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Specifications
errn aofAR KA34 RECEIVED APR 2 J 2022 Date: February 9,2022 OFFICE COPY CITY 2 i iCa20ARD 22 ®� ' ilLoir, r, nnw'!SION Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number: PT89 Site Name: DOWNTOWN TIGARD FA Number: 10094094 Crown Castle Designation: BU Number: 879526 Site Name: TIGARD JDE Job Number: 668615 Work Order Number: 2054349 Order Number: 569682 Rev. 0 Engineering Firm Designation: TEP Project Number: 234911.658094 Site Data: 8777 SW Burnham Street,Tigard, Washington County, OR 97223 Latitude 45°25'42.07", Longitude-122°46'5.34" 100 Foot-Monopole Tower Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 97 mph as required by the 2019 Oregon Structural Specialty Code. Applicable Standard references and design criteria are listed in Section 2 -An.lys's Criteria. Structural analysis prepared by: Cleve Corley, E.I. / BHM / 1 Respectfully submitted by: 9,E1) /''O F F E �c' �NeR e 90633PE r Shawn Hoffmeyer, P.E. N Oz/dq/Z fiQ OREGON o HOFFM� Exp:06130/23 r i February 9, 2022 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.658094, Order 569682, 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 tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.1.1.0 I February 9, 2022 100-ft Monopole Tower Structural Analysis Report CC/BU No 879526 TEP Project Number 234911.658094, Order 569682, Revision 0 Page 3 1) INTRODUCTION This tower is a 100-ft monopole tower designed by Paul J. Ford and Company. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: C Topographic Factor: 1.0 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.8600 Seismic S1: 0.3940 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed Mounting Line Antenna Level (ft) Elevation °f Antenna Model of Feed Line Manufacturer (ft) Antennas Lines Size(in) j 78.0 j 3 ' Nokia AEQU w/Mount Pipe 4 Commscope NNHH-65C-R4CCIV2 w/ Mount Pi_pe 2 Cellmax UBTULBULBHH/6517/17/21/21 Technologies w/ Mount Pipe 76.0 r 3 Nokia 7 AHFIB_CCIV2 3 Nokia AHCA_CCIV3 2 3/8 75.0 3 Nokia AHLBA_CCIV2 3 3/4 1 I Raycap DC9-48-60-24-8C-EV 14 7/8 1 Raycap DC6-48-60-18-8F 1 Tower Mounts Platform Mount [LP 303-1] 75.0 1 i SiteProl [ HRK14-3HD Support Rail Kit 1 SiteProl [ PRK-SFS-L Stabilizer Kit 74.0 3 j Nokia , AEQK Table 2 -Other Considered Equipment Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 102.0 1 Tower Mounts PV-LPPGS-12M-HR2-AP1 i 3 Commscope I FFW-65C-R3-V1_TMO 3 ! Nokia AEHC w/Mount Pipe 102.0 2 1-1/2 100.0 2 i Commscope r HCS 2.0 3 Nokia AHFIG_TMO 3 I Nokia I AHLOA_T-MOBILE tnxTower Report-version 8.1.1.0 r , February 9, 2022 100-ft Monopole Tower Structural Analysis Report CC)BU No 879526 TEP Project Number 234911.658094, Order 569682, Revision 0 Page 4 3)ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source Geotechnical Report 2121857 CCISites Tower Foundation Drawings 2315161 CCISites Tower Manufacturer Drawings 2055065 CCISites Mount Design Drawing I 10182430 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) The 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. Tower Engineering Professionals 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 P(k) �Pn=.(k) % Pass/Fail No. Element Capacity L1 100-60.25 Pole TP26.255x20x0.25 1 -11.36 1256.07 1 22.6 Pass L2 60.25-26 F Pole TP31.145x25.152x0.313 2 -16.03 1862.7 1 35.7 T Pass L3 26-0 Pole TP34.611x29.824x0.375 3 -21.95 2539.31 38.2 Pass Summaryi Pole(L3) 38.2 , Pass JRATING=I 38.2 I Pass tnxTower Report-version 8.1.1.0 t ` February 9, 2022 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.658094, Order 569682, Revision 0 Page 5 Table 5-Tower Component Stresses vs. Capacity -LC7 Notes Component Elevation (ft) %Capacity Pass/Fail 1,2 I Anchor Rods - 35.6 1 Pass 1,2 Base Plate - 31.2 ! Pass 1,2,3,4 I Base Foundation - 53.9 Pass Structure Rating (max from all components)= 53.9% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed. 2) Rating per TIA-222-H Section 15.5 3) Foundation Capacity determined by comparing analysis reactions to original design reactions. Design loads were multiplied 1.35 for comparison as allowed by TIA-222-H,Section 15.6.2. 4) Although the axial and shear stress ratings are at 161.2%and 49.9%,respectively,the moment reaction is the governing criteria for a monopole drilled shaft foundation.Therefore,the overall capacity for this foundation is 54.2%. 4.1) Recommendations 1) 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 mon 1I1 Il I11I I III GRADE Fy MATERIAL STRENGTH Fy Fu A57285 65 lei 80 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.50 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. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.9 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 2 § n w.N 10. TOWER RATING:38.2% III III. II III • • 80.3 ft 1 II II il 0 g I * II V N m M G 1. Ii ALL REACTIONS ARE FACTORED • AXIAL I 24 K / SHEAR'''3 K ( MOMENT 304 kip-ft 26.0n i TORQUE 0 kip-ft ., SEISMIC ' AXIAL I '',, 39 KK g • 2HEAR \ MOMENT 2K r i 116Idp-R 0 4.4 n of O o m TORQUE O kip-ft 30 mph WIND-1.500 in ICE AXIAL 22K SHEA MOMENT 11 K 803 kip-ft 0.0ft g o TORQUE 1 kip-ft c REACTIONS-97 mph WIND AQq 0) i H Si 1-s. m 0 to-- Tower Engineering Professionals'°°`Tigard(BU:879526) 326 Tryon Rd. Project TEP No.234911.658094 Raleigh, NC 27603 chn Crown Castle °n6Si bYtianeginniS "mod Tozer Engineering Professionals Phone:(919)661-6351 CO .d0 TIA-222-H Qe":02/09/22 Soaks NTS FAX:(919)661-6350 Path ... °"g No.E-1 Page tnxTower Job Tigard (BU: 879526) 1 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX-(919)661-6350 jcmcginnis 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: 166.00 ft. Basic wind speed of 97 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Nominal ice thickness of 1.500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9. 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,Kr(ti)=0.85,K.(Ev and Et)= 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 KL/r 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 J Project Wind Area of Appall. 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 KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known 1 J°b Page tnxTower Tigard (BU: 879526) 2 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle Innis FAX:(919)661-6350 jcmcginnis Tapered Pole Section Geometry 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 100.00-60.25 39.75 3.830 12 20.000 26.255 0.250 1.000 A572-65 (65 ksi) L2 60.25-26.00 38.08 4.420 12 25.152 31.145 0.313 1.250 A572-65 (65 ksi) L3 26.00-0.00 30.42 12 29.824 34.611 0.375 1.500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in int in° in in ire in° in' in LI 20.617 15.899 791.559 7.071 10.360 76.405 1603.913 7.825 4.690 18.76 27.093 20.934 1806.976 9.310 13.600 132.865 3661.423 10.303 6.366 25.465 L2 26.553 24.995 1968.507 8.893 13.029 151.088 3988.729 12.302 5.903 18.891 32.133 31.025 3764.593 11.038 16.133 233.346 7628.087 15.270 7.509 24.03 L3 31.464 35.560 3936.438 10.543 15.449 254.801 7976.290 17.502 6.988 18.635 35.700 41.340 6184.750 12.256 17.928 344.968 12531.980 20.346 8.271 22.055 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft f' in in in in LI 1 1 1 100.00-60.25 L2 60.25-26.00 1 1 1 L3 26.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description - Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque ft in in pif Calculation Safety Line 3/8 B No Surface Ar 100.00- 1 I 0.250 0.375 0.220 (CaAa) 0.00 0.250 0.75w WR-VG86ST-BRD(3/4) B No Surface Ar 75.00-0.00 3 2 0.400 0.795 0.584 (CaAa) 0.400 WR-VG66ST-BRD_CCI B No Surface Ar 75.00-0.00 2 2 0.250 0.957 0.880 V2(7/8) (CaAa) 0.250 LDFS-50A(7/8) B No Surface Ar 75.00-0.00 8 4 0.300 1.090 0.330 (CaAa) 0.300 LDFS-50A(7/8) B No Surface Ar 75.00-0.00 4 4 0.500 1.090 0.330 (CaAa) 0.500 RFFT-36SM-001-xxM(3/ B No Surface Ar 75.00-0.00 2 2 0.500 0.400 0.091 8) (CaAa) 0.500 i Job Page tnxTower Tigard (BU: 879526) 3 of 22 Tower Engineering Project Date ProfessionalsTEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle cmc Innis FAX.-(919)661-6350 1 9 Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque ft in in piif Calculation 4Ss Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft f!t/fi all. Calculation "102" HCS 2.0 Part A No No Inside Pole 100.00-0.00 2 No Ice 0.00 1.710 3(1-1/2) 1/2"Ice 0.00 1.710 1"Ice 0.00 1.710 2"Ice 0.00 1.710 R#} Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 re ft2 ft' K LI 100.00-60.25 A 0.000 0.000 0.000 0.000 0.14 B 0.000 0.000 20.701 0.000 0.12 C 0.000 0.000 0.000 0.000 0.00 L2 60.25-26.00 A 0.000 0.000 0.000 0.000 0.12 B 0.000 0.000 45.892 0.000 0.27 C 0.000 0.000 0.000 0.000 0.00 L3 26.00-0.00 A 0.000 0.000 0.000 0.000 0.09 B 0.000 0.000 34.837 0.000 0.20 C 0.000 0.000 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in f2 112 Se le K LI 100.00-60.25 A 1.392 0.000 0.000 0.000 0.000 0.14 B 0.000 0.000 62.239 0.000 0.71 C 0.000 0,000 0.000 0.000 0.00 L2 60.25-26.00 A 1.309 0.000 0.000 0.000 0.000 0.12 B 0.000 0.000 126.181 0.000 1.46 C 0.000 0.000 0.000 0.000 0.00 L3 26.00-0.00 A 1.159 0.000 0.000 0.000 0.000 0.09 B 0.000 0.000 92.654 0.000 1.03 C 0.000 0.000 0.000 0.000 0.00 Page tuxTower yob Tigard (BU: 879526) 4 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 jcmcginnis Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in LI 100.00-60.25 2.686 0.715 3.785 0.894 L2 60.25-26.00 4.750 1.319 5.634 1.506 L3 26.00-0.00 5.102 1.418 6.092 1.63I Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line IC K, Section Record No. Segment Elev. No Ice Ice LI 2: Safety Line 3/8 60.25-100.00 1.0000 1.0000 LI 7 WR-VG86ST-BRD(3/4) 60.25-75.00 1.0000 1.0000 LI 9 WR-VG66ST-BRD_CCIV2( 6025-75.00 1.0000 1.0000 7/8) LI 11 LDFS-50A(7/8) 60.25-75.00 1.0000 1.0000 L I 12 LDF5-50A(7/8) 60.25-75.00 1.0000 1.0000 LI 13 RFFT-36SM-001-xxM(3/8) 60.25-75.00 1.0000 1.0000 L2 2 Safety Line 3/8 26.00-60.25 1.0000 1.0000 L2 7 WR-VG86ST-BRD(3/4) 26.00-60.25 1.0000 1.0000 L2 9 WR-VG66ST-BRD_CCIV2( 26.00-60.25 1.0000 1.0000 7/8) L2 11 LDF5-50A(7/8) 26.00-60.25 1.0000 1.0000 L2 12 LDF5-50A(7/8) 26.00-60.25 1.0000 1.0000 L2 13 RFFT-36SM-001-xxM(3/8) 26.00-60.25 1.0000 1.0000 L3 2 Safety Line 3/8 0.00-26.00 1.0000 1.0000 L3 7 WR-VG86ST-BRD(3/4) 0.00-26.00 1.0000 1.0000 L3 9 WR-VG66ST-BRD_CCIV2( 0.00-26.00 1.0000 1.0000 7/8) L3 11 LDF5-50A(7/8) 0.00-26.00 1.0000 1.0000 L3 12 LDF5-50A(7/8) 0.00-26.00 1.0000 1.0000 L3 13 RFFT-36SM-001-xxM(3/8) 0.00-26.00 1.0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth E. E., E.. Eh From Angle Centroid ft ft K K K K CCISeismic Tower Section 1-1 95.13 0.000 0.000 0.08 0.00 0.00 0.21 CCISeismic Tower Section 1-2 85.25 0.000 0.000 0.08 0.00 0.00 0.18 CCISeismic Tower Section 1-3 75.25 0.000 0.000 0.09 0.00 0.00 0.15 CCISeismic Tower Section 1-4 65.25 0.000 0.000 0.09 0.00 0.00 0.12 CCISeismic Tower Section 2-1 60.04 0.000 0.000 0.10 0.00 0.00 0.11 CCISeismic Tower Section 2-2 51.00 0.000 0.000 0.13 0.00 0.00 0.10 Job Page m xTower Tigard (BU: 879526) 5 of 22 Project Date Tower Engineering TEP No. 234911:658094 10:46:27 02/09/22 Professionals 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX.. (919)661-6350 jcmcginnis Description Elevation Offset Azimuth E,. EE Ek Eh From Angle Centroid ft ft K K K K CCISeismic Tower Section 2-3 41.00 0.000 0.000 0.13 0.00 0.00 0.07 CCISeismic Tower Section 2-4 31.00 0.000 0.000 0.14 0.00 0.00 0.04 CCISeismic Tower Section 3-1 30.21 0.000 0.000 0.01 0.00 0.00 0.00 CCISeismic Tower Section 3-2 25.00 0.000 0.000 0.17 0.00 0.00 0.03 CCISeismic Tower Section 3-3 15.00 0.000 0.000 0.18 0.00 0.00 0.01 CCISeismic Tower Section 3-4 5.00 0.000 0.000 0.19 0.00 0.00 0.00 CCISeismic lightning rod 1/2"x 100.00 0.000 0.000 0.00 0.00 0.00 0.00 7'LROD CCISeismic commscopecfd 102.00 0.000 0.000 0.02 0.00 0.00 0.05 FFV V-65C-R3-V I_TM_O CCISeismic commscope cfd 102.00 0.000 0.000 0.02 0.00 0.00 0.05 FFV V-65C-R3-V I_TM_O CCISeismic commscope cfd 102.00 0.000 0.000 0.02 0.00 0.00 0.05 FFVV-65C-R3-V1 TM_O CCISeismic nokia_cfd AEHC w/ 102.00 0.000 0.000 0.02 0.00 0.00 0.05 Mount Pipe CCISeismic nokia_cfd AEHC w/ 102.00 0.000 0.000 0.02 0.00 0.00 0.05 Mount Pipe CCISeismic nokia_cfd AEHC w/ 102.00 0.000 0.000 0.02 0.00 0.00 0.05 Mount Pipe CCISeismic commscope HCS 102.00 0.000 0.000 0.00 0.00 0.00 0.00 2.0 CCISeismic commscope HCS 102.00 0.000 0.000 0.00 0.00 0.00 0.00 2.0 CCISeismic nokia AHFIGTMO 102.00 0.000 0.000 0.01 0.00 0.00 0.03 CCISeismic nokia AHFIG_TMO 102.00 0.000 0.000 0.01 0.00 0.00 0.03 CCISeismic nokia AHFIG_TMO 102.00 0.000 0.000 0.01 0.00 0.00 0.03 CCISeismic nokia 102.00 0.000 0.000 0.01 0.00 0.00 0.03 AHLOA_T-MOBILE CCISeismic nokia 102.00 0.000 0.000 0.01 0.00 0.00 0.03 AHLOA T-MOBILE CCISeismic nokia 102.00 0.000 0.000 0.01 0.00 0.00 0.03 AHLOA_T-MOBILE CCISeismic 102.00 0.000 0.000 0.26 0.00 0.00 0.84 P V-L PPGS-12M-HR2-AP 1 CCISeismic(2)commscope_cfd 75.00 0.000 0.000 0.04 0.00 0.00 0.07 NNHH-65C-R4_CCIV2 w/ Mount Pipe CCISeismic(2)commscope cfd 75.00 0.000 0.000 0.04 0.00 0.00 0.07 NNHH-65C-R4 CCIV2 w/ Mount Pipe CCISeismic nokia AEQU w/ 75.00 0.000 0.000 0.02 0.00 0.00 0.03 Mount Pipe CCISeismic nokia AEQU w/ 75.00 0.000 0.000 0.02 0.00 0.00 0.03 Mount Pipe CCISeismic nokia AEQU w/ 75.00 0.000 0.000 0.02 0.00 0.00 0.03 Mount Pipe CCISeismic nokia AEQK 75.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK 75.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic nokia AEQK 75.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic(2)cellmax 75.00 0.000 0.000 0.04 0.00 0.00 0.07 technologies_cfd CMA-UBTULBULBHH/6517/I 7/21/21 w/Mount Pipe CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.02 AHFIB_CCIV2 CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.02 AHFIB_CCIV2 CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.02 AHFIB_CCIV2 Page tnxTower Job Tigard (BU: 879526) 6 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX (919)661-6350 jCRI Cginnis Description Elevation Offset Azimuth E, Ek, Es, Et, From Angle Centroid ft ft K K K K CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.01 AHCA_CCIV3 CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.01 AHCA_CCIV3 CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.01 AHCA_CC1V3 CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.02 AHLBA_CCIV2 CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.02 AHLBA_CCIV2 CCISeismic nokia 75.00 0.000 0.000 0.01 0.00 0.00 0.02 AHLBA_CCIV2 CCISeismic raycap 75.00 0.000 0.000 0.00 0.00 0.00 0.01 DC9-48-60-24-8C-EV CCISeismic raycap 75.00 0.000 0.000 0.00 0.00 0.00 0.01 DC6-48-60-18-8F CCISeismic(3)mounts 2.4"Dia. 75.00 0.000 0.000 0.02 0.00 0.00 0.03 x 10-ft Mount Pipe CCISeismic 2.4"Dia.x 12'Pipe 75.00 0.000 0.000 0.01 0.00 0.00 0.01 (Horizontal) CCISeismic 2.4"Dia.x 12'Pipe 75.00 0.000 0.000 0.01 0.00 0.00 0.01 (Horizontal) CCISeismic tower mounts(cci) 75.00 0.000 0.000 0.24 0.00 0.00 0.42 Platform Mount[LP 303-I_KCKR-HR-1] CCISeismic miscl Safety Line 95.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(90ft to 100ft) CCISeismic miscl Safety Line 85.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(80ft to90ft) CCISeismic miscl Safety Line 75.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(70ft to80ft) CCISeismic miscl Safety Line 65.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(60ft to70ft) CCISeismic miscl Safety Line 55.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(50ft to60ft) CCISeismic miscl Safety Line 45.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(40ft to50ft) CCISeismic miscl Safety Line 35.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(30ft to40ft) CCISeismic miscl Safety Line 25.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(20ft to30ft) CCISeismic miscl Safety Line 15.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(loft to20ft) CCISeismic miscl Safety Line 5.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(Oft to10ft) CCISeismic(2)nokia HCS 2.0 95.00 0.000 0.000 0.00 0.00 0.00 0.01 Part 3(1-1/2)From 0 to 100(90ft tolOOft) CCISeismic(2)nokia HCS 2.0 85.00 0.000 0.000 0.00 0.00 0.00 0.01 Part 3(1-I/2)From 0 to 100(80ft to90ft) CCISeismic(2)nokia HCS 2.0 75.00 0.000 0.000 0.00 0.00 0.00 0.01 Part 3(1-1/2)From 0 to 100(70ft to8Oft) CCISeismic(2)nokia HCS 2.0 65.00 0.000 0.000 0.00 0.00 0.00 0.01 Part 3(1-1/2)From 0 to 100(60ft to70ft) CCISeismic(2)nokia HCS 2.0 55.00 0.000 0.000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 100(50ft to60ft) Job Page tnxTower Tigard (BU: 879526) 7 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX::(919)661-6350 jcmcginnis Description Elevation Offset Azimuth E,. Era Eh, Eh From Angle Centroid ft ft K K K K CCISeismic(2)nokia HCS 2.0 45.00 0.000 0.000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 100(40ft to50ft) CCISeismic(2)nokia HCS 2.0 35.00 0.000 0.000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 100(30ft to40ft) CCISeismic(2)nokia HCS 2.0 25.00 0.000 0.000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 100(20ft to30ft) CCISeismic(2)nokia HCS 2.0 15.00 0.000 0.000 0.00 0.00 0.00 0.00 Part 3(1-1/2)From 0 to 100(loft to20ft) CCISeismic(2)nokia HCS 2.0 5.00 0.000 0.000 0.00 0.00 0.00 0.00 Part 3(1-12)From 0 to 100(0tt tolOft) CCISeismic(3)rosenberger 72.50 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 75(70ft to75ft) CCISeismic(3)rosenberger 65.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 75(60ft to70ft) CCISeismic(3)rosenberger 55.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 75(50ft to60ft) CCISeismic(3)rosenberger 45.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 75(40ft to50ft) CCISeismic(3)rosenberger 35.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VGS6ST-BRD(3/4) From 0 to 75(30ft to40ft) CCISeismic(3)rosenberger 25.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 75(20ft to30ft) CCISeismic(3)rosenberger 15.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 75(10ft to20ft) CCISeismic(3)rosenberger 5.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 75(Oft tol Oft) CCISeismic(2)rosenberger 72.50 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG66ST-BRD_CCI V2(7/8) From 0 to 75(70ft to75ft) CCISeismic(2)rosenberger 65.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG66ST-BRD_CCI V 2(7/8) From 0 to 75(6(ft 1o70ft) CCISeismic(2)rosenberger 55.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG66ST-BRD CCIV2(7/8) From 0 to 75(50ft to60ft) CCISeismic(2)rosenberger 45.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni W R-VG66 ST-BRD_CCI V2(7/8) From 0 to 75(40ft to50ft) CCISeismic(2)rosenberger 35.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni W R-VG66ST-B RD_CCIV2(7/8) From 0 to 75(30ft to40ft) CCISeismic(2)rosenberger 25.00 0.000 0.000 0.00 0.00 0.00 0.00 Job Page tllx7ower Tigard (BU: 879526) 8 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed Phone:(919)661-6351 Crown Castle g by FAX (919)661-6350 jcmcginnis Description Elevation Offset Azimuth E, EA, Eh, From Angle Centroid ft ft K K K K leoni W R-VG66ST-BRD_CCI V2(7/8) From 0 to 75(20ft to30ft) CCISeismic(2)rosenberger 15.00 0.000 0.000 0.00 0.00 ' 0.00 0.00 leoni W R-V G66 S T-B RD_CCI V 2(7/8) From 0 to 75 Oat to20ft) CCISeismic(2)rosenberger 5.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni W R-V G66S T-B RD_CCI V 2(7/8) From 0 to 75(Oft tolOft) CCISeismic(8)andrew 72.50 0.000 0.000 0.00 0.00 0.00 0.00 LDFS-50A(7/8)From 0 to 75 (70ft to75ft) CCISeismic(8)andrew 65.00 0.000 0.000 0.00 0.00 0.00 0.00 LDFS-50A(7/8)From 0 to 75 (60ft to70ft) CCISeismic(8)andrew 55.00 0.000 0.000 0.00 0.00 0.00 0.00 LDFS-50A(7/8)From 0 to 75 (50ft to60ft) CCISeismic(8)andrew 45.00 0.000 0.000 0.00 0.00 0.00 0.00 LDFS-50A(7/8)From 0 to 75 (40ft to50ft) CCISeismic(8)andrew 35.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (30ft to40ft) CCISeismic(8)andrew 25.00 0.000 0.000 0.00 0.00 0.00 0.00 LDFS-50A(7/8)From 0 to 75 (20ft to30ft) CCISeismic(8)andrew 15.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (1Oft t020ft) CCISeismic(8)andrew 5.00 0.000 0.000 0.00 0.00 0.00 0.00 LDFS-50A(7/8)From 0 to 75 (Oft tolOft) CCISeismic(4)andrew 72.50 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (70ft to75ft) CCISeismic(4)andrew 65.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (60ft to70ft) CCISeismic(4)andrew 55.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (50ft to6Oft) CCISeismic(4)andrew 45.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (40ft tolOft) CCISeismic(4)andrew 35.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (30ft to40ft) CCISeismic(4)andrew 25.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (20ft to30ft) CCISeismic(4)andrew 15.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (10ft to20ft) CCISeismic(4)andrew 5.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (Oft tolOft) CCISeismic(2)commscope 72.50 0.000 0.000 0.00 0.00 0.00 0.00 Job Page tnxTower Tigard (BU: 879526) 9 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 jcmcginnis Description Elevation Offset Azimuth E, El. Ea Eh From Angle Centroid ft ft K K K K RFFT-36SM-00l-xxM(3/8) From 0 to 75(70ft to75ft) CCISeismic(2)commscope 65.00 0.000 0.000 0.00 0.00 0.00 0.00 RFFT-36SM-001-xxM(3/8) From 0 to 75(60ft to70ft) CCISeismic(2)commscope 55.00 0.000 0.000 0.00 0.00 0.00 0.00 RFFT-36SM-001-xxM(3/8) From 0 to 75(50ft to60ft) CCISeismic(2)commscope 45.00 0.000 0.000 0.00 0.00 0.00 0.00 RFF T-36SM-001-xxM(3/8) From 0 to 75(40ft to50ft) CCISeismic(2)commscope 35.00 0.000 0.000 0.00 0.00 0.00 0.00 RFFT-36SM-001-xxM(3/8) From 0 to 75(30ft to40ft) CCISeismic(2)commscope 25.00 0.000 0.000 0.00 0.00 0.00 0.00 RFFT-36SM-001-xxM(3/8) From 0 to 75(20ft to30ft) CCISeismic(2)commscope 15.00 0.000 0.000 0.00 0.00 0.00 0.00 RFFT-36SM-001-xxM(3/8) From 0 to 75(IOft to20ft) CCISeismic(2)commscope 5.00 0.000 0.000 0.00 0.00 0.00 0.00 RFFT-36SM-001-xxM(3/8) From 0 to 75(Oft to l Oft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft ft? ftt K ft ft 1/2"x 7 LROD C From Leg 0.00 0.000 100.00 No Ice 0.35 0.35 0.00 0.000 1/2"Ice 1.06 1.06 0.01 3.500 1"Ice 1.79 1.79 0.02 2"Ice 2.97 2.97 0.05 "102" FFVV-65C-R3-VI_TMO A From 4.00 0.000 102.00 No Ice 12.95 4.89 0.12 Centroid-Fa 0.000 1/2"Ice 13.61 5.46 0.24 ce -2.000 I"Ice 14.27 6.04 0.37 2"Ice 15.63 7.23 0.65 FFVV-65C-R3-VI TMO B From 4.00 0.000 102.00 No Ice 12.95 4.89 0.12 Centroid-Fa 0.000 1/2"Ice 13.61 5.46 0.24 ce -2.000 1"Ice 14.27 6.04 0.37 2"Ice 15.63 7.23 0.65 FFVV-65C-R3-VI_TMO C From 4.00 0.000 102.00 No Ice 12.95 4.89 0.12 Centroid-Fa 0.000 1/2"Ice 13.61 5.46 0.24 ce -2.000 1"ice 14.27 6.04 0.37 2"Ice 15.63 7.23 0.65 AEHC w/Mount Pipe A From 4.00 0.000 102.00 No Ice 6.91 2.77 0.11 Centroid-Fa 0.000 1/2"Ice 7.40 3.15 0.16 ce -2.000 1"Ice 7.91 3.55 0.22 2"Ice 8.99 4.39 0.36 AEHC w/Mount Pipe B From 4.00 0.000 102.00 No Ice 6.91 2.77 0.11 Page tnxTower Job Tigard (BU: 879526) 10 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 jcmcginnis Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weigh! or 7)'pe Harz Adjustment Front Side Leg Lateral Vert ft ft ji' f' K f ft Centroid-Fa 0.000 1/2"Ice 7.40 3.15 0.16 ce -2.000 I"Ice 7.91 3.55 0.22 2"Ice 8.99 4.39 0.36 AEHC w/Mount Pipe C From 4.00 0.000 102.00 No Ice 6.91 2.77 0.11 Centroid-Fa 0.000 1l2"Ice 7.40 3.15 0.16 ce -2.000 I"Ice 7.91 3.55 0.22 2"Ice 8.99 4.39 0.36 HCS 2.0 A From 4.00 0.000 102.00 No Ice 0.94 0.70 0.00 Centroid-Fa 0.000 1/2"Ice 1.08 0.82 0.01 ce -2.000 1"Ice 1.22 0.94 0.02 2"Ice 1.53 1.22 0.05 HCS 2.0 B From 4.00 0.000 102.00 No Ice 0.94 0.70 0.00 Centroid-Fa 0.000 1/2"Ice 1.08 0.82 0.01 ce -2.000 1"Ice 1.22 0.94 0.02 2"Ice 1,53 1.22 0.05 AHFIG_TMO A From 4.00 0.000 102.00 No Ice 3.08 1.47 0.07 Centroid-Fa 0.000 1/2"Ice 3.32 1.66 0.09 ce -2.000 I"Ice 3.56 1.85 0.12 2"Ice 4.07 2.27 0.18 AHFIG_TMO B From 4.00 0.000 102.00 No Ice 3.08 1.47 0.07 Centroid-Fa 0.000 1/2"Ice 3.32 1.66 0.09 ce -2.000 1"Ice 3.56 1.85 0.12 2"Ice 4.07 2.27 0.18 AHFIG_TMO C From 4.00 0.000 102.00 No Ice 3.08 1.47 0.07 Centroid-Fa 0.000 1/2"Ice 3.32 1.66 0.09 ce -2.000 1"Ice 3.56 1.85 0.12 2"Ice 4.07 2.27 0.18 AHLOA_T-MOBILE A From 4.00 0.000 102.00 No Ice 2.86 1.85 0.08 Centroid-Fa 0.000 1/2"Ice 3.08 2.04 0.11 ce -2.000 I"Ice 3.31 2.23 0.13 2"Ice 3.80 2.65 0.20 AHLOA_T-MOBILE B From 4.00 0.000 102.00 No ice 2.86 1.85 0.08 Centroid-Fa 0.000 1/2"Ice 3.08 2.04 0.11 ce -2.000 1"Ice 3.31 2.23 0.13 2"Ice 3.80 2.65 0.20 AHLOA_T-MOBILE C From 4.00 0.000 102.00 No Ice 2.86 1.85 0.08 Centroid-Fa 0.000 1/2"Ice 3.08 2.04 0.11 ce -2.000 1"Ice 3.31 2.23 0.13 2"Ice 3.80 2.65 0.20 PV-LPPGS-I2M-HR2-API C None 0.000 102.00 No Ice 19.00 19.00 1.93 1/2"Ice 25.60 25.60 2.54 1"Ice 32.20 32.20 3.16 2"Ice 45.40 45.40 4.40 •r* ss75s+ (2)NNHH-65C-R4_CCIV2 A From 4.00 0.000 75.00 No Ice 9.68 5.17 0.16 w/Mount Pipe Centroid-Le 0.000 12"Ice 10.27 5.71 0.27 g 1.000 1"Ice 10.87 6.26 0.39 2"Ice 12.10 7.40 0.68 (2)NNHH-65C-R4_CCIV2 B From 4.00 0.000 75.00 No Ice 9.68 5.17 0.16 w/Mount Pipe Centroid-Fa 0.000 1/2"Ice 10.27 5.71 0.27 ce 1.000 1"Ice 10.87 6.26 0.39 2"Ice 12.10 7.40 0.68 AEQU w/Mount Pipe A From 4.00 0.000 75.00 No Ice 4.56 3.09 0.11 Centroid-Le 0.000 1/2"Ice 4.88 3.52 0.15 g 3.000 1"Ice 5.22 3.96 0.20 2"Ice 5.93 4.90 0.31 Job Page trixTower Tigard (BU: 879526) 11 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle jcmcginnis FAX.-(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert .It ° t ft2 ft2 K ft ft AEQU w/Mount Pipe B From 4.00 0.000 75.00 No Ice 4.56 3.09 0.11 Centroid-Le 0.000 1/2"Ice 4.88 3.52 0.15 g 3.000 I"Ice 5.22 3.96 0.20 2"Ice 5.93 4.90 0.31 AEQU w/Mount Pipe C From 4.00 0.000 75.00 No Ice 4.56 3.09 0.11 Centroid-Le 0.000 1/2"Ice 4.88 3.52 0.15 . g 3.000 1"Ice 5.22 3.96 0.20 2"Ice 5.93 4.90 0.31 AEQK A From 4.00 0.000 75.00 No Ice 4.36 2.40 0.10 Centroid-Le 0.000 1/2"Ice 4.63 2.61 0.13 g -1.000 l"Ice 4.90 2.83 0.17 2"Ice 5.47 3.29 0.26 AEQK B From 4.00 0.000 75.00 No Ice 4.36 2.40 0.10 Centroid-Le 0.000 1/2"Ice 4.63 2.61 0.13 g -1.000 1"Ice 4.90 2.83 0.17 2"Ice 5.47 3.29 0.26 AEQK C From 4.00 0.000 75.00 No Ice 4.36 2.40 0.10 Centroid-Le 0.000 1/2"Ice 4.63 2.61 0.13 g -1.000 1"Ice 4.90 2.83 0.17 2"Ice 5.47 3.29 0.26 (2) C From 4.00 0.000 75.00 No Ice 24.52 8.38 0.15 CMA-UBTULBULBHH/651 Centroid-Le 0.000 1/2"Ice 25.68 9.38 0.28 7/17/21/21 w/Mount Pipe g 1.000 1"Ice 26.87 10.39 0.44 2"Ice 29.29 12.49 0.78 AHF1B_CCIV2 A From 4.00 0.000 75.00 No Ice 2.79 1.53 0.07 Centroid-Le 0.000 1/2"Ice 3.01 1.71 0.09 g 1.000 1"Ice 3.24 1.90 0.11 2"Ice 3.72 2.29 0.17 AHFIB_CCIV2 B From 4.00 0.000 75.00 No Ice 2.79 1.53 0.07 Centroid-Le 0.000 1/2"Ice 3.01 1.71 0.09 g 1.000 I"Ice 3.24 1.90 0.11 2"Ice 3.72 2.29 0.17 AHFIB_CCIV2 C From 4.00 0.000 75.00 No Ice 2.79 1.53 0.07 Centroid-Le 0.000 1/2"Ice 3.01 1.71 0.09 g 1.000 1"Ice 3.24 1.90 0.11 2"Ice 3.72 2.29 0.17 AHCA_CCIV3 A From 4.00 0.000 75.00 No Ice 1.53 0.82 0.04 Centroid-Le 0.000 1/2"Ice 1.69 0.95 0.05 g 1.000 1"Ice 1.85 1.08 0.06 2"Ice 2.20 1.36 0.10 AHCA_CCIV3 B From 4.00 0.000 75.00 No Ice 1.53 0.82 0.04 Centroid-Le 0.000 1/2"Ice 1.69 0.95 0.05 g 1.000 1"Ice 1.85 1.08 0.06 2"Ice 2.20 1.36 0.10 AHCA_CCIV3 C From 4.00 0.000 75.00 No Ice 1.53 0.82 0.04 Centroid-Le 0.000 1/2"Ice 1.69 0.95 0.05 g 1.000 1"Ice 1.85 1.08 0.06 2"Ice 2.20 1.36 0.10 AHLBA CCIV2 A From 4.00 0.000 75.00 No Ice 2.23 1.31 0.08 Centroid-Le 0.000 12"Ice 2.42 1.47 0.09 g 1.000 1"Ice 2.62 1.64 0.12 2"Ice 3.05 1.99 0.17 AHLBA_CCIV2 B From 4.00 0.000 75.00 No Ice 2.23 1.31 0.08 Centroid-Le 0.000 12"Ice 2.42 1.47 0.09 g 1.000 1"Ice 2.62 1.64 0.12 2"Ice 3.05 1.99 0.17 AHLBA_CCIV2 C From 4.00 0.000 75.00 No Ice 2.23 1.31 0.08 Job Page tnxTower Tigard (BU: 879526) 12 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle CIT1C Innis FAX:(919)661-6350 ] g Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft " f ft2 ft2 K r ji Centroid-Le 0.000 1/2"Ice 2.42 1.47 0.09 g 1.000 1"Ice 2.62 1.64 0.12 2"Ice 3.05 1.99 0.17 DC9-48-60-24-8C-EV B From 4.00 0.000 75.00 No Ice 1.14 1.14 0.03 Centroid-Le 0.000 1/2"Ice 1.79 1.79 0.05 g 1.000 1"Ice 2.00 2.00 0.07 2"Ice 2.45 2.45 0.13 DC6-48-60-18-8F A From 4.00 0.000 75.00 No Ice 1.21 1.21 0.03 Centroid-Le 0.000 1/2"Ice 1.89 1.89 0.05 g 1.000 1"Ice 2.11 2.11 0.08 2"Ice 2.57 2.57 0.14 (3)2.4"Dia x 10-ft Mount C From 4.00 0.000 75.00 No Ice 2.38 2.38 0.04 Pipe Centroid-Le 0.000 I/2"Ice 3.40 3.40 0.05 g 0.000 1"Ice 4.45 4.45 0.08 2"Ice 5.91 5.91 0.15 2.4"Dia x 12'Pipe C From 4.00 0.000 75.00 No Ice 1.90 0.00 0.04 (Horizontal) Centroid-Le 0.000 1/2"Ice 2.70 0.00 0.07 g 2.000 1"Ice 3.50 0.00 0.10 2"Ice 5.10 0.00 0.18 2.4"Dia x 12'Pipe C From 4.00 0.000 75.00 No Ice 1.90 0.00 0.04 (Horizontal) Centroid-Le 0.000 1/2"Ice 2.70 0.00 0.07 g -2.000 I"Ice 3.50 0.00 0.10 2"Ice 5.10 0.00 0.18 Platform Mount[LP C None 0.000 75.00 No Ice 28.31 28.31 1.77 303-1_KCKR-HR-I] 1/2"Ice 35.69 35.69 2.30 1"Ice 43.11 43.11 2.94 2"Ice 58.21 58.21 4.60 *** *** 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+l.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+l.0 Wind 210 deg-No Ice tnxTower Job Page Tigard (BU: 879526) 13 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 jcmcginnis Comb. Description No. 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 lce+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+l.0Ice+1.0 Temp 28 1.2 Dead+l.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+l.0 Wind 60 deg+l.0lce+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+l.0lce+1.0 Temp 31 1.2 Dead+I.0 Wind 120 deg+1.0 Ice+l.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+l.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+I.0Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0Ice+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+1.0Ice+l.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0Ice+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 51 1.2 Dead+1.0 Ev+l.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 I.2 Dead+l.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+l.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg • Maximum Member Forces Job Page tnXTower� Tigard (BU: 879526) 14 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PAX:(919)661-6350 jOr1lCglnnlS Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft lap-fi Ll 100-60.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -23.36 1.67 3.76 Max.Mx 20 -11.38 161.37 -4.42 Max.My 2 -11.40 -5.11 157.98 Max.Vy 20 -7.93 161.37 -4.42 Max.Vx 2 -7.61 -5.11 157.98 Max.Torque 5 1.08 L2 60.25-26 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -30.82 0.20 4.86 Max.Mx 20 -16.04 459.45 -19.68 Max.My 2 -16.05 -20.90 449.10 Max.Vy 20 -9.76 459.45 -19.68 Max.Vx 2 -9.67 -20.90 449.10 Max.Torque 5 1.08 L3 26-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -39.25 -1.33 5.79 Max.Mx 8 -21.95 -778.00 36.53 Max.My 2 -21.95 -34.97 767.56 Max.Vy 8 11.15 -778.00 36.53 Max.Vx 2 -11.20 -34.97 767.56 Max.Torque 5 1.08 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 39.25 0.00 0.00 Max.H, 20 21.96 11.14 -0.44 Max.H„ 2 21.96 -0.44 11.19 Max.M, 2 767.56 -0.44 11.19 Max.M„ 8 778.00 -11.14 0.44 Max.Torsion 5 1.08 -6.01 9.70 Min.Vert 66 13.95 1.73 -3.00 Min.H, 8 21.96 -11.14 0.44 Min.H„ 14 21.96 0.44 -11.19 Min.M, 14 -764.23 0.44 -11.19 Min.M, 20 -777.79 11.14 -0.44 Min.Torsion 17 -1.07 6.01 -9.70 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft lap ft kip-ft Dead Only 18.30 -0.00 -0.00 -1.35 -0.09 0.00 1.2 Dead+1.0 Wind 0 deg-No 21.96 0.44 -11.19 -767.56 -34.97 -0.98 Ice 0.9 Dead+1.0 Wind 0 deg-No 16.47 0.44 -11.19 -760.25 -34.64 -0.98 Ice 1.2 Dead+1.0 Wind 30 deg-No 21.96 6.01 -9.70 -675.37 -421.61 -1.08 Ice tmxL over Job Page Tigard (BU: 879526) 15 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX•(919)661-6350 jcmcginnis Load Vertical .Shear, Shear, Overturning Overturning Torque -. Combination Moment,M Moment,M K K K kip ft kip ft kip ft 0.9 Dead+1.0 Wind 30 deg-No 16.47 6.01 -9.70 -668.86 -417.79 -1.08 Ice 1.2 Dead+1.0 Wind 60 deg-No 21.96 9.87 -5.80 -408.38 -691.20 -0.88 Ice 0.9 Dead+1.0 Wind 60 deg-No 16.47 9.87 -5.80 -404.27 -684.93 -0.88 Ice 1.2 Dead+1.0 Wind 90 deg-No 21.96 11.14 -0.44 -36.53 -778.00 -0.45 Ice 0.9 Dead+1.0 Wind 90 deg-No 16.47 11.14 -0.44 -35.78 -770.94 -0.45 Ice 1.2 Dead+l.0 Wind 120 deg- 21.96 9.42 5.03 344.68 -656.37 0.10 No Ice 0.9 Dead+1.0 Wind I20 deg- 16.47 9.42 5.03 341.98 -650.41 0.10 No Ice 1.2 Dead+1.0 Wind 150 deg- 21.96 5.18 9.15 633.10 -358.88 0.62 No Ice 0.9 Dead+1.0 Wind 150 deg- 16.47 5.18 9.15 627.79 -355.61 0.62 No Ice 1.2 Dead+1.0 Wind 180 deg- 21.96 -0.44 11.19 764.23 34.75 0.97 No Ice 0.9 Dead+1.0 Wind 180 deg- 16.47 -0.44 11.19 757.78 34.47 0.97 No Ice 1.2 Dead+1.0 Wind 210 deg- 21.96 -6.01 9.70 672.04 421.40 1.07 No Ice 0.9 Dead+1.0 Wind 210 deg- 16.47 -6.01 9.70 666.40 417.62 1.07 No Ice 1.2 Dead+l.0 Wind 240 deg- 21.96 -9.87 5.80 405.05 690.99 0.88 No Ice 0.9 Dead+1.0 Wind 240 deg- 16.47 -9.87 5.80 401.81 684.76 0.88 No Ice 2 Dead+LO Wind 270 deg- 21.96 -11.14 0.44 33.19 777.79 0.46 No Ice 0.9 Dead+l.0 Wind 270 deg- 16.47 -11.14 0.44 33.32 770.78 0.46 No Ice 1.2 Dead+LO Wind 300 deg- 21.96 -9.42 -5.03 -348.02 656.16 -0.09 No Ice 0.9 Dead+l.0 Wind 300 deg- 16.47 -9.42 -5.03 -34445 650.25 -0.09 No Ice 1.2 Dead+l.0 Wind 330 deg- 21.96 -5.18 -9.15 -636.44 358.66 -0.62 No Ice 0.9 Dead+l.0 Wind 330 deg- 16.47 -5.18 -9.15 -630.26 355.44 -0.62 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 39.25 -0.00 -0.00 -5.79 -1.33 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 39.25 0.05 -1.46 -112 45 -5.22 -0.17 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 39.25 0.79 -1.29 -100.10 -59.47 -0.16 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 39.25 1.32 -0.77 -62.50 -98.15 -0.11 Ice+1.0 Temp 1.2 Dead+I.0 Wind 90 deg+I.0 39.25 1.50 -0.05 -9.70 -110.89 -0.03 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 39.25 1.27 0.69 44.13 -94.27 0.06 deg+1.0Ice+l.0 Temp 1.2 Dead+1.0 Wind 150 39.25 0.71 1.24 84.58 -52.75 0.13 deg+1.0 Ice+I.0 Temp 1.2 Dead+I.0 Wind 180 39.25 -0.05 1.46 100.81 2.54 0.17 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 39.25 -0.79 1.29 88.47 56.80 0.16 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 39.25 -1.32 0.77 50.86 95.47 0.11 deg+I.0 Ice+1.0 Temp Page tnxTower Job Tigard (BU: 879526) 16 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle jcmcginnis FAX:(919)661-6350 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M. Moment,M, K K K ktD-it hipch ldpft 1.2 Dead+1.0 Wind 270 39.25 -1.50 0.05 -1.94 108.21 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 39.25 -1.27 -0.69 -55.77 91.59 -0.06 deg+LO Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 39.25 -0.71 -1.24 -96.22 50.07 -0.13 deg+I.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 18.30 0.16 4.04 -276.02 -12.58 -0.35 Dead+Wind 30 deg-Service 18.30 2.17 -3.50 -242.96 -151.23 -0.38 Dead+Wind 60 deg-Service 18.30 3.56 -2.09 -147.22 -247.90 -0.32 Dead+Wind 90 deg-Service 18.30 4.02 -0.16 -13.87 -279.02 -0.16 Dead+Wind 120 deg-Service 18.30 3.40 1.81 122.82 -235.41 0.03 Dead+Wind 150 deg-Service 18.30 1.87 3.30 226.24 -128.74 0.22 Dead+Wind 180 deg-Service 18.30 -0.16 4.04 273.26 12.40 0.35 Dead+Wind 210 deg-Service 18.30 -2.17 3.50 240.20 151.04 0.38 Dead+Wind 240 deg-Service 18.30 -3.56 2.09 144.46 247.72 0.32 Dead+Wind 270 deg-Service 18.30 -4.02 0.16 11.11 278.84 0.17 Dead+Wind 300 deg-Service 18.30 -3.40 -1.81 -125.58 235.23 -0.03 Dead+Wind 330 deg-Service 18.30 -1.87 -3.30 -229.00 128.56 -0.22 1.2 Dead+1.0 Ev+l.0 Eh 0 deg 24.47 0.00 -3.46 -303.67 -0.10 0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 13.95 0.00 -3.46 -297.57 -0.08 0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 24.47 1.73 -3.00 -263.22 -151.10 0.00 0.9 Dead-l.0 Ev+1.0 Eh 30 deg 13.95 1.73 -3.00 -257.87 -148.25 0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 24.47 3.00 -1.73 -152.68 -261.64 0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 13.95 3.00 -1.73 -149.40 -256.72 0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 24.47 3.46 -0.00 -1.68 -302.10 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 13.95 3.46 0.00 -1.23 -296.42 0.00 1.2 Dead+1.0 Ev+I.O Eh 120 24.47 3.00 1.73 149.32 -261.64 0.00 deg 0.9 1)ead-1.0 Ev+1.0 Eh 120 13.95 3.00 1.73 146.94 -256.72 0.00 deg 1.2 0ead+1.0 Ev+1.0 Eh 150 24.47 1.73 3.00 259.85 -151.10 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 13.95 1.73 3.00 255.41 -148.25 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 24.47 0.00 3.46 300.31 -0.10 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 13.95 0.00 3.46 295.11 -0.08 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 24.47 -1.73 3.00 259.85 150.89 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 13.95 -1.73 3.00 255.41 148.09 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 24.47 -3.00 1.73 149.32 261.43 -0.00 deg 0.9 Dead-I.0 Ev+1.0 Eh 240 13.95 -3.00 1.73 146.94 256.55 -0.00 deg 1.2 Dead+1.0 Ev+l.0 Eh 270 24.47 -3.46 -0.00 -1.68 301.89 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 13.95 -3.46 0.00 -1.23 296.26 -0.00 deg 1.2 Dead+l.0 Ev+LO Eh 300 24.47 -3.00 -1.73 -152.68 261.43 -0.00 deg 0.9 Dead-I.0 Ev+1.0 Eh 300 13.95 -3.00 -1.73 -149.40 256.55 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 24.47 -1.73 -3.00 -263.22 150.89 -0.00 deg 0.9 Dead-1.0 Ev+I.0 Eh 330 13.95 -1.73 -3.00 -257.87 148.09 -0.00 deg Page tnxTower Job g Tigard (BU: 879526) 17 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle jcmcginnis FAX:(919)661-6350 Solution Summary 1 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 -18.30 0.00 0.00 18.30 0.00 0.000% 2 0.44 -21.96 -11.19 -0.44 21.96 11.19 0.000% 3 0.44 -16.47 -11.19 -0.44 16.47 11.19 0.000% 4 6.01 -21.96 -9.70 -6.01 21.96 9.70 0.000% 5 6.01 -16.47 -9.70 -6.01 16.47 9.70 0.000% 6 9.87 -21.96 -5.80 -9.87 21.96 5.80 0.000% 7 9.87 -16.47 -5.80 -9.87 16.47 5.80 0.000% 8 11.14 -21.96 -0.44 -11.14 21.96 0.44 0.000% 9 11.14 -16.47 -0.44 -11.14 16.47 0.44 0.000% 10 9A2 -21.96 5.03 -9.42 21.96 -5.03 0.000% 11 9.42 -16.47 5.03 -9.42 16.47 -5.03 0.000% 12 5.18 -21.96 9.15 -5.18 21.96 -9.15 0.000% 13 5.18 -16.47 9.15 -5.18 16.47 -9.15 0.000% 14 -0.44 -21.96 11.19 0.44 21.96 -11.19 0.000% 15 -0.44 -16.47 11.19 0.44 16.47 -11.19 0.000% 16 -6.01 -21.96 9.70 6.01 21.96 -9.70 0.000% 17 -6.01 -16.47 9.70 6.01 16.47 -9.70 0.000% 18 -9.87 -21.96 5.80 9.87 21.96 -5.80 0.000% 19 -9.87 -16.47 5.80 9.87 16.47 -5.80 0.000% 20 -11.14 -21.96 0.44 11.14 21.96 -0.44 0.000% 21 -11.14 -16.47 0.44 11.14 16.47 -0.44 0.000% 22 -9.42 -21.96 -5.03 9.42 21.96 5.03 0.000% 23 -9.42 -16.47 -5.03 9.42 16.47 5.03 0.000% 24 -5.18 -21.96 -9.15 5.18 21.96 9.15 0.000% 25 -5.18 -16.47 -9.15 5.18 16.47 9.15 0.000% 26 0.00 -39.25 0.00 0.00 39.25 0.00 0.000% 27 0.05 -39.25 -1.46 -0.05 39.25 1.46 0.000% 28 0.79 -39.25 -L29 -0.79 39.25 1.29 0.000% 29 1.32 -39.25 -0.77 -1.32 39.25 0.77 0.000% 30 1.50 -39.25 -0.05 -1.50 39.25 0.05 0.000% 31 1.27 -39.25 0.69 -1.27 39.25 -0.69 0.000% 32 0.71 -39.25 1.24 -0.71 39.25 -1.24 0.000% 33 -0.05 -39.25 1.46 0.05 39.25 -1.46 0.000% 34 -0.79 -39.25 1.29 0.79 39.25 -1.29 0.000% 35 -1.32 -39.25 0.77 1.32 39.25 -0.77 0.000% 36 -1.50 -39.25 0.05 1.50 39.25 -0.05 0.000% 37 -1.27 -39.25 -0.69 1.27 39.25 0.69 0.000% 38 -0.71 -39.25 -1.24 0.71 39.25 1.24 0.000% 39 0.16 -18.30 -4.04 -0.16 18.30 4.04 0.000% 40 2.17 -18.30 -3.50 -2.17 18.30 3.50 0.000% 41 3.56 -18.30 -2.09 -3.56 18.30 2.09 0.000% 42 4.02 -18.30 -0.16 -4.02 18.30 0.16 0.000% 43 3.40 -18.30 1.81 -3.40 18.30 -1.81 0.000% 44 1.87 -18.30 3.30 -1.87 18.30 -3.30 0.000% 45 -0.16 -18.30 4.04 0.16 18.30 -4.04 0.000% 46 -2.17 -18.30 3.50 2.17 18.30 -3.50 0.000% 47 -3.56 -18.30 2.09 3.56 18.30 -2.09 0.000% 48 -4.02 -18.30 0.16 4.02 18.30 -0.16 0.000% 49 -3.40 -18.30 -1.81 3.40 18.30 1.81 0.000% 50 -1.87 -18.30 -3.30 1.87 18.30 3.30 0.000% 51 0.00 -24.47 -3.46 0.00 24.47 3.46 0.000% 52 0.00 -13.95 -3.46 0.00 13.95 3.46 0.000% 53 1.73 -24.47 -3.00 -1.73 24.47 3.00 0.000% 54 1.73 -13.95 -3.00 -1.73 13.95 3.00 0.000% 55 3.00 -24.47 -1.73 -3.00 24.47 1.73 0.000% 56 3.00 -13.95 -1.73 -3.00 13.95 1.73 0.000% 57 3.46 -24.47 0.00 -3.46 24.47 0.00 0.000% 58 3.46 -13.95 0.00 -3.46 13.95 0.00 0.000% Job Page tnxTower Tigard (BU: 879526) 18 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 jcmcginnis Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 59 3.00 -24.47 1.73 -3.00 24.47 -1.73 0.000% 60 3.00 -13.95 1.73 -3.00 13.95 -1.73 0.000% 61 1.73 -24.47 3.00 -1.73 24.47 -3.00 0.000% 62 1.73 -13.95 3.00 -1.73 13.95 -3.00 0.000% 63 0.00 -24.47 3.46 0.00 24.47 -3.46 0.000% 64 0.00 -13.95 3.46 0.00 13.95 -3.46 0.000% 65 -1.73 -24.47 3.00 1.73 24.47 -3.00 0.000% 66 -1.73 -13.95 3.00 1.73 13.95 -3.00 0.000% 67 -3.00 -24.47 1.73 3.00 24.47 -1.73 0.000% 68 -3.00 -13.95 1.73 3.00 13.95 -1.73 0.000% 69 -3.46 -24.47 0.00 3.46 24.47 0.00 0.000% 70 -3.46 -13.95 0.00 3.46 13.95 0.00 0.000% 71 -3.00 -24.47 -1.73 3.00 24.47 1.73 0.000% 72 -3.00 -13.95 -1.73 3.00 13.95 1.73 0.000% 73 -1.73 -24.47 -3.00 1.73 24.47 3.00 0.000% 74 -1.73 -13.95 -3.00 1.73 13.95 3.00 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance I Yes 4 0.00000001 0.00000774 2 Yes 4 0.00000001 0.00025132 3 Yes 4 0.00000001 0.00017011 4 Yes 5 0.00000001 0.00009597 5 Yes 5 0.00000001 0.00004733 6 Yes 5 0.00000001 0.00011456 7 Yes 5 0.00000001 0.00005688 8 Yes 4 0.00000001 0.00044801 9 Yes 4 0.00000001 0.00029991 10 Yes 5 0.00000001 0.00008095 11 Yes 5 0.00000001 0.00004069 12 Yes 5 0.00000001 0.00007388 13 Yes 5 0.00000001 0.00003707 14 Yes 4 0.00000001 0.00064536 15 Yes 4 0.00000001 0.00044151 16 Yes 5 0.00000001 0.00011449 17 Yes 5 0.00000001 0.00005712 18 Yes 5 0.00000001 0.00009517 19 Yes 5 0.00000001 0.00004702 20 Yes 4 0.00000001 0.00009776 21 Yes 4 0.00000001 0.00004607 22 Yes 5 0.00000001 0.00008062 23 Yes 5 0.00000001 0.00004026 24 Yes 5 0.00000001 0.00008779 25 Yes 5 0.00000001 0.00004416 26 Yes 4 0.00000001 0.00005069 27 Yes 4 0.00000001 0.00062015 28 Yes 4 0.00000001 0.00064337 29 Yes 4 0.00000001 0.00063553 30 Yes 4 0.00000001 0.00058744 . 31 Yes 4 0.00000001 0.00054711 32 Yes 4 0.00000001 0.00052269 33 Yes 4 0.00000001 0.00052638 34 Yes 4 0.00000001 0.00056664 35 Yes 4 0.00000001 0.00059062 Job Page tnxTower Tigard (BU: 879526) 19 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle Innis FAX::(919)661-6350 cmc g 36 Yes 4 0.00000001 0.00059298 37 Yes 4 0.00000001 0.00060463 38 Yes 4 0.00000001 0.00061187 39 Yes 4 0.00000001 0.00004826 40 Yes 4 0.00000001 0.00010407 41 Yes 4 0.00000001 0.00014302 42 Yes 4 0.00000001 0.00004179 43 Yes 4 0.00000001 0.00008652 44 Yes 4 0.00000001 0.00007513 45 Yes 4 0.00000001 0.00006432 46 Yes 4 0.00000001 0.00014474 47 Yes 4 0.00000001 0.00009829 48 Yes 4 0.00000001 0.00002631 49 Yes 4 0.00000001 0.00008650 50 Yes 4 0.00000001 0.00010591 51 Yes 4 0.00000001 0.00004243 52 Yes 4 0.00000001 0.00001232 53 Yes 4 0.00000001 0.00023691 54 Yes 4 0.00000001 0.00012229 55 Yes 4 0.00000001 0.00023726 56 Yes 4 0.00000001 0.00012240 57 Yes 4 0.00000001 0.00004210 58 Yes 4 0.00000001 0.00001232 59 Yes 4 0.00000001 0.00022869 60 Yes 4 0.00000001 0.00011900 61 Yes 4 0.00000001 0.00022927 62 Yes 4 0.00000001 0.00011922 63 Yes 4 0.00000001 0.00004161 64 Yes 4 0.00000001 0.00001217 65 Yes 4 0.00000001 0.00023085 66 Yes 4 0.00000001 0.00011985 67 Yes 4 0.00000001 0.00023051 68 Yes 4 0.00000001 0.00011974 69 Yes 4 0.00000001 0.00004226 70 Yes 4 0.00000001 0.00001235 71 Yes 4 0.00000001 0.00023912 72 Yes 4 0.00000001 0.00012315 73 Yes 4 0.00000001 0.00023853 74 Yes 4 0.00000001 0.00012293 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° Ll 100-60.25 11.747 41 0.910 0.004 L2 64.08-26 5.322 41 0.744 0.002 L3 30.42-0 1.256 41 0.367 0.001 Critical Deflections and Radius of Curvature - Service Wind ' Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fl Comb. in ° ft 102.00 FFVV-65C-R3-V11'MO 41 11.747 0.910 0.004 50365 100.00 1/2"x 7'LROD 41 11.747 0.910 0.004 50365 , Job Page tnxTower Tigard (BU: 879526) 20 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX (919)661-6350 jcmcginnis Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° fl 95.13 CCISeismic Tower Section 1-1 41 10.826 0.895 0.004 50365 95.00 CCISeismic miscl Safety Line 3/8 41 10.802 0.895 0.003 50365 From 0 to 100(90ft to100ft) 85.25 CCISeismic Tower Section 1-2 41 8.983 0.863 0.003 17073 85.00 CCISeismic miscl Safety Line 3/8 41 8.937 0.862 0.003 16788 From 0 to 100(80ft to90ft) 75.25 CCISeismic Tower Section 1-3 41 7.186 0.818 0.003 10174 75.00 (2)NNHH-65C-R4 CCIV2 w/ 41 7.143 0.816 0.003 10072 Mount Pipe 72.50 CCISeismic(3)rosenberger leoni 41 6.711 0.802 0.003 9157 WR-VG86ST-BRD(3/4)From 0 to 75(70ft to75ft) 65.25 CCISeismic Tower Section 1-4 41 5.508 0.753 0.003 7248 65.00 CCISeismic miscl Safety Line 3/8 41 5.468 0.751 0.002 7197 From 0 to 100(60ft to70ft) 60.04 CCISeismic Tower Section 2-1 41 4.696 0.708 0.002 6319 55.00 CCISeismic miscl Safety Line 3/8 41 3.960 0.659 0.002 5626 From 0 to 100(50ft to60ft) 51.00 CCISeismic Tower Section 2-2 41 3.414 0.616 0.002 5176 45.00 CCISeismic miscl Safety Line 3/8 41 2.665 0.547 0.001 4621 From 0 to 100(40ft to50ft) 41.00 CCISeismic Tower Section 2-3 41 2.218 0.499 0.001 4313 35.00 CCISeismic miscl Safety Line 3/8 41 1.630 0.424 0.001 3921 From 0 to 100(30ft to40ft) 31.00 CCISeismic Tower Section 2-4 41 1.299 0.374 0.001 3801 30.21 CCISeismic Tower Section 3-1 41 1.240 0.365 0.001 3825 25.00 CCISeismic Tower Section 3-2 41 0.897 0.300 0.001 4461 15.00 CCISeismic Tower Section 3-3 41 0.431 0.179 0.000 7435 5.00 CCISeismic Tower Section 3-4 41 0.126 0.059 0.000 22306 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° LI 100-60.25 32.763 6 2.540 0.010 L2 64.08-26 14.837 6 2.075 0.007 L3 30.42-0 3.499 6 1.023 0.002 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fi Comb. in ° fl 102.00 FFVV-65C-R3-VI_TMO 6 32.763 2.540 0.010 18064 100.00 1/2"x T LROD 6 32.763 2.540 0.010 18064 95.13 CCISeismic Tower Section 1- I 6 30.193 2.500 0.010 18064 95.00 CCISeismic miscl Safety Line 3/8 6 30.128 2.499 0.010 18064 From 0 to 100(90ft to 100ft) 85.25 CCISeismic Tower Section 1-2 6 25.051 2.408 0.009 6123 85.00 CCISeismic miscl Safety Line 3/8 6 24.923 2.406 0.009 6020 From 0 to 100(80ft to90ft) Job Page tntx1owel" 6 ,( Tigard (BU: 879526) 21 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 jcmcginnis Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 75.25 CCISeismic Tower Section 1-3 6 20.039 2.282 0.008 3648 75.00 (2)NNHH-65C-R4_CCIV2 w/ 6 19.917 2.279 0.008 3611 Mount Pipe 72.50 CCISeismic(3)rosenberger leoni 6 18.713 2.239 0.008 3283 WR VG86ST-BRD(3/4)From 0 to 75(70ft to75ft) 65.25 CCISeismic Tower Section 1-4 6 15.357 2.101 0.007 2598 65.00 CCISeismic miscl Safety Line 3/8 6 15.245 2.095 0.007 2580 From 0 to 100(60ft to70ft) 60.04 CCISeismic Tower Section 2-1 6 13.093 1.977 0.006 2265 55.00 CCISeismic miscl Safety Line 3/8 6 11.039 1.839 0.006 2018 From 0 to 100(50ft to60ft) 51.00 CCISeismic Tower Section 2-2 6 9.516 1.719 0.005 1856 45.00 CCISeismic miscl Safety Line 3/8 6 7.429 1.525 0.004 1658 From 0 to 100(40ft to50ft) 41.00 CCISeismic Tower Section 2-3 6 6.180 1.390 0.004 1547 35.00 CCISeismic misel Safety Line 3/8 6 4.543 1.183 0.003 1407 From 0 to 100(30ft to40ft) 31.00 CCISeismic Tower Section 2-4 6 3.621 1.043 0.002 1363 30.21 CCISeismic Tower Section 3-1 6 3.455 1.016 0.002 1372 25.00 CCISeismic Tower Section 3-2 6 2.500 0.837 0.002 1600 15.00 CCISeismic Tower Section 3-3 6 1.200 0.499 0.001 2666 5.00 CCISeismic Tower Section 3-4 6 0.350 0.166 0.000 7998 I Compression Checks r Pole Design Data Section Elevation Size L L„ Kl/r A P. OF. Ratio No. P. ft ft ft in2 K K $P. Ll 100-60.25(1) TP26.255x20x0.25 39.75 0.00 0.0 20.449 -11.36 1196.26 0.009 L2 60.25-26(2) TP31.145x25.152x0.313 38.08 0.00 0.0 30.325 -16.03 1774.03 0.009 L3 26-0(3) TP34.611x29.824x0.375 30.42 0.00 0.0 41.340 -21.95 2418.39 0.009 Pole Bending Design Data Section Elevation Size .tf_ $M Ratio Mn. $M,, Ratio No. M. ft kip ft kip fl $M,„ kip ft kip7t $M,,„ Ll 100-60.25(1) I P26255x20x0.25 164.82 724.22 0.228 0.00 724.22 0.000 L2 60.25-26(2) TP31.145x25.15280.313 474.28 1298.78 0.365 0.00 1298.78 0.000 L3 26-0(3) TP34.611x29.82480.375 802.83 2049.07 0.392 0.00 2049.07 0.000 • Pole Shear Design Data J Page tnxTower Tigard (BU: 879526) 22 of 22 Tower Engineering Project Date Professionals TEP No. 234911.658094 10:46:27 02/09/22 326 Tryon Rd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle F.AX.,(919)661-6350 jcmcginnis Section Elevation Size Actual +V, Ratio Actual 4T Ratio No. V V„ T. T ft K K +V kip-t kiP-ft 4.7.„ LI 100-60.25(1) TP26.255x20x025 8.25 358.88 0.023 0.88 801.90 0.001 L2 60.25-26(2) TP31.145x25.152x0.313 10.08 532.21 0.019 0.88 1410.85 0.001 L3 26-0(3) TP34.611x29.824x0.375 11.45 725.52 0.016 0.88 2184.89 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M M,,,, V„ T. Stress Stress .14 4P, 01. 0 •y 4T Ratio Ratio LI 100-60.25(1) 0.009 0228 0.000 0.023 0.001 0.238 1.050 4.8.2 L2 60.25-26(2) 0.009 0.365 0.000 0.019 0.001 0.375 1.050 4.8.2 L3 26-0(3) 0.009 0.392 0.000 0.016 0.000 0.401 1.050 4.8.2 • Section Capacity Table Section Elevation Component Size Critical P °P,a„,„ % Pass No. ft Type Element K K Capacity Fail LI 100-60.25 Pole TP26.255x20x0.25 I -11.36 1256.07 22.6 Pass L2 60.25-26 Pole TP31.145x25.152x0.313 2 -16.03 1862.73 35.7 Pass L3 26-0 Pole TP34.611x29.824x0.375 3 -21.95 2539.31 38.2 Pass Summary Pole(L3) 38.2 Pass RATING= 38.2 Pass Program Version 8.1.1.0-6/3/2021 File:C:Users/jcmcginnis.TOWER/Documents/Structural Analysis/In Progress- 879526/P-317162_L-658094_879526 TIGARD_Structural Analysis/tnxTower/879526_2054349_LC7 CCISeismic 3.3.9 Wind And Seismic Analysis.eri February 9, 2022 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.658094, Order 569682, Revision 0 Page 7 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.1.1.0 :05 CLIMBING PEGS 9\ _ - • 7W/ SAFETY CLIMB / N. \ / \ / \ \ / / \ \ r4 I / (PROPOSED EQUIPMENT CONFIGURATION) (OTHER CONSIDERED EQUIPMENT) 1 N (2) 3/8" TO 75 FT LEVEL \)i,„ (2) 1-1/2" TO 102 FT LEVEL • I I Q0. I 1 (3) 3/4" TO 75 FT LEVEL CO.• I Iilk I I (14) 7/8" TO 75 FT LEVEL 1 ` / \ / / \\ \\`` '/' // February 9, 2022 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.658094, Order 569682, Revision 0 Page 8 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.1.1.0 . , t ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCEJSEI 7-16 Elevation: 165.62 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.428353 Location Soil Class: D- Default(see Longitude: -122.76815 Section 11.4.3) t'. UR ' 1 '''',fSt - . -l�t� , ,,,.1/4Tt ece 9.Mwoni• gip / .5 s 46- w a '.,I„c*. Tigyd`. rMs ..,.w.'.., __. • _ M , fon+n !bk 1 noul . ... .' i. r� \ Tu•In' t {'- 1 soly .3: _ , ` IAASHsptoF. - _ • gyp - P ; �4 cswruw. Lf I,Y1''.Y01p1Af44 1 nht gv so*. Wind Results: Wind Speed 97 Vmph 10-year MRI 66 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Wed Feb 02 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 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 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Wed Feb 02 2022 ASCE. AMERICAN SOCIElY OF CM ENGINEERS Seismic Site Soil Class: D - Default(see Section 11.4.3) Results: Ss : 0.86 SDI : N/A Si : 0.394 TL : 16 Fa : 1.2 PGA : 0.391 F8 : N/A PGA M : 0.473 SMS : 1.031 FPGA : 1.209 SM, : N/A Ie : 1 SOS : 0.688 C, : 1.23 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Feb 02 2022 Date Source: USGS Seismic Design Maps httos://asce7hazardtool.online/ Page 2 of 3 Wed Feb 02 2022 ASCE. AMERICAN SOCIETY OF CM.ENGINEERS 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: Wed Feb 02 2022 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. 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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 Wed Feb 02 2022 Monopole Base Plate Connection CROWN v CASTLE BU# 879526 Site Name TI RD 0 Order# 569682 82 Rev.0 Analysis Considerations TIA-222 Revision Grout Considered: No I",(in) 1.375 Applied Loads 0 Moment(ki.ft 802.83 Axial Force(ki. 21.95 Shear Force(ki.$) 11.45 'TIA-222-H Section 15.5 Applied O 0 0 Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (10)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 41.2"BC Put=91.22 4,Pn_t=243.75 Stress Rating Vu 1.15 4,Vn=149.1 35.6% Base Plate Data Mu=n/a 4,Mn=n/a Pass 47"OD x 2.25'Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 14.72 (Flexural) N/A Allowable Stress(ksi): 45 Stress Rating: 31.2% Pass Pole Data 34.611"x 0.375"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:2/9/2022 • Monopole Base Plate Connection - Seismic CROWN v CASTLE BU# 879526 Site Name TIGARD Order# 569682 Rev.0 Analysis Considerations O TIA-222 Revision H Grout Considered: No I„,On) 1.375 Applied Loads O 0 Moment(ki.ft) 303.67 Axial Force(kips) 24.47 Shear Force(kips) 3.46 •TIA-222-H Section i5.5 Applied O *1.5 Overstrength Factor Applied - Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-Inj (10)2-1/4"a bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 41.2"BC Pu_t=50.56 •Pn_t=243.75 Stress Rating Vu=0.52 4,Vn=149.1 19.8% Base Plate Data Mu=n/a 4,Mn=n/a Pass 47"0D x 2.25"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 5.83 (Flexural) N/A Allowable Stress(ksi): 45 Stress Rating: 12.3% Pass Pole Data 34.611"x 0.375"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:2/9/2022 TIGARD(BU:879526) TEP#: 234911.658094 Analysis: CC 2/9/2022 Design Reaction Comparison Tool Check: LM 2/9/2022 Code Revisions: Tower Type: Monopole Reactions Design Deslgn•1.35 Analysis Capacity Pass/fail Moment(kips.ft) 1420 1917 803 53.9% pass Axial(kips) 13 17.55 22 161.2% Pass' Shear(kips) 28.35 _. 11 49.9% Pass Note 1:Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-H,Section 15.6.2. Note 2:Although the axial and shear capacity are at 161.2%and 49.9%,respectively,the moment reaction is the governing criteria for a monopole drilled shaft foundation.Therefore,the overall capacity for this foundation is 53.9%. Note 3:Rating per TIA-222-H,Section 15.5 11 1 1-'" CROWN DU Structure: Or CASTLE W° �;. der. Rev: Location Decimal Degrees Deg Min Sec Lat: 45.428353 5 25 42.07 Long:__ -122.768150 J 46 5.34 Code and Site Parameter Seismic Design Code: Site Soil: g itt. 5--. Default Risk Category: - ..d USGS Seismic Reference Ss: < 0.8600 g Si: 0.3940 g TL: 16 s Seismic Design Category Determination Importance Factor,I,: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,F,,: 1.9060 Design spectral response acceleration short period,SDs 0.6880 g Design spectral response acceleration 1 s period,Sri: 0.5006 g T,: 0.7277 Seismic Design Category Based on SDS. D Seismic Design Category Based on SD': D Seismic Design Category Based on 51: N/A Controlling Seismic Design Category: if Two CCISeismic 3.3.9 Page 1 Analysis Date: 2/9/2022 CrCROWN BU: 879526 Structure: A CASTLE WO: 2054349 Order: 569682 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 100 ft Effective Seismic Weight,W: 18.28 kips Amplification Factor,As: 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,W,,: 7.258097 kips Wi: 11.02415263 kips E: ksi g: 386.088 in/s2 Average Moment of Inertia,I„B: 2860.667128 in4 F,: 0.377964243 hz Approximate Fundamental Period Monopole,T,: 2.6458 s 2.7.7.1.3.3 Seismic Response Coefficient,Cs 0.1892 Table 2-12 Note 3 Seismic Response Coefficient Max 1,Cs,,,,, N/A Seismic Response Coefficient Max 2,C N/A Seismic Response Coefficient Min 1,Csm,„ 0.0303 2.7.7.1.1 Seismic Response Coefficient Min 2,Cs,„,, N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,Csc 0.1892 Seismic Base Shear,V kips 2.7.7.1.1 Vertical Distribution Factu Period Related Exponent,k: 2.000 Sum of w.h;k 82551.05 CCISeismic 3.3.9 Page 2 Analysis Date: 2/9/2022 lower Sattron'sads Section Section Length Top Height Mid Height,h, w,h," Number Weight,hi. F,i, F„ INEE111111111111001111 100.00 111111MINIMEMIIIIIIIEDMMII 0.0600 11=1111111131:311111 ® 10.00 1111EIMMIMMICEEMI ®®® iA. _ .' 0.0444 0.0890 ® 10.00 ECEE11111112411111111=111111115=11111111113111MIMENIIMIEIMIM 11111011111111111110EMINEEMIIIIIE_ 0.030? , ,. ® 10.00 ®MEINI ®- ® 10.00 46.00 1111MMISBIL.`' eN ,y SEMEI .l MIEMIIIIIMEM=BEINIIIITIENIIMEEMINMEIMM11133=11111WIIMM ®®®1111113= WIZ= 0.0006 �® ® ®®� " 0.0094 MUM..:-.10.00. 20.00...1111111271111111111P li=11111 -0.00.16 ,. _0,1400 i MEMO 10.00 10.00 ®INMEIN 0.Oooe o.001a pissEns Sum CCISeismic 3.3.9 Page 3 Analysis Date: 2/9/2022 . • C Dsuete Loacs Name h, w. w.hs Ightning rod 1'2"x7'LRC0 100-00 0.0047 46.77 0.0005 0.0023 0.0006 1C2 00 3.1246 1296.34 0.0_57 2.0543 0 01,1 commscope_cfo FFVJtiSC-113-V1'IMO 102.00 0.124E 1295.34 0.0157 0.0643 0.01/1 1C200 J.1246 129E-34 0.0:57 0.0541 0.0171 ndEia_cfd AEHCw/Mount Pipe 102-00 01136 118231 0.0143 0.0495 0.0156 e_dd AEHC '/MourtPipe 1J 2.00 3.1136 1182.31 0.0"..43 3.0455 0-0155 nokia_cfd AEHC w/Mount Pipe 102-00 0.1136 1182.31 0.0143 3.0495 0.0156 Lucialsmpe HIS 2.0 1C2.03 3.0014 =.3., 20002 0000E 0.0002 commscope HCS 2.0 102 00 00014 1425 0.0002 0.0006 0.0002 nckia,AHF(G_74O 101'00 30703 7212E 0.0038 0.0305 00396 noki5Al-IFIC TM0 102.00 00700 728.28 0.0088 0.0305 0.0096 ncva ANFIC TMO _02.00 OD70J 72823 3.009S 10305 J.0096 nokia AHLOA T-MOBILE 102.00 0.0800 83232 00101 0.0349 00110 eakia A- I0 _ MOBIIF :02.U3 0.08U0 83232 0.0349 nokieAHLOA T-MOBIL€ 102.00 0.0800 83232 0.0101 00349 0.0113 PV-LPPCS- 2M-HP2-API 102.OD 1.9250 2D027.70 C.426 0.3393 L d64? (2)commscope_cfd NNHH-65C-P.4_CCIV2w/Mount Pipe 75.00 0.3136 1764.11 0.0214 0.0733 0.0412 ;2'1 com-nscope_cfd NNHH-65C,R4_CCI'v Mount Pipe 75.00 0.3136 1/5411 0.0214 0.Ofi9 J.0422 nokia AEQU w/Mount Pipe 75.00 0.1100 613.75 0.0075 0.0259 0.0151 nokia AEQU w,/Mount Pipe 75.03 0.1100 618.75 0.00/5 0.0259 0P151. nokia AEQU w/Mount Pipe 75.00' 0.1100 618-75 0.0075 0.0259 0.0151 nokia AEQK 7503 0.1000 56250 00068 0,023E 301E0 nokia AEQK 75.00 0.1000 562.50 0.0065 0.0236 0.0136 nokia AEQK 7 0D 0.1000 562.50 0.0068 _ 0.0236 0.01/1 (2)ceilmax technologies_cfd CMA-UBIULBULBHFI/6517/i7/21/21 Poi Mount 75.00 0.2961 1665.08 0.0202 0.0696 0.0407 nokia AHFl6_COV2 7500 00700 39375 00048 0.0155 10.0096 Okla AHFIB CCIV2 75.00 0.0700 393.75 0.004E 0.0135 0.009E nokia AHFIB_CCIV? 750D 0.0700 _ 393.75 00048 00165 0.009E nokia AHCA_CCIV3 75.00 0.0400 225.00 0.0027 00094 0.0055 nokia AHCA_CCIVI 75.00 0.0400 225.00 0.007 C.0034 0.00.55 nokia 680(6_0(0033 75.00 0 0400. 225.00 0.0027 0.0094 0.0035 nokia AHLBA_CCi v2 7500 00800 450.00 0.0055 0.0139 00110 rookie 4141.13A_CCIV2 75.00 0.0800 450.00 00055 0.0169 0,0110 nokia AHLBA_CCIV2 75-00 00800 450.00 0D055 O.Dl09 0.ni10 raycap DC9-08-60-24-8C-EV 75.00 0.0300 168.75 0.0020 0.0071 0.0041 raycap 006A8-60-18-1F 75.00 00300 168.75 002 00071 0.0041 (3)mounts 2 4"Die.x 10-ft Mount Pipe 75.00 0.1200 675.00 0.0082 0.0283 00135 2-0 Via,x 12 Pine IHorirontall 75.00 0.0438 24638 0.203C C Oi03 0 cc5ti 2.4'Die..e 12'Pipe(Hooeont5l) 75.00 0.0432 246.38 0.0030 0 D103 0.0060 tower mounts(cci)Platform Mount(LP 303-1 KCKR-HR-1] 75.00 1 770C 995625 01206 C 4172 G 243fi gum 7.2581 55526.12 CCISeismic 3.3.9 Page 4 Analysis Date: 2/9/2022 :..near Loads Name Start Height End Height h, w, w,hr miser Safety Line 3/3 From 0 to 100 90.00 100.00 95.00 0.0022 1986. . 0.0002 0,0008 0.0003 )c31 S: y I ine 7/3 From Gto 100 8000 PC00 3500 0.0022 15.90 0,0002 0,0007 0-0001 mild Safety Line 3/8 From 0to 100 70.00 80.00 75.00 0.0022 12.38 0.0001 0.0005 0.0003 60 00 2000 35.00 0.0022 9.30 0.0001 0.0004 00 003 __,)73 re,), -..-r3 100 50.00 60.00 55.00 0.0022 6.66 0.0001 0.0003 0.0003 40.00 50.00 45.50 0.0022 4.46 0.0001 0.0002 5.0003 z.'scl 5atety Line 3/3 From 0to 100 30.00 40.00 35.00 0.0022 2.70 00000 0.0001 0.0003 m'sc'.Safety Line 3/3 From OM 100 20.00 30.00 25.00 0.0022 136 0.000C 0.0001 0.0033 rc,=.ci Safety Line 3/S From Ste IX 10.00 20.00 15.00 0.0022 0.50 0-0000 0.0000 0.0003 ... 0.00 10.DC 5.00 4.0022 0.06 0.0030 0.0000 0.0003 -, ...� 90.00 100.00 95.00 0.0342 308.66 0.0037 0.0129 0.0047 80,00 90.00 15.00 C0342 247.1C 00030 0 010 0.0047 (2)50kia 10052.0 Part 3;1-1/2)From 0 to 100 70.00 80.00 75.00 0.0342 192.38 0.0023 0.0081 0.0047 ('i nek' HS 20 PeC3 1 1 Ont 0 to 1C0 60.00 70,00 65_00 0.0342 14450 C.W7.8 0D051 0.0047 (2)rale HCS2.0 Part3(1-1/2)Fr;r,C-.-1,.../7 50.00 60.00 55.00 0.0342 103.46 0.0013 0.0043 0.0047 (2)nokia 6CS 20 Part 311/2 _- 40.00 57.00 45-00 0.0342 63.26 0JW0 )1D029 0D04/ (2)noble H052.0 Part3(1-1/2(Frost 0 to 190 30.00 4000 35.00 0,0342 41.90 00005 0.0018 0.0047 2)nokia HCS 2 0 Part 3j1-1121 From 0 to 100 20.0D 30-00 25.00 0.0342 21.36 0.0003 0.0009 0.0047 l21 nokia HC5 2.0 Part 3(1-1/2)From 0 to 100 10.00 20.00 15.00 0.0342 7.70 0.0001 0.0003 0.0047 - ...,.ia 317520 Part 311-1,r21 Fram 0 to IOC 0.00 10.00 5.00 0.0342 0PO 0.0000 0.0000 C.DC47 :r:ten berger(eon)WR-V8865T-3R0(3/4)From0 to 75 70.00 75.00 7250 0.0088 46.04 0.0006 0.0019 0.0012 ger leon,WR VG8657 BRD(3/4'1 From 0 to 75 60-00 J0 00 65.00 0.0175 74.02 00009 0.0C31 C D024 13)rosenberger(eon)W184/G865T-13RD(3/4)Front0 to15 50.00 60.00 Met.. ;; }.. 53.00 0.0006 0.0022 0.0024 40.00 50.00 45.00 0.0175 33.48 0.0004 0.0015 C DC24 r _ 30.00 40,00 _., 21.46 0.0003 0.0009 00024 20.4O 30.00 25.00 0.0175 10.95 0.0001 0.0005 00034 10.00 20.00 '79:130`• ; 394 0.0000 0.0002 00024 0.D0 10.00 5 DO 0.0175 041 0.0000 2,0000 0.0024 12)rosenbergerleori•V2RV66653-BRD CCIV2(7/8)FromO to 75 70.00 75.00 72.50 11111111.111Bal, 0-WO6 0.0019 0.0012 12;rosenberger leoni WR-)/C665T-BRD_CC,V2(7/8)From 0 to 75 60.00 70.CO MG.CO 0.0176 24.36 0.0009 0.0031 0.D024 (2)rosenberger leoni WR-VG66ST-BRDCCIV2(7/8)From 0 to 75 50.00 60.00 55.00 144-:0.0006. 0.0022 0.0024 (2)reserberger leoni WR-VG665T-36D_COV2('r/0)From 0 to75 40.00 50.00 4500 0.0176 35.64 0.0004 00015 00024 (2)rosenberger leant WR-VG6651-13RD_CCIV2(7/8)Fmm 0to75 30.00 40.00 35.00 r _ 3 0.0009 0.0024 . (')roserr herger loom W _C R-VG665T-3RDCIV2(7/8)From 0 to 75 20.00 30.412 25.00 0.0176 11.00 0.0001 0.0005 0.0024 )2)reisenbergerfermi WR-VG66ST-BRD CCIV2(7/e)From0to75 1000 20.00 15.00 A I Ilk 3.96 >0.0000 0.0002 0.0024 (2)rosenhe'ger lecnl WR-V666ST-BRD CCIV2(?/B)rrom 0 to 75 0,00 10.00 S.04 0.0176 0,44 0.0000 0.0000 D.0024 ;p)andrew LDFS-50A(7/8)From 0 to 75 70.00 75.00 7250 MIL'. 69.38 0.0008 0.0029 0.0018 6)andrew 33=5' 0Ai]r0l Frem 0 to 75 6000 /0.00 65..00 0.0264 111.50 0.0014 0.0047 0.0035 (8)andrew LCFS-50A(7/3)From0 to75 5000 60.00 55.00 AMEt. 79.86 0.0010 0.0033 0.0036 (8)andrew LDFS-5CAI7/8)From 0 to 40.D0 50,00 45,D0 0.0264 53.46 0OD05 C.U022 0.0036 (8)andrew L2F5-50A(7/8)Promo to 75 30.00 40.00 35.00 iillEr 32.34 0.0004 0.0014 0.0036 (8)3.ndre:V LDF5-50AI7/81 From 0 to 75 20.J0 30.00 2500 0.0264 16.50 0.0002 060C/ 0.0035 (8)andrew LOFS-50A(7/8)From 0 to 75 10.00 20 00 15.00 "IMF- �' 5.94 0.0001 0.0002 0.0036 (6)andraw LDF5-500(7/81 From 0 1o75 0.00 10.30 5.00 0.0264 5-66 0.0000 0.0000 0-0035 (4)andrew LDFS-50A(7/8)From 0 to 75 70.00 75.00 72.50 0.0066 34.69 0.0004 0.0015 0.0009 'I 0F0501(7/S3 From 0 to 75 60.00 7000 55,00 0,0132 5577 0.0003 0.0023 0.0018 (4)andrew LPF5-500(7/8)From O to75 5000 6000 55.00 0.0132 39.93 0.0005 0.0017 0.0018 (4)antlrew LDFS-50A(7/8)From 0 to 75 40.00 50.7C 45.00 0.0132 26 73 0.0003 0,C011 0.0018 (4)andrew LDF5-50A(7/8)Prom 0 to 75 30.00 40.00 35.00 00132 16.17 0.0002 0.0007 0.0018 14)andrew LDF5-50A(7/8;;From 0 to 75 2000 30.00 25,00 6.0132 8.35 0.0001 V.0003 0.0018 (4)a ndrew 10F5'508(7/8)Front 0 to 75 10.00 2000 15.00 0.0132 297 0.0000 0.0001 0.0018 ;4)andre.o LDF5-524,(7/S;From 0 to 75 0.00 10.05 5.00 0.0132 0.33 0.00'30 )).00D0 0.0018 (2)oornmscope RFFT-365M.001-xxM(3/8)Front 0 to 75 70.00 75,a0 72.50 0-0009 478 0,0001 0.0002 00001 00.00 70.00 65.00 0.0010 /.69 0.0001 0 0023 0.0003 50.00 60.00 i, 55.00 0.0019 5.51 0.0001 0D002 0.0003 40.00 50.00 4500 0.0018 3.69 4.2004 00032 0.0003 (2)cornmsco0e RFFT-365M-001-aa M(3/S)Front 0to75 30.00 40.00 35.00 00019 2-23 0.0000 0.0001 0.0003 li 373mmsc0pe R=F`-365M-001-33 V;3/8)From 0 t0 75 2000 30.00 :5.00 0.001E 1 14 C CCOC 2.0006 0.0003 )2(0ornoiscope RFFT-365M-001-xaM(3/8)From0 to75 10.00 2000 1500 0.001E 041 0000C C.0i00 0.0003 2,commscope R7FT-365M-001-xxri3/8)From 0tc75 0.00 10.00 5.00 0,0018 -.1:5 006 .:90C 6.0003 Sum 0.9381 2282.10 CCISeismic 3.3.9 Page 5 Analysis Date: 2/9/2022