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Specifications (24) ` kA� Ac3t _ 00vv,. . RECEIVED ® � May 23, Tectonic JUL 8 2019 Date: 2019 BCIT" �:,>_ -, �a,,,„� BUILDING DIVISION PRACTICAL SOLUTIONS.EXCEPTIONAL SERVICE. Kevin Nelson Tectonic Engineering & Surveying Consultants P.C. Crown Castle 1279 Route 300 2055 S Stearman Dr Newburgh, NY 12550 Chandler, AZ 85286 (845) 567-6656 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PR72 Carrier Site Name: PFAFFLE Crown Castle Designation: Crown Castle BU Number: 855861 Crown Castle Site Name: PFAFFLE Crown Castle JDE Job Number: 557916 Crown Castle Work Order Number: 1743649 Crown Castle Order Number: 479105 Rev. 0 Engineering Firm Designation: Tectonic Project Number: 9800.855861 Site Data: 8540 Southwest Pfaffle Street,Tigard,Washington County, OR Latitude 45°26'16.46", Longitude-122°45'53.6" 80 Foot-Monopole Tower Dear Kevin Nelson, Tectonic Engineering & Surveying Consultants P.C. (Tectonic) 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 110 mph as required by the 2014 Oregon Structural Specialty Code (2012 IBC with state amendments). Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. it Structural analysis prepared by: Mahesh Chillarge/ E� ® 0 El 0 0 ® ® ® 0 ❑ 0 F Respectfully submitted by: �Q.ti SSS ¢ p c rri ;; us .- ,M1 .n I a) 7 0) CO n m, �A �G1NE� O { .�. 17 tr, 0 Tectonic q ti9�. A :_ �� .f f r> �7 - • :., ',-(...;., 0 - g' i t'D T- ; lam/^ J ' �a - ------"X ick., 87979pI 9 ite ' 14 e 4,ALBEat� 5,.„ . 0 0 , ,, „ , ,,._ 11 <s . ,i ' � '' Antonio A. Gualtieri, P.E. > n : Executive Vice President R ao R n co =. u) a ig rn i o3 co CD C tnxTower Report-version 8.0.5.0 4 0 t r May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration 3)ANALYSIS PROCEDURE Table 2-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 3-Section Capacity (Summary) Table 4—Tower Component Stresses vs. Capacity—LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.5.0 May 23, 2019 • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 3 1) INTRODUCTION This tower is an 80 ft Monopole tower designed by North American Pole Corporation. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 110 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 30 mph Seismic Ss: 0.978 Seismic S1: 0.424 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 alcatel lucent RRH4X25-WCS_V2 NNH4-65D-R6_CCIV2 w/ 3 commscope Mount Pipe 6 commscope !SBNHH-1 D65C w/Mount Pipe 84.0 1 kathrein 742-265 w/Mount Pipe 2 kathrein 800 10121 w/Mount Pipe 82'0 3 nokia AHCA CCIV3 12 7/8 ' 3 nokia AHFIB_CCIV2 3 nokia AHLBA_CCIV2 4 andrew ETB19G8-12UB 82.0 1 crown mounts LP 713-1 powerwave 2 technologies LGP21401 78.0 2 j raycap DC6-48-60-0-8F EIMI 3/8 BMW 77.0 2 crown mounts PM 601-1 4 73.0 1 gps GPS A 71.0 2 1/2 71.0 1 crown mounts PM 601-1 62.0 1 gps GPS A 61.0 1 1/2 61.0 1 crown mounts J PM 601-1 tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 4 3)ANALYSIS PROCEDURE Table 2-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Redmond&Associates 5680570 j CCISITES 4-TOWER FOUNDATION North American Pole Corporation 5680558 CCISITES DRAWINGS/DESIGN/SPECS III 4-TOWER MANUFACTURER North American Pole Corporation 5680552 CCISITES DRAWINGS 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. 3) Tectonic did not analyze the antenna supporting mounts as a part of this analysis report and assumed they are structurally sufficient. It is the carrier's responsibility to ensure structural compliance of their existing and/or proposed antenna supporting mounts. 4) As provided by Crown Castle, the effective projected areas (EPA)for certain antennas have been computed using Computational Fluid Dynamics. This analysis may be affected if any assumptions are not valid or have been made in error. Tectonic should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 3 -Section Capacity (Summary) Section Elevation(ft) Component Size Critical P(K) SF*P_allow % Pass/Fail No. Type Element (K) Capacity L1 180-60.125 S Pole { TP24.3725x20x0.25 1 , -6.08 ! 1192.79 20.8 Pass L2�60.125 Pole TP28.745x24.3725x0.25 1 2 I -7.63 1364.58 30.8 } Pass 40.25 I 40.25- L3 I32.1665 Pole TP29.9574x27.3467x0.3125 3 -9.59 1832.31 28.3 Pass L4 32.1665-20 j Pole TP32.568x29.9574x0.3125 4 -10.65 1932.89 30.9 Pass I_ L5 20-12.2915 Pole TP33.5853x30.9596x0.3125 r 5 -13.05 2056.55 35.8 I Pass L6 12.2915-0 Pole TP36.211x33.5853x0.3125 6 -14.92 2218.85 39.3 Pass I Summary Pole(L6) 39.3 1 Pass 1 1 1 Rating*= 1 39.3 Pass *Rating per TIA-222-H Section 15.5 tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 5 Table 4-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) %Capacity Pass/Fail 1,2 Anchor Rods 0 38.7 Pass 1,2 Base Plate 0 24.2 Pass 1,2 Base Foundation 0 24.2 Pass I 1 2 Base Foundation 0 18.1 Pass Soil Interaction !! Structure Rating (max from all components)= 39.3% 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. tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.5.0 ' 1 1 1 ] _,, . ,. 11, 1, i --„, ,,-rmi liri 7:1 1 MATERIAL STRENGTH 80.0 a GRADE Fy Fu r GRADE 1 Fy ( Fu A572-65 65 ksi 80 ksi n - - TOWER DESIGN NOTES _ 1. Tower is located in Washington County,Oregon. - 2. Tower designed for Exposure C to the TIA-222-H Standard. i ® 3. Tower designed for a 110 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 2.00 in ice.Ice is considered to oi'.. increase in thickness with height. m 0 o 5. Deflections are based upon a 60 mph wind. - N N 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TIA-222-H Annex S 9. Seismic loads generated by CCISeismic 3.2.3 10. Seismic calculations are in accordance with TIA-222-H - 11. TOWER RATING:39.3% ■ 60.1 ft m 0o N o N O M v V W N f N N / 40.3 ft . . O m <4 N N n Q N 7 - M At2 N N N 322ft ALL REACTIONS ARE FACTORED AXIAL v o 17K 41el• T. N SHEAR MOMENT o N l 3 K 180 kip-ft I/ TORQUE 0 kip-ft 20.0 ft SEISMIC A M AXIAL N 111.1 30K SHEAR MOMENT 12.3 ft 1 K I J 81 kip-ft TORQUE 0 kip-ft 30 mph WIND-2.0000 in ICE li ,l AXIAL N 15K 0 SHEAMOMENT 11 K I 696 kip-ft 0.O ft m. TORQUE 1 kip-ft Ti g. REACTIONS-110 mph WIND ' C J g - e t a 5 1 b Oa m n it CO3 z v) 1'- m 6 3 Job:Tectonic Jo9800.855861 • Tectonic' 1279 Route 300 ProJects BU 855861-PFAFFLE ..,--.<». a•M,. Newburgh, NY 12550 Chert.Crown Castle Drawnby:Veronica Elson App'd: Phone:(845)567-6656 Code:TIA-222-H Dare'05/23/19 scale: NTS FAX:(845)567-8703 Path:,-.-,�.,,.,...-—,,-a,_- ...,-,...m,u.... ,,.._,..,_ Dwg No.E-1 1 May 23, 2019 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 7 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) Tower base elevation above sea level: 227.00 ft. 3) Basic wind speed of 110 mph. 4) Risk Category II. 5) Exposure Category C. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.00 ft. 9) Nominal ice thickness of 2.0000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) TIA-222-H Annex S. 16) Seismic loads generated by CCISeismic 3.2.3. 17) Seismic calculations are in accordance with TIA-222-H. 18) A non-linear(P-delta) analysis was used. 19) Pressures are calculated at each section. 20) Stress ratio used in pole design is 1.05. 21) Tower analysis based on target reliabilities in accordance with Annex S. 22) Load Modification Factors used: Kes(Fw) =0.95, Kes(ti) =0.85, Kes(Ev and En) = 1.0. 23) 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 J Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile \I 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 J Sort Capacity Reports By Component \I 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 KUry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry tnxTower Report-version 8.0.5.0 May 23, 2019, 80 Ft Monopole Tower Structural Analysis CC!BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 8 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 80.00-60.13 19.88 0.00 12 20.0000 24.3725 0.2500 1.0000 A572-65 (65 ksi) L2 60.13-40.25 19.88 4.08 12 24.3725 28.7450 0.2500 1.0000 A572-65 (65 ksi) L3 40.25-32.17 12.17 0.00 12 27.3467 29.9574 0.3125 1.2500 A572-65 (65 ksi) L4 32.17-20.00 12.17 4.58 12 29.9574 32.5680 0.3125 1.2500 A572-65 (65 ksi) L5 20.00-12.29 12.29 0.00 12 30.9596 33.5853 0.3125 1.2500 A572-65 • (65 ksi) L6 12.29-0.00 12.29 12 33.5853 36.2110 0.3125 1.2500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area 1 r C VC J lt/Q w wit in in4 in in in3 in4 in2 in L1 20.6173 15.8988 791.5587 7.0705 10.3600 76.4053 1603.9125 7.8249 4.6900 18.76 25.1441 19.4186 1442.2773 8.6359 12.6250 114.2402 2922.4449 9.5573 5.8618 23.447 L2 25.1441 19.4186 1442.2773 8.6359 12.6250 114.2402 2922.4449 9.5573 5.8618 23.447 29.6708 22.9385 2377.3209 10.2012 14.8899 159.6599 4817.0967 11.2896 7.0337 28.135 L3 29.1082 27.2032 2537.6653 9.6783 14.1656 179.1427 5141.9979 13.3886 6.4914 20.773 30.9039 29.8302 3346.1122 10.6129 15.5179 215.6289 6780.1304 14.6815 7.1911 23.011 L4 30.9039 29.8302 3346.1122 10.6129 15.5179 215.6289 6780.1304 14.6815 7.1911 23.011 33.6066 32.4571 4310.2571 11.5475 16.8702 255.4950 8733.7495 15.9744 7.8907 25.25 L5 32.9551 30.8386 3697.0905 10.9717 16.0371 230.5340 7491.3077 15.1778 7.4597 23.871 34.6598 33.4808 4731.0761 11.9117 17.3972 271.9449 9586.4428 16.4782 8.1634 26.123 L6 34.6598 33.4808 4731.0761 11.9117 17.3972 271.9449 9586.4428 16.4782 8.1634 26.123 37.3781 36.1229 5941.8372 12.8517 18.7573 316.7747 12039.773 17.7786 8.8670 28.375 1 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle - Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in - L1 80.00- 1 1 1 60.13 L2 60.13- 1 1 1 40.25 L3 40.25- 1 1 1 32.17 L4 32.17- 1 1 1 20.00 L5 20.00- 1 1 1 12.29 L6 12.29-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight From t Number Per Row d Diamete r Torque Type ft Position r plf Calculation in in **x Step Bolts A No Surface Ar 80.00- 1 1 -0.100 0.3750 2.00 (CaAa) 8.00 0.400 Safety Line 3/8 A No Surface Ar 80.00- 1 1 0.150 0.3750 0.22 (CaAa) 8.00 0.150 LDF4-50A(1/2) B No Surface Ar 61.00- 1 1 -0.060 0.6250 0.15 tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 9 Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight From t Number Per Row d Diamete r Torque Type ft Position r plf Calculation in in (CaAa) 8.00 -0.050 5/16"Ground B No Surface Ar 61.00- 1 1 -0.080 0.3125 0.11 CaAa 8.00 -0.070 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation LDF5-50A(7/8) B No No Inside Pole 80.00-8.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 WR-VG86ST- B No No Inside Pole 77.00-8.00 4 No Ice 0.00 0.58 BRD(3/4) 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 2"Ice 0.00 0.58 FB-L98-002- B No No Inside Pole 77.00-8.00 2 No Ice 0.00 0.06 XXX(3/8) 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2"Ice 0.00 0.06 LDF4-50A(1/2) B No No Inside Pole 71.00-8.00 2 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Ice 0.00 0.15 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AR CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 80.00-60.13 A 0.000 0.000 1.491 0.000 0.04 B 0.000 0.000 0.082 0.000 0.12 C 0.000 0.000 0.000 0.000 0.00 L2 60.13-40.25 A 0.000 0.000 1.491 0.000 0.04 B 0.000 0.000 1.863 0.000 0.14 C 0.000 0.000 0.000 0.000 0.00 L3 40.25-32.17 A 0.000 0.000 0.606 0.000 0.02 B 0.000 0.000 0.758 0.000 0.06 C 0.000 0.000 0.000 0.000 0.00 L4 32.17-20.00 A 0.000 0.000 0.912 0.000 0.03 B 0.000 0.000 1.141 0.000 0.08 C 0.000 0.000 0.000 0.000 0.00 L5 20.00-12.29 A 0.000 0.000 0.578 0.000 0.02 B 0.000 0.000 0.723 0.000 0.05 C 0.000 0.000 0.000 0.000 0.00 L6 12.29-0.00 A 0.000 0.000 0.322 0.000 0.01 B 0.000 0.000 0.402 0.000 0.03 C 0.000 0.000 0.000 0.000 0.00 - Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 tnxTower Report-version 8.0.5.0 May 23, 2019 , 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 10 Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 - ft2 ft2 K L1 80.00-60.13 A 1.832 0.000 0.000 16.056 0.000 0.24 B 0.000 0.000 0.723 0.000 0.13 C 0.000 0.000 0.000 0.000 0.00 L2 60.13-40.25 A 1.772 0.000 0.000 15.577 0.000 0.23 B 0.000 0.000 15.949 0.000 0.33 C 0.000 0.000 0.000 0.000 0.00 L3 40.25-32.17 A 1.716 0.000 0.000 6.335 0.000 0.09 B 0.000 0.000 6.487 0.000 0.13 C 0.000 0.000 0.000 0.000 0.00 L4 32.17-20.00 A 1.660 0.000 0.000 8.991 0.000 0.13 B 0.000 0.000 9.219 0.000 0.19 C 0.000 0.000 0.000 0.000 0.00 L5 20.00-12.29 A 1.582 0.000 0.000 5.696 0.000 0.08 B 0.000 0.000 5.841 0.000 0.12 C 0.000 0.000 0.000 0.000 0.00 L6 12.29-0.00 A 1.435 0.000 0.000 2.785 0.000 0.04 B 0.000 0.000 2.866 0.000 0.06 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CPZ CPX CPz Ice Ice ft in in in in L1 80.00-60.13 -0.2779 -0.3490 -1.6411 -2.0144 L2 60.13-40.25 0.1422 -0.6505 0.3232 -3.0936 L3 40.25-32.17 0.1427 -0.6540 0.3343 -3.2059 L4 32.17-20.00 0.1431 -0.6562 0.3332 -3.1748 L5 20.00-12.29 0.1433 -0.6575 0.3383 -3.2260 L6 12.29-0.00 0.0508 -0.2331 0.1316 -1.2327 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description ' Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 2 Step Bolts, 60.13- 1.0000 1.0000 80.00 L1 3 Safety Line 3/8 60.13- 1.0000 1.0000 80.00 L1 10 LDF4-50A(1/2) 60.13- 1.0000 1.0000 61.00 L1 11 5/16"Ground 60.13- 1.0000 1.0000 61.00 L2 2 Step Bolts 40.25- 1.0000: 1.0000 60.13 L2 3 Safety Line 3/8 40.25- 1.0000< 1.0000 60.13 L2 10 LDF4-50A(1/2) 40.25- 1.0000 1.0000 . 60.13 L2 11 5/16"Ground 40.25- 1.0000 1.0000 60.13 L4 2 Step Bolts 20.00- 1.0000 1.0000 32.17 L4 3 Safety Line 3/8 20.00- 1.0000 1.0000 32.17 tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 11 Tower Feed Line Description Feed Line Ka K8 Section Record No. Segment No Ice Ice Elev. L4 10 LDF4-50A(1/2) 20.00- 1.0000 1.0000 32.17 L4 11 5/16"Ground 20.00- 1.0000 1.0000 32.17 L6 2 Step Bolts 8.00-12.29 1.0000 1.0000 L6 3 Safety Line 3/8 8.00-12.29 1.0000 1.0000 L6 10 LDF4-50A(1/2) 8.00-12.29 1.0000 1.0000 L6 11 5/16"Ground 8.00-12.29 1.0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth E„ Ehx E,,8 En From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 75.06 0.00 0.0000 0.08 0.00 0.00 0.19 1 CCISeismic Tower Section 1 - 65.13 0.00 0.0000 0.09 0.00 0.00 0.17 2 CCISeismic Tower Section 2- 55.19 0.00 0.0000 0.10 0.00 0.00 0.15 1 CCISeismic Tower Section 2- 45.25 0.00 0.0000 0.11 0.00 0.00 0.12 2 CCISeismic Tower Section 3- 43.25 0.00 0.0000 0.03 0.00 0.00 0.03 1 CCISeismic Tower Section 3- 37.17 0.00 0.0000 0.14 0.00 0.00 0.12 2 CCISeismic Tower Section 4- 31.08 0.00 0.0000 0.03 0.00 0.00 0.02 1 CCISeismic Tower Section 4- 25.00 0.00 0.0000 0.15 0.00 0.00 0.07 2 CCISeismic Tower Section 5- 23.44 0.00 0.0000 0.03 0.00 0.00 0.01 1 CCISeismic Tower Section 5- 17.29 0.00 0.0000 0.16 0.00 0.00 0.04 2 CCISeismic Tower Section 6- 11.15 0.00 0.0000 0.04 0.00 0.00 0.01 1 CCISeismic Tower Section 6- 5.00 0.00 0.0000 0.17 0.00 0.00 0.01 2 CCISeismic(2)commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.06 SBNHH-1D65C w/Mount Pipe CCISeismic(2)commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.06 SBNHH-1 D65C w/Mount Pipe CCISeismic(2)commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.06 SBNHH-1 D65C w/Mount Pipe CCISeismic kathrein 800 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 10121 w/Mount Pipe CCISeismic kathrein 742-265 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 w/Mount Pipe CCISeismic kathrein 800 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 10121 w/Mount Pipe CCISeismic commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.06 NNH4-65D-R6CCIV2 w/ Mount Pipe CCISeismic commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.06 NNH4-65D-R6_CCIV2 w/ Mount Pipe CCISeismic commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.06 NNH4-65D-R6_CCIV2 WI tnxTower Report-version 8.0.5.0 May 23, 2019 , 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 12 Description Elevation Offset Azimuth Ev Env Enz Eh From Angle Centroid ft ft K K K K Mount Pipe CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 AHFIB_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 AHFIB_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 AHFIB_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 AHLBA_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 AHLBA_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 AHLBA_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 AHCA_CCIV3 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 AHCA_CCIV3 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 AHCA_CCIV3 CCISeismic(2)andrew 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 ETB19G8-12UB CCISeismic(2)andrew 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 ETB19G8-12UB CCISeismic(2)powerwave 82.00 0.00 0.0000 0.00 0.00 0.00 0.01 technologies LGP21401 CCISeismic alcatel lucent 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 RRH4X25-WCS_V2 CCISeismic alcatel lucent 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 RRH4X25-WCS_V2 CCISeismic alcatel lucent 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 RRH4X25-WCSV2 CCISeismic mount pipes 3'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.00 2"STD Pipe CCISeismic mount pipes 3'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.00 2"STD Pipe CCISeismic mount pipes 3'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.00 2"STD Pipe CCISeismic crown mounts LP 82.00 0.00 0.0000 0.22 0.00 0.00 0.59 713-1 CCISeismic raycap DC6-48- 77.00 0.00 0.0000 0.00 0.00 0.00 0.01 - 60-0-8F CCISeismic raycap DC6-48- 77.00 0.00 0.0000 0.00 0.00 0.00 0.01 60-0-8F CCISeismic crown mounts 77.00 0.00 0.0000 0.01 0.00 0.00 0.02 PM 601-1 CCISeismic crown mounts 77.00 0.00 0.0000 0.01 0.00 0.00 0.02 PM 601-1 CCISeismic gps GPS_A 71.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic crown mounts 71.00 0.00 0.0000 0.01 0.00 0.00 0.02 PM 601-1 CCISeismic gps GPS_A 61.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic crown mounts 61.00 0.00 0.0000 0.01 0.00 0.00 0.02 PM 601-1 CCISeismic miscl Step Bolts 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 From 8 to 80(70ft to80ft) CCISeismic miscl Step Bolts 65.00 0.00 0.0000 0.00 0.00 0.00 0.01 From 8 to 80(60ft to70ft) CCISeismic miscl Step Bolts 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 80(50ft to60ft) CCISeismic miscl Step Bolts 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 80(40ft to50ft) CCISeismic miscl Step Bolts 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 80(30ft to4Oft) CCISeismic miscl Step Bolts 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 80(20ft to30ft) CCISeismic miscl Step Bolts 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 80(10ft to20ft) CCISeismic miscl Step Bolts 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 tnxTower Report-version 8.0.5.0 ' May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 13 Description Elevation Offset Azimuth E„ Elm Ehz Eh From Angle Centroid ft ft K K K K - From 8 to 80(8ft to10ft) CCISeismic misci Safety Line 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 80(70ft to80ft) CCISeismic misci Safety Line 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 - 3/8 From 8 to 80(60ft to7Oft) CCISeismic misd Safety Line 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 80(50ft to60ft) CCISeismic misci Safety Line 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 80(40ft to5Oft) CCISeismic miscl Safety Line 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 80(30ft to4Oft) CCISeismic misd Safety Line 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 80(20ft to3Oft) CCISeismic misd Safety Line 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 80(10ft to2Oft) CCISeismic misd Safety Line 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 80(8ft to10ft) CCISeismic(12)andrew 75.00 0.00 0.0000 0.01 0.00 0.00 0.01 LDF5-50A(7/8)From 8 to 80 (70ft to80ft) CCISeismic(12)andrew 65.00 0.00 0.0000 0.01 0.00 0.00 0.01 LDF5-50A(7/8)From 8 to 80 (60ft to7Oft) CCISeismic(12)andrew 55.00 0.00 0.0000 0.01 0.00 0.00 0.01 LDF5-50A(7/8)From 8 to 80 (50ft to60ft) CCISeismic(12)andrew 45.00 0.00 0.0000 0.01 0.00 0.00 0.01 LDF5-50A(7/8)From 8 to 80 (40ft to5Oft) CCISeismic(12)andrew 35.00 0.00 0.0000 0.01 0.00 0.00 0.00 LDF5-50A(7/8)From 8 to 80 (30ft to4Oft) CCISeismic(12)andrew 25.00 0.00 0.0000 0.01 0.00 0.00 0.00 LDF5-50A(7/8)From 8 to 80 - (20ft to3Oft) CCISeismic(12)andrew 15.00 0.00 0.0000 0.01 0.00 0.00 0.00 LDF5-50A(7/8)From 8 to 80 (10ft to2Oft) CCISeismic(12)andrew 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 8 to 80 (8ft to10ft) CCISeismic(4)rosenberger 73.50 0.00 0.0000 0.00 0.00 0.00 0.01 leoni WR-VG86ST-BRD(3/4) From 8 to 77(70ft to77ft) CCISeismic(4)rosenberger 65.00 0.00 0.0000 0.00 0.00 0.00 0.01 leoni WR-VG86ST-BRD(314) From 8 to 77(60ft to7Oft) CCISeismic(4)rosenberger 55.00 0.00 0.0000 0.00 0.00 0.00 0.01 leoni WR-VG86ST-BRD(3/4) From 8 to 77(50ft to60ft) CCISeismic(4)rosenberger 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) __-.._ - From 8 to 77(40ft to5Oft) CCISeismic(4)rosenberger 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 8 to 77(30ft to4Oft) CCISeismic(4)rosenberger 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 8 to 77(20ft to3Oft) CCISeismic(4)rosenberger 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 8 to 77(10ft to2Oft) CCISeismic(4)rosenberger 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 8 to 77(8ft to10ft) CCISeismic(2)rosenberger 73.50 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(70ft to77ft) tnxTower Report-version 8.0.5.0 • May 23, 2019' 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 14 Description Elevation Offset Azimuth E„ EhX Eh, Eh From Angle Centroid ft ft K K K K CCISeismic(2)rosenberger 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(60ft to7Oft) CCISeismic(2)rosenberger 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(50ft to6Oft) CCISeismic(2)rosenberger 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(40ft to5Oft) CCISeismic(2)rosenberger 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(30ft to4Oft) CCISeismic(2)rosenberger 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(20ft to3Oft) CCISeismic(2)rosenberger 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(10ft to2Oft) CCISeismic(2)rosenberger 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 8 to 77(8ft to10ft) CCISeismic(2)andrew LDF4- 70.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 71 (70ft to71ft) CCISeismic(2)andrew LDF4- 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 71 (60ft to7Oft) CCISeismic(2)andrew LDF4- 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 71 (50ft to6Oft) CCISeismic(2)andrew LDF4- 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 71 (40ft to5Oft) CCISeismic(2)andrew LDF4- 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 71 (30ft to4Oft) - CCISeismic(2)andrew LDF4- 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 71 (20ft to3Oft) CCISeismic(2)andrew LDF4- 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(112)From 8 to 71 (10ft to2Oft) CCISeismic(2)andrew LDF4- 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 71 (8ft to10ft) CCISeismic andrew LDF4- 60.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 61 (60ft to61 ft) CCISeismic andrew LDF4- 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 61 (50ft to6Oft) CCISeismic andrew LDF4- 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 61 (40ft to5Oft) CCISeismic andrew LDF4- 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 61 (30ft to4Oft) CCISeismic andrew LDF4- 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 61 (20ft to3Oft) CCISeismic andrew LDF4- 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 61 (10ft to2Oft) CCISeismic andrew LDF4- 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 8 to 61 (8ft to10ft) CCISeismic 5/16"Ground 60.50 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 61 (60ft to61 ft) tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 15 Description Elevation Offset Azimuth E„ Ehx Ehz Eh From Angle Centroid ft ft K K K K CCISeismic 5/16"Ground 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 61 (50ft to60ft) CCISeismic 5/16"Ground 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 61 (40ft to50ft) - CCISeismic 5/16"Ground 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 61 (30ft to40ft) CCISeismic 5/16"Ground 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 61 (20ft to30ft) CCISeismic 5/16"Ground 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 8 to 61 (10ft to2Oft) CCISeismic 5/16"Ground 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 ,. From 8 to 61 (8ft to10ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft (2)SBNHH-1 D65C w/ A From Leg 4.00 0.0000 82.00 No Ice 5.56 4.47 0.08 Mount Pipe 0.00 1/2" 6.07 4.97 0.16 2.00 Ice 6.59 5.48 0.26 1"Ice 7.66 6.52 0.49 2"Ice (2)SBNHH-1D65C w/ B From Leg 4.00 0.0000 82.00 No Ice 5.56 4.47 0.08 Mount Pipe 0.00 1/2" 6.07 4.97 0.16 2.00 Ice 6.59 5.48 0.26 1"Ice 7.66 6.52 0.49 2"Ice (2)SBNHH-1D65C w/ C From Leg 4.00 0.0000 82.00 No Ice 5.56 4.47 0.08 Mount Pipe 0.00 1/2" 6.07 4.97 0.16 2.00 Ice 6.59 5.48 0.26 1"Ice 7.66 6.52 0.49 2"Ice 800 10121 w/Mount Pipe A From Leg 4.00 0.0000 82.00 No Ice 5.39 4.60 0.07 0.00 1/2" 5.81 5.35 0.11 2.00 Ice 6.23 6.05 0.17 1"Ice 7.10 7.48 0.30 2"Ice 742-265 w/Mount Pipe B From Leg 4.00 0.0000 82.00 No Ice 7.85 6.41 0.08 0.00 1/2" 8.44 7.63 0.14 2.00 Ice 8.98 8.59 0.21 1"Ice 10.07 10.47 0.38 2"Ice ,a 800 10121 w/Mount Pipe C From Leg 4.00 0.0000 82.00 No Ice 5.39 4.60 0.07 0.00 1/2" 5.81 5.35 0.11 2.00 Ice 6.23 6.05 0.17 1"Ice 7.10 7.48 0.30 2"Ice NNH4-65D-R6_CCIV2 w/ A From Leg 4.00 0.0000 82.00 No Ice 10.77 5.74 0.15 Mount Pipe 0.00 1/2" 11.42 6.34 0.27 2.00 Ice 12.08 6.95 0.41 1"Ice 13.42 8.20 0.73 2"Ice - NNH4-65D-R6_CCIV2 w/ B From Leg 4.00 0.0000 82.00 No Ice 10.77 5.74 0.15 Mount Pipe 0.00 1/2" 11.42 6.34 0.27 2.00 Ice 12.08 6.95 0.41 1"Ice 13.42 8.20 0.73 2"Ice NNH4-65D-R6_CCIV2 w/ C From Leg 4.00 0.0000 82.00 No Ice 10.77 5.74 0.15 tnxTower Report-version 8.0.5.0 May 23, 2019' ' 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert - ft ft ft2 ft2 K ft ° ft Mount Pipe 0.00 1/2" 11.42 6.34 0.2.7 2.00 Ice 12.08 6.95 0.41 1"Ice 13.42 8.20 0.73 - 2"Ice AHFIB_CCIV2 A From Leg 4.00 0.0000 82.00 No Ice 3.26 1.68 0.07 0.00 1/2" 3.52 1.90 0.09 2.00 Ice 3.78 2.13 0.11 1"Ice 4.34 2.61 0.17 2"Ice AHFIB_CCIV2 B From Leg 4.00 0.0000 82.00 No Ice 3.26 1.68 0.07 0.00 1/2" 3.52 1.90 0.09 2.00 Ice 3.78 2.13 0.11 1"Ice 4.34 2.61 0.17 2"Ice AHFIB_CCIV2 C From Leg 4.00 0.0000 82.00 No Ice 3.26 1.68 0.07 0.00 1/2" 3.52 1.90 0.09 2.00 Ice 3.78 2.13 0.11 1"Ice 4.34 2.61 0.17 2"Ice AHLBA_CCIV2 A From Leg 4.00 0.0000 82.00 No Ice 2.60 1.49 0.08 0.00 1/2" 2.83 1.69 0.09 1 2.00 Ice 3.06 1.89 0.12 1"Ice 3.56 2.32 0.17 2"Ice AHLBA_CCIV2 B From Leg 4.00 0.0000 82.00 No Ice 2.60 1.49 0.08 0.00 1/2" 2.83 1.69 0.09 2.00 Ice 3.06 1.89 0.12 1"Ice 3.56 2.32 0.17 2"Ice AHLBA_CCIV2 C From Leg 4.00 0.0000 82.00 No Ice 2.60 1.49 0.08 0.00 1/2" 2.83 1.69 0.09 2.00 Ice 3.06 1.89 0.12 1"Ice 3.56 2.32 0.17 2"Ice AHCA_CCIV3 A From Leg 4.00 0.0000 82.00 No Ice 1.79 0.96 0.04 0.00 1/2" 1.97 1.11 0.05 2.00 Ice 2.16 1.26 0.06 1"Ice 2.57 1.59 0.10 2"Ice AHCA_CCIV3 B From Leg 4.00 0.0000 82.00 No Ice 1.79 0.96 0.04 0.00 1/2" 1.97 1.11 0.05 2.00 Ice 2.16 1.26 0.06 1"Ice 2.57 1.59 0.10 2"Ice AHCA_CCIV3 C From Leg 4.00 0.0000 82.00 No Ice 1.79 0.96 0.04 0.00 1/2" 1.97 1.11 0.05 2.00 Ice 2.16 1.26 0.06 1"Ice 2.57 1.59 0.10 2"Ice (2)ETB19G8-12UB A From Leg 4.00 0.0000 82.00 No Ice 0.91 0.42 0.02 0.00 1/2" 1.04 0.53 0.03 0.00 Ice 1.18 0.64 0.03 1"Ice 1.47 0.88 0.06 2"Ice (2)ETB19G8-12UB B From Leg 4.00 0.0000 82.00 No Ice 0.91 0.42 0.02 0.00 1/2" 1.04 0.53 0.03 0.00 Ice 1.18 0.64 0.03 1"Ice 1.47 0.88 0.06 . 2"Ice (2)LGP21401 C From Leg 4.00 0.0000 82.00 No Ice 1.10 0.21 0.01 0.00 1/2" 1.24 0.27 0.02 0.00 Ice 1.38 0.35 0.03 1"Ice 1.69 0.52 0.05 2"Ice RRH4X25-WCS_V2 A From Leg 4.00 0.0000 82.00 No Ice 3.67 2.66 0.07 tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 17 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 0.00 1/2" 3.96 2.93 0.10 - 2.00 Ice 4.26 3.20 0.13 1"Ice 4.87 3.78 0.20 2"Ice RRH4X25-WCS_V2 B From Leg 4.00 0.0000 82.00 No Ice 3.67 2.66 0.07 0.00 1/2" 3.96 2.93 0.10 2.00 Ice 4.26 3.20 0.13 1"Ice 4.87 3.78 0.20 2"Ice RRH4X25-WCS_V2 C From Leg 4.00 0.0000 82.00 No Ice 3.67 2.66 0.07 0.00 1/2" 3.96 2.93 0.10 2.00 Ice 4.26 3.20 0.13 1"Ice 4.87 3.78 0.20 2"Ice 3'x 2"STD Pipe A From Leg 4.00 0.0000 82.00 No Ice 0.58 0.58 0.01 0.00 1/2" 0.77 0.77 0.02 0.00 Ice 0.97 0.97 0.02 1"Ice 1.39 1.39 0.05 2"Ice 3'x 2"STD Pipe B From Leg 4.00 0.0000 82.00 No Ice 0.58 0.58 0.01 0.00 1/2" 0.77 0.77 0.02 0.00 Ice 0.97 0.97 0.02 1"Ice 1.39 1.39 0.05 2"Ice 3'x 2"STD Pipe C From Leg 4.00 0.0000 82.00 No Ice 0.58 0.58 0.01 0.00 1/2" 0.77 0.77 0.02 0.00 Ice 0.97 0.97 0.02 1"Ice 1.39 1.39 0.05 2"Ice LP 713-1 C None 0.0000 82.00 No Ice 31.27 31.27 1.51 1/2" 39.68 39.68 1.93 Ice 48.09 48.09 2.35 1"Ice 64.91 64.91 3.19 2"Ice DC6-48-60-0-8F B From Leg 1.00 0.0000 77.00 No Ice 2.20 2.20 0.02 0.00 1/2" 2.40 2.40 0.04 1.00 Ice 2.60 2.60 0.07 1"Ice 3.04 3.04 0.13 2"Ice DC6-48-60-0-8F C From Leg 1.00 0.0000 77.00 No Ice 2.20 2.20 0.02 0.00 1/2" 2.40 2.40 0.04 1.00 Ice 2.60 2.60 0.07 1"Ice 3.04 3.04 0.13 2"Ice PM 601-1 B From Leg 0.50 0.0000 77.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice 5.96 1.78 0.12 2"Ice PM 601-1 C From Leg 0.50 0.0000 77.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice 5.96 1.78 0.12 2"Ice • GPS_A B From Leg 1.00 0.0000 71.00 No Ice 0.26 0.26 0.00 0.00 1/2" 0.32 0.32 0.00 2.00 Ice 0.39 0.39 0.01 1"Ice 0.56 0.56 0.02 2"Ice PM 601-1 B From Leg 0.50 0.0000 71.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice 5.96 1.78 0.12 tnxTower Report-version 8.0.5.0 May 23, 2019 ' ' 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 18 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 fl2 K ft ft 2"Ice GPS_A B From Leg 1.00 0.0000 61.00 No Ice 0.26 0.26 0.00 0.00 1/2" 0.32 0.32 0.00 1.00 Ice 0.39 0.39 0.01 1"Ice 0.56 0.56 0.02 2"Ice PM 601-1 B From Leg 0.50 0.0000 61.00 No Ice 3.00 0.90 0.07 0.00 1/2'' 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice 5.96 1.78 0.12 2"Ice Load Combinations Comb. Description No. 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 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 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service tnxTower Report-version 8.0.5.0 ' May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 19 Comb. Description No. 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 80-60.125 Pole Max Tension 26 0.00 0.00 0.00 Max.Compression 26 -15.55 -0.59 -0.69 Max.Mx 8 -6.08 -141.80 -0.57 Max.My 14 -6.09 -0.67 -139.27 Max.Vy 8 7.09 -141.80 -0.57 Max.Vx 14 6.91 -0.67 -139.27 Max.Torque 16 0.59 L2 60.125- Pole Max Tension 1 0.00 0.00 0.00 40.25 Max.Compression 26 -18.36 -0.56 -0.50 Max.Mx 8 -7.63 -262.31 -1.54 Max.My 14 -7.64 -1.63 -256.92 .4 Max.Vy 8 8.20 -262.31 -1.54 Max.Vx 14 8.02 -1.63 -256.92 Max.Torque 16 0.59 L3 40.25- Pole Max Tension 1 0.00 0.00 0.00 32.1665 Max.Compression 26 -21.58 -0.54 -0.34 Max.Mx 8 -9.59 -367.59 -2.28 - Max.My 14 -9.59 -2.36 -360.00 Max.Vy 8 9.10 -367.59 -2.28 Max.Vx 14 8.92 -2.36 -360.00 Max.Torque 16 0.59 L4 32.1665-20 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -23.26 -0.52 -0.24 Max.Mx 8 -10.65 -438.56 -2.74 Max.My 14 -10.66 -2.82 -429.60 Max.Vy 8 9.63 -438.56 -2.74 tnxTower Report-version 8.0.5.0 May 23, 2019' • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 20 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Vx 14 9.45 -2.82 -429.60 Max.Torque 16 0.59 L5 20-12.2915 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -26.97 -0.49 -0.07 Max.Mx 8 -13.05 -562.25 -3.48 • Max.My 14 -13.05 -3.55 -551.07 Max.Vy 8 10.48 -562.25 -3.48 Max.Vx 14 10.30 -3.55 -551.07 Max.Torque 16 0.59 L6 12.2915-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -29.62 -0.48 -0.02 Max.Mx 8 -14.92 -695.91 -4.23 Max.My 14 -14.92 -4.30 -682.54 Max.Vy 8 11.29 -695.91 -4.23 Max.Vx 14 11.11 -4.30 -682.54 Max.Torque 16 0.59 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 29.62 -0.00 -0.00 Max.Hx 20 14.92 11.29 0.06 Max.Hi 2 14.92 0.06 11.11 Max.Mx 2 682.29 0.06 11.11 Max.M, 8 695.91 -11.29 -0.06 Max.Torsion 16 0.59 5.59 -9.59 Min.Vert 58 9.39 -2.55 0.00 Min.Hx 8 14.92 -11.29 -0.06 Min.HZ 14 14.92 -0.06 -11.11 Min.MX 14 -682.54 -0.06 -11.11 Min.MZ 20 -695.55 11.29 0.06 . Min.Torsion 4 -0.59 -5.59 9.59 Tower Mast Reaction Summary Load Vertical Shear„ Shear, Overturning Overturning Torque Combination Moment,MX Moment,M2 K K K kip-ft kip-ft kip-ft Dead Only 12.43 0.00 0.00 0.10 -0.15 0.00 1.2 Dead+1.0 Wind 0 deg- 14.92 -0.06 -11.11 -682.29 3.93 0.47 No Ice 0.9 Dead+1.0 Wind 0 deg- 11.19 -0.06 -11.11 -679.27 3.96 0.46 No Ice 1.2 Dead+1.0 Wind 30 deg- 14.92 5.59 -9.59 -588.81 -344.49 0.59 No Ice 0.9 Dead+1.0 Wind 30 deg- 11.19 5.59 -9.59 -586.20 -342.90 0.59 No Ice 1.2 Dead+1.0 Wind 60 deg- 14.92 9.74 -5.50 -337.52 -600.65 0.56 No Ice 0.9 Dead+1.0 Wind 60 deg- 11.19 9.74 -5.50 -336.04 -597.91 0.56 No Ice 1.2 Dead+1.0 Wind 90 deg- 14.92 11.29 0.06 4.23 -695.91 0.38 _ No Ice 0.9 Dead+1.0 Wind 90 deg- 11.19 11.29 0.06 4.19 -692.75 0.38 No Ice 1.2 Dead+1.0 Wind 120 deg 14.92 9.81 5.61 344.89 -604.76 0.10 • -No Ice 0.9 Dead+1.0 Wind 120 deg 11.19 9.81 5.61 343.31 -602.00 0.10 -No Ice tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 21 Load Vertical Shearx Shear= Overturning Overturning Torque Combination Moment,Mx Moment,MZ K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 150 deg 14.92 5.70 9.65 593.16 -351.61 -0.20 -No Ice 0.9 Dead+1.0 Wind 150 deg 11.19 5.70 9.65 590.48 -349.99 -0.20 -No Ice 1.2 Dead+1.0 Wind 180 deg 14.92 0.06 11.11 682.54 -4.30 -0.46 - -No Ice 0.9 Dead+1.0 Wind 180 deg 11.19 0.06 11.11 679.45 -4.23 -0.46 -No Ice 1.2 Dead+1.0 Wind 210 deg 14.92 -5.59 9.59 589.05 344.12 -0.59 -No Ice 0.9 Dead+1.0 Wind 210 deg 11.19 -5.59 9.59 586.38 342.62 -0.59 -No Ice 1.2 Dead+1.0 Wind 240 deg 14.92 -9.74 5.50 337.76 600.28 -0.57 -No Ice 0.9 Dead+1.0 Wind 240 deg 11.19 -9.74 5.50 336.22 597.64 -0.57 -No Ice 1.2 Dead+1.0 Wind 270 deg 14.92 -11.29 -0.06 -3.99 695.55 -0.38 -No Ice 0.9 Dead+1.0 Wind 270 deg 11.19 -11.29 -0.06 -4.01 692.48 -0.38 -No Ice 1.2 Dead+1.0 Wind 300 deg 14.92 -9.81 -5.61 -344.65 604.39 -0.10 -No Ice 0.9 Dead+1.0 Wind 300 deg 11.19 -9.81 -5.61 -343.14 601.73 -0.10 -No Ice 1.2 Dead+1.0 Wind 330 deg 14.92 -5.70 -9.65 -592.92 351.25 0.22 -No Ice 0.9 Dead+1.0 Wind 330 deg 11.19 -5.70 -9.65 -590.30 349.72 0.21 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 29.62 0.00 0.00 0.02 -0.48 -0.00 1.2 Dead+1.0 Wind 0 29.62 -0.01 -1.22 -78.38 -0.01 0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 29.62 0.62 -1.05 -67.62 -40.16 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 29.62 1.07 -0.60 -38.73 -69.68 0.07 deg+1.0 Ice+1.0 Temp - 1.2 Dead+1.0 Wind 90 29.62 1.24 0.01 0.55 -80.68 0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 29.62 1.08 0.62 39.69 -70.19 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 29.62 0.63 1.06 68.21 -41.04 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 29.62 0.01 1.22 78.46 -1.03 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 29.62 -0.62 1.05 67.70 39.12 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 29.62 -1.07 0.60 38.81 68.65 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 29.62 -1.24 -0.01 -0.47 79.64 -0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 29.62 -1.08 -0.62 -39.61 69.16 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 29.62 -0.63 -1.06 -68.13 40.00 0.03 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 12.43 -0.02 -3.11 -190.59 1.00 0.13 Dead+Wind 30 deg-Service 12.43 1.57 -2.69 -164.47 -96.36 0.17 Dead+Wind 60 deg-Service 12.43 2.73 -1.54 -94.25 -167.94 0.16 Dead+Wind 90 deg-Service 12.43 3.16 0.02 1.25 -194.56 0.11 Dead+Wind 120 deg- 12.43 2.75 1.57 96.44 -169.09 0.03 Service Dead+Wind 150 deg- 12.43 1.60 2.70 165.82 -98.35 -0.06 - Service Dead+Wind 180 deg- 12.43 0.02 3.11 190.79 -1.30 -0.13 Service Dead+Wind 210 deg- 12.43 -1.57 2.69 164.67 96.06 -0.17 Service Dead+Wind 240 deg- 12.43 -2.73 1.54 94.45 167.64 -0.16 Service Dead+Wind 270 deg- 12.43 -3.16 -0.02 -1.05 194.26 -0.11 Service tnxTower Report-version 8.0.5.0 • May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 22 Load Vertical Shears Shears Overturning Overturning Torque Combination Moment,Ms Moment, Ms K K K kip-ft kip-ft kip-ft Dead+Wind 300 deg- 12.43 -2.75 -1.57 -96.24 168.79 -0.03 Service Dead+Wind 330 deg- 12.43 -1.60 -2.70 -165.61 98.05 0.06 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 16.72 0.00 -2.55 -179.74 -0.18 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 9.39 0.00 -2.55 -178.16 -0.14 0.00 - deg 1.2 Dead+1.0 Ev+1.0 Eh 30 16.72 1.27 -2.21 -155.64 -90.11 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 9.39 1.27 -2.21 -154.28 -89.26 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 16.72 2.21 -1.27 -89.81 -155.95 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 9.39 2.21 -1.27 -89.03 -154.50 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 16.72 2.55 0.00 0.12 -180.04 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 9.39 2.55 0.00 0.09 -178.38 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 16.72 2.21 1.27 90.05 -155.95 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 9.39 2.21 1.27 89.21 -154.50 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 16.72 1.27 2.21 155.88 -90.11 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 9.39 1.27 2.21 154.45 -89.26 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 16.72 0.00 2.55 179.98 -0.18 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 9.39 0.00 2.55 178.33 -0.14 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 16.72 -1.27 2.21 155.88 89.74 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 9.39 -1.27 2.21 154.45 88.99 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 16.72 -2.21 1.27 90.05 155.58 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 9.39 -2.21 1.27 89.21 154.23 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 16.72 -2.55 0.00 0.12 179.67 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 9.39 -2.55 0.00 0.09 178.11 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 16.72 -2.21 -1.27 -89.81 155.58 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 9.39 -2.21 -1.27 -89.03 154.23 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 16.72 -1.27--- - -2.21 -155.64 -- --- 89.74 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 9.39 -1.27 -2.21 -154.28 88.99 0.00 deg Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 ti 0.00 -12.43 0.00 0.00 12.43 0.00 0.000% _ 2 -0.06 -14.92 -11.11 0.06 14.92 11.11 0.000% 3 -0.06 -11.19 -11.11 0.06 11.19 11.11 0.000% 4 5.59 -14.92 -9.59 -5.59 14.92 9.59 0.000% 5 5.59 -11.19 -9.59 -5.59 11.19 9.59 0.000% 6 9.74 -14.92 -5.50 -9.74 14.92 5.50 0.000% 7 9.74 -11.19 -5.50 -9.74 11.19 5.50 0.000% 8 11.29 -14.92 0.06 -11.29 14.92 -0.06 0.000% tnxTower Report-version 8.0.5.0 1 May 23, 2019 80 Ft Monopole Tower Structural Analysis CO BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 23 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K - K K 9 11.29 -11.19 0.06 -11.29 11.19 -0.06 0.000% 10 9.81 -14.92 5.61 -9.81 14.92 -5.61 0.000% 11 9.81 -11.19 5.61 -9.81 11.19 -5.61 0.000% 12 5.70 -14.92 9.65 -5.70 14.92 -9.65 0.000% 13 5.70 -11.19 9.65 -5.70 11.19 -9.65 0.000% - 14 0.06 -14.92 11.11 -0.06 14.92 -11.11 0.000% 15 0.06 -11.19 11.11 -0.06 11.19 -11.11 0.000% 16 -5.59 -14.92 9.59 5.59 14.92 -9.59 0.000% 17 -5.59 -11.19 9.59 5.59 11.19 -9.59 0.000% 18 -9.74 -14.92 5.50 9.74 14.92 -5.50 0.000% 19 -9.74 -11.19 5.50 9.74 11.19 -5.50 0.000% 20 -11.29 -14.92 -0.06 11.29 14.92 0.06 0.000% 21 -11.29 -11.19 -0.06 11.29 11.19 0.06 0.000% 22 -9.81 -14.92 -5.61 9.81 14.92 5.61 0.000% 23 -9.81 -11.19 -5.61 9.81 11.19 5.61 0.000% 24 -5.70 -14.92 -9.65 5.70 14.92 9.65 0.000% 25 -5.70 -11.19 -9.65 5.70 11.19 9.65 0.000% 26 0.00 -29.62 0.00 -0.00 29.62 -0.00 0.000% 27 -0.01 -29.62 -1.22 0.01 29.62 1.22 0.000% 28 0.62 -29.62 -1.05 -0.62 29.62 1.05 0.000% 29 1.07 -29.62 -0.60 -1.07 29.62 0.60 0.000% 30 1.24 -29.62 0.01 -1.24 29.62 -0.01 0.000% 31 1.08 -29.62 0.62 -1.08 29.62 -0.62 0.000% 32 0.63 -29.62 1.06 -0.63 29.62 -1.06 0.000% 33 0.01 -29.62 1.22 -0.01 29.62 -1.22 0.000% 34 -0.62 -29.62 1.05 0.62 29.62 -1.05 0.000% 35 -1.07 -29.62 0.60 1.07 29.62 -0.60 0.000% 36 -1.24 -29.62 -0.01 1.24 29.62 0.01 0.000% 37 -1.08 -29.62 -0.62 1.08 29.62 0.62 0.000% 38 -0.63 -29.62 -1.06 0.63 29.62 1.06 0.000% 39 -0.02 -12.43 -3.11 0.02 12.43 3.11 0.000% 40 1.57 -12.43 -2.69 -1.57 12.43 2.69 0.000% 41 2.73 -12.43 -1.54 -2.73 12.43 1.54 0.000% 42 3.16 -12.43 0.02 -3.16 12.43 -0.02 0.000% 43 2.75 -12.43 1.57 -2.75 12.43 -1.57 0.000% 44 1.60 -12.43 2.70 -1.60 12.43 -2.70 0.000% 45 0.02 -12.43 3.11 -0.02 12.43 -3.11 0.000% 46 -1.57 -12.43 2.69 1.57 12.43 -2.69 0.000% 47 -2.73 -12.43 1.54 2.73 12.43 -1.54 0.000% 48 -3.16 -12.43 -0.02 3.16 12.43 0.02 0.000% 49 -2.75 -12.43 -1.57 2.75 12.43 1.57 0.000% 50 -1.60 -12.43 -2.70 1.60 12.43 2.70 0.000% 51 0.00 -16.72 -2.55 0.00 16.72 2.55 0.000% 52 0.00 -9.39 -2.55 0.00 9.39 2.55 0.000% 53 1.27 -16.72 -2.21 -1.27 16.72 2.21 0.000% 54 1.27 -9.39 -2.21 -1.27 9.39 2.21 0.000% 55 2.21 -16.72 -1.27 -2.21 16.72 1.27 0.000% 56 2.21 -9.39 -1.27 -2.21 9.39 1.27 0.000% 57 2.55 -16.72 0.00 -2.55 16.72 0.00 0.000% 58 2.55 -9.39 0.00 -2.55 9.39 0.00 0.000% 59 2.21 -16.72 1.27 -2.21 16.72 -1.27 0.000% 60 2.21 -9.39 1.27 -2.21 9.39 -1.27 0.000% 61 1.27 -16.72 2.21 -1.27 16.72 -2.21 0.000% 62 1.27 -9.39 2.21 -1.27 9.39 -2.21 0.000% 63 0.00 -16.72 2.55 0.00 16.72 -2.55 0.000% 64 0.00 -9.39 2.55 0.00 9.39 -2.55 0.000% 65 -1.27 -16.72 2.21 1.27 16.72 -2.21 0.000% 66 -1.27 -9.39 2.21 1.27 9.39 -2.21 0.000% 67 -2.21 -16.72 1.27 2.21 16.72 -1.27 0.000% 68 -2.21 -9.39 1.27 2.21 9.39 -1.27 0.000% • 69 -2.55 -16.72 0.00 2.55 16.72 0.00 0.000% 70 -2.55 -9.39 0.00 2.55 9.39 0.00 0.000% 71 -2.21 -16.72 -1.27 2.21 16.72 1.27 0.000% 72 -2.21 -9.39 -1.27 2.21 9.39 1.27 0.000% 73 -1.27 -16.72 -2.21 1.27 16.72 2.21 0.000% 74 -1.27 -9.39 -2.21 1.27 9.39 2.21 0.000% tnxTower Report-version 8.0.5.0 • May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 24 Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00014872 3 Yes 4 0.00000001 0.00009471 - 4 Yes 5 0.00000001 0.00002616 - 5 Yes 4 0.00000001 0.00076295 _ 6 Yes 5 0.00000001 0.00002189 7 Yes 4 0.00000001 0.00063693 8 Yes 4 0.00000001 0.00015072 9 Yes 4 0.00000001 0.00009576 10 Yes 5 0.00000001 0.00002489 11 Yes 4 0.00000001 0.00072372 12 Yes 5 0.00000001 0.00002515 13 Yes 4 0.00000001 0.00073203 14 Yes 4 0.00000001 0.00017574 15 Yes 4 0.00000001 0.00011207 16 Yes 5 0.00000001 0.00002181 17 Yes 4 0.00000001 0.00063571 18 Yes 5 0.00000001 0.00002626 19 Yes 4 0.00000001 0.00076530 20 Yes 4 0.00000001 0.00012310 21 Yes 4 0.00000001 0.00007801 22 Yes 5 0.00000001 0.00002397 23 Yes 4 0.00000001 0.00069760 24 Yes 5 0.00000001 0.00002350 25 Yes 4 0.00000001 0.00068469 26 Yes 4 0.00000001 0.00000633 27 Yes 4 0.00000001 0.00046863 28 Yes 4 0.00000001 0.00047799 29 Yes 4 0.00000001 0.00048725 30 Yes 4 0.00000001 0.00049114 31 Yes 4 0.00000001 0.00049731 32 Yes 4 0.00000001 0.00049163 33 Yes 4 0.00000001 0.00047900 34 Yes 4 0.00000001 0.00047949 35 Yes 4 0.00000001 0.00048063 36 Yes 4 0.00000001 0.00047737 37 Yes 4 0.00000001 0.00047975 38 Yes 4 0.00000001 0.00047513 39 Yes 4 0.00000001 0.00001571 40 Yes 4 0.00000001 0.00004244 41 Yes 4 0.00000001 0.00002980 42 Yes 4 0.00000001 0.00001465 43 Yes 4 0.00000001 0.00003528 44 Yes 4 0.00000001 0.00003652 45 Yes 4 0.00000001 0.00001633 46 Yes 4 0.00000001 0.00003010 47 Yes 4 0.00000001 0.00004241 48 Yes 4 0.00000001 0.00001404 49 Yes 4 0.00000001 0.00003228 50 Yes 4 0.00000001 0.00003130 51 Yes 4 0.00000001 0.00001468 52 Yes 4 0.00000001 0.00000001 53 Yes 4 0.00000001 0.00004340 54 Yes 4 0.00000001 0.00002034 55 Yes 4 0.00000001 0.00004328 56 Yes 4 0.00000001 0.00002029 57 Yes 4 0.00000001 0.00001475 58 Yes 4 0.00000001 0.00000001 59 Yes 4 0.00000001 0.00004360 60 Yes 4 0.00000001 0.00002042 _ 61 Yes 4 0.00000001 0.00004370 62 Yes 4 0.00000001 0.00002046 _ 63 Yes 4 0.00000001 0.00001474 64 Yes 4 0.00000001 0.00000001 65 Yes 4 0.00000001 0.00004311 66 Yes 4 0.00000001 0.00002023 tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 25 67 Yes 4 0.00000001 0.00004323 68 Yes 4 0.00000001 0.00002027 69 Yes 4 0.00000001 0.00001467 70 Yes 4 0.00000001 0.00000001 71 Yes 4 0.00000001 0.00004291 72 Yes 4 0.00000001 0.00002015 - 73 Yes 4 0.00000001 0.00004282 74 Yes 4 0.00000001 0.00002011 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-60.125 5.608 43 0.6101 0.0021 L2 60.125-40.25 3.247 43 0.5047 0.0012 L3 44.333-32.1665 1.802 43 0.3643 0.0006 L4 32.1665-20 0.971 43 0.2763 0.0004 L5 24.583-12.2915 0.585 43 0.2095 0.0003 L6 12.2915-0 0.148 43 0.1155 0.0001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 82.00 (2)SBNHH-1 D65C w/Mount 43 5.608 0.6101 0.0021 24295 Pipe 77.00 DC6-48-60-0-8F 43 5.232 0.5979 0.0019 24295 75.06 CCISeismic Tower Section 1 -1 43 4.991 0.5898 0.0018 24295 • 75.00 CCISeismic misd Step Bolts 43 4.983 0.5895 0.0018 24295 From 8 to 80(70ft to80ft) 73.50 CCISeismic(4)rosenberger leoni 43 4.798 0.5830 0.0018 18688 WR-VG86ST-BRD(3/4)From 8 to 77(70ft to77ft) 71.00 GPS_A 43 4.492 0.5715 0.0016 13497 70.50 CCISeismic(2)andrew LDF4- 43 4.432 0.5690 0.0016 12787 50A(1/2)From 8 to 71 (70ft to71 ft) 65.13 CCISeismic Tower Section 1 -2 43 3.798 0.5395 0.0014 8166 1 65.00 CCISeismic misd Step Bolts 43 3.784 0.5388 0.0014 8098 From 8 to 80(60ft to70ft) 61.00 GPS_A 43 3.340 0.5114 0.0012 6603 1 60.50 CCISeismic andrew LDF4- 43 3.287 0.5076 0.0012 6514 50A(1/2)From 8 to 61 (60ft to61 ft) l 55.19 CCISeismic Tower Section 2-1 43 2.748 0.4621 0.0010 6588 55.00 CCISeismic misd Step Bolts 43 2.730 0.4604 0.0010 6607 From 8 to 80(50ft to60ft) 45.25 CCISeismic Tower Section 2-2 43 1.874 0.3717 0.0006 7664 45.00 CCISeismic misd Step Bolts 43 1.854 0.3697 0.0006 7671 From 8 to 80(40ft to50ft) 43.25 CCISeismic Tower Section 3-1 43 1.718 0.3560 0.0006 7615 37.17 CCISeismic Tower Section 3-2 43 1.281 0.3133 0.0005 6768 35.00 CCISeismic misd Step Bolts 43 1.141 0.2981 0.0005 6512 - From 8 to 80(30ft to40ft) 31.08 CCISeismic Tower Section 4-1 43 0.910 0.2672 0.0004 6724 25.00 CCISeismic Tower Section 4-2 43 0.604 0.2130 0.0003 8960 23.44 CCISeismic Tower Section 5-1 43 0.534 0.2000 0.0003 8760 17.29 CCISeismic Tower Section 5-2 43 0.291 0.1536 0.0002 6014 15.00 CCISeismic miscl Step Bolts 43 0.219 0.1367 0.0002 5372 From 8 to 80(10ft to20ft) 11.15 CCISeismic Tower Section 6-1 43 0.124 0.1060 0.0001 5432 9.00 CCISeismic miscl Step Bolts 43 0.087 0.0871 0.0001 6407 tnxTower Report-version 8.0.5.0 May 23, 2019 ' ' 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 26 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft From 8 to 80(8ft to10ft) 5.00 CCISeismic Tower Section 6-2 43 0.038 0.0496 0.0001 11466 Maximum Tower Deflections - Design Wind Section Elevation Holz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-60.125 20.048 8 2.1802 0.0073 L2 60.125-40.25 11.610 10 1.8044 0.0041 L3 44.333-32.1665 6.444 10 1.3030 0.0022 L4 32.1665-20 3.473 10 0.9885 0.0014 L5 24.583-12.2915 2.092 10 0.7493 0.0010 L6 12.2915-0 0.531 10 0.4131 0.0005 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 82.00 (2)SBNHH-1D65C w/Mount 8 20.048 2.1802 0.0074 6826 Pipe 77.00 DC6-48-60-0-8F 8 18.707 2.1369 0.0069 6826 75.06 CCISeismic Tower Section 1 -1 8 17.844 2.1080 0.0065 6826 75.00 CCISeismic miscl Step Bolts 8 17.817 2.1071 0.0065 6826 From 8 to 80(70ft to80ft) 73.50 CCISeismic(4)rosenberger leoni 8 17.154 2.0839 0.0063 5251 WR-VG86ST-BRD(3/4)From 8 to 77(70ft to77ft) 71.00 GPS_A 8 16.061 2.0427 0.0059 3792 70.50 CCISeismic(2)andrew LDF4- 8 15.845 2.0341 0.0058 3592 50A(1/2)From 8 to 71 (70ft to71ft) 65.13 CCISeismic Tower Section 1 -2 10 13.581 1.9288 0.0049 2294 65.00 CCISeismic miscl Step Bolts 10 13.530 1.9261 0.0049 2275 From 8 to 80(60ft to70ft) 61.00 GPS_A 10 11.944 1.8284 0.0043 1854 60.50 CCISeismic andrew LDF4- 10 11.753 1.8148 0.0042 1829 50A(112)From 8 to 61 (60ft to61ft) 55.19 CCISeismic Tower Section 2-1 10 9.827 1.6525 0.0034 1848 55.00 CCISeismic misd Step Bolts 10 9.762 1.6463 0.0034 1854 From 8 to 80(50ft to60ft) 45.25 CCISeismic Tower Section 2-2 10 6.704 1.3295 0.0023 2146 45.00 CCISeismic miscl Step Bolts 10 6.633 1.3222 0.0023 2148 From 8 to 80(40ft to50ft) 43.25 CCISeismic Tower Section 3-1 10 6.144 1.2732 0.0021 2132 37.17 CCISeismic Tower Section 3-2 10 4.582 1.1208 0.0017 1894 35.00 CCISeismic miscl Step Bolts 10 4.081 1.0663 0.0016 1822 From 8 to 80(30ft to40ft) 31.08 CCISeismic Tower Section 4-1 10 3.255 0.9560 0.0014 1881 25.00 CCISeismic Tower Section 4-2 10 2.160 0.7620 0.0010 2506 23.44 CCISeismic Tower Section 5-1 10 1.908 0.7154 0.0009 2450 17.29 CCISeismic Tower Section 5-2 10 1.041 0.5496 0.0007 1682 . 15.00 CCISeismic misd Step Bolts 10 0.782 0.4889 0.0006 1502 From 8 to 80(10ft to20ft) 11.15 CCISeismic Tower Section 6-1 10 0.444 0.3790 0.0005 1519 9.00 CCISeismic misd Step Bolts 10 0.310 0.3117 0.0004 1791 From 8 to 80(8ft to10ft) 5.00 CCISeismic Tower Section 6-2 10 0.137 0.1773 0.0002 3205 tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 27 Compression Checks Pole Design Data Section Elevation Size L L„ Kik A Pu +P,, Ratio No. Pu ft ft ft in2 K K , L1 80-60.125 TP24.3725x20x0.25 19.88 0.00 0.0 19.418 -6.08 1135.99 0.005 (1) 6 1.2 60.125- TP28.745x24.3725x0.25 19.88 0.00 0.0 22.215 -7.63 1299.60 0.006 40.25(2) 4 L3 40.25- TP29.9574x27.3467x0.31 12.17 0.00 0.0 29.830 -9.59 1745.06 0.005 32.1665(3) 25 2 L4 32.1665-20 TP32.568x29.9574x0.312 12.17 0.00 0.0 31.467 -10.65 1840.85 0.006 (4) 5 6 L5 20-12.2915 TP33.5853x30.9596x0.31 12.29 0.00 0.0 33.480 -13.05 1958.62 0.007 (5) 25 8 L6 12.2915-0 TP36.211x33.5853x0.312 12.29 0.00 0.0 36.122 -14.92 2113.19 0.007 (6) 5 9 Pole Bending Design Data Section Elevation Size MUX (1)MnX Ratio Muy (My Ratio No. Mux M, ft - kip-ft kip-ft ¶Mnx kip-ft kip-ft _ $ L1 80-60.125 TP24.3725x20x0.25 141.80 w 665.57 0.213 0.00 665.57 0.000 (1) L2 60.125- TP28.745x24.3725x0.25 262.31 826.61 0.317 0.00 826.61 0.000 40.25(2) L3 40.25- TP29.9574x27.3467x0.31 367.60 1263.95 0.291 0.00 1263.95 0.000 32.1665(3) 25 L4 32.1665-20 TP32.568x29.9574x0.312 438.63 1379.88 0.318 0.00 1379.88 0.000 (4) 5 L5 20-12.2915 TP33.5853x30.9596x0.31 562.42 1524.84 0.369 0.00 1524.84 0.000 (5) 25 L6 12.2915-0 TP36.211x33.5853x0.312 696.19 1717.87 0.405 0.00 1717.87 0.000 (6) 5 Pole Shear Design Data Section Elevation Size Actual mVn Ratio Actual 41Tn Ratio No. Vu Vu To Tu ft K K (1)14, kip-ft kip-ft +Tn L1 80-60.125 TP24.3725x20x0.25 7.09 340.80 0.021 0.38 723.13 0.001 (1) L2 60.125- TP28.745x24.3725x0.25 8.20 389.88 0.021 0.38 946.43 0.000 40.25(2) L3 40.25- TP29.9574x27.3467x0.31 9.10 523.52 0.017 0.38 1365.16 0.000 32.1665(3) 25 L4 32.1665-20 TP32.568x29.9574x0.312 9.64 552.26 0.017 0.10 1519.13 0.000 (4) 5 L5 20-12.2915 TP33.5853x30.9596x0.31 10.49 587.59 0.018 0.10 1719.73 0.000 (5) 25 L6 12.2915-0 TP36.211x33.5853x0.312 11.30 633.96 0.018 0.10 2001.87 0.000 (6) 5 tnxTower Report-version 8.0.5.0 May 23, 201g 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 28 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria - No. P. Mux M„y V„ T„ Stress Stress ft OP� LAInx 4iMny $Vn 0T0 Ratio Ratio L1 80-60.125 0.005 0.213 0.000 0.021 0.001 0.219 1.050 4.8.2 (1) L2 60.125- 0.006 0.317 0.000 0.021 0.000 0.324 1.050 4.8.2 40.25(2) L3 40.25- 0.005 0.291 0.000 0.017 0.000 0.297 1.050 4.8.2 32.1665(3) L4 32.1665-20 0.006 0.318 0.000 0.017 0.000 0.324 1.050 4.8.2 (4) L5 20-12.2915 0.007 0.369 0.000 0.018 0.000 0.376 1.050 4.8.2 (5) L6 12.2915-0 0.007 0.405 0.000 0.018 0.000 0.413 1.050 4.8.2 (6) Section Capacity Table Section Elevation Component Size Critical P oP ,,. % Pass No. ft Type Element K K Capacity Fail L1 80-60.125 Pole TP24.3725x20x0.25 1 -6.08 1192.79 20.8 Pass L2 60.125-40.25 Pole TP28.745x24.3725x0.25 2 -7.63 1364.58 30.8 Pass L3 40.25-32.1665 Pole TP29.9574x27.3467x0.3125 3 -9.59 1832.31 28.3 Pass L4 32.1665-20 Pole TP32.568x29.9574x0.3125 4 -10.65 1932.89 30.9 Pass L5 20-12.2915 Pole TP33.5853x30.9596x0.3125 5 -13.05 2056.55 35.8 Pass L6 12.2915-0 Pole TP36.211x33.5853x0.3125 6 -14.92 2218.85 39.3 Pass Summary _ Pole(L6) 39.3 Pass _ RATING= 39.3 Pass tnxTower Report-version 8.0.5.0 May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 29 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.5.0 (PROPOSED EQUIPMENT CONFIGURATION) (2) 3/8"TO 77 FT LEVEL (4)3/4"TO 77 FT LEVEL (12) 7/8"TO 82 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (1)5/18'GROUND TO 80 FT LEVEL (PROPOSED EQUIPMENT CONFIGURATION) CLIMBING PEGS WI (1) 1/2"TO 61 FT LEVEL SAFETY COMB - ""m" (2) 1/2"TO 71 FT LEVEL / / \\ \ / / \ \ • , °oti 1 I � ` ob 1 I \ \/ / / \ \ / / \ N // / \ \�-, / N / BUSINESS UNIT:855881 TOWER ID:C_BASELEVEL May 23, 2019 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 9800.855861, Order 479105, Revision 0 Page 30 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.5.0 CROWNC855861 Structure: Y Y ��1 . 1743649 cr ROVVN CASTLE der 479105 Rev: acat" Decimal Degrees at: 45.437906 ng: -122.764889 ode and Site Parame' Seismic Design Code: "iA-222-1-1* Site Soil: Dense Soil/Soft Rock Risk Category: 'l USGS Seismic Reference Ss: 0.9780 g 51: 0.4240 } 6 Importance Factor,la: 1 Acceleration-based site coefficient,Fa: 1.1088 Velocity-based site coefficient,F,,: 1.5760 Design spectral response acceleration short period,SOS: 0.7229 6 Design spectral response acceleration 1 s period,SD1: 0.4455 Seismic Design Category Based on SOS: D Seismic Design Category Based on SD1: D Seismic Design Category Based on 51: N/A Controlling Seismic Design Category D *Using ASCE 7-10 Seismic Parameters CCISeismic 3.2.3 Page 1 Analysis Date:5/23/2019 N4fCRO\J\/N BU: W0: 855861 1743649 Structure: A •� f ,,,, CASTLE Order: 479105 Rev: 0 i ower Details Tower Type: Tapered Monopole p P Height,h: 80 ft Effective Seismic Weight,W: 12.42 kips Amplification Factor,A,:" 1.0 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,W,,: 3.88935 kips WL: 8.533603128 kips E `_: i ksi g: ,_ 386.088 in/s2 Average Moment of Inertia,lavg: 2924.176193 in4 Fa: 0.690193913 hz Approximate Fundamental Period Monopole,Ta: 1.4489 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.4820 2.7.7.1.1 Seismic Response Coefficient Max 1,Csmax 0.2050 2.7.7.1.1 Seismic Response Coefficient Max 2,Csmax N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,Csm;n 0.0318 2.7.7.1.1 Seismic Response Coefficient Min 2,Csmin N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C, 0.2050 Seismic Base Shear,V , ' $4 =kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 1.474 2.7.7.1.2 Sum of w,h,k 4343.98 2.7.7.1.2 CCISeismic 3.2.3 Page 2 Analysis Date:5/23/2019 Tower Section Loads SectionSection Number Weight,w„ Length Top Height Mid Height,h, vr„h„' C.,,,, F, 1 1 9 88 80,00 75 06 90628 327.76 0 0755 0.1921 0.0814 '00,. 70.13 153 0 6297 297 45 (".035 0 1734 00911 9.88 60.13 55.19 0,6809 251.96 0.0580 3 1477 0.0985 (03' 50 23 45.23 0 7493 0 0476 0 1213 0.1083 3-, 2,17 44 33 43.25 0,2020 52 19 0.0120 0.0306 0.0292 3-: .320 '4-2.17 37,17 0.9769 201 21 50465 311"' 0 1413 4 1 2.17 32.17 31.08 0.2213 35.13 09081 0.0206 0 0320 10.00 30.00 25 00 1 0662 0.0283 0 0720 0'532 .5 1 2.23 2458 2344 0.2429 25.33 0,0058 0.0149 0.0350 32.29 17.20 05011 73.61 9516° 0.0432 0 1592 2.29 12.29 11,15 0.2626 9,19. 0.0021 0.0054 0,0380 10 00 10 00 500 1.1909 12 13 06029 0 0075 0 1722 in 7.8.859 3616 34 .., CCISeismic 3.2.3 P iii e e '1 Analysis Date: 5/23/2019 i, °- Discrete Loads ) (2)commscope SEN.,' _ _.. (2)commscope 5BNHtr-0 ,MuuraPipe 8.6[1 r..0043 6.0239 H-1065C w/Mount Pipe 82.00 109.72 0.0253 0.0643 0.0239 kathrein 800 10121 w/Mount Pipe 3200 0.0700 46.44 0.0107 0-0272 0.0101 kathrein 742-2665 w/Mount Pipe 82.00 0.0800 53.07 0,0122 0.0311 0.0116 kathrein 600 10121 w/Mount Pipe 32.00 0.0700 46.44 0.0107 0.0272 0.0101 commscope NNH4-65D-R6_CCIV2 vii/Mount.Pipe 82.00 0,1505 99.84 0.0230 0.0585 0.0218 mrnmscope NNH4-650-R6_CC:I52 w/Mount Pipe 82.00 0.1505 99.34 0.0230 0.0585 0-0218 commseope 5594-650-86_CCP72 w/Mount Pipe 82.00 0.1505 99,84 0.0230 0.0585 0.0215 nokia 84FB_0,41,2 82.00 0.0700 46.44 0.0107 0.0272 C.0101 nokia AHFIB_"CIV2 82.00 70700 46.44 0.0107 0,0272 0.0101 nokia 69615_00192 82.00 0.0700 46.44 0.0107 0,0272 0,010'1. nokia AHLBA_CCIV2 82.00 0.0800 53.07 0.0122 0.0311 001.16 nokia AHLBA_CC1V2 82-00 0.1300 53.07 0.0122 0.0311 0.0116 nokia A9LBA_CCIV2 82.00 0.0800 53.07 0.0122 00311 0.0116 nokia AHCA_60103 82.00 0.0400 26.54 .,0„o_ 0.0156 0.0058 nokia AHCA_CCIV3 8200 0.0400 26.54 0.0061 0.0156 0,0058 nokia 01-474_40153 82.00 0.0400 26.54 0.0061 0.0156 0-0057 (2)andrew E781908-12U8 82.00 40400 26.54 0.0060 3.0155 6.0058 (2)andrew 6081908-1250 82.00 0.0400 26.54 000611 0.0156 12.0058 (2)powerwave technologies LGP2140_ 82.00 00200 13.27 0.0031 0,5071 0,0029 0100161 scent 9954525-008 V2 82.00 0,0700 46.44 0.0107 0.0472 0.0101 aicate1 lucent R13H4X25-WC'3_V2 8200 0.0700 46.44 0.0107 0,0272 0.0101 alcatel lucent 119,64X25-WC5_" 82.00 0.0700 46.44 :0.0107 0.0272 0.Cl01 mount pipes 3'x 2"570 Pipe 82.00 0.0100 6.63 0,0015 0.0039 b.0314 mount pipes 3'x 2"STD Pipe 52.00 00100 6-63 0-0015 0.00 0.0014 mount pipes 3'x 2"STD Pipe 82.00 00100 6.63 0.0015 0,0039 0.0014 crown mounts LP 713-1 82,00 1.5100 1001,77 0.2306 0,5372 0 21..c,_ raycap 006-48-60-0-8F 77.00 0.0200. 12.09 0.0028. 0.0071 0.0029 rnycap 3C6-48-60-0-60 77.00 0 4200 12 09 0.0028 0.0071 L 0-002' mown mounts PM 501-1 77.017 00650 39.30 0.0090 0.0230 0.0094 troy,mounts PP, 6014 77.00 0.0650 39 30 J,0090 D 0230 0.0094 _ps GPS_A 71.00 0.0009 0 47 0.0001 00003 0.0001 71.00 0 0650 34.17 J,0000 0.0204 0.0094 Spa GPS_A 51.00 0.0009 0.37 13.0001 0,0002 0.0001 crown mounts PM 601-1 11.00 0.0650 27.88 0.0064 0.0163 00094 Sum 3.8894 2546.49 CCISeismic 3.2.3 Page 4 Analysis Date: 5/23/2019 i r II Linear Loads Name Start Height End Height h, w„ w„h,k._.: C„ f.,, F,,, misci Step Bolts Front 8 to 80 70.00. 80.00 75.00 0.0200 11.63 00027 0.0068 0.0029 npsel 5iitep 3r1 F.,e,8 to 80 60.00 70.00 6.00 0-0202 9.42 6-0022 0.0055 0.0029 mi&cl Step Bolts From 8 to 80 50.00 60.00 55.00 0.0200 7.36 50017 0-0043 0-0029 _.is.3 Step Bolt,Frorn 8 to 00 40.00 50.00 45.00 0.0200 5.48 0.0013 0.0032 0.0029 misci Step Bolts From 8 to 80 30.00 40.00 35.00 0.0200 3.78 0-0009 00022 0.0029 mise(Step Boirs From 8 to 80 20.00 30.00 255.00 0.0200 230 0.0005 0.0013 0.0009 misci Ste,„.,Botts From 8 to 80 10.00 20.00 15.00 0.0200 1.08 0.0002 0.0006 0.0029 misci Step Bolts From 8 to 80 8.00 10.00 9-00 0-0040 0.10 0-0000 0.0001 0.0006 Fried Safety L?ne 3/8 From 8 to 80 70.00 90.00 75.00 0.0022 1.28 0.0003 0.0008 0.0003 • misci Safety Line 1/8 From 8 t0 00 60.00 70.00 65.00 0-0022 1.04 D.0002 0-0006 0.0000 misd Safet/Line 3/8 From 8 to 80 53.00 50.06 55.00 0.0022 0.81 00002 0.0005 0-5003 • mispi Safety L 3/0 Froin 8 to 30 40.00 50.00 45-00 0(022 ii, 0.60 0.0001 0.0004 0-0003 misci.Safety Line 318 From 8 to 80 30.00 40.x'0 35.00 0.082: 0.42 0.0001 0.0002 00003 m it'd safety((re 3/3 From 8 to 80 20,00 30-011 45.00 0.002. 0.25 0.0001 0.0001 0.0003 mild Safety Line 3/8 From 8 to 80 10.00 20.00 15.00 0.0027 0.12 0.0000 0.0001 0.0003 misai Safely Line 3/8 From 8 to 80 8-00 10.00 9,00 0-0004 0.01 0.0000 0.0000 0.0001 (12)andrew 0.360-505(7/8)From 8 to 80 70.00 80.00 7500 0.0396 23.03 0.0053 0.0135 0.0057 .andrewLDF5-50.0(7/8)From 8 to 00 60.00 70.00 65.00 0.0395 18-65 0.0043 0.0106 0.7057 (12)andrew 6605-503(7/8)From S to 80 50.00 60.00 55.00 0.0396 14.58 0.0034 0.0085 0.0057 (12)andrew LDFS-50/0(7/8)F,em Ito 80 40-00 50.00 45.00 0-0096 10-85 0.0025 0-0064 0 0057 (12)andrew,LDF5-509(7/8)From 8 to 80 30.00 40.00 35.00 0.0396 7.49 00.0017 0.0044 0.0057 (12)andreev L0858304(7/8)From 8 to 80 20.00 30.70 25.00 0.0396 4.56 0,0010 0.0027 0.0057 (12)andrew LDf5.50A(7/8)From 80080 10.00 20.09 1500 0.0396 2.15 0.0005 0.0013 0.0057 an::reta L;FS-50.0(7/0)morn 8 to 80 8.0a 300.10.0in 9.00 0.0079 i, 0.20 0,0000 0-0001 0.00,1 (4)rosenbetge?eon!WR-VG86ST-8RO)3/4)From 8 to 77 70.00 77.00 73-50 0.0164 3.23 3.0021 0.0054 0.0024 rose(Merg _cni'1/0.-',Go65T-6RD(3/1)Frem 8 to77 60.00 70.00 65.00 0.0234 '_1.00 0.0320 0.0064 0.0034 (4)rosenberger!eon)WR-V0865`-53D(3/4)From 8 to 77 50.00 30.00 55.00 0.0234 8-60 0.0020 0.0050 0.0034 (4)rasenberger(coni`NR-VG96ST-BRO(3/4)From 8 to 77 40-00 50.00 45.00 0.0234 6.40 0.0015 0.0038 0.0034 (4)rosenberger icon)WR-VG865T-0RD(3/4)From 8 to 77 30.00 40.60 35.00 0.0234 4.42 0.0010 0.0026 0.0034 a,rosenberger(eon)V/R-VG0651-BR0'3/4)From 8 to 77 20.00 30,00 25.00 0.0234 2.69 0.0006 0.0016 0.0034 (4)rose nbergerteon)WR-VG865T-680(3/4)From 8 to77 10.00 20.00. 15.00 3.0234 1.27 30003 0.0007 0.0034 4i rosenberger leoni WR-VG865T-890(3/4)From 8 to 77 6.00 10.00 9.00 3.0047 0.12 0.0000 0.000? 00007 (2)rosenberger leoni FB-L98-002-XXX{3/8)From 8 to 77 70.00 77.00 73.50 0-0009 0S1 0.0001 0.0003 0.0001 „senberg r ieopi FB-L93-002-9X6(3/8)morn 8 Sc"77 60.00 70.00 65.00 0.0013 ,_ 0.0001 0.0004 00002 1 rosenberger_;coni F 8-L98-002-XXX(3/8)From 8 to 77 50.00 60.6' 55.00 0.0013 0.48 3.0001 0.0003 0.0002 ,. =et,,,,,,,FB-!..98-002-XXX(318)From 8 to 77 4000 50.00 45.00 .:013 0.35 0 0001 9.0002 10002 ni FB-L98'002-898(318)From 8 to 77 30.00 40.00 35.00 0.0013. 0.24 0.0001 0.0001 0-0002 .r - _90 090 XXX3/8)From 8 to 77 20.00 30.00 25.00 0.0713 0.15 0.0000 0.0001 0.0002 zr:Serge Isom FB-198-002-XXX(3/8)From 8 to 77 10.00 20,00 15.00 0.0013 007 0.00000 0.0000 0.0002 -r--»ryo-Ic r i FS-L.93-002 -X0,(3 c 3 to 77 8.00 10.00 9.00 0.0003 0 01 0.0000 0.0000 0.0000 (2)andrew LDF4-509(1/2)From 8 to 71 70.00 71.00 70.50 0.0003 0.16 0.0000 0.0001 0.0000 Pt).0 do ew t'1 4 .09(1/2)From 8 to 71 60.00 70.00 65.00 0.0030 1.41 0.0003 0.0008 0.0004 (2)andrew 11:W4-506(1/2)From 8 to 71 50.00 60:00 55.00 0.0030 1,10 00003 00006 0.0304 (2)andrew t0F4 109(1,72)From 8 to 71 40.00 50.00 45.00 0.0030 0,02 0.0002 0.0005 0.0004 (2)andrew 0 SF4-502(1/2)From 8 to 71 3000 40.00 35.00 0.0030 0.57 0.0001 0.0303 0.0004 andrew C 4 50;),(1/2)From 8 to 7( 20,00 30 00 25.00 0.5030 035 0 0001 0.0002 0.0004 (2)andrew 0314-50A,I/3,From 8 to 71 10.00 20.00 1500 0.0030 0-16 0.0090 0.0001 0.0004 • a por,38,19F4.-504(1/2) rom 8 to 70. _.00 0._0 9.00 ..0006 .-.02 0.0000 0.0000 0.0001 . 0, , Andrew PDF45090182-From 8 to 61 60.00 61.09 60.50 :1.0002 006 0.0000 0.0000 0.0000 .0'_or LDF4,,.1(_,2)From 8 to 61 50.00 60.00 55.00 0.0015 0.55 0.0001 0.0003 0.0002 andrew LDF4-500(112)From F3-to 61 40.00 50-00 45,00 0.0015 0.41 00001 0.0002 0.0002 am-Freer L114-505(1/2{From 8 to 61 30-00 40.00 35.00 00015 028 0.0501 0.0002 0-0702 andrew L0F4-504(1/2)From 8 to 61 20 00 3000 25.00 0.0015 0.17 0.0000 0.0001 00002 and.ew I-3F4 5 0/(1/2)From 3 to 61 10 iF0 19.00 15.00 0.0715 0.08 0.0000 0.0006 0.0002 andrew L12F4-508(1/2)From 8 to 6; 3.00 0.0003 0.01 00000 0.0000 0.0000 5/16"Ground From 0 to 67. .,- 60.50 0.0001 0.05 0.0000 0 0000 3.0000 5/06"Ground From 8 to 61 55.00 0.0011 040 0.0001 0.0002 0.0002 5/16'Ground From 8 to 61 - 45.00 0 001. 030 0.00!0`: 0-0072 7.0002 ‘V/..4."Ground From 810 PM -...-35.00... 0,0011 0.217 0.0000 0.0001 0.0002 14 .round From S to 61 _ 25.00 r.0011 " 0.00E0 0,0001 0.0002 5/19"Ground From 8 to 61 -. ._ 15.00 0'3011 0.06 9.0000 0.0000 0.0002 5/16"Ground From 8 to 61 _ _- 9.00 0.00(10 9.31 C. 0.0000 0.0000 0.6477 180.65 CCISeismic 3.2.3 Page 5 Analysis Date: 5/23/2019 • 1 1 Monopole Base Plate Connection �� CROWN CASTLE Site Info BU# 855861 Site Name 1llllllI 0 Order# 479105 Rev 0 Analysis Considerations TIA-222 Revision H Grout Considered: No lar(in) 0.5 Applied Loads O Moment(kip-ft) 696.19 Axial Force(kips) 14.92 Shear Force(kips) 11.30 'TIA-222-H Section 15.5 Applied 0 O 0 Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 43"BC Pu_c=98.9 4Pn_c=243.75 Stress Rating Vu=1.41 (13.Vn=73.13 38.7% Base Plate Data Mu=n/a d)Mn=n/a Pass 49"OD x 2.25"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 11.44 (Flexural) N/A Allowable Stress(ksi): 45 Stress Rating: 24.2% Pass Pole Data 36.211"x 0.3125"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-version 3.6.0 Analysis Date:5/23/2019 Drilled Pier Foundation CROWN BU#: 855861 CASTLE Site Name: PFAFFLE Order Number: 479105 Rev 0 TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Capacity Compression Uplift A..I TIA-222-H Section 15.5:WWII Comp. Uplift D,,,o(ft from TOC) 5.46 - N/A INN Moment(kip-ft) 696 Soil Safety Factor 13.02 - Axial Force(kips) 15 Max Moment(kip-ft) 743.20 - Shear Force(kips) 11 Rating* 9.7% - Soil Vertical Capacity Compression Uplift Material Properties Skin Friction(kips) 327.91 - Concrete Stren.th,fc: 4 ksi End Bearing(kips) 132.54 - Rebar Stren.th,F : 60 ksi Weight of Concrete(kips) 72.48 - Total Capacity(kips) 460.45 - Pier Design Data Axial(kips) 87.48 - Depth 25 ft Rating* /8./% - Ext.Above Grade 0.5 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 5.42 - From 0,5'above grade to 25'below grade Critical Moment(kip-ft) 743.20 - Pier Diameter 5 ft Critical Moment Capacity 2925.25 - Rebar Quantity 34 Rating* 24.2% - Rebar Size 8 Clear Cover to Ties 3 in Soil Interaction Rating* 18.1% _ Tie Size 4 Structural Foundation Rating* 24.2% "Rating per TIA-222-H Section 15.5 Soil Profile Groundwater De.th 13 ft #of La ers 4 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin Top Bottom Thickness y:ori yconcrere Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf) 1 0 2.5 2.5 110 150 0.000 0.000 Cohesionless 2 2.5 13 10.5 110 150 1 30 0.958 0.958 19 Cohesionless 3 13 22 9 47.6 87.6 1 30 1.538 1.538 18 Cohesionless 4 22 25 3 52.6 87.6 0.2 34 1.310 1.310 9 12 Cohesionless Version 2.1.1 ' e , , , ASCE ASCE 7 Hazards Report AMERICAN SOCIElYOFCP'V `E?`. Address: Standard: ASCE/SEI 7-10 Elevation: 226.7 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.437906 Location Soil Class: D-Stiff Soil Longitude: -122.764889 • M t_<<I:11. t i "r.t a If R '. '''''',...„7„..7.17.:me ► gi: .41 " ' • t ' 0.. s.,„..;.......,, ,„ r .}*�•• •i3YA Irle• 1• .�• s. 1 t • !R i g .\-\\ ,„.,440...,_ :,,.,... ,,._ kirit - , airogi ., , .. , , •e�• i '---.•••"----`44.,„e(..-tri-, ' t c",, , ^v,� r ..,�� . f "s :r'" e rk e•" t asw,it t� s. *47 ', •i R` 4 it ▪ •74.' • -.+.'. F ! ri v tE f- • Wind • Results: (Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Mon May 20 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. https://asce7hazardtool.online/ Page 1 of 3 Mon May 20 2019 , , . ASCE AMEKANSOCIETYOFCM!ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: Ss : 0.978 Sos : 0.723 - ISi : 0.424 So, : 0.445 • F. : 1.109 TE : 16 F„ : 1.576 PGA: 0.427 SMS : 1.084 PGA M : 0.458 SM1 : 0.668 FPGA : 1.073 le : 1 Seismic Design Category D 1.2 MCER Response Spectrum 0.8 Design Response Spectrum I 0.7 >• 1.0 cle • efr 0.6 • 0.$ : •• 0.5 0.6 0-4 fl.3 0.4 + 0.2 1 0.2 0.1 0 0-1 0 2 4 Sa(gg VS Ta) 10 12 U 16 18 0 2 4 Sa(g VS T s) 10 12 14 16 18 Data Accessed: Mon May 20 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. • https://asce7hazardtool.online/ Page 2 of 3 Mon May 20 2019 ASCE. AMERICAN SOCIETY OF CIVIL ENI3INEEAS Ice Results: Ice Thickness: 1.00 in. Concurrent Temperature: 25 F (Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Mon May 20 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such • professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. ▪ In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, ▪ employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. • https://asce7hazardtool.online/ Page 3 of 3 Mon May 20 2019