145) 7/16 EHS 2080.00 20800.02 12345.60 13104.00 0.952 1.011 90.10 (C) (141) 7/16 EHS 2080.00 20800.02 12581.20 13104.00 0.952 0.992 90.10 (A) (150) 7/16 EHS 2080.00 20800.02 8038.93 13104.00 0.952 1.552 Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 1 1/4 10.00 2.46 94.4 K=1.00 1.2272 -15407.70 28783.70 0.535 1 T2 85.1 - 75.1 1 1/4 10.00 2.46 94.4 K=1.00 1.2272 -26481.80 28783.70 0.920 1 T3 75.1 - 60.1 1 1/4 15.00 2.47 94.9 K=1.00 1.2272 -29036.80 28572.00 1.016 1 T4 60.1 - 55.1 1 1/4 5.13 1.51 58.0 K=1.00 1.2272 -15982.70 43174.00 0.370 1 1 P u / Pn controls Diagonal Design Data (Compression) tnxTower Job 14652291 Croton on Hudson Page 14 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 3.17 3.00 134.6 K=0.70 0.4418 -5164.41 5510.30 0.937 1 T2 85.1 - 75.1 3/4 3.17 3.00 134.6 K=0.70 0.4418 -5122.47 5510.30 0.930 1 T3 75.1 - 60.1 7/8 3.18 3.01 115.7 K=0.70 0.6013 -3285.21 9623.51 0.341 1 T4 60.1 - 55.1 7/8 1.56 1.25 48.0 K=0.70 0.6013 -2014.84 17253.80 0.117 1 1 P u / Pn controls Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -415.21 9791.06 0.042 1 T2 85.1 - 75.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -654.64 9791.06 0.067 1 T3 75.1 - 60.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -934.96 9791.06 0.095 1 T4 60.1 - 55.1 3/4 1.38 1.27 57.1 K=0.70 0.4418 -282.24 12059.40 0.023 1 1 P u / Pn controls Secondary Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 1.00 0.95 60.7 K=1.00 0.4418 -0.00 11791.10 0.000 1 T2 85.1 - 75.1 3/4 1.00 0.95 60.7 K=1.00 0.4418 -0.00 11791.10 0.000 1 T3 75.1 - 60.1 3/4 1.00 0.95 60.7 K=1.00 0.4418 -0.01 11791.10 0.000 1 1 P u / Pn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 2.00 1.90 84.9 0.4418 -415.21 9791.06 0.042 1 tnxTower Job 14652291 Croton on Hudson Page 15 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn K=0.70 T2 85.1 - 75.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -1092.69 9791.06 0.112 1 T3 75.1 - 60.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -714.41 9791.06 0.073 1 T4 60.1 - 55.1 3/4 1.97 1.86 83.4 K=0.70 0.4418 -282.24 9921.53 0.028 1 1 P u / Pn controls Bottom Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -1146.40 9791.06 0.117 1 T2 85.1 - 75.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -871.19 9791.06 0.089 1 T3 75.1 - 60.1 3/4 2.00 1.90 84.9 K=0.70 0.4418 -698.15 9791.06 0.071 1 T4 60.1 - 55.1 12x3/8 0.20 0.10 7.4 K=0.70 4.5000 -938.01 145376.00 0.006 1 1 P u / Pn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 1 1/4 10.00 0.08 3.2 1.2272 3707.81 55223.30 0.067 1 T2 85.1 - 75.1 1 1/4 10.00 2.46 94.4 1.2272 14635.40 55223.30 0.265 1 T3 75.1 - 60.1 1 1/4 15.00 2.47 94.9 1.2272 16692.70 55223.30 0.302 1 T4 60.1 - 55.1 1 1/4 5.13 1.51 58.0 1.2272 3151.20 55223.30 0.057 1 1 P u / Pn controls Diagonal Design Data (Tension) tnxTower Job 14652291 Croton on Hudson Page 16 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 3.17 3.00 192.3 0.4418 5077.87 14313.90 0.355 1 T2 85.1 - 75.1 3/4 3.17 3.00 192.3 0.4418 5088.77 14313.90 0.356 1 T3 75.1 - 60.1 7/8 3.18 3.01 165.4 0.6013 3215.82 19482.80 0.165 1 T4 60.1 - 55.1 7/8 1.84 1.52 83.6 0.6013 140.01 19482.80 0.007 1 1 P u / Pn controls Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 2.00 1.90 121.3 0.4418 1394.65 14313.90 0.097 1 T2 85.1 - 75.1 3/4 2.00 1.90 121.3 0.4418 654.64 14313.90 0.046 1 T3 75.1 - 60.1 3/4 2.00 1.90 121.3 0.4418 805.28 14313.90 0.056 1 T4 60.1 - 55.1 3/4 0.79 0.68 43.8 0.4418 380.84 14313.90 0.027 1 1 P u / Pn controls Secondary Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 1.00 0.95 60.7 0.4418 0.00 14313.90 0.000 1 T2 85.1 - 75.1 3/4 1.00 0.95 60.7 0.4418 0.00 14313.90 0.000 1 T3 75.1 - 60.1 3/4 1.00 0.95 60.7 0.4418 0.01 14313.90 0.000 1 1 P u / Pn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 2.00 1.90 121.3 0.4418 415.21 14313.90 0.029 1 T2 85.1 - 75.1 3/4 2.00 1.90 121.3 0.4418 1159.96 14313.90 0.081 1 T3 75.1 - 60.1 3/4 2.00 1.90 121.3 0.4418 864.61 14313.90 0.060 1 T4 60.1 - 55.1 3/4 1.97 1.86 119.2 0.4418 1127.15 14313.90 0.079 1 1 P u / Pn controls tnxTower Job 14652291 Croton on Hudson Page 17 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Bottom Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 2.00 1.90 121.3 0.4418 1117.46 14313.90 0.078 1 T2 85.1 - 75.1 3/4 2.00 1.90 121.3 0.4418 735.98 14313.90 0.051 1 T3 75.1 - 60.1 3/4 2.00 1.90 121.3 0.4418 1340.25 14313.90 0.094 1 T4 60.1 - 55.1 12x3/8 0.20 0.10 10.6 4.5000 549.24 145800.00 0.004 1 1 P u / Pn controls Top Guy Pull-Off Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn T1 95.1 - 85.1 3/4 2.00 1.90 121.3 0.4418 1394.65 14313.90 0.097 1 T1 95.1 - 85.1 3/4 2.00 1.90 121.3 0.4418 1394.65 14313.90 0.097 1 1 P u / Pn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P lb øPallow lb % Capacity Pass Fail T1 95.1 - 85.1 Leg 1 1/4 -15407.70 30222.88 51.0 Pass T2 85.1 - 75.1 Leg 1 1/4 -26481.80 30222.88 87.6 Pass T3 75.1 - 60.1 Leg 1 1/4 -29036.80 30000.60 96.8 Pass T4 60.1 - 55.1 Leg 1 1/4 -15982.70 45332.70 35.3 Pass T1 95.1 - 85.1 Diagonal 3/4 -5164.41 5785.81 89.3 Pass T2 85.1 - 75.1 Diagonal 3/4 -5122.47 5785.81 88.5 Pass T3 75.1 - 60.1 Diagonal 7/8 -3285.21 10104.68 32.5 Pass T4 60.1 - 55.1 Diagonal 7/8 -2014.84 18116.49 11.1 Pass T1 95.1 - 85.1 Horizontal 3/4 1394.65 15029.59 9.3 Pass T2 85.1 - 75.1 Horizontal 3/4 -654.64 10280.61 6.4 Pass T3 75.1 - 60.1 Horizontal 3/4 -934.96 10280.61 9.1 Pass T4 60.1 - 55.1 Horizontal 3/4 380.84 15029.59 2.5 Pass T1 95.1 - 85.1 Secondary Horizontal 3/4 -0.00 12380.65 0.1 Pass T2 85.1 - 75.1 Secondary Horizontal 3/4 -0.00 12380.65 0.1 Pass T3 75.1 - 60.1 Secondary Horizontal 3/4 -0.01 12380.65 0.2 Pass T1 95.1 - 85.1 Top Girt 3/4 -415.21 10280.61 4.0 Pass T2 85.1 - 75.1 Top Girt 3/4 -1092.69 10280.61 10.6 Pass T3 75.1 - 60.1 Top Girt 3/4 -714.41 10280.61 6.9 Pass T4 60.1 - 55.1 Top Girt 3/4 1127.15 15029.59 7.5 Pass T1 95.1 - 85.1 Bottom Girt 3/4 -1146.40 10280.61 11.2 Pass T2 85.1 - 75.1 Bottom Girt 3/4 -871.19 10280.61 8.5 Pass T3 75.1 - 60.1 Bottom Girt 3/4 1340.25 15029.59 8.9 Pass T4 60.1 - 55.1 Bottom Girt 12x3/8 -938.01 152644.80 0.6 Pass T1 95.1 - 85.1 Guy A@90.1 (57 deg) 7/16 8539.81 13104.00 65.2 Pass Guy A@90.1 (-57 deg) 7/16 8038.93 13104.00 61.3 Pass tnxTower Job 14652291 Croton on Hudson Page 18 of 18 Albul Engineering, LLC 3840 E. Robinson Road Project 35661.GTW.TSA.G418900.0 Date 19:08:33 04/25/25 Amherst, NY 14228 Phone: (716) 800-1364 FAX: Client GT Wireless Designed by dalbul Section No. Elevation ft Component Type Size Critical Element P lb øPallow lb % Capacity Pass Fail T1 95.1 - 85.1 Guy B@90.1 (-9 deg) 7/16 12345.60 13104.00 94.2 Pass T1 95.1 - 85.1 Guy C@90.1 (9 deg) 7/16 12581.20 13104.00 96.0 Pass T1 95.1 - 85.1 Top Guy Pull-Off@90.1 3/4 1394.65 15029.59 9.3 Pass Top Guy Pull-Off@90.1 3/4 1394.65 15029.59 9.3 Pass Summary Leg (T3) 96.8 Pass Diagonal (T1) 89.3 Pass Horizontal (T1) 9.3 Pass Secondary Horizontal (T3) 0.2 Pass Top Girt (T2) 10.6 Pass Bottom Girt (T1) 11.2 Pass Guy A (T1) 65.2 Pass Guy B (T1) 94.2 Pass Guy C (T1) 96.0 Pass Top Guy Pull-Off (T1) 9.3 Pass Bolt Checks 15.2 Pass RATING = 96.8 Pass BOLT CONNECTION CALCULATION BOLT PROPERTIES Date: 4/25/2025 Site: Croton on Hudson Engineer: DVA Project No: 35661.GTW.TSA.G418900.0 Bolt Capacity Equation TIA-222-H Connection Type Steel Bolt Size, d 1/2 in Threads per Inch, n Steel Grade A325 Bolt Ultimate Tensile Stress, Fu ksi Threads Exclusion N Shear Plane Net Bolt Cross-Sectional Area, An 0.142 in2 Gross Bolt Cross-Sectional Area, Ag 0.196 in2 Tensile Steel Strength (per bolt), φRnt lbs Shear Steel Strength (per bolt), φRnv lbs ANCHOR BOLT CONNECTION CALCULATOR REV. 6.0.6 BOLT CONNECTION CALCULATION BOLT GROUP CHECK Date: Site: Engineer: Project No: X Y Start Coordinates: 0.00 0.00 Dimensions: 32.00 32.00 Risa LC: No. Load Point Label X Y Z Shear, Px Shear, Py Axial, Pz Moment, Mx Moment, My Moment, Mz TNX Base 16.00 16.00 0.00 0.00 3098.00 25895.00 0.00 0.00 0.00 Bolts Q-ty: No. Bolt Type X Y Axial Shear Tensile Usage Shear Usage Combined Usage Controlling Usage Max. Usage Main Type 2.00 2.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 11.33 2.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 30.00 2.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 20.67 2.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 2.00 11.33 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 30.00 11.33 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 2.00 20.67 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 30.00 20.67 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 2.00 30.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 11.33 30.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 30.00 30.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Main Type 20.67 30.00 1991.92 238.31 15.6% 2.7% 15.6% Steel Tension 15.60% Additional Type 16.00 16.00 1991.92 238.31 1.6% 0.3% 1.6% Steel Tension 1.57% 15.6% Total Capacity of Bolt Group: Bolt Coordinates (in.) Bolt Loads (lbs) Coordinates, (in.) Loads (lbs, lb-in) Bolt Usage (%) 4/25/2025 Croton on Hudson DVA 35661.GTW.TSA.G418900.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Horizontal Shear Pull-Out Vertical Shear Bolts Load Point ANCHOR BOLT CONNECTION CALCULATOR REV. 6.0.6 Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Guy Anchors Connection Model SK-1 14652291 Croton on Hudson - Copy.r3d Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Guy Anchors Connection Model SK-2 14652291 Croton on Hudson - Copy.r3d Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Guy Loads from TNX SK-3 14652291 Croton on Hudson - Copy.r3d Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Member Bending Check SK-4 14652291 Croton on Hudson - Copy.r3d Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Member Shear Check SK-5 14652291 Croton on Hudson - Copy.r3d Company Designer Job Number Model Name : : : : Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Checked By : __________ RISA-3D Version 22 [ 14652291 Croton on Hudson - Copy.r3d ] Model Settings Number of Reported Sections Number of Internal Sections Member Area Load Mesh Size (in 2) Consider Shear Deformation Yes Consider Torsional Warping Yes Approximate Mesh Size (in) Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls No Maximum Number of Iterations Single No Multiple (Optimum) Yes Maximum No Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis XZ Plate Local Axis Orientation Nodal Hot Rolled Steel AISC 15th (360-16): LRFD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 15th (360-16): LRFD Cold Formed Steel AISI S100-20: LRFD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-18 / SDPWS-21 LRFD Temperature < 100F Concrete ACI 318-19 Masonry TMS 402-16: Strength Aluminum AA ADM1-20: LRFD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): LRFD Stiffness Adjustment Yes (Iterative) Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing) Yes List forces which were ignored for design in the Detail Report Yes Column Min Steel Column Max Steel Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Number of Shear Regions Region 2 & 3 Spacing Increase Increment (in) Code ASCE 7-16 Risk Category I or II Drift Cat Other Company Designer Job Number Model Name : : : : Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Checked By : __________ RISA-3D Version 22 [ 14652291 Croton on Hudson - Copy.r3d ] Model Settings (Continued) Base Elevation (ft) 531.99 Include the weight of the structure in base shear calcs No S1 (g) 0.048 SD1 (g) 0.077 SDS (g) 0.173 TL (sec) T Z (sec) T X (sec) CtZ 0.02 CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z R X Ω0Z Ω0X CdZ CdX ρ Z ρ X Company Designer Job Number Model Name : : : : Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Checked By : __________ RISA-3D Version 22 [ 14652291 Croton on Hudson - Copy.r3d ] Member Primary Data Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule M1 N3 N1 Roof sheathing Beam Rectangular Double DF Typical M2 N1 N4 Roof sheathing Beam Rectangular Double DF Typical M3 N9 N8 Roof sheathing Beam Rectangular Double DF Typical M4 N8 N6 Roof sheathing Beam Rectangular Double DF Typical M5 N7 N8 55.516 RIGID None None RIGID Typical M6 N11 N10 Wooden Blocking Beam Rectangular DF Typical M7 N13 N2 Ridge Beam Rectangular DF Typical M8 N14 N1 55.516 RIGID None None RIGID Typical M9 N19 N18 55.516 RIGID None None RIGID Typical M10 N18 N20 55.516 Pipe Column HSS Pipe A500 Gr.B RND Typical M11 N23 N22 RIGID None None RIGID Typical M12 N21 N24 RIGID None None RIGID Typical M13 N25 N26 RIGID None None RIGID Typical M14 N27 N28 RIGID None None RIGID Typical M15 N24 N32 304.484 Threaded Rods Column BAR A36 Gr.36 Typical M16 N22 N30 304.484 Threaded Rods Column BAR A36 Gr.36 Typical M17 N21 N31 304.484 Threaded Rods Column BAR A36 Gr.36 Typical M18 N23 N29 304.484 Threaded Rods Column BAR A36 Gr.36 Typical M19 N29 N30 RIGID None None RIGID Typical M20 N31 N32 RIGID None None RIGID Typical M21 N36 N37 Support T-Plate Column W_Tee A36 Gr.36 Typical M22 N40 N41 145.516 Support Plate Column RECT A36 Gr.36 Typical M23 N37 N39 145.516 Support Plate Column RECT A36 Gr.36 Typical M24 N43 N44 Threaded Rods Column BAR A36 Gr.36 Typical M25 N38 N45 Support Plate Column RECT A36 Gr.36 Typical M26 N50 N49 RIGID None None RIGID Typical M27 N52 N51 RIGID None None RIGID Typical M28 N56 N55 RIGID None None RIGID Typical M29 N58 N57 RIGID None None RIGID Typical M30 N50 N56 Lag Screw Column BAR A36 Gr.36 Typical M31 N49 N55 Lag Screw Column BAR A36 Gr.36 Typical M32 N51 N57 Lag Screw Column BAR A36 Gr.36 Typical M33 N52 N58 Lag Screw Column BAR A36 Gr.36 Typical M34 N60 N59 Roof sheathing Beam Rectangular Double DF Typical M35 N59 N61 Roof sheathing Beam Rectangular Double DF Typical M36 N62 N59 55.516 RIGID None None RIGID Typical M37 N64 N63 Roof sheathing Beam Rectangular Double DF Typical M38 N63 N65 Roof sheathing Beam Rectangular Double DF Typical M39 N66 N63 55.516 RIGID None None RIGID Typical M40 N10 N67 Wooden Blocking Side Beam Rectangular DF Typical M41 N68 N11 Wooden Blocking Side Beam Rectangular DF Typical M42 N38 N42 RIGID None None RIGID Typical Hot Rolled Steel Properties Label E [psi] G [psi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt A572-50 2.9e+7 1.12e+7 0.295 0.65 0.49 1.1 1.2 A36 2.9e+7 1.12e+7 0.295 0.65 0.49 1.5 1.2 A992 2.9e+7 1.115e+7 0.3 0.65 0.49 1.1 1.1 A36 Gr.36 2.9e+7 1.115e+7 0.3 0.65 0.49 1.5 1.2 A572 Gr.50 2.9e+7 1.115e+7 0.3 0.65 0.49 1.1 1.1 A500 Gr.B RND 2.9e+7 1.115e+7 0.3 0.65 0.527 1.4 1.3 7 A500 Gr.B RECT 2.9e+7 1.115e+7 0.3 0.65 0.527 1.4 1.3 A500 Gr.C RND 2.9e+7 1.115e+7 0.3 0.65 0.527 1.4 1.3 9 A500 Gr.C RECT 2.9e+7 1.115e+7 0.3 0.65 0.527 1.4 1.3 Company Designer Job Number Model Name : : : : Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Checked By : __________ RISA-3D Version 22 [ 14652291 Croton on Hudson - Copy.r3d ] Hot Rolled Steel Properties (Continued) Label E [psi] G [psi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt A53 Gr.B 2.9e+7 1.115e+7 0.3 0.65 0.49 1.6 1.2 A1085 2.9e+7 1.115e+7 0.3 0.65 0.49 1.4 1.3 A913 Gr.65 2.9e+7 1.115e+7 0.3 0.65 0.49 1.1 1.1 A449 2.9e+7 1.115e+7 0.3 0.65 0.49 1.1 1.1 Wood Properties Label Type Database Species Grade Cm Ci EmodNuTherm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 0.3 0.3 0.035 SP Solid Sawn Visually Graded Southern Pine No.1 0.3 0.3 0.035 HF Solid Sawn Visually Graded Hem-Fir No.1 0.3 0.3 0.035 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 0.3 0.3 0.035 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 0.3 0.3 0.035 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 0.3 0.3 0.035 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 0.3 0.3 0.035 1.4E_RIGIDLAM LVL SCL Roseburg Forest Products_2023 1.4E_RIGIDLAM LVL na 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600FCustom N/A LVL_Microllam_1.9E_2600F na 0.3 0.3 0.035 15PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 0.3 0.3 0.035 17 24F-1.8E DF Balanced_1 Glulam NDS Table 5A 24F-1.8E_DF_BAL na 0.3 0.3 0.035 18 24F-1.8E DF Unbalanced_1 Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 0.3 0.3 0.035 19 24F-1.8E SP Balanced_1 Glulam NDS Table 5A 24F-1.8E_SP_BAL na 0.3 0.3 0.035 20 24F-1.8E SP Unbalanced_1 Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 0.3 0.3 0.035 Hot Rolled Steel Design Parameters Label Shape Length [in] Lcomp top [in] Channel Conn. a [in] Function M10 Pipe Lbyy N/A N/A Lateral M15 Threaded Rods 20.75 Lbyy N/A N/A Lateral M16 Threaded Rods 20.75 Lbyy N/A N/A Lateral M17 Threaded Rods 20.75 Lbyy N/A N/A Lateral M18 Threaded Rods 20.75 Lbyy N/A N/A Lateral M21 Support T-Plate Lbyy N/A N/A Lateral M22 Support Plate Lbyy N/A N/A Lateral M23 Support Plate Lbyy N/A N/A Lateral M24 Threaded Rods 8.5 Lbyy N/A N/A Lateral M25 Support Plate Lbyy N/A N/A Lateral M30 Lag Screw 5.483 Lbyy N/A N/A Lateral M31 Lag Screw 5.483 Lbyy N/A N/A Lateral M32 Lag Screw 5.483 Lbyy N/A N/A Lateral M33 Lag Screw 5.483 Lbyy N/A N/A Lateral Wood Design Parameters Label Shape Length [in] le2 [in] le1 [in] le-bend top [in]le-bend bot [in] Cr y sway z sway M1 Roof sheathing 145.194 M2 Roof sheathing 289.627 M3 Roof sheathing 145.194 M4 Roof sheathing 289.627 M6 Wooden Blocking 16.966 Lbyy Company Designer Job Number Model Name : : : : Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Checked By : __________ RISA-3D Version 22 [ 14652291 Croton on Hudson - Copy.r3d ] Wood Design Parameters (Continued) Label Shape Length [in] le2 [in] le1 [in] le-bend top [in]le-bend bot [in] Cr y sway z sway M7 Ridge 84.828 Lbyy M34 Roof sheathing 145.194 M35 Roof sheathing 289.627 M37 Roof sheathing 145.194 M38 Roof sheathing 289.627 M40 Wooden Blocking Side 16.966 Lbyy M41 Wooden Blocking Side 16.966 Lbyy Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] Pipe HSS4.000X0.313 Column HSS Pipe A500 Gr.B RND Typical 3.39 5.87 5.87 11.7 Threaded Rods 1"S.R. Column BAR A36 Gr.36 Typical 0.785 0.049 0.049 0.098 Support Plate 8X0.625 Column RECT A36 Gr.36 Typical 0.163 26.667 0.619 Support T-Plate T-PLATE Column W_Tee A36 Gr.36 Typical 6.25 26.707 2.302 0.822 Lag Screw 0.5"S.R. Column BAR A36 Gr.36 Typical 0.196 0.003 0.003 0.006 Wood Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] Roof sheathing 1.75X9.75FS Beam Rectangular Double DF Typical 17.062 4.354 135.167 15.449 Ridge 8X10FS Beam Rectangular DF Typical 426.667 666.667 875.867 Wooden Blocking 7-1.75X10FS Beam Rectangular DF Typical 122.5 1531.8881020.8332286.029 4 Wooden Blocking Side 4-1.75X10FS Beam Rectangular DF Typical 285.833 583.333 649.212 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] N6 Reaction Reaction Reaction Reaction Reaction Reaction N4 Reaction Reaction Reaction Reaction Reaction Reaction N2 Reaction Reaction Reaction Reaction Reaction Reaction N13 Reaction Reaction Reaction Reaction Reaction Reaction N9 Reaction Reaction Reaction Reaction Reaction Reaction N3 Reaction Reaction Reaction Reaction Reaction Reaction N60 Reaction Reaction Reaction Reaction Reaction Reaction N61 Reaction Reaction Reaction Reaction Reaction Reaction N64 Reaction Reaction Reaction Reaction Reaction Reaction N65 Reaction Reaction Reaction Reaction Reaction Reaction Material Take-Off Material Size Pieces Length[in] Weight[K] General Members RIGID 106.3 Total General 106.3 Hot Rolled Steel A36 Gr.36 0.5"S.R. 21.9 0.001 A36 Gr.36 1"S.R. 91.5 0.02 A36 Gr.36 T-PLATE 0.027 A36 Gr.36 8X0.625 0.033 A500 Gr.B RND HSS4.000X0.313 0.009 Total HR Steel 160.4 0.09 Company Designer Job Number Model Name : : : : Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Checked By : __________ RISA-3D Version 22 [ 14652291 Croton on Hudson - Copy.r3d ] Material Take-Off (Continued) Material Size Pieces Length[in] Weight[K] Wood DF 1.75X9.75FS 1739.3 0.601 DF 4-1.75X10FS 33.9 0.048 DF 7-1.75X10FS 0.042 DF 8X10FS 84.8 0.137 Total Wood 0.829 Basic Load Cases BLC Description Category Nodal TNX Loads None Load Combinations Description Solve P-Delta BLC Factor TNX Load Yes Y Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC N6 max 302.744 -391.292 -440.681 -12.052 0.5 -8.19 min 302.744 -391.292 -440.681 -12.052 0.5 -8.19 N4 max 315.797 -409.429 -459.893 -6.757 -0.767 -4.659 min 315.797 -409.429 -459.893 -6.757 -0.767 -4.659 N2 max 2045.458 -3548.36 564.784 -2073.444 -633.121 3821.44 min 2045.458 -3548.36 564.784 -2073.444 -633.121 3821.44 N13 max 1122.204 -2244.627 551.983 2298.803 344.573 -2809.071 min 1122.204 -2244.627 551.983 2298.803 344.573 -2809.071 N9 max -26.564 -23.017 39.004 -96.064 -1.125 -65.076 min -26.564 -23.017 39.004 -96.064 -1.125 -65.076 N3 max 42.863 -12.464 -62.073 -62.293 -1.14 -45.048 min 42.863 -12.464 -62.073 -62.293 -1.14 -45.048 N60 max -69.03 -26.504 101.054 -97.313 -1.589 -64.126 min -69.03 -26.504 101.054 -97.313 -1.589 -64.126 N61 max 129.911 -166.274 -188.937 -12.988 1.143 -8.833 min 129.911 -166.274 -188.937 -12.988 1.143 -8.833 N64 max -47.867 -14.718 70.403 -54.647 -1.936 -40.795 min -47.867 -14.718 70.403 -54.647 -1.936 -40.795 N65 max 120.487 -155.316 -175.645 -7.567 -1.291 -5.241 min 120.487 -155.316 -175.645 -7.567 -1.291 -5.241 N25 max NC NC NC NC LOCKED NC min NC NC NC NC LOCKED NC N26 max NC NC NC NC LOCKED NC min NC NC NC NC LOCKED NC N27 max NC NC NC NC LOCKED NC min NC NC NC NC LOCKED NC N28 max NC NC NC NC LOCKED NC min NC NC NC NC LOCKED NC Totals: max 3936.003 -6992.001 -0.002 min 3936.003 -6992.001 -0.002 Company Designer Job Number Model Name : : : : Albul Engineering, LLC dalbul 35661.GTW.TSA.G418900.0 14652291 Croton on Hudson Checked By : __________ RISA-3D Version 22 [ 14652291 Croton on Hudson - Copy.r3d ] Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code CheckLoc[in]LCShear CheckLoc[in]DirLCphi*Pnc [lb]phi*Pnt [lb] phi*Mn y-y [lb-ft] phi*Mn z-z [lb-ft] Cb Eqn M10 HSS4.000X0.313 0.26 0.102 1 127774.368 128142 12631.5 12631.5 H1-1b M21 T-PLATE 0.097 2.813 1 0.033 6.406 y 1 192923.156 202500 27527.344 3032.012 H1-1b M17 1"S.R. 0.062 10.159 1 0.003 20.75 1 17706.35225446.895 424.112 424.112 H1-1b M15 1"S.R. 0.054 10.159 1 0.003 20.75 1 17706.35225446.895 424.112 424.112 H1-1b M18 1"S.R. 0.034 20.75 1 0.001 20.75 1 17706.35225446.895 424.112 424.112 H1-1b* M16 1"S.R. 0.033 10.159 1 0.001 20.75 1 17706.35225446.895 424.112 424.112 H1-1b M24 1"S.R. 0.033 4.073 1 0.007 8.5 1 23944.44425446.895 424.112 424.112 H1-1b M22 8X0.625 0.01 5.469 z 1 149657.855 162000 2109.375 1.73 H1-1b M25 8X0.625 0.007 0.001 z 1 142109.82 162000 2109.375 1.932H1-1b M33 0.5"S.R. 0.003 5.483 1 0.001 5.483 1 5748.882 6361.74 53.015 53.015 H1-1b* M32 0.5"S.R. 0.002 5.483 1 0.001 5.483 1 5748.882 6361.74 53.015 53.015 H1-1b* M31 0.5"S.R. 5.483 1 5.483 1 5748.882 6361.74 53.015 53.015 H1-1b* M30 0.5"S.R. 5.483 1 5.483 1 5748.882 6361.74 53.015 53.015 H1-1b* M23 8X0.625 y 1 149657.855 162000 2109.375 26482.281 H1-1b* Envelope AWC NDS-18 / SDPWS-21 LRFD Member Wood Code Checks Member Shape Code Check Loc[in] LCShear Check Loc[in] DirLCFc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn M34 1.75X9.75FS 0.54 145.194 1 0.381 145.194 y 1 3.24 1.604 2.375 2.85 0.389 3.9-1 M3 1.75X9.75FS 0.425 137.631 1 0.392 145.194 y 1 3.24 1.604 2.375 2.85 0.389 3.9-1 M1 1.75X9.75FS 0.342 137.631 1 0.437 145.194 y 1 3.24 1.604 2.375 2.85 0.389 3.9-1 M7 8X10FS 0.192 84.828 1 0.286 84.828 y 1 1.982 1.782 2.586 2.591 0.367 3.6410.9980.9183.9-1 M6 7-1.75X10FS 0.166 4.065 0.315 16.966 y 1 3.232 1.604 2.375 2.85 0.389 1.063 0.9983.9-1 M37 1.75X9.75FS 0.131 145.194 1 0.224 145.194 y 1 3.24 1.604 2.375 2.85 0.389 3.9-1 M40 4-1.75X10FS 0.125 0.164 16.966 y 1 1.934 1.604 2.374 2.85 0.389 1.861 0.5973.9-1 M41 4-1.75X10FS 0.074 16.966 1 0.122 16.966 y 1 1.934 1.604 2.374 2.85 0.389 1.861 0.5973.9-3 M4 1.75X9.75FS 0.033 0.002 289.627 y 1 3.24 1.604 2.375 2.375 0.389 3.9-1 M2 1.75X9.75FS 0.032 0.002 289.627 y 1 3.24 1.604 2.375 2.85 0.389 3.9-1 M35 1.75X9.75FS 0.019 0.003 289.627 y 1 3.24 1.604 2.375 2.85 0.389 3.9-1 M38 1.75X9.75FS 0.016 0.003 289.627 y 1 3.24 1.604 2.375 2.85 0.389 3.9-1 ASCE Hazards Report Address: No Address at This Location Standard: ASCE/SEI 7-16 Latitude: 41.208308 Risk Category: III Longitude: -73.887711 Soil Class: D - Stiff Soil Elevation: 118.00327077741687 ft (NAVD 88) Wind Results: Wind Speed 123 Vmph 10-year MRI 75 Vmph 25-year MRI 84 Vmph 50-year MRI 89 Vmph 100-year MRI 95 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Apr 01 2025 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 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.org/ Tue Apr 01 2025 SS : 0.291 S1 : 0.061 Fa : 1.567 Fv : 2.4 SMS : 0.456 SM1 : 0.147 SDS : 0.304 SD1 : 0.098 TL : PGA : 0.18 PGA M : 0.259 FPGA : 1.441 Ie : 1.25 Cv : 0.882 Seismic Design Category: B Design Response Spectrum S (g) vs T(s) a MCE Response Spectrum R S (g) vs T(s) a Design Vertical Response Spectrum S (g) vs T(s) a MCE Vertical Response Spectrum R S (g) vs T(s) a Seismic D - Stiff Soil Site Soil Class: Results: Data Accessed: Tue Apr 01 2025 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. https://ascehazardtool.org/ Tue Apr 01 2025 Ice Results: Data Source: Date Accessed: Ice Thickness: 1.00 in. Concurrent Temperature: 15 F Gust Speed 40 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Apr 01 2025 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 500-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 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. 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