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9585 sw u/ 1f csv ,2p 86112p/9-4x287 I PJPAUL J. FORD RECEIVED & COMPANY OCT 142019 • Date: September 30, 2019 CITY OF TIGARD BUILDING DIVISION Lynn Ori Paul J. Ford and Company I Crown Castle 250 E. Broad St., Ste 600 2055 S. Stearman Drive Columbus, OH 43215 Chandler, AZ 85286 • 614-221-6679 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PW11 Carrier Site Name: WASHINGTON SQUARE Crown Castle Designation: Crown Castle SU Number: 879570 Crown Castle Site Name: WASHINGTON SQUARE MALL Crown Castle JDE Job Number: 561183 Crown Castle Work Order Number: 1768414 Crown Castle Order Number: 482306 Rev. 0 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37519-3378.001.7805 Site Data: 9585 SW Washington Sq Rd, TIGARD, Washington County, OR Latitude 45°27'90.69'; Longitude -122°46'41.31" 87.5 Foot-Monopole Tower Dear Lynn Ori, Paul J. Ford and Company 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 120 mph as required by the 2014 Oregon Structural Specialty Code and the 2012 International Building Code. Applicable Standard references and design criteria are listed in Section 2-Analysis Criteria. Respectfully submitted by: -'`-- ---"' , //,:17 Robert C. Kozak Jr., P.E. Project Engineer �yED PRpp rkozak@pauijford.com I742 . • 00N % 4 . r dtt its , OREGOp4 ir& t J. SWPR�� . ' EXPIRES: MUNE tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3)ANALYSIS PROCEDURE Table 3- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Table 5—Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A—WIND LOADING tnxTower Output 6)APPENDIX B—SEISMIC LOADING Risa 3D Output 7) APPENDIX C Base Level Drawing 8)APPENDIX D Additional Calculations r tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 3 1) INTRODUCTION This tower is a 87.5 ft Monopole tower designed by ROHN in July of 2000 and mapped by FDH in December of 2014. The tower has been modified per reinforcement drawings prepared by PJF in June of 2016. Reinforcement consist of concealment enlargement. The tower has been modified per reinforcement drawings prepared by PJF in December of 2017. Reinforcement consist of concealment enlargement. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 120 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 30 mph Seismic Ss: 0.981 Seismic S1: 0.426 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Line Number Number Feed Mounting Elevation of Antenna Antenna Model of Feed Line Size Level (ft) (ft) Antennas Manufacturer Lines (in) 71.0 i 1 raycap DC6-48-60-18-8F i 3 ace XXQLH-654L4H8-IVT ° 7 � 5 3/4 70.0 r 3 nokia AHFIB_CCIV2 2 3/8 70.0 3 nokia AHLBA_CCIV2 I 1 raycap DC9-48-60-24-8C-EV , 3 ace F3XQLH-654L4H8-IVT 1-3---T commscope CBC23SR-43 12 7/8 1 60.0 60.0 —. _ --- 3 commscope ION-M23 SDARS 1 3 nokia AHNA_CCIV2 lk tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 4 Table 2 -Other Considered Equipment Mounting Center Line Number Antenna Number Feed Level ft Elevation of Antenna Model of Feed Line Size ( ) Manufacturer (ft) Antennas Lines (in) e 84.0 j 84.0 j 3 ( ems wireless RR65-18-04DP 6 1-5/8 83.25 I 83.25 I 1 ----I- generic -78"0 Concealment Shroud -- -- 3 commscope i- DHHTT65B-3XR F-3---) samsung COPTIC FIBER JUNCTION i telecommunications CYLINDER samsung _ POWER JUNCTION 1-3-1 j telecommunications I CYLINDER 83.0 83.0samsung 3 1-7/16 3 RRH-B8 telecommunications 3 i samsung RRH-C2A W/EXT FILTER telecommunications , samsung 3 , 'telecommunications j RRH-P4 76.125 76.125 1 generic 78"0 Concealment Shroud -- - r 64.75 I 64.75 1 generic 78"0 Concealment Shroud -- -- 53.75 I 53.75 L 1 I generic 78"0 Concealment Shroud . -- 3)ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS ADaPT, OR99-2522, 8/11/1998 1574694 CCISITES 4-TOWER FOUNDATION Rohn, 44583AE, 7/14/2000 i 1625445 CCISITES DRAWINGS/DESIGN/SPECS Rohn, 44583AE, 7/14/2000 & 4-TOWER MANUFACTURER DRAWINGS FDH, 146E111500, 12/22/2014 1626447 CCISITES (Mapped) 4-TOWER REINFORCEMENT i PJF, 37516-0026.004.7700 R1, 6386202 CCISITES DESIGN/DRAWINGS/DATA 6/3/2016 4-POST-MODIFICATION ' TEP, 74592.62008, 3/30/2C71-7T 6790819 CCISITES INSPECTION i 4-TOWER REINFORCEMENT PJF, 37517-3254.002.7700, 7268954 CCISITES DESIGN/DRAWINGS/DATA 12/19/2017 4-POST-MODIFICATION 1 � INSPECTION TEP, 74592.149574, 2/8/2019 8215030 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. tnxTower Report-version 8.0.5.0 September 30, 201'9 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 5 3.2) Assumptions 5 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's - specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Monopole was modified in conformance with the referenced modification drawings. 5) Wind loading governs.The monopole has been analyzed for seismic loading using a modal analysis per ASCE 7-10. See Appendix B for seismic calculations. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity (Summary) SectionElevation(ft) Component Type Size Critical P(K) SF*P_allow % Pass/Fail No. Element (K) Capacity L1 87.5-75 Pole P4.5x0.628 1 -4.10 252.66 46.5 Pass 1 L2 75-73.25 j Pole P30x0.375 I2 1 -4.36 1596.48 1 5 Pass T j L3 73.25-51.25 Pole P30x0.375 f 3 -12.78 1596.48 8.5 Pass I L4 [ 51.25-40 I Pole P30x0.375 4 1 -16.93 1596.48 13.8 Pass L5 1 40-0 Pole P30x0.375 5 -23.36 1596.48 36.1 ' Pass k ( Summary I Pole(L1) 46.5 Pass I I + I Rating= 46.5 I Pass Table 5-Tower Component Stresses vs. Capacity-LC5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 j Flange Bolts33.9 Pass 75 1 Flange Plate r 56.2 Pass 1 j Flange Bolts , 21.8 Pass 40 1 I Flange Plate 31.0 I Pass 1 -I Anchor Rods 0 27.2 Pass 1------ 1 Base Plate 0 27.7 Pass 1 l Base Foundation Soil Interaction 0 21.1 Pass 1 Base Foundation 0 21.2 Pass Structural Steel Structure Rating (max from all components)= 56.2% Notes: • • All structural ratings are per TIA-222-H Section 15.5 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 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 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 6 APPENDIX A—WIND LOADING TNXTOWER OUTPUT tnxTower Report-version 8.0.5.0 87.5 ft _ � t MATERIAL STRENGTH N o GRADE Fy Fu GRADE Fy Fu A53-B-35 35 ksi 60 ksi API 5LX52 52 ksi 68 ksi a TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 75.0 ft 2. Tower designed for Exposure C to the TIA-222-H Standard. N ` 0 73.3 ft 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. ET_ 4. Tower is also designed for a 30 mph basic wind with 1.70 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TIA-222-H Annex S 9. TOWER RATING:46.5% 0 o ro X N Cl � N 0 N t° 51.3 ft 1,1 a a 0 40.0 ft • ALL REACTIONS ARE FACTORED o a ft_ AXIAL 40 K SHEAR MOMENT 1 K � J 68 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.7000 in ICE AXIAL 23 K SHEAR MOMENT 7 K 414 kip-ft 0.0ft TORQUE 0 kip-ft REACTIONS-120 mph WIND C Y Qp, s N ° Eft m 0PJF Paul J. Ford and Company Job:87.5 ft Monopole/Washington Square Ma 250 E. Broad St., Ste 600 P`°led:PJF 37519-3378/BU 879570 Columbus, OH 43215 Ghent.Crown Castle Drawn by Robert Kozak APPd. PJFLogo Phone:614-221-6679 code:TIA-222-H Dare:09/30/19 Scale: NTS FAX: Path: Dwg No.E-1 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, 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: 254.00 ft. 3) Basic wind speed of 120 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 1.7000 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) A non-linear(P-delta) analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1.05. 19) 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 V Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification V 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 �1 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice V Bypass Mast Stability Checks V Consider Feed Line Torque Always Use Max Kz V Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J 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 V 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 I Pole Section Geometry Section Elevation Section Pole Pole Socket Length Length Size Grade ft ftft _ L1 87.50-75.00 12.50 P4.5x0.628 A53-B-35 (35 ksi) L2 75.00-73.25 1.75 P30x0.375 API 5LX52 (52 ksi) tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 8 Section Elevation Section Pole Pole Socket Length Length Size Grade ft - ft ft L3 73.25-51.25 22.00 P30x0.375 API 5LX52 (52 ksi) L4 51.25-40.00 11.25 P30x0.375 API 5LX52 (52 ksi) L5 40.00-0.00 40.00 P30x0.375 API 5LX52 (52 ksi) 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) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 87.50- 1 0 1 75.00 L2 75.00- 1 0 1 73.25 L3 73.25- 1 0 1 51.25 L4 51.25- 1 1 1 40.00 L5 40.00-0.00 1 1 1 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 LDF7-50A(1-5/8) C No No Inside Pole 84.00-0.00 6 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 2"Ice 0.00 0.82 TYPE 2(1-7/16) C No No Inside Pole 83.00-0.00 3 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 2"Ice 0.00 0.60 WR-VG86ST- C No No Inside Pole 70.00-0.00 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- C No No Inside Pole 70.00-0.00 1 No Ice 0.00 0.06 x(3/8) 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2"Ice 0.00 0.06 FB-L98-002- C No No Inside Pole 70.00-0.00 1 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 WR-VG86ST- C No No Inside Pole 70.00-0.00 1 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 ' LDF5-50A(7/8) C No No Inside Pole 60.00-0.00 6 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 LDF5-50A(7/8) C No No Inside Pole 60.00-0.00 6 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 tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 9 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 87.50-75.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.06 L2 75.00-73.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.01 L3 73.25-51.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.24 L4 51.25-40.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.15 L5 40.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.55 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 ftz fiz ft2 K L1 87.50-75.00 A 1.860 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.06 L2 75.00-73.25 A 1.843 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.01 L3 73.25-51.25 A 1.811 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.24 L4 51.25-40.00 A 1.756 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.15 L5 40.00-0.00 A 1.623 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.55 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 87.50-75.00 0.0000 0.0000 0.0000 0.0000 L2 75.00-73.25 0.0000 0.0000 0.0000 0.0000 L3 73.25-51.25 0.0000 0.0000 0.0000 0.0000 L4 51.25-40.00 0.0000 0.0000 0.0000 0.0000 L5 40.00-0.00 0.0000 0.0000 0.0000 0.0000 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. tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 10 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 ftz K ft ° ft RR65-18-04DP A From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.13 2"Ice RR65-18-04DP B From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.13 2"Ice RR65-18-04DP C From Leg 1.00 0.0000 84.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.13 2"Ice DHHTT65B-3XR A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.15 1"Ice 0.00 0.00 0.28 2"Ice DHHTT65B-3XR B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.15 1"Ice 0.00 0.00 0.28 2"Ice DHHTT65B-3XR C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.15 1"Ice 0.00 0.00 0.28 2"Ice POWER JUNCTION A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice POWER JUNCTION B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice POWER JUNCTION C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice RRH-C2A W/EXT FILTER A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 , 0.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice RRH-C2A W/EXT FILTER B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 - 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice RRH-C2A W/EXT FILTER C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 tnxTower Report-version 8.0.5.0 , September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 11 " 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 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice RRH-B8 A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.18 2"Ice RRH-B8 B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.18 2"Ice RRH-B8 C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.18 2"Ice RRH-P4 A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice RRH-P4 B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 ` 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice RRH-P4 C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice OPTIC FIBER JUNCTION A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice OPTIC FIBER JUNCTION B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice OPTIC FIBER JUNCTION C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice DC6-48-60-18-8F A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.05 1.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.14 2"Ice XXQLH-654L4H8-IVT A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.09 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 . 1"Ice 0.00 0.00 0.52 2"Ice XXQLH-654L4H8-IVT B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.09 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.52 2"Ice XXQLH-654L4H8-IVT C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.09 tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 12 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" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.52 2"Ice (3)AHLBA_CCIV2 A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.09 0.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.17 2"Ice (3)AHFIB_CCIV2 B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice DC9-48-60-24-8C-EV B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.20 2"Ice XXQLH-654L4H8-IVT A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.09 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.52 2"Ice XXQLH-654L4H8-IVT B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.09 r 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.52 2"Ice XXQLH-654L4H8-IVT C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.09 0.00 1/2" 0.00 0.00 0.19 0.00 Ice 0.00 0.00 0.29 1"Ice 0.00 0.00 0.52 2"Ice CBC23SR-43 A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice CBC23SR-43 B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice CBC23SR-43 C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice ION-M23 SDARS A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice ION-M23 SDARS B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice ION-M23 SDARS C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 13 a 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 AHNA_CCIV2 A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.09 2"Ice AHNA_CCIV2 B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.09 2"Ice AHNA_CCIV2 C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.09 2"Ice Canister Load1 C None 0.0000 87.50 No Ice 12.43 12.43 0.17 1/2" 30.78 30.78 0.38 Ice 31.17 31.17 0.58 1"Ice 31.95 31.95 1.00 2"Ice Canister Load2 C None 0.0000 79.00 No Ice 20.84 20.84 2.15 1/2" 51.60 51.60 2.50 Ice 52.25 52.25 2.84 1"Ice 53.56 53.56 3.55 2"Ice Canister Load3 C None 0.0000 73.25 No Ice 33.27 33.27 0.55 1/2" 82.37 82.37 1.10 Ice 83.42 83.42 1.65 1"Ice 85.50 85.50 2.78 2"Ice Canister Load4 C None 0.0000 56.25 No Ice 32.17 32.17 2.31 1/2" 79.66 79.66 2.84 Ice 80.67 80.67 3.37 1"Ice 82.68 82.68 4.46 2"Ice Canister LoadS C None 0.0000 51.25 No Ice 7.31 7.31 1.97 1/2" 18.10 18.10 2.09 Ice 18.33 18.33 2.21 1"Ice 18.79 18.79 2.45 2"Ice Tower Pressures - No Ice GH= 1.100 Section z Kz q= AG F AF AR Ateg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50- 81.25 1.211 42.04 4.688 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 41.23 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 39.75 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 35.37 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 14 Section z Kz q= AG F AF AR Aleg Leg CAAA CAAA Elevation a % In Out i c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 30.20 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Tower Pressure - With Ice GH=1.100 Section z Kz q: tz AG F AF AR A,ev Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50-75.00 81.25 1.211 2.63 1.8603 8.563 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00-73.25 74.13 1.188 2.58 1.8433 4.913 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25-51.25 62.25 1.145 2.48 1.8114 61.642 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25-40.00 45.63 1.073 2.21 1.7560 31.417 A 0.000 31.417 31.417 100.00 0.000 0.000 , B 0.000 31.417 100.00 0.000 0.000 C 0.000 31.417 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 1.89 1.6227 110.818 A 0.000 110.818 110.818 100.00 0.000 0.000 B 0.000 110.818 100.00 0.000 0.000 C 0.000 110.818 100.00 0.000 0.000 Tower Pressure - Service GH=1.100 Section z Kz qz AG F AR AR Al , Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50- 81.25 1.211 9.40 4.688 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 9.22 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 8.89 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 7.91 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 . C 0.000 28.125 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 6.76 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 - tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 15 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 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 a� 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 87.5-75 Pole Max Tension 42 0.00 0.00 -0.00- Max.Compression 26 -8.43 -0.01 0.00 Max.Mx 8 -4.10 -11.73 0.00 Max.My 2 -4.10 -0.00 11.73 Max.Vy 8 1.65 -6.62 0.00 Max.Vx 2 -1.65 -0.00 6.62 Max.Torque 12 0.00 L2 75-73.25 Pole Max Tension 1 0.00 0.00 0.00 tnxTower Report-version 8.0.5.0 r September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 16 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment a No. Comb. K m.-. j-ft _loft Max.Compression 26 -8.81 -0.01 0.00 Max.Mx 8 -4.36 -14.56 0.00 Max.My 2 -4.36 -0.00 14.56 Max.Vy 8 1.62 -14.56 0.00 Max.Vx 2 -1.62 -0.00 14.56 Max.Torque 12 0.00 L3 73.25- Pole Max Tension 1 0.00 0.00 0.00 51.25 Max.Compression 26 -26.27 -1.42 0.70 Max.Mx 8 -12.78 -92.18 0.41 Max.My 2 -12.78 -0.57 92.02 Max.Vy 8 4.63 -92.18 0.41 Max.Vx 2 -4.63 -0.57 92.02 Max.Torque 12 0.01 L4 51.25-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -31.61 -1.42 0.70 Max.Mx 8 -16.93 -151.69 0.42 Max.My 2 -16.93 -0.58 151.53 Max.Vy 8 5.62 -151.69 0.42 Max.Vx 2 -5.62 -0.58 151.53 Max.Torque 12 0.01 L5 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -40.48 -1.40 0.69 Max.Mx 8 -23.36 -414.26 0.43 Max.My 2 -23.36 -0.59 414.10 Max.Vy 8 7.38 -414.26 0.43 , Max.Vx 2 -7.38 -0.59 414.10 Max.Torque 12 0.01 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 40.48 0.00 -0.00 Max.Hz 21 17.52 7.37 -0.00 Max.HZ 3 17.52 0.00 7.37 Max.M, 2 414.10 0.00 7.36 Max.Mz 8 414.26 -7.36 -0.00 Max.Torsion 12 0.01 -3.68 -6.38 Min.Vert 9 17.52 -7.37 -0.00 Min.Hz 9 17.52 -7.37 -0.00 Min.HZ 15 17.52 0.00 -7.37 Min.Mx 14 -413.25 0.00 -7.36 Min.M, 20 -413.08 7.36 -0.00 Min.Torsion 24 -0.01 3.68 6.38 Tower Mast Reaction Summary Load Vertical Shears Shears Overturning Overturning Torque Combination Moment,Mx Moment,Ms K K K kip-ft kip-ft kip-ft Dead Only 19.47 0.00 -0.00 -0.34 -0.47 0.00 1.2 Dead+1.0 Wind 0 deg- 23.36 -0.00 -7.36 -414.10 -0.59 0.01 No Ice - 0.9 Dead+1.0 Wind 0 deg- 17.52 -0.00 -7.37 -410.64 -0.44 0.01 No Ice 1.2 Dead+1.0 Wind 30 deg- 23.36 3.68 -6.38 -358.71 -207.44 0.00 No Ice 0.9 Dead+1.0 Wind 30 deg- 17.52 3.68 -6.38 -355.69 -205.61 0.00 No Ice tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 17 rra Load Vertical Shear, Shear,, Overturning Overturning Torque Combination Moment,M, Moment,M,, K K K ki ft 1,0mft.e.._ _. _kik __. . 1.2 Dead+1.0 Wind 60 deg- 23.36 6.38 -3.68 -207.28 -358.87 -0.00 No Ice 0.9 Dead+1.0 Wind 60 deg- 17.52 6.38 -3.68 -205.49 -355.81 -0.00 No Ice 1.2 Dead+1.0 Wind 90 deg- 23.36 7.36 0.00 -0.43 -414.26 -0.01 No Ice 0.9 Dead+1.0 Wind 90 deg- 17.52 7.37 0.00 -0.31 -410.76 -0.00 No Ice 1.2 Dead+1.0 Wind 120 deg 23.36 6.38 3.68 206.43 -358.87 -0.01 -No Ice 0.9 Dead+1.0 Wind 120 deg 17.52 6.38 3.68 204.86 -355.81 -0.01 -No Ice 1.2 Dead+1.0 Wind 150 deg 23.36 3.68 6.38 357.86 -207.44 -0.01 -No Ice 0.9 Dead+1.0 Wind 150 deg 17.52 3.68 6.38 355.06 -205.61 -0.01 -No Ice 1.2 Dead+1.0 Wind 180 deg 23.36 -0.00 7.36 413.25 -0.59 -0.01 -No Ice 0.9 Dead+1.0 Wind 180 deg 17.52 -0.00 7.37 410.01 -0.44 -0.01 -No Ice 1.2 Dead+1.0 Wind 210 deg 23.36 -3.68 6.38 357.86 206.27 -0.00 -No Ice 0.9 Dead+1.0 Wind 210 deg 17.52 -3.68 6.38 355.06 204.74 -0.00 -No Ice - 1.2 Dead+1.0 Wind 240 deg 23.36 -6.38 3.68 206.43 357.69 0.00 -No Ice 0.9 Dead+1.0 Wind 240 deg 17.52 -6.38 3.68 204.86 354.94 0.00 -No Ice 1.2 Dead+1.0 Wind 270 deg 23.36 -7.36 0.00 -0.43 413.08 0.01 -No Ice 0.9 Dead+1.0 Wind 270 deg 17.52 -7.37 0.00 -0.31 409.89 0.00 -No Ice 1.2 Dead+1.0 Wind 300 deg 23.36 -6.38 -3.68 -207.28 357.69 0.01 -No Ice 0.9 Dead+1.0 Wind 300 deg 17.52 -6.38 -3.68 -205.49 354.94 0.01 -No Ice 1.2 Dead+1.0 Wind 330 deg 23.36 -3.68 -6.38 -358.71 206.27 0.01 -No Ice 0.9 Dead+1.0 Wind 330 deg 17.52 -3.68 -6.38 -355.69 204.74 0.01 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 40.48 -0.00 0.00 -0.69 -1.40 0.00 1.2 Dead+1.0 Wind 0 40.48 -0.00 -1.12 -67.51 -1.52 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 40.48 0.56 -0.97 -58.56 -34.90 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 40.48 0.97 -0.56 -34.13 -59.34 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 40.48 1.12 0.00 -0.75 -68.28 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 40.48 0.97 0.56 32.63 -59.34 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 40.48 0.56 0.97 57.07 -34.90 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 40.48 -0.00 1.12 66.01 -1.52 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 40.48 -0.56 0.97 57.07 31.86 -0.00 deg+1.0 Ice+1.0 Temp - 1.2 Dead+1.0 Wind 240 40.48 -0.97 0.56 32.63 56.30 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 40.48 -1.12 0.00 -0.75 65.24 0.00 deg+1.0 Ice+1.0 Temp - 1.2 Dead+1.0 Wind 300 40.48 -0.97 -0.56 -34.13 56.30 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 40.48 -0.56 -0.97 -58.56 31.86 0.00 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 19.47 -0.00 -1.65 -92.33 -0.49 0.00 Dead+Wind 30 deg-Service 19.47 0.82 -1.43 -80.00 -46.47 0.00 Dead+Wind 60 deg-Service 19.47 1.43 -0.82 -46.34 -80.14 -0.00 Dead+Wind 90 deg-Service 19.47 1.65 0.00 -0.35 -92.46 -0.00 tnxTower Report-version 8.0.5.0 September 30, 201'9 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 18 Load Vertical Shearx Shearz Overturning Overturning Torque Combination Moment, MX Moment,MZ a K K K kip-ft _ kip-ft klp-ft Dead+Wind 120 deg- 19.47 ry 1.43 rt 0.82 45.64 -80.14 -0.00 Service Dead+Wind 150 deg- 19.47 0.82 1.43 79.30 -46.47 -0.00 Service Dead+Wind 180 deg- 19.47 -0.00 1.65 91.62 -0.49 -0.00 Service Dead+Wind 210 deg- 19.47 -0.82 1.43 79.30 45.50 -0.00 Service Dead+Wind 240 deg- 19.47 -1.43 0.82 45.64 79.17 0.00 Service Dead+Wind 270 deg- 19.47 -1.65 0.00 -0.35 91.49 0.00 Service Dead+Wind 300 deg- 19.47 -1.43 -0.82 -46.34 79.17 0.00 Service Dead+Wind 330 deg- 19.47 -0.82 -1.43 -80.00 45.50 0.00 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K KK K 1 0.00 -19.470.00 -0.00 19.47 _._...__._.._ 0.00 0.000% , 2 0.00 -23.36 -7.37 0.00 23.36 7.36 0.003% 3 0.00 -17.52 -7.37 0.00 17.52 7.37 0.003% 4 3.68 -23.36 -6.38 -3.68 23.36 6.38 0.001% 5 3.68 -17.52 -6.38 -3.68 17.52 6.38 0.001% 6 6.38 -23.36 -3.68 -6.38 23.36 3.68 0.001% 7 6.38 -17.52 -3.68 -6.38 17.52 3.68 0.001% 8 7.37 -23.36 0.00 -7.36 23.36 -0.00 0.003% 9 7.37 -17.52 0.00 -7.37 17.52 -0.00 0.003% 10 6.38 -23.36 3.68 -6.38 23.36 -3.68 0.001% 11 6.38 -17.52 3.68 -6.38 17.52 -3.68 0.001% 12 3.68 -23.36 6.38 -3.68 23.36 -6.38 0.001% 13 3.68 -17.52 6.38 -3.68 17.52 -6.38 0.001% 14 0.00 -23.36 7.37 0.00 23.36 -7.36 0.003% 15 0.00 -17.52 7.37 0.00 17.52 -7.37 0.003% 16 -3.68 -23.36 6.38 3.68 23.36 -6.38 0.001% 17 -3.68 -17.52 6.38 3.68 17.52 -6.38 0.001% 18 -6.38 -23.36 3.68 6.38 23.36 -3.68 0.001% 19 -6.38 -17.52 3.68 6.38 17.52 -3.68 0.001% 20 -7.37 -23.36 0.00 7.36 23.36 -0.00 0.003% 21 -7.37 -17.52 0.00 7.37 17.52 -0.00 0.003% 22 -6.38 -23.36 -3.68 6.38 23.36 3.68 0.001% 23 -6.38 -17.52 -3.68 6.38 17.52 3.68 0.001% 24 -3.68 -23.36 -6.38 3.68 23.36 6.38 0.001% 25 -3.68 -17.52 -6.38 3.68 17.52 6.38 0.001% 26 0.00 -40.48 0.00 0.00 40.48 -0.00 0.002% 27 0.00 -40.48 -1.12 0.00 40.48 1.12 0.000% 28 0.56 -40.48 -0.97 -0.56 40.48 0.97 0.000% 29 0.97 -40.48 -0.56 -0.97 40.48 0.56 0.000% 30 1.12 -40.48 0.00 -1.12 40.48 -0.00 0.000% 31 0.97 -40.48 0.56 -0.97 40.48 -0.56 0.000% 32 0.56 -40.48 0.97 -0.56 40.48 -0.97 0.000% 33 0.00 -40.48 1.12 0.00 40.48 -1.12 0.000% 34 -0.56 -40.48 0.97 0.56 40.48 -0.97 0.000% 35 -0.97 -40.48 0.56 0.97 40.48 -0.56 0.000% 36 -1.12 -40.48 0.00 1.12 40.48 -0.00 0.000% 37 -0.97 -40.48 -0.56 0.97 40.48 0.56 0.000% 38 -0.56 -40.48 -0.97 0.56 40.48 0.97 0.000% 39 0.00 -19.47 -1.65 0.00 19.47 1.65 0.005% 40 0.82 -19.47 -1.43 -0.82 19.47 1.43 0.005% 41 1.43 -19.47 -0.82 -1.43 19.47 0.82 0.005% 42 1.65 -19.47 0.00 -1.65 19.47 -0.00 0.005% 43 1.43 -19.47 0.82 -1.43 19.47 -0.82 0.005% 44 0.82 -19.47 1.43 -0.82 19.47 -1.43 0.005% tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 19 • Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 45 0.00 -19.47 1.65 0.0019.47 -1.65 0.005% 46 -0.82 -19.47 1.43 0.82 19.47 -1.43 0.005% 47 -1.43 -19.47 0.82 1.43 19.47 -0.82 0.005% 48 -1.65 -19.47 0.00 1.65 19.47 -0.00 0.005% 49 -1.43 -19.47 -0.82 1.43 19.47 0.82 0.005% 50 -0.82 -19.47 -1.43 0.82 19.47 1.43 0.005% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 12 0.00000001 0.00005831 3 Yes 12 0.00000001 0.00005646 4 Yes 13 0.00000001 0.00011497 5 Yes 13 0.00000001 0.00010069 6 Yes 13 0.00000001 0.00011483 7 Yes 13 0.00000001 0.00010060 8 Yes 12 0.00000001 0.00005831 9 Yes 12 0.00000001 0.00005647 10 Yes 13 0.00000001 0.00011343 11 Yes 13 0.00000001 0.00009966 12 Yes 13 0.00000001 0.00011431 13 Yes 13 0.00000001 0.00010025 14 Yes 12 0.00000001 0.00005812 15 Yes 12 0.00000001 0.00005633 16 Yes 13 0.00000001 0.00011238 17 Yes 13 0.00000001 0.00009896 18 Yes 13 0.00000001 0.00011252 19 Yes 13 0.00000001 0.00009906 20 Yes 12 0.00000001 0.00005805 21 Yes 12 0.00000001 0.00005628 22 Yes 13 0.00000001 0.00011391 23 Yes 13 0.00000001 0.00009999 24 Yes 13 0.00000001 0.00011303 25 Yes 13 0.00000001 0.00009940 26 Yes 6 0.00000001 0.00003190 27 Yes 13 0.00000001 0.00007684 28 Yes 13 0.00000001 0.00007869 1 29 Yes 13 0.00000001 0.00007914 30 Yes 13 0.00000001 0.00007814 31 Yes 13 0.00000001 0.00007779 32 Yes 13 0.00000001 0.00007645 33 Yes 13 0.00000001 0.00007426 34 Yes 13 0.00000001 0.00007362 35 Yes 13 0.00000001 0.00007314 36 Yes 13 0.00000001 0.00007288 37 Yes 13 0.00000001 0.00007455 38 Yes 13 0.00000001 0.00007593 39 Yes 10 0.00000001 0.00008563 40 Yes 10 0.00000001 0.00008001 41 Yes 10 0.00000001 0.00008011 42 Yes 10 0.00000001 0.00008582 43 Yes 10 0.00000001 0.00007983 44 Yes 10 0.00000001 0.00007923 45 Yes 10 0.00000001 0.00008460 46 Yes 10 0.00000001 0.00007883 47 Yes 10 0.00000001 0.00007874 - 48 Yes 10 0.00000001 0.00008441 49 Yes 10 0.00000001 0.00007903 50 Yes 10 0.00000001 0.00007963 tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 20 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ftin Comb. ° L1 87.5-75 _.. 3.482 41 0.4658 0.0000 L2 75-73.25 2.450 41 0.2267 0.0000 L3 73.25-51.25 2.367 41 0.2263 0.0000 L4 51.25-40 1.357 41 0.2072 0.0000 L5 40-0 0.894 41 0.1844 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 87.50 Canister Load1 41 3.482 0.4658 0.0000 4044 84.00 RR65-18-04DP 41 3.143 0.3720 0.0000 4044 83.00 DHHTT65B-3XR 41 3.050 0.3471 0.0000 4044 79.00 Canister Load2 41 2.709 0.2651 0.0000 2394 73.25 Canister Load3 41 2.367 0.2263 0.0000 5215 70.00 DC6-48-60-18-8F 41 2.218 0.2278 0.0000 910777 60.00 XXQLH-654L4H8-IVT 41 1.755 0.2211 0.0000 118787 56.25 Canister Load4 41 1.583 0.2156 0.0000 62240 51.25 Canister Load5 41 1.357 0.2072 0.0000 34224 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 87.5-75 15.563 6 2.0868 0.0001 L2 75-73.25 10.941 6 1.0103 0.0000 L3 73.25-51.25 10.571 6 1.0086 0.0000 L4 51.25-40 6.068 6 0.9256 0.0000 L5 40-0 3.998 6 0.8240 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ° ft ft Comb.._._..`_- in 87.50 Canister Load1 6 15.563 2.0868 0.0001 899 84.00 RR65-18 04DP 6 14.044 1.6645 0.0001 899 83.00 DHHTT65B-3XR 6 13.626 1.5525 0.0001 899 79.00 Canister Load2 6 12.102 1.1835 0.0000 532 73.25 Canister Load3 6 10.571 1.0086 0.0000 1160 70.00 DC6-48-60-18-8F 6 9.909 1.0155 0.0000 286719 60.00 XXQLH-654L4H8-IVT 6 7.844 0.9865 0.0000 27941 56.25 Canister Load4 6 7.074 0.9626 0.0000 14289 51.25 Canister Load5 6 6.068 0.9256 0.0000 7760 Compression Checks tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 21 Pole Design Data . Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P, ft ft ft in K K en L1 87.5-75(1) P4.5x0.628 12.50 0.00 0.0 7.6392 -4.10 240.63 0.017 L2 75-73.25(2) P30x0.375 1.75 0.00 0.0 34.901 -4.36 1520.46 0.003 1 L3 73.25-51.25 P30x0.375 22.00 0.00 0.0 34.901 -12.78 1520.46 0.008 (3) 1 L4 51.25-40(4) P30x0.375 11.25 0.00 0.0 34.901 -16.93 1520.46 0.011 1 L5 40-0(5) P30x0.375 40.00 0.00 0.0 34.901 -23.36 1520.46 0.015 1 Pole Bending Design Data Section Elevation OW Mux 4Ratio Mu �Y y AMY Ratios No. Mux Muy ft kip-ft kip-ft Mnx kip-ft kip-ft Mn L1 87.5-75(1) P4.5x0.628 11.73 24.93 0.471 0.00 24.93 0.000 L2 75-73.25(2) P30x0.375 14.56 1139.33 0.013 0.00 1139.33 0.000 L3 73.25-51.25 P30x0.375 92.32 1139.33 0.081 0.00 1139.33 0.000 (3) L4 51.25-40(4) P30x0.375 151.83 1139.33 0.133 0.00 1139.33 0.000 L5 40-0(5) P30x0.375 414.43 1139.33 0.364 0.00 1139.33 0.000 Pole Shear Design Data Section Elevation Size Actual 4V„ Ratio Actual dT„ Ratio i No. Vu Vu Tu Tu ft K K ._.b,V, kip-ft kip-ft $Tu L1.__ 87.5-75(1) P4.5x0.628 1.62 72.19 0.022 0.00 24.57 0.000 L2 75-73.25(2) P30x0.375 1.62 490.01 0.003 0.00 1030.85 0.000 L3 73.25-51.25 P30x0.375 4.63 490.01 0.009 0.00 1030.85 0.000 (3) L4 51.25-40(4) P30x0.375 5.62 490.01 0.011 0.00 1030.85 0.000 L5 40-0(5) P30x0.375 7.38 490.01 0.015 0.00 1030.85 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu Mux Mu,, Vu Tu Stress Stress ft $P„ OK. ay_ Ratio Ratio L1 87.5-75(1) 0.017 0.471 0.000 0.022 0.000 0.488 1.050 4.8.2 ._ - L2 75-73.25(2) 0.003 0.013 0.000 0.003 0.000 0.016 1.050 4.8.2 L3 73.25-51.25 0.008 0.081 0.000 0.009 0.000 0.090 1.050 4.8.2 (3) L4 51.25-40(4) 0.011 0.133 0.000 0.011 0.000 0.145 1.050 4.8.2 L5 40-0(5) 0.015 0.364 0.000 0.015 0.000 0.379 1.050 4.8.2 tnxTower Report-version 8.0.5.0 N. September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 22 Section Capacity Table Section Elevation Component Size Critical P oPaiiox, % Pass No. ft Type Element K K Capacity Fail L1 87.5-75 Pole P4.5x0.628 1 -4.10 252.66 46.5 Pass L2 75-73.25 Pole P30x0.375 2 -4.36 1596.48 1.5 Pass L3 73.25-51.25 Pole P30x0.375 3 -12.78 1596.48 8.5 Pass L4 51.25-40 Pole P30x0.375 4 -16.93 1596.48 13.8 Pass L5 40-0 Pole P30x0.375 5 -23.36 1596.48 36.1 Pass Summary Pole(L1) 46.5 Pass RATING= 46.5 Pass tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 23 APPENDIX B—SEISMIC LOADING RISA-3D OUTPUT tnxTower Report-version 8.0.5.0 Y • z X 13 12 11 10 9 8 7 6 5 4 3 2 N1 14 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 45 44 43 42 41 40 39 38 37 36 35 65 N64 N63 62 61 60 59 N58 57 N56 55 54 N53 52 N51 N50 49 48 47 146 Paul J. Ford and Company SK- 1 Robert Kozak 87.5 ft Monopole/Washington Square Mall Sept 30, 2019 at 1:09 PM PJF 37519-3378/ BU 879... 37519-3378.001.7805_Concealme... Company J.Ford and Company Sept 30,2019 I RISA Designer RobertKozak 1:09 PM Job Number PJF 37519-3378/BU 879570 Checked By: . Model Name : 87.5 ft Monopole/Washington Square Mall -(Global) Model Settings Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in"2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 _ Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Standard Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) - RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 100F Concrete Code None Masonry Code None Aluminum Code None- Building Stainless Steel Code None Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max% Steel for Column 8 RISA-3D Version 17.0.3 [G:\...\...\...\...\...\37519-3378.001.7805_Concealment.rt3] Page 1 Company : Paul J.Ford and Company Sept 30,2019i IRISA Designer : RobertKozak 1:09 PM Job Number PJF 37519-3378/BU 879570 Checked By: Model Name : 87.5 ft Monopole/Washington Square Mall (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct X .03 Ct Z .03 T X(sec) 1.476 T Z(sec) 1.476 R X 1.5 R Z 1.5 Ct Exp.X .8 Ct Exp. Z .8 SD1 .447 SDS .724 S1 .426 TL (sec) 16 Risk Cat I or II Drift Cat Other Om Z 1 Om X 1 Cd Z 4 Cd X 4 Rho Z 1 Rho X 1 Hot Rolled Steel Properties Label E[ksi] G[ks] Nu Therm(/1 E..,Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A53-B-35 29000 11200 .295 .65 .49 35 1.5 58 1.2 2 API 5LX52 29000 11200 .295 .65 .49 52 1.1 58 1.2 Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shane Type Design List Material Design Ru es 1 M1 N1 N13 ANT_LEG_L1 Column Pipe A53-B-35 Typica 2 M2 N14 N1 ANT_LEG_L2 Column Pipe API 5LX52 Typica 3 M3 N15 N14 ANT_LEG_L3 Column Pipe API5LX52 TVpica 4 M4 N35 N15 ANT_LEG_L4 Column Pipe API 5LX52 Typica 5 M5 N46 N35 ANT_LEG_L5 Column Pipe API 5LX52 Typica Load Combinations Description Sol..PD...SR..BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact..BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 Dead Only Y 1 1 2 (1.2+0.2...Yes y 1 1.345 SX.. 1 3 (1.2+0.2 ...Yes y 1 1.345 SZ.. 1 Dynamics Input Number of Modes 20 Load Combination Number 1 -Dead Only Acceleration of Gravity 32.2 (ft/sec^2) Convergence Tolerance 0.0001 RISA-3D Version 17.0.3 [G:\...\...\...\...\...\37519-3378.001.7805_Concealment.rt3] Page 2 Company : Paul J.Ford and Company Sept 30,2019 IiIRISA ge1:09 PM Job DesiNnumberr PJFRobert37519-3Kozak378/BU 879570 Checked By: Model Name : 87.5 ft Monopole/Washington Square Mall -Response Spectra Data X Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used All 20 modes Mode No. for Signs Modal Combination Method CQC Damping Ratio 5 Percent Z Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used All 20 modes Mode No. for Signs Modal Combination Method CQC Damping Ratio 5 Percent Frequencies/Participation Mode Number Frequency Period Percent Modal Participation (Hz) (Sec) X Spectra Y Spectra Z Spectra 1 .678 1.476 35.878 37.361 2 .678 1.476 37.361 35.878 , 3 2.921 .342 3.495 2.808 4 2.921 .342 2.808 3.495 5 6.174 .162 7.488 .129 6 6.174 .162 .129 7.488 7 13.36 .075 2.807 8 13.36 .075 2.807 9 19.493 .051 2.606 10 19.493 .051 2.606 11 29.523 .034 .283 12 29.523 .034 .283 13 30.722 .033 86.769 14 39.789 .025 1.892 15 39.789 .025 1.892 16 62.265 .016 1.002 17 62.265 .016 1.002 18 89.918 .011 .821 19 89.918 .011 .821 20 93.934 .011 3.534 Totals : 96.569 90.303 96.569 Spectra Scaling Factor Scaling Factor Z: .731 Scaling Factor X: .731 Envelope Member Section Forces Member Sec Axial[kj LC y Shear[k] LC z Shear[k] LC Toraue[k-... LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 4.627 2 1.25 2 1.25 3 0 3 7.853 3 7.856 2 2 min 4.627 3 0 3 0 2 0 2 -.001 2 .002 3 3 2 max .233 2 .193 2 .193 3 0 3 0 3 0 3 4 min .233 3 0 3 0 2 0 2 0 2 0 2 - 5 M2 1 max 4.923 2 1.279 2 1.278 3 0 3 9.986 3 9.991 2 6 min 4.923 3 0 3 0 2 0 2 -.002 2 .002 3 , 7 2 max 4.627 2 1.279 2 1.278 3 0 3 7.853 3 7.856 2 8 min 4.627 3 0 3 _ 0 2 0 2 -.001 2 .002 , 3 9 M3 1 max 14.41 2 2.529 2 2.529 3 0 3 51.125 3 52.235 2 10 min 14.41 3 0 3 0 2 0 2 -.465 2 .645 3 11 2 max 5.669 2 1.448 2 1.448 3 0 3 9.986 3 9.991 2 RISA-3D Version 17.0.3 [G:\...\...\...\...\...\37519-3378.001.7805_Concealment.rt3] Page 3 Company : Paul J.Ford and Company Sept 30,2019 IiIRISA Designer Robert Kozak 1:09 PM Job Number PJF 37519-3378/BU 879570 Checked By: _ Model Name : 87.5 ft Monopole/Washington Square Mall Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shear[kt_ LC Toraue[k-... LC v-v Mome... LC z-z Mome... LC 12 min 5.669 3 0 3 0 2 0 2 -.002 2 .002 3 ' 13 M4 1 max 19.057 2 3.021 2 3.021 3 0 3 81.897 3 83.024 2 14 min 19.057 3 0 3 0 2 0 2 -.473 2 .655 3 15 2 max 17.052 2 2.835 2 2.835 3 0 3 51.125 3 52.235 2 16 min 17.052 3 0 3 0 2 0 2 -.465 2 .645 3 17 M5 1 max 26.184 2 3.339 2 3.339 3 0 3 206.497 3 207.657 2 18 min 26.184 3 0 3 0 2 0 2 -.486 2 .673 3 19 2 max 19.057 2 3.045 2 3.045 3 0 3 81.897 3 83.024 2 20 min 19.057 3 0 3 0 2 0 2 -.473 2 .655 3 Envelope Joint Reactions Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N46 max 0 3 26.184 3 0 2 .486 2 0 3 .673 3 2 min -3.339 2 26.184 2 -3.339 3 -206.497 3 0 2 -206.31 2 3 Totals: max 0 3 26.184 3 0 2 4 min -3.339 2 26.184 2 -3.339 3 Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code C...Loc[ft] LC Shear... Loc[ft] Dir LC phi*Pnc[k] phi*Pnt[k]phi`Mn y-...phi*Mn z-...Cb Eon 1 M1 P4.5x0.628 .325 0 2 .017 0 2 1240.633 240.633 24.932 24.932 1 H1-lb 2 M2 P30x0.375 .010 0 2 .003 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-lb - 3 M3 P30x0.375 .051 0 2 .005 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-1b 4 M4 P30x0.375 .079 0 2 .006 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-lb 5 M5 P30x0.375 .191 0 2 .007 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-lb RISA-3D Version 17.0.3 [G:\...\...\...\...\...\37519-3378.001.7805_Concealment.rt3] Page 4 • PJFPAUL J. FORD PJF Job#: 37519-3378.001.7805 & COMPANY Engineer RCK 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Name: WASHINGTON SQUARE MALL Phone 614.221.6679 www.pauljford.com Site#: 879570 Version 1.1 -Effective Date X/XX/16 RISA-3D SEISMIC FACTORS Degrees Minutes Seconds Latitude= 45 27 10.69 Longitude = -122 46 41.31 Latitude= 45.4530 degrees Longitude = -122.7781 degrees USGS Seismic Link Seismic Design Data Seismic Importance Factor 1.00 Ss 0.981 (from USGS) S� 0.426 (from USGS) Site Class D (from geo or assume D) SDS 0.724 (from USGS) SD, 0.447 (from USGS) Seismic Design Category D (ASCE 7-10 Section 11.6-1) Base Seismic Force Resisting System Cantilever Monopole Design Base Shear(kips) 4.568 (RISA-3D Unscaled Shear) Cs 0.171 (Cs =VMI) R 1.50 (ASCE 7-10 Table 15.4-2) Seismic Analysis Procedure Modal Analysis TL= 16 sec(from ASCE 7-10) Risk Category = II W= 19.470 k(Total Seismic Weight from RISA-3D) Tactual = 1.476 sec(Mode 1 Period from RISA-3D) Csmin= 0.0319 (ASCE 7-10 Eq. 15.4-1 & 15.4-2) Csmax= 0.2019 (ASCE 7-10 Eq. 12.8-3 & 12.8-4) Cs= 0.4827 (ASCE 7-10 Eq. 12.8-2) Cs use = 0.2019 Base Shear Multiplier= 0.85 Static Shear= 3.9309 k Scaling Factor= 0.731 V= 3.339 k(base shear from RISA-3D results) September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 24 APPENDIX C BASE LEVEL DRAWING tnxTower Report-version 8.0.5.0 September 30, 2019 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 25 (OTHER CONSIDERED EQUIPMENT) (OTHER CONSIDERED EQUIPMENT) ,r (3) 1-7/16" TO 83 FT LEVEL (6) 1-5/8" TO 84 FT LEVEL t • Y (PROPOSED EQUIPMENT CONFIGURATION) a4 •• (2) 3/8" TO 70 FT LEVEL o,� X �. (5) 3/4' TO 70 FT LEVEL •s•*f••./ (PROPOSED EQUIPMENT CONFIGURATION) (12) 7/8" TO 60 FT LEVEL BUSINESS UNIT'8795TO TOWER ID C_BASELEVEL tnxTower Report-version 8.0.5.0 September 30, 201b 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37519-3378.001.7805, Order 482306, Revision 0 Page 26 APPENDIX D ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.5.0 CCI Flagpole Tool .r CROWN CASTLE Site Data • BU#: 879570 Site Name: Order#: Code Code: TIA-222-H Ice Thickness: 2 in SPINE Windspeed(V): 120 mph Ice Wind Speed(V): 30 mph /c tel. `� STIFFENER Exposure Category: C i ( �/ (n P) FLANGE BOLT HOLES ��rz � (TYP) Topographic Feature: N/A „V71[9 — — "4 tRisk Category: IIIFLANGE PLATE Tower Information Total Tower Height: 87.5 ft Base Tower Height: 51.25 ft FLANGE PLATE Total Canister Length: 36.25 ft {TYPE 4:SOLIDITY RATIO 0.55) Number of Canister Assembly Sections: 4 Mating Mating Canister Canister Flange Flange Plate Canister Canister Section Number of Sides Plate Solidity Vent Assembly Assembly Plate Plate Weight Weight Number*: Canister Section Type: Ratio Length(ft): Length(ft): Diameter(in): Thickness Diameter (Kip): (Kip) (in)**: (in): 1 8.5 78 Round 4 1.25 78 0.55 1.863 0.347 0-0 2 5.75 78 Round 1 2.00 15 0.45 0.090 0.235 0-0 3 17 78 Round 4 1.25 78 0.55 1.863 0.694 0-0 4 5 78 Round 4 1.25 78 0.55 1.863 0.204 0-0 *Sections are numbered from the top of the tower down **Mating Flange Plate Thickness at the bottom of canister section Flag on Tower: No Truck Ball on Tower: No Geometry:Base Tower +Spine 37519-3378.001.7805.eri (last saved 09/30 11:04 am) Top Bottom Wall Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete 87.5 12.5 0 4.5 4.5 0.628 nja A53-B-35 [x] 1.75 0 30 30 0.375 nja API 5LX52 [x] 22 0 30 30 0.375 nja API 5LX52 [x] 3 35 11.25 0 30 30 0.375 nja API 5LX52 [x] 40 0 30 30 0.375 n/a API 5LX52 [x] Discrete Loads:CFAF for Canister Assembly Page 1 of 2 CCIFlagpole Tool(2.2.0) Canister Apply CFAF at Canister Assembly Canister Loading Elevation(z) CFAF CFAF CFAF CFAF CFAF Assembly Weight (ft) No Ice(ft2) 1/2"Ice(ft2) 1"Ice(ft2) 2"Ice(ft2) 4"Ice(ftZ) Weight No 1/2"Ice Ice(Kip) (Kip) Canister Load 1 87.5 12.431 30.777 31.167 31.946 33.504 0.174 0.377 Canister Load 2 79 20.841 51.597 52.250 53.556 56.169 2.154 2.496 Canister Load 3 73.25 33.272 82.374 83.417 85.502 89.673 0.555 1.100 Canister Load 4 56.25 32.175 79.658 80.667 82.683 86.717 2.312 2.840 Canister Load 5 51.25 7.313 18.104 18.333 18.792 19.708 1.965 2.085 Deflection Check Required: Yes Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection ***(inches) 13.050 2.125 Sufficient ***Relative deflection under service level wind speed Page 2 of 2 CClflagpole Tool(2.2.0) PJF PA U L J. F O R D Job Number: 37519-3378.001.7805 Page: 1 /1 & C O M P A N Y By: RCK Date: 9/30/2019 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Number: 879570 Version: 0.6 Phone 614.221.6679 www.pauljford.com Site Name:\SHINGTON SQUARE MP Effective: 2/1/2016 ©Copyright 2019 by Paul J.Ford&Company,all rights reserved. CODE: TIA-222-H ASIF: 1.00 EEI FLANGE CONCEALMENT CALCULATIONS (75 Ft) FLANGE CONNECTION REACTIONS EEI Kit Number Custom Moment 11.73 kip*ft Flange Elevation 75.00 ft Shear 1.62 kips Axial 4.10 kips STIFFENER INFORMATION Overrides Stiffener Quantity 4 4 Max Allowable Capacity 100% Width (in) 4.5 4.50 Electrode(ksi) E70 Height(in) 9 9.00 Thickness(in) 0.5 0.50 ,1f, Horizontal Fillet Weld 0.25 0.250 1 l Vertical Fillet Weld 0.25 0.250 Stiffener Grade(ksi) 36 36 RING PLATE INFORMATIONmy 1 IN Thickness(in) 2 2.00 ID(in) 10 10.00 'Ratings per W \ / OD(in) 15 15.00 TIA-222-H Section 15.5 `~`�,""'--• Ring Plate Grade(ksi) 36 36 FLANGE CONNECTION RESULTS Bolts 19.8% Passing BOLT INFORMATION Bolt Quantity 4 4 Ring Plate 34.7% Passing Size(in) 0.75 0.75 Bolt Circle(in) 12 12.0 Weld-Stiffener&Ring Plate 47.6% Passing Bolt Specification A325 A325 Weld-Spine&Stiffener 22.4% Passing SPINE INFORMATION Spine Wall Tear Out/Punching Shear 6.5% Passing Size 4XXS 4XXS Pipe Grade A56-B-35 A56-B-35 Max Tension In Stiffeners 12.5 kips Fy(ksi) 35 35 Max Compression in Stiffeners 14.6 kips Fu (ksi) 60 60 Stiffener Bending 19.5% Passing Pipe OD(in) 4.5 4.50 Stiffener Shear 40.8% Passing Pipe Thickness(in) 0.628 0.628 Stiffener Combined Shear&Bending 49.5% Passing CRWN Monopole Flange Plate Connection Elevation=75 ft. CV CASTLE BU# 879570 Applied Loads Site Name Moment(kip-ft) 11.73 Order# Axial Force(kips) 4.10 Shear Force(kips) 1.62 TIA-222 Revision' H I *T1A-222-H Section 15.5 Applied Top Plate-Internal Bottom Plate-Internal jt_ 0 O ® ® 0 o Connection Properties Bolt Data (4)3/4"0 bolts(A32S N;Fy=92 ksi,Fu=120 ksi)on 12"BC Top Plate Data Bottom Plate Data 10"ID x 1"Plate(A36;Fy=36 ksi,Fu=58 ksi) 10"ID x 1"Plate(A36;Fy=36 ksi,Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 4.5"x 0.628"round pole(A53-B-35;Fy=35 ksi,Fu=60 ksi) 30"x 0.375'round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) Analysis Results Bolt Capacity Max Load(kips) 10.69 Allowable(kips) 30.05 Stress Rating: 33.9% ?C ; Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): - Max Stress(ksi): 19.13 (Flexural) Allowable Stress(ksi): - Allowable Stress(ksi): 32.40 Stress Rating: N/A Stress Rating: 56.2% Pas Tension Side Stress Rating: N/A Tension Side Stress Rating: 19.5% Pass CClplate -version 3.6.0 Analysis Date:9/30/2019 Monopole Flange Plate Connection Elevation=40 ft. �, CROWN BU# 879570 Applied Loads Site Name Moment(kip-ft) 151.83 Order# Axial Force(kips) 16.93 Shear Force(kips) 5.62 TIA-222 Revision' H *TIA-222-H Section 15.5 Applied Top Plate-Internal Bottom Plate-Internal O 0 0 Em 0 0 0 0 0 0 0 © C� 0 0 0 0 0 00000 000 Connection Properties Bolt Data (23)1"0 bolts(A325 N;Fy=92 ksi,Fu=120 ksi)on 26"BC pos.(deg): 0,15,30,45,60,75,90,105,120,135,150,165,180,195,210,225,240,255,270,285,300,315,330 Top Plate Data Bottom Plate Data 22"ID x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) 22"ID x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) Analysis Results Bolt Capacity Max Load(kips) 12.51 Allowable(kips) 54.54 Stress Rating: 21.8% Pass Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): 10.55 (Flexural) Max Stress(ksi): 10.55 (Flexural) Allowable Stress(ksi): 32.40 Allowable Stress(ksi): 32.40 Stress Rating: 31.0% Pass Stress Rating: 31.0% Pass Tension Side Stress Rating: 6.9% Pass Tension Side Stress Rating: 6.9% Pass CClplate -version 3.6.0 Analysis Date:9/30/2019 II It I Monopole Base Plate ConnectionCROWN y CASTLE Site Info BU# 879570 Site Name Order# O 0 - 1OO O Analysis Considerations TIA-222 Revision H © O Grout Considered: No ler(in) 0.75 O 0 Applied Loads Moment(kip-ft) 414.43 Axial Force(kips) 23.36 ® 0 Shear Force(kips) 7.38 `TIA-222-H Section 15.5 Applied 0 0 Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (14)1-1/2"0 bolts(A193 Gr.B7 N;Fy=105 ksi,Fu=125 ksi)on 35"BC Pu_c=42.24 cl)Pn_c=148.05 Stress Rating Vu=0.53 4,Vn=44.42 27.2% . Base Plate Data Mu=n/a 4Mn=n/a Pass 41"OD x 2"Plate(A36;Fy=36 ksi,Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 9.43 (Flexural) N/A Allowable Stress(ksi): 32.4 Stress Rating: 27.7% Pass Pole Data 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) CCI plate-version 3.6.0 Analysis Date:9/30/2019 Drilled Pier Foundation RQWN BU#: 879570 k.i CROWN Site Name: CASTLE Order Number: TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation pplied Loads r- x Soil Lateral Capacity Compression Uplift A..I TIA-222-H Section 15.5:MI MI Uplift D„_0(ft from TOC) 3.85 - N/A L' Moment(kip-ft) 414.43 Soil Safety Factor 6.01 - Axial Force(kips) 23.36 Max Moment(kip-ft) 444.82 - Shear Force(kips) 7.38 Rating* 21.1% - Soil Vertical Capacity Compression Uplift Material Properties Skin Friction(kips) 161.99 Concrete Stren.th,fc: 3 ksi End Bearing(kips) 294.52 - Rebar Stren.th,F : 60 ksi Weight of Concrete(kips) 54.78 - Total Capacity(kips) 456.51 - ". , Pier Desi n Da Axial(kips) 78.14 - Depth 15 ft Rating* 16.3% - Ext.Above Grade 0.5 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 3.84 - From 0.5'above grade to 15'below grade Critical Moment(kip-ft) 444.81 - Pier Diameter 5 ft Critical Moment Capacity 2000.04 - Rebar Quantity 18 Rating* 21.2% - Rebar Size 9 Clear Cover to Ties 3 in Soil Interaction Rating* 21.1% _ Tie Size 5 Structural Foundation Rating* 21.2% *Rating per TIA-222-H Section 15.5 Groundwater Depth N/A ft #of Layers 3 Angle of Calculated Calculated Ultimate Skin Ult.Gross TopBottom Thickness g Ultimate Skin ywi yco„„te Cohesion Ultimate Skin Ultimate Skin Friction CompBearingSPT Blow Layer Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override p Capacity Count yp (degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf) 1 0 0.3 0.3 0 150 0 0 0.000 0.000 0.00 Cohesionless 2 0.3 2.5 2.2 125 150 0 0 0.000 0.000 0.00 Cohesionless 3 2.5 15 12.5 125 150 1 25 1.005 1.005 1.10 20 Silty Version 2.1.1 I i i . ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CML ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 253.57 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.453 Location Soil Class: D-Stiff Soil Longitude: -122.7782 �� r I�m I�,�u r 14•11s.444,A A 4 ;'w:' .4 . f G0 i e , 1 , 11 *A 1111111,1 i i ! Y •.4. �,^^ s f • • [„ +.'.... .,s. 1 Portland s t. .r. Vr4- r.+s' GJ I; i t F.' z�1. "Wirer, ;ancai 2 65 era ,.,•fid,. ' 11,;••,..,,•;;.- ._r �• �� i x�a 1 o , ■f II i i j i 4 _ E 3S 1�,j . £. `"'may,, . s a• • I .xJ N......:---:, ct � -' fes',^* Ih :I Y t 4,0i n r i t „ A...1g str.a� r z :_ 1 w u ` 4 s.y31 c.r . , , sz. s''---d . . *OA,. O r �*N+rw. y �r4 j , • '` ,� �._��,-�. aria'" +�.".- �;` ,y `,,"- 'if .1X). 1 - - --Air ,jj: 4 ,_,,Z".."...---. .. Y• ,,t �ln t. ' cC_ 3 _ 4y r :,Ate sa3rsnuur�lN i ` "�M t. r, k` ,�' u..; II N. 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 Sep 30 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 Sep 30 2019 AS CE AMY°ERICAN SSC {i CVL E RNEERS Seismic • Site Soil Class: D -Stiff Soil Results: Ss : 0.981 Sos : 0.724 Si : 0.426 So, : 0.447 Fa : 1.108 TL : 16 F, : 1.574 PGA: 0.429 Sons : 1.086 PGA M : 0.459 SM, : 0.67 FPGA : 1.071 le : 1 Seismic Design Category D 1.2 MCER Response Spectrum 0 8 7. Design Response Spectrum 1 0 0.7 • 0.6 } 0.8 0.5 0.6 . 0.4 0.4 ♦ 0 3 0.2 02 $ 0.1 0 0 I 0 2 4 6 8 10 12 14 16 18 0 2 4 6 3 10 12 14 16 18 Sa(g)vs T(s) Sa(g)vs T(s) Data Accessed: Mon Sep 30 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 Sep 30 2019 AsCE. AMERICAN SOCIETY OF CIVi ENGINEERS 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 Sep 30 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 Sep 30 2019