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Report (2) OFFICE COPY OFFICE COPY Date: February 23, 2021 ./ Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Site Number: P008081 A Site Name: N/A Crown Castle Designation: BU Number: 879526 Site Name: Tigard JDE Job Number: 629509 Work Order Number: 1920743 Order Number: 539384 Rev. 0 Engineering Firm Designation: TEP Project Number: 234911.504639 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: LC5: 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 - 'na ysis Criteria. Structural analysis prepared by: Anqi Wang/MM ED I"RIFF Respectfully submitted by: � ���N43NE�Ss cc 90633f E Shawn Hoffmeyer, P.E. 02`23\21 \-.o OREGON a � HE y�Q 0 Exp 06/30/21 REVIl3WF. ) o' :ANCE VALIDITY OF PERMIT Approved: j THE ISSUANCE OF A PERMIT OTC: BASED ON CONSTRUCTION * Permit#• DOCUMENTS AND OTHER lapeQ/ fit')DATA SHALL NOT PREVENT "ate": c- r J t-h I y THE CODE OFFICIAL FROM Suite#t . C " 1 REQUIRING THE CORRECTION OF ERRORS. OSSC 105.4 $n _ Date: February 23,2021 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.504639, Order 539384, 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 8,0.7.5 February 23, 2021 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.504639, Order 539384, 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: 0.860 Seismic S1: 0.394 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration 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 i PV-LPPGS-12M-HR2-AP1 ° 3 Commscope FFVV-65C-R3 V1_TMO 102.0 3 [ Nokia T AEHC 100.0 , _ 2 Commscope [� HCS 2.0 3 _ Nokia -----i- AHFIG_TMO 3 Nokia J AHLOA_T-MOBILE Table 2-Other Considered Equipment Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer (ft) Lines Size(in) NNHH-65C-R4_CCIV2 4 Commscope w/Mount Pipe 2 KMW Comm. ET-X-UW-70-16-70-18-IR-AT !! w/Mount Pipe CMA- j 1 2 Cellmax UBTULBULBHH/6517/17/21/21 76.0 1 Technologies w/Mount Pipe 12 7/8 75.0 1 3 Alcatel Lucent _ B25 RRH4X30 1 3 3/4 3 Nokia AHCA_CCIV3 2 3/8 3 Nokia AHLBA_CCIV2 1 _ _Rayc_ap DC9-48-60-24-8C-EV k t _.:____. .._.i_. . €_ ___Raycap_..______. __ __ DC6 48 60 18-8F 75.0 i 1 Tower Mounts Platform Mount [LP 303-1_KCKRJ tnxTower Report-version 8.0.7.5 February 23,2021 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.504639, Order 539384, 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 3.1)Analysis Method tnxTower (version 8.0.7.5), 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) QPanow(k) �O Pass/Fail No. Element Capacity i L1 100-60.25 Pole TP26.255x20x0.25 1 -10.47 1256.07 22.1 I Pass L2 60.25-26 1 Pole I TP31.145x25.152x0.313 2 -15.06 ,862.73 34.4 s Pass L3 I 26-0 i Pole TP34.611x29.824x0.375 3 -20.90 2539.31 36.9 j Pass _. __._ Summary ---------- t Pole(L3) 36.9 I Pass 3 ._. RATING= 36.9 - Peas s tnxTower Report-version 8.0.7.5 100-ft Monopole Tower Structural Analysis Report February 23,2021 CCI BU No 879526 TEP Project Number 234911.504639, Order 539384, Revision 0 Page 5 Table 5-Tower Component Stresses vs. Capacity- LC5 Notes Component Elevation(ft) %Capacity Pass/Fail 1,2 Anchor Rods - 32.8 ; Pass . 1,2 Base Plate - 30.1 Pass r 1,2,3,4 Base Foundation i -__ . e_... F � 38.6 ..._Pass Structure Rating (max from all components) = 38.6% 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 by 1.35 for comparison as allowed by TM-222-H,Section 15.6.2. 4) Although the axial and shear stress ratings are at 114%and 37.0%,respectively,the moment reaction is the governing criteria for a monopole drilled shaft foundation. Therefore,the overall capacity for this foundation is 38.6%. 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 8.0.7.5 February 23,2021 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.504639, Order 539384, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.7.5 i. 4 i i i MATERIAL STRENGTH too.on I F GRADE Fy Fu GRADE I Fy Fu p I 1 A572 65 65 ksi 80 ksi i 4 1 TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. I 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 3.3.6 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 .2 q 5 § P1 n 10. TOWER RATING:36.9% gl r IIIII FI. 11 I / 80.3 ft I 0 t N a p E3 a 0 ALL REACTIONS ARE FACTORED r AXIAL 23 K 26.0 ft 3 KE(R � MOMENT 1 � 30kip-ft TORQUE 0 kip-ft I SEISMIC AXIAL 37K f V. SHEAR I `1 MOMENT R 'g i 1 K l �+ 112 kip-ft Rt aS g TORQUE 0 kip-ft i 30 nph WIND-1.500 in ICE AXIAL 21K v• i SHEA MOMENT 1 11 K ( i1 776 kip-ft 0.0tt I E. o TORQUE 1 kip-ft " REACTIONS-97 mph WIND Job: Tower Engineering Professionals Tigard(BU 879526) 326 Tryon Road Project:TEP No.234911.504639 'k cues:Crown Castle Drawn�MM App'd: Raleigh, NC 27603 Tower Engineering Professionals Phone:(919)661-6351 Code: TIA-222-H Date:02/23/21 Scale: NTS FAX:(919)661-6350 Path:..o_w.. Kn.,.,:.....—..—.......,.,..m..._.__.....,.,..,»—O No.E-1 tnxTower Job Page Tigard (BU 879526) 1 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(919)661.6351 Crown Castle g by FAX:(919)661-6350 MM 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 3.3.6. 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 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used:Kes(Fw)=0.95,Kes(ti)=0.85,Kes(EV and Eh)=1.0. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grad, Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 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 _. m.. (65 ksi)...w Tapered Pole Properties Section Tip Dia. Area 1 r C UC J It/Q w wit in in2 in4 in in in3 in' in2 in Ll 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 Job Page tnxTower Tigard (BU 879526) 2 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 MM Section Tip Dia. Area 1 r C I/C J It/Q w w/t in in2 in' in in in' in' in2 in 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 a Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mulr. Double Angle Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants in in in in Ll 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 plf Calculation Safety Line 3/8 B No Surface Ar 100.00- 1 1 0.250 0.375 0.220 (CaAa) 0.00 0.250 1 **75** WR-VG86ST-BRD(3/4) B No Surface Ar 75.00-0.00 3 2 0.400 0.795 0.584 (CaAa) 0.400 FB-L98-002-XXX(3/8) B No Surface Ar 75.00-0.00 2 2 0.400 0.394 0.065 (CaAa) 0.400 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 *** Feed Line/Linear Appurtenances - Entered As Area Description e, Face Allow Exclude Component Placement Total CaAe Weight or Shield From Type Number Leg Torque ft ft2/ft plf 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 *** Feed Line/Linear Appurtenances Section Areas J°b Page tnxTower Tigard (BU 879526) 3 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Tower Tower Face AR AR CAAA CAAA Weight Section Elevation In Face Out Face ....ft_.._..__.._.__...__..__ ....__.._.I ._..._ _.._--.__r_.____.___._._._.__f K___...__. LI 100.00-60.25 A 0.000 0.000 0.000 0.000 0.14 B 0.000 0.000 17.859 0.000 0.09 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 39.293 0.000 0.21 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 29.828 0.000 0.16 ...� a .,_ .. C 0.000 0.000�.,,...,.. . 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AR CAAA CAAA Weight Section Elevation or Thickness In Face Out Face LI 100.00-60.25 A 1.392 0.000 0.000 0.000 0.000 0.14 B 0.000 0.000 53.553 0.000 0.61 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 0.000 106.013 0.000 1.22 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 77.883 0.000 0.86 C 0.000 0.000 0.000 0.000 0.00 s Feed Line Center of Pressure Section Elevation CPx CPz CPx CPZ Ice Ice ,fit__ _ in in in in LI 100.00-60.25 2.383 0.705 3.533 0.882 L2 60.25-26.00 4.542 1.412 5.369 1.549 L3 26.00-0.00 4.814 1.498 5.763 1.668 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line Ka 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 FB-L98-002-XXX(3/8) 60.25-75.00 1.0000 1.0000 Ll 11 LDF5-50A(7/8) 60.25-75.00 1.0000 1.0000 Li 12 LDF5-50A(7/8) 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 . - . ._ .-_._._wr Job Page tnxTower Tigard (BU 879526) 4 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment Elev. No Ice Ice L2 9 FB-L98-002-XXX(3/8) 26.00-60.25 1.0000 1.0000 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 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 FB-L98-002-XXX(3/8) 0.00-26.00 1.0000 1.0000 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 User Defined Loads - Seismic Description Elevation Offset Azimuth Ea Er Ek Eh From Angle Centmid .ft L_______._.._,.-_.___....___K.,_..._...... K_.__...._-. K K CCISeismic Tower Section 1-1 95.13 0.000 0.000 0.08 0.00 0.00 0.22 CCISeismic Tower Section 1-2 85.25 0.000 0.000 0.08 0.00 0.00 0.19 CCISeismic Tower Section 1-3 75.25 0.000 0.000 0.09 0.00 0.00 0.16 CCISeismic Tower Section 1-4 65.25 0.000 0.000 0.09 0.00 0.00 0.13 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 0.11 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 commscope_cfd 102.00 0.000 0.000 0.02 0.00 0.00 0.06 FFVV-65C-R3-V 1_TMO CCISeismic commscope_cfd 102.00 0.000 0.000 0.02 0.00 0.00 0.06 FFVV-65C-R3-Vl_TMO CCISeismic commscope_cfd 102.00 0.000 0.000 0.02 0.00 0.00 0.06 FFV V-65C-R3-V I_TMO CCISeismic nokia AEHC w/ 102.00 0.000 0.000 0.02 0.00 0.00 0.05 Mount Pipe CCISeismic nokia AEHC w/ 102.00 0.000 0.000 0.02 0.00 0.00 0.05 Mount Pipe CCISeismic nokia 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 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 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 0.04 AHLOA_T-MOBILE CCISeismic nokia 102.00 0.000 0.000 0.01 0.00 0.00 0.04 AHLOA_T-MOBILE CCISeismic nokia 102.00 0.000 0.000 0.01 0.00 0.00 0.04 AHLOA T-MOBILE CCISeismic 102.00 0.000 0.000 0.26 0.00 0.00 0.88 tnxTower Job Page 5 of 21 Tigard(BU 879526) Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Description Elevation Offset Azimuth E, Eh, Ehz Ea From Angle Centroid It_ /t K K K K PV-LPPGS-12M-HR2-AP I CCISeismic mounts 2.4"Dia x 78.00 0.000 0.000 0.00 0.00 0.00 0.01 6-ft Pipe CCISeismic mounts 2.4"Dia x 78.00 0.000 0.000 0.00 0.00 0.00 0.01 6-ft Pipe CCISeismic mounts 2.4"Dia x 78.00 0.000 0.000 0.00 0.00 0.00 0.01 6-ft Pipe CCISeismic(2)commscope_cfd 75.00 0.000 0.000 0.04 0.00 0.00 0.08 NNHH-65C-R4_CCIV2 w/ Mount Pipe CCISeismic(2)commscope_cfd 75.00 0.000 0.000 0.04 0.00 0.00 0.08 NNHH-65C-R4_CCIV2 w/ Mount Pipe CCISeismic kmw 75.00 0.000 0.000 0.01 0.00 0.00 0.02 communications cfd ET-X-UW-70-16-70-18-IR-AT w/Mount Pipe CCISeismic kmw 75.00 0.000 0.000 0.01 0.00 0.00 0.02 communications_cfd ET-X-U W-70-16-70-18-IR-AT w/Mount Pipe CCISeismic(2)cellmax 75.00 0.000 0.000 0.04 0.00 0.00 0.07 technologies_cfd CMA-UBTULBULBHH/6517/1 7/21/21 w/Mount Pipe CCISeismic alcatel lucent B25 75.00 0.000 0.000 0.01 0.00 0.00 0.01. a RRH4X30 CCISeismic alcatel lucent B25 75.00 0.000 0.000 0.01 0.00 0.00 0.01 RRH4X30 CCISeismic alcatel lucent B25 75.00 0.000 0.000 0.01 0.00 0.00 0.01 RRH4X30 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_CCIV3 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(2)mounts 2.4"Dia. 75.00 0.000 0.000 0.01 0.00 0.00 0.02 x 10-ft Mount Pipe CCISeismic mounts 2.4"Dia.x 75.00 0.000 0.000 0.01 0.00 0.00 0.01 10-ft Mount Pipe CCISeismic mounts 2.4"Dia.x 75.00 0.000 0.000 0.01 0.00 0.00 0.01 10-ft Mount Pipe CCISeismic tower mounts(cci) 75.00 0.000 0.000 0.21 0.00 0.00 0.38 Platform Mount[LP 303-1_KCKR] 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 tolOOft) 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) 5 Page tnxTower Job 9 Tigard (BU 879526) 6 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Description Elevation Offset Azimuth E, Eh., Erg Eh From Angle Cent raid .frA. _.° K K K K CCISeismic'nisei 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 to7Oft) 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 to6Oft) 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 to5Oft) 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 to4Oft) 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 to3Oft) 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 mist!Safety Line 5.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 100(Oft tolOft) 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 to 100ft) CCISeismic(2)nokia HCS 2.0 85.00 0.000 0.000 0.00 0.00 0.00 0.01 Part 3(1-1/2)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 to80ft) CCISeismic(2)nokia HCS 2.0 65.00 0.000 0.000 0.00 0.00 0.00 0.01 a Part 3(1-1/2)From 0 to 100(60ft to7Oft) 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 to6Oft) 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 to5Oft) 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 to4Oft) 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 to3Oft) 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(1-1/2)From 0 to 100(Oft 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 to7Oft) 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 to6Oft) 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 to5Oft) CCISeismic(3)rosenberger 35.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) tnxTower Job Page 7 of 21 Tigard (BU 879526) Tower Engineering protect Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Description Elevation Offset Azimuth E. Eh, Eh, Eh From Angle ! Centroid _A ___ft . K K K K From 0 to 75(30ft to40ft) 1 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 1 leoni WR-VG86ST-BRD(3/4) From 0 to 75(1 Oft 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 tolOft) CCISeismic(2)rosenberger 72.50 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 75(70ft to75ft) CCISeismic(2)rosenberger 65.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 75(60ft to70ft) CCISeismic(2)rosenberger 55.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 75(50ftto60ft) CCISeismic(2)rosenberger 45.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 75(40ft to5Oft) CCISeismic(2)rosenberger 35.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 75(30ft to40ft) CCISeismic(2)rosenberger 25.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 75(20ft to30ft) CCISeismic(2)rosenberger 15.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 75(l Oft to2Oft) CCISeismic(2)rosenberger 5.00 0.000 0.000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) 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 LDF5-50A(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 LDF5-50A(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 LDF5-50A(7/8)From 0 to 75 (40ft to5Oft) 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 to4Oft) CCISeismic(8)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(8)andrew 15.00 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 (loft to20ft) CCISeismic(8)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(4)andrew 72.50 0.000 0.000 0.00 0.00 0.00 0.00 LDF5-50A(7/8)From 0 to 75 Page tnxTower Job Tigard (BU 879526) 8 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 MM Description Elevation Offset Azimuth E. Ei. En, Ei, From Angle Centroid (70ft to75ft) .ft_ ___,__.._._..°.____..._ K K K K 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 to60ft) 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 to50ft) 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) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 f12 K 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-V1_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 1"Ice 14.27 6.04 0.37 2"Ice 15.63 7.23 0.65 FFVV-65C-R3-Vl_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-V I_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 1 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 6.96 3.45 0.11 Centroid-Fa 0.000 1/2"Ice 7.34 3.93 0.17 ce -2.000 1"Ice 7.74 4.43 0.23 2"Ice 8.57 5.47 0.37 1 AEHC w/Mount Pipe B From 4.00 0.000 102.00 No Ice 6.96 3.45 0.11 Centroid-Fa 0.000 1/2"Ice 7.34 3.93 0.17 i tnxTower Job Page Tigard (BU 879526) 9 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft ce -2.000 1"Ice 7.74 4.43 0.23 2"Ice 8.57 5.47 0.37 AEHC w/Mount Pipe C From 4.00 0.000 102.00 No Ice 6.96 3.45 0.11 Centroid-Fa 0.000 1/2"Ice 7.34 3.93 0.17 ce -2.000 1"Ice 7.74 4.43 0.23 2"Ice 8.57 5.47 0.37 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 1"Ice 3.56 1.85 0.12 2"Ice 4.07 2.27 0.18 a 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 1"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-12M-HR2-AP1 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 2.4"Dia x 6-ft Pipe A From Leg 0.50 0.000 78.00 No Ice 1.43 1.43 0.02 0.000 1/2"Ice 1.93 1.93 0.03 - 0.000 1"Ice 2.30 2.30 0.05 2"Ice 3.06 3.06 0.09 2.4"Dia x 6-ft Pipe B From Leg 0.50 0.000 78.00 No Ice 1.43 1.43 0.02 0.000 1/2"Ice 1.93 1.93 0.03 - 0.000 1"Ice 2.30 2.30 0.05 2"Ice 3.06 3.06 0.09 2.4"Dia x 6-ft Pipe C From Leg 0.50 0.000 78.00 No Ice 1.43 1.43 0.02 0.000 1/2"Ice 1.93 1.93 0.03 0.000 1"Ice 2.30 2.30 0.05 2"Ice 3.06 3.06 0.09 **7S** (2)NNHH-65C-R4_CCIV2 A From 4.00 0.000 75.00 No Ice 9.68 5.17 0.16 Page tnxTower Job Tigard (BU 879526) 10 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 w Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft w/Mount Pipe Centroid-Le 0.000 1/2"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-Le 0.000 1/2"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 ET-X-UW-70-16-70-18-IR-A B From 4.00 0.000 75.00 No Ice 5.44 3.96 0.08 T w/Mount Pipe Centroid-Le 0.000 1/2"Ice 5.94 4.44 0.16 g 1.000 1"Ice 6.45 4.94 0.25 2"Ice 7.50 5.96 0.47 ET-X-UW-70-16-70-18-IR-A C From 4.00 0.000 75.00 No Ice 5.44 3.96 0.08 T w/Mount Pipe Centroid-Le 0.000 1/2"Ice 5.94 4.44 0.16 g 1.000 1"Ice 6.45 4.94 0.25 2"Ice 7.50 5.96 0.47 (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 B25 RRH4X30 A From 4.00 0.000 75.00 No Ice 2.20 1.74 0.06 Centroid-Le 0.000 1/2"Ice 2.39 1.92 0.08 g 1.000 1"Ice 2.59 2.11 0.10 2"Ice 3.01 2.50 0.16 B25 RRH4X30 B From 4.00 0.000 75.00 No Ice 2.20 1.74 0.06 Centroid-Le 0.000 1/2"Ice 2.39 1.92 0.08 g 1.000 1"Ice 2.59 2.11 0.10 2"Ice 3.01 2.50 0.16 B25 RRH4X30 C From 4.00 0.000 75.00 No Ice 2.20 1.74 0.06 Centroid-Le 0.000 1/2"Ice 2.39 1.92 0.08 g 1.000 1"Ice 2.59 2.11 0.10 2"Ice 3.01 2.50 0.16 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 Centmid-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 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 AHLBA_CCIV2 B From 4.00 0.000 75.00 No Ice 2.23 1.31 0.08 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 AHLBA_CCIV2 C From 4.00 0.000 75.00 No Ice 2.23 1.31 0.08 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 A From 4.00 0.000 75.00 No Ice 2.74 4.78 0.03 Centroid-Le 0.000 1/2"Ice 2.96 5.06 0.06 Job Page tnxTower Tigard (BU 879526) 11 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft it2 .112K ft g 1.000 1"Ice 3.20 5.35 0.10 2"Ice 3.68 5.95 0.20 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 (2)2.4"Dia.x 10-ft Mount A From 4.00 0.000 75.00 No Ice 2.38 2.38 0.04 Pipe Centroid-Le 0.000 1/2"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 10-ft Mount Pipe B From 4.00 0.000 75.00 No Ice 2.38 2.38 0.04 Centmid-Le 0.000 1/2"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 10-ft Mount Pipe C From 4.00 0.000 75.00 No Ice 2.38 2.38 0.04 Centroid-Le 0.000 1/2"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 Platform Mount[LP C None 0.000 75.00 No Ice 25.91 25.91 1.52 303-1_KCKR1 1/2"Ice 32.23 32.23 1.99 1"Ice 38.73 38.73 2.54 2"Ice 52.33 52.33 3.94 *** Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice Job Page tnxTower Tigard (BU 879526) 12 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Comb. Description No. 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+l.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+I.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 lce+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 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 deb .,. 4 Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. fi Type Load Moment Moment Comb. Ll 100-60.25 Pole Max Tension 1 0.00 0.00 0.00 Job Page tnxTower Tigard (BU 879526) 13 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Max.Compression 26 -22.00 -0.12 0.29 Max.Mx 8 -10.48 -159.72 3.11 i Max.My 2 -10.50 -3.11 155.11 Max.Vy 8 7.75 -159.72 3.11 Max.Vx 2 -7.39 -3.11 155.11 Max.Torque 4 0.54 L2 60.25-26 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -29.23 -1.40 1.04 Max.Mx 8 -15.07 -452.55 11.23 Max.My 2 -15.08 -11.33 436.48 Max.Vy 8 9.60 -452.55 11.23 Max.Vx 2 -9.30 -11.33 436.48 Max.Torque 4 0.54 L3 26-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -37.45 -2.67 1.77 Max.Mx 8 -20.90 -766.82 18.47 Max.My 2 -20.90 -18.68 741.77 Max.Vy 8 11.00 -766.82 18.47 Max.Vx 2 -10.72 -18.68 741.77 Max.Torque 4 0.54 1 - Maximum Reactions i Location Condition Gov. Vertical Horizontal,X Horizontal,Z _ t • Load K K K Comb. Pole Max.Vert 26 37.45 0.00 0.00 Max.H, 20 20.91 11.00 -0.23 Max.H, 2 20.91 -0.23 10.71 Max.M, 2 741.77 -0.23 10.71 Max.M, 8 766.82 -11.00 0.23 Max.Torsion 4 0.54 -5.71 9.36 Min.Vert 68 13.29 2.97 -1.72 Min.H, 8 20.91 -11.00 0.23 Min.H, 14 20.91 0.23 -10.71 Min.M, 14 -740.78 0.23 -10.71 Min.M, 20 -765.41 11.00 -0.23 Min.Torsion 16 -0.53 5.71 -9.36 Tower Mast Reaction Summary _ Load Vertical Shear Shear, Overturning Overturning Torque Combination Moment,M Moment,M, r K __. K K..___ ki - ki t__.. kip-ft__ Dead Only 17.42 0.00 0.00 -0.40 -0.57 0.00 1.2 Dead+1.0 Wind 0 deg-No 20.91 0.23 -10.71 -741.77 -18.68 -0.51 Ice 0.9 Dead+1.0 Wind 0 deg-No 15.68 0.23 -10.71 -735.33 -18.34 -0.51 Ice 1.2 Dead+1.0 Wind 30 deg-No 20.91 5.71 -9.36 -650.32 -400.12 -0.54 Ice 0.9 Dead+1.0 Wind 30 deg-No 15.68 5.71 -9.36 -644.65 -396.54 -0.54 Ice Page 9 Job Tigard (BU 879526) 14 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Mx Moment,Mz K K K kJt kip ft kipf 1.2 Dead+1.0 Wind 60 deg-No 20.91 9.64 -5.52 -385.24 -673.16 -0.41. Ice 0.9 Dead+1.0 Wind 60 deg-No 15.68 9.64 -5.52 -381.84 -667.25 -0.41 Ice 1.2 Dead+1.0 Wind 90 deg-No 20.91 11.00 -0.23 -18.47 -766.82 -0.18 Ice 0.9 Dead+1.0 Wind 90 deg-No 15.68 11.00 -0.23 -18.19 -760.11 -0.18 Ice 1.2 Dead+1.0 Wind 120 deg- 20.91 9.41 5.12 353.14 -655.21 0.10 No Ice 0.9 Dead+1.0 Wind 120 deg- 15.68 9.41 5.12 350.25 -649.45 0.10 No Ice 1.2 Dead+1.0 Wind 150 deg- 20.91 5.30 9.10 629.99 -368.21 0.35 No Ice 0.9 Dead+1.0 Wind 150 deg- 15.68 5.30 9.10 624.74 -364.90 0.35 No Ice 1.2 Dead+1.0 Wind 180 deg- 20.91 -0.23 10.71 740.78 17.26 0.51 No Ice 0.9 Dead+1.0 Wind 180 deg- 15.68 -0.23 10.71 734.59 17.29 0.51 No Ice 1.2 Dead+1.0 Wind 210 deg- 20.91 -5.71 9.36 649.32 398.71 0.53 No Ice 0.9 Dead+1.0 Wind 210 deg- 15.68 -5.71 9.36 643.91 395.49 0.53 No Ice 1.2 Dead+1.0 Wind 240 deg- 20.91 -9.64 5.52 384.25 671.75 0.41 No Ice ' 0.9 Dead+1.0 Wind 240 deg- 15.68 -9.64 5.52 381.10 666.20 0.41 No Ice 1.2 Dead+1.0 Wind 270 deg- 20.91 -11.00 0.23 17.47 765.41 0.18 No Ice 0.9 Dead+1.0 Wind 270 deg- 15.68 -11.00 0.23 17.45 759.06 0.18 No Ice 1.2 Dead+1.0 Wind 300 deg- 20.91 -9.41 -5.12 -354.13 653.80 -0.10 No Ice 0.9 Dead+1.0 Wind 300 deg- 15.68 -9.41 -5.12 -350.99 648.40 -0.10 No Ice 1.2 Dead+1.0 Wind 330 deg- 20.91 -5.30 -9.10 -630.99 366.80 -0.35 No Ice 0.9 Dead+1.0 Wind 330 deg- 15.68 -5.30 -9.10 -625.48 363.85 -0.35 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 37.45 0.00 -0.00 -1.77 -2.67 -0.00 1.2 Dead+1.0 Wind 0 deg+1.0 37.45 0.02 -1.44 -106.58 -4.56 -0.07 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 37.45 0.76 -1.26 -93.46 -58.12 -0.08 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 37.45 1.29 -0.74 -55.78 -96.84 -0.07 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 37.45 1.48 -0.02 -3.64 -110.35 -0.04 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 37.45 1.27 0.70 48.98 -95.02 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 37.45 0.72 1.24 88.00 -54.96 0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 37.45 -0.02 1.44 102.95 -0.90 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 37.45 -0.76 1.26 89.83 52.66 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 37.45 -1.29 0.74 52.15 91.38 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 37.45 -1.48 0.02 0.02 104.88 0.04 deg+1.0 Ice+1.0 Temp Job Page tnxTower Tigard (BU 879526) 15 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661.6351 Crown Castle MM FAX:(919)661-6350 Load..M.wM Vertical Shears, Shear; Overturning Overturning Torque Combination Moment,M, Moment,M; K K K kip-ft _.kiP:ft..,._ __lie . 1.2 Dead+1.0 Wind 300 37.45 -1.27 -0.70 -52.61 89.55 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 37.45 -0.72 -1.24 -91.63 49.49 -0.05 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 17.42 0.08 -3.86 -266.08 -7.03 -0.19 Dead+Wind 30 deg-Service 17.42 2.06 -3.37 -233.31 -143.74 -0.19 Dead+Wind 60 deg-Service 17.42 3.47 -1.99 -138.31 -241.59 -0.15 Dead+Wind 90 deg-Service 17.42 3.96 -0.08 -6.85 -275.16 -0.06 Dead+Wind 120 deg-Service 17.42 3.39 1.85 126.33 -235.15 0.04 Dead+Wind 150 deg-Service 17.42 1.91 3.28 225.55 -132.30 0.13 Dead+Wind 180 deg-Service 17.42 -0.08 3.86 265.26 5.85 0.18 Dead+Wind 210 deg-Service 17.42 -2.06 3.37 232.48 142.56 0.19 Dead+Wind 240 deg-Service 17.42 -3.47 1.99 137.48 240.42 0.15 Dead+Wind 270 deg-Service 17.42 -3.96 0.08 6.03 273.99 0.07 Dead+Wind 300 deg-Service 17.42 -3.39 -1.85 -127.15 233.98 -0.04 Dead+Wind 330 deg-Service 17.42 -1.91 -3.28 -226.37 131.12 -0.13 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 23.30 0.00 -3.43 -301.20 -0.71 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 13.29 0.00 -3.43 -295.73 -0.52 -0.00 1.2 Dead+1.0 Ev+1.Q Eh 30 deg 23.30 1.72 -2.97 -260.91 -151.06 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 13.29 1.72 -2.97 -256.16 -148.20 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 23.30 2.97 -1.72 -150.85 -261.12 -0.00 0.9 Dead-I.0 Ev+1.0 Eh 60 deg 13.29 2.97 -1.72 -148.05 -256.31 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 23.30 3.43 0.00 -0.50 -301.41 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 13.29 3.43 0.00 -0.37 -295.89 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 23.30 2.97 1.72 149.85 -261.12 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 13.29 2.97 1.72 147.31 -256.31 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 23.30 1.72 2.97 259.91 -151.06 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 13.29 1.72 2.97 255.42 -148.20 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 23.30 0.00 3.43 300.20 -0.71 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 13.29 0.00 3.43 294.99 -0.52 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 23.30 -1.72 2.97 259.91 149.64 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 13.29 -1.72 2.97 255.42 147.16 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 23.30 -2.97 1.72 149.85 259.70 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 13.29 -2.97 1.72 147.31 255.27 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 23.30 -3.43 0.00 -0.50 299.99 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 13.29 -3.43 0.00 -0.37 294.84 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 23.30 -2.97 -1.72 -150.85 259.70 -0.00 - deg 0.9 Dead-1.0 Ev+1.0 Eh 300 13.29 -2.97 -1.72 -148.05 255.27 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 23.30 -1.72 -2.97 -260.91 149.64 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 13.29 -1.72 -2.97 -256.16 147.16 -0.00 deg � ..... ....... ..,... ..� Solution Summary Job Page tnxTower Tigard (BU 879526) 16 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Sum of Applied Forces rc �mv mmw Sum of Reactions µ µmm Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -17.42 0.00 0.00 17.42 0.00 0.000% 2 0.23 -20.91 -10.71 -0.23 20.91 10.71 0.000% 3 0.23 -15.68 -10.71 -0.23 15.68 10.71 0.000% 4 5.71 -20.91 -9.36 -5.71 20.91 9.36 0.000% 5 5.71 -15.68 -9.36 -5.71 15.68 9.36 0.000% 6 9.64 -20.91 -5.52 -9.64 20.91 5.52 0.000% 7 9.64 -15.68 -5.52 -9.64 15.68 5.52 0.000% 8 11.00 -20.91 -0.23 -11.00 20.91 0.23 0.000% 9 11.00 -15.68 -0.23 -11.00 15.68 0.23 0.000% 10 9.41 20.91 5.12 9.41 20.91 -5.12 0.000% ' 11 9.41 -15.68 5.12 -9.41 15.68 -5.12 0.000% 12 5.30 -20.91 9.10 -5.30 20.91 -9.10 0.000% 13 5.30 -15.68 9.10 -5.30 15.68 -9.10 0.000% 14 -0.23 -20.91 10.71 0.23 20.91 -10.71 0.000% 15 -0.23 -15.68 10.71 0.23 15.68 -10.71 0.000% 16 -5.71 -20.91 9.36 5.71 20.91 -9.36 0.000% 17 -5.71 -15.68 9.36 5.71 15.68 -9.36 0.000% 18 -9.64 -20.91 5.52 9.64 20.91 -5.52 0.000% 19 -9.64 -15.68 5.52 9.64 15.68 -5.52 0.000% 20 -11.00 -20.91 0.23 11.00 20.91 -0.23 0.000% 21 -11.00 -15.68 0.23 11.00 15.68 -0.23 0.000% 22 -9.41 -20.91 -5.12 9.41 20.91 5.12 0.000% 23 -9.41 -15.68 -5.12 9.41 15.68 5.12 0.000% - 24 -5.30 -20.91 -9.10 5.30 20.91 9.10 0.000% 25 -5.30 -15.68 -9.10 5.30 15.68 9.10 0.000% ' 26 0.00 -37.45 0.00 -0.00 37.45 0.00 0.000% 27 0.02 -37.45 -1.44 -0.02 37.45 1.44 0.000% 28 0.76 -37.45 -1.26 -0.76 37.45 1.26 0.000% 29 1.29 -37.45 -0.74 -1.29 37.45 0.74 0.000% 30 1.48 -37.45 -0.02 -1.48 37.45 0.02 0.000% 31 1.27 -37.45 0.70 -1.27 37.45 -0.70 0.000% 32 0.72 -37.45 1.24 -0.72 37.45 -1.24 0.000% 33 -0.02 -37.45 1.44 0.02 37.45 -1.44 0.000% 34 -0.76 -37.45 1.26 0.76 37.45 -1.26 0.000% 35 -1.29 -37.45 0.74 1.29 37.45 -0.74 0.000% 36 -1.48 -37.45 0.02 1.48 37.45 -0.02 0.000% 37 -1.27 -37.45 -0.70 1.27 37.45 0.70 0.000% 38 -0.72 -37.45 -1.24 0.72 37.45 1.24 0.000% 39 0.08 -17.42 -3.86 -0.08 17.42 3.86 0.000% 40 2.06 -17.42 -3.37 -2.06 17.42 3.37 0.000% 41 3.47 -17.42 -1.99 -3.47 17.42 1.99 0.000% 42 3.96 -17.42 -0.08 -3.96 17.42 0.08 0.000% 43 3.39 -17.42 1.85 -3.39 17.42 -1.85 0.000% 44 1.91 -17.42 3.28 -1.91 17.42 -3.28 0.000% 45 -0.08 -17.42 3.86 0.08 17.42 -3.86 0.000% 46 -2.06 -17.42 3.37 2.06 17.42 -3.37 0.000% 47 -3.47 -17.42 1.99 3.47 17.42 -1.99 0.000% 48 -3.96 -17.42 0.08 3.96 17.42 -0.08 0.000% _ 49 -3.39 -17.42 -1.85 3.39 17.42 1.85 0.000% 50 -1.91. -17.42 -3.28 1.91 17.42 3.28 0.000% 51 0.00 -23.30 -3.43 0.00 23.30 3.43 0.000% 52 0.00 -13.29 -3.43 0.00 13.29 3.43 0.000% 53 1.72 -23.30 -2.97 -1.72 23.30 2.97 0.000% 54 1.72 13.29 2.97 -1.72 13.29 2.97 0.000% 55 2.97 -23.30 -1.72 -2.97 23.30 1.72 0.000% 56 2.97 -13.29 -1.72 -2.97 13.29 1.72 0.000% 57 3.43 -23.30 0.00 -3.43 23.30 0.00 0.000% 58 3.43 -13.29 0.00 -3.43 13.29 0.00 0.000% 59 2.97 -23.30 1.72 -2.97 23.30 -1.72 0.000% 60 2.97 -13.29 1.72 -2.97 13.29 -1.72 0.000% Job Page tnxTower Tigard (BU 879526) 17 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K ._-..._... K K K K 61 1.72 -23.30 2.97 -1.72 23.30 -2.97 0.000% 62 1.72 -13.29 2.97 -1.72 13.29 -2.97 0.000% 63 0.00 -23.30 3.43 0.00 23.30 -3.43 0.000% 64 0.00 -13.29 3.43 0.00 13.29 -3.43 0.000% 65 -1.72 -23.30 2.97 1.72 23.30 -2.97 0.000% 66 -1.72 -13.29 2.97 1.72 13.29 -2.97 0.000% 67 -2.97 -23.30 1.72 2.97 23.30 -1.72 0.000% 68 -2.97 -13.29 1.72 2.97 13.29 -1.72 0.000% 69 -3.43 -23.30 0.00 3.43 23.30 0.00 0.000% 70 -3.43 -13.29 0.00 3.43 13.29 0.00 0.000% 71 -2.97 -23.30 -1.72 2.97 23.30 1.72 0.000% 72 -2.97 -13.29 -1.72 2.97 13.29 1.72 0.000% 73 -1.72 -23.30 -2.97 1.72 23.30 2.97 0.000% 74 -1.72 -13.29 -2.97 1.72 13.29 2.97 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 0.00013377 3 Yes 4 0.00000001 0.00008572 4 Yes 5 0.00000001 0.00007935 • 5 Yes 5 0.00000001 0.00003913 6 Yes 5 0.00000001 0.00008828 7 Yes 5 0.00000001 0.00004364 8 Yes 4 0.00000001 0.00020106 9 Yes 4 0.00000001 0.00013000 10 Yes 5 0.00000001 0.00007448 11 Yes 5 0.00000001 0.00003704 12 Yes 5 0.00000001 0.00007005 13 Yes 5 0.00000001 0.00003484 14 Yes 4 0.00000001 0.00031209 15 Yes 4 0.00000001 0.00021127 16 Yes 5 0.00000001 0.00008767 17 Yes 5 0.00000001 0.00004353 18 Yes 5 0.00000001 0.00007977 19 Yes 5 0.00000001 0.00003934 20 Yes 4 0.00000001 0.00007867 21 Yes 4 0.00000001 0.00003575 22 Yes 5 0.00000001 0.00007269 23 Yes 5 0.00000001 0.00003611 24 Yes 5 0.00000001 0.00007604 25 Yes 5 0.00000001 0.00003798 26 Yes 4 0.00000001 0.00001809 - 27 Yes 4 0.00000001 0.00055656 28 Yes 4 0.00000001 0.00058220 29 Yes 4 0.00000001 0.00059012 30 Yes 4 0.00000001 0.00057336 • 31 Yes 4 0.00000001 0.00056329 32 Yes 4 0.00000001 0.00054885 33 Yes 4 0.00000001 0.00053780 34 Yes 4 0.00000001 0.00055302 35 Yes 4 0.00000001 0.00055907 36 Yes 4 0.00000001 0.00054972 37 Yes 4 0.00000001 0.00055221 1 j i tnxTower Tigard (BU 879526) Page 18 of 21 ,lob + Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 38 Yes 4 0.00000001 0.00055232 39 Yes 4 0.00000001 0.00002681 40 Yes 4 0.00000001 0.00008759 41 Yes 4 0.00000001 0.00010843 42 Yes 4 0.00000001 0.00002216 43 Yes 4 0.00000001 0.00008577 44 Yes 4 0.00000001 0.00007650 45 Yes 4 0.00000001 0.00003390 46 Yes 4 0.00000001 0.00010839 47 Yes 4 0.00000001 0.00008669 48 Yes 4 0.00000001 0.00001725 49 Yes 4 0.00000001 0.00008122 50 Yes 4 0.00000001 0.00009143 4 51 Yes 4 0.00000001 0.00003732 52 Yes 4 0.00000001 0.00001090 53 Yes 4 0.00000001 0.00022610 54 Yes 4 0.00000001 0.00011687 55 Yes 4 0.00000001 0.00022605 56 Yes 4 0.00000001 0.00011685 57 Yes 4 0.00000001 0.00003734 58 Yes 4 0.00000001 0.00001090 59 Yes 4 0.00000001 0.00022413 60 Yes 4 0.00000001 0.00011609 61 Yes 4 0.00000001 0.00022453 62 Yes 4 0.00000001 0.00011625 63 Yes 4 0.00000001 0.00003716 64 Yes 4 0.00000001 0.00001087 65 Yes 4 0.00000001 0.00022219 66 Yes 4 0.00000001 0.00011532 - 67 67 Yes 4 0.00000001 0.00022225 68 Yes 4 0.00000001 0.00011534 69 Yes 4 0.00000001 0.00003714 70 Yes 4 0.00000001 0.00001087 71 Yes 4 0.00000001 0.00022415 72 Yes 4 0.00000001 0.00011609 73 Yes 4 0.00000001 0.00022375 74 Yes 4 0.00000001 0.00011594 Maximum Tower Deflections - Service Wind .._. Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. . Li 100-60.25 11.372 41 0.885 (1.002 L2 64.08-26 5.138 41 0.719 0.001 L3 30.42-0 1.212 41 0.354 0.000 Critical Deflections and Radius of Curvature- Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft._...._. Comb. in J ft_ 102.00 FFVV-65C-R3-Vl_TMO 41 11.372 0.885 0.002 51012 100.00 1/2"x 7'LROD 41 11.372 0.885 0.002 51012 95.13 CCISeismic Tower Section 1-1 41 10.477 0.870 0.002 51012 95.00 CCISeismic miscl Safety Line 3/8 41 10.454 0.870 0.002 51012 , Page tnxTower Job Tigard (BU 879526) 19 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in ° ° ft From 0 to 100(90ft to 100ft) 85.25 CCISeismic Tower Section 1-2 41 8.688 0.837 0.002 17292 85.00 CCISeismic miscl Safety Line 3/8 41 8.643 0.836 0.002 17004 From 0 to 100(80ft to90ft) 78.00 2.4"Dia x 6-ft Pipe 41 7.415 0.806 0.002 11593 75.25 CCISeismic Tower Section 1-3 41 6.945 0.792 0.001 10305 75.00 (2)NNHH-65C-R4_CCIV2 w/ 41 6.903 0.790 0.001 10202 Mount Pipe 72.50 CCISeismic(3)rosenberger leoni 41 6.484 0.776 0.001 9274 WR-VG86ST-BRD(3/4)From 0 to 75(70ft to75ft) 65.25 CCISeismic Tower Section 1-4 41 5.319 0.728 0.001 7345 65.00 CCISeismic miscl Safety Line 3/8 41 5.280 0.726 0.001 7294 From 0 to 100(60ft to70ft) 60.04 CCISeismic Tower Section 2-1 41 4.533 0.685 0.001 6433 55.00 CCISeismic miscl Safety Line 3/8 41 3.821 0.637 0.001 5757 From 0 to 100(50ft to60ft) 51.00 CCISeismic Tower Section 2-2 41 3.294 0.595 0.001 5314 45.00 CCISeismic miscl Safety Line 3/8 41 2.571 0.528 0.001 4765 From 0 to 100(40ft to50ft) 41.00 CCISeismic Tower Section 2-3 41 2.139 0.481 0.001 4457 35.00 CCISeismic miscl Safety Line 3/8 41 1.573 0.409 0.000 4064 From 0 to 100(30ft to40ft) 31.00 CCISeismic Tower Section 2-4 41 1.254 0.361 0.000 3945 30.21 CCISeismic Tower Section 3-1 41 1.197 0.352 0.000 3971 25.00 CCISeismic Tower Section 3-2 41 0.866 0.290 0.000 4633 15.00 CCISeismic Tower Section 3-3 41 0.416 0.173 0.000 7721 5.00 CCISeismic Tower Section 3-4 41 0.121 0.057 0.000 23163 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Li 100-60.25 31.726 6 2.470 0.005 L2 64.08-26 14.331 6 2.006 0.003 L3 30.42-0 3.379 6 0.988 0.001 Critical Deflections and Radius of Curvature- Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft __._._....__ ..__.__.__.._. ..._Comb. °.__ 0 ?n __... . _.._._._._._.... 102.00 FFVV-65C-R3-V1_TMO 6 31.726 2.470 0.005 18304 100.00 1/2"x 7'LROD 6 31.726 2.470 0.005 18304 • 95.13 CCISeismic Tower Section 1-1 6 29.230 2.429 0.005 18304 95.00 CCISeismic misci Safety Line 3/8 6 29.166 2.428 0.005 18304 From 0 to 100(90ft tolOOft) 85.25 CCISeismic Tower Section 1-2 6 24.237 2.336 0.005 6204 85.00 CCISeismic miscl Safety Line 3/8 6 24.112 2.333 0.005 6100 From 0 to 100(80ft to90ft) 78.00 2.4"Dia x 6-ft Pipe 6 20.684 2.249 0.004 4159 J°b Page tnxTower Tigard (BU 879526) 20 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road • Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature _.f.__ ____.__ Comb. in ... ° ° ._,_._._._.... 75.25 CCISeismic Tower Section 1-3 6 19.373 2.210 0.004 3696 75.00 (2)NNHH-65C-R4_CCIV2 w/ 6 19.255 2.206 0.004 3659 Mount Pipe 72.50 CCISeismic(3)rosenberger leoni 6 18.087 2.167 0.004 3326 WR-VG86ST-BRD(3/4)From 0 to 75(70ft to75ft) 65.25 CCISeismic Tower Section 1-4 6 14.835 2.031 0.004 2634 65.00 CCISeismic miscl Safety Line 3/8 6 14.727 2.026 0.003 2616 From 0 to 100(60ft to70ft) 60.04 CCISeismic Tower Section 2-1 6 12.643 1.910 0.003 2307 55.00 CCISeismic miscl Safety Line 3/8 6 10.658 1.776 0.003 2065 From 0 to 100(50ft to60ft) 51.00 CCISeismic Tower Section 2-2 6 9.186 1.660 0.003 1906 45.00 CCISeismic miscl Safety Line 3/8 6 7.170 1.473 0.002 1709 From 0 to 100(40ft to50ft) 41.00 CCISeismic Tower Section 2-3 6 5.965 1.342 0.002 1598 35.00 CCISeismic miscl Safety Line 3/8 6 4.386 1.142 0.001 1457 From 0 to 100(30ft to40ft) 31.00 CCISeismic Tower Section 2-4 6 3.496 1.007 0.001 1414 30.21 CCISeismic Tower Section 3-1 6 3.337 0.981 0.001 1424 25.00 CCISeismic Tower Section 3-2 6 2.415 0.808 0.001 1661 15.00 CCISeismic Tower Section 3-3 6 1.160 0.482 0.000 2768 5.00 CCISeismic Tower Section 3-4 6 0.338 0.160 0.000 8302 _ • Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P. OP. Ratio No. P. z Li 100-60.25(1) TP26.255x20x0.25 39.75 0.00 0.0 20.449 -10.47 1196.26 0.009 L2 60.25-26(2) TP31.145x25.152x0.313 38.08 0.00 0.0 30.325 -15.06 1774.03 0.008 L3 26-0(3) TP34.611x29.824x0.375 30.42 0.00 0.0 41.340 -20.90 2418.39 0.009 Pole Bending Design Data Section Elevation Size M. (OM. Ratio M.y .M. Ratio No. M. M. ft kip ft kip ft •M,,.t kip- HP-ft °M -. Ll 100-60.25(1) TP26.255x20x0.25 161.16 724.22 0.223 0.00 724.22 0.000 L2 60.25-26(2) TP31.145x25.152x0.313 457.87 1298.78 0.353 0.00 1298.78 0.000 • L3 26-0(3) TP34.611x29.824x0.375 775.60 2049.07 0.379 0.00 2049.07 0.000 Pole Shear Design Data Job Page tnxTower Tigard (BU 879526) 21 of 21 Tower Engineering Project Date Professionals TEP No. 234911.504639 22:30:56 02/23/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle MM FAX:(919)661-6350 Section Elevation Size Actual OV Ratio Actual $T Ratio No. V. V. T. T. ft K K AV„ kip-ft kip-ft @T:_.__... Ll 100-60.25(1) TP26.255x20x0.25 7.87 358.88 0.022 0.41 801.90 0.001 L2 60.25-26(2) TP31.145x25.152x0.313 9.71 532.21 0.018 0.41 1410.85 0.000 L3 26-0(3) TP34.611x29.824x0.375 11.11 725.52 0.015 0.41 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 ft OP. OM. M„ V Ratio Ratio LI 100-60.25(1) 0.009 0.223 0.000 0.022 0.001 0.232 1.050 4.8.2 L2 60.25-26(2) 0.008 0.353 0.000 0.018 0.000 0.361 1.050 4.8.2 L3 26-0(3) 0.009 0.379 0.000 0.015 0.000 0.387 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P OP.a,. % Pass No. ft Type Element K K Capacity Fail LI 100-60.25 Pole TP26.255x20x0.25 1 -10.47 1256.07 22.1 Pass L2 60.25-26 Pole TP31.145x25.152x0.313 2 -15.06 1862.73 34.4 Pass L3 26-0 Pole TP34.611x29.824x0.375 3 -20.90 2539.31 36.9 Pass Summary Pole(L3) 36.9 Pass RATING= 36.9 Pass Program Version 8.0.7.5-8/14/2020 File:C:/Users/mmasroor/Desktop/TIGARD(BU 879526);TEP No. 234911.504639/P-254424_L-504639_879526_TIGARD_Structural Analysis/tnxTower/Combo/879526_1920743_LC5_Combo.eri February 23,2021 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.504639, Order 539384, Revision 0 Page 7 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.7.5 w COMBING PEGS //w/ sAFETY cuMB \ \ / / \ \ Y• / / (OTHER CONSIDERED EQUIPMENT) (PROPOSED EQUIPMENT CONFIGURATION) • ,� \ t �� (2) 3/8'TO 75 FT LEVEL (2) 1-1/2"TO 102 FT LEVEL 1 L1 (3) 3/4"TO 75 FT LEVEL • I I C''' (AI I (12) 7/8"TO 75 FT LEVEL n� 1 1 .. \ / / S. / / \ , _ _.._ ._.._... .._...._._ .. ...... .... .............. .... ..,.._....••„_.„.••.. .mnere• r.aerewr esrwwrv.rr suuurfn a:yrvtvlsini,11”...0,Anitif04nItninnttlannaf n [+i rxlit F 1.lFredi{lrr:r i l., February 23,2021 100-ft Monopole Tower Structural Analysis Report CCI BU No 879526 TEP Project Number 234911.504639, Order 539384, Revision 0 Page 8 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.7.5 ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 165.62 ft (NAVD 88) No Address at This Risk Category: II Latitude: 45.428353 Location Soil Class: D-Default see 122.76815 ( Longitude• - Section 11.4.3) k • 4p ,F `�r j t!It • „, �., �� � . x�. 1C n ' . s'; sr.i,": y ". $ .,.""-.- ..- ICI ! I :'ter,+.`-le , I in„la \ s 7{0,, ep7'S lfi' t 45,.... ,'�7Ch }'v..- ✓,?fir y'a . t.it... 4, ' _M 9 y I. r ft r fff r , »yam * 1 a m v^ a Wind Results: Wind Speed: 97 Vmph 1 10-year MRI 66 Vmph 1 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Mon Feb 22 2021 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 Mon Feb 22 2021 AscE. AMERICAN SOCIETY OE CIVIL 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 F„ : N/A PGA M : 0.473 SMs : 1.031 FPGA : 1.209 SM, : N/A le : 1 SDS : 0.688 C, : 1.23 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Feb 22 2021 Date Source: USGS Seismic Design Maos https://asce7hazardtool.online/ Page 2 of 3 Mon Feb 22 2021 at 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: Mon Feb 22 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 Mon Feb 22 2021 Monopole Base Plate Connection CCCROWN CASTLE Site Info BU# 879526 Site Name Tigard Order# 539384 Rev.0 n ll Analysis Considerations �i �j ;.� TIA-222 Revision Grout Considered: No I.,(in) 1.375 C> J Applied Loads Moment(kip-ft) 776.00 Axial Force(kips) 21.00 Shear Force(kips) 11.00 'TlA-222-H Section 15.5 Applied 11.Th\ 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 Pu_c=92.4 QiPn c=268.39 Stress Rating Vu=1.1 4,Vn=120.77 32.8% Base Plate Data Mu=n/a cbMn=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): 14.22 (Flexural) • N/A Allowable Stress(ksi): 45 Stress Rating: 30.1% Pass Pole Data 34.611"x 0.375"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 3.7.3.1 Analysis Date:2/23/2021 ile:OrwER Tigard(BU 879526) TEP#: 234911.504639 Analysis: AW 2/23/2021 Design Reaction Comparison Tool Check: MM 2/23/2021 Code Revisions: TIA-222-H Tower Type: Monopole Monopole Reactions Design Design*1.35 Analysis Capacity Pass/Fail Moment(kips.ft) 1420 1917 776 38.6% Axial(kips) 13 17,55 21 114.0% Ii f t 'ftx", Shear(kips) 21 28.35 11 37.0% 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 114%and 37%,respectively,the moment reaction is the governing criteria for a monopole drilled shaft foundation.Therefore,the overall capacity for this foundation is 38.6%. Note 3:Rating per TIA-222-H,Section 15.5 i CROWN BU: 879526 Structure, A WO: 1920743 ...0 CASTLE Order: 539384 Rev 0 (_()cation Decimal Degrees Deg Min Sec Lat: 45.428353 1 = I 45 25 <1/.07 Long: -122.768150 :122 I 45 5 34 Code and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: D(Default) Stiff Soil(Default) Risk Category: II USGS Seismic Reference SS: 0.8600 g Si: 0.3940 g IL: 16 s Seismic Design Category Determintion Importance Factor,le: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,Fv: 1.9060 Design spectral response acceleration short period,SOS: 0.6880 g Design spectral response acceleration 1 s period,SD,: 0.5006 g Ts: 0.7277 Seismic Design Category Based on SoS: D Seismic Design Category Based on Sp,: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: it CCISeismic 3.3.6 Page 1 Analysis Date: 2/23/2021 CROWN BU: 879526 Struct u: A. +"rr'SEC ICJ Y Y 1`�1 W 0: 1920743 °Aro v^�+��� Order: 539384 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 100 ft Effective Seismic Weight,W: 17.41 kips Amplification Factor,As: 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,,: 6.521377 kips W1: 10.88818003 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,Lag: 2860.667128 in a Fa: 0.393621828 hz Approximate Fundamental Period Monopole,Ta: 2.5405 s 2.7.7.1.3.3 Seismic Response Coefficient,Cs 0.1971 Table 2-12 Note 3 Seismic Response Coefficient Max 1,Csmax N/A Seismic Response Coefficient Max 2,Csmax N/A Seismic Response Coefficient Min 1,Csmin 0.0303 2.7.7.1.1 Seismic Response Coefficient Min 2,Csmin N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,Csc 0.1971 Seismic Base Shear,V kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 Sum of wih,k 78128.48 CCISeismic 3.3.6 Page 2 Analysis Date: 2/23/2021 Section Section Length Top Height Mid Height,h, w,hr" C„ F,,, F„ Number Weight,w, 1-1 9.75 100.00 95.13 0.5472 4951,28 0.0634 0.2174 0.0753 I 2 _. _ 0 6037 4387-52 .562 ti 193- 5531 3 5. 0.6468 3662.29 '.5? 0.166' -C, t a :12`., 0.689$ 2946.86 0.7.290 2-1 64.08 .. 0.7038 2.537.08 __. 0.1114 ,,•. . 2-2 56 00 _. 0.9197 2392.11 0.G 0 1050 0 1265 2 3 46.00 0.9735 1636.45 0. 3 5719 0.1340 36.00 i 1.0273 987 24 1 ..11 0.1414. I 30.42 30.21 0.0508 46.37 _ 0.0020 0.0070 30.00 .. 1.2433 777.06 6J" 0.0341 3.1711 20.00 15 00 1.3079 294.27 0.0033 0.0129 0.1800 10 00 .. 13724 34.31 0 0004 +)0015 0.1888 NI f w • CCISeismic 3.3.6 Page 3 Analysis Date: 2/23/2021 .... ... .... - .J . - -•`-' J J 15,/rere 08,11, Name 11, w, w,h: C,, /. ligh 60' "3',2 ,7'14(r., 100.00 0.0047 46.77 0.0006 0 0021 0.0006 102 00 0 1246 ;)0166 102.00 0 1246 1296.34 0.0166 0 05,, 0 102 00 0.1246 1296.34 0 016, 0.0568 102.00 0.1100 1144.44 0.0146 0.0503 3 0151 HC w;Mount Plpe 102.00 0 110C1 1144 44 0 014;: 0.0503 10'51 -,..91.Pipe 102.00 0.1100 1141/4 1/0146 0.0503 102 00 ,)0014 0 0002 0 0006 CO 1,I' 0 0014 0 0002 0 0006 0 0002 nokia- 0 0700 0.0093 0 0320 3 OLKV, ,. nokia Mir,0_ :".,)I ,, D 0700 728 28 0.0093 0 0320 0.0096 nokia A111,C .10,.0 0 0700 728.28 0 009, 0 0.320 ,)0096 nok,a.4'0 102,00 0.0800 832.32 0.0107 0.0365 0 0110 -,(A•.,. 102 00 3 0800 832 32 0 010- 0 0365 0.0;10 , tr!,,, 102.00 0 0800 832.32 0 010 7 0 0365 0.0110 '4 HP, 102.00 1 9250 20027 70 0.2561 0 8795 0 2649 .:._._..2.4'D;a x 6-tt Pipt, 78.00 0,0200 121 68 0.0016 0 0053 0 0028 18 00 0 0200 121 68 0 0016 0.0053 C)0028 78.00 0.0200 121.68 0 0016 0.0053 V 0028 75 00 0.3136 1764.11 0 0220 0 0775 ' 0 0432 I,, 75 00 0.3136 1764.11 0.0226 0.0775 0.0432 75.00 0 0814 469.13 ,-.)006,: 0 0206 0 01 t' ,. 75.00 0.0834 469.13 0 0060 0.0206 0.0/15 5, 75 00 /:2961 .1665 68 2 021.1 0 0731 0.040 7 alcatel lucent, ,P.H4X30 75.00 0 060C., 337.50 0.0043 ()0148 0 008; ,5.00 l 0600 337 50 )0043 00148 0.0083 75 00 0 0600 337.50 3.0043 0.0148 0.0083 0.1) 0 040C 225.00 0 0029 0 0099 ,.2 0055 ' -0 00 0.0400 225.00 0.0029 0.0099 0.0055 . /8 Lf0 0,0400 225 00 0 002,, ,4 0099 0 0055 75.00 0 0800 450.00 0 0058 /0 98 0 0110 , 75.00 0.0800 450.00 /0058 00) 75.00 0.0800 450.00 ./.0058 0.0110 713 00 0/130:: 168.75 )0022 0 004 L .0; 75.00 0.0300 168.75 0.0022 9.0074 0 0041 (2;0,- 75.00 ASO 00 3 0058 00198 0 0110 rnour: 75.00 ,C,.-•:, 225.00 0.0029 0.0099 3 0055 ,-, 75 00 225.00 0 0029 0.0099 0 0055 . . 103-10KC1011 75,00 ..5750 8578 13 ().1098 0.3767 0 2098 -4 59 0 6 521A '.5,Y.Alt4,'''''1., 1 • CCISeismic 3.3.6 Page 4 Analysis Date: 2/23/2021 i.mear(adx Name Start Height End Height h, w, w„h.' mist{Safety Line 3,/8 From 0 to 100. 90.00 100.00 95.00 0.0022 19.86 0.0003 0.0009 0.0003 mist'Safety I '3 Prom 0 to 100 80.20 90 00 f15.00 0.0022 15.90 0-0002 0-(007 0.0003 (sates' +)From 0 to 100 7 80.00 '6 00 0.0022 12.38 0.0002 0,0005' r0.0003 'row 0 to 100 70.00 _ 00022 9.30 0.0001 0.0004 0.0003 ri, c reee 3!rr 100 `;.8, 60.00 `.i.T.` 00022 6.66 0.0001 0..0003 0.0003 m su >' "0 50.00 0.0022 4,46 0.0001 0.0002 0.0003 r :.0 'r)0 40.00 - 0.0022 2 70 0.0000 0.0001 0.000'3 .)0 .,,3,, 3000 0-0022 1.38 0 0000 0.0001 0.0003 10-00 20.00 '. 0.0022 Cr 50 0.0000 .:3300 0.0003 0.00 lO00 d0022 06 0.0000 '00 0.0003 i,o100 90,00 100.00 '15.0. 0.0342 308.66 00040 0.0047 (2)noKra tlC: om Oto 100 8000 e0.00 86.00 0-0342 24710 00032 ---- --� C.0047 (2)nokia NCS `na 0 to 100 ii`90 4 80.00 75.00 0.0342 192.38 0.0023 0.0047 (2)nokia 1165 2 0 13,, cm 0 to 100 70.00 65.00 0.0342 144.50 0 001'3 0.0047 (2)nokia HCS 2.0 .('to 100 60.00 55.00 0.0342 103.46 0,0013 0 0047 _. .__..........__._ {2)nokia HC$2 D r '0100 50.00 45.00 00342 69.26 0.00Ly 0.0047 (', kia HC52 OP,, J to 100 30.i3O 40.00 35.00 0 0342 41.90 0.0005 0.0047 ,NCS 2 0 P. ro 100 20.00 .0100 25 00 0.0342 21.38 0-000, 0.0047 a '' - in 100 10.00 20.00 15.00 00342 7.70 0.0001 ' 0.0047 ,0100 0.00 i 0.0(i SAO 00342 086 45000 0.0047 - 690(3/4)From 0 to 75 70.00 75.09 72,50 0.0088 46.04 0.0006 0.0012 S1 380(3/41 From 0 to 74 60.00 70 0065.00 0.0175 74-02 0i.0000 0.0024 :,65T-68D{ ' 50,00 60.00 55.00 00175 53.00 0.0002 0.0024 '(,865T-81,3( 4000 50.00 45.00 0.017'3 35.48 0001" 0-0024 .`;(38651'BRD(3/4)r- - 30.00 40.00 35.00 'I).017') 21.46 0.0003 0.0024 ' 708651-890(3/4)f,r 20.00 ieoo 25.00 0.0175 1045 0.0001 80024 {3)rvenhe.r.'a• ' 1G86ST-BRD(3/4)From e;' 10.00 15.00 0.0175 3.94 0,0001. 0.0024 (31 rr 3enke3i 3528T-6RD(2r4'635 8' -- 0,00 5.00 3.0175 0.44 0-0000 0.0024 70.00 75.00 72.50 0.0006 3 39 t).0000 - - 0.0001 :XY.i-'. 50 00 70.01 65.00 0.0013 n +---.__..-. 9;Lev 20.00 60.00 55.00 0.0013 3.90 0.0000 Cl.;i- -:70 50.00 45.00 90012 261 0.0000 0.0': 40.00 35.00 0,0013 1.58 0.0000 0.0001 31).00 25.00 ).00(1 0.31 0.000 1 0.0000 20.00 15.00 '10013 0.29 0.0006; 0.0000 1000 5.00 4.0013 o o3 0 0000 0.0000 (8)ar. 25,00 72.50 3.0132 0.0009 0.0030 0 003.8 00 0, 70.00 65.00 0.0264 -. 3).00,4 0.0049 0.0036 60.00 55.00 00264 0.0010 0.0035 00036 50.09 45.00 0.0264 0.0(107 0.0023 0.0036 „7/8)1 From 0 to 75 40.00 35.00 0.0264 0.0004 0.0014 0.0036 (1) 30.00 75.00 0.0264 , -_ 0.0002 0.0007 0.0036 (8)an 'J.00 20.00 '.6 00 0,0264 5 11. 0.0001 0.0003 0.0036 00 10-00 5 '0 3.0264 0/,' 0.(511,6 0.0000 (3.0036 i4 irew 10• Y.00 75.00 72.50 0.0066 34.69 0.0004 0.0015 0,0009 50.00 0.00 1.0132 55.77 00007 0.0024 0 00?9 (3 ; - 50.00 00.00 0.0132 39.93 0.0005 0.0018 0.001.3 40 00 .1r.06 - ').0132 26.73 D.0003 0-00'2 0-001), 30.00 4000 - 0.0132 16.17 0.0002 0.0007 00013 20.00 30-00 0-0132 8 25 ,0001 0.004 (4)andrew LO 10.00 20.00 0.0132 2.97 0.0000 0.0001 - (4)andrew LDF,50Ai7/8) -o.;,8 )nF ':;1'' 0.32 0.0000 009 83 ;3.nJ_t 2078.2/r 1 CCISeismic 3.3.6 Page 5 Analysis Date: 2/23/2021 Monopole Base Plate Connection CROWN a":,%,• CASTLE Site Info BU it 879526-Seismic Site Name Tigard Order A 539384 Rev.0 iD Analysis Considerations IL]) 17-z TIA-222 Revision H Grout Considered: No I r(in) 1.375 Applied Loads ( , **Moment(kip-ft) 453.00 **Axial Force(kips) 34.50 **Shear Force(kips) 4.50 *TIA-222-H Section 15.5 Applied (0) ~l, *1.5 Overstrength Factor Applied 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 Pu_c=56.16 t)Pn_c=268.39 Stress Rating Vu=0.45 4Vn=120.77 19.9% 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) i Stiffener Data N/A Pole Data 34.611"x 0.375"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 3.7.3.1 Analysis Date:2/23/2021