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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS - 19-00527 - 320 Barney Dairy Rd - Cell TowertnxTower Report - version 8.0.5.0 Date: July 17, 2019 Kevin Nelson FDH Infrastructure Services, LLC Crown Castle 6521 Meridien Drive, Suite 107 2055 S. Stearman Dr. Raleigh, North Carolina 27616 Chandler, AZ 85286 919.755.1012 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: SL03UB633 Carrier Site Name: SL03UB633S19.1 Crown Castle Designation: Crown Castle BU Number: 873552 Crown Castle Site Name: N. Rexburg Crown Castle JDE Job Number: 572892 Crown Castle Work Order Number: 1768611 Crown Castle Order Number: 491466 Rev. 1 Engineering Firm Designation: FDH-IS Project Number: 19BNMV1400 Site Data: 320 Barney Dairy Road, Rexburg, Madison County, ID Latitude 43° 49' 55.859'', Longitude -111° 46' 28.563'' 140 Foot - Self Support Tower Dear Kevin Nelson, FDH Infrastructure Services, LLC is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 115 mph as required by the 2015 International Building Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully submitted by: Reviewed by: Eric Sjoerdsma Dennis D. Abel, PE Project Engineer I Chief Engineer ID PE License No. 15343 July 17, 2019 140 Ft Self Support Tower Structural Analysis CCI BU No 873552 Project Number 19BNMV1400, Order 491466, Revision 1 Page 2 tnxTower Report - version 8.0.5.0 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 – LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations July 17, 2019 140 Ft Self Support Tower Structural Analysis CCI BU No 873552 Project Number 19BNMV1400, Order 491466, Revision 1 Page 3 tnxTower Report - version 8.0.5.0 1) INTRODUCTION This tower is a 140 ft Self Support tower designed by Rohn Industries, Inc. and mapped by Tower Modification Specialists. The tower has been modified per reinforcement drawings prepared by Rohn in October if 2008. Reinforcement consists of a 12 ft tower extension, bringing the total tower height from 140 ft to 152 ft. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 115 mph Exposure Category: C Topographic Factor: 1 Seismic Ss: 0.4470 Seismic S1: 0.1570 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 117.0 117.0 3 commscope TTTT65AP-1XR 3 1-1/8 1 - Sector Mount [SM 308-3] 6 kmw comm ET-X-TS-70-16-62-18-IR-RD 3 samsung telecomm POWER JUNCTION CYLINDER 3 samsung telecomm RRH-B8 3 samsung telecomm RRH-C2C W/EXT FILTER 3 samsung telecomm RRH-P4 Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 134.0 141.0 3 antel BCD-80010 3 5/8 134.0 1 - Sector Mount [SM 601-1] 125.0 125.0 1 - Sector Mount [SM 505-3] - - 105.0 105.0 1 - Sector Mount [SM 502-3] 12 6 3 1-5/8 1-3/8 3/4 104.0 3 ericsson ERICSSON AIR 21 B2A B4P 3 ericsson ERICSSON AIR 21 B4A B2P 3 ericsson RADIO 4449 B12/B71 3 rfs celwave APXVAARR24_43-U-NA20 July 17, 2019 140 Ft Self Support Tower Structural Analysis CCI BU No 873552 Project Number 19BNMV1400, Order 491466, Revision 1 Page 4 tnxTower Report - version 8.0.5.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Harper-Leavitt Engineering, Inc 1335312 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Cleartalk 1335388 CCISITES 4-TOWER MANUFACTURER DRAWINGS Rohn Industries, Inc. 1335361 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Rohn 2344090 CCISITES 4-TOWER MANUFACTURER DRAWINGS Tower Modification Specialists (Mapping) 8447494 CCISITES 3.1) Analysis Method tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built and maintained in accordance with the manufacturer’s specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. FDH Infrastructure Services, LLC should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity2 Pass / Fail T1 152 - 140 Leg P2x.125 (2.375 OD)1 -1.1 32.0 3.6 Pass T2 140 - 120 Leg ROHN 2.5 EH 25 -11.8 87.4 13.4 Pass T3 120 - 100 Leg ROHN 2.5 EH 58 -32.0 87.4 36.6 Pass T4 100 - 80 Leg ROHN 3 EH 91 -52.9 116.1 45.5 Pass T5 80 - 60 Leg ROHN 3.5 EH 118 -70.0 132.0 53.0 Pass T6 60 - 40 Leg ROHN 4 EH 140 -87.1 167.9 51.9 Pass T7 40 - 20 Leg ROHN 5 EH 161 -104.4 251.4 41.5 Pass T8 20 - 0 Leg ROHN 5 EH 182 -120.9 211.4 57.2 Pass T1 152 - 140 Diagonal L1 1/2x1 1/2x1/4 8 -0.3 14.9 1.8 4.1 (b)Pass T2 140 - 120 Diagonal L1 1/2x1 1/2x3/16 29 -1.8 11.6 15.8 34.9 (b)Pass T3 120 - 100 Diagonal L1 1/2x1 1/2x3/16 65 -2.8 7.1 39.255.9 (b)Pass T4 100 - 80 Diagonal L1 3/4x1 3/4x3/16 98 -2.7 6.8 39.6 46.7 (b)Pass T5 80 - 60 Diagonal L2x2x3/16 122 -3.0 6.3 47.1 Pass T6 60 - 40 Diagonal L2 1/2x2 1/2x3/16 143 -3.2 9.6 32.9 Pass July 17, 2019 140 Ft Self Support Tower Structural Analysis CCI BU No 873552 Project Number 19BNMV1400, Order 491466, Revision 1 Page 5 tnxTower Report - version 8.0.5.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity2 Pass / Fail 47.0 (b) T7 40 - 20 Diagonal L2 1/2x2 1/2x3/16 164 -3.4 7.6 44.6 52.2 (b)Pass T8 20 - 0 Diagonal L3x3x3/16 185 -4.7 9.3 51.0 53.0 (b)Pass T1 152 - 140 Top Girt L1 1/2x1 1/2x3/16 5 -0.0 5.7 0.5 Pass Summary Leg (T8) 57.2 Pass Diagonal (T3) 55.9 Pass Top Girt (T1) 0.5 Pass Bolt Checks 55.9 Pass Rating = 57.2 Pass Table 5 - Tower Component Stresses vs. Capacity – LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1,2 Anchor Rods 0 9.6 Pass 1,2 Base Foundation 0 21.0 Pass 1,2 Base Foundation Soil Interaction 0 44.9 Pass Structure Rating (max from all components) = 57.2%2 Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. July 17, 2019 140 Ft Self Support Tower Structural Analysis CCI BU No 873552 Project Number 19BNMV1400, Order 491466, Revision 1 Page 6 tnxTower Report - version 8.0.5.0 APPENDIX A TNXTOWER OUTPUT FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Job: 873552 - N. Rexburg Project: 19BNMV1400 Client: Crown Castle Drawn by: Eric Sjoerdsma App'd: Code: TIA-222-H Date: 07/17/19 Scale: NTS Path: \\fdh-server\Projects\2019 Effective - Client Jobs\CROWNC_Crown Castle USA Inc\ID\873552_N. Rexburg\19BNMV1400-STASOO_SPR\R.0\Analysis\ReportedTower\CCISeismic\873552 - N. Rexburg CCISeismic 3.2.3 Wind And Seismic Analysis.eri Dwg No. E-1 152.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 115 mph WIND TORQUE 9 kip-ft 21 K SHEAR 1676 kip-ft MOMENT 26 K AXIAL SEISMIC 3 K SHEAR 305 kip-ft MOMENT 28 K AXIAL SHEAR: 11 K UPLIFT: -107 K SHEAR: 13 K DOWN: 126 K MAX. CORNER REACTIONS AT BASE: ARE FACTOREDALL REACTIONS S e c t i o n T1 T2 T3 T4 T5 T6 T7 T8 L e g s A RO H N 2 . 5 E H RO H N 3 E H RO H N 3 . 5 E H RO H N 4 E H RO H N 5 E H L e g G r a d e A5 7 2 - 5 0 D i a g o n a l s L1 1 / 2 x 1 1 / 2 x 1 / 4 L1 1 / 2 x 1 1 / 2 x 3 / 1 6 L1 3 / 4 x 1 3 / 4 x 3 / 1 6 L2 x 2 x 3 / 1 6 L2 1 / 2 x 2 1 / 2 x 3 / 1 6 L3 x 3 x 3 / 1 6 D i a g o n a l G r a d e A3 6 T o p G i r t s L1 1 / 2 x 1 1 / 2 x 3 / 1 6 N.A . F a c e W i d t h ( f t ) 4.5 4.5 6 2 5 6.6 0 4 1 7 8.6 3 5 4 2 10 . 6 7 7 1 12 . 7 5 14 . 7 7 0 8 16 . 5 # P a n e l s @ ( f t ) 13 @ 4 4 @ 5 9 @ 6 . 6 6 6 6 7 2 @ 1 0 W e i g h t ( K ) 0.4 0.8 0.8 1.1 1.3 1.6 2.1 2.1 10 . 2 SYMBOL LIST MARK MARKSIZE SIZE A P2x.125 (2.375 OD) MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower is located in Madison County, Idaho. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 115 mph basic wind in accordance with the TIA-222-H Standard.4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TIA-222-H Annex S 8. CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3 9. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H10. TOWER RATING: 57.2% ttnnxxTToowweerr Job 873552 - N. Rexburg Page 1 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma  Tower Input Data The main tower is a 3x free standing tower with an overall height of 152.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 4.50 ft at the top and 16.50 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Madison County, Idaho. Tower base elevation above sea level: 4868.42 ft. Basic wind speed of 115 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H. Pressures are calculated at each section. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0. Stress ratio used in tower member design is 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption √ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known ttnnxxTToowweerr Job 873552 - N. Rexburg Page 2 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Leg B Leg C Leg A Fa ce A F a c e B Face C Triangular Tower Wind Normal 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 152.00-140.00 4.50 1 12.00 T2 140.00-120.00 4.56 1 20.00 T3 120.00-100.00 4.56 1 20.00 T4 100.00-80.00 6.60 1 20.00 T5 80.00-60.00 8.64 1 20.00 T6 60.00-40.00 10.68 1 20.00 T7 40.00-20.00 12.75 1 20.00 T8 20.00-0.00 14.77 1 20.00 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 152.00-140.00 4.00 X Brace No No 0.0000 0.0000 T2 140.00-120.00 4.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 4.00 X Brace No No 0.0000 0.0000 T4 100.00-80.00 5.00 X Brace No No 0.0000 0.0000 T5 80.00-60.00 6.67 X Brace No No 0.0000 0.0000 T6 60.00-40.00 6.67 X Brace No No 0.0000 0.0000 T7 40.00-20.00 6.67 X Brace No No 0.0000 0.0000 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 3 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma 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 T8 20.00-0.00 10.00 X Brace No No 0.0000 0.0000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 152.00-140.00 Pipe P2x.125 (2.375 OD) A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x1/4 A36 (36 ksi) T2 140.00-120.00 Pipe ROHN 2.5 EH A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) T3 120.00-100.00 Pipe ROHN 2.5 EH A572-50 (50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) T4 100.00-80.00 Pipe ROHN 3 EH A572-50 (50 ksi) Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi) T5 80.00-60.00 Pipe ROHN 3.5 EH A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T6 60.00-40.00 Pipe ROHN 4 EH A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T7 40.00-20.00 Pipe ROHN 5 EH A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T8 20.00-0.00 Pipe ROHN 5 EH A572-50 (50 ksi) Equal Angle L3x3x3/16 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 152.00-140.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi) Equal Angle 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 152.00-140.00 0.00 0.2500 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 T2 140.00-120.00 0.00 0.2500 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 T3 120.00-100.00 0.00 0.2500 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 T4 100.00-80.00 0.00 0.2500 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 4 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma 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 T5 80.00-60.00 0.00 0.2500 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 T6 60.00-40.00 0.00 0.2500 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 T7 40.00-20.00 0.00 0.2500 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 T8 20.00-0.00 0.00 0.0000 A36 (36 ksi) 1 1 1 30.0000 30.0000 36.0000 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 152.00-140.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 140.00-120.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 120.00-100.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 100.00-80.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 80.00-60.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 60.00-40.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 40.00-20.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 20.00-0.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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) 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 152.00-140.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 140.00-120.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 120.00-100.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 5 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma 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 T4 100.00-80.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 80.00-60.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 60.00-40.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 40.00-20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 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 152.00-140.00 Flange 0.6250 A325N 4 0.5000 A325N 1 0.5000 A325N 1 0.0000 A325N 0 0.6250 A325N 0 0.5000 A325N 0 0.6250 A325N 0 T2 140.00-120.00 Flange 0.6250 A325N 4 0.5000 A325N 1 0.5000 A325X 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T3 120.00-100.00 Flange 0.7500 A325N 4 0.5000 A325N 1 0.5000 A325X 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T4 100.00-80.00 Flange 0.8750 A325N 4 0.5000 A325N 1 0.0000 A325X 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T5 80.00-60.00 Flange 0.8750 A325N 4 0.5000 A325N 1 0.0000 A325X 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T6 60.00-40.00 Flange 1.0000 A325N 4 0.5000 A325N 1 0.0000 A325X 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T7 40.00-20.00 Flange 1.0000 A325N 4 0.5000 A325N 1 0.0000 A325X 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T8 20.00-0.00 Flange 1.0000 A354-BC 0 0.6250 A325N 1 0.0000 A325X 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 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 ******Face A*** AVA7-50(1-5/ 8) A No No Ar (CaAa) 105.00 - 0.00 0.0000 -0.05 12 6 0.5000 2.0100 0.70 WR-VG86ST- BRD(3/4) A No No Ar (CaAa) 105.00 - 0.00 4.5000 -0.075 3 3 0.5000 0.7950 0.58 HCS 6X12 6AWG(1-3/8) A No No Ar (CaAa) 105.00 - 0.00 0.0000 0.02 6 3 0.5000 1.3800 1.70 Feedline Ladder (Af) A No No Af (CaAa) 105.00 - 0.00 0.0000 0 1 1 3.0000 3.0000 8.40 ** ttnnxxTToowweerr Job 873552 - N. Rexburg Page 6 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma 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 1-1/8'' B No No Ar (CaAa) 117.00 - 0.00 0.2000 0 3 3 0.5000 1.1250 0.00 Feedline Ladder (Af) B No No Af (CaAa) 117.00 - 0.00 0.2000 0 1 1 3.0000 3.0000 8.40 ***** *** 3/8'' C No No Ar (CaAa) 80.00 - 0.00 -1.0000 -0.45 3 2 0.0000 0.3750 0.18 3/8'' C No No Ar (CaAa) 153.29 - 0.00 -1.0000 -0.45 2 2 0.0000 0.3750 0.18 ** LDF4.5-50(5/ 8'') C No No Ar (CaAa) 134.00 - 0.00 0.0000 0.25 3 3 0.5000 0.8650 0.15 *** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight plf *** 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 K T1 152.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.900 0.000 0.000 0.000 0.0 0.0 0.0 T2 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.133 0.000 0.000 0.000 0.0 0.0 0.0 T3 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 19.892 14.237 6.690 0.000 0.000 0.000 0.1 0.1 0.0 T4 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 79.570 16.750 6.690 0.000 0.000 0.000 0.6 0.2 0.0 T5 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 79.570 16.750 8.940 0.000 0.000 0.000 0.6 0.2 0.0 T6 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 79.570 16.750 8.940 0.000 0.000 0.000 0.6 0.2 0.0 T7 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 79.570 16.750 8.940 0.000 0.000 0.000 0.6 0.2 0.0 T8 20.00-0.00 A B 0.000 0.000 0.000 0.000 79.570 16.750 0.000 0.000 0.6 0.2 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 7 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K C 0.000 0.000 8.940 0.000 0.0 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 152.00-140.00 1.0305 0.4282 1.2747 0.4282 T2 140.00-120.00 -0.3266 1.1420 -0.0895 1.1420 T3 120.00-100.00 -0.9051 -1.8773 -0.7001 -1.8773 T4 100.00-80.00 -5.5759 -4.8588 -5.3691 -4.8588 T5 80.00-60.00 -5.2558 -4.8774 -5.0253 -4.8774 T6 60.00-40.00 -5.3687 -5.0748 -5.1151 -5.0565 T7 40.00-20.00 -5.7148 -5.4289 -5.3745 -5.3391 T8 20.00-0.00 -6.3977 -6.0634 -6.0473 -5.9952 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 16 3/8" 140.00 - 152.00 1.0000 1.0000 T2 16 3/8" 120.00 - 140.00 1.0000 1.0000 T2 18 LDF4.5-50(5/8") 120.00 - 134.00 1.0000 1.0000 T3 2 AVA7-50(1-5/8) 100.00 - 105.00 0.6000 0.6000 T3 3 WR-VG86ST-BRD(3/4) 100.00 - 105.00 0.6000 0.6000 T3 4 HCS 6X12 6AWG(1-3/8) 100.00 - 105.00 0.6000 0.6000 T3 5 Feedline Ladder (Af) 100.00 - 105.00 0.6000 0.6000 T3 8 1-1/8" 100.00 - 117.00 0.6000 0.6000 T3 9 Feedline Ladder (Af) 100.00 - 117.00 0.6000 0.6000 T3 16 3/8" 100.00 - 120.00 1.0000 1.0000 T3 18 LDF4.5-50(5/8") 100.00 - 120.00 1.0000 1.0000 T4 2 AVA7-50(1-5/8) 80.00 - 100.00 0.6000 0.6000 T4 3 WR-VG86ST-BRD(3/4) 80.00 - 100.00 0.6000 0.6000 T4 4 HCS 6X12 6AWG(1-3/8) 80.00 - 100.00 0.6000 0.6000 T4 5 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 8 1-1/8" 80.00 - 100.00 0.6000 0.6000 T4 9 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 16 3/8" 80.00 - 100.00 1.0000 1.0000 T4 18 LDF4.5-50(5/8") 80.00 - 100.00 1.0000 1.0000 T5 2 AVA7-50(1-5/8) 60.00 - 80.00 0.6000 0.6000 T5 3 WR-VG86ST-BRD(3/4) 60.00 - 80.00 0.6000 0.6000 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 8 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T5 4 HCS 6X12 6AWG(1-3/8) 60.00 - 80.00 0.6000 0.6000 T5 5 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 8 1-1/8" 60.00 - 80.00 0.6000 0.6000 T5 9 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 15 3/8" 60.00 - 80.00 1.0000 1.0000 T5 16 3/8" 60.00 - 80.00 1.0000 1.0000 T5 18 LDF4.5-50(5/8") 60.00 - 80.00 1.0000 1.0000 T6 2 AVA7-50(1-5/8) 40.00 - 60.00 0.6000 0.6000 T6 3 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 T6 4 HCS 6X12 6AWG(1-3/8) 40.00 - 60.00 0.6000 0.6000 T6 5 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 8 1-1/8" 40.00 - 60.00 0.6000 0.6000 T6 9 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 15 3/8" 40.00 - 60.00 1.0000 1.0000 T6 16 3/8" 40.00 - 60.00 1.0000 1.0000 T6 18 LDF4.5-50(5/8") 40.00 - 60.00 1.0000 1.0000 T7 2 AVA7-50(1-5/8) 20.00 - 40.00 0.6000 0.6000 T7 3 WR-VG86ST-BRD(3/4) 20.00 - 40.00 0.6000 0.6000 T7 4 HCS 6X12 6AWG(1-3/8) 20.00 - 40.00 0.6000 0.6000 T7 5 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 8 1-1/8" 20.00 - 40.00 0.6000 0.6000 T7 9 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 15 3/8" 20.00 - 40.00 1.0000 1.0000 T7 16 3/8" 20.00 - 40.00 1.0000 1.0000 T7 18 LDF4.5-50(5/8") 20.00 - 40.00 1.0000 1.0000 T8 2 AVA7-50(1-5/8) 0.00 - 20.00 0.6000 0.6000 T8 3 WR-VG86ST-BRD(3/4) 0.00 - 20.00 0.6000 0.6000 T8 4 HCS 6X12 6AWG(1-3/8) 0.00 - 20.00 0.6000 0.6000 T8 5 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 8 1-1/8" 0.00 - 20.00 0.6000 0.6000 T8 9 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 15 3/8" 0.00 - 20.00 1.0000 1.0000 T8 16 3/8" 0.00 - 20.00 1.0000 1.0000 T8 18 LDF4.5-50(5/8") 0.00 - 20.00 1.0000 1.0000 User Defined Loads - Seismic Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic Tower Section 1 145.36 0.00 0.0000 0.0 0.0 0.0 0.1 CCISeismic Tower Section 2 128.71 0.00 0.0000 0.1 0.0 0.0 0.2 CCISeismic Tower Section 3 108.71 0.00 0.0000 0.1 0.0 0.0 0.2 CCISeismic Tower Section 4 88.71 0.00 0.0000 0.1 0.0 0.0 0.2 CCISeismic Tower Section 5 68.71 0.00 0.0000 0.1 0.0 0.0 0.2 CCISeismic Tower Section 6 48.71 0.00 0.0000 0.1 0.0 0.0 0.1 CCISeismic Tower Section 7 28.71 0.00 0.0000 0.2 0.0 0.0 0.1 CCISeismic Tower Section 8 9.36 0.00 0.0000 0.2 0.0 0.0 0.0 CCISeismic pipe mount Pipe Mount 153.29 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic lightning rod Lightning Rod 5/8x4' 153.29 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic lighting Beacon 153.29 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) antel 134.00 0.00 0.0000 0.0 0.0 0.0 0.0 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 9 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K BCD-80010 CCISeismic crown mounts Sector Mount [SM 601-1] 134.00 0.00 0.0000 0.0 0.0 0.0 0.1 CCISeismic crown mounts Sector Mount [SM 505-3] 125.00 0.00 0.0000 0.1 0.0 0.0 0.4 CCISeismic (4) pipe mount Pipe Mount 125.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (4) pipe mount Pipe Mount 125.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (4) pipe mount Pipe Mount 125.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-P4 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-P4 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-P4 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic crown mounts Sector Mount [SM 308-3] 117.00 0.00 0.0000 0.0 0.0 0.0 0.1 CCISeismic commscope TTTT65AP-1XR w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic commscope TTTT65AP-1XR w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic commscope TTTT65AP-1XR w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic kmw 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 10 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe CCISeismic kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-B8 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-B8 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic samsung telecommunications RRH-B8 117.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson ERICSSON AIR 21 B2A B4P w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson ERICSSON AIR 21 B2A B4P w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson ERICSSON AIR 21 B2A B4P w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson ERICSSON AIR 21 B4A B2P w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson ERICSSON AIR 21 B4A B2P w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson ERICSSON AIR 21 B4A B2P w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson RADIO 4449 B12/B71 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson RADIO 4449 B12/B71 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic ericsson RADIO 4449 B12/B71 105.00 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic crown mounts Sector Mount [SM 502-3] 105.00 0.00 0.0000 0.1 0.0 0.0 0.3 CCISeismic lighting Sidemarker 80.50 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic lighting Sidemarker 80.50 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic lighting Sidemarker 80.50 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (98.71ft to105ft) 101.86 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (78.71ft to98.71ft) 88.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 11 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 (98.71ft to105ft) 101.86 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 (78.71ft to98.71ft) 88.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (98.71ft to105ft) 101.86 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (78.71ft to98.71ft) 88.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (98.71ft to105ft) 101.86 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (78.71ft to98.71ft) 88.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 12 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic miscl Feedline Ladder (Af) From 0 to 105 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (98.71ft to117ft) 107.86 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (78.71ft to98.71ft) 88.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) heliax-hj 3/8'' From 0 to 80 (78.71ft to80ft) 79.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) heliax-hj 3/8'' From 0 to 80 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) heliax-hj 3/8'' From 0 to 80 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) heliax-hj 3/8'' From 0 to 80 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) heliax-hj 3/8'' From 0 to 80 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (138.71ft to152ft) 145.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (118.71ft to138.71ft) 128.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (98.71ft to118.71ft) 108.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (78.71ft to98.71ft) 88.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (2) heliax-hj 3/8'' From 0 to 153.29 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (118.71ft to134ft) 126.36 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (98.71ft to118.71ft) 108.71 0.00 0.0000 0.0 0.0 0.0 0.0 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 13 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (78.71ft to98.71ft) 88.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (58.71ft to78.71ft) 68.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (38.71ft to58.71ft) 48.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (18.71ft to38.71ft) 28.71 0.00 0.0000 0.0 0.0 0.0 0.0 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (0ft to18.71ft) 9.36 0.00 0.0000 0.0 0.0 0.0 0.0 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 K Pipe Mount C From Leg 0.00 0.00 3.00 0.0000 153.29 No Ice 1.20 1.20 0.0 Lightning Rod 5/8x4' C From Leg 0.00 0.00 8.00 0.0000 153.29 No Ice 0.25 0.25 0.0 Beacon C From Leg 0.00 0.00 0.31 0.0000 153.29 No Ice 2.00 2.00 0.0 ***** **134** (3) BCD-80010 C From Leg 4.00 0.00 7.00 0.0000 134.00 No Ice 2.95 2.95 0.0 Sector Mount [SM 601-1] C From Leg 2.00 0.00 0.00 0.0000 134.00 No Ice 16.28 10.62 0.5 **125** Sector Mount [SM 505-3] C None 0.0000 125.00 No Ice 34.86 34.86 1.7 (4) Pipe Mount A From Leg 4.00 0.00 0.00 0.0000 125.00 No Ice 1.20 1.20 0.0 (4) Pipe Mount B From Leg 4.00 0.00 0.00 0.0000 125.00 No Ice 1.20 1.20 0.0 (4) Pipe Mount C From Leg 4.00 0.00 0.00 0.0000 125.00 No Ice 1.20 1.20 0.0 **117** ET-X-TS-70-16-62-18-IR-R A From Leg 4.00 0.0000 117.00 No Ice 4.63 3.28 0.1 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 14 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K D w/ Mount Pipe 0.00 0.00 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 4.63 3.28 0.1 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 4.63 3.28 0.1 RRH-C2C w/EXT FILTER A From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.65 4.75 0.1 RRH-C2C w/EXT FILTER B From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.65 4.75 0.1 RRH-C2C w/EXT FILTER C From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.65 4.75 0.1 RRH-P4 A From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.74 1.79 0.1 RRH-P4 B From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.74 1.79 0.1 RRH-P4 C From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.74 1.79 0.1 POWER JUNCTION CYLINDER A From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 0.37 0.37 0.0 POWER JUNCTION CYLINDER B From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 0.37 0.37 0.0 POWER JUNCTION CYLINDER C From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 0.37 0.37 0.0 Sector Mount [SM 308-3] C None 0.0000 117.00 No Ice 22.34 22.34 0.4 TTTT65AP-1XR w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 7.19 5.01 0.1 TTTT65AP-1XR w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 7.19 5.01 0.1 TTTT65AP-1XR w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 7.19 5.01 0.1 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 4.63 3.28 0.1 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 4.63 3.28 0.1 ET-X-TS-70-16-62-18-IR-R D w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 4.63 3.28 0.1 RRH-B8 A From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.88 1.74 0.1 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 15 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K RRH-B8 B From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.88 1.74 0.1 RRH-B8 C From Leg 4.00 0.00 0.00 0.0000 117.00 No Ice 2.88 1.74 0.1 **104** ** ** ERICSSON AIR 21 B2A B4P w/ Mount Pipe A From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 6.33 5.64 0.1 ERICSSON AIR 21 B2A B4P w/ Mount Pipe B From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 6.33 5.64 0.1 ERICSSON AIR 21 B2A B4P w/ Mount Pipe C From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 6.33 5.64 0.1 ERICSSON AIR 21 B4A B2P w/ Mount Pipe A From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 6.33 5.64 0.1 ERICSSON AIR 21 B4A B2P w/ Mount Pipe B From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 6.33 5.64 0.1 ERICSSON AIR 21 B4A B2P w/ Mount Pipe C From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 6.33 5.64 0.1 APXVAARR24_43-U-NA20 w/ Mount Pipe A From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 14.69 6.87 0.2 APXVAARR24_43-U-NA20 w/ Mount Pipe B From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 14.69 6.87 0.2 APXVAARR24_43-U-NA20 w/ Mount Pipe C From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 14.69 6.87 0.2 RADIO 4449 B12/B71 A From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 1.65 1.30 0.1 RADIO 4449 B12/B71 B From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 1.65 1.30 0.1 RADIO 4449 B12/B71 C From Leg 4.00 0.00 -1.00 0.0000 105.00 No Ice 1.65 1.30 0.1 Sector Mount [SM 502-3] C None 0.0000 105.00 No Ice 33.02 33.02 1.7 ** Sidemarker A From Leg 0.50 0.00 0.00 0.0000 80.50 No Ice 0.38 0.38 0.0 Sidemarker B From Leg 0.50 0.00 0.00 0.0000 80.50 No Ice 0.38 0.38 0.0 Sidemarker C From Leg 0.50 0.00 0.00 0.0000 80.50 No Ice 0.38 0.38 0.0 ** ttnnxxTToowweerr Job 873552 - N. Rexburg Page 16 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K * ** ***** Tower Pressures - No Ice GH = 0.850 Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 T1 152.00-140.00 146.00 1.371 31.4 56.750 A B C 4.873 4.873 4.873 4.750 4.750 4.750 4.750 49.36 49.36 49.36 0.000 0.000 0.900 0.000 0.000 0.000 T2 140.00-120.00 130.00 1.337 30.7 96.042 A B C 7.193 7.193 7.193 9.583 9.583 9.583 9.583 57.12 57.12 57.12 0.000 0.000 5.133 0.000 0.000 0.000 T3 120.00-100.00 110.00 1.291 29.6 116.465 A B C 8.227 8.227 8.227 9.600 9.600 9.600 9.600 53.85 53.85 53.85 19.892 14.237 6.690 0.000 0.000 0.000 T4 100.00-80.00 90.00 1.238 28.4 158.237 A B C 10.242 10.242 10.242 11.687 11.687 11.687 11.687 53.29 53.29 53.29 79.570 16.750 6.690 0.000 0.000 0.000 T5 80.00-60.00 70.00 1.174 26.9 199.800 A B C 11.343 11.343 11.343 13.356 13.356 13.356 13.356 54.08 54.08 54.08 79.570 16.750 8.940 0.000 0.000 0.000 T6 60.00-40.00 50.00 1.094 25.1 241.781 A B C 16.323 16.323 16.323 15.027 15.027 15.027 15.027 47.93 47.93 47.93 79.570 16.750 8.940 0.000 0.000 0.000 T7 40.00-20.00 30.00 0.982 22.5 284.492 A B C 18.493 18.493 18.493 18.575 18.575 18.575 18.575 50.11 50.11 50.11 79.570 16.750 8.940 0.000 0.000 0.000 T8 20.00-0.00 10.00 0.85 19.5 321.989 A B C 18.013 18.013 18.013 18.566 18.566 18.566 18.566 50.76 50.76 50.76 79.570 16.750 8.940 0.000 0.000 0.000 Tower Pressure - Service GH = 0.850 Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 T1 152.00-140.00 146.00 1.371 9.0 56.750 A B 4.873 4.873 4.750 4.750 4.750 49.36 49.36 0.000 0.000 0.000 0.000 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 17 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 C 4.873 4.750 49.36 0.900 0.000 T2 140.00-120.00 130.00 1.337 8.8 96.042 A B C 7.193 7.193 7.193 9.583 9.583 9.583 9.583 57.12 57.12 57.12 0.000 0.000 5.133 0.000 0.000 0.000 T3 120.00-100.00 110.00 1.291 8.5 116.465 A B C 8.227 8.227 8.227 9.600 9.600 9.600 9.600 53.85 53.85 53.85 19.892 14.237 6.690 0.000 0.000 0.000 T4 100.00-80.00 90.00 1.238 8.1 158.237 A B C 10.242 10.242 10.242 11.687 11.687 11.687 11.687 53.29 53.29 53.29 79.570 16.750 6.690 0.000 0.000 0.000 T5 80.00-60.00 70.00 1.174 7.7 199.800 A B C 11.343 11.343 11.343 13.356 13.356 13.356 13.356 54.08 54.08 54.08 79.570 16.750 8.940 0.000 0.000 0.000 T6 60.00-40.00 50.00 1.094 7.2 241.781 A B C 16.323 16.323 16.323 15.027 15.027 15.027 15.027 47.93 47.93 47.93 79.570 16.750 8.940 0.000 0.000 0.000 T7 40.00-20.00 30.00 0.982 6.5 284.492 A B C 18.493 18.493 18.493 18.575 18.575 18.575 18.575 50.11 50.11 50.11 79.570 16.750 8.940 0.000 0.000 0.000 T8 20.00-0.00 10.00 0.85 5.6 321.989 A B C 18.013 18.013 18.013 18.566 18.566 18.566 18.566 50.76 50.76 50.76 79.570 16.750 8.940 0.000 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T1 152.00-140.00 0.0 0.4 A B C 0.17 0.17 0.17 2.701 2.701 2.701 31.4 1 1 1 1 1 1 7.580 7.580 7.580 0.6 47.56 C T2 140.00-120.00 0.0 0.8 A B C 0.175 0.175 0.175 2.683 2.683 2.683 30.7 1 1 1 1 1 1 12.661 12.661 12.661 1.0 50.94 C T3 120.00-100.00 0.3 0.8 A B C 0.153 0.153 0.153 2.76 2.76 2.76 29.6 1 1 1 1 1 1 13.678 13.678 13.678 1.5 73.36 A T4 100.00-80.00 0.8 1.1 A B C 0.139 0.139 0.139 2.814 2.814 2.814 28.4 1 1 1 1 1 1 16.862 16.862 16.862 2.3 116.74 A T5 80.00-60.00 0.8 1.3 A B C 0.124 0.124 0.124 2.871 2.871 2.871 26.9 1 1 1 1 1 1 18.894 18.894 18.894 2.4 120.64 A T6 60.00-40.00 0.8 1.6 A B C 0.13 0.13 0.13 2.848 2.848 2.848 25.1 1 1 1 1 1 1 24.686 24.686 24.686 2.6 129.49 A T7 40.00-20.00 0.8 2.1 A B C 0.13 0.13 0.13 2.845 2.845 2.845 22.5 1 1 1 1 1 1 28.303 28.303 28.303 2.5 126.08 A T8 20.00-0.00 0.8 2.1 A B C 0.114 0.114 0.114 2.91 2.91 2.91 19.5 1 1 1 1 1 1 28.032 28.032 28.032 2.2 109.97 A Sum Weight: 4.2 10.2 OTM 983.3 kip-ft 15.1 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 18 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Tower Forces - No Ice - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T1 152.00-140.00 0.0 0.4 A B C 0.17 0.17 0.17 2.701 2.701 2.701 31.4 0.8 0.8 0.8 1 1 1 6.605 6.605 6.605 0.5 41.70 A T2 140.00-120.00 0.0 0.8 A B C 0.175 0.175 0.175 2.683 2.683 2.683 30.7 0.8 0.8 0.8 1 1 1 11.222 11.222 11.222 0.9 45.91 A T3 120.00-100.00 0.3 0.8 A B C 0.153 0.153 0.153 2.76 2.76 2.76 29.6 0.8 0.8 0.8 1 1 1 12.033 12.033 12.033 1.4 67.65 B T4 100.00-80.00 0.8 1.1 A B C 0.139 0.139 0.139 2.814 2.814 2.814 28.4 0.8 0.8 0.8 1 1 1 14.814 14.814 14.814 2.2 109.79 B T5 80.00-60.00 0.8 1.3 A B C 0.124 0.124 0.124 2.871 2.871 2.871 26.9 0.8 0.8 0.8 1 1 1 16.626 16.626 16.626 2.3 113.19 B T6 60.00-40.00 0.8 1.6 A B C 0.13 0.13 0.13 2.848 2.848 2.848 25.1 0.8 0.8 0.8 1 1 1 21.421 21.421 21.421 2.4 119.59 B T7 40.00-20.00 0.8 2.1 A B C 0.13 0.13 0.13 2.845 2.845 2.845 22.5 0.8 0.8 0.8 1 1 1 24.604 24.604 24.604 2.3 116.01 B T8 20.00-0.00 0.8 2.1 A B C 0.114 0.114 0.114 2.91 2.91 2.91 19.5 0.8 0.8 0.8 1 1 1 24.429 24.429 24.429 2.0 101.29 B Sum Weight: 4.2 10.2 OTM 906.8 kip-ft 14.0 Tower Forces - No Ice - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T1 152.00-140.00 0.0 0.4 A B C 0.17 0.17 0.17 2.701 2.701 2.701 31.4 0.85 0.85 0.85 1 1 1 6.849 6.849 6.849 0.5 43.16 B T2 140.00-120.00 0.0 0.8 A B C 0.175 0.175 0.175 2.683 2.683 2.683 30.7 0.85 0.85 0.85 1 1 1 11.582 11.582 11.582 0.9 47.17 B T3 120.00-100.00 0.3 0.8 A B C 0.153 0.153 0.153 2.76 2.76 2.76 29.6 0.85 0.85 0.85 1 1 1 12.444 12.444 12.444 1.4 68.44 B T4 100.00-80.00 0.8 1.1 A B C 0.139 0.139 0.139 2.814 2.814 2.814 28.4 0.85 0.85 0.85 1 1 1 15.326 15.326 15.326 2.1 106.65 B T5 80.00-60.00 0.8 1.3 A B C 0.124 0.124 0.124 2.871 2.871 2.871 26.9 0.85 0.85 0.85 1 1 1 17.193 17.193 17.193 2.2 110.43 B ttnnxxTToowweerr Job 873552 - N. Rexburg Page 19 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T6 60.00-40.00 0.8 1.6 A B C 0.13 0.13 0.13 2.848 2.848 2.848 25.1 0.85 0.85 0.85 1 1 1 22.237 22.237 22.237 2.4 117.76 B T7 40.00-20.00 0.8 2.1 A B C 0.13 0.13 0.13 2.845 2.845 2.845 22.5 0.85 0.85 0.85 1 1 1 25.529 25.529 25.529 2.3 114.66 B T8 20.00-0.00 0.8 2.1 A B C 0.114 0.114 0.114 2.91 2.91 2.91 19.5 0.85 0.85 0.85 1 1 1 25.330 25.330 25.330 2.0 100.11 B Sum Weight: 4.2 10.2 OTM 902.0 kip-ft 13.8 Tower Forces - Service - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T1 152.00-140.00 0.0 0.4 A B C 0.17 0.17 0.17 2.701 2.701 2.701 9.0 1 1 1 1 1 1 7.580 7.580 7.580 0.2 13.63 C T2 140.00-120.00 0.0 0.8 A B C 0.175 0.175 0.175 2.683 2.683 2.683 8.8 1 1 1 1 1 1 12.661 12.661 12.661 0.3 14.60 C T3 120.00-100.00 0.3 0.8 A B C 0.153 0.153 0.153 2.76 2.76 2.76 8.5 1 1 1 1 1 1 13.678 13.678 13.678 0.4 21.02 A T4 100.00-80.00 0.8 1.1 A B C 0.139 0.139 0.139 2.814 2.814 2.814 8.1 1 1 1 1 1 1 16.862 16.862 16.862 0.7 33.45 A T5 80.00-60.00 0.8 1.3 A B C 0.124 0.124 0.124 2.871 2.871 2.871 7.7 1 1 1 1 1 1 18.894 18.894 18.894 0.7 34.57 A T6 60.00-40.00 0.8 1.6 A B C 0.13 0.13 0.13 2.848 2.848 2.848 7.2 1 1 1 1 1 1 24.686 24.686 24.686 0.7 37.11 A T7 40.00-20.00 0.8 2.1 A B C 0.13 0.13 0.13 2.845 2.845 2.845 6.5 1 1 1 1 1 1 28.303 28.303 28.303 0.7 36.13 A T8 20.00-0.00 0.8 2.1 A B C 0.114 0.114 0.114 2.91 2.91 2.91 5.6 1 1 1 1 1 1 28.032 28.032 28.032 0.6 31.51 A Sum Weight: 4.2 10.2 OTM 281.8 kip-ft 4.3 Tower Forces - Service - Wind 60 To Face ttnnxxTToowweerr Job 873552 - N. Rexburg Page 20 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T1 152.00-140.00 0.0 0.4 A B C 0.17 0.17 0.17 2.701 2.701 2.701 9.0 0.8 0.8 0.8 1 1 1 6.605 6.605 6.605 0.1 11.95 A T2 140.00-120.00 0.0 0.8 A B C 0.175 0.175 0.175 2.683 2.683 2.683 8.8 0.8 0.8 0.8 1 1 1 11.222 11.222 11.222 0.3 13.16 A T3 120.00-100.00 0.3 0.8 A B C 0.153 0.153 0.153 2.76 2.76 2.76 8.5 0.8 0.8 0.8 1 1 1 12.033 12.033 12.033 0.4 19.38 B T4 100.00-80.00 0.8 1.1 A B C 0.139 0.139 0.139 2.814 2.814 2.814 8.1 0.8 0.8 0.8 1 1 1 14.814 14.814 14.814 0.6 31.46 B T5 80.00-60.00 0.8 1.3 A B C 0.124 0.124 0.124 2.871 2.871 2.871 7.7 0.8 0.8 0.8 1 1 1 16.626 16.626 16.626 0.6 32.43 B T6 60.00-40.00 0.8 1.6 A B C 0.13 0.13 0.13 2.848 2.848 2.848 7.2 0.8 0.8 0.8 1 1 1 21.421 21.421 21.421 0.7 34.27 B T7 40.00-20.00 0.8 2.1 A B C 0.13 0.13 0.13 2.845 2.845 2.845 6.5 0.8 0.8 0.8 1 1 1 24.604 24.604 24.604 0.7 33.24 B T8 20.00-0.00 0.8 2.1 A B C 0.114 0.114 0.114 2.91 2.91 2.91 5.6 0.8 0.8 0.8 1 1 1 24.429 24.429 24.429 0.6 29.02 B Sum Weight: 4.2 10.2 OTM 259.8 kip-ft 4.0 Tower Forces - Service - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T1 152.00-140.00 0.0 0.4 A B C 0.17 0.17 0.17 2.701 2.701 2.701 9.0 0.85 0.85 0.85 1 1 1 6.849 6.849 6.849 0.1 12.37 B T2 140.00-120.00 0.0 0.8 A B C 0.175 0.175 0.175 2.683 2.683 2.683 8.8 0.85 0.85 0.85 1 1 1 11.582 11.582 11.582 0.3 13.52 B T3 120.00-100.00 0.3 0.8 A B C 0.153 0.153 0.153 2.76 2.76 2.76 8.5 0.85 0.85 0.85 1 1 1 12.444 12.444 12.444 0.4 19.61 B T4 100.00-80.00 0.8 1.1 A B C 0.139 0.139 0.139 2.814 2.814 2.814 8.1 0.85 0.85 0.85 1 1 1 15.326 15.326 15.326 0.6 30.56 B T5 80.00-60.00 0.8 1.3 A B C 0.124 0.124 0.124 2.871 2.871 2.871 7.7 0.85 0.85 0.85 1 1 1 17.193 17.193 17.193 0.6 31.64 B T6 60.00-40.00 0.8 1.6 A B C 0.13 0.13 0.13 2.848 2.848 2.848 7.2 0.85 0.85 0.85 1 1 1 22.237 22.237 22.237 0.7 33.74 B T7 40.00-20.00 0.8 2.1 A B C 0.13 0.13 0.13 2.845 2.845 2.845 6.5 0.85 0.85 0.85 1 1 1 25.529 25.529 25.529 0.7 32.86 B ttnnxxTToowweerr Job 873552 - N. Rexburg Page 21 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face T8 20.00-0.00 0.8 2.1 A B C 0.114 0.114 0.114 2.91 2.91 2.91 5.6 0.85 0.85 0.85 1 1 1 25.330 25.330 25.330 0.6 28.69 B Sum Weight: 4.2 10.2 OTM 258.5 kip-ft 4.0 Discrete Appurtenance Pressures - No Ice GH = 0.850 Description Aiming Azimuth ° Weight K Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 Pipe Mount 240.0000 0.0 -2.25 1.30 156.29 1.390 31.9 1.20 1.20 Lightning Rod 5/8x4' 240.0000 0.0 -2.25 1.30 161.29 1.400 32.1 0.25 0.25 Beacon 240.0000 0.0 -2.25 1.30 153.60 1.385 31.8 2.00 2.00 BCD-80010 240.0000 0.1 -5.75 3.32 141.00 1.361 31.2 8.84 8.84 Sector Mount [SM 601-1] 240.0000 0.5 -4.01 2.32 134.00 1.346 30.9 16.28 10.62 Sector Mount [SM 505-3] 0.0000 1.7 0.00 0.00 125.00 1.326 30.4 34.86 34.86 Pipe Mount 0.0000 0.1 0.00 -6.63 125.00 1.326 30.4 4.80 4.80 Pipe Mount 120.0000 0.1 5.75 3.32 125.00 1.326 30.4 4.80 4.80 Pipe Mount 240.0000 0.1 -5.75 3.32 125.00 1.326 30.4 4.80 4.80 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 0.0000 0.1 0.00 -6.81 117.00 1.308 30.0 4.63 3.28 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 120.0000 0.1 5.90 3.41 117.00 1.308 30.0 4.63 3.28 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 240.0000 0.1 -5.90 3.41 117.00 1.308 30.0 4.63 3.28 RRH-C2C w/EXT FILTER 0.0000 0.1 0.00 -6.81 117.00 1.308 30.0 2.65 4.75 RRH-C2C w/EXT FILTER 120.0000 0.1 5.90 3.41 117.00 1.308 30.0 2.65 4.75 RRH-C2C w/EXT FILTER 240.0000 0.1 -5.90 3.41 117.00 1.308 30.0 2.65 4.75 RRH-P4 0.0000 0.1 0.00 -6.81 117.00 1.308 30.0 2.74 1.79 RRH-P4 120.0000 0.1 5.90 3.41 117.00 1.308 30.0 2.74 1.79 RRH-P4 240.0000 0.1 -5.90 3.41 117.00 1.308 30.0 2.74 1.79 POWER JUNCTION CYLINDER 0.0000 0.0 0.00 -6.81 117.00 1.308 30.0 0.37 0.37 POWER JUNCTION CYLINDER 120.0000 0.0 5.90 3.41 117.00 1.308 30.0 0.37 0.37 POWER JUNCTION CYLINDER 240.0000 0.0 -5.90 3.41 117.00 1.308 30.0 0.37 0.37 Sector Mount [SM 308-3] 0.0000 0.4 0.00 0.00 117.00 1.308 30.0 22.34 22.34 TTTT65AP-1XR w/ Mount Pipe 0.0000 0.1 0.00 -6.81 117.00 1.308 30.0 7.19 5.01 TTTT65AP-1XR w/ Mount Pipe 120.0000 0.1 5.90 3.41 117.00 1.308 30.0 7.19 5.01 TTTT65AP-1XR w/ Mount Pipe 240.0000 0.1 -5.90 3.41 117.00 1.308 30.0 7.19 5.01 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 0.0000 0.1 0.00 -6.81 117.00 1.308 30.0 4.63 3.28 ET-X-TS-70-16-62-18-I 120.0000 0.1 5.90 3.41 117.00 1.308 30.0 4.63 3.28 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 22 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Aiming Azimuth ° Weight K Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 R-RD w/ Mount Pipe ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 240.0000 0.1 -5.90 3.41 117.00 1.308 30.0 4.63 3.28 RRH-B8 0.0000 0.1 0.00 -6.81 117.00 1.308 30.0 2.88 1.74 RRH-B8 120.0000 0.1 5.90 3.41 117.00 1.308 30.0 2.88 1.74 RRH-B8 240.0000 0.1 -5.90 3.41 117.00 1.308 30.0 2.88 1.74 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 0.0000 0.1 0.00 -7.52 104.00 1.276 29.3 6.33 5.64 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 120.0000 0.1 6.51 3.76 104.00 1.276 29.3 6.33 5.64 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 240.0000 0.1 -6.51 3.76 104.00 1.276 29.3 6.33 5.64 ERICSSON AIR 21 B4A B2P w/ Mount Pipe 0.0000 0.1 0.00 -7.52 104.00 1.276 29.3 6.33 5.64 ERICSSON AIR 21 B4A B2P w/ Mount Pipe 120.0000 0.1 6.51 3.76 104.00 1.276 29.3 6.33 5.64 ERICSSON AIR 21 B4A B2P w/ Mount Pipe 240.0000 0.1 -6.51 3.76 104.00 1.276 29.3 6.33 5.64 APXVAARR24_43-U-N A20 w/ Mount Pipe 0.0000 0.2 0.00 -7.52 104.00 1.276 29.3 14.69 6.87 APXVAARR24_43-U-N A20 w/ Mount Pipe 120.0000 0.2 6.51 3.76 104.00 1.276 29.3 14.69 6.87 APXVAARR24_43-U-N A20 w/ Mount Pipe 240.0000 0.2 -6.51 3.76 104.00 1.276 29.3 14.69 6.87 RADIO 4449 B12/B71 0.0000 0.1 0.00 -7.52 104.00 1.276 29.3 1.65 1.30 RADIO 4449 B12/B71 120.0000 0.1 6.51 3.76 104.00 1.276 29.3 1.65 1.30 RADIO 4449 B12/B71 240.0000 0.1 -6.51 3.76 104.00 1.276 29.3 1.65 1.30 Sector Mount [SM 502-3] 0.0000 1.7 0.00 0.00 105.00 1.279 29.3 33.02 33.02 Sidemarker 0.0000 0.0 0.00 -5.46 80.50 1.209 27.7 0.38 0.38 Sidemarker 120.0000 0.0 4.73 2.73 80.50 1.209 27.7 0.38 0.38 Sidemarker 240.0000 0.0 -4.73 2.73 80.50 1.209 27.7 0.38 0.38 Sum Weight: 7.2 Discrete Appurtenance Pressures - Service GH = 0.850 Description Aiming Azimuth ° Weight K Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 Pipe Mount 240.0000 0.0 -2.25 1.30 156.29 1.390 9.1 1.20 1.20 Lightning Rod 5/8x4' 240.0000 0.0 -2.25 1.30 161.29 1.400 9.2 0.25 0.25 Beacon 240.0000 0.0 -2.25 1.30 153.60 1.385 9.1 2.00 2.00 BCD-80010 240.0000 0.1 -5.75 3.32 141.00 1.361 8.9 8.84 8.84 Sector Mount [SM 601-1] 240.0000 0.5 -4.01 2.32 134.00 1.346 8.8 16.28 10.62 Sector Mount [SM 505-3] 0.0000 1.7 0.00 0.00 125.00 1.326 8.7 34.86 34.86 Pipe Mount 0.0000 0.1 0.00 -6.63 125.00 1.326 8.7 4.80 4.80 Pipe Mount 120.0000 0.1 5.75 3.32 125.00 1.326 8.7 4.80 4.80 Pipe Mount 240.0000 0.1 -5.75 3.32 125.00 1.326 8.7 4.80 4.80 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 0.0000 0.1 0.00 -6.81 117.00 1.308 8.6 4.63 3.28 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 120.0000 0.1 5.90 3.41 117.00 1.308 8.6 4.63 3.28 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 240.0000 0.1 -5.90 3.41 117.00 1.308 8.6 4.63 3.28 RRH-C2C w/EXT 0.0000 0.1 0.00 -6.81 117.00 1.308 8.6 2.65 4.75 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 23 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Description Aiming Azimuth ° Weight K Offsetx ft Offsetz ft z ft Kz qz psf CAAC Front ft2 CAAC Side ft2 FILTER RRH-C2C w/EXT FILTER 120.0000 0.1 5.90 3.41 117.00 1.308 8.6 2.65 4.75 RRH-C2C w/EXT FILTER 240.0000 0.1 -5.90 3.41 117.00 1.308 8.6 2.65 4.75 RRH-P4 0.0000 0.1 0.00 -6.81 117.00 1.308 8.6 2.74 1.79 RRH-P4 120.0000 0.1 5.90 3.41 117.00 1.308 8.6 2.74 1.79 RRH-P4 240.0000 0.1 -5.90 3.41 117.00 1.308 8.6 2.74 1.79 POWER JUNCTION CYLINDER 0.0000 0.0 0.00 -6.81 117.00 1.308 8.6 0.37 0.37 POWER JUNCTION CYLINDER 120.0000 0.0 5.90 3.41 117.00 1.308 8.6 0.37 0.37 POWER JUNCTION CYLINDER 240.0000 0.0 -5.90 3.41 117.00 1.308 8.6 0.37 0.37 Sector Mount [SM 308-3] 0.0000 0.4 0.00 0.00 117.00 1.308 8.6 22.34 22.34 TTTT65AP-1XR w/ Mount Pipe 0.0000 0.1 0.00 -6.81 117.00 1.308 8.6 7.19 5.01 TTTT65AP-1XR w/ Mount Pipe 120.0000 0.1 5.90 3.41 117.00 1.308 8.6 7.19 5.01 TTTT65AP-1XR w/ Mount Pipe 240.0000 0.1 -5.90 3.41 117.00 1.308 8.6 7.19 5.01 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 0.0000 0.1 0.00 -6.81 117.00 1.308 8.6 4.63 3.28 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 120.0000 0.1 5.90 3.41 117.00 1.308 8.6 4.63 3.28 ET-X-TS-70-16-62-18-I R-RD w/ Mount Pipe 240.0000 0.1 -5.90 3.41 117.00 1.308 8.6 4.63 3.28 RRH-B8 0.0000 0.1 0.00 -6.81 117.00 1.308 8.6 2.88 1.74 RRH-B8 120.0000 0.1 5.90 3.41 117.00 1.308 8.6 2.88 1.74 RRH-B8 240.0000 0.1 -5.90 3.41 117.00 1.308 8.6 2.88 1.74 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 0.0000 0.1 0.00 -7.52 104.00 1.276 8.4 6.33 5.64 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 120.0000 0.1 6.51 3.76 104.00 1.276 8.4 6.33 5.64 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 240.0000 0.1 -6.51 3.76 104.00 1.276 8.4 6.33 5.64 ERICSSON AIR 21 B4A B2P w/ Mount Pipe 0.0000 0.1 0.00 -7.52 104.00 1.276 8.4 6.33 5.64 ERICSSON AIR 21 B4A B2P w/ Mount Pipe 120.0000 0.1 6.51 3.76 104.00 1.276 8.4 6.33 5.64 ERICSSON AIR 21 B4A B2P w/ Mount Pipe 240.0000 0.1 -6.51 3.76 104.00 1.276 8.4 6.33 5.64 APXVAARR24_43-U-N A20 w/ Mount Pipe 0.0000 0.2 0.00 -7.52 104.00 1.276 8.4 14.69 6.87 APXVAARR24_43-U-N A20 w/ Mount Pipe 120.0000 0.2 6.51 3.76 104.00 1.276 8.4 14.69 6.87 APXVAARR24_43-U-N A20 w/ Mount Pipe 240.0000 0.2 -6.51 3.76 104.00 1.276 8.4 14.69 6.87 RADIO 4449 B12/B71 0.0000 0.1 0.00 -7.52 104.00 1.276 8.4 1.65 1.30 RADIO 4449 B12/B71 120.0000 0.1 6.51 3.76 104.00 1.276 8.4 1.65 1.30 RADIO 4449 B12/B71 240.0000 0.1 -6.51 3.76 104.00 1.276 8.4 1.65 1.30 Sector Mount [SM 502-3] 0.0000 1.7 0.00 0.00 105.00 1.279 8.4 33.02 33.02 Sidemarker 0.0000 0.0 0.00 -5.46 80.50 1.209 7.9 0.38 0.38 Sidemarker 120.0000 0.0 4.73 2.73 80.50 1.209 7.9 0.38 0.38 Sidemarker 240.0000 0.0 -4.73 2.73 80.50 1.209 7.9 0.38 0.38 Sum Weight: 7.2 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 24 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Force Totals Load Case Vertical Forces K Sum of Forces X K Sum of Forces Z K Sum of Overturning Moments, Mx kip-ft Sum of Overturning Moments, Mz kip-ft Sum of Torques kip-ft Leg Weight 5.8 Bracing Weight 4.4 Total Member Self-Weight 10.2 -4.5 8.7 Total Weight 21.5 -4.5 8.7 Wind 0 deg - No Ice 0.1 -19.9 -1620.0 0.1 -7.8 Wind 30 deg - No Ice 9.4 -16.1 -1336.4 -770.2 -4.6 Wind 60 deg - No Ice 16.2 -9.4 -776.6 -1328.5 -4.6 Wind 90 deg - No Ice 19.7 -0.1 -13.1 -1588.4 -3.3 Wind 120 deg - No Ice 18.4 10.5 830.6 -1455.0 3.7 Wind 150 deg - No Ice 9.9 17.2 1384.4 -793.2 9.3 Wind 180 deg - No Ice -0.1 18.7 1534.4 17.3 7.8 Wind 210 deg - No Ice -9.4 16.1 1327.4 787.6 4.6 Wind 240 deg - No Ice -17.2 9.9 805.8 1412.2 4.6 Wind 270 deg - No Ice -19.7 0.1 4.1 1605.8 3.3 Wind 300 deg - No Ice -17.4 -10.0 -801.4 1406.0 -3.7 Wind 330 deg - No Ice -9.9 -17.2 -1393.5 810.6 -9.3 Total Weight 21.5 -4.5 8.7 Wind 0 deg - Service 0.0 -5.7 -461.4 0.1 -2.2 Wind 30 deg - Service 2.7 -4.6 -380.2 -220.7 -1.3 Wind 60 deg - Service 4.6 -2.7 -219.8 -380.6 -1.3 Wind 90 deg - Service 5.7 -0.0 -1.0 -455.1 -0.9 Wind 120 deg - Service 5.3 3.0 240.7 -416.9 1.1 Wind 150 deg - Service 2.8 4.9 399.4 -227.2 2.7 Wind 180 deg - Service -0.0 5.4 442.4 5.0 2.2 Wind 210 deg - Service -2.7 4.6 383.1 225.7 1.3 Wind 240 deg - Service -4.9 2.8 233.6 404.7 1.3 Wind 270 deg - Service -5.7 0.0 3.9 460.2 0.9 Wind 300 deg - Service -5.0 -2.9 -226.9 402.9 -1.1 Wind 330 deg - Service -2.8 -4.9 -396.5 232.3 -2.7 Seismic Vertical 1.8 Seismic Horizontal 0 deg 0.0 -2.9 -293.3 0.0 0.0 Seismic Horizontal 30 deg 1.5 -2.5 -254.0 -146.6 0.0 Seismic Horizontal 60 deg 2.5 -1.5 -146.6 -254.0 0.0 Seismic Horizontal 90 deg 2.9 0.0 0.0 -293.3 0.0 Seismic Horizontal 120 deg 2.5 1.5 146.6 -254.0 0.0 Seismic Horizontal 150 deg 1.5 2.5 254.0 -146.6 0.0 Seismic Horizontal 180 deg 0.0 2.9 293.3 0.0 0.0 Seismic Horizontal 210 deg -1.5 2.5 254.0 146.6 0.0 Seismic Horizontal 240 deg -2.5 1.5 146.6 254.0 0.0 Seismic Horizontal 270 deg -2.9 0.0 0.0 293.3 0.0 Seismic Horizontal 300 deg -2.5 -1.5 -146.6 254.0 0.0 Seismic Horizontal 330 deg -1.5 -2.5 -254.0 146.6 0.0 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice ttnnxxTToowweerr Job 873552 - N. Rexburg Page 25 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Comb. No. Description 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces ttnnxxTToowweerr Job 873552 - N. Rexburg Page 26 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 152 - 140 Leg Max Tension 15 0.8 -0.0 -0.0 Max. Compression 18 -1.1 -0.0 0.0 Max. Mx 42 -0.2 0.0 -0.0 Max. My 40 -0.1 0.0 0.0 Max. Vy 2 0.0 0.0 0.0 Max. Vx 24 0.1 0.0 0.0 Diagonal Max Tension 20 0.3 0.0 0.0 Max. Compression 10 -0.3 0.0 0.0 Max. Mx 18 0.2 0.0 0.0 Max. My 22 -0.2 0.0 0.0 Max. Vy 18 -0.0 0.0 0.0 Max. Vx 10 0.0 0.0 0.0 Top Girt Max Tension 19 0.0 0.0 0.0 Max. Compression 6 -0.0 0.0 0.0 Max. Mx 2 -0.0 -0.0 0.0 Max. My 2 0.0 0.0 0.0 Max. Vy 2 0.0 0.0 0.0 Max. Vx 2 -0.0 0.0 0.0 T2 140 - 120 Leg Max Tension 15 7.8 0.0 -0.1 Max. Compression 18 -11.8 0.1 -0.1 Max. Mx 2 -3.0 0.2 0.0 Max. My 12 -0.3 -0.1 0.3 Max. Vy 8 0.3 -0.1 0.0 Max. Vx 14 0.3 0.0 -0.1 Diagonal Max Tension 23 1.7 0.0 0.0 Max. Compression 10 -1.8 0.0 0.0 Max. Mx 18 1.2 0.0 0.0 Max. My 24 -1.4 0.0 0.0 Max. Vy 18 -0.0 0.0 0.0 Max. Vx 24 -0.0 0.0 0.0 T3 120 - 100 Leg Max Tension 15 23.4 -0.3 -0.0 Max. Compression 18 -32.0 -0.0 -0.0 Max. Mx 6 17.8 0.4 0.0 Max. My 12 -4.3 -0.0 0.4 Max. Vy 14 0.7 -0.3 -0.0 Max. Vx 8 -0.6 -0.0 0.2 Diagonal Max Tension 4 2.8 0.0 0.0 Max. Compression 4 -2.8 0.0 0.0 Max. Mx 18 1.5 0.0 0.0 Max. My 24 0.7 0.0 0.0 Max. Vy 16 0.0 0.0 -0.0 Max. Vx 24 -0.0 0.0 0.0 T4 100 - 80 Leg Max Tension 23 42.8 -0.1 0.0 Max. Compression 18 -52.9 0.1 -0.0 Max. Mx 18 -37.4 0.1 -0.0 Max. My 24 -5.0 -0.0 0.2 Max. Vy 50 -0.1 -0.1 -0.0 Max. Vx 56 -0.1 -0.0 -0.1 Diagonal Max Tension 4 2.8 0.0 0.0 Max. Compression 4 -2.8 0.0 0.0 Max. Mx 18 2.2 0.0 -0.0 Max. My 12 2.3 0.0 -0.0 Max. Vy 22 0.0 0.0 0.0 Max. Vx 12 0.0 0.0 0.0 T5 80 - 60 Leg Max Tension 23 58.9 -0.1 0.0 Max. Compression 18 -70.0 0.2 -0.0 Max. Mx 11 -68.4 0.2 -0.0 Max. My 24 -5.7 -0.0 0.2 Max. Vy 50 0.1 -0.1 -0.0 Max. Vx 40 0.1 -0.0 -0.1 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 27 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Diagonal Max Tension 4 2.9 0.0 0.0 Max. Compression 10 -3.0 0.0 0.0 Max. Mx 18 2.3 0.0 -0.0 Max. My 24 -1.6 0.0 0.0 Max. Vy 22 0.0 0.0 0.0 Max. Vx 24 -0.0 0.0 0.0 T6 60 - 40 Leg Max Tension 23 74.1 -0.2 0.0 Max. Compression 10 -87.1 0.2 -0.0 Max. Mx 11 -85.7 0.2 -0.0 Max. My 24 -6.4 -0.0 0.2 Max. Vy 50 0.1 -0.1 -0.0 Max. Vx 24 -0.1 -0.0 0.2 Diagonal Max Tension 4 3.1 0.0 0.0 Max. Compression 10 -3.2 0.0 0.0 Max. Mx 10 2.6 0.0 -0.0 Max. My 24 2.7 0.0 0.0 Max. Vy 22 0.0 0.0 0.0 Max. Vx 2 -0.0 0.0 0.0 T7 40 - 20 Leg Max Tension 23 88.7 -0.3 0.0 Max. Compression 10 -104.4 0.4 -0.0 Max. Mx 10 -104.4 0.4 -0.0 Max. My 24 -7.1 -0.0 0.3 Max. Vy 10 -0.1 0.4 -0.0 Max. Vx 24 -0.1 -0.0 0.3 Diagonal Max Tension 10 3.4 0.0 0.0 Max. Compression 10 -3.4 0.0 0.0 Max. Mx 22 2.8 0.0 0.0 Max. My 2 -3.2 0.0 0.0 Max. Vy 22 0.0 0.0 0.0 Max. Vx 2 -0.0 0.0 0.0 T8 20 - 0 Leg Max Tension 23 102.7 -0.4 0.0 Max. Compression 10 -120.9 0.0 0.0 Max. Mx 10 -111.9 0.4 -0.0 Max. My 24 -8.6 -0.0 0.8 Max. Vy 14 -0.1 -0.4 -0.0 Max. Vx 24 0.1 -0.0 0.8 Diagonal Max Tension 10 4.4 0.0 0.0 Max. Compression 10 -4.7 0.0 0.0 Max. Mx 10 3.7 0.1 -0.0 Max. My 24 4.1 0.1 0.0 Max. Vy 10 -0.0 0.1 -0.0 Max. Vx 24 -0.0 0.0 0.0 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 122.5 10.5 -6.3 Max. Hx 18 122.5 10.5 -6.3 Max. Hz 7 -101.3 -9.1 5.4 Min. Vert 7 -101.3 -9.1 5.4 Min. Hx 7 -101.3 -9.1 5.4 Min. Hz 18 122.5 10.5 -6.3 Leg B Max. Vert 10 125.7 -11.3 -6.4 Max. Hx 23 -106.7 9.9 5.5 Max. Hz 23 -106.7 9.9 5.5 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 28 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. Vert 23 -106.7 9.9 5.5 Min. Hx 10 125.7 -11.3 -6.4 Min. Hz 10 125.7 -11.3 -6.4 Leg A Max. Vert 2 122.0 -0.3 12.3 Max. Hx 21 6.1 1.7 0.4 Max. Hz 2 122.0 -0.3 12.3 Min. Vert 15 -101.0 0.3 -10.6 Min. Hx 8 9.6 -1.7 0.6 Min. Hz 15 -101.0 0.3 -10.6 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 21.5 -0.0 0.0 -4.5 8.7 0.0 1.2 Dead+1.0 Wind 0 deg - No Ice 25.8 0.1 -19.9 -1620.9 1.8 -7.8 0.9 Dead+1.0 Wind 0 deg - No Ice 19.4 0.1 -19.9 -1619.5 -0.8 -7.8 1.2 Dead+1.0 Wind 30 deg - No Ice 25.8 9.4 -16.1 -1337.4 -768.5 -4.6 0.9 Dead+1.0 Wind 30 deg - No Ice 19.4 9.4 -16.1 -1336.0 -771.1 -4.6 1.2 Dead+1.0 Wind 60 deg - No Ice 25.8 16.2 -9.4 -777.5 -1326.8 -4.6 0.9 Dead+1.0 Wind 60 deg - No Ice 19.4 16.2 -9.4 -776.1 -1329.4 -4.6 1.2 Dead+1.0 Wind 90 deg - No Ice 25.8 19.7 -0.1 -14.1 -1586.7 -3.3 0.9 Dead+1.0 Wind 90 deg - No Ice 19.4 19.7 -0.1 -12.7 -1589.3 -3.3 1.2 Dead+1.0 Wind 120 deg - No Ice 25.8 18.4 10.5 829.6 -1453.2 3.7 0.9 Dead+1.0 Wind 120 deg - No Ice 19.4 18.4 10.5 831.0 -1455.8 3.7 1.2 Dead+1.0 Wind 150 deg - No Ice 25.8 9.9 17.2 1383.5 -791.5 9.3 0.9 Dead+1.0 Wind 150 deg - No Ice 19.4 9.9 17.2 1384.9 -794.1 9.3 1.2 Dead+1.0 Wind 180 deg - No Ice 25.8 -0.1 18.7 1533.5 19.0 7.8 0.9 Dead+1.0 Wind 180 deg - No Ice 19.4 -0.1 18.7 1534.8 16.4 7.8 1.2 Dead+1.0 Wind 210 deg - No Ice 25.8 -9.4 16.1 1326.5 789.3 4.6 0.9 Dead+1.0 Wind 210 deg - No Ice 19.4 -9.4 16.1 1327.8 786.7 4.6 1.2 Dead+1.0 Wind 240 deg - No Ice 25.8 -17.2 9.9 804.9 1413.9 4.6 0.9 Dead+1.0 Wind 240 deg - No Ice 19.4 -17.2 9.9 806.2 1411.3 4.6 1.2 Dead+1.0 Wind 270 deg - No Ice 25.8 -19.7 0.1 3.2 1607.5 3.3 0.9 Dead+1.0 Wind 270 deg - No Ice 19.4 -19.7 0.1 4.5 1604.9 3.3 1.2 Dead+1.0 Wind 300 deg - 25.8 -17.4 -10.0 -802.3 1407.8 -3.7 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 29 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft No Ice 0.9 Dead+1.0 Wind 300 deg - No Ice 19.4 -17.4 -10.0 -800.9 1405.2 -3.7 1.2 Dead+1.0 Wind 330 deg - No Ice 25.8 -9.9 -17.2 -1394.4 812.3 -9.3 0.9 Dead+1.0 Wind 330 deg - No Ice 19.4 -9.9 -17.2 -1393.0 809.7 -9.3 Dead+Wind 0 deg - Service 21.5 0.0 -5.7 -467.4 6.2 -2.2 Dead+Wind 30 deg - Service 21.5 2.7 -4.6 -386.2 -214.5 -1.3 Dead+Wind 60 deg - Service 21.5 4.6 -2.7 -225.8 -374.5 -1.3 Dead+Wind 90 deg - Service 21.5 5.7 -0.0 -7.0 -448.9 -0.9 Dead+Wind 120 deg - Service 21.5 5.3 3.0 234.7 -410.7 1.1 Dead+Wind 150 deg - Service 21.5 2.8 4.9 393.5 -221.1 2.7 Dead+Wind 180 deg - Service 21.5 -0.0 5.4 436.4 11.2 2.2 Dead+Wind 210 deg - Service 21.5 -2.7 4.6 377.1 231.9 1.3 Dead+Wind 240 deg - Service 21.5 -4.9 2.8 227.7 410.8 1.3 Dead+Wind 270 deg - Service 21.5 -5.7 0.0 -2.1 466.3 0.9 Dead+Wind 300 deg - Service 21.5 -5.0 -2.9 -232.9 409.1 -1.1 Dead+Wind 330 deg - Service 21.5 -2.8 -4.9 -402.5 238.5 -2.7 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 27.7 -0.0 -2.9 -298.7 10.4 0.0 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 17.5 -0.0 -2.9 -297.3 7.8 0.0 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 27.7 1.5 -2.5 -259.4 -136.2 0.0 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 17.5 1.5 -2.5 -258.0 -138.8 0.0 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 27.7 2.5 -1.5 -152.1 -243.5 0.0 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 17.5 2.5 -1.5 -150.7 -246.1 0.0 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 27.7 2.9 0.0 -5.4 -282.8 0.0 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 17.5 2.9 0.0 -4.1 -285.4 0.0 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 27.7 2.5 1.5 141.2 -243.5 0.0 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 17.5 2.5 1.5 142.5 -246.1 0.0 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 27.7 1.5 2.5 248.5 -136.2 0.0 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 17.5 1.5 2.5 249.9 -138.8 0.0 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 27.7 -0.0 2.9 287.8 10.4 0.0 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 17.5 -0.0 2.9 289.2 7.8 0.0 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 27.7 -1.5 2.5 248.5 157.0 -0.0 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 17.5 -1.5 2.5 249.9 154.4 -0.0 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 27.7 -2.5 1.5 141.2 264.4 -0.0 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 17.5 -2.5 1.5 142.5 261.8 -0.0 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 27.7 -2.9 0.0 -5.4 303.7 -0.0 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 17.5 -2.9 0.0 -4.1 301.1 -0.0 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 27.7 -2.5 -1.5 -152.1 264.4 -0.0 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 17.5 -2.5 -1.5 -150.7 261.8 -0.0 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 27.7 -1.5 -2.5 -259.4 157.0 -0.0 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 17.5 -1.5 -2.5 -258.0 154.4 -0.0 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 30 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.0 -21.5 0.0 0.0 21.5 -0.0 0.000% 2 0.1 -25.8 -19.9 -0.1 25.8 19.9 0.000% 3 0.1 -19.4 -19.9 -0.1 19.4 19.9 0.000% 4 9.4 -25.8 -16.1 -9.4 25.8 16.1 0.000% 5 9.4 -19.4 -16.1 -9.4 19.4 16.1 0.000% 6 16.2 -25.8 -9.4 -16.2 25.8 9.4 0.000% 7 16.2 -19.4 -9.4 -16.2 19.4 9.4 0.000% 8 19.7 -25.8 -0.1 -19.7 25.8 0.1 0.000% 9 19.7 -19.4 -0.1 -19.7 19.4 0.1 0.000% 10 18.4 -25.8 10.5 -18.4 25.8 -10.5 0.000% 11 18.4 -19.4 10.5 -18.4 19.4 -10.5 0.000% 12 9.9 -25.8 17.2 -9.9 25.8 -17.2 0.000% 13 9.9 -19.4 17.2 -9.9 19.4 -17.2 0.000% 14 -0.1 -25.8 18.7 0.1 25.8 -18.7 0.000% 15 -0.1 -19.4 18.7 0.1 19.4 -18.7 0.000% 16 -9.4 -25.8 16.1 9.4 25.8 -16.1 0.000% 17 -9.4 -19.4 16.1 9.4 19.4 -16.1 0.000% 18 -17.2 -25.8 9.9 17.2 25.8 -9.9 0.000% 19 -17.2 -19.4 9.9 17.2 19.4 -9.9 0.000% 20 -19.7 -25.8 0.1 19.7 25.8 -0.1 0.000% 21 -19.7 -19.4 0.1 19.7 19.4 -0.1 0.000% 22 -17.4 -25.8 -10.0 17.4 25.8 10.0 0.000% 23 -17.4 -19.4 -10.0 17.4 19.4 10.0 0.000% 24 -9.9 -25.8 -17.2 9.9 25.8 17.2 0.000% 25 -9.9 -19.4 -17.2 9.9 19.4 17.2 0.000% 26 0.0 -21.5 -5.7 -0.0 21.5 5.7 0.000% 27 2.7 -21.5 -4.6 -2.7 21.5 4.6 0.000% 28 4.6 -21.5 -2.7 -4.6 21.5 2.7 0.000% 29 5.7 -21.5 -0.0 -5.7 21.5 0.0 0.000% 30 5.3 -21.5 3.0 -5.3 21.5 -3.0 0.000% 31 2.8 -21.5 4.9 -2.8 21.5 -4.9 0.000% 32 -0.0 -21.5 5.4 0.0 21.5 -5.4 0.000% 33 -2.7 -21.5 4.6 2.7 21.5 -4.6 0.000% 34 -4.9 -21.5 2.8 4.9 21.5 -2.8 0.000% 35 -5.7 -21.5 0.0 5.7 21.5 -0.0 0.000% 36 -5.0 -21.5 -2.9 5.0 21.5 2.9 0.000% 37 -2.8 -21.5 -4.9 2.8 21.5 4.9 0.000% 38 0.0 -27.7 -2.9 0.0 27.7 2.9 0.000% 39 0.0 -17.5 -2.9 0.0 17.5 2.9 0.000% 40 1.5 -27.7 -2.5 -1.5 27.7 2.5 0.000% 41 1.5 -17.5 -2.5 -1.5 17.5 2.5 0.000% 42 2.5 -27.7 -1.5 -2.5 27.7 1.5 0.000% 43 2.5 -17.5 -1.5 -2.5 17.5 1.5 0.000% 44 2.9 -27.7 0.0 -2.9 27.7 -0.0 0.000% 45 2.9 -17.5 0.0 -2.9 17.5 -0.0 0.000% 46 2.5 -27.7 1.5 -2.5 27.7 -1.5 0.000% 47 2.5 -17.5 1.5 -2.5 17.5 -1.5 0.000% 48 1.5 -27.7 2.5 -1.5 27.7 -2.5 0.000% 49 1.5 -17.5 2.5 -1.5 17.5 -2.5 0.000% 50 0.0 -27.7 2.9 0.0 27.7 -2.9 0.000% 51 0.0 -17.5 2.9 0.0 17.5 -2.9 0.000% 52 -1.5 -27.7 2.5 1.5 -2.5 -2.5 0.000% 53 -1.5 -17.5 2.5 1.5 17.5 -2.5 0.000% 54 -2.5 -27.7 1.5 2.5 27.7 -1.5 0.000% 55 -2.5 -17.5 1.5 2.5 17.5 -1.5 0.000% 56 -2.9 -27.7 0.0 2.9 27.7 -0.0 0.000% ttnnxxTToowweerr Job 873552 - N. Rexburg Page 31 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 57 -2.9 -17.5 0.0 2.9 17.5 -0.0 0.000% 58 -2.5 -27.7 -1.5 2.5 27.7 1.5 0.000% 59 -2.5 -17.5 -1.5 2.5 17.5 1.5 0.000% 60 -1.5 -27.7 -2.5 1.5 27.7 2.5 0.000% 61 -1.5 -17.5 -2.5 1.5 17.5 2.5 0.000% Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 152 - 140 3.258 34 0.1844 0.0437 T2 140 - 120 2.795 34 0.1825 0.0431 T3 120 - 100 2.042 34 0.1695 0.0307 T4 100 - 80 1.377 34 0.1369 0.0185 T5 80 - 60 0.852 34 0.1024 0.0121 T6 60 - 40 0.475 30 0.0701 0.0077 T7 40 - 20 0.223 30 0.0419 0.0047 T8 20 - 0 0.066 30 0.0214 0.0019 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 153.29 Pipe Mount 34 3.258 0.1844 0.0437 Inf 145.36 CCISeismic Tower Section 1 34 3.002 0.1835 0.0439 808986 134.00 (3) BCD-80010 34 2.565 0.1804 0.0406 156355 128.71 CCISeismic Tower Section 2 34 2.364 0.1775 0.0372 87780 126.36 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (118.71ft to134ft) 34 2.276 0.1758 0.0355 73441 125.00 Sector Mount [SM 505-3] 34 2.225 0.1746 0.0345 67131 117.00 ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 34 1.935 0.1656 0.0285 46847 108.71 CCISeismic Tower Section 3 34 1.652 0.1525 0.0231 38179 107.86 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (98.71ft to117ft) 34 1.624 0.1510 0.0226 37467 105.00 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 34 1.532 0.1460 0.0210 35271 101.86 CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (98.71ft to105ft) 34 1.434 0.1403 0.0194 33280 88.71 CCISeismic Tower Section 4 34 1.063 0.1171 0.0144 32832 80.50 Sidemarker 34 0.864 0.1033 0.0122 33468 79.36 CCISeismic (3) heliax-hj 3/8'' From 0 to 80 (78.71ft to80ft) 34 0.838 0.1014 0.0119 33551 68.71 CCISeismic Tower Section 5 30 0.622 0.0839 0.0095 34286 48.71 CCISeismic Tower Section 6 30 0.320 0.0533 0.0059 44773 28.71 CCISeismic Tower Section 7 30 0.122 0.0299 0.0031 47496 9.36 CCISeismic Tower Section 8 30 0.024 0.0103 0.0008 89397 ttnnxxTToowweerr Job 873552 - N. Rexburg Page 32 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 152 - 140 11.130 18 0.6189 0.1526 T2 140 - 120 9.577 18 0.6132 0.1505 T3 120 - 100 7.077 11 0.5760 0.1071 T4 100 - 80 4.825 11 0.4703 0.0646 T5 80 - 60 3.013 11 0.3551 0.0423 T6 60 - 40 1.678 11 0.2456 0.0269 T7 40 - 20 0.786 11 0.1479 0.0164 T8 20 - 0 0.233 11 0.0758 0.0068 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 153.29 Pipe Mount 18 11.130 0.6189 0.1526 Inf 145.36 CCISeismic Tower Section 1 18 10.270 0.6163 0.1533 950357 134.00 (3) BCD-80010 11 8.803 0.6078 0.1415 57662 128.71 CCISeismic Tower Section 2 11 8.143 0.5998 0.1297 30996 126.36 CCISeismic (3) andrew LDF4.5-50(5/8'') From 0 to 134 (118.71ft to134ft) 11 7.852 0.5949 0.1238 25704 125.00 Sector Mount [SM 505-3] 11 7.685 0.5916 0.1203 23405 117.00 ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 11 6.719 0.5639 0.0995 15582 108.71 CCISeismic Tower Section 3 11 5.762 0.5218 0.0806 11825 107.86 CCISeismic miscl Feedline Ladder (Af) From 0 to 117 (98.71ft to117ft) 11 5.667 0.5169 0.0788 11539 105.00 ERICSSON AIR 21 B2A B4P w/ Mount Pipe 11 5.353 0.5003 0.0732 10675 101.86 CCISeismic (12) andrew AVA7-50(1-5/8) From 0 to 105 (98.71ft to105ft) 11 5.018 0.4814 0.0676 9915 88.71 CCISeismic Tower Section 4 11 3.743 0.4042 0.0503 9638 80.50 Sidemarker 11 3.052 0.3579 0.0427 9787 79.36 CCISeismic (3) heliax-hj 3/8'' From 0 to 80 (78.71ft to80ft) 11 2.962 0.3515 0.0417 9807 68.71 CCISeismic Tower Section 5 11 2.201 0.2926 0.0330 9979 48.71 CCISeismic Tower Section 6 11 1.128 0.1874 0.0207 12988 28.71 CCISeismic Tower Section 7 11 0.431 0.1058 0.0108 13515 9.36 CCISeismic Tower Section 8 11 0.084 0.0364 0.0029 25245 Bolt Design Data ttnnxxTToowweerr Job 873552 - N. Rexburg Page 33 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T1 152 Leg A325N 0.6250 4 0.2 20.3 0.009 1.05 Bolt Tension Diagonal A325N 0.5000 1 0.3 6.3 0.043 1.05 Member Block Shear Top Girt A325N 0.5000 1 0.0 8.8 0.003 1.05 Bolt Shear T2 140 Leg A325N 0.6250 4 2.0 20.3 0.096 1.05 Bolt Tension Diagonal A325N 0.5000 1 1.7 4.7 0.366 1.05 Member Block Shear T3 120 Leg A325N 0.7500 4 5.8 30.1 0.194 1.05 Bolt Tension Diagonal A325N 0.5000 1 2.8 4.7 0.587 1.05 Member Block Shear T4 100 Leg A325N 0.8750 4 10.7 41.6 0.257 1.05 Bolt Tension Diagonal A325N 0.5000 1 2.8 5.7 0.490 1.05 Member Block Shear T5 80 Leg A325N 0.8750 4 14.7 41.6 0.354 1.05 Bolt Tension Diagonal A325N 0.5000 1 2.9 6.2 0.472 1.05 Member Bearing T6 60 Leg A325N 1.0000 4 18.5 54.5 0.340 1.05 Bolt Tension Diagonal A325N 0.5000 1 3.1 6.2 0.493 1.05 Member Bearing T7 40 Leg A325N 1.0000 4 22.2 54.5 0.407 1.05 Bolt Tension Diagonal A325N 0.5000 1 3.4 6.2 0.548 1.05 Member Bearing T8 20 Diagonal A325N 0.6250 1 4.4 7.8 0.556 1.05 Member Bearing Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 152 - 140 P2x.125 (2.375 OD) 12.00 4.00 60.2 K=1.00 0.8836 -1.1 30.5 0.037 1 T2 140 - 120 ROHN 2.5 EH 20.00 4.00 51.9 K=1.00 2.2535 -11.8 83.3 0.141 1 T3 120 - 100 ROHN 2.5 EH 20.03 4.01 52.0 K=1.00 2.2535 -32.0 83.2 0.384 1 T4 100 - 80 ROHN 3 EH 20.03 5.01 52.9 K=1.00 3.0159 -52.9 110.6 0.478 1 T5 80 - 60 ROHN 3.5 EH 20.03 6.68 61.3 K=1.00 3.6784 -70.0 125.7 0.557 1 T6 60 - 40 ROHN 4 EH 20.04 6.68 54.3 K=1.00 4.4074 -87.1 159.9 0.545 1 T7 40 - 20 ROHN 5 EH 20.03 6.68 43.6 K=1.00 6.1120 -104.4 239.4 0.436 1 T8 20 - 0 ROHN 5 EH 20.02 10.01 65.3 K=1.00 6.1120 -120.9 201.3 0.601 1 1 P u / Pn controls Diagonal Design Data (Compression) ttnnxxTToowweerr Job 873552 - N. Rexburg Page 34 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 152 - 140 L1 1/2x1 1/2x1/4 6.06 2.80 116.3 K=1.01 0.6875 -0.3 14.2 0.019 1 T2 140 - 120 L1 1/2x1 1/2x3/16 6.07 2.77 115.0 K=1.01 0.5273 -1.8 11.1 0.166 1 T3 120 - 100 L1 1/2x1 1/2x3/16 7.55 3.65 149.3 K=1.00 0.5273 -2.8 6.8 0.411 1 T4 100 - 80 L1 3/4x1 3/4x3/16 9.76 4.75 166.1 K=1.00 0.6211 -2.7 6.4 0.416 1 T5 80 - 60 L2x2x3/16 12.30 6.05 184.3 K=1.00 0.7150 -3.0 6.0 0.494 1 T6 60 - 40 L2 1/2x2 1/2x3/16 14.08 6.92 167.8 K=1.00 0.9020 -3.2 9.2 0.345 1 T7 40 - 20 L2 1/2x2 1/2x3/16 15.90 7.78 188.5 K=1.00 0.9020 -3.4 7.3 0.468 1 T8 20 - 0 L3x3x3/16 18.93 9.33 187.8 K=1.00 1.0900 -4.7 8.8 0.536 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 K Pn K Ratio Pu Pn T1 152 - 140 L1 1/2x1 1/2x3/16 4.50 4.09 167.5 K=1.00 0.5273 -0.0 5.4 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 K Pn K Ratio Pu Pn T1 152 - 140 P2x.125 (2.375 OD) 12.00 4.00 60.2 0.8836 0.8 39.8 0.019 1 T2 140 - 120 ROHN 2.5 EH 20.00 4.00 51.9 2.2535 7.8 101.4 0.077 1 T3 120 - 100 ROHN 2.5 EH 20.03 4.01 52.0 2.2535 23.4 101.4 0.231 1 T4 100 - 80 ROHN 3 EH 20.03 5.01 52.9 3.0159 42.8 135.7 0.315 1 T5 80 - 60 ROHN 3.5 EH 20.03 6.68 61.3 3.6784 58.9 165.5 0.356 1 T6 60 - 40 ROHN 4 EH 20.04 6.68 54.3 4.4074 74.1 198.3 0.374 1 T7 40 - 20 ROHN 5 EH 20.03 6.68 43.6 6.1120 88.7 275.0 0.323 1 T8 20 - 0 ROHN 5 EH 20.02 10.01 65.3 6.1120 102.7 275.0 0.374 1 1 P u / Pn controls ttnnxxTToowweerr Job 873552 - N. Rexburg Page 35 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 152 - 140 L1 1/2x1 1/2x1/4 6.06 2.80 77.7 0.3984 0.3 17.3 0.015 1 T2 140 - 120 L1 1/2x1 1/2x3/16 6.07 2.77 75.5 0.3076 1.7 13.4 0.128 1 T3 120 - 100 L1 1/2x1 1/2x3/16 7.55 3.65 98.6 0.3076 2.8 13.4 0.206 1 T4 100 - 80 L1 3/4x1 3/4x3/16 8.49 4.13 94.6 0.3779 2.8 16.4 0.170 1 T5 80 - 60 L2x2x3/16 11.74 5.77 114.3 0.4484 2.9 19.5 0.150 1 T6 60 - 40 L2 1/2x2 1/2x3/16 14.08 6.92 108.4 0.5886 3.1 25.6 0.119 1 T7 40 - 20 L2 1/2x2 1/2x3/16 15.90 7.78 121.5 0.5886 3.4 25.6 0.133 1 T8 20 - 0 L3x3x3/16 18.20 8.97 116.1 0.7120 4.4 31.0 0.141 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 K Pn K Ratio Pu Pn T1 152 - 140 L1 1/2x1 1/2x3/16 4.50 4.09 113.0 0.3076 0.0 13.4 0.001 1 1 P u / Pn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 152 - 140 Leg P2x.125 (2.375 OD) 1 -1.1 32.0 3.6 Pass T2 140 - 120 Leg ROHN 2.5 EH 25 -11.8 87.4 13.4 Pass T3 120 - 100 Leg ROHN 2.5 EH 58 -32.0 87.4 36.6 Pass T4 100 - 80 Leg ROHN 3 EH 91 -52.9 116.1 45.5 Pass T5 80 - 60 Leg ROHN 3.5 EH 118 -70.0 132.0 53.0 Pass T6 60 - 40 Leg ROHN 4 EH 140 -87.1 167.9 51.9 Pass T7 40 - 20 Leg ROHN 5 EH 161 -104.4 251.4 41.5 Pass T8 20 - 0 Leg ROHN 5 EH 182 -120.9 211.4 57.2 Pass T1 152 - 140 Diagonal L1 1/2x1 1/2x1/4 8 -0.3 14.9 1.8 4.1 (b) Pass T2 140 - 120 Diagonal L1 1/2x1 1/2x3/16 29 -1.8 11.6 15.8 34.9 (b) Pass T3 120 - 100 Diagonal L1 1/2x1 1/2x3/16 65 -2.8 7.1 39.2 55.9 (b) Pass T4 100 - 80 Diagonal L1 3/4x1 3/4x3/16 98 -2.7 6.8 39.6 46.7 (b) Pass T5 80 - 60 Diagonal L2x2x3/16 122 -3.0 6.3 47.1 Pass T6 60 - 40 Diagonal L2 1/2x2 1/2x3/16 143 -3.2 9.6 32.9 47.0 (b) Pass T7 40 - 20 Diagonal L2 1/2x2 1/2x3/16 164 -3.4 7.6 44.6 52.2 (b) Pass T8 20 - 0 Diagonal L3x3x3/16 185 -4.7 9.3 51.0 Pass ttnnxxTToowweerr Job 873552 - N. Rexburg Page 36 of 36 FDH Infrastructure Services, LLC 6521 Meridien Drive, Suite 107 Project 19BNMV1400 Date 16:31:11 07/17/19 Raleigh, North Carolina 27616 Phone: 919.755.1012 FAX: 919.755.1012 Client Crown Castle Designed by Eric Sjoerdsma Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail 53.0 (b) T1 152 - 140 Top Girt L1 1/2x1 1/2x3/16 5 -0.0 5.7 0.5 Pass Summary Leg (T8) 57.2 Pass Diagonal (T3) 55.9 Pass Top Girt (T1) 0.5 Pass Bolt Checks 55.9 Pass RATING = 57.2 Pass  Program Version 8.0.5.0 - 11/28/2018 File://fdh-server/Projects/2019 Effective - Client Jobs/CROWNC_Crown Castle USA Inc/ID/873552_N. Rexburg/19BNMV1400-STASOO_SPR/R.0/Analysis/ReportedTower/CCISeismic/873552 - N. Rexburg CCISeismic 3.2.3 Wind And Seismic Analysis.eri July 17, 2019 140 Ft Self Support Tower Structural Analysis CCI BU No 873552 Project Number 19BNMV1400, Order 491466, Revision 1 Page 7 tnxTower Report - version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING July 17, 2019 140 Ft Self Support Tower Structural Analysis CCI BU No 873552 Project Number 19BNMV1400, Order 491466, Revision 1 Page 8 tnxTower Report - version 8.0.5.0 APPENDIX C ADDITIONAL CALCULATIONS BU:873552 Structure:A WO:1768611 Order:491466 Rev:1 Decimal Degrees Deg Min Sec ###Lat:43.832183 +43 49 55.86 ###Long:-111.774600 -111 46 28.56 TIA-222-H Seismic Design Code:TIA-222-H* ###Site Soil:D Dense Soil/Soft Rock Risk Category:II ###USGS Seismic Reference SS:0.4470 g ###S1:0.1570 g TL:6 s 1 FALSE Importance Factor, Ie:1 Acceleration-based site coefficient, Fa:1.4424 Velocity-based site coefficient, Fv:2.1720 Design spectral response acceleration short period, SDS:0.4298 g Design spectral response acceleration 1 s period, SD1:0.2273 g Seismic Design Category Based on SDS:C Seismic Design Category Based on SD1:D Seismic Design Category Based on S1:N/A Controlling Seismic Design Category:D Location Code and Site Parameters Seismic Design Category Determination *Using ASCE 7-10 Seismic Parameters CCISeismic 3.2.3 Page 1 Analysis Date: 7/17/2019 BU:873552 Structure:A WO:1768611 Order:491466 Rev:1 ###Tower Type:Self-Support Height, h:152 ft Effective Seismic Weight, W:21.45 kips Amplification Factor, As:1.0 2.7.8.1 Response Modification Factor, R:3 ###0.556734947 wa:9.2808 ft w0:16.5000 ft W1:10.0031 kips Weight of Structure and Appurtenances within top 5%, W2:0.3087 kips Kf:4540 ft Fa:1.7962 hz Approximate Fundamental Period Self-Support, Ta:0.5567 s 2.7.7.1.3.2 Seismic Response Coefficient, Cs 0.1433 2.7.7.1.1 Seismic Response Coefficient Max 1, Csmax 0.1361 2.7.7.1.1 Seismic Response Coefficient Max 2, Csmax N/A 2.7.7.1.1 Seismic Response Coefficient Min 1, Csmin 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2, Csmin N/A 2.7.7.1.1 Controlling Seismic Response Coefficient, Csc 0.1361 Seismic Base Shear, V 2.919 kips 2.7.7.1.1 Period Related Exponent, k:1.028 2.7.7.1.2 Sum of wihi k 1876.48 2.7.7.1.2 Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 3.2.3 Page 2 Analysis Date: 7/17/2019 Section Number Length Top Height Mid Height, hx Section Weight, wx wxhxk Cvx Fxh Fxv 1 13.29 152.00 145.36 0.4109 68.79 0.0367 0.1070 0.0353 2 20.00 138.71 128.71 0.7867 116.22 0.0619 0.1808 0.0676 3 20.00 118.71 108.71 0.8311 103.21 0.0550 0.1606 0.0715 4 20.00 98.71 88.71 1.0794 108.75 0.0580 0.1692 0.0928 5 20.00 78.71 68.71 1.2665 98.11 0.0523 0.1526 0.1089 6 20.00 58.71 48.71 1.6463 89.54 0.0477 0.1393 0.1415 7 20.00 38.71 28.71 2.0949 66.15 0.0353 0.1029 0.1801 8 18.71 18.71 9.36 1.9801 19.74 0.0105 0.0307 0.1702 Sum 10.0961 670.51 Tower Section Loads CCISeismic 3.2.3 Page 3 Analysis Date: 7/17/2019 Name hx wx wxhxk Cvx Fxh Fxv pipe mount Pipe Mount 153.29 0.0200 3.54 0.0019 0.0055 0.0017 lightning rod Lightning Rod 5/8x4'153.29 0.0310 5.48 0.0029 0.0085 0.0027 lighting Beacon 153.29 0.0200 3.54 0.0019 0.0055 0.0017 (3) antel BCD-80010 134.00 0.0810 12.47 0.0066 0.0194 0.0070 crown mounts Sector Mount [SM 601-1]134.00 0.4743 73.03 0.0389 0.1136 0.0408 crown mounts Sector Mount [SM 505-3]125.00 1.7253 247.32 0.1318 0.3848 0.1483 (4) pipe mount Pipe Mount 125.00 0.0800 11.47 0.0061 0.0178 0.0069 (4) pipe mount Pipe Mount 125.00 0.0800 11.47 0.0061 0.0178 0.0069 (4) pipe mount Pipe Mount 125.00 0.0800 11.47 0.0061 0.0178 0.0069 kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 9.11 0.0049 0.0142 0.0058 kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 9.11 0.0049 0.0142 0.0058 kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 9.11 0.0049 0.0142 0.0058 samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.0517 6.92 0.0037 0.0108 0.0044 samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.0517 6.92 0.0037 0.0108 0.0044 samsung telecommunications RRH-C2C w/EXT FILTER 117.00 0.0517 6.92 0.0037 0.0108 0.0044 samsung telecommunications RRH-P4 117.00 0.0595 7.97 0.0042 0.0124 0.0051 samsung telecommunications RRH-P4 117.00 0.0595 7.97 0.0042 0.0124 0.0051 samsung telecommunications RRH-P4 117.00 0.0595 7.97 0.0042 0.0124 0.0051 samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.0033 0.44 0.0002 0.0007 0.0003 samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.0033 0.44 0.0002 0.0007 0.0003 samsung telecommunications POWER JUNCTION CYLINDER 117.00 0.0033 0.44 0.0002 0.0007 0.0003 crown mounts Sector Mount [SM 308-3]117.00 0.3810 51.02 0.0272 0.0794 0.0328 commscope TTTT65AP-1XR w/ Mount Pipe 117.00 0.0677 9.07 0.0048 0.0141 0.0058 commscope TTTT65AP-1XR w/ Mount Pipe 117.00 0.0677 9.07 0.0048 0.0141 0.0058 commscope TTTT65AP-1XR w/ Mount Pipe 117.00 0.0677 9.07 0.0048 0.0141 0.0058 kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 9.11 0.0049 0.0142 0.0058 kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 9.11 0.0049 0.0142 0.0058 kmw communications ET-X-TS-70-16-62-18-IR-RD w/ Mount Pipe 117.00 0.0680 9.11 0.0049 0.0142 0.0058 samsung telecommunications RRH-B8 117.00 0.0595 7.97 0.0042 0.0124 0.0051 samsung telecommunications RRH-B8 117.00 0.0595 7.97 0.0042 0.0124 0.0051 samsung telecommunications RRH-B8 117.00 0.0595 7.97 0.0042 0.0124 0.0051 ericsson ERICSSON AIR 21 B2A B4P w/ Mount Pipe 105.00 0.1000 11.98 0.0064 0.0186 0.0086 ericsson ERICSSON AIR 21 B2A B4P w/ Mount Pipe 105.00 0.1000 11.98 0.0064 0.0186 0.0086 ericsson ERICSSON AIR 21 B2A B4P w/ Mount Pipe 105.00 0.1000 11.98 0.0064 0.0186 0.0086 ericsson ERICSSON AIR 21 B4A B2P w/ Mount Pipe 105.00 0.1000 11.98 0.0064 0.0186 0.0086 ericsson ERICSSON AIR 21 B4A B2P w/ Mount Pipe 105.00 0.1000 11.98 0.0064 0.0186 0.0086 ericsson ERICSSON AIR 21 B4A B2P w/ Mount Pipe 105.00 0.1000 11.98 0.0064 0.0186 0.0086 rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.1862 22.31 0.0119 0.0347 0.0160 rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.1862 22.31 0.0119 0.0347 0.0160 rfs celwave APXVAARR24_43-U-NA20 w/ Mount Pipe 105.00 0.1862 22.31 0.0119 0.0347 0.0160 ericsson RADIO 4449 B12/B71 105.00 0.0750 8.99 0.0048 0.0140 0.0064 ericsson RADIO 4449 B12/B71 105.00 0.0750 8.99 0.0048 0.0140 0.0064 ericsson RADIO 4449 B12/B71 105.00 0.0750 8.99 0.0048 0.0140 0.0064 crown mounts Sector Mount [SM 502-3]105.00 1.6731 200.47 0.1068 0.3119 0.1438 lighting Sidemarker 80.50 0.0100 0.91 0.0005 0.0014 0.0009 lighting Sidemarker 80.50 0.0100 0.91 0.0005 0.0014 0.0009 lighting Sidemarker 80.50 0.0100 0.91 0.0005 0.0014 0.0009 Sum 7.1927 951.58 Discrete Loads CCISeismic 3.2.3 Page 4 Analysis Date: 7/17/2019 Name Start Height End Height hx wx wxhxk Cvx Fxh Fxv (12) andrew AVA7-50(1-5/8) From 0 to 105 98.71 105.00 101.86 0.0528 6.14 0.0033 0.0095 0.0045 (12) andrew AVA7-50(1-5/8) From 0 to 105 78.71 98.71 88.71 0.1680 16.93 0.0090 0.0263 0.0144 (12) andrew AVA7-50(1-5/8) From 0 to 105 58.71 78.71 68.71 0.1680 13.01 0.0069 0.0202 0.0144 (12) andrew AVA7-50(1-5/8) From 0 to 105 38.71 58.71 48.71 0.1680 9.14 0.0049 0.0142 0.0144 (12) andrew AVA7-50(1-5/8) From 0 to 105 18.71 38.71 28.71 0.1680 5.31 0.0028 0.0083 0.0144 (12) andrew AVA7-50(1-5/8) From 0 to 105 0.00 18.71 9.36 0.1572 1.57 0.0008 0.0024 0.0135 (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 98.71 105.00 101.86 0.0110 1.28 0.0007 0.0020 0.0009 (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 78.71 98.71 88.71 0.0350 3.53 0.0019 0.0055 0.0030 (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 58.71 78.71 68.71 0.0350 2.71 0.0014 0.0042 0.0030 (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 38.71 58.71 48.71 0.0350 1.91 0.0010 0.0030 0.0030 (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 18.71 38.71 28.71 0.0350 1.11 0.0006 0.0017 0.0030 (3) rosenberger leoni WR-VG86ST-BRD(3/4) From 0 to 105 0.00 18.71 9.36 0.0328 0.33 0.0002 0.0005 0.0028 (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 98.71 105.00 101.86 0.0642 7.45 0.0040 0.0116 0.0055 (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 78.71 98.71 88.71 0.2040 20.55 0.0110 0.0320 0.0175 (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 58.71 78.71 68.71 0.2040 15.80 0.0084 0.0246 0.0175 (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 38.71 58.71 48.71 0.2040 11.09 0.0059 0.0173 0.0175 (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 18.71 38.71 28.71 0.2040 6.44 0.0034 0.0100 0.0175 (6) ericsson HCS 6X12 6AWG(1-3/8) From 0 to 105 0.00 18.71 9.36 0.1908 1.90 0.0010 0.0030 0.0164 miscl Feedline Ladder (Af) From 0 to 105 98.71 105.00 101.86 0.0528 6.14 0.0033 0.0095 0.0045 miscl Feedline Ladder (Af) From 0 to 105 78.71 98.71 88.71 0.1680 16.93 0.0090 0.0263 0.0144 miscl Feedline Ladder (Af) From 0 to 105 58.71 78.71 68.71 0.1680 13.01 0.0069 0.0202 0.0144 miscl Feedline Ladder (Af) From 0 to 105 38.71 58.71 48.71 0.1680 9.14 0.0049 0.0142 0.0144 miscl Feedline Ladder (Af) From 0 to 105 18.71 38.71 28.71 0.1680 5.31 0.0028 0.0083 0.0144 miscl Feedline Ladder (Af) From 0 to 105 0.00 18.71 9.36 0.1572 1.57 0.0008 0.0024 0.0135 miscl Feedline Ladder (Af) From 0 to 117 98.71 117.00 107.86 0.1536 18.92 0.0101 0.0294 0.0132 miscl Feedline Ladder (Af) From 0 to 117 78.71 98.71 88.71 0.1680 16.93 0.0090 0.0263 0.0144 miscl Feedline Ladder (Af) From 0 to 117 58.71 78.71 68.71 0.1680 13.01 0.0069 0.0202 0.0144 miscl Feedline Ladder (Af) From 0 to 117 38.71 58.71 48.71 0.1680 9.14 0.0049 0.0142 0.0144 miscl Feedline Ladder (Af) From 0 to 117 18.71 38.71 28.71 0.1680 5.31 0.0028 0.0083 0.0144 miscl Feedline Ladder (Af) From 0 to 117 0.00 18.71 9.36 0.1572 1.57 0.0008 0.0024 0.0135 (3) heliax-hj 3/8" From 0 to 80 78.71 80.00 79.36 0.0007 0.06 0.0000 0.0001 0.0001 (3) heliax-hj 3/8" From 0 to 80 58.71 78.71 68.71 0.0108 0.84 0.0004 0.0013 0.0009 (3) heliax-hj 3/8" From 0 to 80 38.71 58.71 48.71 0.0108 0.59 0.0003 0.0009 0.0009 (3) heliax-hj 3/8" From 0 to 80 18.71 38.71 28.71 0.0108 0.34 0.0002 0.0005 0.0009 (3) heliax-hj 3/8" From 0 to 80 0.00 18.71 9.36 0.0101 0.10 0.0001 0.0002 0.0009 (2) heliax-hj 3/8" From 0 to 153.29 138.71 152.00 145.36 0.0048 0.80 0.0004 0.0012 0.0004 (2) heliax-hj 3/8" From 0 to 153.29 118.71 138.71 128.71 0.0072 1.06 0.0006 0.0017 0.0006 (2) heliax-hj 3/8" From 0 to 153.29 98.71 118.71 108.71 0.0072 0.89 0.0005 0.0014 0.0006 (2) heliax-hj 3/8" From 0 to 153.29 78.71 98.71 88.71 0.0072 0.73 0.0004 0.0011 0.0006 (2) heliax-hj 3/8" From 0 to 153.29 58.71 78.71 68.71 0.0072 0.56 0.0003 0.0009 0.0006 (2) heliax-hj 3/8" From 0 to 153.29 38.71 58.71 48.71 0.0072 0.39 0.0002 0.0006 0.0006 (2) heliax-hj 3/8" From 0 to 153.29 18.71 38.71 28.71 0.0072 0.23 0.0001 0.0004 0.0006 (2) heliax-hj 3/8" From 0 to 153.29 0.00 18.71 9.36 0.0067 0.07 0.0000 0.0001 0.0006 (3) andrew LDF4.5-50(5/8") From 0 to 134 118.71 134.00 126.36 0.0069 1.00 0.0005 0.0016 0.0006 (3) andrew LDF4.5-50(5/8") From 0 to 134 98.71 118.71 108.71 0.0090 1.12 0.0006 0.0017 0.0008 (3) andrew LDF4.5-50(5/8") From 0 to 134 78.71 98.71 88.71 0.0090 0.91 0.0005 0.0014 0.0008 (3) andrew LDF4.5-50(5/8") From 0 to 134 58.71 78.71 68.71 0.0090 0.70 0.0004 0.0011 0.0008 (3) andrew LDF4.5-50(5/8") From 0 to 134 38.71 58.71 48.71 0.0090 0.49 0.0003 0.0008 0.0008 (3) andrew LDF4.5-50(5/8") From 0 to 134 18.71 38.71 28.71 0.0090 0.28 0.0002 0.0004 0.0008 (3) andrew LDF4.5-50(5/8") From 0 to 134 0.00 18.71 9.36 0.0084 0.08 0.0000 0.0001 0.0007 Sum 4.1600 254.38 Linear Loads CCISeismic 3.2.3 Page 5 Analysis Date: 7/17/2019 Project Information BU # Site Name Order # Tower Information Tower Type TIA-222 Rev ASIF Comp.Uplift Axial (k)0.00 107.00 Shear (k)13.00 11.00 6 1 A354-BC Fy=109 ksi Fu=125 ksi Not Considered, lar<=1(d) 0 N-Included Symmetrical Anchor Rod Results 17.83 1.83 - 56.81 36.82 - 9.6%Pass Shear Cap., φVn (kips) Moment Cap., φMn (kip-in) Thread Type: Grout Considered: Configuration: Anchor Rod Data Applied Loads Eta Factor, η: Iar (in): Quantity: Diameter (in): Stress Rating Axial, Pu_t (kips) Shear, Vu (kips) Moment, Mu (kip-in) Axial Cap., φPn_t (kips) Material Grade: 873552 N. Rexburg 491466 Rev.1 Self Support H 1.333 Apply TIA-222-H Section 15.5 CCIplate - version 3.6.0 Analysis Date: 7/17/2019 1676 ft-kips Capacity Demand Rating*Check 26 kips 180.41 21.00 11.1%Pass 21 kips 6.85 1.41 19.6%Pass 126 kips 4214.31 1891.69 44.9%Pass 13 kips 675.25 52.00 7.3%Pass 107 kips 416.97 44.00 10.0%Pass 11 kips 4592.74 132.93 2.8%Pass 152 ft 986.08 96.98 9.4%Pass 16.5 ft 465.84 30.40 6.2%Pass 3.5 in 0.164 0.036 21.0%Pass in 598.57 31.20 5.0%Pass 0.164 0.034 19.5%Pass 598.57 26.40 4.2%Pass Circular 3.5 ft 0.50 ft Soil Rating*:44.9% 8 Structural Rating*:21.0% 9 3 6 Tie 3 in 5.50 ft 24.00 ft 2.00 ft 7 19 3 in 60 ksi 3 ksi 150 pcf 98 pcf 8.600 ksf <-- Toggle between Gross and Net ksf 34 degrees 0.52 4.2 ft No n/a ft Pad Properties Groundwater Depth, gw: Base Friction, μ: Cohesion, Cu: Friction Angle, ϕ: Total Soil Unit Weight, γ: Ultimate Net Bearing, Qnet: SPT Blow Count, Nblows: Soil Properties Depth, D: Pad Clear Cover, ccpad: Dry Concrete Density, δc: Pad Rebar Quantity (Bottom), mp: Rebar Grade, Fy: Concrete Compressive Strength, F'c: Material Properties Leg Comp. Shear, Vu_comp: Pier Diameter, dpier: Pier Rebar Quantity, mc: Pier Tie/Spiral Size, St: Pier Clear Cover, ccpier: Neglected Depth, N: Pier Shape: Pier Rebar Size, Sc: Pier Reinforcement Type: Ext. Above Grade, E: Pier Tie/Spiral Quantity, mt: Pad Width, W: Pad Thickness, T: Pad Rebar Size (Bottom), Sp: Foundation Bearing on Rock? SST Unit Base Foundation BU # : Site Name: Leg Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Global Axial, P: Global Shear, V: 876552 N. Rexburg 491466 Rev.1 Tower Centroid Offset?: Pier Properties Global Moment, M: Leg Uplift. Shear, Vu_uplift: BP Dist. Above Fdn, bpdist: Block Foundation?: Pad Shear - Comp 2-way (ksi) Pier Compression (kip) Pier Flexure (Comp.) (kip*ft) Pad Shear - 1-way (kips) Tower Height, H: Base Face Width, BW: Leg Uplift, Puplift:Pier Flexure (Tension) (kip*ft) Bearing Pressure (ksf) Overturning (kip*ft) Top & Bot. Pad Rein. Different?: Anchor Bolt Circle, BC:Flexural 2-way (Comp) (kip*ft) Flexural 2-way (Tension) (kip*ft) *Rating per TIA-222-H Section 15.5 Pad Flexure (kip*ft) Pad Shear - Tension 2-way (ksi) Lateral (Sliding) (kips) Foundation Analysis Checks Version 3.2.0 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-10 Risk Category:II Soil Class:D - Stiff Soil Elevation:4868.42 ft (NAVD 88) Latitude: Longitude: 43.832183 -111.774601 Wind Results: Data Source: Date Accessed: Wind Speed: 115 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014 Mon Jul 15 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. Page 1 of 3https://asce7hazardtool.online/Mon Jul 15 2019 SS : 0.447 S1 : 0.157 Fa : 1.442 Fv : 2.17 SMS : 0.645 SM1 : 0.342 SDS : 0.43 SD1 : 0.228 TL : 6 PGA : 0.158 PGA M : 0.235 FPGA : 1.484 Ie : 1 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil D Data Accessed: Date Source: Mon Jul 15 2019 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Mon Jul 15 2019 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.25 in. Concurrent Temperature: 5 F Gust Speed: 50 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Mon Jul 15 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Mon Jul 15 2019