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Specifications (54) RECEIVE® d 1 p B+T GRP Date: May 06, 2019 JUL 1 0 2019 Kevin Nelson CITY OF TIGARD B+T Group Crown Castle BUILDING DIVISION 1717 S. Boulder, Suite 300 2055 S. Stearman Drive Tulsa, OK 74119 Chandler, AZ 85286 (918) 587-4630 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P001733D Carrier Site Name: Scholls Ferry& 175th Crown Castle Designation: Crown Castle BU Number: 879602 Crown Castle Site Name: BARROWS RD Crown Castle JDE Job Number: 564291 Crown Castle Work Order Number: 1735475 Crown Castle Order Number: 485007 Rev. 0 Engineering Firm Designation: B+T Group Project Number: 78702.004.01 Site Data: 16744 SW Scholls Ferry Road, Beaverton, Washington County, OR Latitude 45°25'34.6", Longitude -122°50'53.87" 100 Foot- Monopole Tower Dear Kevin Nelson, - B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 120 mph as required by the 2014 Oregon Structural Specialty Code (OSSC). Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. ,\ " \ Structural analysis prepared by: Josselyn Palaci __. 0 E ❑ 0 ❑ ❑ ❑ ❑RLI 6 El CI CI Respectfully submitted by: B+T Engineering, Inc. 0 c ) CO mu 5 m 0 w.co 5 3 ® "f0 ��RUCToys? 9, Z iii. e •.' $ 0 z na. g n ®_m ��ED PRpF S< - 8 ® el- pt i� `4 F 6 95 90767- . r �� . rn 4� 1 c 3 m ? m ; _ era tt , t 8 ‹ cr, {._s chi Ti �+} p Ill — Gs = dl] — gj 4D_ 2i R i) a. . OREGON 4 ® 0 - ci lit). I v0 `108/20 �� E V i. f w - . ti W. KE��y �� o. R' a co 33 R .fres: 6/30/2019 a w- � >y C John W. Kelly, P.E., S.E. nM tnxTower Report version 8.0.5.0i May 06, 2019 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 78702.004.01, Order 485007, 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—LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.5.0 May 06, 2019 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 78702.004.01, Order 485007, Revision 0 Page 3 1) INTRODUCTION This tower is a 100 ft. Monopole tower designed by Summit Manufacturing in April of 2001. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 120 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 30 mph Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed Mounting Line Antenna Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size(in) 88.0 2 Nokia I TME-FXFB 87.0 r` -- - I 87.0 I 1 ( -- I Side Arm Mount[SO 104-3] 6 Andrew TMBXX-6516-A2M 86.0 86.0 3 �Commscope FFHH-65C-R3 1 Commscope HCS 2.0 Part 1 18 7/8 - -- Nokia ------ AHFIG 1 5/8 3 Nokia AHLOA 1 I -- 1 T-Arm Mount[TA 602-3] 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) 3 KMW ET-X-WM-18-65-8P 1 RFS Celwave I APXVERR18-C 100.0 -i---- --RFS CelwaveAPXVSPP18-C-A20 3 Samsung Tele 2.5GHz RRH-V3 3 Samsung Tele Power Junction Cylinder 99.0 — 3 1-1/4 3 ilmuiarnsung Tele 4_RRH C2A W/Ext Film.- 99.0 • 3 Samsung Tele RRH-P4 1 -- I Miscellaneous [NA 510-1] 1 -- ! Platform Mount[LP 1201-1] 96.0 1 -- I Miscellaneous [NA 509-3] tnxTower Report-version 8.0.5.0 May 06, 2019 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 78702.004.01, Order 485007, Revision 0 Page 4 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks Reference Source . Online Order Information T-Mobile Co-Locate, Rev#0 l 485007 ,CCI Sites Tower Manufacturer Drawing Summit Manufacturing, Job No. 13655 1 1625431 ,CCI Sites Mount Analysis T-Squad Site Services, Report Desig.n:879602 Date: 05/01/20191 On-File Foundation Drawing Summit Manufacturing, Job No. 13655 1486071 CCI Sites : r Geotech Report ADaPT Engineering Inc., 1574203 CCI Sites. Project No. OR00-5310 i 7 Antenna Configuration I Crown CAD Package Date: 05/02/2019!CCI Sites, 3.1) Analysis Method tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and structures were built and have been maintained in accordance with the manufacturer's specification. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Mount areas and weights are assumed based on photographs provided. This analysis may be affected if any assumptions are not valid or have been made in error. B+T . Group should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity (Summary) Section Component Critical K SF*P_allow % pass/Fail No. Elevation(ft) Type Size Element ( ) (K) Capacity 100-72.75 Pole TP26.088x22x0.188 1 -8.480 928.984 30.8 Pass l L1 L2 i 72.75 36 - Pole ' TP31.227x25.225x0.219 : 2 -12.060 • 1296 844 63.6 - Pass I L 3 36-0 Pole TP36.19x30.189x0.25 3 -17.614 1751.746 j 78_7 Pass { Summary Pole(L3) 78.7 Pass Rating= 78.7 Pass tnxTower Report-version 8.0.5.0 May 06, 2019 100 Ft Monopole Tower Structural Analysis CCI BU No 879602 Project Number 78702.004.01, Order 485007, Revision 0 Page 5 Table 5-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods Base 63.4 Pass 1 Base Plate Base 60.2 Pass 1 Base Foundation (Structure) Base 34.0 Pass 1 Base Foundation (Soil Interaction) Base 36.9 Pass Structure Rating (max from all components)= 78.7% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.0.5.0 APPENDIX A TNXTOWER OUTPUT I 100011 I MATERIAL STRENGTH GRADE Fy Fu GRADE I Fy 1 Fu A607-65 65 ksi 80 ksi TOWER DESIGN NOTES i , 1. Tower is located in Washington County,Oregon. 8 ■,r.> 2. Tower designed for Exposure C to the TIA-222-H Standard. `O `O 8 8 W I 11 d 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. o w N 4 Jfg 4. Tower is also designed for a 30 mph basic wind with 2.00 in ice.Ice is considered to increase f 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 0.000 ft 8. TIA-222-H Annex S 9 TOWER RATING:78.7% / 72.8 ft 0 0 V V N N N N s N ,,, ^ N O N M ,C Q 0 / - 36.0 ft ALL REACTIONS ARE FACTORED AXIAL 8o 2 o 36K SHEAR MOMENT 2 K ( , 130 kip-ft TORQUE 0 kip-ft 30 mph WIND-2.000 in ICE AXIAL 18K SHEAR MOMENT 15 1 15 K r 1121 kip-ft 0.0 ft TORQUE 1 kip-ft - m REACTIONS-120 mph WIND `o - y 5E v 3 O o c of v) i z' H (,) H m° o 3 B+T Group °b:78702.004.01-BARROWS RD, OR(BU#879602 1717 S. Boulder, Suite 300 Project: g•T GWP Tulsa, OK 74119 Client. Crown Castle Drawn by.Rakshak App'd: Phone:(918)587-4630 Code TIA-222-H Date:05/03/19 Scale: NTS FAX:(918)295-0265 Path Dwg No.E-1 TIA-222-H - 120 mph/30 mph 2.000 in Ice Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (K) Global Mast Moment(kip-ft) 0 5 10 15 0 500 1000 1500 100.00100.000 1 1 I 1 I q 72.750 72.75 ___._+__ _+____+____ _a__. _�____ ____a____+____+___._+ .__ I 1 1 I I C O RS W 36.00q 36.000 � I I /„I I 1 0.005 0.000 0 5 10 15 0 500 1000 1500 Job: B+T Group 78702.004.01-BARROWS RD, OR(BU#879602 1717 S. Boulder, Suite 300 Project: client Crown Castle Drawn by:Rakshak Appd: B.T Tulsa, OK 74119 Phone:(918)587-4630 code: TIA-222-H Date:05/03/19 Scale: NTS FAX:(918)295-0265Dw No E-4 Path. 9 , TIA-222-H - Service -60 mph Maximum Values Deflection (in) Tilt(deg) Twist (deg) 0 5 10 15 0 0-5 1 1.5 0 005 0-1 _— ioo.00d 100.000 I I I II I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I = 4 I I I I 72.750 I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I 1 I I 1 I I I 11 I I I I I I I I I = I I 1 I I 1 1 I I 1 I I I I I 1 1 I I O 1 1 1 I I 1 1 I I 1 I 1 I I 1 I 1 I CIS 1 1 1 1t I 1 f 11 1 , - I 1 I I I t I I > I I 1 I I I I I I I I 1 I I I 1 I 1 I 1 1 I 1 I 1 I I 1 W- I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 1 I I I I I 36.000 I I I I I I I 36.000 I I I 1 1 1 1 I I I 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --rte _r 1 I I I I I I I I I 1 1 I I I 1 1 1 1 1 1 1 I I 1 1 1 1 ' ' 1 1I I I 11 I I __ I I I I I ' I T I t I 1 t t T t ___ I 1 I I I I I , 1 1 1 1 I 1 I 1 1 1 ' ' 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 1 1 I I 1 1 1 1 1 1 I I 1 1 1 1 1 1 ' 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 0.000 , , , t i I 1 1 I I 1 I I 0.000 0 5 10 15 0 0.5 1 1.5 0 0.05 0.1 B+T Group °b 78702.004.01-BARROWS RD, OR(BU#879602 �� 1717 S. Boulder, Suite 300 Project: 6.T GRP Tulsa, OK 74119 O11ent: Crown Castle Drawn by:Rakshak Appd: Phone:(918)587-4630 Code: TIA-222-H Date:05/03/19 Scale: NTS FAX:(918)295-0265 Path: Dwg No.E-5 Feed Line Distribution Chart 0' - 100' Round Flat App In Face App Out Face Truss Leg Face A Face B Face C 100.000 100.000 99.000 99.000 86.000 86.000 75.000 75.000 72.750 72750 v w w = 0 \ 47, OC _ > LL °' LIT a CD o N W _ r.:::. ` r o a_ O of N I o 36.000 36.000 o0 O m 0 a 0.000 o:000 d- B+T Group job:78702.004.01-BARROWS RD, OR(BU#879602 1717 S. Boulder, Suite 300 Project E.T Tulsa, OK 74119 Client Crown Castle Drawn by:Rakshak Appd. Phone:(918)587-4630 Code: TIA-222-H Date:05/03/19 Sale: NTS FAX:(918)295-0265 Path: Dwg No.E-7 Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 1 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by • Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Rakshak 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:313.000 ft. Basic wind speed of 120 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height:0.000 ft. Nominal ice thickness of 2.000 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.000°F. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. 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. 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 ' Assume Rigid Index Plate -ignore Redundant Members in FEA Use Moment Magnification ) 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 Ai Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks ) Consider Feed Line Torque Always Use Ms - Al Use Azimuth Dish CoefficietlLs : uclude Angle BIGGIc cr.e.,.Ci,eck _- _ Use Special Wind Profile ) Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component - Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments • Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 2 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Rakshak FAX:(918)295-0265 Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in Ll 100.000-72.750 27.250 3.250 18 22.000 26.088 0.188 0.750 A607-65 (65 ksi) L2 72.750-36.000 40.000 4.000 18 25.225 31.227 0.219 0.875 A607-65 (65 ksi) L3 36.000-0.000 40.000 18 30.189 36.190 0.250 1.000 A607-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in in' in' in in in3 in' in' in Ll 22.310 12.981 780.301 7.743 11.176 69.819 1561.628 6.492 3.542 18.891 26.462 15.414 1306.382 9.195 13.253 98.575 2614.482 7.708 4.261 22.728 L2 26.076 17.362 1371.706 8.877 12.815 107.043 2745.217 8.683 4.055 18.536 31.675 21.529 2615.316 11.008 15.863 164.866 5234.074 10.767 5.111 23.364 L3 31.226 23.757 2690.365 10.628 15.336 175.426 5384.270 11.881 4.873 19.493 36.710 28.518 4653.917 12.759 18.385 253.143 9313.957 14.262 5.929 23.718 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt - (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft' in in in in L1 1 1 I 100.000-72.75 0 L2 1 1 1 72.750-36.000 L3 1 1 1 36.000-0.000 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 ATCB-B01-001(5/16") A No Surface Ar 75.000- 1 1 -0.450 0.315 0.000 (E-Ground) (CaAa) 0.000 -0.450 *** Safety Line 3/8 A No Surface Ar 100.000- 1 1 0.490 0.375 0.000 (E) (CaAa) 0.000 0.490 *** Feed Line/Linear Appurtenances - Entered As Area Job ob Page 78702.004.01 - BARROWS RD, OR (BU# 879602) 3 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Rakshak FAX. (918)295-0265 Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft ft2/ft klf Calculation LDF6-50A(1-1/4) A No No Inside Pole 99.000-0.000 3 No Ice 0.000 0.001 (E) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 LDF5-50A(7/8) C No No Inside Pole 86.000-0.000 18 No Ice 0.000 0.000 (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 HCS 2.0 Part 2(5/8) C No No Inside Pole 86.000-0.000 1 No Ice 0.000 0.000 (P) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 *** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K Ll 100.000-72.750 A 0.000 0.000 1.093 0.000 0.053 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.083 L2 72.750-36.000 A 0.000 0.000 2.536 0.000 0.077 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.231 L3 36.000-0.000 A 0.000 0.000 2.484 0.000 0.075 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.226 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft2 ft2 K LI 100.000-72.750 A 1.871 0.000 0.000 12.131 0.000 0.205 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.083 L2 72.750-36.000 A 1.786 0.000 0.000 30.037 0.000 0.449 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.231 L3 36.000-0.000 A 1.601 0.000 0.000 28.205 0.000 0.410 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.226 Feed Line Center of Pressure Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 4 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Rakshak FAX.:(918)295-0265 Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 100.000-72.750 -0.027 -0.291 -0.156 -1.488 L2 72.750-36.000 -0.233 -0.195 -1.338 -0.873 L3 36.000-0.000 -0.234 -0.196 -1.354 -0.884 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K K Section Record No. Segment Elev. No Ice Ice LI 7 ATCB-B01-001(5/16") 72.75-75.00 1.0000 1.0000 Ll 9 Safety Line 3/8 72.75-100.00 1.0000 1.0000 L2 7 ATCB-B01-001(5/16") 36.00-72.75 1.0000 1.0000 L2 9 Safety Line 3/8 36.00-72.75 1.0000 1.0000 Discrete Tower Loads 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 Top Hat C None 0.000 101.000 No Ice 3.000 3.000 0.081 (E) 1/2"Ice 3.480 3.480 0.111 1"Ice 3.960 3.960 0.141 2"Ice 4.920 4.920 0.201 *** APXVSPP18-C-A20 w/ A From Leg 4.000 0.000 99.000 No Ice 4.600 4.010 0.088 Mount Pipe 0.000 1/2"Ice 5.050 4.450 0.152 (E) 1.000 1"Ice 5.500 4.890 0.227 2"Ice 6.440 5.820 0.412 APXVSPP18-C-A20 w/ B From Leg 4.000 0.000 99.000 No Ice 4.600 4.010 0.088 Mount Pipe 0.000 1/2"Ice 5.050 4.450 0.152 (E) 1.000 1"Ice 5.500 4.890 0.227 2"Ice 6.440 5.820 0.412 APXVERR18-C w/Mount C From Leg 4.000 0.000 99.000 No Ice 8.262 6.946 0.076 Pipe 0.000 1/2"Ice 8.822 8.127 0.144 _ (E) 1.000 1"Ice 9.346 9.021 0.220 2"Ice 10.418 10.844 0.399 ET-X-WM-18-65-8P w/ A From Leg 4.000 0.000 99.000 No Ice 4.000 2.300 0.059 Mount Pipe 0.000 1/2"Ice 4.390 2.660 0.106 - (E) 1.000 I"Ice 4.790 3.030 0.162 2"Ice 5.620 3.800 0.305 ET-X-WM-18-65-8P w/ B From Leg 4.000 0.000 99.000 No Ice 4.000 2.300 0.059 Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 5 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX::(918)295-0265 Rakshak 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 Mount Pipe 0.000 1/2"Ice 4.390 2.660 0.106 (E) 1.000 1"Ice 4.790 3.030 0.162 2"Ice 5.620 3.800 0.305 ET-X-WM-18-65-8P w/ C From Leg 4.000 0.000 99.000 No Ice 4.000 2.300 0.059 Mount Pipe 0.000 1/2"Ice 4.390 2.660 0.106 (E) 1.000 1"Ice 4.790 3.030 0.162 2"Ice 5.620 3.800 0.305 RRH-P4 A From Leg 4.000 0.000 99.000 No Ice 2.735 1.789 0.060 (E) 0.000 1/2"Ice 2.948 1.968 0.083 0.000 1"Ice 3.168 2.158 0.109 2"Ice 3.630 2.566 0.172 RRH-P4 B From Leg 4.000 0.000 99.000 No Ice 2.735 1.789 0.060 (E) 0.000 1/2"Ice 2.948 1.968 0.083 0.000 1"Ice 3.168 2.158 0.109 2"Ice 3.630 2.566 0.172 RRH-P4 C From Leg 4.000 0.000 99.000 No Ice 2.735 1.789 0.060 (E) 0.000 1/2"Ice 2.948 1.968 0.083 0.000 1"Ice 3.168 2.158 0.109 2"Ice 3.630 2.566 0.172 RRH-C2A W/EXT FILTER A From Leg 4.000 0.000 99.000 No Icc 3.109 1.379 0.055 • (E) 0.000 1/2"Ice 3.332 1.545 0.077 0.000 1"Ice 3.562 1.719 0.103 2"Ice 4.045 2.087 0.164 RRH-C2A W/EXT FILTER B From Leg 4.000 0.000 99.000 No Ice 3.109 1.379 0.055 (E) 0.000 1/2"Ice 3.332 1.545 0.077 0.000 1"Ice 3.562 1.719 0.103 2"Ice 4.045 2.087 0.164 RRH-C2A W/EXT FILTER C From Leg 4.000 0.000 99.000 No Ice 3.109 1.379 0.055 (E) 0.000 1/2"Ice 3.332 1.545 0.077 0.000 1"Ice 3.562 1.719 0.103 2"Ice 4.045 2.087 0.164 POWER JUNCTION A From Leg 4.000 0.000 99.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2"Ice 0.453 0.453 0.007 (E) 1.000 1"Ice 0.547 0.547 0.013 2"Ice 0.758 0.758 0.029 POWER JUNCTION B From Leg 4.000 0.000 99.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2"Ice 0.453 0.453 0 007 (E) 1.000 1"Ice 0.547 0.547 0.013 2"Ice 0.758 0.758 0.029 „ POWER JUNCTION C From Leg 4.000 0.000 99.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2"Ice 0.453 0.453 0.007 . (P lielea 1"Ice 0.547 0.547 O:0I3 2"Ice 0.758 0.758 0.029 2.5GHz RRH-V3 A From Leg 4.000 0.000 99.000 No Ice 2.402 1.221 0.060 (E) 0.000 1/2"Ice 2.596 1.363 0.081 1.000 1"Ice 2.796 1.513 0.105 2"Ice 3.220 1.834 0.163 2.5GHz RRH-V3 B From Leg 4.000 0.000 99.000 No Ice 2.402 1.221 0.060 (E) 0.000 1/2"Ice 2.596 1.363 0.081 1.000 1"Ice 2.796 1.513 0.105 2"Ice 3.220 1.834 0.163 2.5GHz RRH-V3 C From Leg 4.000 0.000 99.000 No Ice 2.402 1.221 0.060 (E) 0.000 1/2"Ice 2.596 1.363 0.081 - 1.000 1"Ice 2.796 1.513 0.105 2"Ice 3.220 1.834 0.163 (2)6'x 2"Mount Pipe A From Leg 4.000 0.000 99.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 6 of 15 B+T Group Project Date 1717 S Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Rakshak FAX:(918)295-0265 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 0.000 1"Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 (2)6'x 2"Mount Pipe B From Leg 4.000 0.000 99.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 (2)6'x 2"Mount Pipe C From Leg 4.000 0.000 99.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 Miscellaneous[NA 509-3] C None 0.000 96.000 No Ice 11.840 11.840 0.275 (E) 1/2"Ice 16.960 16.960 0.296 1"Ice 22.080 22.080 0.317 2"Ice 32.320 32.320 0.360 Miscellaneous[NA 510-1] C None 0.000 99.000 No Ice 6.000 6.000 0.256 (E) 1/2"Ice 8.500 8.500 0.340 1"Ice 11.000 11.000 0.423 2"Ice 16.000 16.000 0.591 Platform Mount[LP 1201-1] C None 0.000 99.000 No Ice 23.100 23.100 2.100 (E) 1/2"Ice 26.800 26.800 2.500 1"Ice 30.500 30.500 2.900 • 2"Ice 37.900 37.900 3.700 *** (2)TME-FXFB C From Leg 2.000 0.000 87.000 No Ice 3.538 1.023 0.055 (E) 0.000 1/2"Ice 3.771 1.173 0.077 1.000 1"Ice 4.012 1.330 0.103 2"Ice 4.515 1.664 0.164 6'x 2"Mount Pipe B From Leg 2.000 0.000 87.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 6'x 2"Mount Pipe C From Leg 2.000 0.000 87.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 2"Ice 3.060 3.060 0.090 Side Arm Mount[SO 104-3] C None 0.000 87.000 No Ice 3.300 3.300 0.287 - (E) 1/2"Ice 4.130 4.130 0.317 1"Ice 4.960 4.960 0.347 2"Ice 6.620 6.620 0.407 (2)TMBXX-6516-A2M w/ A From Leg 4.000 0.000 86.000 No Ice 5.656 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.064 5.205 0.103 (E) 0.000 1"Ice 6.475 5.857 0.158 2"Ice 7.322 7.198 0.291 (2)TMBXX-6516-A2M w/ B From Leg 4.000 0.000 86.000 No Ice 5.656 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.064 5.205 0.103 (E) 0.000 1"Ice 6.475 5.857 0.158 2"Ice 7.322 7.198 0.291 (2)TMBXX-6516-A2M w/ C From Leg 4.000 0.000 86.000 No Ice 5.656 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.064 5.205 0.103 - (E) 0.000 1"Ice 6.475 5.857 0.158 2"Ice 7.322 7.198 0.291 FFHH-65C-R3 w/Mount A From Leg 4.000 0.000 86.000 No Ice 12.970 6.200 0.161 Pipe 0.000 1/2"Ice 13.620 6.770 0.296 - (P) 0.000 1"Ice 14.270 7.360 0.445 2"Ice 15.620 8.570 0.790 FFHH-65C-R3 w/Mount B From Leg 4.000 0.000 86.000 No Ice 12.970 6.200 0.161 Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 7 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Rakshak Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' ft' K ft ft Pipe 0.000 1/2"Ice 13.620 6.770 0.296 (P) 0.000 1"Ice 14.270 7.360 0.445 2"Ice 15.620 8.570 0.790 FFHH-65C-R3 w/Mount C From Leg 4.000 0.000 86.000 No Ice 12.970 6.200 0.161 Pipe 0.000 1/2"Ice 13.620 6.770 0.296 (P) 0.000 1"Ice 14.270 7.360 0.445 2"Ice 15.620 8.570 0.790 HCS 2.0 Part 1 A From Leg 4.000 0.000 86.000 No Ice 1.867 0.933 0.024 (P) 0.000 1/2"Ice 2.037 1.059 0.040 0.000 1"Ice 2.215 1.193 0.059 2"Ice 2.593 1.481 0.105 AHFIG A From Leg 4.000 0.000 86.000 No Ice 3.082 1.404 0.079 (P) 0.000 1/2"Ice 3.313 1.586 0.100 0.000 1"Ice 3.552 1.775 0.125 2"Ice 4.052 2.175 0.183 AHFIG B From Leg 4.000 0.000 86.000 No Ice 3.082 1.404 0.079 (P) 0.000 1/2"Ice 3.313 1.586 0.100 0.000 1"Ice 3.552 1.775 0.125 2"Ice 4.052 2.175 0.183 AHFIG C From Leg 4.000 0.000 86.000 No Ice 3.082 1.404 0.079 (P) 0.000 1/2"Ice 3.313 1.586 0.100 0.000 1"Ice 3.552 1.775 0.125 2"Ice 4.052 2.175 0.183 AHLOA A From Leg 4.000 0.000 86.000 No Ice 2.229 1.391 0.084 (P) 0.000 1/2"Ice 2.422 1.552 0.102 0.000 1"Ice 2.623 1.720 0.123 2"Ice 3.048 2.082 0.175 AHLOA B From Leg 4.000 0.000 86.000 No Ice 2.229 1.391 0.084 (P) 0.000 1/2"Ice 2.422 1.552 0.102 0.000 1"Ice 2.623 1.720 0.123 2"Ice 3.048 2.082 0.175 AHLOA C From Leg 4.000 0.000 86.000 No Ice 2.229 1.391 0.084 (P) 0.000 1/2"Ice 2.422 1.552 0.102 0.000 1"Ice 2.623 1.720 0.123 2"Ice 3.048 2.082 0.175 5'x 2"Pipe Mount A Prom Leg 4.000 0.000 86.000 No Ice 1.000 1.000 0.029 (E) 0.000 1/2"Ice 1.393 1.393 0.037 0.000 1"Ice 1.703 1.703 0.048 2"Ice 2.351 2.351 0.082 5'x 2"Pipe Mount B From Leg 4.000 0.000 86.000 No Ice 1.000 1.000 0.029 (E) 0.000 1/2"Ice 1.393 1.393 0.037 (Iona 1"Ice 1.703 1.703 0.048 . 2"Ice 2.351 2.351 0.082 5'x 2"Pipe Mount C From Leg 4.000 0.000 86.000 No Ice 1.000 1.000 0.029 (E) 0.000 1/2"Ice 1.393 1.393 0.037 0.000 1"Ice 1.703 1.703 0.048 2"Ice 2.351 2.351 0.082 T-Arm Mount[TA 602-3] C None 0.000 86.000 No Ice 11.590 11.590 0.774 (E) 1/2"Ice 15.440 15.440 0.990 • 1"Ice 19.290 19.290 1.206 2"Ice 26.990 26.990 1.639 *0* Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 8 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Rakshak Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.O Wind O deg-No Ice 3 0.9Dead+1.OWind Odeg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Job ob Page 78702.004.01 - BARROWS RD, OR (BU#879602) 9 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX(918)295-0265 Rakshak Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft L1 100-72.75 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -20.903 1.015 -0.142 Max.Mx 20 -8.489 163.814 -1.419 Max.My 14 -8.500 1.603 -162.438 Max.Vy 20 -10.072 163.814 -1.419 Max.Vx 14 9.996 1.603 -162.438 Max.Torque 25 0.881 L2 72.75-36 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -27.228 1.512 0.083 Max.Mx 20 -12.066 570.395 -4.882 Max.My 14 -12.073 5.106 -566.271 Max.Vy 20 -12.472 570.395 -4.882 Max.Vx 14 12.397 5.106 -566.271 Max.Torque 25 0.796 L3 36-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -35.663 1.980 0.353 Max.Mx 20 -17.614 1115.448 -8.605 Max.My 14 -17.615 8.861 -1108.350 Max.Vy 20 -14.663 1115.448 -8.605 Max.Vx 14 14.591 8.861 -1108.350 Max.Torque 25 0.793 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 36 35.663 1.597 -0.004 Max.H. 20 17.631 14.643 -0.091 Max.Hz 2 17.631 -0.091 14.571 Max.M. 2 1108.181 -0.091 14.571 Max.M, 8 1114.758 -14.643 0.091 Max.Torsion 25 0.792 7.243 12.574 Min.Vert 13 13.223 -7.243 -12.574 Min.H. 8 17.631 -14.643 0.091 Min.Hz 14 17.631 0.091 -14.571 Min.M. 14 -1108.350 0.091 -14.571 Min.Mz 20 -1115.448 14.643 -0.091 Min.Torsion 13 -0.792 -7.243 -12.574 Tower Mast Reaction Summary Load Vertical Shear Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip ft kip ft kip ft Dead Only 14.692 0.000 0.000 0.065 0.266 0.000 1.2 Dead+1.0 Wind 0 deg-No 17.631 0.091 -14.571 -1108.181 -8.188 -0.694 Ice 0.9 Dead+1.0 Wind 0 deg-No 13.223 0.091 -14.571 -1095.329 -8.172 -0.696 Ice 1.2 Dead+1.0 Wind 30 deg-No 17.631 7.400 -12.664 -963.940 -564.593 -0.412 Ice 0.9 Dead+1.0 Wind 30 deg-No 13.223 7.400 -12.664 -952.761 -558.112 -0.412 Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 10 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03(19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Rakshak Load Vertical Shear„ Shear, Overturning Overturning Torque Combination Moment,M Moment,M, K K K kip ft kip ft kip ft Ice 1.2 Dead+1.0 Wind 60 deg-No 17.631 12.726 -7.364 -561.413 -969.617 -0.018 Ice 0.9 Dead+1.0 Wind 60 deg-No 13.223 12.726 -7.364 -554.908 -958.432 -0.017 Ice 1.2 Dead+1.0 Wind 90 deg-No 17.631 14.643 -0.091 -8.443 -1114.758 0.380 Ice 0.9 Dead+1.0 Wind 90 deg-No 13.223 14.643 -0.091 -8.360 -1101.894 0.383 Ice 1.2 Dead+1.0 Wind 120 deg- 17.631 12.636 7.207 546.833 -961.133 0.676 No Ice 0.9 Dead+1.0 Wind 120 deg- 13.223 12.636 7.207 540.465 -950.050 0.679 No Ice 1.2 Dead+1.0 Wind 150 deg- 17.631 7.243 12.574 955.620 -549.853 0.789 No Ice 0.9 Dead+1.0 Wind 150 deg- 13.223 7.243 12.574 944.499 -543.552 0.792 No Ice 1.2 Dead+1.0 Wind 180 deg- 17.631 -0.091 14.571 1108.350 8.861 0.690 No Ice 0.9 Dead+1.0 Wind 180 deg- 13.223 -0.091 14.571 1095.452 8.667 0.692 No Ice 1.2 Dead+1.0 Wind 210 deg- 17.631 -7.400 12.664 964.111 565.272 0.408 No Ice 0.9 Dead+1.0 Wind 210 deg- 13.223 -7.400 12.664 952.887 558.611 0.409 No Ice 1.2 Dead+1.0 Wind 240 deg- 17.631 -12.726 7.364 561.581 970.301 0.019 No Ice 0.9 Dead+1.0 Wind 240 deg- 13.223 -12.726 7.364 555.031 958.935 0.017 _ No Ice 1.2 Dead+1.0 Wind 270 deg- 17.631 -14.643 0.091 8.605 1115.448 -0.376 No Ice 0.9 Dead+1.0 Wind 270 deg- 13.223 -14.643 0.091 8.479 1102.398 -0.379 No Ice 1.2 Dead+1.0 Wind 300 deg- 17.631 -12.636 -7.207 -546.674 961.811 -0.672 No Ice 0.9 Dead+1.0 Wind 300 deg- 13.223 -12.636 -7.207 -540.348 950.549 -0.675 No Ice 1.2 Dead+1.0 Wind 330 deg- 17.631 -7.243 -12.574 -955.457 550.526 -0.789 No Ice 0.9 Dead+1.0 Wind 330 deg- 13.223 -7.243 -12.574 -944.380 544.047 -0.792 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 35.663 -0.000 -0.000 -0.353 1.980 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 35.663 0.004 -1.594 -127.577 1.631 -0.071 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 35.663 0.802 -1.383 -110.740 -62.043 -0.041 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 35.663 1.385 -0.801 -64.329 -108.544 0.001 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 35.663 1.597 -0.004 -0.777 -125.414 0.042 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 35.663 1.380 0.793 62.885 -108.130 0.072 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 35.663 0.794 1.378 109.601 -61.325 0.082 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 35.663 -0.004 1.594 126.851 2.460 0.071 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 35.663 -0.802 1.383 110.015 66.133 0.041 deg+1.0 Ice+1.0 Temp - 1.2 Dead+1.0 Wind 240 35.663 -1.385 0.801 63.603 112.635 -0.000 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 35.663 -1.597 0.004 0.052 129.504 -0.041 Job ob Page 78702.004.01 - BARROWS RD, OR (BU#879602) 11 of 15 Project Date B+T Group 17:07:09 05/03/19 1717 S.Boulder,Suite 300 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Rakshak Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip ft kip ft kip ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 35.663 -1.380 -0.793 -63.611 112.221 -0.071 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 35.663 -0.794 -1.378 -110.326 65.416 -0.082 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 14.692 0.021 -3.431 -259.168 -1.710 -0.165 Dead+Wind 30 deg-Service 14.692 1.742 -2.982 -225.433 -131.864 -0.098 Dead+Wind 60 deg-Service 14.692 2.996 -1.734 -131.275 -226.609 -0.004 Dead+Wind 90 deg-Service 14.692 3.448 -0.021 -1.923 -260.559 0.090 Dead+Wind 120 deg-Service 14.692 2.975 1.697 127.963 -224.617 0.161 Dead+Wind 150 deg-Service 14.692 1.705 2.961 223.581 -128.412 0.188 Dead+Wind 180 deg-Service 14.692 -0.021 3.431 259.309 2.276 0.165 Dead+Wind 210 deg-Service 14.692 -1.742 2.982 225.574 132.431 0.097 Dead+Wind 240 deg-Service 14.692 -2.996 1.734 131.415 227.176 0.004 Dead+Wind 270 deg-Service 14.692 -3.448 0.021 2.063 261.126 -0.090 Dead+Wind 300 deg-Service 14.692 -2.975 -1.697 -127.823 225.183 -0.160 Dead+Wind 330 deg-Service 14.692 -1.705 -2 961 -223.441 128.978 -0.188 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 0.000 -14.692 0.000 0.000 14.692 0.000 0.000% 2 0.091 -17.631 -14.571 -0.091 17.631 14.571 0.000% 3 0.091 -13.223 -14.571 -0.091 13.223 14.571 0.000% 4 7.400 -17.631 -12.664 -7.400 17.631 12.664 0.000% 5 7.400 -13.223 -12.664 -7.400 13.223 12.664 0.000% 6 12.726 -17.631 -7.364 -12.726 17.631 7.364 0.000% 7 12.726 -13.223 -7.364 -12.726 13.223 7.364 0.000% 8 14.643 -17.631 -0.091 -14.643 17.631 0.091 0.000% 9 14.643 -13.223 -0.091 -14.643 13.223 0.091 0.000% 10 12.636 -17.631 7.207 -12.636 17.631 -7.207 0.000% 11 12.636 -13.223 7.207 -12.636 13.223 -7.207 0.000% 12 7.243 -17.631 12.574 -7.243 17.631 -12.574 0.000% 13 7.243 -13.223 12.574 -7.243 13.223 -12.574 0.000% 14 -0.091 -17.631 14.571 0.091 17.631 -14.571 0.000% 15 -0.091 -13.223 14.571 0.091 13.223 -14.571 0.000% 16 -7.400 -17.631 12.664 7.400 17.631 -12.664 0.000% 17 -7.400 -13.223 12.664 7.400 13.223 -12.664 0.000% 18 -12.726 -17.631 7.364 12.726 17.631 -7.364 0.000% 19 -12.726 -13.223 7.364 12.726 13.223 -7.364 0.000% • _ 0.091 14.643 17.631 -0.091 0.000%. 21 -14.643 -13.223 0.091 14.643 13.223 -0.091 0.000% 22 -12.636 -17.631 -7.207 12.636 17.631 7.207 0.000% 23 -12.636 -13.223 -7.207 12.636 13.223 7.207 0.000% 24 -7.243 -17.631 -12.574 7.243 17.631 12.574 0.000% 25 -7.243 -13.223 -12.574 7.243 13.223 12.574 0.000% 26 0.000 -35.663 0.000 0.000 35.663 0.000 0.000% 27 0.004 -35.663 -1.594 -0.004 35.663 1.594 0.000% • 28 0.802 -35.663 -1.383 -0.802 35.663 1.383 0.000% 29 1.385 -35.663 -0.801 -1.385 35.663 0.801 0.000% 30 1.597 -35.663 -0.004 -1.597 35.663 0.004 0.000% 31 1.380 -35.663 0.793 -1.380 35.663 -0.793 0.000% 32 0.794 -35.663 1.378 -0.794 35.663 -1.378 0.000% 33 -0.004 -35.663 1.594 0.004 35.663 -1.594 0.000% 34 -0.802 -35.663 1.383 0.802 35.663 -1.383 0.000% 35 -1.385 -35.663 0.801 1.385 35.663 -0.801 0.000% Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 12 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Rakshak FAX:(918)295-0265 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 36 -1.597 -35.663 0.004 1.597 35.663 -0.004 0.000% 37 -1.380 -35.663 -0.793 1.380 35.663 0.793 0.000% 38 -0.794 -35.663 -1.378 0.794 35.663 1.378 0.000% 39 0.021 -14.692 -3.431 -0.021 14.692 3.431 0.000% 40 1.742 -14.692 -2.982 -1.742 14.692 2.982 0.000% 41 2.996 -14.692 -1.734 -2.996 14.692 1.734 0.000% 42 3.448 -14.692 -0.021 -3.448 14.692 0.021 0.000% 43 2.975 -14.692 1.697 -2.975 14.692 -1.697 0.000% 44 1.705 -14.692 2.961 -1.705 14.692 -2.961 0.000% 45 -0.021 -14.692 3.431 0.021 14.692 -3.431 0.000% 46 -1.742 -14.692 2.982 1.742 14.692 -2.982 0.000% I 47 -2.996 -14.692 1.734 2.996 14.692 -1.734 0.000% 48 -3.448 -14.692 0.021 3.448 14.692 -0.021 0.000% 49 -2.975 -14.692 -1.697 2.975 14.692 1.697 0.000% 50 -1.705 -14.692 -2.961 1.705 14.692 2.961 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 5 0.00000001 0.00009677 3 Yes 5 0.00000001 0.00004572 4 Yes 6 0.00000001 0.00010895 5 Yes 5 0.00000001 0.00090010 6 Yes 6 0.00000001 0.00011150 7 Yes 5 0.00000001 0.00092133 8 Yes 4 0.00000001 0.00085001 9 Yes 4 0.00000001 0.00046003 10 Yes 6 0.00000001 0.00011201 11 Yes 5 0.00000001 0.00092793 12 Yes 6 0.00000001 0.00010321 13 Yes 5 0.00000001 0.00085297 14 Yes 5 0.00000001 0.00017715 15 Yes 5 0.00000001 0.00008224 16 Yes 6 0.00000001 0.00011393 17 Yes 5 0.00000001 -- 0.00094194 18 Yes 6 0.00000001 0.00011158 19 Yes 5 0.00000001 0.00092159 20 Yes 5 0.00000001 0.00011608 21 Yes 5 0.00000001 0.00005381 22 Yes 6 0.00000001 0.00010404 23 Yes 5 0.00000001 0.00085931 24 Yes 6 0.00000001 0.00011268 25 Yes 5 0.00000001 0.00093361 26 Yes 4 0.00000001 0.00003899 27 Yes 5 0.00000001 0.00024451 28 Yes 5 0.00000001 0.00025977 29 Yes 5 0.00000001 0.00025892 30 Yes 5 0.00000001 0.00023887 31 Yes 5 0.00000001 0.00025729 - 32 Yes 5 0.00000001 0.00025735 33 Yes 5 0.00000001 0.00024401 34 Yes 5 0.00000001 0.00026848 35 Yes 5 0.00000001 0.00026955 36 Yes 5 0.00000001 0.00024994 Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 13 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX(918)295-0265 Rakshak 37 Yes 5 0.00000001 0.00026779 38 Yes 5 0.00000001 0.00026759 39 Yes 4 0.00000001 0.00016074 40 Yes 4 0.00000001 0.00061433 41 Yes 4 0.00000001 0.00065617 42 Yes 4 0.00000001 0.00009486 43 Yes 4 0.00000001 0.00071347 44 Yes 4 0.00000001 0.00055994 45 Yes 4 0.00000001 0.00018209 46 Yes 4 0.00000001 0.00070936 47 Yes 4 0.00000001 0.00066079 48 Yes 4 0.00000001 0.00011463 49 Yes 4 0.00000001 0.00056992 50 Yes 4 0.00000001 0.00073095 Maximum Tower Deflections - Service Wind Section Elevation�..mma. e..m.._ Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 100-72.75 14.375 47 1.119 0.003 L2 76-36 8.901 47 1.023 0.002 L3 40-0 2.619 47 0.588 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 101.000 Top Hat 47 14.375 1.119 0.003 38629 99.000 APXVSPP18-C-A20 w/Mount Pipe 47 14.141 1.117 0.003 38629 96.000 Miscellaneous[NA 509-3] 47 13.440 1.109 0.003 38629 87.000 (2)TME-FXFB 47 11.355 1.081 0.003 14857 86.000 (2)TMBXX-6516-A2M w/Mount 47 11.127 1.078 0.003 13796 Pipe Maximum Tower Deflections - Design Wind Section Elevation _ Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Ll 100-72.75 61.399 18 4.787 0.014 L2 76-36 38.033 18 4.374 0.008 L3 40-0 11.191 18 2.515 0.003 Critical Deflections and Radius of Curvature - Design Wind Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 14 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Rakshak FAX:(918)295-0265 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 101.000 Top Hat 18 61.399 4.787 0.014 9187 99.000 APXVSPP18-C-A20 w/Mount Pipe 18 60.401 4.776 0.014 9187 96.000 Miscellaneous[NA 509-3] 18 57.407 4.744 0.013 9187 87.000 (2)TME-FXFB 18 48.510 4.626 0.011 3532 86.000 (2)TMBXX-6516-A2M w/Mount 18 47.535 4.609 0.011 3280 Pipe Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P. 4)P, Ratio No. P. ft ft ft in' K K gyp,, L1 100-72.75(1) TP26.088x22x0.188 27.250 0.000 0.0 15.124 -8.480 884.747 0.010 L2 72.75-36(2) TP31.227x25.225x0.219 40.000 0.000 0.0 21.113 -12.060 1235.090 0.010 L3 36-0(3) TP36.19x30.189x0.25 40.000 0.000 0.0 28.518 -17.614 1668.330 0.011 Pole Bending Design Data Section Elevation Size M. 011. Ratio M,,, +M,, Ratio No. M M,, ft tap ft kip ft $M lap-ft kip ft 4,MY L1 100-72.75(1) TP26.088x22x0.188 164.682 527.837 0.312 0.000 527.837 0.000 L2 72.75-36(2) TP31.227x25.225x0.219 573.558 873.300 0.657 0.000 873.300 0.000 L3 36-0(3) TP36.19x30.189x0.25 1121.100 1375.883 0.815 0.000 1375.883 0.000 Pole Shear Design Data Section Elevation Size Actual 4iV Ratio Actual 4)T Ratio No. V. V. T T ft K K 4>V 1913-ft kip ft 4)T L1 100-72.75(1) TP26.088x22x0.188 10.136 265.424 0.038 0.019 590.711 0.000 L2 72.75-36(2) TP31.227x25.225x0.219 12.536 370.528 0.034 0.019 986.708 0.000 L3 36-0(3) TP36.19x30.189x0.25 14.723 500.498 0.029 0.019 1575.292 0.000 Pole Interaction Design Data Job Page tnxTower 78702.004.01 - BARROWS RD, OR (BU#879602) 15 of 15 B+T Group Project Date 1717 S.Boulder,Suite 300 17:07:09 05/03/19 Tulsa,OK 74119 Client Designed by - Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Rakshak Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M MY V T Stress Stress ft 4P„ (I)M„,„ +M y 4V (PT Ratio Ratio LI 100-72.75(1) 0.010 0.312 0.000 0.038 0.000 0.323 1.050 482 V V '/ L2 72.75-36(2) 0.010 0.657 0.000 0.034 0.000 0.668 1.050 482 Y V L3 36-0(3) 0.011 0.815 0.000 0.029 0.000 0.826 1.050 482 V V Section Capacity Table Section Elevation Component Size Critical P 0Pallo„, % Pass No. ft Type Element K K Capacity Fail L1 100-72.75 Pole TP26.088x22x0.188 1 -8.480 928.984 30.8 Pass L2 72.75-36 Pole TP31.227x25.225x0.219 2 -12.060 1296.844 63.6 Pass L3 36-0 Pole TP36.19x30.189x0.25 3 -17.614 1751.746 78.7 Pass Summary Pole(L3) 78.7 Pass RATING= 78.7 Pass Program Version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING --_ —\\ / \ CLIMBING PEGS / /�� `\ \ (OTHER CONSIDERED EQUIPMENT) / (3) 1-1/4"TO 99 FT LEVEL , / \ \ / \ l / 0 \\ \ I I 03 0, I I (OTHER CONSIDERED EQUIPMENT) 1 02 1 E. (1) 5/16" GROUND TO 75 FT LEVEL 1. \ \ / / \ \ / \ / / (FINAL CONFIGURATION EQUIPMENT) \ i / (1) 5/8"TO 86 FT LEVEL \ =_' / (18) 7//a" TO E6 FT LEEi VEL \ ./0 B „ SI \ ESS U \ IT: 879602 APPENDIX C ADDITIONAL CALCULATIONS • Monopole Base Plate Connectionl�� CROWN `�.J : CASTLE Site Info BU# 879602 Site Name BARROWS RD,OR Order# 485007;Rev.0 Analysis Considerations TIA-222 Revision H Grout Considered: No I,(in) 1.125 Applied Loads Moment(kip-ft) 1121.10 Axial Force(kips) 17.61 Shear Force(kips) 14.72 *7IA-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"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 42"BC Pu_c=162.17 4Pn_c=243.75 Stress Rating Anchor Spacing:6in Vu=1.84 4 Vn=73.13 63.4% Mu=n/a 4Mn=n/a Pass Base Plate Data 41"OD x 2.25"Plate(A572-55;Fy=55 ksi,Fu=70 ksi) Base Plate Summary Max Stress(ksi): 31.31 (Flexural) Stiffener Data Allowable Stress(ksi): 49.5 N/A Stress Rating: 60.2% Pass Pole Data 36.19"x 0.25"18-sided pole(A607-65;Fy=65 ksi,Fu=80 ksi) CClplate-version 3.6.0 Analysis Date:5/3/2019 Drilled Pier Foundation ( CROWN BU#: 879602 CASTLE Site Name: BARROWS RD,OR Order Number: 485007;Rev.0 TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Capacity Compression Uplift A..I TIA-222-H Section 15.5: 0 Comp. Uplift D,,,(,(ft from TOC) 5.33 - N/A MOM Moment(kip-ft) 1121 Soil Safety Factor 3.44 - Axial Force(kips) 18 Max Moment(kip-ft) 1183.43 - Shear Force(kips) 15 Rating* 36.9% - Soil Vertical Capacity Compression Uplift Material Properties Skin Friction(kips) 241.75 - Concrete Strength,f'c: 3 ksi End Bearing(kips) 318.09 - Rebar Stren•th,F : 60 ksi Weight of Concrete(kips) 106.88 - Total Capacity(kips) 559.83 - Pier Design Data Axial(kips) 124.88 - Depth 20.5 ft Rating* 21.2% - Ext.Above Grade 0.5 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 5.17 - From 0.5'above grade to 20.5'below grade Critical Moment(kip-ft) 1183.33 - Pier Diameter 6 ft Critical Moment Capacity 3314.83 - Rebar Quantity 16 Rating* 34.0% - Rebar Size 11 Clear Cover to Ties 4 in Soil Interaction Rating* 36.9% _ Tie Size 4 Structural Foundation Rating* 34.0% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Death n/a ft #of La ers 4 Angle of Calculated Calculated Ultimate Skin Ult.Gross Ultimate Skin Top Bottom Thickness Y.on y,on„.,. Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow LayerFriction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf) 1 0 2 2 100 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 2 2 8 6 100 150 0 30 0.000 0.000 0.60 0.60 Cohesionless 3 8 18 10 100 150 0 32 0.000 0.000 0.90 0.90 Cohesionless 4 18 20.5 2.5 100 150 0 32 0.000 0.000 1.80 1.80 15 Cohesionless Version 2.1.1 , . . ' . . Seismic Design Category Date: 5/3/2019 Site BU : 879602 CROWN Site Name : BARROWS RD CASTLE App: 485007 Rev. 0 Site Information Site Latitude = 45.0 ° 25.0 34.6 Site Longitude = -122.0 ° 50.0 53.9 Site Class = D -Stiff Soil Spectral Response Acceleration Short Periods, Ss= 0.956 Spectral Response Acceleration 1 s Period, Si = 0.424 Seismic Category Determination Site Class Amplification, Fa= 1.12 Site Class Amplification, Fv= 1.58 1-S Period Response Acceleration Parameter, SDI= 0.45 Short Period response Acelleration Parameter,SDs = 0.71 Seismic Category Based on SDI.= D Seismic Category Based on SDs= D • D ASCE. ASCE 7 Hazards Report AMERICAN SOCIETY OF CML ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 313.14 ft (NAVD 88) No Address at This Risk Category: II Latitude: 45.426281 - Location Soil Class: D Stiff Soil • Longitude: -122.848292 .�.. V'"(.�14-x- �` �1 ‘'.......-...-,'S' � `�" - r 1 �� '','":1':;,.,` !,'..41i. 45P ! fi �jf '�� 444 R000to I, 8 lir f syY � /r II dIst:ora _,,,11 f f i^. rtland ..... IY ,Pr ,, J n !HIL `� � P \t L �; q 50` // �/ I f -SIR !'I - - - _Along ''` r . - � fifes ` , f✓/ r Ji e n ill i. 6!;"........„...,..."-t.,...- 4.0., ° ° �� _111110:10.4 .tc n G� _ Lak,c�.. r ;. _,. -'-'—"--- 1.31*---''. -�.,,t "„r `� po 1R,—_ iSAA ,yam' • V i.irG l tf�19Qe,'rV iJ 1.'r 4 - M TuLLlin At ` j O" ft t._._..fii �L. / "/ 1 , A 7 p -1,-.4'-''''''Ti......,'',,,,... 4i "rd i //.. ; i _4'4°h.k..,;.,.: ril ,1 � � .o.,,,,,,— — 3 �� ?H:LLSCFO4'NLEE 'tl4 nta J op R(E7 Tfk4VNTA N b.W •: !` ��,��`',; wt4Laaacrre VALLEY 4 -_`. _.n M -MUM" sv " - = • N. Wind Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Fri May 03 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI =700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.online/ Page 1 of 3 Fri May 03 2019 ASCE. AMERICAN SOCIETY OF CML ENGINEERS Seismic • Site Soil Class: D-Stiff Soil Results: SS : 0.956 SDS : 0.712 S1 : 0.424 Sp, : 0.446 Fa : 1.118 TL : 16 F, : 1.576 PGA : 0.421 SMS : 1.069 PGA M : 0.454 SM, : 0.669 FPGA : 1.079 le : 1 Seismic Design Category D 1.2 MCER Response Spectrum 0.8 Design Response Spectrum 1.0 °110.7 ilic * Os ' 0.6 • .5 is 0.6 a_a 0.4 , 0.3o 0.2 02 01 € 0 2 4 Sa(g)vs T(s) 10 12 14 16 18 0 2 4 Sa(g,}vs TPs) 10 12 14 16 18 Data Accessed: Fri May 03 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Fri May 03 2019 ASCE AMERICAN SOCIETY Of CML ENGINEERS Ice Results: Ice Thickness: 1.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Fri May 03 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. 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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 Fri May 03 2019 ( CROWN BU: 879602 Structure: A 1 CASTLE WO: 1735475 Order: 485007 Rev: 0 • Location Decimal Degrees Deg Min Sec Lat: 45.426278 ® 45 25 34.60 Long: -122.848306 0 122 50 53.90 Code and Site Parameters Seismic Design Code: TIA-222-H* Site Soil: D Dense Soil/Soft Rock Risk Category: II USGS Seismic Reference Ss: 0.9560 g S1: 0.4240 g TL: 16 s Seismic Design Category Determination Importance Factor,l : 1 Acceleration-based site coefficient,Fa: 1.1176 Velocity-based site coefficient,Fv: 1.5760 Design spectral response acceleration short period,SDs: 0.7123 g Design spectral response acceleration 1 s period,S01: 0.4455 g Seismic Design Category Based on SDs: D Seismic Design Category Based on SD1: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: D *Using ASCE 7-10 Seismic Parameters CCISeismic 3.2.3 Page 1 Analysis Date: 5/3/2019 CROWN BU: WO: 879602 1735475 Structure: A ,„• CASTLE Order: 485007 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 100 ft Effective Seismic Weight,W: 14.69 kips Amplification Factor,A5: 1.0 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,Wu: 6.42563 kips W1: 8,266546179 kips E: 29000.0 ksi g: 386.088 in/s2 a Average Moment of Inertia,laug: 2337.787836 in Fa: 0.370698976 hz Approximate Fundamental Period Monopole,Ta: 2.6976 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.4749 2.7.7.1.1 Seismic Response Coefficient Max 1,Cama. 0.1101 2.7.7.1.1 Seismic Response Coefficient Max 2,Csmax N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,Csmin 0.0313 2.7.7.1.1 Seismic Response Coefficient Min 2,Csmin N/A 2.7.7.1.1 • Controlling Seismic Response Coefficient,Cs, 0.1101 Seismic Base Shear,V 1.618 kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 2.7.7.1.2 Sum of w;hik 78647.96 2.7.7.1.2 CCISeismic 3.2.3 Page 2 Analysis Date: 5/3/2019 Tower Section Loads Section Section Length Top Height Mid Height,h„ w,h,k C,,, F, F,,, Number Weight,w, h ®® 100.00 IMEMIIIIMMOMEMEM 0.0388 0.0627 0.0468 - 1-2 10.00 r k. 87.75 0.4789 3687.70 0.0469 �0.0758 :EM • ® 10.00 ® 0.5093 sa:iti# ,k ® 10.00 MC= 71.00 0.6085 3067.49 0.0390 0.0631 MEM • ® 10.00 11.33=1111=110.6440 1116r 0.0305 0.0493 0.0917 • =IIMMTEMIIMEIMMIEECM0.6794 ME= 0.0225 Mar= 0.0968 11110111 10.00 46.00 41.00 MEM 1201.66 MB= 0.0247 MEM 3-1 10.00 40.00 35.00 MEM 1015.06 0.0129 0.0209 0.1180 ® 10.00 30.00. k sMIZECIII 0.0069 IlliniallEMMIE 3-3 10.00 20.00 MN= 0.9096 204.67 0.0026 0.0042 0.1296 IllinM® 10.00111[0.11.1=1.11111M111�4 0.0003 0.0005 MIME Sum 3'n,'.. :.�1"£I..:,t; • CCISeismic 3.2.3 Page 3 Analysis Date: 5/3/2019 Discrete Loads Name 11„ wx w„hxk C.. IF,,), Fx„ miscl Top Hat 101.00 00810 826.28 0.0105 0.0170 0.0115 rfs celwave APXV5PP18-C-420 w/Mount Pipe 99.00 0.0876 858.47 0.0109 0.0177 0.0125 rfs celwave APXVSPPS8-C-A20 4 Mount Pipe 99.00 0.0876 858.47 0.0109 0.0177 0.0125 rfs celwave APXVERR18-C w/Mount Pipe 99.00 0.0760 744.88 0.0095 0.0153 0.0108 kmw communications ET-X-WM-18-65-8P 4 Mount Pipe 99.00 0.0586 574.73 0.0073 0.0118 0.0084 kmw communications ET-X-WM-18-65-8P w/Mount Pipe 99.00 0.0586 574.73 0.0073 0.0118 0.0084 • kmw communications ET-X-WM-18-65-8P 4 Mount Pipe 99.00 0.0586 574.73 0.0073 0.0118 0.0084 samsung telecommunications RRH-P4 99.00 0.0600 588.06 0.0075 0.0121 0.0085 samsung telecommunications RRH-P4 99.00 0.0600 588.06 , 0.0075 0.0121 0.0085 samsung telecommunications RRH-P4 99.00 0.0600 588.06 0.0075 0,0121 0.0085 samsung telecommunications RRH-C2A W/EXT FILTER 99.00 0.0550 539.06 0.0069 0.0111 0.0078 samsung telecommunications RRH-C2A W/EXT FILTER 99.00 0.0550 539.06 0.0069 0.0111 0.0078 samsung telecommunications RRH-C2A W/EXT FILTER 99.00 0.0550 539.06 0.0069 0.0111 0.0078 samsung telecommunications POWER JUNCTION CYLINDER 99.00 0.0030 29,40 0.0004 0.0006 0.0004 samsung telecommunications POWER JUNCTION CYLINDER 99.00 0.0030 29.40 0.0004 0.0006 0.0004 samsung telecommunications POWER JUNCTION CYLINDER 99.00 0.0030 29.40 0.0004 0.0006 0.0004 samsung telecommunications 2.5GHz RRH-V3 99.00 00600 588.06 0.0075 0.0121 0.0085 samsung telecommunications 2.5GHz RRH-V3 99.00 0.0600 588.06 0.0075 0.0121 0.0085 samsung telecommunications 2.5GHz RRH-V3 99.00 0.0600 588.06 0.0075 0.0121 0.0085 (2)tower mounts 6'x 2"Mount Pipe 99.00 0.0440 431.24 0.0055 0.0089 0.0063 (2)tower mounts 6'x 2"Mount Pipe 99.00 0.0440 431.24 0.0055 0.0089 0.0063 (2)tower mounts 6'x 2"Mount Pipe 99.00 0.0440 431.24 0.0055 0.0089 0.0063 tower mounts Miscellaneous[NA 509-3] 96.00 0.2750 2534.40 0.0322 0.0521 0.0392 tower mounts Miscellaneous[NA 510-1] 99.00 0.2557 2506.12 0.0319 0.0515 0.0364 tower mounts Platform Mount[LP 1201-1] 99.00 2.1000 20582.10 0.2617 0,4233 0.2992 (2)nokia TME-FXFB 87.00 0.1100 832.59 0.0106 0.0171 0.0157 tower mounts 6'x 2"Mount Pipe 87.00 0.0220 166.52 0.0021 0.0034 0,0031 tower mounts 6'x 2"Mount Pipe 87.00 0.0220 166.52 0.0021 0.0034 0.0031 tower mounts Side Arm Mount[SO 104-3] 87.00 0.2870 2172.30 0.0276 0.0447 0.0409 (2)andrew TMBXX-6516-A2M pal Mount Pipe 86.00 0.1080 798.77 0.0102 0.0164 0.0154 (2)andrew TMBXX-6516-A2M 4 Mount Pipe 8600 0.1080 798,77 0.0102 0.0164 0.0154 (2)andrew TMBXX-6516-A2M 4 Mount Pipe 86.00 0.1080 798.77 0.0102 0.0164 0.0154 commscope FFHH-65C-R3 w/Mount Pipe 86.00 0.1605 1187.13 0.0151 0.0244 0,0229 commscope FEHH-65C-R3 wMount Pipe 86.00 0.1605 1187.13 0.0151 0.0244 0.0229 commscope FEHH-65C-R3 w/Mount Pipe 86.00 0.1605 1187.13 0.0151 0.0244 0.0229 commscope HCS 2.0 Part 1 86.00 0.0240 177.50 0.0023 0.0037 0.0034 nokia AHFIG 86.00 0.0790 584.28 0.0074 0.0120 0.0113 nokia AHFIG 86.00 0.0790 584.28 0.0074 0.0120 0.0113 nokia AHFIG 86.00 0.0790 584.28 0.0074 0.0120 0.0113 nokia AHLOA 86.00 0.0840 621.26 0.0079 0.0128 0.0120 nokia AHLOA 86.00 0.0840 621.26 , 0.0079 0.0128 0.0120 nokia AH LOA 86.00 0.0840 621.26 0.0079 0.0128 0.0120 tower mounts 5'x 2"Pipe Mount 86.00 0.0290 214.48 0.0027 0.0044 0.0041 tower mounts 5'x 2"Pipe Mount 86.00 0.0290 214.48 0.0027 0.0044 0.0041 • tower mounts 5'x 2"Pipe Mount 86.00 0.0290 214.48 0.0027 0.0044 0.0041 tower mounts T-Arm Mount[TA 602-31 86.00 0.7743 5726.72 0.0728 0.1178 0.1103 Sum 6.4256 56622,32 • CCISeismic 3.2.3 Page 4 Analysis Date: 5/3/2019 Linear Loath Name Start Height End Height h, w„ w,h,` C„, F,, F,,, (3)andrew LDF6-504(1-1/4)From 0 to 99 90,00 99.00 94.50 0.0162 144.67 0.0018 0.0030 0.0023 (3)andrew LDF6-50A(1-1/4)From 0 to 99 80.00 90.00 85.00 0.0180 130.05 0.0017 0.0027 0.0026 (3)andrew LDF6-50.4(1-1/4)From 0 to 99 70.00 80.00 75.00 0.0180 101.25 0.0013 0.0021 0.0026 (3)andrew LDF6-50A(1-1/4)From 0 to 99 60.00 70.00 65.00 0.0180 76.05 0.0010 0.0016 0.0026 (3)andrew LDF6-50A(1-1/4)From 0 to 99 50.00 60.00 55.00 0.0180 54.45 0.0007 0.0011 0.0026 (3)andrew LDF6-50A(1-1/4)From 0 to 99 40.00 50.00 45.00 0.0180 36.45 0.0005 0.0007 0.0026 • (3)andrew LDF6-50A(1-1/4)From 0 to 99 30.00 40.00 35.00 0.0180 22.05 0.0003 0.0005 0.0026 (3)andrew LDF6-50411-1/4)From 0 to 99 20.00 30.00 25.00 0.0180 11.25 0.0001 0.0002 0.0026 (3)andrew LDF6-50A(1-1/4)From 0 to 99 10.00 20.00 15.00 0.0180 4.05 0.0001 0.0001 0.0026 (3)andrew LDF6-50.4(1-1/4)From 0 to 99 0.00 10.00 5.00 0.0180 0.45 0.0000 0.0000 0.0026 (18)andrew LDF5-50A(7/8)From 0 to 86 80.00 86.00 83.00 0.0356 245.52 0.0031 0.0050 0.0051 (18)andrew LDF5-50A(7/8)From 0 to 86 70,00 80.00 75.00 0.0594 334.13 0.0042 0.0069 0.0085 (18)andrew LDF5-50A(7/8)From 0 to 86 60.00 70.00 65.00 0,0594 250.97 0.0032 0,0052 0.0085 (18)andrew LDF5-50A(7/8)From 0 to 86 50.00 60.00 55.00 0.0594 179.69 0.0023 0.0037 0.0085 (18)andrew LDF5-50A)7/8)From 0 to 86 40.00 50.00 45.00 0.0594 120,29 0.0015 0.0025 0.0085 (18)andrew LDF5-50A(7/8)From 0 to 86 30.00 40.00 35.00 0.0594 72.77 0.0009 0.0015 0.0085 (18)andrew LDF5-50A(7/8)From 0 to 86 20.00 30.00 25.00 0.0594 37.13 0.0005 0.0008 0.0085 (18)andrew LDF5-504(7/8)From 0 to 86 10.00 20.00 15.00 0.0594 13.37 0.0002 0.0003 0.0085 (18)andrew LDF5-50A(7/8)From 0 to 84 0.00 10.00 5.00 0.0594 1.49 0.0000 0.0000 0.0085 nokia HCS 2.0 Part 2(5/8)From 0 to 86 80.00 86.00 83.00 0.0020 14.05 0.0002 0.0003 0.0003 nokia HCS 2.0 Part 2(5/8)From 0 to 86 70.00 80,00 75.00 0.0034 19.13 0.0002 0.0004 0.0005 nokia HCS 2.0 Part 2(5/8)From 0 to 86 60.00 70.00 65.00 0.0034 14.37 0.0002 0.0003 0,0005 nokia HCS 2.0 Part 2(5/8)From 0 to 86 50.00 60.00 55.00 0.0034 10.29 0.0001 0.0002 0.0005 nokia HCS 2.0 Part 2(5/8)From 0 to 86 40.00 50.00 45.00 0.0034 6.89 0.0001 0.0001 0.0005 nokia HCS 2.0 Part 2(5/8)From 0 to 86 30.00 40.00 35.00 0.0034 4.17 0.0001 0.0001 0,0005 nokia HCS 2.0 Part 2(5/8)From 0 to 86 20.00 30.00 25.00 0.0034 2.13 0.0000 0.0000 0.0005 nokia HCS 2.0 Part 2(5/8)From 0 to 86 10.00 20.00 15.00 0.0034 0.77 0.0000 0.0000 0.0005 nokia HCS 2.0 Part 2(5/8)From 0 to 86 0.00 10,00 5.00 0,0034 0.09 0.0000 0.0000 0.0005 andrew ATC13-801-001(5/161 From 0 to 75 70.00 75.00 72.50 0.0004 1.97 0.0000 0.0000 0.0001 andrew ATC8-801-001(5/16")From 0 to 75 60.00 70.00 65.00 0.0008 3.17 0.0000 0.0001 0.0001 andrew ATC8-801-001(5/16")From 0 to 75 50.00 60,00 55.00 0.0008 2.27 0.0000 0.0000 0.0001 andrew ATC8-801-001(5/16")From 0 to 75 40.00 50.00 45.00 0.0008 1.52 0.0000 0.0000 0.0001 andrew ATC8-801-001(5/16")From 0 to 75 30,00 40.00 35.00. 0.0008 0,92 0,0000 0.0000 0.0001 andrew ATCB-B01-001(5/16")From 0 to 75 20.00 30.00 _ 25.00 0.0008 0.47 0.0000 0.0000 0.0001 andrew ATCB-801-001(5/161 From 0 to 75 10.00 20.00 15,00 0.0008 0.17 0.0000 0.0000 0.0001 andrew ATC5-801-001(5/16")From 0 to 75 0.00 10,00 5,00 0.0008 0.02 0.0000 0.0000 0.0001 mind Safety Line 3/8 From 0 to 100 90.00 100.00 95.00 0.0022 19.86 0.0003 0.0004 0,0003 miscl Safety Line 3/8 From 0 to 100 80.00 90.00 85.00 0.0022 15,90 0.0002 0.0003 0.0003 mind Safety Line 3/8 From 0 to 100 70.00 80.00 75.00 0.0022 12.38 0.0002 0.0003 0.0003 miscl Safety Line 3/8 From 0 to 100 60.00 70.00 65.00 0.0022 9.30 0.0001 0.0002 0.0003 misci Safety Line 3/8 From 0 to 100 50.00 60.00 55,00 0.0022 6.66 0.0001 0.0001 0.0003 mind Safety Line 3/8 From 0 to 100 40.00 50.00 45.00 0.0022 4.46 0.0001 0.0001 0.0003 miscl Safety Line 3/8 From 0 to 100 30.00 40.00 35,00 0.0022 2.70 0.0000 0.0001 0.0003 miscl Safety Line 3/8 From 0 to 100 20.00 30.00 25.00 0.0022 1.38 0,0010 0.0000 0.0003 mind Safety Line 3/8 From 0 to 100 10.00 20.00 15.00 0.0022 0.50 0.0000 0.0000 0.0003 miscl Safety Line 3/8 From 0 to 100 0.00 10.00 5.00 0.0022 0.06 0.0000 0.0000 0.0003 Sum 0.7459 1991.55 • CCISeismic 3.2.3 Page 5 Analysis Date: 5/3/2019 100.05 ---i MATERIAL STRENGTH GRADE Fy Fu 1 GRADE Fy Fu A607-65 65 ksi 80 ksi 1 TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. N o 8 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. • N N N 4. Tower is also designed for a 30 mph basic wind with 2.00 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 0.000 ft 8. TIA-222-H Annex S 9. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 / 10. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H 11. TOWER RATING:78.7% 72.80 0 0 N ? N N N N N C N N1 ,'2 `Ii 0 / 36.0 e ALL REACTIONS ARE FACTORED AXIAL 20 K 54 SHEAR MOMENT 2 K ( J 150 kip-ft TORQUE 0 kip-ft SEISMIC 0 0 AXIAL 0. v . o 36 K SHEAR > MOMENT 2 K 130 kip-ft TORQUE 0 kip-ft 30 mph WIND-2.000 in ICE . AXIAL 18K SHEAR MOMENT 15 K 1121 kip-ft 0.0 ft in TORQUE 1 kip-ft REACTIONS-120 mph WIND _ - Y • aF E u xo 0 a o m - ( - mP .- .- co J Z n 1- 0 3 s c r B+T Group Job 78702.004.01-BARROWS RD, OR(BU#87960; 1717 S. Boulder, Suite 300 Project Client: Crown Castle Drawn by:Rakshak Appd. s+T Tulsa, OK 74119 Code: Phone:(918)587-4630 TIA-222-H Date:05/03/19 Scale: NTS FAX:(918)295-0265 Path:.-..___., ,, -.,.—- , - ..m.,..,4„��.,.�.»,.....o..�.cw9 No.E-1