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gA) 00 v-A RECEIVED 1 I (..) 1 �W t�, AUG 05 2021 CITY OF . IGARO BUl4.i�l*.+r, DIVISION Date: March 26, 2021 Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Site Number: 307842 Site Name: Villa Ridge - A Crown Castle Designation: BU Number: 874135 Site Name: West Portland JDE Job Number: 631169 Work Order Number: 1934017 Order Number: 540658 Rev. 3 Engineering Firm Designation: TEP Project Number: 235072.516218 met! Site Data: t0955 Sw 65th Ave,Tigard,Washington County,OR 97223 Latitude 45°26'29.40", Longitude -122°44'38.30" 11 94 Foot-Monopole Tower Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above-mentioned tower. s 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 -An. lysis Criteria. Structural analysis prepared by: Steven Flowers Jr, EIT/PRS Respectfully submitted by: twit RflppS 5` `y. NEF s, t. 90633PE 9< Shawn Hoffmeyer, P.E. o32,6\2� N FA OREGON o ti��M HOEF �Q Exp:06/30/21 March 26,2021 94-ft Monopole Tower Structural Analysis Report CCI BU No 874135 TEP Project Number 235072.516218, Order 540658, Revision 3 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 i tnxTower Report-version 8.0.7.5 March 26,2021 94-ft Monopole Tower Structural Analysis Report CCI BU No 874135 TEP Project Number 235072.516218, Order 540658, Revision 3 Page 3 1) INTRODUCTION This tower is a 94-ft monopole tower designed by Sabre Communications. 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: 0.872 Seismic S1: 0.396 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) 6 Commscope SBNHH-1 D65C w/ Mount Pipe 2 _wi Ericsson STREETMACRO 6701 w/ Mount Pipe ` 3 VZW Sub6 Antenna w/ Mount Pipe 65.0 I 3 _ I Raycap RCMDC 3315-PF_-48 62.0 r 1 Raycap I RVZDC-6627 PF-48 -- 1 1 2/8 I 3 Ericsson I 4449 r 3 Ericsson I RRUS 32 B2 3 Ericsson RRUS 32 B66 I Platform Mount 62.0 1 Tower Mounts ILP 402-1 KCKR i 1 r tnxTower Report-version 8.0.7.5 r----- . March 26,2021 94-ft Monopole Tower Structural Analysis Report CCI BU No 874135 TEP Project Number 235072.516218, Order 540658, Revision 3 Page 4 Table 2-Other Considered Equipment Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 1 Kathrein 80010866 w/ Mount Pipe ..... j NNHH-65C-R4_CCIV2 3 I Commscope w/Mount Pipe ; 3 KMW Comm. EPBQ-654L8H8-L2 w/Mount Pipe 2 I Commscope JAHH 65C R3pB V3 w/Mount { 2 3/8 Pie [ 99.° 3 Alcatel Lucent = B25 RRH4X30-4R 6 j 3/4 94.0 _ _ t .__... 1 .. 11 7/8 3 I Nokia AHCA_CCIV3 2 1-5/8 i 3 !__. Raycap I DC6-48-60 18 8F ^� j 3 1— Alcatel Lucent i RRH2X40-07 L-AT 3 1 Alcatel Lucent ; B66A RRH4X45 3 1 Nokia FRBI i 3 1 Alcatel Lucent RRH4X25-WCS p 94.0 1 Tower Mounts Platform Mount [LP 1001-1] 1 90.0 [ 90.0 j 1 _ Tower Mounts _ Side Arm Mount[SO 101,3] _1 _ - I ww mm-y 3)ANALYSIS PROCEDURE Table 3- Documents Provided Document Reference Source Geotechnical Report 1356168 CCISites 1 Tower Foundation Drawings 1354402 I CCISites Tower Manufacturer Drawings [ 1354388 CCISites J T w Geotechnical Report 7025589 i CCISites j 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. tnxTower Report-version 8.0.7.5 March 26.2021 94-ft Monopole Tower Structural Analysis Report CCl BU No 874135 TEP Project Number 235072.516218, Order 540658, Revision 3 Page 5 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section Elevation(ft) Component Type Size Critical I P(k) Peuow(k) °° Pass/Fail No. Element Capacity L1 94-50 Pole TP25.125x16x0.25 1 -14.42 1177.05 43.0 Pass i L2 I 50-0 i Pole TP34.875x23.8991 x0.3125 2 -22.51 2105.75 48.9 Pass I I Summary _. ._._.r_ _._ __ .__._______) .__.w._._.__._..__.__ W_�, Pole(L2) 48.9 . .. Pass f RATING= 48.9 Pass Table 5-Tower Component Stresses vs. Capacity- LC5 Notes Component Elevation (ft) %Capacity Pass i Fail 1,2 Anchor Rods - 46.3 Pass 1,2 Base Plate - 42.6 ! Pass r 1,2 Base Foundation Soil Interaction - 54.0 Pass 1,2 I Base Foundation Structural ._ �v. 1 47.3 Pass ► Structure Rating (max from all components)= 54.0% 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 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 . ..... . .. ...... ... .............. ....... .... ... . March 26,2021 94-ft Monopole Tower Structural Analysis Report CCI BU No 874135 TEP Project Number 235072.516218, Order 540658, Revision 3 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.7.5 . MATERIAL STRENGTH 1 anon C G�Fy Fu GRADE FY FuA572-Bb 85 keI 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. i 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 t in thickness with height. � 5. Deflections are based upon a 60 mph wind. l 6. Tower Risk Category II. 4 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.6 j 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 10. TOWER RATING:48.9% co H I / 50.Of` 0 • ALL REACTIONS ARE FACTORED AXIAL f n 25K I SHEAR MOMENT 4 K J if 311 kip-ft N R m N 0 q o g TORQUE 0 kip-ft SEISMIC AXIAL 42 K SHEAR MOMENT 2 K L_ 133 kip-ft TORQUE 0 kip-ft ,1 30 mph WIND-1.5000 in ICE AXIAL 23 K 1i 1 i' IIK I MOMENT � i f 872 kip-it O.Oft 1_ I TORQUE 0 kip-ft REACTIONS-97 mph WIND o G IY 11 $ gllt Tower Engineering Professionals Job.West Portland(BU 874135) 326 Tryon Road Project TEP No.235072.516218 -y,i Raleigh, NC 27603 Client:Crown Castle Draw"by:PRS nPP'd: Tower Engineering Professionals Phone:(919)661-6351 code: TIA-222-H Date:03/26/21 Scale: NTS FAX:()19)661-6350 Path: Ov9No.E-1 Job Page tnxTower West Portland (BU 874135) 1 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 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:354.0000 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: 0.0000 ft. Nominal ice thickness of 1.5000 in. Ice thickness is considered to increase with height. Ice density of 56.00 pcf. A wind speed of 30 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. 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 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys Recension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile -4 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use 11A-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg 4 Sort Capacity Reports By Component 4 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 KLry For 60 Deg.Angle Legs 4 Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Job Page West Portland (BU 874135) 2 of 23 Tower EngineeringProject Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ...ft _..._..._.._.._,._.... Sides in in in in Ll 94.0000-50.000 44.0000 3.50 18 16.0000 25.1250 0.2500 1.0000 A572-65 0 (65 ksi) L2 50.0000-0.0000 53.5000 18 23.8991 34.8750 0.3125 1.2500 A572-65 (65 ksi) .a Tapered Pole Properties Section Tip Dia. Area I r C 1/C J It/Q w w/t in in2 in4 in in in in4 in- in Ll 16.2083 12.4976 391.6752 5.5912 8.1280 48.1884 783.8657 6.2500 2.3760 9.504 25.4740 19.7383 1543.0274 8.8306 12.7635 120.8938 3088.0852 9.8710 3.9820 15.928 L2 24.9487 23.3950 1644.3455 8.3733 12.1408 135.4400 3290.8547 11.6997 3.6563 11.7 - 35.3648 34.2817 5173.8024 12.2697 17.7165 292.0330 10354.4127 17.1441 5.5880 17.882 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle ii Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing • Diagonals Horizontals Redundants . g in w.._. in in in Ll 1 1 1 94.0000-50.00 00 L2 1 1 1 50.0000-0.0(10 0 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 klf Calculation Safety Line 3/8 A No Surface Ar 0.0000- 1 1 0.500 0.3750 0.00 (CaAa) 0.0000 0.500 **62** MLCH HYBRID A No Surface Ar 62.0000- 3 3 0.170 1.4300 0.00 6X12(1-3/8) (CaAa) 0.0000 0.170 MLCH 12124 LOW A No Surface Ar 62.0000- 1 1 0.330 2.0160 0.00 INDUCTION(2) (CaAa) 0.0000 0.330 *** Feed Line/Linear Appurtenances - Entered As Area Job Page tnxTower West Portland (BU 874135) 3 of 23 Tower Engineering Project Date ' Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(919)661-6351 Crown Castle g by FAX:(919)661-6350 PRS Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft ftt/ft klf Calculation *** _ - **94** CR 50 1070(7/8) C No No Inside Pole 94.0000- 11 No Ice 0.0000 0.00 0.0000 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 WR-VG86ST-BRD C No No Inside Pole 94.0000- 2 No Ice 0.0000 0.00 (3/4") 0.0000 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 12 PAIR(3/8) C No No Inside Pole 94.0000- 2 No Ice 0.0000 0.00 0.0000 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 LDF7-50A(7-5/8) C No No Inside Pole 94.0000- 2 No Ice 0.0000 0.00 0.0000 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 RLSS 8AWG C No No Inside Pole 94.0000- 4 No Ice 0.0000 0.00 DC(3/4) 0.0000 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 e *** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AR CAAA CAAA Weight Section Elevation In Face Out Face .____._. ._, .____.__.___..._..-_._f ._...._._.._.__._ ,.fe _ -. _. ___..f2 .__. K___.---- LI 94.0000-50.0000 A 0.000 0.000 7.567 0.000 0.10 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.38 L2 50.0000-0.0000 A 0.000 0.000 31.530 0.000 0.41 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0„..:.., .....0.000 .... 0.000 0.000 0.43...,....... Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face lce AR AR CAAA CAAA Weight Section Elevation or Thickness �2 �a In Face Out Face Li 94.0000-50.0000 A 1.376 0.000 0.000 16.285 0.000 0.26 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.38 L2 50.0000-0.0000 A 1.239 0.000 0.000 67.852 0.000 1.10 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 .o..A4 ll 0.43 a � J°b Page • tnxTower West Portland (BU 874135) 4 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Feed Line Center of Pressure Section Elevation CPz CPz CPX CPz Ice Ice ._.__ _.__._ .__in in in in Ll 94.0000-50.0000 -0.9414 -1.4281 -0.9432 -1.4649 L2 50.0000-0.0000 -2.4296 -3.6830 -2.3373 -3.6273 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K Ka Section Record No. Segment Elev. _ No Ice Ice Ll 11 MLCH HYBRID 50.00-62.00 1.0000 1.0000 6X12(1-3/8) LI 12 MLCH 12/24 LOW 50.00-62.00 1.0000 1.0000 INDUCTION(2) L2 11 MLCH HYBRID 0.00-50.00 1.0000 1.0000 6X12(I-3/8) • L2 12 MLCH 12/24 LOW 0.00-50.00 1.0000 1.0000 INDUCTION(2) User Defined Loads - Seismic Description Elevation Offset Azimuth E Es., Eh, Eh ,....,. From Angle Centroid CCISeismic Tower Section 1-1 92.0000 0.00 0.00 0.02 0.00 0.00 0.06 CCISeismic Tower Section 1-2 85.0000 0.00 0.00 0.07 0.00 0.00 0.14 CCISeismic Tower Section 1-3 75.0000 0.00 0.00 0.07 0.00 0.00 0.12 CCISeismic Tower Section 1-4 65.0000 0.00 0.00 0.08 0.00 0.00 0.10 CCISeismic Tower Section 1-5 55.0000 0.00 0.00 0.09 0.00 0.00 0.08 CCISeismic Tower Section 2-1 51.7500 0.00 0.00 0.04 0.00 0.00 0.03 CCISeismic Tower Section 2-2 45.0000 0.00 0.00 0.12 0.00 0.00 0.07 CCISeismic Tower Section 2-3 35.0000 0.00 0.00 0.13 0.00 0.00 0.05 CCISeismic Tower Section 2-4 25.0000 0.00 0.00 0.14 0.00 0.00 0.03 CCISeismic Tower Section 2-5 15.0000 0.00 0.00 0.15 0.00 0.00 0.01 CCISeismic Tower Section 2-6 5.0000 0.00 0.00 0.16 0.00 0.00 0.00 CCISeismic miscl 1/2"x 5' 100.0000 0.00 0.00 0.00 0.00 0.00 0.00 Lightning Rod CCISeismic pole mounts 2.375" 100.0000 0.00 0.00 0.00 0.00 0.00 0.01 OD x 8'Mount Pipe CCISeismic kathrein cfd 94.0000 0.00 0.00 0.02 0.00 0.00 0.04 80010866 w/Mount Pipe CCISeismic,commscope_cfd 94.0000 0.00 0.00 0.02 0.00 0.00 0.06 NNHH-65C-R4 CCIV2 w/ Mount Pipe tnxTower °b Page West Portland (BU 874135) 5 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 .326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(919)661-6351 Crown Castle g by FAX:(919)661-6350 PRS Description Elevation Offset Azimuth E. E, E,,, Er, From Angle Centroid ...,ft fit.._._.____,. .__ ._...__...KK x K CCISeismic commscope_cfd 94.0000 0.00 0.00 0.02 0.00 0.00 0.06 NNHH-65C-R4 CCIV2 w/ Mount Pipe CCISeismic commscope_cfd 94.0000 0.00 0.00 0.02 0.00 0.00 0.06 NNHH-65C-R4 CCIV2 w/ Mount Pipe CCISeismic kmw 94,0000 0.00 0.00 0.02 0.00 0.00 0.04 communications_cfd EPBQ-654L8H8-L2 w/Mount Pipe CCISeismic kmw 94.0000 0.00 0.00 0.02 0.00 0.00 0.04 communications_cfd EPBQ-654L8H8-L2 w/Mount Pipe CCISeismic kmw 94.0000 0.00 0.00 0.02 0.00 0.00 0.04 communications_cfd EPBQ-654L8H8-L2 w/Mount Pipe CCISeismic commscope_cfd 94.0000 0.00 0.00 0.02 0.00 0.00 0.05 JAHH-65C-R3B-V3 w/Mount Pipe CCISeismic commscope_cfd 94.0000 0.00 0.00 0.02 0.00 0.00 0.05 JAHH-65C-R3B-V3 w/Mount Pipe • CCISeismic alcatel lucent B25 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH4X30-4R CCISeismic alcatel lucent B25 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH4X30-4R CCISeismic alcatel lucent B25 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH4X30-4R CCISeismic nokia 94.0000 0.00 0.00 0.01 0.00 0.00 0.01 AHCA_CCIV3 CCISeismic nokia 94.0000 0.00 0.00 0.01 0.00 0.00 0.01 AHCA_CCIV3 CCISeismic nokia 94.0000 0.00 0.00 0.01 0.00 0.00 0.01 AHCA_CCIV3 CCISeismic raycap 94.0000 0.00 0.00 0.00 0.00 0.00 0.01 DC6-48-60-18-8F CCISeismic raycap 94.0000 0.00 0.00 0.00 0.00 0.00 0.01 DC6-48-60-18-8F CCISeismic raycap 94.0000 0.00 0.00 0.00 0.00 0.00 0.01 DC6-48-60-I8-8F CCISeismic alcatel lucent 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH2X40-07-L-AT CCISeismic alcatel lucent 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH2X40-07-L-AT CCISeismic alcatel lucent 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH2X40-07-L-AT CCISeismic alcatel lucent B66A 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH4X45 CCISeismic alcatel lucent B66A 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH4X45 CCISeismic alcatel lucent B66A 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 RRH4X45 CCISeismic nokia FRBI 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 CCISeismic nokia FRBI 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 CCISeismic nokia FRBI 94.0000 0.00 0.00 0.01 0.00 0.00 0.02 CCISeismic alcatel lucent 94.0000 0.00 0.00 0.01 0.00 0.00 0.03 RRH4X25-WCS CCISeismic alcatel lucent 94.0000 0.00 0.00 0.01 0.00 0.00 0.03 tnx�'awer Job Page West Portland (BU 874135) 6 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Description Elevation Offset Azimuth E„ Eh, Eh- Eh From Angle Centroid ° K K K K RRH4X25-WCS CCISeismic alcatel lucent 94.0000 0.00 0.00 0.01 0.00 0.00 0.03 RRH4X25-WCS CCISeismic pipe 2.4"x 8'Pipe 94.0000 0.00 0.00 0.00 0.00 0.00 0.01 CCISeismic pipe 2.4"x 8'Pipe 94.0000 0.00 0.00 0.00 0.00 0.00 0.01 CCISeismic pipe 2.4"x 8'Pipe 94.0000 0.00 0.00 0.00 0.00 0.00 0.01 CCISeismic tower mounts(cci) 94.0000 0.00 0.00 0.42 0.00 0.00 1.10 Platform Mount[LP 1001-1] CCISeismic(2)pipe 1.9"Dia.x 90.0000 0.00 0.00 0.01 0.00 0.00 0.01 6-ft CCISeismic(2)pipe 1.9"Dia.x 90.0000 0.00 0.00 0.01 0.00 0.00 0.01 6-ft CCISeismic(2)pipe 1.9"Dia.x 90.0000 0.00 0.00 0.01 0.00 0.00 0.01 6-ft CCISeismic tower mounts(cci) 90.0000 0.00 0.00 0.04 0.00 0.00 0.08 Side Arm Mount[SO 101-3] CCISeismic(2)commscope_cfd 62.0000 0.00 0.00 0.02 0.00 0.00 0.03 SBNHH-1D65C w/Mount Pipe CCISeismic(2)commscope_cfd 62.0000 0.00 0.00 0.02 0.00 0.00 0.03 SBNHH-1D65C w/Mount Pipe CCISeismic(2)commscope_cfd 62.0000 0.00 0.00 0.02 0.00 0.00 0.03 SBNHH-1D65C w/Mount Pipe CCISeismic ericsson_cfd 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 STREETMACRO 6701 w/ Mount Pipe CCISeismic ericsson_cfd 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 STREETMACRO 6701 w/ Mount Pipe CCISeismic vzw Sub6 Antenna 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 w/Mount Pipe CCISeismic vzw Sub6 Antenna 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 w/Mount Pipe CCISeismic vzw Sub6 Antenna 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 w/Mount Pipe CCISeismic raycap 62.0000 0.00 0.00 0.00 0.00 0.00 0.00 RCMDC-3315-PF-48 CCISeismic raycap 62.0000 0.00 0.00 0.00 0.00 0.00 0.00 RCMDC-3315-PF-48 CCISeismic raycap 62.0000 0.00 0.00 0.00 0.00 0.00 0.00 RVZDC-6627-PF-48 CCISeismic raycap 62.0000 0.00 0.00 0.00 0.00 0.00 0.00 RCMDC-3315-PF-48 CCISeismic:ericsson 4449 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 CCISeismic ericsson 4449 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 CCISeismic ericsson 4449 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 CCISeismic ericsson RRUS 32 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 B2 CCISeismic ericsson RRUS 32 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 B2 CCISeismic ericsson RRUS 32 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 B2 CCISeismic ericsson RRUS 32 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 B66 CCISeismic ericsson RRUS 32 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 B66 CCISeismic ericsson RRUS 32 62.0000 0.00 0.00 0.01 0.00 0.00 0.01 B66 CCISeismic pipe 2.4"Dia.x 6-ft 62.0000 0.00 0.00 0.00 0.00 0.00 0.00 CCISeismic tower mounts(cci) 62.0000 0.00 0.00 0.34 0.00 0.00 0.39 Platform Mount[LP Job Page tnxTower West Portland (BU 874135) 7 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 .326 Tryon Road , Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 PRS Description Elevation Offset Azimuth E0 Ehz Ehx Eh From Angle Centroid _....,fit-._ ft K K K K 402-1_KCKR) CCISeismic(11)commscope CR 89.0000 0.00 0.00 0.00 0.00 0.00 0.01 50 1070(7/8)From 0 to 94(84ft to94ft) CCISeismic(11)commscope CR 79.0000 0.00 0.00 0.00 0.00 0.00 0.01 50 1070(7/8)From 0 to 94(74ft to84ft) CCISeismic(11)commscope CR 69.0000 0.00 0.00 0.00 0.00 0.00 0.01 50 1070(7/8)From 0 to 94(64ft to74ft) CCISeismic(11)commscope CR 59.0000 0.00 0.00 0.00 0.00 0.00 0.00 50 1070(7/8)From 0 to 94(54ft to64ft) CCISeismic(11)commscope CR 49.0000 0.00 0.00 0.00 0.00 0.00 0.00 50 1070(7/8)From 0 to 94(44ft to54ft) CCISeismic(11)commscope CR 39.0000 0.00 0.00 0.00 0.00 0.00 0.00 50 1070(7/8)From 0 to 94(34ft to44ft) CCISeismic(i 1)commscope CR 29.0000 0.00 0.00 0.00 0.00 0.00 0.00 50 1070(7/8)From 0 to 94(24ft to34ft) CCISeismic(11)commscope CR 19.0000 0.00 0.00 0.00 0.00 0.00 0.00 50 1070(7/8)From 0 to 94(14ft to24ft) CCISeismic(11)commscope CR 9.0000 0.00 0.00 0.00 0.00 0.00 0.00 50 1070(7/8)From 0 to 94(4ft tol4ft) CCISeismic(11)commscope CR 2.0000 0.00 0.00 0.00 0.00 0.00 0.00 50 1070(7/8)From 0 to 94(Oft to4ft) CCISeismic(2)rosenberger 89.0000 0.00 0.00 0.00 0.00 0.00 0.01 leoni WR-VG86ST-BRD(3/4") From 0 to 94(84ft to94ft) CCISeismic(2)rosenberger 79.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4") From 0 to 94(74ft to84ft) CCISeismic(2)rosenberger 69.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4") From 0 to 94(64ft to74ft) CCISeismic(2)rosenberger 59.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4") From 0 to 94(54ft to64ft) CCISeismic(2)rosenberger 49.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VGB6ST-BRD(3/4") From 0 to 94(44ft to54ft) CCISeismic(2)rosenberger 39.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4") From 0 to 94(34ft to44ft) CCISeismic(2)rosenberger 29.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VGB6ST-BRD(3/4") From 0 to 94(24ft to34ft) CCISeismic(2)rosenberger 19.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4") From 0 to 94(14ft to24ft) CCISeismic(2)rosenberger 9.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4") From 0 to 94(4ft to l4ft) CCISeismic(2)rosenberger 2.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4") tnxTower Job Page West Portland (BU 874135) 8 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 .326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 PRS Description Elevation Offset Azimuth E, Ek, Eh, Eh From Angle Centroid fit__..___.__._.._,...A. K ,_.._.K... K K From 0 to 94(Oft to4ft) CCISeismic(2)rosenberger 89.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (84ft to94ft) CCISeismic(2)rosenberger 79.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (74ft to84ft) CCISeismic(2)rosenberger 69.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (64ft to74ft) CCISeismic(2)rosenberger 59.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (54ft to64ft) CCISeismic(2)rosenberger 49.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (44ft to54ft) CCISeismic(2)rosenberger 39.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (34ft to44ft) CCISeismic(2)rosenberger 29.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (24ft to34ft) CCISeismic(2)rosenberger 19.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 • (14ft to24ft) CCISeismic(2)rosenberger 9.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (4ft tol4ft) CCISeismic(2)rosenberger 2.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni 12 PAIR(3/8)From 0 to 94 (Oft to4ft) CCISeismic(2)andrew 89.0000 0.00 0.00 0.00 0.00 0.00 0.01 LDF7-50A(1-5/8)From 0 to 94 (84ft to94ft) CCISeismic(2)andrew 79.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (74ft to84ft) CCISeismic(2)andrew 69.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (64ft to74ft) CCISeismic(2)andrew 59.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (54ft to64ft) CCISeismic(2)andrew 49.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (44ft to54ft) CCISeismic(2)andrew 39.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (34ft to44ft) CCISeismic(2)andrew 29.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (24ft to34ft) CCISeismic(2)andrew 19.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (14ft to24ft) CCISeismic(2)andrew 9.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 (4ft tol4ft) CCISeismic(2)andrew 2.0000 0.00 0.00 0.00 0.00 0.00 0.00 LDF7-50A(1-5/8)From 0 to 94 J°b Page tnxTower West Portland (BU 874135) 9 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Description Elevation Offset Azimuth E, Eh, Ehz Er, From Angle Centroid _.-•-----.--._.._._.,__....._._...._._._._,.. _._..__..... ...__. ..__.__._..fit__. .__....__° Y K_._. K K _.._.. (Oft to4ft) CCISeismic(4)rosenberger 89.0000 0.00 0.00 0.00 0.00 0.00 0.01 leoni RLSS SAWG DC(3/4) From 0 to 94(84ft to94ft) CCISeismic(4)rosenberger 79.0000 0.00 0.00 0.00 0.00 0.00 0.01 leoni RLSS 8AWG DC(3/4) From 0 to 94(74ft to84ft) CCISeismic(4)rosenberger 69.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS 8AWG DC(3/4) From 0 to 94(64ft to74ft) CCISeismic(4)rosenberger 59.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS 8AWG DC(3/4) From 0 to 94(54ft to64ft) CCISeismic(4)rosenberger 49.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS 8AWG DC(3/4) From 0 to 94(44ft to54ft) CCISeismic(4)rosenberger 39.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS SAWG DC(3/4) From 0 to 94(34ft to44ft) CCISeismic(4)rosenberger 29.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS 8AWG DC(3/4) From 0 to 94(24ft to34ft) CCISeismic(4)rosenberger 19.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS 8AWG DC(3/4) , From 0 to 94(14ft to24ft) CCISeismic(4)rosenberger 9.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS 8AWG DC(3/4) From 0 to 94(4ft to 14ft) CCISeismic(4)rosenberger 2.0000 0.00 0.00 0.00 0.00 0.00 0.00 leoni RLSS 8AWG DC(3/4) From 0 to 94(Oft to4ft) CCISeismic(3)huber and suhner 58.0000 0.00 0.00 0.01 0.00 0.00 0.01 MLCH HYBRID 6X12(1-3/8) From 0 to 62(54ft to62ft) CCISeismic(3)huber and suhner 49.0000 0.00 0.00 0.01 0.00 0.00 0.01 MLCH HYBRID 6X12(1-3/8) From 0 to 62(44ft to54ft) CCISeismic(3)huber and suhner 39.0000 0.00 0.00 0.01 0.00 0.00 0.00 MLCH HYBRID 6X12(1-3/8) From 0 to 62(34ft to44ft) CCISeismic(3)huber and suhner 29.0000 0.00 0.00 0.01 0.00 0.00 0.00 MLCH HYBRID 6X12(1-3/8) From 0 to 62(24ft to34ft) CCISeismic(3)huber and suhner 19.0000 0.00 0.00 0.01 0.00 0.00 0.00 MLCH HYBRID 6X12(1-3/8) From 0 to 62(14ft to24ft) CCISeismic(3)huber and suhner 9.0000 0.00 0.00 0.01 0.00 0.00 0.00 MLCH HYBRID 6X12(1-3/8) From 0 to 62(4ft tol4ft) CCISeismic(3)huber and suhner 2.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH HYBRID 6X12(1-3/8) From 0 to 62(Oft to4ft) CCISeismic huber and suhner 58.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH 12/24 LOW INDUCTION(2)From 0 to 62 (54ft to62ft) CCISeismic huber and suhner 49.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH 12/24 LOW INDUCTION(2)From 0 to 62 (44ft to54ft) tnxTower Job Page West Portland (BU 874135) 10 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 PRS Description Elevation Offset Azimuth E. Eh, Ehe Eh From Angle Centroid CCISeismic huber and suhner 39.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH 12/24 LOW INDUCTION(2)From 0 to 62 (34ft to44ft) CCISeismic huber and suhner 29.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH 12/24 LOW INDUCTION(2)From 0 to 62 (24ft to34ft) CCISeismic huber and suhner 19.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH 12/24 LOW INDUCTION(2)From 0 to 62 (14ft to24ft) CCISeismic huber and suhner 9.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH 12/24 LOW INDUCTION(2)From 0 to 62 (4ft tol4ft) CCISeismic huber and suhner 2.0000 0.00 0.00 0.00 0.00 0.00 0.00 MLCH 12/24 LOW INDUCTION(2)From 0 to 62 (Oft to4ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA_» Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft 1.12 fi2 K ft 1/2"x 5'Lightning Rod C None 0.00 100.0000 No Ice 0.2500 0.2500 0.01 1/2"Ice 0.7625 0.7625 0.02 1"Ice 1.2869 1.2869 0.02 2"Ice 1.9210 1.9210 0.05 2.375"OD x 8'Mount Pipe C None 0.00 100.0000 No Ice 1.9000 1.9000 0.03 1/2"Ice 2.7281 2.7281 0.04 1"Ice 3.4009 3.4009 0.06 2"Ice 4.3962 4.3962 0.12 **94** 80010866 w/Mount Pipe A From 4.0000 0.00 94.0000 No Ice 8.7800 5.4500 0.11 Centroid-Le 0.00 1/2"Ice 9.4600 6.1000 0.20 g 5.00 1"Ice 10.1500 6.7500 0.31 2"Ice 11.5600 8.1000 0.56 NNHH-65C-R4 CCIV2 w/ A From 4.0000 0.00 94.0000 No Ice 9.6800 5.1700 0.16 Mount Pipe Centroid-Le 0.00 1/2"Ice 10.2700 5.7100 0.27 g 5.00 1"Ice 10.8700 6.2600 0.39 2"Ice 12.1000 7.4000 0.68 NNHH-65C-R4 CCIV2 w/ 13 From 4.0000 0.00 94.0000 No Ice 9.6800 5.1700 0.16 Mount Pipe Centroid-Le 0.00 1/2"Ice 10.2700 5.7100 0.27 g 5.00 1"Ice 10.8700 6.2600 0.39 2"Ice 12.1000 7.4000 0.68 NNHH-65C-R4_CCIV2 w/ C From 4.0000 0.00 94.0000 No Ice 9.6800 5.1700 0.16 Mount Pipe Centroid-Le 0.00 1/2"Ice 10.2700 5.7100 0.27 g 5.00 1"Ice 10.8700 6.2600 0.39 2"Ice 12.1000 7.4000 0.68 Job Page tnxTower West Portland (BU 874135) 11 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft .f2 .ft2 K ft EPBQ-654L8H8-L2 w/ A From 4.0000 0.00 94.0000 No Ice 14.8600 6.2500 0.12 Mount Pipe Centroid-Le 0.00 1/2"Ice 15.7200 7.0200 0.23 g 5.00 I"Ice 16.5900 7.8000 0.35 2"Ice 18.3800 9.4100 0.64 EPBQ-654L8H8-L2 w/ B From 4.0000 0.00 94.0000 No Ice 14.8600 6.2500 0.12 Mount Pipe Centroid-Le 0.00 1/2"Ice 15.7200 7.0200 0.23 g 5.00 1"Ice 16.5900 7.8000 0.35 2"Ice 18.3800 9.4100 0.64 EPBQ-654L8H8-L2 w/ C From 4.0000 0.00 94.0000 No Ice 14.8600 6.2500 0.12 Mount Pipe Centroid-Le 0.00 1/2"Ice 15.7200 7.0200 0.23 g 5.00 1"Ice 16.5900 7.8000 0.35 2"Ice 18.3800 9.4100 0.64 JAHH-65C-R3B-V3 w/ B From 4.0000 0.00 94.0000 No Ice 6.6000 5.1100 0.13 Mount Pipe Centroid-Le 0.00 1/2"Ice 7.1400 5.6300 0.22 g 5.00 1"Ice 7.6900 6.1700 0.32 2"Ice 8.8300 7.2700 0.58 JAHH-65C-R3B-V3 w/ C From 4.0000 0.00 94.0000 No Ice 6.6000 5.1100 0.13 Mount Pipe Centroid-Le 0.00 1/2"Ice 7.1400 5.6300 0.22 g 5.00 1"Ice 7.6900 6.1700 0.32 2"Ice 8.8300 7.2700 0.58 B25 RRH4X30-4R A From 4.0000 0.00 94.0000 No Ice 2.3000 1.8208 0.06 • Centroid-Le 0.00 1/2"Ice 2.4981 2.0051 0.08 g 5.00 1"Ice 2.7037 2.1968 0.10 2"Ice 3.1370 2.6023 0.16 B25 RRH4X30-4R B From 4.0000 0.00 94.0000 No Ice 2.3000 1.8208 0.06 Centroid-Le 0.00 1/2"Ice 2.4981 2.0051 0.08 g 5.00 I"Ice 2.7037 2.1968 0.10 2"Ice 3.1370 2.6023 0.16 B25 RRII4X30-4R C From 4.0000 0.00 94.0000 No Ice 2.3000 1.8208 0.06 Centroid-Le 0.00 1/2"Ice 2.4981 2.0051 0.08 g 5.00 1"Ice 2.7037 2.1968 0.10 2"Ice 3.1370 2.6023 0.16 AHCA_CCIV3 A From 4.0000 0.00 94.0000 No Ice 1.5327 0.8233 0.04 Centroid-Le 0.00 1/2"Ice 1.6880 0.9476 0.05 g 5.00 1"Ice 1.8508 1.0793 0.06 2"Ice 2.1986 1.3648 0.10 AHCA_CCIV3 B From 4.0000 0.00 94.0000 No Ice 1.5327 0.8233 0.04 Centroid-Le 0.00 1/2"Ice 1.6880 0.9476 0.05 g 5.00 1"Ice 1.8508 1.0793 0.06 2"Ice 2.1986 1.3648 0.10 AHCA_CCIV3 C From 4.0000 0.00 94.0000 No Ice 1.5327 0.8233 0.04 Centroid-Le 0.00 1/2"Ice 1.6880 0.9476 0.05 g 5.00 1"Ice 1.8508 1.0793 0.06 2"Ice 2.1986 1.3648 0.10 DC6-48-60-18-8F A From 4.0000 0.00 94.0000 No Ice 1.2117 1.2117 0.03 Centroid-Le 0.00 1/2"Ice 1.8924 1.8924 0.05 g 5.00 1"Ice 2.1051 2.1051 0.08 2"Ice 2.5703 2.5703 0.14 DC6-48-60-18-8F B From 4.0000 0.00 94.0000 No Ice 1.2117 1.2117 0.03 Centroid-Le 0.00 1/2"Ice 1.8924 1.8924 0.05 g 5.00 1"Ice 2.1051 2.1051 0.08 2"Ice 2.5703 2.5703 0.14 DC6-48-60-18-8F C From 4.0000 0.00 94.0000 No Ice 1.2117 1.2117 0.03 Centroid-Le 0.00 1/2"Ice 1.8924 1.8924 0.05 g 5.00 1"Ice 2.1051 2.1051 0.08 2"Ice 2.5703 2.5703 0.14 RRH2X40-07-L-AT A From 4.0000 0.00 94.0000 No Ice 2.3767 1.2588 0.05 Job Page tnxTower West Portland (BU 874135) 12 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 .r.Description Face Offset Offsets: Azimuth Placement CAAA� .w. CAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft Centroid-Le 0.00 1/2"Ice 2.5820 1.4262 0.07 g 5.00 1"Ice 2.7948 1.6007 0.09 2"Ice 3.2426 1.9706 0.14 RRH2X40-07-L-AT B From 4.0000 0.00 94.0000 No Ice 2.3767 1.2588 0.05 Centroid-Le 0.00 1/2"Ice 2.5820 1.4262 0.07 g 5.00 1"Ice 2.7948 1.6007 0.09 2"Ice 3.2426 1.9706 0.14 RRH2X40-07-L-AT C From 4.0000 0.00 94.0000 No Ice 2.3767 1.2588 0.05 Centroid-Le 0.00 1/2"Ice 2.5820 1.4262 0.07 g 5.00 1"Ice 2.7948 1.6007 0.09 2"Ice 3.2426 1.9706 0.14 B66A RRH4X45 A From 4.0000 0.00 94.0000 No Ice 2.5370 1.6101 0.06 Centroid-Le 0.00 1/2"Ice 2.7496 1.7906 0.08 g 5.00 1"Ice 2.9696 1.9781 0.10 2"Ice 3.4318 2.3740 0.16 B66A RRH4X45 B From 4.0000 0.00 94.0000 No Ice 2.5370 1.6101 0.06 Centroid-Le 0.00 1/2"Ice 2.7496 1.7906 0.08 g 5.00 1"Ice 2.9696 1.9781 0.10 2"Ice 3.4318 2.3740 0.16 B66A RRH4X45 C From 4.0000 0.00 94.0000 No Ice 2.5370 1.6101 0.06 Centroid-Le 0.00 1/2"Ice 2.7496 1.7906 0.08 g 5.00 1"Ice 2.9696 1.9781 0.10 2"Ice 3.4318 2.3740 0.16 FRBI A From 4.0000 0.00 94.0000 No Ice 2.4920 1.3166 0.05 Centroid-Le 0.00 1/2"Ice 2.6956 1.4788 0.07 g 5.00 1"Ice 2.9066 1.6479 0.09 2"Ice 3.3508 2.0072 0.15 FRBI B From 4.0000 0.00 94.0000 No Ice 2.4920 1.3166 0.05 Centroid-Le 0.00 1/2"Ice 2.6956 1.4788 0.07 g 5.00 1"Ice 2.9066 1.6479 0.09 2"Ice 3.3508 2.0072 0.15 FRBI C From 4.0000 0.00 94.0000 No Ice 2.4920 1.3166 0.05 Centroid-Le 0.00 1/2"Ice 2.6956 1.4788 0.07 g 5.00 1"Ice 2.9066 1.6479 0.09 2"Ice 3.3508 2.0072 0.15 RRH4X25-WCS A From 4.0000 0.00 94.0000 No Ice 3.3367 3.8352 0.09 Centroid-Le 0.00 1/2"Ice 3.5863 4.0945 0.13 g 5.00 1"Ice 3.8430 4.3640 0.16 2"Ice 4.3773 4.9407 0.25 RRH4X25-WCS B From 4.0000 0.00 94.0000 No Ice 3.3367 3.8352 0.09 Centroid-Le 0.00 1/2"Ice 3.5863 4.0945 0.13 g 5.00 1"Ice 3.8430 4.3640 0.16 2"Ice 4.3773 4.9407 0.25 RRH4X25-WCS C From 4.0000 0.00 94.0000 No Ice 3.3367 3.8352 0.09 Centroid-Le 0.00 1/2"Ice 3.5863 4.0945 0.13 g 5.00 1"Ice 3.8430 4.3640 0.16 2"Ice 4.3773 4.9407 0.25 2.4"x 8'Pipe A From 4.0000 0.00 94.0000 No Ice 1.8998 1.9000 0.03 Centroid-Le 0.00 1/2"Ice 2.7317 2.7319 0.05 g 5.00 1"Ice 3.4156 3.4159 0.07 2"Ice 4.4555 4.4559 0.13 2.4"x 8'Pipe B From 4.0000 0.00 94.0000 No Ice 1.8998 1.9000 0.03 Centroid-Le 0.00 1/2"Ice 2.7317 2.7319 0.05 g 5.00 1"Ice 3.4156 3.4159 0.07 2"Ice 4.4555 4.4559 0.13 2.4"x 8'Pipe C From 4.0000 0.00 94.0000 No Ice 1.8998 1.9000 0.03 Centroid-Le 0.00 1/2"Ice 2.7317 2.7319 0.05 Job Page tnxTower West Portland (BU 874135) 13 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA C,,A,4 Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft t g 5.00 1"Ice 3.4156 3.4159 0.07 2"Ice 4.4555 4.4559 0.13 Platform Mount[LP 1001-1] C None 0.00 94.0000 No Ice 44.8300 44.8300 3.02 1/2"Ice 50.3400 50.3400 3.95 1"Ice 56.6200 56.6200 5.04 2"Ice 73.4700 73.4700 7.68 **90** (2)1.9"Dia.x 6-ft A From Leg 2.0000 0.00 90.0000 No Ice 1.1400 1.1400 0.02 0.00 1/2"Ice 1.7642 1.7642 0.03 0.00 1"Ice 2.1366 2.1366 0.04 2"Ice 2.8981 2.8981 0.08 (2)1.9"Dia.x 6-ft B From Leg 2.0000 0.00 90.0000 No Ice 1.1400 1.1400 0.02 0.00 1/2"Ice 1.7642 1.7642 0.03 0.00 1"Ice 2.1366 2.1366 0.04 2"Ice 2.8981 2.8981 0.08 (2)1.9"Dia.x 6-ft C From Leg 2.0000 0.00 90.0000 No Ice 1.1400 1.1400 0.02 0.00 1/2"Ice 1.7642 1.7642 0.03 0.00 1"Ice 2.1366 2.1366 0.04 2"Ice 2.8981 2.8981 0.08 Side Arm Mount[SO 101-3] C None 0.00 90.0000 No Ice 5.8100 5.8100 0.25 1/2"Ice 6.9500 6.9500 0.34 1"Ice 8.2800 8.2800 0.46 2"Ice 11.5400 11.5400 0.78 **62** (2)SBNHH-1D65C w/ A From 4.0000 0.00 62.0000 No Ice 5.5600 4.4700 0.08 Mount Pipe Centroid-Le 0.00 1/2"Ice 6.0700 4.9700 0.16 g 3.00 1"Ice 6.5900 5.4800 0.26 2"Ice 7.6600 6.5200 0.49 (2)SBNHH-1D65C w/ B From 4.0000 0.00 62.0000 No Ice 5.5600 4.4700 0.08 Mount Pipe Centroid-Le 0.00 1/2"Ice 6.0700 4.9700 0.16 g 3.00 1"Ice 6.5900 5.4800 0.26 2"Ice 7.6600 6.5200 0.49 (2)SBNHH-1D65C w/ C From 4.0000 0.00 62.0000 No Ice 5.5600 4.4700 0.08 Mount Pipe Centroid-Le 0.00 1/2"Ice 6.0700 4.9700 0.16 g 3.00 1"Ice 6.5900 5.4800 0.26 2"Ice 7.6600 6.5200 0.49 STREETMACRO 6701 w/ A From 4.0000 0.00 62.0000 No Ice 1.4500 1.3400 0.04 Mount Pipe Centroid-Le 0.00 1/2"Ice 1.6800 1.5600 0.05 g 3.00 1"Ice 1.9200 1.8000 0.07 2"Ice 2.4500 2.3200 0.13 STREETMACRO 6701 w/ C From 4.0000 0.00 62.0000 No Ice 1.4500 1.3400 0.04 Mount Pipe Centroid-Le 0.00 1/2"Ice 1.6800 1.5600 0.05 g 3.00 1"Ice 1.9200 1.8000 0.07 2"Ice 2.4500 2.3200 0.13 Sub6 Antenna w/Mount Pipe A From 4.0000 0.00 62.0000 No Ice 4.2341 2.8753 0.09 Centroid-Le 0.00 1/2"Ice 4.5567 3.3035 0.13 g 3.00 1"Ice 4.8894 3.7480 0.18 2"Ice 5.5848 4.6856 0.28 Sub6 Antenna w/Mount Pipe B From 4.0000 0.00 62.0000 No Ice 4.2341 2.8753 0.09 Centroid-Le 0.00 1/2"Ice 4.5567 3.3035 0.13 g 3.00 1"Ice 4.8894 3.7480 0.18 2"Ice 5.5848 4.6856 0.28 Sub6 Antenna w/Mount Pipe C From 4.0000 0.00 62.0000 No Ice 4.2341 2.8753 0.09 Centroid-Le 0.00 1/2"Ice 4.5567 3.3035 0.13 g 3.00 1"Ice 4.8894 3.7480 0.18 2"Ice 5.5848 4.6856 0.28 RCMDC-3315-PF-48 A From 4.0000 0.00 62.0000 No Ice 3.3636 2.1921 0.03 trixTower Job Page West Portland (BU 874135) 14 of 23 Tower Engineering Project Date n Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement Po+ CAAA CAI Weight xry or Tjpe Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft' K ft Centroid-Le 0.00 1/2"Ice 3.5972 2.3950 0.06 g 3.00 1"Ice 3.8383 2.6056 0.09 2"Ice 4.3426 3.0491 0.17 RCMDC-3315-PF-48 B From 4.0000 0.00 62.0000 No Ice 3.3636 2.1921 0.03 Centroid-Le 0.00 1/2"Ice 3.5972 2.3950 0.06 g 3.00 1"Ice 3.8383 2.6056 0.09 2"Ice 4.3426 3.0491 0.17 RVZDC-6627-PF-48 B From 4.0000 0.00 62.0000 No Ice 3.7922 2.5137 0.03 Centroid-Le 0.00 1/2"Ice 4.0441 2.7270 0.06 g 3.00 1"Ice 4.3033 2.9472 0.10 2"Ice 4.8439 3.4168 0.18 RCMDC-3315-PF-48 C From 4.0000 0.00 62.0000 No Ice 3.3636 2.1921 0.03 Centroid-Le 0.00 1/2"Ice 3.5972 2.3950 0.06 g 3.00 1"Ice 3.8383 2.6056 0.09 2"Ice 4.3426 3.0491 0.17 4449 A From 4.0000 0.00 62.0000 No Ice 1.9690 1.4022 0.07 Centroid-Le 0.00 1/2"Ice 2.1455 1.5575 0.09 g 3.00 1"Ice 2.3294 1.7203 0.11 2"Ice 2.7194 2.0681 0.16 4449 B From 4.0000 0.00 62.0000 No Ice 1.9690 1.4022 0.07 Centroid-Le 0.00 1/2"Ice 2.1455 1.5575 0.09 • g 3.00 1"Ice 2.3294 1.7203 0.11 2"Ice 2.7194 2.0681 0.16 4449 C From 4.0000 0.00 62.0000 No Ice 1.9690 1.4022 0.07 Centroid-Le 0.00 1/2"Ice 2.1455 1.5575 0.09 g 3.00 1"Ice 2.3294 1.7203 0.11 2"Ice 2.7194 2.0681 0.16 RRUS 32 B2 A From 4.0000 0.00 62.0000 No Ice 2.7313 1.6681 0.05 Centroid-Le 0.00 1/2"Ice 2.9531 1.8552 0.07 g 3.00 1"Ice 3.1823 2.0493 0.10 2"Ice 3.6628 2.4585 0.16 RRUS 32 B2 B From 4.0000 0.00 62.0000 No Ice 2.7313 1.6681 0.05 Centroid-Le 0.00 1/2"Ice 2.9531 1.8552 0.07 g 3.00 1"Ice 3.1823 2.0493 0.10 2"Ice 3.6628 2.4585 0.16 RRUS 32 B2 C From 4.0000 0.00 62.0000 No Ice 2.7313 1.6681 0.05 Centroid-Le 0.00 1/2"Ice 2.9531 1.8552 0.07 g 3.00 1"Ice 3.1823 2.0493 0.10 2"Ice 3.6628 2.4585 0.16 RRUS 32 B66 A From 4.0000 0.00 62.0000 No Ice 2.7427 1.6681 0.05 Centroid-Le 0.00 1/2"Ice 2.9647 1.8552 0.07 g 3.00 1"Ice 3.1941 2.0493 0.10 2"Ice 3.6753 2.4585 0.16 RRUS 32 B66 B From 4.0000 0.00 62.0000 No Ice 2.7427 1.6681 0.05 Centroid-Le 0.00 1/2"Ice 2.9647 1.8552 0.07 g 3.00 1"Ice 3.1941 2.0493 0.10 2"Ice 3.6753 2.4585 0.16 RRUS 32 B66 C From 4.0000 0.00 62.0000 No Ice 2.7427 1.6681 0.05 Centroid-Le 0.00 1/2"Ice 2.9647 1.8552 0.07 g 3.00 1"Ice 3.1941 2.0493 0.10 2"Ice 3.6753 2.4585 0.16 2.4"Dia.x 6-ft B From 4.0000 0.00 62.0000 No Ice 1.4250 1.4250 0.02 Centroid-Le 0.00 1/2"Ice 1.9250 1.9250 0.03 g 0.00 1"Ice 2.2939 2.2939 0.05 2"Ice 3.0596 3.0596 0.09 Platform Mount[LP C None 0.00 62.0000 No Ice 38.8700 38.8700 2.44 402-1_1(CKRJ 1/2"Ice 48.9600 48.9600 3.25 Job Page • tnxTower West Portland (BU 874135) 15 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA., .. CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fi2 ft2 % ft 1"Ice 59.0000 59.0000 4.23 2"Ice 79.3900 79.3900 6.69 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind O deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.O lce+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service Page tnxTower Job West Portland (BU 874135) 16 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 PRS Comb. Description No. 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 O 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+I.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 dew Maximum Member Forces Section Elevation�..�. Component Condition Gov. ....... Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft -fr Ll 94-50 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -30.74 -0.10 -0.14 Max.Mx 20 -14.43 304.72 0.12 Max.My 14 -14.42 -0.07 -307.19 Max.Vy 20 -9.88 304.72 0.12 Max.Vx 2 -9.92 0.21 307.15 Max.Torque 16 0.21 L2 50-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -41.74 1.26 0.65 Max.Mx 20 -22.51 866.93 1.06 Max.My 2 -22.51 1.40 871.50 Max.Vy 20 -11.05 866.93 1.06 Max.Vx 2 -11.09 1.40 871.50 Max.Torque 16 0.21 Maximum Reactions Job Page tnxTowerWest Portland (BU 874135) 17 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road - Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Locations..,. Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 37 41.74 1.42 0.82 Max.Hz 20 22.52 11.03 0.01 Max.Hi 2 22.52 0.01 11.07 Max.Mx 2 871.50 0.01 11.07 Max.M, 8 865.64 -11.03 -0.01 Max.Torsion 16 0.21 5.50 -9.58 Min.Vert 60 14.27 -3.09 -1.79 Min.Hz 8 22.52 -11.03 -0.01 Min.Hz 14 22.52 -0.01 -11.07 Min.Mx 14 -870.88 -0.01 -11.07 Min.Mz 20 -866.93 11.03 0.01 Min.Torsion 4 -0.21 -5.50 9.58 Tower Mast Reaction Summary Load Vertical Shear, Shear { Overturning Overturning Torque Combination Moment,M Moment,ML KK K ..........._._. kid-f- _.....w_.._l : ..__..- .-.._,._..kie_..__,_.. - - Dead Only 18.77 0.00 0.00 -0.25 0.52 0.00 1.2 Dead+1.0 Wind 0 deg-No 22.52 -0.01 -11.07 -871.50 1.40 0.20 Ice 0.9 Dead+1.0 Wind 0 deg-No 16.89 -0.01 -11.07 -859.12 1.22 0.20 Ice 1.2 Dead+1.0 Wind 30 deg-No 22.52 5.50 -9.58 -754.42 -431.85 0.21 Ice 0.9 Dead+1.0 Wind 30 deg-No 16.89 5.50 -9.58 -743.69 -425.91 0.21 Ice 1.2 Dead+1.0 Wind 60 deg-No 22.52 9.54 -5.52 -435.27 -749.22 0.16 Ice 0.9 Dead+1.0 Wind 60 deg-No 16.89 9.54 -5.52 -429.04 -738.80 0.16 Ice 1.2 Dead+1.0 Wind 90 deg-No 22.52 11.03 0.01 0.44 -865.64 0.08 Ice 0.9 Dead+1.0 Wind 90 deg-No 16.89 11.03 0.01 0.51 -853.59 0.08 Ice 1.2 Dead+1.0 Wind 120 deg- 22.52 9.55 5.54 435.95 -749.97 -0.03 No Ice 0.9 Dead+1.0 Wind 120 deg- 16.89 9.55 5.54 429.86 -739.54 -0.03 No Ice 1.2 Dead+1.0 Wind 150 deg- 22.52 5.52 9.59 754.55 -433.15 -0.13 No Ice 0.9 Dead+1.0 Wind 150 deg- 16.89 5.52 9.59 743.97 -427.20 -0.13 No Ice 1.2 Dead+1.0 Wind 180 deg- 22.52 0.01 11.07 870.88 -0.10 -0.20 No Ice 0.9 Dead+1.0 Wind 180 deg- 16.89 0.01 11.07 858.66 -0.26 -0.20 No Ice 1.2 Dead+1.0 Wind 210 deg- 22.52 -5.50 9.58 753.80 433.14 -0.21 No Ice 0.9 Dead+1.0 Wind 210 deg- 16.89 -5.50 9.58 743.22 426.87 -0.21 No Ice 1.2 Dead+1.0 Wind 240 deg- 22.52 -9.54 5.52 434.64 750.50 -0.17 No Ice 0.9 Dead+1.0 Wind 240 deg- 16.89 -9.54 5.52 428.58 739.76 -0.17 No Ice 1.2 Dead+1.0 Wind 270 deg- 22.52 -11.03 -0.01 -1.06 866.93 -0.08 No Ice - tnxTower Job Page West Portland (BU 874135) 18 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed Phone:(919)661-6351 Crown Castle g by FAX:(919)661-6350 PRS Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K _,. kipt kips...____....._,. k :fr_.._..._..... 0.9 Dead+1.0 Wind 270 deg- 16.89 -11.03 -0.01 -0.97 854.55 -0.08 No Ice 1.2 Dead+1.0 Wind 300 deg- 22.52 -9.55 -5.54 -436.56 751.25 0.03 No Ice 0.9 Dead+1.0 Wind 300 deg- 16.89 -9.55 -5.54 -430.32 740.50 0.04 No Ice 1.2 Dead+1.0 Wind 330 deg- 22.52 -5.52 -9.59 -755.17 434.44 0.13 No Ice 0.9 Dead+1.0 Wind 330 deg- 16.89 -5.52 -9.59 -744.43 428.15 0.13 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 41.74 0.00 0.00 -0.65 1.26 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 41.74 -0.00 -1.64 -132.62 1.43 0.03 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 41.74 0.82 -1.42 -114.91 -64.29 0.03 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 41.74 1.42 -0.82 -66.58 -112.42 0.02 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 41.74 1.64 0.00 -0.60 -130.07 0.01 Ice+1.0 Temp _ 1.2 Dead+1.0 Wind 120 41.74 1.42 0.82 65.36 -112.51 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 41.74 0.82 1.42 113.62 -64.43 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 41.74 0.00 1.64 131.26 1.27 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 41.74 -0.82 1.42 113.54 66.99 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 41.74 -1.42 0.82 65.22 115.13 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 41.74 -1.64 -0.00 -0.76 132.77 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 41.74 -1.42 -0.82 -66.72 115.21 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 41.74 -0.82 -1.42 -114.99 67.13 0.02 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 18.77 -0.00 -3.99 -311.48 0.80 0.07 Dead+Wind 30 deg-Service 18.77 1.98 -3.45 -269.65 -153.97 0.08 Dead+Wind 60 deg-Service 18.77 3.44 -1.99 -155.64 -267.34 0.06 Dead+Wind 90 deg-Service 18.77 3.97 0.00 0.01 -308.93 0.03 Dead+Wind 120 deg-Service 18.77 3.44 2.00 155.58 -267.61 -0.01 Dead+Wind 150 deg-Service 18.77 1.99 3.46 269.40 -154.43 -0.05 Dead+Wind 180 deg-Service 18.77 0.00 3.99 310.96 0.26 -0.07 Dead+Wind 210 deg-Service 18.77 -1.98 3.45 269.13 155.03 -0.08 Dead+Wind 240 deg-Service 18.77 -3.44 1.99 155.12 268.41 -0.06 Dead+Wind 2'70 deg-Service 18.77 -3.97 -0.00 -0.53 310.00 -0.03 Dead+Wind 300 deg-Service 18.77 -3.44 -2.00 -156.10 268.67 0.01 Dead+Wind 330 deg-Service 18.77 -1.99 -3.46 -269.92 155.50 0.05 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 25.14 0.00 -3.57 -311.08 0.65 0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 14.27 0.00 -3.57 -302.42 0.48 0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 25.14 1.79 -3.09 -269.44 -154.74 0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 14.27 1.79 -3.09 -261.93 -150.62 0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 25.14 3.09 -1.79 -155.70 -268.48 0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 14.27 3.09 -1.79 -151.32 -261.22 0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 25.14 3.57 0.00 -0.31 -310.12 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 14.27 3.57 0.00 -0.23 -301.71 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 25.14 3.09 1.79 155.07 -268.48 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 14.27 3.09 1.79 150.86 -261.22 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 25.14 1.79 3.09 268.82 -154.74 0.00 deg Job Page - tnxTower West Portland (BU 874135) 19 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 Load Vertical Shears Shear, Overturning Overturning Torque Combination Moment,Ms Moment,M, K K K kiE .,__ _._ k _._ kp _._._...... 0.9 Dead-1.0 Ev+1.0 Eh 150 14.27 1.79 3.09 261.47 -150.62 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 25.14 0.00 3.57 310.45 0.65 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 14.27 0.00 3.57 301.95 0.48 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 25.14 -1.79 3.09 268.82 156.03 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 14.27 -1.79 3.09 261.47 151.57 -0.00 deg 1.2 Dead+1_0 Ev+1.0 Eh 240 25.14 -3.09 1.79 155.07 269.78 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 14.27 -3.09 1.79 150.86 262.18 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 25.14 -3.57 0.00 -0.31 311.41 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 14.27 -3.57 0.00 -0.23 302.66 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 25.14 -3.09 -1.79 -155.70 269.78 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 14.27 -3.09 -1.79 -151.32 262.18 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 25.14 -1.79 -3.09 -269.44 156.03 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 14.27 -1.79 -3.09 -261.93 151.57 -0.00 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -18.77 0.00 0.00 18.77 0.00 0.000% 2 -0.01 -22.52 -11.07 0.01 22.52 11.07 0.000% 3 -0.01 -16.89 -11.07 0.01 16.89 11.07 0.000% 4 5.50 -22.52 -9.58 -5.50 22.52 9.58 0.000% 5 5.50 -16.89 -9.58 -5.50 16.89 9.58 0.000% 6 9.54 -22.52 -5.52 -9.54 22.52 5.52 0.000% 7 9.54 -16.89 -5.52 -9.54 16.89 5.52 0.000% 8 11.03 -22.52 0.01 -11.03 22.52 -0.01 0.000% 9 11.03 -16.89 0.01 -11.03 16.89 -0.01 0.000% 10 9.55 -22.52 5.54 -9.55 22.52 -5.54 0.000% 11 9.55 -16.89 5.54 -9.55 16.89 -5.54 0.000% 12 5.52 -22.52 9.59 -5.52 22.52 -9.59 0.000% 13 5.52 -16.89 9.59 -5.52 16.89 -9.59 0.000% 14 0.01 -22.52 11.07 -0.01 22.52 -11.07 0.000% 15 0.01 -16.89 11.07 -0.01 16.89 -11.07 0.000% 16 -5.50 -22.52 9.58 5.50 22.52 -9.58 0.000% 17 -5.50 -16.89 9.58 5.50 16.89 -9.58 0.000% 18 -9.54 -22.52 5.52 9.54 22.52 -5.52 0.000% 19 -9.54 -16.89 5.52 9.54 16.89 -5.52 0.000% 20 -11.03 -22.52 -0.01 11.03 22.52 0.01 0.000% 21 -11.03 -16.89 -0.01 11.03 16.89 0.01 0.000% 22 -9.55 -22.52 -5.54 9.55 22.52 5.54 0.000% 23 -9.55 -16.89 -5.54 9.55 16.89 5.54 0.000% 24 -5.52 -22.52 -9.59 5.52 22.52 9.59 0.000% 25 -5.52 -16.89 -9.59 5.52 16.89 9.59 0.000% 26 0.00 -41.74 0.00 0.00 41.74 0.00 0.000% _ Job Page tnxTower West Portland (BU 874135) 20 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 M4 Sum of Applied Forces ,.M,.Sum of Reactions _. .., Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 27 -0.00 -41.74 -1.64 0.00 41.74 1.64 0.000% 28 0.82 -41.74 -1.42 -0.82 41.74 1.42 0.000% 29 1.42 -41.74 -0.82 -1.42 41.74 0.82 0.000% 30 1.64 -41.74 0.00 -1.64 41.74 -0.00 0.000% 31 1.42 -41.74 0.82 -1.42 41.74 -0.82 0.000% 32 0.82 -41.74 1.42 -0.82 41.74 -1.42 0.000% 33 0.00 -41.74 1.64 -0.00 41.74 -1.64 0.000% 34 -0.82 -41.74 1.42 0.82 41.74 -1.42 0.000% 35 -1.42 -41.74 0.82 1.42 41.74 -0.82 0.000% 36 -1.64 -41.74 -0.00 1.64 41.74 0.00 0.000% 37 -1.42 -41.74 -0.82 1.42 41.74 0.82 0.000% 38 -0.82 -41.74 -1.42 0.82 41.74 1.42 0.000% 39 -0.00 -18.77 -3.99 0.00 18.77 3.99 0.000% 40 1.98 -18.77 -3.45 -1.98 18.77 3.45 0.000% 41 3.44 -18.77 -1.99 -3.44 18.77 1.99 0.000% 42 3.97 -18.77 0.00 -3.97 18.77 -0.00 0.000% 43 3.44 -18.77 2.00 -3.44 18.77 -2.00 0.000% 44 1.99 -18.77 3.46 -1.99 18.77 -3.46 0.000% 45 0.00 -18.77 3.99 -0.00 18.77 -3.99 0.000% 46 -1.98 -18.77 3.45 1.98 18.77 -3.45 0.000% 47 -3.44 -18.77 1.99 3.44 18.77 -1.99 0.000% 48 -3.97 -18.77 -0.00 3.97 18.77 0.00 0.000% 49 -3.44 -18.77 -2.00 3.44 18.77 2.00 0.000% 50 -1.99 -18.77 -3.46 1.99 18.77 3.46 0.000% 51 0.00 -25.14 -3.57 0.00 25.14 3.57 0.000% 52 0.00 -14.27 -3.57 0.00 14.27 3.57 0.000% 53 1.79 -25.14 -3.09 -1.79 25.14 3.09 0.000% 54 1.79 -14.27 -3.09 -1.79 14.27 3.09 0.000% 55 3.09 -25.14 -1.79 -3.09 25.14 1.79 0.000% 56 3.09 -14.27 -1.79 -3.09 14.27 1.79 0.000% 57 3.57 -25.14 0.00 -3.57 25.14 0.00 0.000% 58 3.57 -14.27 0.00 -3.57 14.27 0.00 0.000% 59 3.09 -25.14 1.79 -3.09 25.14 -1.79 0.000% 60 3.09 -14.27 1.79 -3.09 14.27 -1.79 0.000% 61 1.79 -25.14 3.09 -1.79 25.14 -3.09 0.000% 62 1.79 -14.27 3.09 -1.79 14.27 -3.09 0.000% 63 0.00 -25.14 3.57 0.00 25.14 -3.57 0.000% 64 0.00 -14.27 3.57 0.00 14.27 -3.57 0.000% 65 -1.79 -25.14 3.09 1.79 25.14 -3.09 0.000% 66 -1.79 -14.27 3.09 1.79 14.27 -3.09 0.000% 67 -3.09 -25.14 1.79 3.09 25.14 -1.79 0.000% 68 -3.09 -14.27 1.79 3.09 14.27 -1.79 0.000% 69 -3.57 -25.14 0.00 3.57 25.14 0.00 0.000% 70 -3.57 -14.27 0.00 3.57 14.27 0.00 0.000% 71 -3.09 -25.14 -1.79 3.09 25.14 1.79 0.000% 72 -3.09 -14.27 -1.79 3.09 14.27 1.79 0.000% 73 -1.79 -25.14 -3.09 1.79 25.14 3.09 0.000% 74 -1.79 -14.27 -3.09 1.79 14.27 3.09 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 0.00081609 3 Yes 4 0.00000001 0.00029203 Page tnxTower Job West Portland (BU 874135) 21 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle PRS FAX:(919)661-6350 4 Yes 5 0.00000001 0.00058232 5 Yes 5 0.00000001 0.00028247 6 Yes 5 0.00000001 0.00057170 7 Yes 5 0.00000001 0.00027712 8 Yes 4 0.00000001 0.00079862 9 Yes 4 0.00000001 0.00027824 10 Yes 5 0.00000001 0.00057575 11 Yes 5 0.00000001 0.00027910 12 Yes 5 0.00000001 0.00058251 13 Yes 5 0.00000001 0.00028248 14 Yes 4 0.00000001 0.00082096 15 Yes 4 0.00000001 0.00029877 16 Yes 5 0.00000001 0.00057289 17 Yes 5 0.00000001 0.00027741 18 Yes 5 0.00000001 0.00058001 19 Yes 5 0.00000001 0.00028128 20 Yes 4 0.00000001 0.00079859 21 Yes 4 0.00000001 0.00027659 22 Yes 5 0.00000001 0.00057973 23 Yes 5 0.00000001 0.00028097 24 Yes 5 0.00000001 0.00057651 25 Yes 5 0.00000001 0.00027908 26 Yes 4 0.00000001 0.00000001 - 27 Yes 4 0.00000001 0.00067169 • 28 Yes 4 0.00000001 0.00071722 - - 29 Yes 4 0.00009001 0.00071360 30 Yes 4 0.00000001 0.00066241 • 31 Yes 4 0.00000001 0.00071257 32 Yes 4 0.00000001 0.00071537 33 Yes 4 0.00000001 0.00066903 34 Yes 4 0.00000001 0.00072017 35 Yes 4 0.00000001 0.00072031 36 Yes 4 0.00000001 0.00067091 37 Yes 4 0.00000001 0.00072285 38 Yes 4 0.00000001 0.00072352 39 Yes 4 0.00000001 0.00007315 40 Yes 4 0.00000001 0.00041014 41 Yes 4 0.00000001 0.00039248 42 Yes 4 0.00000001 0.00007016 43 Yes 4 0.00000001 0.00039763 44 Yes 4 0.00000001 0.00040844 45 Yes 4 0.00000001 0.00007341 46 Yes 4 0.00000001 0.00039313 47 Yes 4 0.00000001 0.00040728 48 Yes 4 0.00000001 0.00007040 49 Yes 4 0.00000001 0.00040481 50 Yes 4 0.0000001)1 0.00039751 51 Yes 4 0.00000001 0.00018229 52 Yes 4 0.00000001 0.00002668 53 Yes 4 0.0000001)1 0.00057997 54 Yes 4 0.00000001 0.00029562 55 Yes 4 0.00000001 0.00057983 56 Yes 4 0.00000001 0.00029559 57 Yes 4 0.00000001 0.00018163 58 Yes 4 0.00000001 0.00002660 59 Yes 4 0.00000001 0.00057949 60 Yes 4 0.00000001 0.00029547 61 Yes 4 0.00000001 0.00057884 62 Yes 4 0.00000001 0.00029518 63 Yes 4 0.00000001 0.00018201 64 Yes 4 0.00000001 0.00002666 65 Yes 4 0.00000001 0.00058256 66 Yes 4 0.00000001 0.00029667 67 Yes 4 0.00000001 0.00058271 tnxTower Job West Portland (BU 874135) Page 22 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 PRS 68 Yes 4 0.00000001 0.00029670 69 Yes 4 0.00000001 0.00018266 70 Yes 4 0.00000001 0.00002672 71 Yes 4 0.00000001 0.00058305 72 Yes 4 0.00000001 0.00029682 73 Yes 4 0.00000001 0.00058369 74 Yes 4 0.00000001 0.00029711 Compression Checks Pole Design Data -..>. Elevation Size. L L„ .....,w Section KI/r �A P. 013„ Ratio No. P. ft ft fi .... in2 K K P L1 94-50(1) TP25.125x16x0.25 44.0000 0.0000 0.0 19.1623 -14.42 1121.00 0.013 ' - L2 50-0(2) TP34.875x23.8991x0.3125 53.5000 0.0000 0.0 34.2817 -22.51 2005.48 0.011 Pole Bending Design Data Section Elevation Size 41,,, M,,, Ratio M M„ Ratio No. h1„r MuY ft __...kip:ft kip ft 0M,,, kip ft kip ft OM Ll 94-50(1) TP25.125x16x0.25 307.19 702.51 0.437 0.00 702.51 0.000 L2 50-0(2) TP34.875x23.8991x0.3125 871.50 1737.6(1 0.502 0.00 1737.60 0.000 Pole Shear Design Data Section Elevation Size Actual OV„ Ratio Actual OT„ Rano No. V. 1'„ T T„ ft K K OV kip ft kip-ft 0T, Ll 94-50(1) TP25.125x16x0.25 9.92 336.30 0.030 0.20 711 23 0.000 L2 50-0(2) TP34.875x23.8991x0.3125 11.09 601.64 0.018 0.20 1821.06 0.000 Pole Interaction Design Data _ . Section Elevation Ratio . .Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. _ M,, Mu, V„ T Stress Stress ft OP. OMB _.._ 611,n 4117......_. _._ $T, Ratio Ratio LI 94-50(1) 0.013 0.437 0.000 0.030 0.000 0.451 1.050 4.8.2 L2 50-0(2) 0.011 0.502 0.000 0.018 0.000 0.513 1.050 4.8.2 Page tnxTower Job West Portland (BU 874135) 23 of 23 Tower Engineering Project Date Professionals TEP No. 235072.516218 07:14:45 03/26/21 326 Tryon Road _ Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle F'AX:(919)661-6350 PRS Section Capacity Table Section Elevation Component Size Critical P mP,,,> % Pass No. ft Type Element K K Capacity Fail LI 94-50 Pole TP25.125x16x0.25 1 -14.42 1177.05 43.0 Pass L2 50-0 Pole TP34.875x23.8991x0.3125 2 -22.51 2105.75 48.9 Pass Summary Pole(L2) 48.9 Pass RATING= 48.9 Pass Program Version 8.0.7.5-8/3/2020 File:C:/Users/pstewart/Desktop/Structural TNX Files/874135/Issued Docs/Pre-Sea1/874135_1934017_LCS.eri March 26, 2021 94-ft Monopole Tower Structural Analysis Report CCI BU No 874135 TEP Project Number 235072.516218, Order 540658, Revision 3 Page 7 APPENDIX B a - BASE LEVEL DRAWING r tnxTower Report-version 8.0.7.5 fi " • CLIMBING PEGS A n g r (PROPOSED EQUIPMENT CONFIGURATION) (3) 1-3/8" TO 62 FT LEVEL (1) 2" TO 62 FT LEVEL - \ / N / _ _ - (OTHER CONSIDERED EQUIPMENT) / / — (2) 3/8" TO 94 FT LEVEL / / N (6) 3/4" TO 94 FT LEVEL (11) 7/8" TO 94 FT LEVEL (2) 1-5/8" TO 94 Ff LEVEL i \ \ / 1 I • • I Q4 Q1 I I I Q3 Q2 I I 1 / r \ / / i N., i / / March 26,2021 94-ft Monopole Tower Structural Analysis Report CCI BU No 874135 TEP Project Number 235072.516218, Order 540658, Revision 3 Page 8 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.7.5 n ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 354.16 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.4415 Location Soil Class: D- Default(see Longitude: -122.743972 Section 11.4.3) • sa4r i'. r —• ,,,A"�y,yfo". .,,0. rya R7®.rt��yr A4� 4I ... d Z h �,R''n..I»r r ktiV�,+�:a Syr ^"q , J r .nl i f 4 k '1 r f n ,1 WindT 1 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. 26.5-1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Wed Mar 24 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 Wed Mar 24 2021 ASCE AMERICAN SOCIETY OF CNN.ENGINEERS Seismic Site Soil Class: D- Default(see Section 11.4.3) Results: Ss : 0.872 Sol : N/A Si : 0.396 TL : 16 Fa : 1.2 PGA : 0.395 F, : N/A PGA M : 0.476 SMs : 1.046 FPGA : 1.205 SM1 : N/A le : 1 Sos : 0.697 C, : 1.236 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Mar 24 2021 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Wed Mar 24 2021 Gi ASCE AMERICAN SOCIETY OF CIVIL 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 Mar 24 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 Wed Mar 24 2021 Monopole Base Plate Connection OC CROWN CASTLE BU# 874135 Site Name West Portland Order# 540658 Rev.3 Analysis Considerations 0 �J TIA-222 Revision H Grout Considered: No la,(in) 0.625 Applied Loads \7� :- Moment(kip-ft) 872,00 Axial Force(kips) 23.00 Shear Force(kips) 11.00 *TIA-222-H Section 15.5 Applied Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"p bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 41"BC Pu_c=130.33 cf)Pn_c=268.39 Stress Rating Vu=1.38 4:Vn=120.77 46.3% Base Plate Data Mu=n/a 4Mn=n/a 47"OD x 1.75"Plate(S-128;Fy=60 ksi,Fu=80 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 24.18 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 42.6% Pole Data 34.875"x 0.3125"18-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.0.1 Analysis Date:3/26/2021 Pier and Pad Foundation BU#: 874135 CROWN Site Name: West Portland C ASTLE App. Number: 540658 Rev.3 TIA-222 Revision: H Top&Bot.Pad Rein.Different?: ❑ Tower Type: Monopole Block Foundation?: ❑ Rectangular Pad?: ❑ Superstructure Analysis Reactions Foundation Analysis Checks Compression,Pc,,,,P: 23 kips Capacity Demand Rating* Check Base Shear,Vu_comp: 11 kips Lateral(Sliding)(kips) 123.70 11.00 8.5% Pass Bearing Pressure(ksf) 9.38 1.79 19.1% Pass Moment,M : 872 ft-kips Overturning(kip•ft) 1746.37 943.50 54.0% Pass Tower Height,H: 94 ft Pier Flexure(Comp.)(kip*ft) 1843.13 916.00 47.3% Pass BP Dist.Above Fdn,bpd;g,: 0 in Pier Compression(kip) 12497.26 37.14 0.3% Pass Pad Flexure(kip*ft) 1225.71 329.11 25.6% Pass Pad Shear-1-way(kips) 497.13 71.38 13.7% Pass Pier Properties Pad Shear-2-way(Comp)(ksi) 0.190 0.022 11.0% Pass Pier Shape: Circular Flexural 2-way(Comp)(kip*ft) 1762.49 549.60 29.7% Pass Pier Diameter.dpier: 5 ft Ext.Above Grade,E: 1 ft Pier Rebar Size,Sc: 9 *Rating per TIA-222-H Section Pier Rebar Quantity,mc: 16 15.5 Pier Tie/Spiral Size,St: 4 Soil Rating*: 54.0% Pier Tie/Spiral Quantity,mt: 10 Structural Rating": 47.3% Pier Reinforcement Type: Tie Pier Clear Cover,ccpi„: 3 in Pad Properties Depth,D: 5.5 ft Pad Width,Wt: 17 ft Pad Thickness,T: 2.5 ft Pad Rebar Size(Bottom dir.2),Spy 7 Pad Rebar Quantity(Bottom dir.2),mp2: 18 Pad Clear Cover,ccpad: 3 in Material Properties Rebar Grade,Fy: 60 ksi Concrete Compressive Strength,Pc: 4 ksi Dry Concrete Density,6c: 150 pcf Soil Properties Total Soil Unit Weight,y: 110 pcf Ultimate Gross Bearing,Qult: 12.500 ksf Toggle between Gross and Net Cohesion,Cu: 0.200 ksf Friction Angle,y 30 degrees SPT Blow Count,Nbios: Base Friction,µ: 0.35 Neglected Depth,N: 2.50 ft Foundation Bearing on Rock? No Groundwater Depth,gw: N/A ft Version 4.0.1 CROWN BU: 874135 Structure: A • WO: 1934017 %so CASTLE Order: 540658 Rev: 3 Location Decimal Degrees Deg Min Sec Lat: 45.441500 45 26 29.40 Long: -1.22.743972 122 44 38.30 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: 0.8720 g Si: 0.3960 g T1: 16 s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,Fv: 1.9040 Design spectral response acceleration short period,SLS: 0.6976 g Design spectral response acceleration 1 s period,SDI.: 0.5027 g Ts: 0.7206 Seismic Design Category Based on SOS: D Seismic Design Category Based on Sp1: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: CCISeismic 3.3.6 Page 1 Analysis Date: 3/26/2021 CROWN N BU: 874135 Structure: A L G ^F1ST` W : 1934017 Order: 540658 Rev: 3 Tower Details Tower Type: Tapered Monopole Height,h: 94 ft Effective Seismic Weight,W: 18.77 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,Wa: 5.85272 kips Wi: 12.91242433 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,la„: 2153.785179 in4 Fa: 0.37876006 hz Approximate Fundamental Period Monopole,Ta: 2.6402 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.1904 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 0.0307 2.7.7.1.1 Seismic Response Coefficient Min 2,Csmas N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,Csc 0.1904 Seismic Base Shear,V[ 3.573 Jkips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 Sum of w;h;" 86473.69 i i CCISeismic 3.3.6 Page 2 Analysis Date: 3/26/2021 tZOZ/9z/E :aleo s!sA!euy E aSed 9'£'E D!ws!aSIOD 4:,z, WOO OER2 ,,,, . - _� 9-Z R20o 0 606£Z - S-Z e „ ZLOO'0 LR'OZ9 D-Z J'rc 00Zo0 RF'TZLS 7 f=.C: Z Z R8000 _,LS[ -2 06 Sit 0 1-080 0 SZZO 0 86'946T , .. , L,., 9 ., ... r OZ80"0 9ZOT-0 ,CZO0 9t Z8t'Z ,!9;0 000/ _, f. 7.CL0"O 15ZT"0 O 00. 84 0667 Or,/S0 ,_ 00'08 c [ f990}-0 1Zt'sO /9£60 ..,;Ot1 ,„,,,0 ,, b420 0 D1.90 0 '[L.TO'0 S9'LLVT 94LC'0 0076 0u'46 ;;art C-i i.j .,o .4,m "M 9OIaM 3ia i 8ia do �agwnp. uogaa5 "414 H P W 4 H 1 43Aual uo!»a5 st*.oi vot`S,amoj Name h, w, w,h,` C,, F,,, F,, 1.00.00 0.0100 100.00 0.0012 0.0041 0 i1C14 100.t20 0.0300 30000 0.0035 0-0124 ,. _.._._..-. 94.00 0.1143 1012.08 0.0117 0.0418 0 u'411 94.170 0.1568 1326,7 0 01.:) 0.0572 `-, .._... 94.00 0.1566 :1.385.57 00137: 0.0572 0 0;14 14.1) 0-1568 1385.57 .3, 0.0572 ., 94.00 01189 1050,69 0.0122 0.0434 00 94.00 0.1189 1050.69 0.0122 0.0434 '611 urr+a ie a c`-e. a;/Moue t P:pc 94,00 0.1189 1050.69 0.0122 0.0434 0.0164; 1 4...r.cr -.. __.._ Pipe 94.00 0.1260 1113-42 0.0129 0 0460 P al 76 < is ant Pipe 94.00 0,1260 1113.42 C.0135 0 01 6 4.00 0 0600 530.16 2 00-, +T' 94.00 0,0600 530_16 0.0061. : ''r0;t 94 Si' '0600 530.16 0.0061 94.00 0.0400 353,44 0.0041 0.0146 r'- 94.00 J.0400 353.44 000,11. 0.0146 .. ._...__ 94.00 0 0400 353,44 0,0041 0.0146 2'655 94.00 : '300 265.8 v... :1.0110 1'4,,.:i4 54.00 0-0300 265.08 0.0031 10.0110 0.0[14. __ 94-00 0.0300 265.(8 0 0031. 0 0110 t' 94.00 0,0500 441.80 0.0051 0.0183 0 '-0 1i4.00 0.0500 44.1.80 0.0051 0.0183 14.00 0.0500 441.80 0.00 5) 0.0183 0 4'13 74 00 4 D600 5301,' "71',61 3 0219 0 0,.: E3. 01H4X45 04 4:1 0,0600 530.16 0.0061 0.0219 00036 0.)1600 530-16 '10061 r r_. 011.2) nol9a r 0.0500 441.80 0.0051. 0.0183 0.0070 n¢1.,- 0.0500 441.80 0.003;1 0.0183 0 1)07,,, n.. 0.0500 441.80 0.0051 0.01.83 0.0070 .1900 795 24 _ if 0129 0-0126 i'..1 '1.0900 795.24 0.0092 0-5129 0.0126 54.00 0.0900 '795.24 1.0092 ' 29 00126. PD.' 94(10 0.0300 265.08 0.0031 ,,10 0.0042 94.00 0.0300 21,5.08 0 0031 110 0.004,1 94.00 0,0300 265.08 0,0031 010 0.0)142 94-00 3 D170 266,58.21 0 305:1 ,14 ...3 90,00 0.0400 324.00 0.0037 1o, _.._ ._ 90.05 0 0400 324-00 0 003' ..__. ..-.. ._. 90,00 0.0400 324.00 0 C1037 -_ tr.. ,(Arrr,3A:>,. 101 3) 90.00 0 2520 2041.20 0.0236 '0N3111'7 ,- '.[aunt Pipe 62.00 0.1654 635.72 0.0074 _ ... ..9,1) __.____._.. -'unt Pre 92.00 0165-1 63372 0.0074 r"y i2 •. ,,,,r 62.00 0.1654 6351,1 0.0074 r..0231 62.00 0 0388 14'3.1 0.1011 0.0054 er 62 00 0.0388 5 0017 _ 0.0054 vzw Suer- 62.00 0-0900 'i 1040 0.0126 vzw Subr-. -. 62.00 0,0900 - 1 t1.0040 0.0126 vzw Sobb Ame 62.00 0.0900 t-.0040 .3.0126 raycap RCMDC 62.00 i ':.0013 0,0042 raycap 99M12,f ' 62.00 )1' - 0 _ raycap RV7 r- - 62.00 ;0013 ?r., raycap, 62.00 f� )013 ericsson 62.00 4,4 -,. 0,0031 _ 60,6 encssor.• 62.00 _. 0.0031 erns,' , 62.00 0.0031 er ,<sscr, 62.00 '0022 erressor (_,,., t3.0022 0.00 „r r. 1022. 0.00711 r,. ;[022 0.0079 Du 0.0022 0.0079 0 0070 0:•:.. _.._____.-... 0 0009 0.0032 0.002£( toe, ,:rn:(LP492-1,8CKR) 1 0.1085 0.3877 0.3406 CClSeismic 3.3.6 Page 4 Analysis Date: 3/26/2021 - --.....• .,..,,„,....4,,,,,,,,,20,..,„„,,,,.„„.„,0-0,00,0. ..., 1390,6 1020., * Name Start Height End Height h, w. w,h C,, F F„„ ii 84.00 94 DO 89.00 0.0308 243.97 0 002:1. 0.0101 0 0042 74 00 -1,.' 79:ILI O 0 212. 192 22 0 33 5 , 0 0079 .., 64.00 69.00 133793, 14.6.64 31,00'• 0.0061 ,r 089 5 0394 54 0)) ',9-Al -;ir 7; 0,01)44 0 to 94 44.01) 543,0 49.00 - 0.31305 0.000 0.0031 0 002 94 34 00 34 Ou 39 00 0 0308 0.0019 } 1 24.00 34.00 29.00 0.0308 03,939; 0.0011 9316.1 ' • 14 00 24.00 19 00 0 0108 ,. . 0 0005 4.00 14.00 9.00 0.0309 2.49 9‘313'4 0.0001 ., 0.00 4.00 2.00 110'2-' 0.Dr, r1%.,)•'. '9733 011,,i; om 0 to 9.1 34.00 04,00 89.00 001732 41 58 0.0025 , 74119 I,,00 .P2.00 ,..)' '..7,, 0 0025 64 00 74.00 69.00 0,0176 , 3' 0 06,,' . '' 0.0025 5306 64 00 59 00 0.0176 , .2, . 7 002 00 54.00 49.00 0.0176 42.26 51.0006 0.0 . 0.0025 , 61 66 44 00 3900 0.0173, 26.77 :000.1 0.001: 0 002!I 94.00 29.00 0 0173 14.80 0.0002 0.0006 0 0025 3400 19340 7, 35 9.0001 D 0003 0 0025 14.00 9 00 0 0173} 1.43 0.0000 0.0001 0.0025 , 4 10 2 00 319070 '9,03 0.0000 9 0000 0 0010 ,. .,f.10 ,04.00 89.00 0.0016 12.67 0.000 I 0.0005 0.0002 , /4 00 84.00 79.00 0.0016 9,90 00001 0.0004 0.0002 37 64,00 74.00 69.00 0.0016 7.61 0000) 0.0003 0.0002 1 54.00 59.00 0 0(1]. 1 0.0001 0.0002 0 0002 }, 44.00 ''- ' 49.00 0 0016 3.64 0.0000 0.0002 0.0002 10.: 39.00 ):101 e 203 02.)000 044002 29 Of) 0.0026 1.35 0.0000 0.0002 , , 5 0.0010 0.0000 , . . ' 0.0016 0.0000 ' . 0 03.1 0 0006 1700 0.000(., ' 01',,:•1 ,, ,,, •. • ' . ''. G 0164 129.90 0.0015 ..'',- 0 f2.0,-,,, .,„, I 102.35 0 0012 0.34,} 31,0:2' Oto?, „, , 90 78 08 0.0009 0.003, 09'12: rem 0 IC.'• • • ..•. .:P4 0,0007 0,0024 '50 7947}4,0 35 '. ,..6.'.. „ 913 38 0.0005 0.0016 0.03,2,3 (12)46.3 , . , 31.'00 24 94 0.000.1 0 0010 0 002, * (2)am,. ' 29,00 ,,., 13.79 0.0002 0.0006 0.0023 5 .. r' . 5.92 0 00:11 0.0002 0 0023 4.00 . 00 a 1.33 0.0000 0.0001 0.0023 ., , . 0 03 ,0000 0.0000 0 0009 / ,.. 84_00 .___. .011 _ 154.30 0.0018 0.0064 0.0027 }001,13:515 23688 74 00 ' .4) 0 0195 12)57 0,0014 0 0050 0 0027 (2, ..01001 5155 849)-• ,,,34 64.00 1. . , 0.0195 92 74 0.0011 0.X38 0'012 -'11.SS 8AVV6 9 0 to 94 54.00 . ' .00 0.0195 67 81_ 3)0006 0 0028 1. n01094 44.00 , , , :0 30 0.0195 46.77 0,0005 0.0039 0.0027 ,- . 010 94 34.00 33 0 0195. 29 63 0 31093 0 0012 0 0027 ..... (4 Ott 94 24.00 . --, 0.0195 16.38 0.0002 0.0007 0.0027 i4)loci-.1,0,g,'leo' ..0 to".,. 14.00 : ' 0 0 i,4', f 3,001 0.0003 0.0027 (41 92 eriberger 9, 4.00 ,„ . 0 0185 i.38 650000 0.03/0). 0.0077 11E436 ,1 0.00 2.00 '?-07FI 'Of •'0000 0 0000 -103062 54 00 . ' 58.00 , 0 0412 138_46 0 0019 ,.:5067 :0 to 62 44210 49.00 ,0515 123 53 00to62 ...J.L._......___ ___..................................„. 34 00 '- ., :3900 0 0515 78.26 403962 24.00 ,10 3,0515 43 27 0.0018 14 00 , . }, ,., 0.0515 18.57 0.0008 0.0072 2 0 0515 4 i,' ,,,, C7 0002 5 no 72 r, ' C.Ou O 0206 0.08 00000 0.0029 54 00 58 00 :1243 81.81 2,. 0 0034 44.00 49.00 ''3304 72.99 0.0030 34.00 . 39 00 i 0304 46.24 .1 33,: G 0019 h:. • 24 00 , 29 DO 0.0304 25.57 0.00:.- 0.0011 . 14.00 19 071 0.0304 10 97 C-0.' 0.0005 he, . , 4 01 9.031 6 030-3 2.46 0.0000 0.0001 1,094r,. 2 00 0.05 0 0000 0 0'8/1 0U, • 3017 63 CCISeismic 3.3.6 Page 5 Analysis Date: 3/26/2021 Monopole Base Plate Connection -Seismic CROWN :CASTLE Site Info BU# 874135 Site Name West Portland Order# 540658 Rev.3 ( )' Analysis Considerations TIA-222 Revision H Grout Considered: No la,(in) 0.625 Applied Loads Moment(kip-ft) 311.00 Axial Force(kips) 25.00 Shear Force(kips) 4.00 'TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor Applied ^� 1 c;) Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 41"BC Pu_c=71.31 c()Pn c=268.39 Stress Rating 4 Vu=0.75 4Vn=120.77 25.3% Base Plate Data Mu=n/a cpMn=n/a 47"00 x 1.75"Plate(S-128;Fy=60 ksi,Fu=80 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 9.01 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 15.9% Pole Data 34.875"x 0.3125"18-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) I a t CClplate-Version 4.0.1 Analysis Date:3/26/2021 .4414444ok OFFICE COPY SPECIAL INSPECTION REQUIRED iff State of Oregon Structural Specialty Cod ED concrete and 4ainforcing Steel ED Bone tostalled in Concrete 1:3 Special Mornant-Resistng Conorete Frame glksinforcAng Steel&Prestressing Steel Tendons ir—tt Wellng High-Stronqnt Dotting 0 %pleural mescory 0 Reinforced Gyptum Concrete ED Insulating Concrete HI 0 Spray Applied Firs-Resistive Materials Drilled Piers and Caissons o ,;;itoitcrate C3 Special Gradins Excavation and Filling O Smoke-Control Sp)tarns CI Other ins,pocticos