Loading...
HomeMy WebLinkAboutPermit (6) r -a)i`�z RECEIVED Zv. COPY c ku JUL 27 Z022 CITY OF TIGARD C Rei " 'IKi DIVISION Date: September 25, 2021 ;. CAST L E Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: DISH Network Co-Locate Site Number: PRPDX00342A Site Name: OR-CCI-T-825028 Crown Castle Designation: BU Number: 825028 Site Name: King City JDE Job Number: 660660 Work Order Number: 1981271 Order Number: 561493 Rev. 1 Engineering Firm Designation: Crown Castle Project Number: 1981271 Site Data: 13680 SW Pacific Highway, Tigard,Washington County, OR Latitude 45°25'14.2", Longitude-122°47'3.5" 99 Foot-Monopole Tower Crown Castle 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 has been performed in accordance with the 2019 Oregon Structural Specialty Code based upon an ultimate 3-second gust wind speed of 97 mph. Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. Structural analysis prepared by: Matthew Schmitt Z PROFfs'S Respectfully submitted by: (74,P V� �G I N fF? %yr 60829PE OREGONg 9 1j 9°' h�Maged (Matthew)Abdel-Messih, P.E. C y Senior Project Engineer A EMI:- Expires: 12/31/2021 Maged Digitally Abdel Messih Abdel-Messih 0 021A9.2621:52:45 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1981271, Order 561493, Revision 1 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- LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 3 1)INTRODUCTION This tower is a 99 ft Monopole tower designed by Engineered Endeavors, Inc. The tower has been modified to accommodate additional loading. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.852 Seismic S1: 0.394 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Mounting Line Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size (in) 3 fujitsu TA08025-6604 88 0 3 fujitsu TA08025-B605 87.0 3 jma wireless MX08FRO665-21 w/Mount Pipe 1 1-1/2 1 raycap RDIDC-9181-PF-48 87.0 1 tower mounts Commscope MC-PK8-DSH Table 2-Other Considered Equipment Center Number Mounting Line Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size(in) 3 commscope FFHH-65C-R3 w/Mount Pipe 2 commscope HCS 2.0 3 nokia AEHC w/Mount Pipe 96.0 96.0 3 nokia AHFIG 2 1-1/2 3 nokia AHLOA 1 tower mounts Platform Mount[LP 303- 1_KCKR-HR-11 3 commscope DHHTT65B-3XR w/Mount Pipe samsung 3 RRH-B8 80.0 80.0 telecommunications 3 1-7/16 1 tower mounts Side Arm Mount[SO 102-3] 1 tower mounts Side Arm Mount[SO 701-3] 3 samsung POWER JUNCTION CYLINDER 57.0 telecommunications 55.0 3 samsung RRH-P4 telecommunications 55.0 1 tower mounts Side Arm Mount[SO 102-3] 53.0 3 samsung OPTIC FIBER JUNCTION tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 4 Center Number Mounting Line Antenna Number Feed Level (ft) Elevation of Manufacturer Antennas Lines Size(in) Antenna Model of Feed Line (ft) telecommunications CYLINDER 3 Samsung RRH-C2A W/EXT FILTER telecommunications 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 3472511 CCISITES 4-POST-MODIFICATION INSPECTION 9094559 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 3485467 CCISITES 4-TOWER MANUFACTURER DRAWINGS 6388772 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 7812888 CCISITES 3.1) Analysis Method tnxTower(version 8.1.1.0), 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. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section Elevation(ft) Component Type Size Critical SF*P allow % No. Element P(K) (K) Capacity Pass t Fail Li 99-67 Pole TP26x26x0.375 1 -11.88 998.49 19.3 Pass L2 67-31.79 Pole TP30.75x25.5x0.1875 2 -14.95 840.87 53.9 Pass L3 31.79-0 Pole TP35x29.7787x0.25 3 -19.53 1302.88 52.1 Pass Summary Pole(L2) 53.9 Pass Rating= 53.9 Pass tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 5 Table 5-Tower Component Stresses vs. Capacity -LC5 Notes Component [Elevation (ft) % Capacity Pass/Fail 1 Flange Bolts 67 35.8 Pass 1 Flange Plate 67 20.8 Pass 1 Anchor Rods 0 58.2 Pass 1 Base Plate 0 30.3 Pass 1 Base Foundation (Structure) 0 24.0 Pass 1 Base Foundation (Soil Interaction) 0 38.1 Pass Structure Rating (max from all components)= 58.2% Notes: 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 8.1.1.0 9Y.0M - T— 1----1 __ J -- II MATERIAL STRENGTH -I I GRADE 1 Fy Fu GRADE Fy Fu 11I _i A53•645 35 kr _.._.. 60 kei A572-50 50 kW 66 lad I 1I TOWER DESIGN NOTES _J_ 1,-/ Il Ili 1. Tower is located in Washington County,Oregon. gg o S 2. Tower designed for Exposure B to the TIA-222-H Standard. $ - ^ I. o M 3. Tower designed for a 97.00 mph basic wind in accordance with the TIA-222-H Standard. 8 6 r R, 4. Tower is also designed for a 30.00 mph basic wind with 1.50 in ice.Ice is considered to increase in thickness with height I 5. Deflections ere based upon a 60.00 mph wind. ' I 1 6, Tower Risk Category II. J 7, Topographic Category 1 with Crest Height of 0.0000 ft 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.38 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 10. TOWER RATING:53.9% 67.0a [l o iI - CiI E JJ a 8 , o mQ f ^ - r :. OvN O Y ,q p J N i ALL REACTIONS ARE FACTORED S IAXIAL h 318k SHEAR MOMENT 3 K/ J 282 kip-ft TORQUE 0 kip-It SEISMIC AXIAL 8 '' 34 K ri a R le i 7 SHEARf MOMENT 6 gi P, 1 K j 0 106 kip-It TORQUE 0 kip-ft 1 30.00 mph WIND-1.5000 in ICE AXIAL 20 K SHEAR MOMENT 7 K ( -� 558 kip-ft 0.011 g m TORQUE 0 klp-ft REACTIONS-97.00 mph WIND e `O 6 5 Y 2 ❑ a° a Crown Castle '°h•BUN 825028 CASTLE 2000 Corporate Drive Caw* PA 15317 -- crown Castle q Mathew Schmitt Canonsburg, The Foundation for a Weeleee World Phone:(724)416-2000 Ood*: TIA-222-H °°e'09/25/21 sue.: NTS Path- _ E-1 FAX' _ cuvwN.euzsoamwo.,cam,.saw�rmeae.r�saaxwerws.w..,x.iw..r�No. September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493; Revision 1 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: • Tower is located in Washington County, Oregon. • Tower base elevation above sea level: 265.0000 ft. • Basic wind speed of 97.00 mph. • Risk Category II. • Exposure Category B. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.0000 ft. • Nominal ice thickness of 1.5000 in. • Ice thickness is considered to increase with height. • Ice density of 56.00 pcf. • A wind speed of 30.00 mph is used in combination with ice. • Temperature drop of 50.00 °F. • Deflections calculated using a wind speed of 60.00 mph. • CCISeismic Note: Seismic loads generated by CCISeismic 3.38. • CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. • A non-linear(P-delta)analysis was used. • Pressures are calculated at each section. • Stress ratio used in pole design is 1. • Tower analysis based on target reliabilities in accordance with Annex S. • Load Modification Factors used: Kes(Fw) = 0.95, Kes(t)= 0.85, Kes(Ev and Eh) = 1.0. • Maximum demand-capacity ratio is: 1.05. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs 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 J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression J Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice J Bypass Mast Stability Checks J Consider Feed Line Torque Always Use Max Kz J Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Ni 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 J 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 8.1.1.0 99 Ft Monopole Tower Structural Analysis September 25, 502 Project Number 1981271, Order 561493, Revision 1 CC/BU No 825 Page 88 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 99.0000- 32.0000 0.00 Round 26.0000 26.0000 0.3750 A53-B-35 67.0000 (35 ksi) L2 67.0000- 35.2100 4.42 18 25.5000 30.7500 0.1875 0.7500 A572-50 31.7900 (50 ksi) L3 31.7900- 36.2100 18 29.7787 35.0000 0.2500 1.0000 A572-50 0.0000 (50 ksi) Tapered Pole Properties Section Tip Dia. Area I r C !/C J WC w wit in in2 in' in in in3 in° in2 in L1 26.0000 30.1887 2478.4250 9.06D8 13.0000 190.6481 4956.8499 15.0854 0.0000 0 26.0000 30.1887 2478.4250 9.0608 13.0000 190.6481 4956.8499 15.0854 0.0000 0 L2 25.8645 15.0641 1219.4128 8.9859 12.9540 94.1341 2440.4302 7.5335 4.1580 22.176 31.1954 18.1885 2146.4080 10.8497 15.6210 137.4053 4295.6403 9.0960 5.0820 27.104 L3 30.8467 23.4310 2581.1800 10.4827 15.1276 170.6273 5165.7564 11.7177 4.8011 19.204 35.5014 27.5741 4206.7704 12.3363 17.7800 236.6013 8419.0762 13.7897 5.7200 22.88 Tower Gusset Gusset Gusset GradeAdjust Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 99.0000- 1 1 1 _.._ 67.0000 L2 67.0000- 1 1 1 31.7900 L3 31.7900- 1 1 1 0.0000 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 p/f --.. Calculation in in TYPE 11(1-7/18) C No Surface Ar 80.0000- 3 3 -0.200 1.4370 0.74 ,.. (CaAa) 0.0000 0.000 CUI2PSM9P6XXX(1- C No Surface Ar 87.0000- 1 1 -0.300 1.6000 2.35 1/2) (CaAa) 0.0000 -0.300 Feed Line/Linear Appurtenances - Entered As Area _. .. .. . .:._a.�,w Description Face Allow ExcludeWe Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft fe t pft Calculation HCS 2.0 Part 3(1- A No No Inside Pole 96.0000- 1 No Ice 0.0000 1.71 1/2) 0.0000 1/2"Ice 0.0000 1.71 1"Ice 0.0000 1.71 2"Ice 0.0000 1.71 ASU9325TYP01_ A No No Inside Pole 96.0000- 1 No Ice 0.0000 1.61 CCIV2(1-1/2) 0.0000 1/2"Ice 0.0000 1.61 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCl BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 9 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ff/ft plf Calculation 1"Ice 0.0000 1.61 2"Ice 0.0000 1.61 Feed Line/Linear Appurtenances Section Areas 1 Tower Tower Face AR AR CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ff2 to ft2 K L1 99.0000-67.0000 A 0.000 0.000 0.000 0.000 0.10 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 8.804 0.000 0.08 L2 67.0000-31.7900 A 0.000 0.000 0.000 0.000 0.12 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 20.813 0.000 0.16 L3 31.7900-0.0000 A 0.000 0.000 0.000 0.000 0.11 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 18.791 0.000 0.15 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Seotio Elevation or Thickness In Face Out Face n ft Leg in ft2 fP fP le K L1 99.0000-67.0000 A 1.399 0.000 0.000 0.000 0.000 0.10 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 20.345 0.000 0.29 L2 67.0000-31.7900 A 1.327 0.000 0.000 0.000 0.000 0.12 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 45.637 0.000 0.60 L3 31.7900-0.0000 A 1.182 0.000 0.000 0.000 0.000 0.11 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 41.204 0.000 0.54 Feed Line Center of Pressure Section _ Elevation CPx CPz CPx CPz toe Ice ft in in in in L1 99.0000-67.0000 0.8321 2.2008 0.8735 2.1208 L2 67.0000-31.7900 1.1702 3.5057 1.2977 3.5940 L3 31.7900-0.0000 1.2048 3.6102 1.3765 3.8132 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka tnxTower Report-version 8.1.1.0 99 Ft Monopole Tower Structural Analysis September 25, 2021 Project Number 1981271, Order 561498 Revision 1 CCI BU No 825028 Page 10 Tower Feed Line Description Feed Line Section Record No. K. Segment No Ice L1 Elev. TYPE 11(1-7/16) 67.00- 1.0000 1.0000 0.00 L11L3 CUI2PSM9P6XXX(1-1/2) 6700- 1.0000 1.0000 7.00 L2TYPE 11(1-7/16) 3879- 1.0000 1.0000 0L2CU12PSM9P6XXX(1-1/2) 36 79- 1 0000 1.0000 67.00 TYPE II(1-7/16) 0.00-31.79 1.0000 1.0000 L3CU12PSM9P6X00( 1-1/2 0.00-31.79 1.0000 1.0000 User Defined Loads - Seismic Description Elevation - Offset Azimuth E En. En: En From Angle Centroid 98 CCISeismic Tower Section 1- .0000 ft ft I 0.00 K K K 0.0000 O.D3 0.00 0 DO 0.07 CCISeismic Tower Section 1 - 92.0000 2 0.00 0.0000 0.14 0.00 0.00 0.31 CCISeismic Tower Section 1 - 82.0000 3 0.00 0.0000 0.14 0.00 0.00 0.24 CCISeismic Tower Section 1- 72.0000 4 0.00 0.0000 0.14 0.00 0.00 0.19 CCISeismic Tower Section 2- 64.3950 1 0.00 0.0000 0.04 0.00 0.00 0.04 CCISeismic Tower Section 2- 56.7900 2 0.00 0.0000 0.07 0.00 0.00 0.06 CCISeismic Tower Section 2- 46.7900 3 0.00 0.0000 0.08 0.00 0.00 0.04 CCISeismic Tower Section 2- 36.7900 4 0.00 0.0000 0.08 0.00 0.00 0.03 CCISeismic Tower Section 3- 33.1050 1 0.00 0.0000 0.07 0.00 0.00 0.02 CCISeismic Tower Section 3- 25.0000 2 0.00 0.0000 0.11 0.00 0.00 0.02 CCISeismic Tower Section 3- 15.0000 3 0.00 0.0000 0.12 0.00 0.00 0.01 CCISeismic Tower Section 3- 5.0000 4 0.00 0.0000 0.13 0.00 0.00 0.00 CCISeismic commscope 96.0000 0.00 0.0000 0.02 0.00 0.00 0.05 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope 96.0000 0.00 0.0000 0.02 0.00 0.00 0.05 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope 96.0000 0.00 0.0000 0.02 0.00 0.00 0.05 FFHH-65C-R3 w/Mount Pipe CCISeismic nokia AEHC w/ 96.0000 Mount Pipe 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic nokia AEHC w/ 96.0000 Mount Pipe 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic nokia AEHC w/ 96.0000 Mount Pipe 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic commscope HCS 96.0000 2.0 D.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic commscope HCS 96.0000 2.0 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic nokia AHFIG 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic nokia AHFIG CCISeismic nokia AHFIG 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic nokia AHLOA 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic nokia AHLOA 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 tnxTower Report-version 8.1.1.0 1 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 11 Description Elevation Offset Er.et Azimuth E° En: En From Angle Centroid ft ft K K K K CCISeismic nokia AHLOA 96.0000 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic tower mounts 96.0000 0.00 0.0000 0.24 0.00 0.00 0.58 Platform Mount[LP 303- 1 KCKR-HR-1] CCISeismic(2)tower mounts 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 8'x 2"Mount Pipe CCISeismic(2)tower mounts 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 8'x 2"Mount Pipe CCISeismic(2)tower mounts 96.0000 0.00 0.0000 0.01 0.00 0.00 0.02 8'x 2"Mount Pipe CCISeismic jma wireless 87.0000 0.00 0.0000 0.01 0.00 0.00 0.03 MX08FRO665-21 w/Mount Pipe CCISeismic jma wireless 87.0000 0.00 0.0000 0.01 0.00 0.00 0.03 MX08FRO665-21 w/Mount Pipe CCISeismic jma wireless 87.0000 0.00 0.0000 0.01 0.00 0.00 0.03 MX08FRO665-21 w/Mount Pipe CCISeismic fujitsu TA08025- 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 B604 CCISeismic fujitsu TA08025- 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 B604 CCISeismic fujitsu TA08025- 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 B604 CCISeismic fujitsu TA08025- 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 B605 CCISeismic fujitsu TA08025- 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 8605 CCISeismic fujitsu TA08025- 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 B605 CCISeismic raycap RDIDC- 87.0000 0.00 0.0000 0.00 0.00 0.00 0.01 9181-PF-48 CCISeismic tower mounts 87.0000 0.00 0.0000 0.24 0.00 0.00 0.47 Commscope MC-PK8-DSH CCISeismic(2)tower mounts 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 8'x 2"Mount Pipe CCISeismic(2)tower mounts 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 8'x 2"Mount Pipe CCISeismic(2)tower mounts 87.0000 0.00 0.0000 0.01 0.00 0.00 0.02 8'x 2"Mount Pipe CCISeismic commscope 80.0000 0.00 0.0000 0.01 0.00 0.00 0.02 DHHTT65B-3XR w/Mount Pipe CCISeismic commscope 80.0000 0.00 0.0000 0.01 0.00 0.00 0.02 DHHTT65B-3XR w/Mount Pipe CCISeismic commscope 80.0000 0.00 0.0000 0.01 0.00 0.00 0.02 DHHTT65B-3XR w/Mount Pipe CCISeismic samsung 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-B8 CCISeismic samsung 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-B8 CCISeismic samsung 80.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-B8 CCISeismic tower mounts 80.0000 0.00 0.0000 0.03 0.00 0.00 0.04 Side Arm Mount[SO 701-3] CCISeismic tower mounts 80.0000 0.00 0.0000 0.01 0.00 0.00 0.02 Side Arm Mount[SO 102-3] CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 12 Description Elevation Offset Azimuth E En= En: En From Angle Centroid ft ft K K K K JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-P4 CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-P4 CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH-P4 CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 telecommunications RRH- C2A W/EXT FILTER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic samsung 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic tower mounts 55.0000 0.00 0.0000 0.01 0.00 0.00 0.01 Side Arm Mount[SO 102-3] CCISeismic tower mounts 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 7'x2"Antenna Mount Pipe CCISeismic tower mounts 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 7'x2"Antenna Mount Pipe CCISeismic tower mounts 55.0000 0.00 0.0000 0.00 0.00 0.00 0.00 7'x2"Antenna Mount Pipe CCISeismic nokia HCS 2.0 92.5000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (89ft to96ft) CCISeismic nokia HCS 2.0 84.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (79ft to89ft) CCISeismic nokia RCS 2.0 74.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (69ft to79(t) CCISeismic nokia HCS 2.0 64.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (59ft to69ft) CCISeismic nokia HCS 2.0 54.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (49ft to59ft) CCISeismic nokia HCS 2.0 44.0000 0.00 0.0000 0.00 0.00 O.00 0.00 Part 3(1-1/2)From 0 to 96 (39ftto49ft) CCISeismic nokia HCS 2.0 34.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (29ft to39ft) CCISeismic nokia HCS 2.0 24.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96 (19ft to29ft) CCISeismic nokia HCS 2.0 14.0000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96(9ft tol9ft) CCISeismic nokia HCS 2.0 4.5000 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 96(Oft to9ft) CCISeismic nokia 92.5000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCI V2(1- tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 13 Description Elevation Offset Azimuth Ev Er. Ells En From Angle Centroid ft ft K K K K 1/2)From 0 to 96(89ft to96ft) CCISeismic nokia 84.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96(79ft to89ft) CCISeismic nokia 74.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96 T69ft to79ft) CCISeismic nokia 64.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYPO1_CCIV2(1- 1/2)From 0 to 96(59ft to69ft) CCISeismic nokia 54.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01 CCIV2(1- 1/2)From 0 to 96 T49ft to5911) CCISeismic nokia 44.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01 CCIV2(1- 1/2)From 0 to 96(39ft to49ft) CCISeismic nokia 34.0000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CCIV2(1- 1/2)From 0 to 96(29ft to39ft) CCISeismic nokia 24.0000 0.00 0.0000 0.00 0.00 0.00 0.00 AS U9325TYP01_CCI V2(1- 1/2)From 0 to 96 T19ft to29ft) CCISeismic nokia 14.0000 0.00 0.0000 0.00 0.00 0.00 0.00 AS U9325TYP01_CC I V 2(1- 1/2)From 010 96(9ft to19ft) CCISeismic nokia 4.5000 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01_CC IV2(1- 1/2)From 0 to 96(Oft to9ft) ' CCISeismic(3)sprint TYPE 79.5000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(79ft to80ft) CCISeismic(3)sprint TYPE 74.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(69ft to79ft) CCISeismic(3)sprint TYPE 64.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(59ft to69ft) CCISeismic(3)sprint TYPE 54.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(49ft to59ft) CCISeismic(3)sprint TYPE 44.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to BO(39ft to49ft) CCISeismic(3)sprint TYPE 34.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(29ft to39ft) CCISeismic(3)sprint TYPE 24.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(19ft to29ft) CCISeismic(3)sprint TYPE 14.0000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(9ft to 19ft) CCISeismic(3)sprint TYPE 4.5000 0.00 0.0000 0.00 0.00 0.00 0.00 11(1-7/16)From 0 to 80(Oft to9ft) CCISeismic cui 83.0000 0.00 0.0000 0.00 0.00 0.00 0.00 CU 12PS M9 P6XXX(1-1/2) From 0 to 87(79ft to87ft) CCISeismic cui 74.0000 0.00 0.0000 0.00 0.00 0.00 0.00 CU12PSM9P6XXX(1-1/2) From 0 to 87(69ft to79ft) CCISeismic cui 64.0000 0.00 0.0000 0.00 0.00 0.00 0.00 C U 12 P S M 9 P6XXX(1-1/2) From 0 to 87(59ft to69ft) CCISeismic cui 54.0000 0.00 0.0000 0.00 0.00 0.00 0.00 CU12PSM9P6XXX(1-1/2) From 0 to 87(49ft 1o59ft) CCISeismic cui 44.0000 0.00 0.0000 0.00 0.00 0.00 0.00 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 14 Description Elevation Offset Azimuth E° Em. Eh: Eh From Angle Centroid ft ft ° K K K K CU 12PSM9P6XXX(1-1/2) From 0 to 87(39ft to49ft) CCISeismic cui 34.0000 0.00 0.0000 0.00 0.00 0.00 0.00 CU 12PSM9P6XXX(1-1/2) From 0 to 87(29ft to39ft) CCISeismic cui 24.0000 0.00 0.0000 0.00 0.00 0.00 0.00 C U 12PSM9P6XXX(1-1/2) From 0 to 87(19ft to29ft) CCISeismic cui 14.0000 0.00 0.0000 0.00 0.00 0.00 0.00 CU 12 PSM9 P6XXX(1-1/2) From 0 to 87(9ft to19ft) CCISeismic cui 4.5000 0.00 0.0000 0.00 0.00 0.00 0.00 CUI2PSM9 P6XXX(1-1/2) From 0 to 87 Oft to9ft) 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 FFHH-65C-R3 w/Mount A From Leg 4.0000 0.0000 96.0000 No Ice 12.9700 6.2000 Pipe 0.00 1/2" 13.6200 6.7700 0.30 0.00 Ice 14.2700 7.3600 0,45 1"Ice 15.6200 8.5700 0.79 2"Ice FFHH-65C-R3 w/Mount B From Leg 4.0000 0.0000 96.0000 No Ice 12.9700 6.2000 0.16 Pipe 0.00 1/2" 13.6200 6.7700 0.30 0.00 Ice 14.2700 7.3600 0.45 1"Ice 15.6200 8.5700 0.79 2"Ice FFHH-65C-R3 w/Mount C From Leg 4.0000 0.0000 96.0000 No Ice 12.9700 6.2000 0.16 Pipe 0.00 1/2" 13.6200 6.7700 0.30 0.00 Ice 14.2700 7.3600 0.45 1"Ice 15.6200 6.5700 0.79 2"Ice AEHC w/Mount Pipe A From Leg 4.0000 0.0000 96.0000 No Ice 6.9100 2.7700 0.11 0.00 1/2" 7.4000 3.1500 0.16 0.00 Ice 7.9100 3.5500 0.22 1"Ice 8.9900 4.3900 0.36 2"Ice AEHC w/Mount Pipe B From Leg 4.0000 0.0000 96.0000 No Ice 6.9100 2.7700 0.11 0.00 1/2" 7.4000 3.1500 0.16 0.00 Ice 7.9100 3.5500 0.22 1"Ice 8.9900 4.3900 0.36 2"Ice AEHC wi Mount Pipe C From Leg 4.0000 0.0000 96.0000 No Ice 6.9100 2.7700 0.11 0.00 1/2" 7.4000 3.1500 0.16 0.00 Ice 7.9100 3.5500 0.22 1"Ice 8.9900 4.3900 0.36 2"Ice HCS 2.0 A From Leg 4.0000 0.0000 96.0000 No Ice 0.9444 0.6977 0.00 0.00 1/2" 1.0784 0.8174 0.01 0.00 Ice 1.2206 0.9441 0.02 1"Ice 1.5273 1.2185 0.05 2"Ice HCS 2.0 B From Leg 4.0000 0.0000 96.0000 No Ice 0.9444 0.6977 0.00 0.00 1/2" 1.0784 0.8174 0.01 0.00 Ice 1.2206 0.9441 0.02 1"Ice 1.5273 1.2185 0.05 2"Ice tnxTower Report-version 8.1.1.0 99 Ft Monopole Tower Structural Analysis September 25, 2021 Project Number 1981271, Order 561493, Revision 1 CC!BU No 825028 Page 15 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen CPA'" Si Weight Leg Lateral Front Side Vert ft ft ft ft2 K ft ft AHFIG A From Leg 4.0000 0.0000 96.0000 No Ice 3.0820 1.4039 0.08 0.00 1/2" 3.3135 1.5861 0.10 0.00 Ice 3.5524 1.7753 0.12 1"Ice 4.0524 2.1747 0.18 AHFIG B From Leg 4.0000 0.0000 96.0000 Nolce Ice 3.0820 1.4039 0.08 0.00 1/2" 3.3135 1.5861 0.10 0.00 Ice 3.5524 1.7753 0.12 1"Ice 4.0524 2.1747 0.18 AHFIG C From Leg 4.0000 0.0000 96.0000 Nolce Ice 3.0820 1.4039 0.08 0.00 1/2" 3.3135 1.5861 0.10 0.00 Ice 3.5524 1.7753 0.12 1"Ice 4.0524 2.1747 0.18 2" AHLOA A From Leg 4.0000 0.0000 96.0000 Nolce Ice 2.2289 1.3906 0.08 0.00 1/2" 2.4225 1.5518 0.10 0.00 Ice 2.6235 1.7200 0.12 1"Ice 3.0477 2.0817 0.18 AHLOA B From Leg 4.0000 0.0000 96.0000 NolCe Ice 2.2289 1.3906 0.08 0.00 1/2" 2.4225 1.5518 0.10 0.00 Ice 2.6235 1.7200 0.12 1"Ice 3.0477 2.0817 0.18 2" AHLOA C From Leg 4.0000 0.0000 96.0000 Nolce Ice 2.2289 1.3906 0.08 0.00 1/2" 2.4225 1.5518 0.10 0.00 Ice 2.6235 1.7200 0.12 1"Ice 3.0477 2.0817 0.18 Platform Mount[LP 303- C None 2"Ice 1_KCKR-HR-1] 0.0000 96.0000 No Ice 28.3100 28.3100 1.77 1/2" 35.6900 35.6900 2.30 Ice 43.1100 43.1100 2.94 1"Ice 58.2100 58.2100 4.60 2" (2)8'x 2"Mount Pipe A From Leg 4.0000 0.0000 96.0000 Nolce Ice 1.9000 1.9000 0.03 0.00 1/2" 2.7281 2.7281 0.04 0.00 Ice 3.4009 3.4009 0.06 1"Ice 4.3962 4.3962 0.12 (2)8'x 2"Mount Pipe B From Leg 4.0000 0.0000 96.0000 No Ice Ice 1.9000 1.9000 0.03 0.00 1/2" 2.7281 2.7281 0.04 0.00 Ice 3.4009 3.4009 0.06 1"Ice 4.3962 4.3962 0.12 2" (2)8'x 2"Mount Pipe C From Leg 4.0000 0.0000 96.0000 No Ice Ice 1.9000 1.9000 0.03 0.00 1/2" 2.7281 2.7281 0.04 0.00 . 1"IceIce 4.39623.4009 43.39624009 0.120.06 2"Ice MX08FRO665-21 w/ A From Leg 4.0000 0.0000 87.0000 No Ice 8.0100 4.2300 0.11 Mount Pipe 0.00 1/2" 8.5200 4.6900 0.19 1.00 Ice 9.0400 5.1600 0.29 1"Ice 10.1100 6.1200 0.52 2"Ice MX08FRO665-21 w/ B From Leg 4.0000 0.0000 87.0000 No Ice 8.0100 4.2300 0.11 Mount Pipe 0.00 1/2" 8.5200 4.6900 0.19 1.00 Ice 9.0400 5.1600 0.29 1"Ice 10.1100 6.1200 0.52 2"Ice MX08FRO665-21 w/ C From Leg 4.0000 0.0000 87.0000 No Ice 8.0100 4.2300 0.11 Mount Pipe 0.00 1/2" 8.5200 4.6900 0.19 1.00 Ice 9.0400 5.1600 0.29 1"Ice 10.1100 6.1200 0.52 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis COI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 16 Description Face Offset Offset is Azimuth Placement CAAA ..=�.�CnAn Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 2"Ice 1A08025-B604 A From Leg 4.0000 0.0000 87.0000 No Ice 1.9635 0.9811 0.06 0.00 1/2" 2.1378 1.1117 0.08 1.00 Ice 2.3195 1.2496 0.10 1"Ice 2.7052 1.5477 0.15 2"Ice TA08025-6604 B From Leg 4.0000 0.0000 87.0000 No Ice 1.9635 0.9811 0.06 0.00 1/2" 2.1378 1.1117 0.08 1.00 Ice 2.3195 1.2496 0.10 1"Ice 2.7052 1.5477 0.15 2"Ice TA08025-6604 C From Leg 4.0000 0.0000 87.0000 No Ice 1.9635 0.9811 0.06 0.00 1/2" 2.1378 1.1117 0.08 1.00 Ice 2.3195 1.2496 0.10 1"Ice 2.7052 1.5477 0.15 2"Ice TA08025-B605 A From Leg 4.0000 0.0000 87.0000 No Ice 1.9635 1.1295 0.08 0.00 1/2" 2.1378 1.2666 0.09 1.00 Ice 2.3195 1.4112 0.11 1"Ice 2.7052 1.7225 0.16 2"Ice 1A08025-B605 B From Leg 4.0000 0.0000 87.0000 No Ice 1.9635 1.1295 0.08 0.00 1/2" 2.1378 1.2666 0.09 1.00 Ice 2.3195 1.4112 0.11 1"Ice 2.7052 1.7225 0.16 2"Ice 1A08025-B605 C From Leg 4.0000 0.0000 87.0000 No Ice 1.9635 1.1295 0.08 0.00 1/2" 2.1378 1.2666 0.09 1.00 Ice 2.3195 1.4112 0.11 1"Ice 2.7052 1.7225 0.16 2"Ice RDIDC-9181-PF-48 A From Leg 4.0000 0.0000 87.0000 No Ice 2.3118 1.2931 0.02 0.00 1/2" 2.5022 1.4479 0.04 1.00 Ice 2.7000 1.6101 0.06 1"Ice 3.1179 1.9566 0.12 2"Ice Commscope MC-PK8-DSH C None 0.0000 87.0000 No Ice 34.2400 34.2400 1.75 1/2" 62.9500 62.9500 2.10 Ice 91.6600 91.6600 2.45 1"Ice 149.0800 149.0800 3.15 2"Ice (2)8'x 2"Mount Pipe A From Leg 4.0000 0.0000 87.0000 No Ice 1.9000 1.9000 0.03 0.00 1/2" 2.7281 2.7281 0.04 0.00 Ice 3.4009 3.4009 0.06 1"Ice 4.3962 4.3962 0.12 2"Ice (2)8'x 2"Mount Pipe B From Leg 4.0000 0.0000 87.0000 No Ice 1.9000 1.9000 0.03 0.00 1/2" 2.7281 2.7281 0.04 0.00 Ice 3.4009 3.4009 0.06 1"Ice 4.3962 4.3962 0.12 2"Ice (2)8'x 2"Mount Pipe C From Leg 4.0000 0.0000 87.0000 No Ice 1.9000 1.9000 0.03 0.00 1/2" 2.7281 2.7281 0.04 0.00 Ice 3.4009 3.4009 0.06 1"Ice 4.3962 4.3962 0.12 2"Ice DHHTT65B-3XR w/Mount A From Leg 2.0000 0.0000 80.0000 No Ice 4.0900 3.2900 0.07 Pipe 0.00 1/2" 4.4800 3.6700 0.13 0.00 Ice 4.8800 4.0600 0.21 1"Ice 5.7000 4.8600 0.39 2"Ice DHHTT65B-3XR wl Mount B From Leg 2.0000 0.0000 80.0000 No Ice 4.0900 3.2900 0.07 Pipe 0.00 1/2" 4.4800 3.6700 0.13 0.00 Ice 4.8800 4.0600 0.21 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 17 Desch tion Face Offt Offssets i ...._.. _.,,. p Offsets: Azimuth Placement CAA C,v4n Weight or Typerz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft .._........_...__...... . 1"Ice 5.7000 4.8600 0.39 2"Ice DHHTT65B-3XR w/Mount C From Leg 2.0000 0.0000 80.0000 No Ice 4.0900 3.2900 0.07 Pipe 0.00 1/2" 4.4800 3.6700 0.13 0.00 Ice 4.8800 4.0600 0.21 1"Ice 5.7000 4.8600 0.39 2"Ice RRH-B8 A From Leg 1.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 0.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice RRH-B8 B From Leg 1.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 0.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice RRH-BB C From Leg 1.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 0.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice Side Arm Mount[SO 701- C None 0.0000 80.0000 No Ice 3.0200 3.0200 0.20 3] 1/2" 4.1800 4.1800 0.24 Ice 5.3300 5.3300 0.28 1"Ice 7.6300 7.6300 0.36 2"Ice Side Arm Mount[SO 102- C None 0.0000 80.0000 No Ice 3.6000 3.6000 0.07 3] 1/2" 4.1800 4.1800 0.11 Ice 4.7500 4.7500 0.14 1"Ice 5.9000 5.9000 0.20 2"Ice POWER JUNCTION A From Leg 1.0000 0.0000 55.0000 No Ice 0.3691 0.3691 0.00 CYLINDER 0.00 1/2" 0.4528 0.4528 0.01 2.00 Ice 0.5470 0.5470 0.01 1"Ice 0.7581 0.7581 0.03 2"Ice POWER JUNCTION B From Leg 1.0000 0.0000 55.0000 No Ice 0.3691 0.3691 0.00 CYLINDER 0.00 1/2" 0.4528 0.4528 0.01 2.00 Ice 0.5470 0.5470 0.01 1"Ice 0.7581 0.7581 0.03 2"Ice POWER JUNCTION C From Leg 1.0000 0.0000 55.0000 No Ice 0.3691 0.3691 0.00 CYLINDER 0.00 1/2" 0.4528 0.4528 0.01 2.00 Ice 0.5470 0.5470 0.01 1"Ice 0.7581 0.7581 0.03 2"Ice RRH-P4 A From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice RRH-P4 B From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice RRH-P4 C From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice RRH-C2A W/EXT FILTER A From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 18 Description Face Offset Offsets: Azimuth Placement CAAA CAA', Weight or Type Holz Adjustmen Front Side Leg Lateral Vert ft ft fP ft2 K ft ° ft -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice RRH-C2A W/EXT FILTER B From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice RRH-C2A W/EXT FILTER C From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice OPTIC FIBER JUNCTION A From Leg 1.0000 0.0000 55.0000 No Ice 0.3888 0.3888 0.00 CYLINDER 0.00 1/2" 0.4753 0.4753 0.01 -2.00 Ice 0.5704 0.5704 0.01 1"Ice 0.7874 0.7874 0.03 2"Ice OPTIC FIBER JUNCTION B From Leg 1.0000 0.0000 55.0000 No Ice 0.3888 0.3888 0.00 CYLINDER 0.00 1/2" 0.4753 0.4753 0.01 -2.00 Ice 0.5704 0.5704 0.01 1"Ice 0.7874 0.7874 0.03 2"Ice OPTIC FIBER JUNCTION C From Leg 1.0000 0.0000 55.0000 No Ice 0.3888 0.3888 0.00 CYLINDER 0.00 1/2" 0.4753 0.4753 0.01 -2.00 Ice 0.5704 0.5704 0.01 1"Ice 0.7874 0.7874 0.03 2"Ice Side Arm Mount[SO 102- C None 0.0000 55.0000 No Ice 3.6000 3.6000 0.07 3] 1/2" 4.1800 4.1800 0.11 Ice 4.7500 4.7500 0.14 1"Ice 5.9000 5.9000 0.20 2"Ice 7'x2"Antenna Mount Pipe A From Leg 0.5000 0.0000 55.0000 No Ice 1.6625 1.6625 0.03 0.00 1/2" 2.3906 2.3906 0.04 0.00 Ice 2.8252 2.8252 0.06 1"Ice 3.7057 3.7057 0.10 2"Ice 7'x2"Antenna Mount Pipe B From Leg 0.5000 0.0000 55.0000 No Ice 1.6625 1.6625 0.03 0.00 1/2" 2.3906 2.3906 0.04 0.00 Ice 2.8252 2.8252 0.06 1"Ice 3.7057 3.7057 0.10 2"Ice 7'x2"Antenna Mount Pipe C From Leg 0.5000 0.0000 55.0000 No Ice 1.6625 1.6625 0.03 0.00 1/2" 2.3906 2.3906 0.04 0.00 Ice 2.8252 2.8252 0.06 1"Ice 3.7057 3.7057 0.10 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 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 1981271, Order 581493, Revision 1 Page 19 Comb. Description No. 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.O 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+Wnd 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 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI 8U No 825028 Project Number 1981271, Order 561493, Revision 1 Page 20 Maximum Member Forces Sectio Elevation Component Condition ._. Gov Axial Major Axis Minor Axis a ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 99-67 Pole Max Tension 14 0.00 0.00 0.00 Max.Compression 26 -21.86 -0.14 0.19 Max.Mx 8 -11.88 -117.89 -0.05 Max.My 2 -11.88 0.06 118.39 Max.Vy 8 5.29 -117.89 -0.05 Max.Vx 14 5.32 -0.07 -118.36 Max.Torque 11 0.16 L2 67-31.79 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -27.44 -0.14 -0.50 Max.Mx 8 -14.95 -301.86 -0.33 Max.My 14 -14.95 -0.14 -303.23 Max.Vy 8 6.55 -301.86 -0.33 Max.Vx 14 6.57 -0.14 -303.23 Max.Torque 11 0.16 L3 31.79-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -34.34 -0.14 -1.41 Max.Mx 8 -19.53 -555.27 -0.69 Max.My 14 -19.53 -0.21 -557.69 Max.Vy 8 7.43 -555.27 -0.69 Max.Vx 14 7.45 -0.21 -557.69 Max.Torque 11 0.16 Maximum Reactions Location Condition Load Vertical ca Horizontal,X Horizontal,Z K K K Comb. Pole Max.Vert 33 34.34 -0.00 -1.32 Max.H„ 21 14.65 7.42 0.00 Max.Hi 2 19.53 0.00 7.44 Max.Mx 2 556.72 0.00 7.44 Max.Mz 8 555.27 -7.42 -0.00 Max.Torsion 11 0.16 -6.43 -3.72 Min.Vert 74 12.43 1.54 2.67 Min.H. 9 14.65 -7.42 -0.00 Min.H„ 14 19.53 -0.00 -7.44 Min.M„ 14 -557.69 -0.00 -7.44 Min.Mz 20 -555.26 7.42 0.00 Min.Torsion 23 -0.16 6.43 3.72 Tower Mast Reaction Summary Load Vertical Shear, Shear: Overturning Overturning Torque Combination Moment,M, Moment, M, K K K kip:ft k_pift kip-ft Dead Only 16.27 0.00 0.00 0.39 -0.01 0.00 1.2 Dead+1.0 wind 0 deg- 19.53 -0.00 -7.44 -556.72 0.19 0.06 No Ice 0.9 Dead+1.0 wind 0 deg- 14.65 -0.00 -7.44 -548.59 0.19 0.06 No Ice 1.2 Dead+1.0 wind 30 deg- 19.53 3.71 -6.45 -481.98 -277.46 -0.02 No Ice 0.9 Dead+1.0 wind 30 deg- 14.65 3.71 -6.45 -474.95 -273.35 -0.03 No Ice 1.2 Dead+1.0 wind 60 deg- 19.53 6.43 -3.72 -277.97 -480.82 -0.10 No Ice 0.9 Dead+1.0 wind 60 deg- 14.65 6.43 -3.72 -273.96 -473.68 -0.10 tnxTower Report-version 8.1.1.0 J September 25, 2021 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 21 Load Vertical Shear, Shear: Overturning Overturning Torque Combination Moment,M, Moment,M: K K K kio-ft kip-ft kip-ft No Ice 1.2 Dead+1,0 Wind 90 deg- 19.53 7.42 0.00 0.69 -555.27 -0.15 No Ice 0.9 Dead+1.0 Wind 90 deg- 14.65 7.42 0.00 0.56 -547.03 -0.15 No Ice 1.2 Dead+1.0 Wind 120 deg 19.53 6.43 3.72 279.27 -480.98 -0.16 -No Ice 0.9 Dead+1.0 Wind 120 deg 14.65 6.43 3.72 275.01 -473.85 -0.16 -No Ice 1.2 Dead+1.0 Wind 150 deg 19.53 3.71 6.45 483.15 -277.81 -0.12 -No Ice 0.9 Dead+1.0 Wind 150 deg 14.65 3.71 6.45 475.87 -273.69 -0.12 -No Ice 1.2 Dead+1.0 Wind 180 deg 19.53 0.00 7.44 557.69 -0.21 -0.06 -No Ice 0.9 Dead+1.0 Wind 180 deg 14.65 0.00 7.44 549.31 -0.20 -0.06 -No Ice 1.2 Dead+1.0 Wind 210 deg 19.53 -3.71 6.45 482.95 277.45 0.03 -No Ice 0.9 Dead+1.0 Wind 210 deg 14.65 -3.71 6.45 475.67 273.34 0.03 -No Ice 1.2 Dead+1.0 Wind 240 deg 19.53 -6.43 3.72 278.94 480.80 0.10 -No Ice 0.9 Dead+1.0 Wind 240 deg 14.65 -6.43 3.72 274.69 473.67 0.10 -No Ice 1.2 Dead+1.0 Wind 270 deg 19.53 -7.42 -0.00 0.29 555.26 0.15 -No Ice 0.9 Dead+1.0 Wind 270 deg 14.65 -7.42 -0.00 0.16 547.02 0.15 -No Ice 1.2 Dead+1.0 Wind 300 deg 19.53 -6.43 -3.72 -278.30 480.97 0.16 -No Ice 0.9 Dead+1.0 Wind 300 deg 14.65 -6.43 -3.72 -274.29 473.83 0.16 -No Ice 1.2 Dead+1.0 Wind 330 deg 19.53 -3.71 -6.45 -482.18 277.80 0.12 -No Ice 0.9 Dead+1.0 Wind 330 deg 14.65 -3.71 -6.45 -475.14 273.68 0.12 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 34.34 0.00 0.00 1.41 -0.14 0.00 1.2 Dead+1.0 Wind 0 34.34 -0.00 -1.32 -103.32 -0.15 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1,O Wind 30 34.34 0.66 -1.14 -89.26 -52.46 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 34.34 1.14 -0.66 -50.88 -90.77 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 34.34 1.32 0.00 1.55 -104.80 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 34.34 1.14 0.66 53.97 -90.79 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 34.34 0.66 1.14 92.34 -52.50 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 34.34 0.00 1.32 106.37 -0.19 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 34.34 -0.66 1.14 92.32 52.12 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 34.34 -1.14 0.66 53.93 90.43 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 34.34 -1.32 -0.00 1.50 104.46 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 34.34 -1.14 -0.66 -50.92 90.45 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 34.34 -0.66 -1.14 -89.29 52.17 0.02 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 16.27 -0.00 -2.68 -198.46 0.07 0.02 Dead+Wind 30 deg-Service 16.27 1.34 -2.32 -171.78 -99.03 -0.01 Dead+Wind 60 deg-Service 16.27 2.32 -1.34 -98.98 -171.60 -0.04 Dead+Wind 90 deg-Service 16.27 2.67 0.00 0.48 -198.17 -0.05 Dead+Wind 120 deg- 16.27 2.32 1.34 99.90 -171.66 -0.06 Service Dead+Wind 150 deg- 16.27 1.34 2.32 172.66 -99.15 -0.04 tnxTower Report-version 8,1.1.0 i 99 Ft Monopole Tower Structural Analysis September 25, 502 Project Number 1981271, Order 561493, Revision 1 CC/BU No Page a28 e 22 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,Al, Service .__._ K K K kip-t kip-h kip-ft Dead+Wind 180 deg- 16.27 0.00 2.68 199.27 -0.08 -0.02 Service Dead+Wind 210 deg- 16.27 -1.34 2.32 172.59 99.02 0.01 Service Dead+Wind 240 deg- 16.27 -2.32 1.34 99.78 171.59 0.04 Service Dead+Wind 270 deg- 16.27 -2.67 -0.00 0.33 198.16 0.05 Service Dead+Wind 300 deg- 16.27 -2.32 -1.34 -99.09 171.65 0.06 Service Dead+Wind 330 deg- 16.27 -1.34 -2.32 -171.86 99.14 0.04 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 21.75 0.00 -3.08 -280.95 -0.01 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 12.43 0.00 -3.08 -272.70 -0.01 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 21.75 1.54 -2.67 -243.25 -140.73 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 12.43 1.54 -2.67 -236.12 -136.53 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 21.75 2.67 -1.54 -140.24 -243.75 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 12.43 2.67 -1.54 -136.17 -236.48 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 21.75 3.08 0.00 0.49 -281.45 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 12.43 3.08 0.00 0.36 -273.06 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 21.75 2.67 1.54 141.21 -243.75 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 12.43 2.67 1.54 136.89 -236.48 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 21.75 1.54 2.67 244.23 -140.73 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 12.43 1.54 2.67 236.83 -136.53 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 21.75 0.00 3.08 281.93 -0.01 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 12.43 0.00 3.08 273.42 -0.01 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 21.75 -1.54 2.67 244.23 140.72 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 12.43 -1.54 2.67 236.83 136.52 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 21.75 -2.67 1.54 141.21 243.73 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 12.43 -2.67 1.54 136.89 236.47 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 21.75 -3.08 0.00 0.49 281.43 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 12.43 -3.08 0.00 0.36 273.05 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 21.75 -2.67 -1.54 -140.24 243.73 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 12.43 -2.67 -1.54 -136.17 236.47 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 21.75 -1.54 -2.67 -243.25 140.72 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 12.43 -1.54 -2.67 -236.12 136.52 -0.00 deg. Solution Summary tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 23 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -16.27 0.00 0.00 16.27 0.00 0.000% 2 -0.00 -19.53 -7.44 0.00 19.53 7.44 0.000% 3 -0.00 -14.65 -7.44 0.00 14.65 7.44 0.000% 4 3.71 -19.53 -6.45 -3.71 19.53 6.45 0.000% 5 3.71 -14.65 -6.45 -3.71 14.65 6.45 0.000% 6 6.43 -19.53 -3.72 -6.43 19.53 3.72 0.000% 7 6.43 -14.65 -3.72 -6.43 14.65 3.72 0.000% 8 7.42 -19.53 0.00 -7.42 19.53 -0.00 0.000% 9 7.42 -14.65 0.00 -7.42 14.65 -0.00 0.000% 10 6.43 -19.53 3.72 -6.43 19.53 -3.72 0.000% 11 6.43 -14.65 3.72 -6.43 14.65 -3.72 0.000% 12 3.71 -19.53 6.45 -3.71 19.53 -6.45 0.000% 13 3.71 -14.65 6.45 -3.71 14.65 -6.45 0.000% 14 0.00 -19.53 7.44 -0.00 19.53 -7.44 0.000% 15 0.00 -14.65 7.44 -0.00 14.65 -7.44 0.000% 16 -3.71 -19.53 6.45 3.71 19.53 -6.45 0.000% 17 -3.71 -14.65 6.45 3.71 14.65 -6.45 0.000% 18 -6.43 -19.53 3.72 6.43 19.53 -3.72 0.000% 19 -6.43 -14.65 3.72 6.43 14.65 -3.72 0.000% 20 -7.42 -19.53 -0.00 7.42 19.53 0.00 0.000% 21 -7.42 -14.65 -0.00 7.42 14.65 0.00 0.000% 22 -6.43 -19.53 -3.72 6.43 19.53 3.72 0.000% 23 -6.43 -14.65 -3.72 6.43 14.65 3.72 0.000% 24 -3.71 -19.53 -6.45 3.71 19.53 6.45 0.000% 25 -3.71 -14.65 -6.45 3.71 14.65 6.45 0.000% 26 0.00 -34.34 0.00 0.00 34.34 0.00 0.000% 27 -0.00 -34.34 -1.32 0.00 34.34 1.32 0.000% 28 0.66 -34.34 -1.14 -0.66 34.34 1.14 0.000% 29 1.14 -34.34 -0.66 -1.14 34.34 0.66 0.000% 30 1.32 -34.34 0.00 -1.32 34.34 -0.00 0.000% 31 1.14 -34.34 0.66 -1.14 34.34 -0.66 0.000% 32 0.66 -34.34 1.14 -0.66 34.34 -1.14 0.000% 33 0.00 -34.34 1.32 -0.00 34.34 -1.32 0.000% 34 -0.66 -34.34 1.14 0.66 34.34 -1.14 0.000% 35 -1.14 -34.34 0.66 1.14 34.34 -0.66 0.000% 36 -1.32 -34.34 -0.00 1.32 34.34 0.00 0.000% 37 -1.14 -34.34 -0.66 1.14 34.34 0.66 0.000% 38 -0.66 -34.34 -1.14 0.66 34.34 1.14 0.000% 39 -0.00 -16.27 -2.68 0.00 16.27 2.68 0.000% 40 1.34 -16.27 -2.32 -1.34 16.27 2.32 0.000% 41 2.32 -16.27 -1.34 -2.32 16.27 1.34 0.000% 42 2.67 -16.27 0.00 -2.67 16.27 -0.00 0.000% 43 2.32 -16.27 1.34 -2.32 16.27 -1.34 0.000% 44 1.34 -16.27 2.32 -1.34 16.27 -2.32 0.000% 45 0.00 -16.27 2.68 -0.00 16.27 -2.68 0.000% 46 -1.34 -16.27 2.32 1.34 16.27 -2.32 0.000% 47 -2.32 -16.27 1.34 2.32 16.27 -1.34 0.000% 48 -2.67 -16.27 -0.00 2.67 16.27 0.00 0.000% 49 -2.32 -16.27 -1.34 2.32 16.27 1.34 0.000% 50 -1.34 -16.27 -2.32 1.34 16.27 2.32 0.000% 51 0.00 -21.75 -3.08 0.00 21.75 3.08 0.000% 52 0.00 -12.43 -3.08 0.00 12.43 3.08 0.000% 53 1.54 -21.75 -2.67 -1.54 21.75 2.67 0.000% 54 1.54 -12.43 -2.67 -1.54 12.43 2.67 0.000% 55 2.67 -21.75 -1.54 -2.67 21.75 1.54 0.000% 56 2.67 -12.43 -1.54 -2.67 12.43 1.54 0.000% 57 3.08 -21.75 0.00 -3.08 21.75 -0.00 0.000% 58 3.08 -12.43 0.00 -3.08 12.43 0.00 0.000% 59 2.67 -21.75 1.54 -2.67 21.75 -1.54 0.000% 60 2.67 -12.43 1.54 -2.67 12.43 -1.54 0.000% 61 1.54 -21.75 2.67 -1.54 21.75 -2.67 0.000% 62 1.54 -12.43 2.67 -1.54 12.43 -2.67 0.000% 63 0.00 -21.75 3.08 0.00 21.75 -3.08 0.000% 64 0.00 -12.43 3.08 0.00 12.43 -3.08 0.000% 65 -1.54 -21.75 2.67 1.54 21.75 -2.67 0.000% 66 -1.54 -12.43 2.67 1.54 12.43 -2.67 0.000% 67 -2.67 -21.75 1.54 2.67 21.75 -1.54 0.000% 68 -2.67 -12.43 1.54 2.67 12.43 -1.54 0.000% 69 -3.08 -21.75 0.00 3.08 21.75 -0.00 0.000% tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCl BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 24 Sum of Applied Forces Sum of Reactions Load PX PY PI PX PY PI %Enor Comb. K K K K K K 70 -3.08 -12.43 0.00 3.08 12.43 0.00 0.000% 71 -2.67 -21.75 -1.54 2.67 21.75 1.54 0.000% 72 -2.67 -12.43 -1.54 2.67 12.43 1.54 0.000% 73 -1.54 -21.75 -2.67 1.54 21.75 2.67 0.000% 74 -1.54 -12.43 -2.67 1.54 12.43 2.67 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00097426 3 Yes 4 0.00000001 0.00041427 4 Yes 6 0.00000001 0.00008867 5 Yes 5 0.00000001 0.00062101 6 Yes 6 0.00000001 0.00009013 7 Yes 5 0.00000001 0.00063192 8 Yes 5 0.00000001 0.00005064 9 Yes 4 0.00000001 0.00060577 10 Yes 6 0.00000001 0.00008733 11 Yes 5 0.00000001 0.00061075 12 Yes 6 0.00000001 0.00009108 13 Yes 5 0.00000001 0.00063819 14 Yes 4 0.00000001 0.00098529 15 Yes 4 0.00000001 0.00042506 16 Yes 6 0.00000001 0.00008949 17 Yes 5 0.00000001 0.00062667 18 Yes 6 0.00000001 0.00008781 19 Yes 5 0.00000001 0.00061436 20 Yes 5 0.00000001 0.00005281 21 Yes 4 0.00000001 0.00062275 22 Yes 6 0.00000001 0.00009111 23 Yes 5 0.00000001 0.00063910 24 Yes 6 0.00000001 0.00008761 25 Yes 5 0.00000001 0.00061321 26 Yes 4 0.00000001 0.00000001 27 Yes 5 0.00000001 0.00034735 28 Yes 5 0.00000001 0.00037231 29 Yes 5 0.00000001 0.00037309 30 Yes 5 0.00000001 0.00035095 31 Yes 5 0.00000001 0.00037784 32 Yes 5 0.00000001 0.00037908 33 Yes 5 0.00000001 0.00035403 34 Yes 5 0.00000001 0.00037716 35 Yes 5 0.00000001 0.00037567 36 Yes 5 0.00000001 0.00034890 37 Yes 5 0.00000001 0.00037137 38 Yes 5 0.00000001 0.00037085 39 Yes 4 0.00000001 0.00009819 40 Yes 4 0.00000001 0.00071171 41 Yes 4 0.00000001 0.00074388 42 Yes 4 0.00000001 0.00012197 43 Yes 4 0.00000001 0.00068623 44 Yes 4 0.00000001 0.00075917 45 Yes 4 0.00000001 0.00009909 46 Yes 4 0.00000001 0.00072805 47 Yes 4 0.00000001 0.00069665 48 Yes 4 0.00000001 0.00012278 49 Yes 4 0.00000001 0.00076290 50 Yes 4 0.00000001 0.00068947 51 Yes 4 0,00000001 0.00042208 52 Yes 4 0.00000001 0.00008222 53 Yes 5 0.00000001 0.00026829 54 Yes 5 0.00000001 0.00008026 55 Yes 5 0.00000001 0.00026778 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 25 56 Yes 5 0.00000001 0.00008014 57 Yes 4 0.00000001 0.00042335 58 Yes 4 0.00000001 0.00008256 59 Yes 5 0.00000001 0.00026969 60 Yes 5 0.00000001 0.00008058 61 Yes 5 0,00000001 0.00026921 62 Yes 5 0.00000001 0.00008046 63 Yes 4 0.00000001 0.00042406 64 Yes 4 0.00000001 0.00008248 65 Yes 5 0.00000001 0.00026913 66 Yes 5 0.00000001 0.00008045 67 Yes 5 0.00000001 0.00026964 68 Yes 5 0.00000001 0.00008056 69 Yes 4 0.00000001 0.00042327 70 Yes 4 0.00000001 0.00008255 71 Yes 5 0.00000001 0.00026773 72 Yes 5 0.00000001 0.00008013 73 Yes 5 0.00000001 0.00026821 74 Yes 5 0.00000001 0.00008024 Maximum Tower Deflections - Service Wind I Section Elevation Hors. Gov. Tilt Twist .e No• Deflection Load ft in Comb. • L1 99-67 11.956 45 0.9004 0.0008 L2 67-31.79 6.028 45 0.8413 0.0006 L3 36.21 -0 1.795 45 0.4436 0.0002 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in • ft 98.0000 CCISeismic Tower Section 1 -1 45 11.763 0.9016 0.0008 55005 96.0000 FFHH-65C-R3 w/Mount Pipe 45 11.378 0.9039 0.0008 55005 92.5000 CCISeismic nokia HCS 2.0 Part 45 10.705 0.9073 0.0008 42311 3(1-1/2)From 0 to 96(89ft to96ft) 92.0000 CCISeismic Tower Section 1 -2 45 10.610 0.9076 0.0008 39289 87.0000 MX08FRO665-21 w/Mount Pipe 45 9.656 0.9095 0.0008 22918 84.0000 CCISeismic nokia HCS 2.0 Part 45 9.090 0.9081 0.0008 18335 3(1-1/2)From 0 to 96(79ft to89ft) 83.0000 CCISeismic cui 45 8.903 0.9072 0.0008 17189 CU12PSM9P6XXX(1-1/2)From 0 to 87(79ft to87ft) 82.0000 CCISeismic Tower Section 1 -3 45 8.716 0.9060 0.0007 16177 80.0000 DHHTT65B-3XR w/Mount Pipe 45 8.345 0.9026 0.0007 14474 79.5000 CCISeismic(3)sprint TYPE 11(1- 45 8.252 0.9015 0.0007 14103 7/16)From 0 to 80(79ft to80ft) 74.0000 CCISeismic nokia HCS 2.0 Part 45 7.252 0.8837 0.0007 11000 3(1-1/2)From 0 to 96(69ft to79ft) 72.0000 CCISeismic Tower Section 1 -4 45 6.897 0.8741 0.0007 10185 64.3950 CCISeismic Tower Section 2-1 45 5.590 0.8188 0.0006 7568 64.0000 CCISeismic nokia HCS 2.0 Part 45 5.524 0.8151 0.0006 7441 3(1-1/2)From 0 to 96(59ft to69ft) 56.7900 CCISeismic Tower Section 2-2 45 4.375 0.7351 0.0005 5632 55.0000 POWER JUNCTION CYLINDER 45 4.105 0.7123 0.0005 5310 54.0000 CCISeismic nokia HCS 2.0 Part 45 3.958 0.6991 0.0005 5146 3(1-1/2)From 0 to 96(49ft to59ft) 46.7900 CCISeismic Tower Section 2-3 45 2.970 0.5980 0.0004 4208 44,0000 CCISeismic nokia HCS 2.0 Part 45 2.626 0.5571 0.0003 3931 3(1-1/2)From 0 to 96(39ft to49ft) 36.7900 CCISeismic Tower Section 2-4 45 1.850 0.4518 0.0002 3454 34.0000 CCISeismic nokia HCS 2.0 Part 45 1.598 0.4126 0.0002 3562 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 26 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 3(1-1/2)From 0 to 96(29ft to39ft) 33.1050 CCISeismic Tower Section 3-1 45 1.523 0.4003 0.0002 3640 25.0000 CCISelsmic Tower Section 3-2 45 0.954 0.2936 0.0001 4808 24.0000 CCISeismic nokia HCS 2.0 Part 45 0.896 0.2810 0.0001 5008 3(1-1/2)From 0 to 96(19ft to29ft) 15.0000 CCISeismic Tower Section 3-3 45 0.473 0.1717 0.0001 8013 14.0000 CCISeismic nokia HCS 2.0 Part 45 0.434 0.1600 0.0001 8586 3(1-1/2)From 0 to 96(9ft to19ft) 5.0000 CCISeismic Tower Section 3-4 45 0.141 0.0565 0.0000 24040 4.5000 CCISeismic nokia HCS 2.0 Part 45 0.126 0.0508 0.0000 24040 3(1-1/2)From 0 to 96(oft to9ft)m Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 99-67 33.568 14 2.5305 0.0023 L2 67-31.79 16.915 14 2.3637 0.0017 L3 36.21 -0 5.032 14 1.2440 0.0006 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. v. Deflection UlfTwist Radius of Load Curvature ft Comb. in 7 ° ft 98.0000 CCISeismic Tower Section 1 -1 14 33.027 2.5338 0.0023 19563 96.0000 FFHH-65C-R3 w/Mount Pipe 14 31.944 2.5403 0.0023 19563 92.5000 CCISeismic nokia HCS 2.0 Part 14 30.054 2.5498 0.0022 15049 3(1-1/2)From 0 to 96(89ft to96ft) 92.0000 CCISeismic Tower Section 1 -2 14 29.785 2.5509 0.0022 13974 87.0000 MX08FR0665-21 w/Mount Pipe 14 27.107 2.5560 0.0022 8151 84.0000 CCISeismic nokia HCS 2.0 Part 14 25.516 2.5523 0.0021 6520 3(1-1/2)From 0 to 96(79ft to89ft) 83.0000 CCISeismic cui 14 24.989 2.5496 0.0021 6113 CU12PSM9P6XXX(1-1/2)From 0 to 87(79ft to87ft) 82.0000 CCISeismic Tower Section 1 -3 14 24.465 2.5461 0.0021 5753 80.0000 DHHTT65B-3XR w/Mount Pipe 14 23.422 2.5365 0.0020 5147 79.5000 CCISeismic(3)sprint TYPE 11(1- 14 23.163 2.5335 0.0020 5015 7/16)From 0 to 80(79ft to8oft) 74.0000 CCISeismic nokia HCS 2.0 Part 14 20.353 2.4834 0.0019 3911 3(1-1/2)From 0 to 96(69ft to79ft) 72.0000 CCISeismic Tower Section 1 -4 14 19.354 2.4562 0.0019 3621 64.3950 CCISeismic Tower Section 2-1 14 15.682 2.3004 0.0017 2691 64.0000 CCISeismic nokia HCS 2.0 Part 14 15.498 2.2900 0.0016 2646 3(1-1/2)From 0 to 96(59ft to69ft) 56.7900 CCISeismic Tower Section 2-2 14 12.271 2.0646 0.0014 2005 55.0000 POWER JUNCTION CYLINDER 14 11.515 2.0003 0.0013 1890 54.0000 CCISeismic nokia HCS 2.0 Part 14 11.102 1.9632 0.0013 1832 3(1-1/2)From 0 to 96(49ft to59ft) 46.7900 CCISeismic Tower Section 2-3 14 8.327 1.6784 0.0010 1499 44.0000 CCISeismic nokia HCS 2.0 Part 14 7.361 1.5633 0.0009 1400 3(1-1/2)From 0 to 96(39ft to49ft) 36.7900 CCISeismic Tower Section 2-4 14 5.185 1.2672 0.0006 1231 34.0000 CCISeismic nokia HCS 2.0 Part 14 4.478 1.1570 0.0005 1269 3(1-1/2)From 0 to 96(29ft to39ft) 33.1050 CCISeismic Tower Section 3-1 14 4.268 1.1223 0.0005 1296 25.0000 CCISeismic Tower Section 3-2 14 2.672 0.8227 0.0003 1712 24.0000 CCISeismic nokia HCS 2.0 Part 14 2.511 0.7873 0.0003 1784 3(1-1/2)From 0 to 96(19ft to29ft) tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 27 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 15.0000 CCISeismic Tower Section 3-3 14 1.323 0.4810 0.0002 2853 14.0000 CCISeismic nokia HCS 2.0 Part 14 1.216 0.4481 0.0001 3057 3(1-1/2)From 0 to 96(9ft to19ft) 5.0000 CCISeismic Tower Section 3-4 14 0.394 0.1582 0.0000 8559 4.5000 CCISeismic nokia HCS 2.0 Part 14 0.354 0.1424 0.0000 8559 30-1/2)From 0 to 96(Oft to9ft) Compression Checks Pole Design Data Section Elevation Size L L KO A P. OP, Ratio No. P. ft ft ft in2 K K 10Pa L1 99-67(1) TP26x26x0.375 32.000 0.0000 0.0 30.188 -11.88 950.95 0.012 0 7 L2 67-31.79(2) TP30.75x25.5x0.1875 35.210 0.0000 0.0 17.796 -14.95 800.83 0.019 0 3 L3 31.79-0(3) TP35x29.7787x0.25 36.210 0.0000 0.0 27.574 -19.53 1240.84 0.016 0 1 Pole Bending Design Data Section Elevation Size M 0Maz Ratio May 4M„y Ratio No. M M y ft kip-ft kip-ft $M krp•ft kip-ft +May L1 99-67(1) TP26x26x0.375 118.39 624.25 0.190 0.00 624.25 0.000 L2 67-31.79(2) TP30.75x25.5x0.1875 303.23 555.22 0.546 0.00 555.22 0.000 L3 31.79-0(3) TP35x29.7787x0.25 557.69 1049.56 0.531 0.00 1049.56 0.000 Pole Shear Design Data Section Elevation Size Actual +Va Ratio Actual •Ta Ratio No. V. V. T. T. ft K K iv,, kip-ft Pip-ft 0Ta L1 99-67(1) TP26x26x0.375 5.32 285.28 0.019 0.06 642.72 0.000 L2 67-31.79(2) TP30.75x25.5x0.1875 6.57 240.25 0.027 0.08 629.16 0.000 L3 31.79-0(3) TP35x29.7787x0.25 7.45 372.25 0.020 0.06 1132.84 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M., Moy V. T. Stress Stress ft OP. QM,,... .__ •May OK 4Ta Ratio Ratio L1 99-67(1) 0.012 0.190 0.000 0.019 0.000 0.202 1.050 4.8.2 L2 67-31.79(2) 0.019 0.546 0.000 0.027 0.000 0.566 1.050 4.8.2 L3 31.79-0(3) 0.016 0.531 0.000 0.020 0.000 0.547 1.050 4.8.2 tnxTower Report-version 8.1.1.0 September 25, 2021 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 1981271, Order 561493, Revision 1 Page 28 Section Capacity Table Section Elevation Component Size Critical P 012e. % Pass No. ft Type Element K K Capacity Fail L1 99-67 Pole TP26x26x0.375 1 -11.88 998.49 19.3 Pass L2 67-31.79 Pole TP30.75x25.5x0.1875 2 -14.95 840.87 53.9 Pass L3 31.79-0 Pole TP35x29.7787x0.25 3 -19.53 1302.88 52.1 Pass Summary Pole(L2) 53.9 Pass RATING= 53.9 Pass tnxTower Report-version 8.1.1.0 v u ri.r✓.,-I i�(( ` Na S,13tld1 / / \ \ / // \ \ Warbi dam.a/c-L(c) 1 1 a3Yim5xpp/l(0) I / u�n o¢of aemuo../l(a) I I s 11 I Wartane,ammax=tniuo) I iI 1 1 / 1 \\N. // // \ �i / ` C: 13tn ii ae Ol.t/t-,(z) (oQndlne3 mM>MW Yiwo) f Monopole Flange Plate Connection Elevation=67ft. CROWN `:CASTLE Bu# 825028 Site Name King City Moment(kip-ft) 118.39 Order# 561493 Rev 1 Axial Force(kips) 11.88 Shear Force(kips) 5.32 ] TIA-222 Revision] H ] MA-222-H Section 15.5 Applied Top Plate-Internal Bottom Plate-Internal Ca Q 1\. OCO. p; ;0, O p, q (j% o. ® lg o © o Connection Properties Bolt Data (12)1"0 bolts(A325 N;Fy=92 ksi,Fu=120 ksi)on 22"BC Top Plate Data Bottom Plate Data 19"ID x 1.5"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) 19.5"ID x 1.5"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 26"x 0.375"round pole(A53-8-35;Fy=35 ksi,Fu=60 ksi) 25.5"x 0.1875"18-sided pole(A572-50;Fy=50 ksl,Fu=65 ksi) Analysis Results Bolt Capacity Max Load(kips) 20.52 Allowable(kips) 54.54 Stress Rating: 35.8% Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): 9.83 (Flexural) Max Stress(ksi): 9.40 (Flexural) Allowable Stress(ksi): 45.00 Allowable Stress(ksi): 45.00 Stress Rating: 20.8% Stress Rating: 19.9% Tension Side Stress Rating: 5.5% Tension Side Stress Rating: 5.2% CClplate-Version 4.1.2 Analysis Date:9/25/2021 Monopole Base Plate Connection CROWN GC CASTLE Site Info BU# 825028 Site Name King City Order# 561493 Rev1 / - 7 V{ Analysis Considerations / %% TIA-222 Revision H // Grout Considered: No / I,.(in) 0.6 // Moment(kip-ft) 557.69 Axial Force(kips) 19.53 Shear Force(kips) 7.45 'TIA-222-H Section 15.5 Applied o /, Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (4)2-1/4"8 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 43.4375"BC Pu 149.02t= (units ofkips,kip-in)g �Pn_t=243.75 Stress Rating Base Plate Data Vu=1.86 On=149.1 58.2% Mu=n/a ¢Mn=n/a 43"W x 4.75"Plate(A572-50;Fy=50 ksi,Fu=65 ksi); Clip:6 in Base Plate Summary Stiffener Data Max Stress(ksi): 2.79 (8)18"H x 6"W x 0.75"T,Notch:0.75" (Shear) Allowable Stress(ksi): 99.25 .1% plate:Fy=50 ksi;weld:Fy=70 ksi Stress Rating: 9.1% hod:.weld:0.375"groove,45°dbl bevel,0.25"fillet vert.weld:0.25"fillet Stiffener Summary Horizontal Weld: 28.6% Pole Data Vertical Weld: 35"x 0.25"18-sided pole(A572-50;Fy=50 ksi,Fu=65 ksf ) Plate Flexure+Shear: 6.1%28.6% Plate Tension+Shear: 28.7% Plate Compression: 30.3% Pole Summary Punching Shear: 10.1% CClplate-Version 4.1.2 Analysis Date:9/25/2021 Monopole Base Plate Connection -Seismic CC `CROWN �,,,e CASTLE Site Info '. BU# 825028 Site Name King City Order# 561493 Rev 1 ' Analysis Considerations / TIA-222 Revision H Grout Considered: No 1 Ia.(in) 0.5 Mom9 Axial Fentorce(kip-ft)(kips) 21281 JS3 Shear Force(kips) 3A8 *TIA-222-H Section 15.5 Applied 41.5 Overstrength Factor Applied Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 43.4375"BC Pu_t=111.26 rbPn_t=243.75 Stress Rating Vu=1.16 ¢Vn=149.1 43.5% Base Plate Data Mu=n/a ibMn=n/a 43"W x 4.75"Plate(A572-50;Fy=50 ksi,Fu=65 ksi); Clip:6 in Base Plate Summary Stiffener Data Max Stress(ksi): 1.46 (Shear) (8)18"H x 6"W a 0.75"T,Notch:0.75" Allowable Stress(ksl): 29.25 plate:Fy=50 ksi;weld:Fy=70 ksi Stress Rating: 4.8% horiz.weld:0.375"groove,45°dbl bevel,0.25"fillet vert.weld:0.25"fillet Stiffener Summary Horizontal Weld: 14.6% Pole Data Vertical Weld: 14.9% 35"x 0.25"18-sided pole(A572-50;Fy=50 ksi,Fu=65 ksi) Plate Flexure+Shear: 2.8% Plate Tension+Shear: 14.6% Plate Compression: 15.8% Pole Summary Punching Shear: 5.3% CClplate-Version 4.1.2 Analysis Date:9/25/2021 Drilled Pier Foundation aUM:82so2e CFUWNN Site Name:(ling City CA S T G Order Number.581493 Rev 1 - ate TIA-222 Revisory H Tower Type:Monopole Check Limitation Apply TIA-222- -:.ion 15. :Elm Analysis Results ar Y Additional Longitudinal Rebar Applied Loads Sell lateral Cite$ Compression Uplift e :. .�- Comp. Uplift D..a(ft from TOO) 5.74 Shear Design Options Moment(klpdi)I 557.891 Soil Safety Factor 8.35 Check Sheer alon•D .h of Pier. Axial Force(kips) 19.53 Max Moment(kip-ft 598.92 -LE Shear Forte(kips) 7.44 I �11i Pit ,n snide.rnb l n .agima Rating' 152%s - • erode no to Se�`�' Soil Vertical SkinSk F Compression n Uplift Go to Soil Calculations nOmni& XOwnideY Concrete Siren • a.nae coat n gearing(kips) 04.0 Strength,Ty: 4 ksi tall oat End gearing(kips) 02 - Reber Strength,Ty: 80 lei Weight of Concrete(kips) 83.40 - Tie Yield Strength,Fyl: 40 Rai Total Capacity(kips) 257.03 - Axlallkips) 102.93 - PierDesignData lidtaseXitt_UttsdtRating' 38.7% - Depth 21 ft Reinforced Concrete Flexure Compression Uplift Ext.Above Grade 1 ft Fud.'dd,•yPole laokGG Critical Depth(ft from TOC) 5.45 Pier Section 1 smm no-. Critical Moment(kip-ft) 596.75 - Fwr,1'above role tofr below ire* Critical Moment[apathy 2370.72 - Pier Diameter 5.5 ft Rating' 24.0% • r Rebarquendly 12 Reinfored Concrete shear Compression Uplift Rebar Sao 11 4in Critical Depth(ft from IOC) 15.50 Clear Cover to Tie. CrittolShar(kip) 80.85 Tie Size 5 Critical Shear Capacity 388.38 Ti.Spring in Rating' 19.5% - Structural foundation Racine 24.0% soil Interaction Rating' 38.1% *Rating per TIA-222.H Section 15.5 Groundwater Depth I 15 I I it of Layers I 5 Calculated Calculated Ultimate Skin Ult.Grass Layer Top 0ottpn((UAngle TMckne .le f Ym.. Cohesion Friction Ultimate skin Ultimate Skin Friction Comp Ultimate skin Bearing MT Blow (�1 00 irdi (pW (kN) Friction Comp Friction Uplift override Frktlon Uplift Capacity fount MIT". (degmes) (left I 1 IkaO Ovenlde(ksq Iksft 1 0 2 2 110 150 0 0 0.000 0.000 Cohesionless 2 2 7.5 5.5 110 150 0 35 0.000 0.000 Cohesienless 3 7.5 15 7.5 110 150 0 37 0.000 0.000 Cohesionless 4 15 20.5 5.5 47b 87.6 0 33 0.000 0.000 Coheabs nles 5 20.5 21 0.5 4713 57.6 0 40 0.000 0.000 11.45 Cehesbnless Version 5.0.3 - SCE ASCE 7 Hazards Report AMEiICAN SOCIETY OF MIL ENGINEEPS Address: Standard: ASCE/SEI -16 Elevation: 265.09 ft(NAND 88) No Address at This Risk Category: II Latitude: 45.420611 Location Soil Class: D- Default(see Longitude: -122.784306 Section 11.4(.3) • ♦ • e{ �. • ' i .. r&•k 2• { b SA r. l �ly t.. If-. - * 3 4,•. 7 a 1. •�'•... f'. : • ;r Mal • /^ './ t 'll,f ti —• Laic AA AA'A vf 4�'� • F 3 r . '1r /f t / •%!: i ' .. 3 / iy 3�ry�.,pi.i". ."•M. '• � ... ��,, • _ '�� httos:!lasce7hazardtool.online/ Page 1 of 3 Sat Sep 25 2021 AXE. AMERICAN SOCIFfY OF CIA ENGINEERS Seismic Site Soil Class: D- Default(see Section 11.4.3) Results: Ss : 0.852 So, : N/A Si : 0.394 I. : 16 Fe : 1.2 PGA : 0.388 F, : N/A PGA M : 0.47 SMs : 1.022 FEGA : 1.212 SM, : N/A le : 1 SDS : 0.682 C, : 1.226 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Sat Sep 25 2021 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Sat Sep 25 2021 ASCE. AMEICAN SOCIETY OF CIVIL ENGINEMS Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Sat Sep 25 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 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 Sat Sep 25 2021 I(" CROWN V BU: 825028 Structure:' A CASTLE " 1 Order: : 5614961493 Rev:{ 1 Location Decimal Degrees Deg Min Sec Lat: 45.420611 + 45 25 14.20 Long: -122.784306 I 122 I 47 I 3.50 Code and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference Ss: 0.8520 g Si: 0.3940 g IL: 16 s Seismic 11 1 (.4' , V Joel1 n, l ion Importance Factor,le: 1 Acceleration-based site coefficient,F : 1.2000 Velocity-based site coefficient,F,,: 1.9060 Design spectral response acceleration short period,Sos: 0.6816 g Design spectral response acceleration 1 s period,SDI: 0.5006 g T,: 0.7345 Seismic Design Category Based on SDs: D Seismic Design Category Based on SDI: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category:` 0 CCISeismic 3.38 Page 1 Analysis Date: 9/25/2021 ta% �' CROWN 80: 825028 Structure: A CASTLE WO: 1 rrrl/ Order: 561493 Rev:I 1 Tower Details Tower Type: Tapered Monopole Height,h: 99 ft Effective Seismic Weight,W: 16.27 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,: 6.61155 kips WL: 9.662901297 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,I,,: 2504.119894 in° F,: 0.378029951 hz Approximate Fundamental Period Monopole,T,: 2.6453 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.1893 Table 2-12 Note 3 Seismic Response Coefficient Max 1,C,„,,„ N/A Seismic Response Coefficient Max 2,C,m,„ N/A Seismic Response Coefficient Min 1,Csm;,, 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2,C,m;, N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C,, 0.1893 Seismic Base Shear,VI. 3080" ''lkips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 Sum of w1h,k 87280.81 CCISeismic 3.38 Page 2 Analysis Date: 9/25/2021 user 40c1.on Lc,is Section length Top Height Mid Height,h, Section h" C Number Wei wght,w, 1-1 2.00 99.00 98.00 0.2055 1973.15 0.0226 0.0696 0,0280 1-2 10:00 97,00 92.00 1.0273 8694.69 0.0996 0.3068 C.1400 1-3 10.01 87.00 82.00 1.0273 6907.27 0.0791 0.2438 0.1400 1.4 1000 77.00 7200 1.0273 5325.29 0.0610 0.1879 0,1400 2-1 5.21 67.00 64,40 0.2712 1124,39 0,0129 0.0397 0.0370 2-2 10D0 6179 55.79 0.5434 1752.55 0.0201 00618 0.0741 2-3 30.00 51.79 46.79 0.5736 1255.79 0.0144 0.0443 D.0782 2-4 10.00 4179 36.79 0.6038 817.24 0.0094 0.0288 0.0823 3-1 6.21 36.21 33.11 0.5026 550.84 0.0063 0.0194 0.0685 3-2 10.00 30 CO 25.00 0.8409 52558 0,0050 0.0185 0.1146 3-3 10.00 20.00 15.00 0.8799 197.97 0.0023 0.0070 0.1199 3-4 10.00 10.00 5.00 09188 22.97 0 0003 0.0008 0.1252 Surn 8.4214 29147,72 CCISeismic 3.38 Page 3 Analysis Date: 9/25/2021 Discrete Lcac; • Name h, w,h," C, F"i, F„ • commscope FF511-1-65C-R3w/Mount Pipe 96.00 0.1605 1479.26 0.0169 0.0522 0.0219 commscope FFIHH-65C-R3w/Mount Pipe 96,00 0.1605 1479.26 0.0169 0.0522 0.0219 commscope FFHH-65083 w/Mount Plpe 96.00 0.1605 1479.26 0,0169 0.0522 0,0219 nokia AEHC w/Mount Pipe 9600 0.1136 1047.31 0.0120 0.0370 0.0155 nokia AEHC wf Mount Pipe 96.00 0.1136 1047.31 0.0120 0.0370 0.0155 noire AEHC w/Mount Pipe S6.00 0.1136 1047.31 0.0120 0.0370 0.0155 commscope HCS 2.0 96.00 0.0014 12.63 0.0001 0.0004 0.0002 commscope HCS 2.0 96.00 0.0014 12.53 0 0001 0,0004 0.0002 nokia AHFIG 56.00 0.0800 737.28 0,0084 0.0260 0.0109 nokia AHFIG 96.00 0,0E00 737.28 0 0084 0.0260 0.0109 nokia AHFIG 9600 0,0800 737.28 0.0084 0.0260 0.0109 nokia AHLOA 9600 0.0800 737.28 0.0084 0.0260 0.0109 nokia AHLOA 96.00 0.0800 737.28 0.0084 0.0260 0.0109 nokia AHLOA 96.00 0.0E100 737.28 0.0084 0,0260 0.0109 tower mounts Platform Mount[LP 303-1_KCKR-HR-1] 96.00 1.7700 16312.32 0.1869 0.5756 0.2413 (2)tower mounts 8'x 2-Mount Pipe 96,00 0.0600 552.96 0.0063 0.0195 0.0082 (2)tower mounts B'x 2"Mount Pipe 96.00 0.0600 552.96 0.0063 0.0195 0.0082 (2)tower mounts B'x 2"Mount Pipe 96.00 0.0600 552.96 0.0063 0.0195 0.0082 )ma wireless MXOSFRO665-21w/Mount Pipe 87.00 0.1081 818,13 0.0094 0.0289 0.0147 jam wireless MXOSERO66S-21w/Mount Pipe 87 D0 0.1081 818.13 0.0094 0.0289 0.0147 jma wireless MX08FRO665-21 w/Mount Pipe 87.00 0.1081 818.13 0.0094 0.0289 0.0147 fultsu 7408025-9604 87.00 0.0600 454-14 0.0052 0.0160 0,0082 Fujitsu TA08025-8604 8700 0.0600 454,14 0.0052 0.0160 0.0082 fujitsu T408025-0604 87,00 0.0600 454.14 00052 0,0160 0.0082 fujitsu TA08025-3605 87.00 0.0800 605,52 0.0069 0.0214 0,0109 fujitsu 1008025-3605 87.00 0.0800 605.52 0.0069 0.0214 0.0109 fujitsu 1008025.6605 87.00 0.0800 605.52 0.0069 0.0214 0.0109 raycap RDIDC-9181-PF-48 87.00 0,0200 151.28 0.0017 0,0053 0.0027 tower mounts Commsoope MC-PKB-DSH 87.00 1.7490 13238,18 0.1517. 0.4672 0.2384 (2)tower mounts 8'x 2"Mount Pipe 87.00 0.0600 454.14 0.0052 0.0160 00082 (2)tower mounts 8'x 2"Mount Pipe 87.00 0.0600 454.14 0.0052 0.0160 0,0082 (2)tower mounts 8'x2"Mount Pipe 87.00 D.0600 454.14 0 D052 0,0160 0,0082 commscope DHHTT65B-3XR w/Mount Pipe 80.00 0.0710 454.59 0.0052 0.0160 0.0097 commscope DHHTT653-3YR w/Mount Pipe 80.00 0.0710 454.59 0,0052 00160 0.0097 commscope DHHTT658-3XR w(Mount Pipe 80.00 0.0710 454.59 0.0052 0.0160 0.0097 samsung teiecammunications RRH-88 8000 0.0600 384.00 0.0044 0 0136 0.0082 samsung telecommunications RRH-88 80.00 0.0600 384.00 0.0044 0.0136 0.0082 samsung telecommunications RRH-88 80.00 0.0600 384.00 0.0044 0.0136 0.0082 tower mounts Side Arm Mount(50 701-3] 30.00 0.1950 1248.00 0.0143 0.0440 0.0266 tower mounts Side Arm Mount[SO 102-3] 80.00 0.0750 480,00 0.0055 0.0159 0.0102 samsung telecommunications POWER:UNCTION CYLINDER 55.00 0.0033 9.98 0.0001 0.0004 0,0004 samsung telecommunications POWER JUNCTION CYLINDER 55.00 0.0033 9.98 0.0001 0.0004 0.0004 samsung telecommunications POWER JUNCTION CYLINDER 55.00 0.0033 9.98 0,0001 0.0004 0.0004 samsung telecommunications RRH-P4 55.00 00600 181.50 0.0021 0.0064 0.0082 samsung telecommunications RRH-P4 55.00 0.0600 181_50 0.0021 0.0064 0.0082 seaming telecommunications RRH-P4 55.00 0.0600 131.50 0.0021 0.0064 0.0082 samsung telecommunications RRH-C2A W/EXT FILTER 55.00 0.0600 181.50 0.0021 0.0064 0.0082 samsung telecommunications RRH-C2A W/EXT FILTER 5500 0.0600 181.50 0.0021 0.0064 0.0082 samsung telecommunications RRH-C2A W/EXT FILTER 55.00 0,0600 181.50 0.0021 0.0064 0.0082 samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 55.00 0.0020 5.93 00001 0,0002 0.0003 sanaung telecommunication OPTIC FIBER JUNCTION CYLINDER 55.00 0.0020 5.93 0.0001 0,0002 0.0003 samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 5500 0.0020 5,93 0.0001 0.0002 0.0003 tower mounts Side Arm Mount(50 102-31 55.00 0.0750 226.88 0.0026 0.0080 0.0102 tower mounts 7'x2'Antenna Mount Pipe 55.00 0.0300 90.75 0.0010 0.0032 0,0041 tower mounts 7'x2"Antenna Mount Pipe 55.00 0.0300 90.75 0.0010 0.0032 0,0041 tower mounts 7"x2'Antenna Mount Pipe 55.00 0.0300 90.75 0.0010 0.0032 0.0041 Sum ' 7.1523 56264.83 CCISeismic 3.38 Page 4 Analysis Date: 9/25/2021 • Linear Loads I • • Name Start Height End Height h, w w,li,` C„ F F,,, nokia HCS 2.0 Part 3(1-1/2)From 0 to 96 89.00 96.00 92.50 0.0120 102.42 0.0012 0.0036 0.0016 nokia HIS 2.0 Part 3(1-1/2)From 0 to 96 79.00 89.00 84.0C 0.0171 120.66 0.0014 0.0043 0.0023 nokia HCS 2.0 Pert 3(1-1/2)From 0 to 96 69.00 79.00 74.00 0.0171 93.64 00011 0.0033 0.0023 nokia HCS 2.0 Part 3(1-1/2)From 0 to 96 59.00 69.00 64.00 0.0171 70.04 0.0008 0.0025 0.0023 nokia HCS 2.0 Part 3(1-1/t)From 0 to 96 4900 59.00 54.00 0,0171 49,86 0.0006 0.0013 0.0023 nokia HCS 2.0 Part 3(1-1/2)From 0 to 96 39.00 49.00 44 00 0.0171 33.11 0,0004 0.0012 00023 nokia RCS 2.0 Part 3(1-1/2)From 0 to 96 29.00 39.00 34.00 0.0171 19.77 0.0002 0.0007 0.0023 nokia HCS 20 Part 3(1-112)From G to 96 19.00 29.00 24.00 0.0171 9.85 0.0001 0.0003 0.0023 nokia HCS 2.0 Part 3(1-1/2)from 0 to 96 9.00 19.00 14.00 0.0171 3.35 0.0000 0.0001 0.0023 nokia HCS 2.0 Part 3(1-1/2)From 0 to 96 0.00 9.00 4.50 0.0154 0.31 0.0000 C0000 0.0021 nokia 69U9325TYP01 CCIV2(1-1/2)From 0 to 96 89.00 96.00 92.50 0.0113 96.43 0.0011 0.0034 0,0015 5T nokia ASU9320P011_CCIV2(1-1/2)From 0 to 96 79.00 89.00 84.00 0.0161 113.60 0,0013 0.0040 0.0022 nokia 950932577P01,,CCIV2(1-1/2)From 0 to 96 69.00 79.00 74.00 0.0161 88.16 0.0010 0.0031 0.0022 nokia ASU93257001__00102(1-1/2)From 0 to 96 59.00 69.00 64.00 0.0161 6595 0.0008 0.0023 0.0022 nokla A5093257YP01 C6102(1-1/2)From 0 to 96 49.00 59,00 54.00 0.0161 46.95 0.0005 0.0017 0.0022 nokia A5U93251YPOE CCIV2(1-1/2)From 0 to 96 39.00 49.00 44.00 0.0161 31.17 0.0004 0.0011 0.0022 nokia ASU9325TYP01 CCIV2(11/2)From 0 to 96 29.00 39.00 34.00 0.0161 18.61 0.0002 0.0007 0.0022 nokia 051.1932517701 CCIV2(1-1/2)From 0 to 96 19.00 29.00 24.00 0.0161 9.27 0.0001 0.0003 0.0022 rookie ASU932577POl_CCIV2(1-1/2)From 0 to 96 9.00 19.00 14,00 0.0161 3.16 0.0000 0.0001 0.0022 nokia 00U93257YP01 CCIV2(11/2)From 0 to 96 0.00 9.00 4.50 0.0145 0.29 00000 0-0000 0.0020 (3)sprint TYPE 11(1.7/16)From 0 to 80 79.00 80.00 79.50 0.0022 14.03 0.0002 0.0005 0.0003 (3)sprint TYPE II(1-7/16)From 0 to80 6900 79.00 74.00 0.0222 121.57 0.0014 0.0043 0.0030 (3)sprint TYPE 11(1.7/16)From 0 to80 59.00 69.00 64.00 0.0222 90.93 0.0010 0.0032 0.0030 (3)sprint TYPE:10--7/161 From0 to80 49.00 5300 54.00 0.0222 64.74 0.0007 00023 0.0030 (3)sprint TYPE 11(1.7/16)Front 0 to80 39.00 49.00 44.00 0.0222 42,98 0.0005 0.0015 0.0030 (3)sprint TYPE 11(1-7/16)From 0 to80 29.00 39.00 34.00 0.0222 25.66 00003 0.0009 D.0030 (3)sprint TYPE 11)1-7/16)Front0 to80 19.00 29.00 24.00 0.0222 12.79 0.0001 0.0005 0.0030 (3)sprint TYPE 1111-7/16)From 0 to 80 9.00 19.00 14.00 0.0222 435 0.0000 0.0002 0.0030 (3)sprint TYPE 11(1-7/16)Irom 0 to80 0.00 9.00 4.50 0.0200 0.40 0,0000 0.0000 0.0027 cui CU12PSM9P6X(X(13/2)From 0 to 87 79.00 87.00 8300 0.0188 129.51 0.0015 0.0046 0.0026 0'4i CU12175M9P6X88(1-1/2)From 0 to 87 69.00 79.00 74.00 0.0235 128.69 0.0015 0.0045 0.0032 cui 011121'5M9P6100(1-1/2)From 0 1087 5900 69.00 64,00 0.0235 96.26 0.0011 0.0034 0.0032 cui CU121756.49P6XXX(1-1/2)From 0 to 87 49.00 59.00 54.00 0.0235 68.53 0.0008 0.0024 0.0032 cui CU12P5M9P6X0t(1-1/2)From 00087 39.00 49.00 44.00 0.0235 45.90 0.0005 0.0016 0.0032 cui CU12P5M9P6008(1-1/2)From 0 to 87 29.00 39.00 84-00 0.0235 27.17 0.0003 0.0010 0.0032 cui 0U12P5M98'6000(11/2)From 0 to 87 19.00 29.00 24.00 0.0235 13.54 0.0002 0.0005 0.0032 cui W12P5M9P6XXX(1-1/2)From 0 t087 9.00 19,00 14.00 0.0235 4.61 0.0001 0.0002 0.0032 cui CU12P5M9P6XXX(1-1/2)From 0 to 87 0.00 9.00 4.50 0.0211 0.43 0.0000 0.0000 0.0029 Sum 0.7008 1868.26. CCISeismic 3.38 Page 5 Analysis Date: 9/25/2021