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AUP2-0/(( /0, 53- aw &S T-1/k_ RE .OiVcD �_. Date: January 05, 2016JAcOBS. FEB 9 2016 Cathy Garziano CM( CV .Y. 4,;. Jacobs Engineering Group. Inc. I �f,_ rb� � Crown Castle 5449 Bells Ferry Road 2055 S. Stearman Drive `J '``'" ' " Acworth, GA 30102 Chandler, AZ 85286 (770) 701-2500 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PT87 Carrier Site Name: Tigard Crown Castle Designation: Crown Castle BU Number: 874135 Crown Castle Site Name: West Portland Crown Castle JDE Job Number: 360856 Crown Castle Work Order Number: 1171608 Crown Castle Application Number: 320182 Rev. 2 Engineering Firm Designation: Jacobs Engineering Group, Inc. Project Number: 1171608 Site Data: 10955 SW 65TH AVE,TIGARD,Washington County, OR Latitude 45°26'29.4'; Longitude -122°44'38.3" 94 Foot-Monopole Tower Dear Cathy Garziano, Jacobs Engineering Group, Inc. is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work'and the terms of Crown Castle Purchase Order Number 858904, in accordance with application 320182, revision 2. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved+ Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code (OSSC) (2012 International Building Code) based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Jacobs Engineering Group, Inc. appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: 1.4 ���4�D +fRE FEssio Reviewed by: • 419PE\�� Matthew Lee, E.I. rj, �P GD �` 1 (3„ Walter M. Prather, P.E. Tower Structural Engineer F��q T ,S Q�� Vice President of Engineering tnxTower Report-version 6.1.4.1 EXPIRES:Dec.31.2016 January 05,2016 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1171608,Application 320182, Revision 2 Page 2 TABLE OF CONTENTS 4 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved Antenna and Cable Information Table 3- Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4- Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5-Section Capacity (Summary) Table 6-Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 January 05,2016 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1171608,Application 320182, Revision 2 Page 3 1)INTRODUCTION This tower is a 94-ft Monopole tower designed by SABRE COMMUNICATIONS CORPORATION in April of 2001. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1.25 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 Alcatel Lucent B25 RRH4x30-4R 3 Alcatel Lucent RRH2x40-700AT 99.0 3 Alcatel Lucent RRH4X25-WCS 2 Powerwave LGP21401 94.0 Technologies 2 3/4 3 Kathrein 800 10866 w/Mount Pipe 1 3/8 800 10892V01K 94.0 3 Kathrein w/Mount Pipe 3 Powerwave LGP21401 Technologies Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 2 Kathrein 860 10025 99.0 1 Powerwave LGP21401 Technologies 1 Raycap DC6-48-60-18-8F 6 7/8 1 1 Kathrein 742-264 w/Mount Pipe 1 3/8 1 Kathrein 800 10121 w/Mount Pipe 1 Crown Mounts Platform Mount [LP 1001-1] 94.0 2 Kathrein 800 10764 w/Mount Pipe 94.0 1 Kathrein 800 10121 w/Mount Pipe 1 Kathrein 860 10025 4 1-5/8 1 KMW AM-X-CD-16-65-00T-RET 6 7/8 3 Communications w/Mount Pipe 2 3/4 2 Powerwave LGP21401 Technologies 1 Til-Tek TA-803 w/Mount Pipe tnxTower Report-version 6.1.4.1 January 05, 16 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1171608,Application 320182, Revision 2 Page 4 Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 91.0 1 Dragonwave Horizon DUO 1 Radiowaves HP2-18 1 Andrew VHLP2-26 90.0 90.0 1 Radiowaves HP2-18 3 1/2 1 Crown Mounts Side Arm Mount 6 5/16 1 [SO 101-3] 89.0 3 Kathrein 840 10057 w/Mount Pipe 3 Nextnet Wireless BTS-2500 2 Andrew ETB19G8-12UB 1 Kathrein 742-264 w/Mount Pipe 75.0 75.0 1 Kathrein 860 10025 6 7/8 3 2 Til-Tek TA-803 w/Mount Pipe 1 Crown Mounts Platform Mount[LP 601-1] 12 Commscope SBNHH-1 D65C w/Mount Pipe 12 Ericsson RRU A2 65.0 65.0 12 Ericsson RRU-12 4 1 3/32 2 4 Raycap RCMDC-3315-PF-48 I 1 I Crown Mounts (Platform Mount[LP 303-1] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Existing Equipment To Be Removed;Not Considered In This Analysis Table 3- Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Manufacturer (ft) Antennas Lines Size(in) 94.0 99.0 12 Swedcom ALP 9212 12 1 5/8 89.0 89.0 12 Swedcom ALP 9212 12 1 5/8 79.0 I 79.0 I 12 I Swedcom I ALP 9212 I 12 11 5/8 I 3) ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Redmond & Associates 1356168 CCISITES 4-TOWER FOUNDATION Sabre Communications 1354402 CCISITES DRAWINGS/DESIGN/SPECS Corporation 4-TOWER MANUFACTURER Sabre Communications 1354388 CCISITES DRAWINGS Corporation tnxTower Report-version 6.1.4.1 January 05,2016 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1171608,Application 320182, Revision 2 Page 5 3.1) Analysis Method tnxTower (version 6.1.4.1), 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) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The existing base plate grout was not considered in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error. Jacobs Engineering Group, Inc. should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Critical SF*P_allow No Elevation(ft) Component Type Size Element P(K) (K) Capacity Pass/Fail L1 94-50 Pole TP25.06x16x0.25 1 -11.60 1420.14 77.6 Pass L2 50-0 Pole TP34.875x23.8393x0.3125 2 -20.91 2479.65 95.7 Pass Summary Pole(L2) 95.7 Pass RATING= I 95.7 Pass Table 6-Tower Component Stresses vs. Capacity—LC7 Notes Component Elevation(ft) %Capacity Pass/Fail 1 Anchor Rods 0 97.1 Pass 1,2 Base Plate 0 104.6 Pass Base Foundation 1 Structural 0 95.2 Pass 1,3 Base Foundation 0 105.6 Pass Soil Interaction Structure Rating(max from all components)= 105.6%3 Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 2) A structure rating of 105%or less is within engineering tolerances and considered acceptable. 3) A foundation-soil interaction rating of 110%or less is within engineering tolerances for foundations and is considered acceptable. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. `nxTower Report-version 6.1.4.1 January 05,2016 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1171608,Application 320182, Revision 2 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE I ELEVATION L7 Bentomg Rod 1'x 5'on 5'Pole 99 Horizon x 2'DUO Pipe 94 94.0 fl '` 'I I fl , 5' con90 � 742-2647wMount Pipe 9944 840 10057 w/Mount Pipe --. 90 --- �� 800 10121 w/Mount Pipe 94 840 10057 w/Mount Pipe 190 1 ' (2)860 10025 94 840 10057 w/Mount Pipe _ 190 — t II { LGP21401 _ 94 BTS-2500 90 4,' DC6-48-60-18-8F 94 BTS-2500 90 B25 RRH4x30-4R 94 BTS-2500 90 li '' B25 RRH4x30-4R 94 Side Arm Mount[SO 101-3] 90 II B25 RRH4x30-4R 94 --___ 4o2'Antenna Mount Pipe 90 ]I I f� -RRH2x40-700AT 94 4k2"Antenna Mount Pipe 90 dIl RRH2x40-700AT -_-- 94 4')(2"Antenna Mount Pipe 90 I, ,{ RRH2x40-700AT 94 HP2-18 90 Ill'ggi RRH4X25-WCS 94 __—HP2-18 90 il 1i RRH4X25-WCS 94 VHLP2-26 90 RRH4X25-WCS 94 (4)RRU A2 65 — — -- co o 800 10866 w/Mount Pipe 94 (4)RRU A2 65 m I hi 65 800 10866 w/ Mount Pipe _ 94 (4)RRU A2 c aill c ! of j 800 10868 w/Mount Pipe 94 (4)RRU-12 65 �'' I' 80010892VOlKw/Mount Pipe 94 (4)RRU-12 65 lI �i --1 1 800 10892V01 K w/Mount Pipe 94 �(4)RRU-12 ----�— 65 ------- '. 11'j 800 10892V01 K w/Mount Pipe 94 (4)RCMDC-3315-PF-48 165 II" { (3)LGP21401 94 Platform Mount[LP 303-1] 165 (2)LGP21401 94 (4)SBNHH-1D65C w/Mount Pipe 165 # Platform Mount[LP 1001-1] 94 (4)SBNHH-1 D65C w/Mount Pipe 65 (2)6 x 2"Mount Pipe 94 (4)SBNHH-1 D65C w/Mount Pipe 165 l .i MATERIAL STRENGTH 1''II GRADE Fy 1 Fu GRADE I Fy I Fu IT A572-65 65 ksi 80 ksi li / TOWER DESIGN NOTES 50.0 ft 1. Tower is located in Washington County,Oregon. ------ -- 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. a i , 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. II 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:95.7% I m cn m i ALL REACTIONS N V3 I ARE FACTORED AXIAL 60 K SHEAR MOMENT 3 K f y 225 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.2500 in ICE 1 AXIAL 21K SHEARMOMENT 22 K] 1 1670 kip-ft 0.0 ft I c z TORQUE 1 kip-ft a — t REACTIONS-93 mph WIND u, - 0, N 3 z' g 8 g S r3 Jacobs Engineering Group,Inc. 'Ob'94-ft Monopole-West Portland JACOBS 5449 Bells Ferry Road Project'BU874135 W01116424 Acworth,GA 30102 client:Crown Castle Drawn by:LeeMH APP'd: Phone:(770)701-2500 C046 TIA-222-G Date:01/05/16 scale' NTS FAX:(770)701-2501 Path:r1,74135 Wont rml,nmwm1„e0eww aC> r,e7.,ae 117160 I-C7„DW9 No.E-1 • �ToweP Job Page 94-ft Monopole-West Portland 1 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W 01116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by • Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. Basic wind speed of 93 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.2500 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. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. 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 Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals ' Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 'I Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression J Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz i Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends 'N1 Include Shear-Torsion Interaction Secondary Horizontal Braces Leg 4 Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption 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 94.00-50.00 44.00 3.50 18 16.0000 25.0600 0.2500 1.0000 A572-65 (65 ksi) L2 50.00-0.00 53.50 18 23.8393 34.8750 0.3125 1.2500 A572-65 (65 ksi) Job Page T f1w@T 94-ft Monopole-West Portland 2 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Tapered Pole Properties Section Tip Dia. Area I r C 1/C J It/Q w wit in in2 in4 in in in3 in° in2 in LI 16.2468 12.4976 391.6752 5.5912 8.1280 48.1884 783.8657 6.2500 2.3760 9.504 25.4466 19.6867 1530.9629 8.8076 12.7305 120.2596 3063.9403 9.8452 3.9706 15.882 L2 24.9402 23.3357 1631.8641 8.3520 12.1104 134.7493 3265.8754 11.6700 3.6457 11.666 35.4130 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 Mull. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 94.00-50.00 1 1 1 L2 50.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in plf *65'* RFF-16SM-808-418-APE(1 A Surface Ar 65.00-0.00 4 4 0.000 1.0900 0.75 3/32") (CaAa) 0.000 *** Safety Line 3/8 A Surface Ar 94.00-0.00 1 1 0.500 0.3750 0.22 (CaAa) 0.500 *** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAA, Weight or Shield Type Number Leg ft .ft2/.11 plf *94'* CR 50 1070(7/8) C No Inside Pole 94.00-0.00 6 No Ice 0.00 0.28 1/2"Ice 0.00 0.28 1"Ice 0.00 0.28 • 2"Ice 0.00 0.28 12 PAIR(3/8") C No Inside Pole 94.00-0.00 1 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 • 2"Ice 0.00 0.08 12 PAIR(3/8") C No Inside Pole 94.00-0.00 1 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 2"Ice 0.00 0.08 RLSS 8AWG DC(3/4") C No Inside Pole 94.00-0.00 2 No Ice 0.00 0.49 1/2"Ice 0.00 0.49 1"Ice 0.00 0.49 2"Ice 0.00 0.49 *90'* ' Q�P.er Job Page inZsls lj 94-ft Monopole-West Portland 3 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_WO1116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by • Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft MI' LDF4-50A(1/2") C No Inside Pole 90.00-0.00 3 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Ice 0.00 0.15 9207(5/16") C No Inside Pole 90.00-0.00 6 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 2"Ice 0.00 0.60 2"Rigid Conduit C No Inside Pole 90.00-0.00 2 No Ice 0.00 2.80 1/2"Ice 0.00 2.80 1"Ice 0.00 2.80 2"Ice 0.00 2.80 *75'* *** 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 94.00-50.00 A 0.000 0.000 8.190 0.000 0.05 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.51 L2 50.00-0.00 A 0.000 0.000 23.675 0.000 0.16 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.62 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 f 2 K Ll 94.00-50.00 A 2.698 0.000 0.000 43.686 0.000 0.80 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.51 L2 50.00-0.00 A 2.429 0.000 0.000 89.831 0.000 1.65 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.62 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPz Ice Ice ft in in in in LI 94.00-50.00 -0.2058 -0.1698 -0.3204 -0.6213 L2 50.00-0.00 -0.4866 -0.3282 -0.7300 -0.8111 �jjrnQwer Job Page 94-ft Monopole-West Portland 4 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Shielding Factor Ka Tower Feed Line Description Feed Line K Ka Section Record No. Segment Elev. No Ice Ice Ll 15 RFF-16SM-808-418-APE(1 50.00-65.00 1.0000 1.0000 3/32") Ll 17 Safety Line 3/8 50.00-94.00 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 Lightning Rod 1"x 5'on 5' C None 0.000 99.00 No Ice 2.13 2.13 0.08 Pole 1/2"Ice 2.96 2.96 0.10 1"Ice 3.68 3.68 0.13 2"Ice 4.99 4.99 0.21 Beacon C None 0.000 95.00 No Ice 2.00 2.00 0.02 1/2"Ice 2.50 2.50 0.03 1"Ice 3.00 3.00 0.04 2"Ice 4.00 4.00 0.06 *94'* 742-264 w/Mount Pipe C From Leg 4.00 0.000 94.00 No Ice 5.42 4.19 0.06 0.00 1/2"Ice 5.90 4.89 0.10 0.00 1"Ice 6.38 5.55 0.15 2"Ice 7.36 6.97 0.27 800 10121 w/Mount Pipe C From Leg 4.00 0.000 94.00 No Ice 5.69 4.60 0.07 0.00 1/2"Ice 6.18 5.35 0.11 0.00 1"Ice 6.68 6.05 0.17 2"Ice 7.70 7.53 0.30 (2)860 10025 C From Leg 4.00 0.000 94.00 No Ice 0.16 0.14 0.00 0.00 1/2"Ice 0.23 0.20 0.00 5.00 1"Ice 0.30 0.27 0.01 2"Ice 0.48 0.44 0.01 LGP21401 C From Leg 4.00 0.000 94.00 No Ice 1.29 0.23 0.01 0.00 1/2"Ice 1.45 0.31 0.02 5.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 DC6-48-60-18-8F C From Leg 4.00 0.000 94.00 No Ice 1.47 1.47 0.03 0.00 1/2"Ice 1.67 1.67 0.05 5.00 1"Ice 1.88 1.88 0.07 2"Ice 2.33 2.33 0.12 B25 RRH4x30-4R A From Leg 4.00 0.000 94.00 No Ice 2.50 1.50 0.05 0.00 1/2"Ice 2.72 1.69 0.07 5.00 1"Ice 2.95 1.89 0.09 2"Ice 3.43 2.31 0.14 B25 RRH4x30-4R B From Leg 4.00 0.000 94.00 No Ice 2.50 1.50 0.05 0.00 1/2"Ice 2.72 1.69 0.07 5.00 1"Ice 2.95 1.89 0.09 2"Ice 3.43 2.31 0.14 B25 RRH4x30-4R C From Leg 4.00 0.000 94.00 No Ice 2.50 1.50 0.05 tr T©wer Job Page 94-ft Monopole-West Portland 5 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_WO1116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by . Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Offset Offsets: Azimuth Placement CAA,, CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 0.00 1/2"Ice 2.72 1.69 0.07 5.00 1"Ice 2.95 1.89 0.09 2"Ice 3.43 2.31 0.14 RRH2x40-700AT A From Leg 4.00 0.000 94.00 No Ice 2.99 1.49 0.05 0.00 1/2"Ice 3.24 1.70 0.07 5.00 1"Ice 3.49 1.92 0.09 2"Ice 4.03 2.38 0.15 RRH2x40-700AT B From Leg 4.00 0.000 94.00 No Ice 2.99 1.49 0.05 0.00 1/2"Ice 3.24 1.70 0.07 5.00 1"Ice 3.49 1.92 0.09 2"Ice 4.03 2.38 0.15 RRH2x40-700AT C From Leg 4.00 0.000 94.00 No Ice 2.99 1.49 0.05 0.00 1/2"Ice 3.24 1.70 0.07 5.00 1"Ice 3.49 1.92 0.09 2"Ice 4.03 2.38 0.15 RRH4X25-WCS A From Leg 4.00 0.000 94.00 No Ice 3.81 4.45 0.09 0.00 1/2"Ice 4.11 4.77 0.13 5.00 I"Ice 4.43 5.09 0.16 2"Ice 5.07 5.76 0.25 RRH4X25-WCS B From Leg 4.00 0.000 94.00 No Ice 3.81 4.45 0.09 0.00 1/2"Ice 4.11 4.77 0.13 5.00 I"Ice 4.43 5.09 0.16 2"Ice 5.07 5.76 0.25 RRH4X25-WCS C From Leg 4.00 0.000 94.00 No Ice 3.81 4.45 0.09 0.00 1/2"Ice 4.11 4.77 0.13 5.00 1"Ice 4.43 5.09 0.16 2"Ice 5.07 5.76 0.25 800 10866 w/Mount Pipe A From Leg 4.00 0.000 94.00 No Ice 14.12 9.54 0.11 0.00 1/2"Ice 14.95 11.06 0.21 0.00 1"Ice 15.79 12.61 0.32 2"Ice 17.41 14.96 0.57 800 10866 w/Mount Pipe B From Leg 4.00 0.000 94.00 No Ice 14.12 9.54 0.1 1 0.00 1/2"Ice 14.95 11.06 0.21 0.00 1"Ice 15.79 12.61 0.32 2"Ice 17.41 14.96 0.57 800 10866 w/Mount Pipe C From Leg 4.00 0.000 94.00 No Ice 14.12 9.54 0.11 0.00 1/2"Ice 14.95 11.06 0.21 0.00 1"Ice 15.79 12.61 0.32 2"Ice 17.41 14.96 0.57 800 10892V01K w/Mount A From Leg 4.00 0.000 94.00 No Ice 15.55 10.69 0.13 Pipe 0.00 1/2"Ice 16.38 12.35 0.24 0.00 1"Ice 17.28 14.03 0.36 2"Ice 19.04 16.76 0.63 • 800 10892VOI K w/Mount B From Leg 4.00 0.000 94.00 No Ice 15.55 10.69 0.13 Pipe 0.00 1/2"Ice 16.38 12.35 0.24 0.00 1"Ice 17.28 14.03 0.36 2"Ice 19.04 16.76 0.63 • 800 10892V01K w/Mount C From Leg 4.00 0.000 94.00 No Ice 15.55 10.69 0.13 Pipe 0.00 1/2"Ice 16.38 12.35 0.24 0.00 1"Ice 17.28 14.03 0.36 2"Ice 19.04 16.76 0.63 (3)LGP21401 B From Leg 4.00 0.000 94.00 No Ice 1.29 0.23 0.01 0.00 1/2"Ice 1.45 0.31 0.02 0.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 (2)LGP21401 B From Leg 4.00 0.000 94.00 No Ice 1.29 0.23 0.01 0.00 1/2"Ice 1.45 0.31 0.02 • . Vri,Qwe� Job Page m xj 94-ft Monopole-West Portland 6 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W O 1116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by • Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Offset Offsets: Azimuth Placement CAA., CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft2 ft2 K ft ft 5.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 Platform Mount[LP 1001-1] C None 0.000 94.00 No Ice 47.70 47.70 3.02 1/2"Ice 59.50 59.50 3.62 1"Ice 71.30 71.30 4.22 2"Ice 94.90 94.90 5.43 (2)6'x 2"Mount Pipe A From Leg 4.00 0.000 94.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 0.00 1"Ice 2.29 2.29 0.05 2"Ice 3.06 3.06 0.09 (2)6'x 2"Mount Pipe B From Leg 4.00 0.000 94.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 0.00 1"Ice 2.29 2.29 0.05 2"Ice 3.06 3.06 0.09 *90'* Horizon DUO A From Face 2.00 0.000 90.00 No Ice 0.55 0.34 0.01 0.00 1/2"Ice 0.65 0.43 0.01 1.00 1"Ice 0.76 0.52 0.02 2"Ice 1.00 0.73 0.04 840 10057 w/Mount Pipe A From Face 2.00 0.000 90.00 No Ice 2.72 2.35 0.03 0.00 1/2"Ice 3.10 2.88 0.05 -1.00 1"Ice 3.48 3.43 0.08 2"Ice 4.29 4.58 0.16 840 10057 w/Mount Pipe B From Face 2.00 0.000 90.00 No Ice 2.72 2.35 0.03 0.00 1/2"Ice 3.10 2.88 0.05 -1.00 1"Ice 3.48 3.43 0.08 2"Ice 4.29 4.58 0.16 840 10057 w/Mount Pipe C From Face 2.00 0.000 90.00 No Ice 2.72 2.35 0.03 0.00 1/2"Ice 3.10 2.88 0.05 -1.00 1"Ice 3.48 3.43 0.08 2"Ice 4.29 4.58 0.16 BTS-2500 A From Face 2.00 0.000 90.00 No Ice 2.12 0.96 0.04 0.00 1/2"Ice 2.32 1.12 0.05 -1.00 1"Ice 2.53 1.29 0.06 2"Ice 2.98 1.66 0.10 BTS-2500 B From Face 2.00 0.000 90.00 No Ice 2.12 0.96 0.04 0.00 1/2"Ice 2.32 1.12 0.05 -1.00 1"Ice 2.53 1.29 0.06 2"Ice 2.98 1.66 0.10 BTS-2500 C From Face 2.00 0.000 90.00 No Ice 2.12 0.96 0.04 0.00 1/2"Ice 2.32 1.12 0.05 -1.00 1"Ice 2.53 1.29 0.06 2"Ice 2.98 1.66 0.10 • Side Ann Mount[SO 101-3] C None 0.000 90.00 No Ice 7.50 7.50 0.25 1/2"Ice 8.90 8.90 0.33 1"Ice 10.30 10.30 0.41 2"Ice 13.10 13.10 0.58 • 4'x2"Antenna Mount Pipe A From Face 2.00 0.000 90.00 No Ice 0.87 0.87 0.02 0.00 1/2"Ice 1.11 1.11 0.02 0.00 I"Ice 1.36 1.36 0.03 2"Ice 1.90 1.90 0.06 4'x2"Antenna Mount Pipe B From Face 2.00 0.000 90.00 No Ice 0.87 0.87 0.02 0.00 1/2"Ice 1.11 1.11 0.02 0.00 I"Ice 1.36 1.36 0.03 2"Ice 1.90 1.90 0.06 4'x2"Antenna Mount Pipe C From Face 2.00 0.000 90.00 No Ice 0.87 0.87 0.02 0.00 1/2"Ice 1.11 1.11 0.02 �Tower Job Page 94-ft Monopole-West Portland 7 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road B U874135_W 01116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH 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 0.00 1"Ice 1.36 1.36 0.03 2"Ice 1.90 1.90 0.06 *75'*(TBR) *65'* (4)SBNHH-1D65C w/ A From Face 4.00 0.000 65.00 No Ice 11.63 9.79 0.08 Mount Pipe 0.00 1/2"Ice 12.35 11.31 0.17 0.00 1"Ice 13.07 12.85 0.27 2"Ice 14.54 15.19 0.50 (4)SBNHH-1D65C w/ B From Face 4.00 0.000 65.00 No Ice 11.63 9.79 0.08 Mount Pipe 0.00 1/2"Ice 12.35 11.31 0.17 0.00 1"Ice 13.07 12.85 0.27 2"Ice 14.54 15.19 0.50 (4)SBNHH-1D65C w/ C From Face 4.00 0.000 65.00 No Ice 11.63 9.79 0.08 Mount Pipe 0.00 1/2"Ice 12.35 11.31 0.17 0.00 1"Ice 13.07 12.85 0.27 2"Ice 14.54 15.19 0.50 (4)RRU A2 A From Face 4.00 0.000 65.00 No Ice 3.22 2.84 0.02 0.00 1/2"Ice 3.46 3.07 0.05 0.00 1"Ice 3.71 3.31 0.09 2"Ice 4.24 3.81 0.16 I (4)RRU A2 B From Face 4.00 0.000 65.00 No Ice 3.22 2.84 0.02 0.00 1/2"Ice 3.46 3.07 0.05 0.00 1"Ice 3.71 3.31 0.09 2"Ice 4.24 3.81 0.16 (4)RRU A2 C From Face 4.00 0.000 65.00 No Ice 3.22 2.84 0.02 0.00 1/2"Ice 3.46 3.07 0.05 0.00 1"Ice 3.71 3.31 0.09 2"Ice 4.24 3.81 0.16 (4)RRU-12 A From Face 4.00 0.000 65.00 No Ice 3.67 1.49 0.05 0.00 1/2"Ice 3.93 1.67 0.07 0.00 1"Ice 4.19 1.87 0.10 2"Ice 4.75 2.28 0.16 (4)RRU-12 B From Face 4.00 0.000 65.00 No Ice 3.67 1.49 0.05 0.00 1/2"Ice 3.93 1.67 0.07 0.00 1"Ice 4.19 1.87 0.10 2"Ice 4.75 2.28 0.16 (4)RRU-12 C From Face 4.00 0.000 65.00 No Ice 3.67 1.49 0.05 0.00 1/2"Ice 3.93 1.67 0.07 0.00 1"Ice 4.19 1.87 0.10 2"Ice 4.75 2.28 0.16 (4)RCMDC-3315-PF-48 B From Face 4.00 0.000 65.00 No Ice 4.33 2.56 0.02 0.00 1/2"Ice 4.61 2.79 0.05 0.00 I"Ice 4.90 3.04 0.09 • 2"Ice 5.51 3.56 0.17 Platform Mount[LP 303-1] C None 0.000 65.00 No Ice 14.66 14.66 1.25 1/2"Ice 18.87 18.87 1.48 1"Ice 23.08 23.08 1.71 2"Ice 31.50 31.50 2.18 Dishes �Z'owel' Job Page j 94-ft Monopole-West Portland 8 of 14 • Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_WO1116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft fiz K *90'* HP2-18 A Paraboloid From 2.00 0.000 90.00 2.00 No Ice 3.14 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 3.41 0.04 0.00 1"Ice 3.68 0.06 2"Ice 4.21 0.10 HP2-18 B Paraboloid From 2.00 -10.000 90.00 2.00 No Ice 3.14 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 3.41 0.04 1.00 1"Ice 3.68 0.06 2"Ice 4.21 0.10 VHLP2-26 C Paraboloid From 2.00 64.000 90.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.05 0.00 1"Ice 4.30 0.07 2"Ice 4.88 0.11 *** Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 30 1.2 Dead+1.0 Wind 90 deg+l.0Ice 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice Page tltxT ower 94-ft Monopole-West Portland 9 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135 W 01116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Comb. Description No. 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 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 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft LI 94-50 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -45.41 -1.89 -0.37 Max.Mx 8 -11.60 -538.24 1.83 Max.My 14 -11.69 2.20 -523.52 Max.Vy 8 20.11 -538.24 1.83 Max.Vx 14 19.64 2.20 -523.52 Max.Torque 22 1.69 L2 50-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -59.95 -0.61 1.08 Max.Mx 8 -20.91 -1669.87 9.02 Max.My 14 -20.91 9.52 -1630.77 Max.Vy 8 22.03 -1669.87 9.02 Max.Vx 14 21.59 9.52 -1630.77 Max.Torque 6 -0.62 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 36 59.95 2.63 -0.01 Max.H, 21 15.71 21.93 -0.14 Max.H, 3 15.71 -0.17 21.52 Max.M, 2 1628.30 -0.17 21.52 Max.M, 8 1669.87 -21.98 0.13 Max.Torsion 15 0.47 0.13 -21.54 Min.Vert 13 15.71 -10.90 -18.60 Min.Hx 9 15.71 -21.98 0.13 Min.H, 15 15.71 0.13 -21.54 Min.M, 14 -1630.77 0.13 -21.54 Min.M, 20 -1665.73 21.93 -0.14 Min.Torsion 6 -0.61 -19.10 10.80 �Q1��T Job Page 94-ft Monopole-West Portland 10 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W 01116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Tower Mast Reaction Summary Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip-ft kip-ft kip-ft Dead Only 17.46 0.00 0.00 0.08 0.22 0.00 1.2 Dead+1.6 Wind 0 deg-No 20.95 0.17 -21.52 -1628.30 -12.99 0.51 Ice 0.9 Dead+1.6 Wind 0 deg-No 15.71 0.17 -21.52 -1608.02 -12.91 0.53 Ice 1.2 Dead+1.6 Wind 30 deg-No 20.95 11.09 -18.69 -1413.61 -841.46 0.59 Ice 0.9 Dead+1.6 Wind 30 deg-No 15.71 11.09 -18.69 -1396.02 -831.03 0.60 Ice 1.2 Dead+1.6 Wind 60 deg-No 20.95 19.10 -10.80 -815.50 -1450.04 0.61 Ice 0.9 Dead+1.6 Wind 60 deg-No 15.71 19.10 -10.80 -805.38 -1432.00 0.60 Ice 1.2 Dead+1.6 Wind 90 deg-No 20.95 21.98 -0.13 -9.02 -1669.87 0.50 Ice 0.9 Dead+1.6 Wind 90 deg-No 15.71 21.98 -0.13 -8.95 -1649.08 0.48 Ice 1.2 Dead+1.6 Wind 120 deg- 20.95 19.02 10.61 802.40 -1446.11 0.21 No Ice 0.9 Dead+1.6 Wind 120 deg- 15.71 19.02 10.61 792.36 -1428.09 0.18 No Ice 1.2 Dead+1.6 Wind 150 deg- 20.95 10.90 18.60 1408.44 -828.54 -0.22 No Ice 0.9 Dead+1.6 Wind 150 deg- 15.71 10.90 18.60 1390.83 -818.24 -0.25 No Ice 1.2 Dead+1.6 Wind 180 deg- 20.95 -0.13 21.54 1630.77 9.52 -0.45 No Ice 0.9 Dead+1.6 Wind 180 deg- 15.71 -0.13 21.54 1610.39 9.34 -0.47 No Ice 1.2 Dead+1.6 Wind 210 deg- 20.95 -11.11 18.68 1412.59 844.19 -0.46 No Ice 0.9 Dead+1.6 Wind 210 deg- 15.71 -11.11 18.68 1394.95 833.58 -0.47 No Ice 1.2 Dead+1.6 Wind 240 deg- 20.95 -19.06 10.83 818.71 1447.45 -0.44 No Ice 0.9 Dead+1.6 Wind 240 deg- 15.71 -19.06 10.83 808.49 1429.31 -0.43 No Ice 1.2 Dead+1.6 Wind 270 deg- 20.95 -21.93 0.14 10.52 1665.73 -0.40 No Ice 0.9 Dead+1.6 Wind 270 deg- 15.71 -21.93 0.14 10.37 1644.85 -0.38 No Ice 1.2 Dead+1.6 Wind 300 deg- 20.95 -18.97 -10.59 -801.05 1441.67 -0.22 No Ice ' 0.9 Dead+1.6 Wind 300 deg- 15.71 -18.97 -10.59 -791.09 1423.58 -0.19 No Ice 1.2 Dead+1.6 Wind 330 deg- 20.95 -10.89 -18.57 -1405.61 828.31 0.13 No Ice ' 0.9 Dead+1.6 Wind 330 deg- 15.71 -10.89 -18.57 -1388.11 817.87 0.16 No Ice 1.2 Dead+l.0 Ice 59.95 0.00 0.00 -1.08 -0.61 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 59.95 0.01 -2.59 -221.76 -1.48 -0.01 Ice 1.2 Dead+1.0 Wind 30 deg+1.0 59.95 1.32 -2.25 -192.26 -113.02 0.06 Ice 1.2 Dead+1.0 Wind 60 deg+1.0 59.95 2.28 -1.30 -111.03 -195.10 0.11 Ice Job Page tnxTower 94-ft Monopole-West Portland 11 of 14 • Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_WO1116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by • Phone:(770)701-2500 Crown Castle LeeMH FAX:(770)701-2501 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M, Moment,M; K K K kip ft kip ft kip ft 1.2 Dead+1.0 Wind 90 deg+1.0 59.95 2.63 -0.01 -1.46 -225.07 0.15 Ice 1.2 Dead+1.0 Wind 120 59.95 2.28 1.29 108.47 -195.33 0.14 deg+1.0 Ice 1.2 Dead+1.0 Wind 150 59.95 1.31 2.25 190.06 -112.77 0.08 deg+1.0 Ice 1.2 Dead+1.0 Wind 180 59.95 -0.01 2.60 219.75 -0.36 0.02 deg+1.0 Ice 1.2 Dead+1.0 Wind 210 59.95 -1.32 2.25 189.87 111.87 -0.04 deg+1.0 Ice 1.2 Dead+1.0 Wind 240 59.95 -2.28 1.30 109.10 193.37 -0.10 deg+1.0 Ice 1.2 Dead+1.0 Wind 270 59.95 -2.63 0.01 -0.66 223.16 -0.14 deg+1.0 Ice 1.2 Dead+1.0 Wind 300 59.95 -2.27 -1.29 -110.60 193.38 -0.13 deg+1.0 Ice 1.2 Dead+1.0 Wind 330 59.95 -1.31 -2.24 -192.04 111.27 -0.09 deg+1.0 Ice Dead+Wind 0 deg-Service 17.46 0.04 -5.01 -376.79 -2.84 0.13 Dead+Wind 30 deg-Service 17.46 2.58 -4.35 -327.12 -194.60 0.14 Dead+Wind 60 deg-Service 17.46 4.44 -2.51 -188.70 -335.48 0.14 Dead+Wind 90 deg-Service 17.46 5.12 -0.03 -2.02 -386.38 0.11 Dead+Wind 120 deg-Service 17.46 4.43 2.47 185.80 -334.56 0.05 Dead+Wind 150 deg-Service 17.46 2.54 4.33 326.05 -191.60 -0.05 Dead+Wind 180 deg-Service 17.46 -0.03 5.01 377.50 2.37 -0.11 Dead+Wind 210 deg-Service 17.46 -2.59 4.35 327.02 195.56 -0.11 Dead+Wind 240 deg-Service 17.46 -4.44 2.52 189.58 335.21 -0.11 Dead+Wind 270 deg-Service 17.46 -5.11 0.03 2.51 385.74 -0.10 Dead+Wind 300 deg-Service 17.46 -4.41 -2.47 -185.35 333.86 -0.05 Dead+Wind 330 deg-Service 17.46 -2.53 -4.32 -325.26 191.87 0.04 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 -17.46 0.00 0.00 17.46 0.00 0.000% 2 0.17 -20.95 -21.52 -0.17 20.95 21.52 0.000% 3 0.17 -15.71 -21.52 -0.17 15.71 21.52 0.000% 4 11.09 -20.95 -18.69 -11.09 20.95 18.69 0.000% 5 11.09 -15.71 -18.69 -11.09 15.71 18.69 0.000% 6 19.10 -20.95 -10.80 -19.10 20.95 10.80 0.000% 7 19.10 -15.71 -10.80 -19.10 15.71 10.80 0.000% 8 21.98 -20.95 -0.13 -21.98 20.95 0.13 0.000% • 9 21.98 -15.71 -0.13 -21.98 15.71 0.13 0.000% 10 19.02 -20.95 10.61 -19.02 20.95 -10.61 0.000% 11 19.02 -15.71 10.61 -19.02 15.71 -10.61 0.000% 12 10.90 -20.95 18.60 -10.90 20.95 -18.60 0.000% • 13 10.90 -15.71 18.60 -10.90 15.71 -18.60 0.000% 14 -0.13 -20.95 21.54 0.13 20.95 -21.54 0.000% 15 -0.13 -15.71 21.54 0.13 15.71 -21.54 0.000% 16 -11.11 -20.95 18.68 11.11 20.95 -18.68 0.000% 17 -11.11 -15.71 18.68 11.11 15.71 -18.68 0.000% 18 -19.06 -20.95 10.83 19.06 20.95 -10.83 0.000% 19 -19.06 -15.71 10.83 19.06 15.71 -10.83 0.000% 20 -21.93 -20.95 0.14 21.93 20.95 -0.14 0.000% 21 -21.93 -15.71 0.14 21.93 15.71 -0.14 0.000% 22 -18.97 -20.95 -10.59 18.97 20.95 10.59 0.000% l Q��� Job Page inx94-ft Monopole-West Portland 12 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_WO1116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by • Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 23 -18.97 -15.71 -10.59 18.97 15.71 10.59 0.000% 24 -10.89 -20.95 -18.57 10.89 20.95 18.57 0.000% 25 -10.89 -15.71 -18.57 10.89 15.71 18.57 0.000% 26 0.00 -59.95 0.00 -0.00 59.95 -0.00 0.000% 27 0.01 -59.95 -2.59 -0.01 59.95 2.59 0.000% 28 1.32 -59.95 -2.25 -1.32 59.95 2.25 0.000% 29 2.28 -59.95 -1.30 -2.28 59.95 1.30 0.000% 30 2.63 -59.95 -0.01 -2.63 59.95 0.01 0.000% 31 2.28 -59.95 1.29 -2.28 59.95 -1.29 0.000% 32 1.31 -59.95 2.25 -1.31 59.95 -2.25 0.000% 33 -0.01 -59.95 2.60 0.01 59.95 -2.60 0.000% 34 -1.32 -59.95 2.25 1.32 59.95 -2.25 0.000% 35 -2.28 -59.95 1.30 2.28 59.95 -1.30 0.000% 36 -2.63 -59.95 0.01 2.63 59.95 -0.01 0.000% 37 -2.27 -59.95 -1.29 2.27 59.95 1.29 0.000% 38 -1.31 -59.95 -2.24 1.31 59.95 2.24 0.000% 39 0.04 -17.46 -5.01 -0.04 17.46 5.01 0.000% 40 2.58 -17.46 -4.35 -2.58 17.46 4.35 0.000% 41 4.44 -17.46 -2.51 -4.44 17.46 2.51 0.000% 42 5.12 -17.46 -0.03 -5.12 17.46 0.03 0.000% 43 4.43 -17.46 2.47 -4.43 17.46 -2.47 0.000% 44 2.54 -17.46 4.33 -2.54 17.46 -4.33 0.000% 45 -0.03 -17.46 5.01 0.03 17.46 -5.01 0.000% 46 -2.59 -17.46 4.35 2.59 17.46 -4.35 0.000% 47 -4.44 -17.46 2.52 4.44 17.46 -2.52 0.000% 48 -5.11 -17.46 0.03 5.11 17.46 -0.03 0.000% 49 -4.41 -17.46 -2.47 4.41 17.46 2.47 0.000% 50 -2.53 -17.46 -4.32 2.53 17.46 4.32 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 0.000043 85 3 Yes 4 0.00000001 0.00056660 4 Yes 6 0.00000001 0.00008032 5 Yes 5 0.00000001 0.00058845 6 Yes 6 0.00000001 0.00007787 7 Yes 5 0.00000001 0.00056923 8 Yes 5 0.00000001 0.00004039 9 Yes 4 0.00000001 0.00052901 10 Yes 6 0.00000001 0.00008096 11 Yes 5 0.00000001 0.00059217 12 Yes 6 0.00000001 0.00007841 13 Yes 5 0.00000001 0.00057448 14 Yes 5 0.00000001 0.00003116 15 Yes 4 0.00000001 0.00044712 16 Yes 6 0.00000001 0.00007921 17 Yes 5 0.00000001 0.0005 7916 18 Yes 6 0.00000001 0.00008106 19 Yes 5 0.00000001 0.00059259 20 Yes 5 0.00000001 0.00007509 21 Yes 4 0.00000001 0.00083679 22 Yes 6 0.00000001 0.00007719 23 Yes 5 0.00000001 0.00056485 r=,Q�e� Job Page tn.rl 94-ft Monopole-West Portland 13 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_WO1116424 16:44:54 01/05/16 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH 24 Yes 6 0.00000001 0.00007987 25 Yes 5 0.00000001 0.00058470 26 Yes 4 0.00000001 0.00000001 27 Yes 5 0.00029267 0.00005541 28 Yes 5 0.00029217 0.00008728 29 Yes 5 0.00029256 0.00007917 30 Yes 5 0.00029363 0.00006440 31 Yes 5 0.00029414 0.00010438 32 Yes 5 0.00029491 0.00008213 33 Yes 5 0.00029575 0.00005760 34 Yes 5 0.00029546 0.00008537 35 Yes 5 0.00029516 0.00009499 36 Yes 5 0.00029492 0.00006295 37 Yes 5 0.00029379 0.00007568 38 Yes 5 0.00029295 0.00009336 39 Yes 4 0.00000001 0.00008209 40 Yes 4 0.00000001 0.00058880 41 Yes 4 0.00000001 0.00054474 42 Yes 4 0.00000001 0.00010826 43 Yes 4 0.00000001 0.00060721 44 Yes 4 0.00000001 0.00055350 45 Yes 4 0.00000001 0.00008097 46 Yes 4 0.00000001 0.00056925 47 Yes 4 0.00000001 0.00060814 48 Yes 4 0.00000001 0.00011332 49 Yes 4 0.00000001 0.00053293 50 Yes 4 0.00000001 0.00057992 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P„ 4P„ Ratio No. P„ ft ft ft int K K 4)P„ LI 94-50(1) TP25.06x16x0.25 44.00 0.00 0.0 19.1149 -11.60 1420.14 0.008 L2 50-0(2) TP34.875x23.8393x0.3125 53.50 0.00 0.0 34.2817 -20.91 2479.65 0.008 Pole Bending Design Data Section Elevation Size M,“ M2, Ratio M No. � 4)1‘1„, Ratio M,. M„, ft kip ft kip ft 1,M kip ft kip ft •M„,, . LI 94-50(1) TP25.06x16x0.25 538.24 701.72 0.767 0.00 701.72 0.000 L2 50-0(2) TP34.875x23.8393x0.3125 1669.90 1760.28 0.949 0.00 1760.28 0.000 Job ob Page 94-ft Monopole-West Portland 14 of 14 • Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road B U 874135_W O 1116424 16:44:54 01/05/16 Acworth,GA 30102 Client • Phone:(770)701-2500 Crown Castle Designed by FAX:(770)701-2501 LeeMH Pole Shear Design Data Section Elevation Size Actual OV„ Ratio Actual cl)T Ratio No. V V T T ft K K 017„ kip ft kip ft 4T Ll 94-50(1) TP25.06x16x0.25 20.11 710.07 0.028 0.50 1405.16 0.000 L2 50-0(2) TP34.875x23.8393x0.3125 22.03 1239.83 0.018 0.50 3524.85 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Al,,, Al, V T Stress Stress ft OP„ ¢M„. QM„) 4V„ 4T Ratio Ratio LI 94-50(1) 0.008 0.767 0.000 0.028 0.000 0.776 1.000 4.8.2 L2 50-0(2) 0.008 0.949 0.000 0.018 0.000 0.957 ' 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P 0P„n„„. % Pass No. ft Type Element K K Capacity Fail LI 94-50 Pole TP25.06x16x0.25 1 -11.60 1420.14 77.6 Pass L2 50-0 Pole TP34.875x23.8393x0.3125 2 -20.91 2479.65 95.7 Pass Summary Pole(L2) 95.7 Pass RATING= 95.7 Pass Program Version 6.1.4.1- 12/17/2013 File:T:/874135 West Portland/WO1171608/Analysis/LC7/Models/874135_1171608_LC7.eri January 05,2016 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1171608,Application 320182, Revision 2 Page 7 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 • SAFETY CLIMB 4s :Y M / `,..: (RESERVED) — -- (4) 1 3/32'TO 65 FT LEVEL •' / // \ I Q4 Q1 II (PROPOSED) 11 Q3 Q2 I I (1) 3/8"TO 94 FT LEVEL \ / / (2) 3/4'TO 94 FT LEVEL � \ / / (INSTALLED—TO BE REMOVED) • (6) 7/8'TO 75 FT LEVEL \ / / (2) 3/4"TO 94 FT LEVEL (4) 1-5/8'TO 94 FT LEVEL N \ _— // / (INSTALLED) / (1) 3/8'TO 94 FT LEVEL / (6) 7/8'TO 94 FT LEVEL %OO X / ®O (INSTALLED—IN CONDUIT) (3) 1/2'TO 90 FT LEVEL (6) 5/16"TO 90 FT LEVEL BUSINESS UNIT: 874135 TOWER ID: C_BASELEVEL January 05,2016 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1171608,Application 320182, Revision 2 Page 8 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 • Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions BU#: 874135 Mu: 1670 ft-kips Site Name: West Portland Axial, Pu: 21 kips App#: 320182 Rev.2 Shear,Vu: 22 kips Pole Manufacturer: Other Eta Factor, rt 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 8 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Non-Rigid Strength (Fu): 100 ksi Max Rod (Cu+Vu/r)): 252.5 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial, c*Fu*Anet: 260.0 Kips c*Tn Bolt Circle: 41 in Anchor Rod Stress Ratio: 97.1% Pass Plate Data Diam: 47 in Base Plate Results Flexural Check Non-Rigid Thick: 1.75 in Base Plate Stress: 56.5 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp*Fy Single-Rod B-eff: 13.84 in Base Plate Stress Ratio: 104.6% Pass Y.L.Length: 17.50 Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in** Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: <-- Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 34.875 in Thick: 0.3125 in ' cGrade: 65 ksi . 0 :: #of Sides: 18 "0"IF Round Fu 80 ksi 1 Reinf.Fillet Weld 0 °0°if None o *0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date: 1/5/2016 (Bearing and Stability Checks)Tool for TIA Rev F or G - Application (MP, SST with unitbase) • Monopole Base Reaction Forces Site Data TIA Revision: G <--Pull Down BU#: 874135 Factored DL Axial, PDu: 21 kips Site Name: West Portland Factored WL Axial, PWu: 0 kips App#: 320182 Rev. 2 Factored WL Shear,Vu: 22 kips Factored WL Moment, Mu: 1670 ft-kips Loads Alread Factored Load Factor Shaft Factored Loads For P(DL) 1.2 <----Disregard 1.00 1.2D+1.6W,Pu: 21 kips For P,V,and M 1.35 < Disregard 0.90 0.9D+1.6W,Pu: 15.75 kips (WL) 1.00 Vu: 22 kips Mu: 1670 ft-kips Pad & Pier Data Base PL Dist.Above Pier: 0 in 1.2D+1.6W Load Combination1BearingResults: Pier Dist.Above Grade: 12 in (No Soil Wedges) 271 86 P1="1.2D+1.6W" Pad Bearing Depth, D: 5.5 ft [Reaction+Conc+Soil] (Kips) Pad Thickness,T: 2.5 ft Factored"1.6W"Overturning 1787.30 ft kips Pad Width=Length, L: 17 ft Moment(MW-Msoil),M1 Pier Cross Section Shape: Round <--Pull Down Enter Pier Diameter: 5 ft Orthogonal Direction: Concrete Density: 150.0 pcf Pier Cross Section Area: 19.63 ftA2 eccl = M1/P1 = 6.57 ft Pier Height: 4.00 ft Orthogonal qu= 4.15 ksf Soil (above pad) Height: 3.00 ft qu/4)*qn Ratio= 69.21% Pass Soil Parameters Diagonal Direction: Unit Weight,y: 110.0 pcf Ultimate Bearing Capacity,qn: 8.00 ksf ecc2= (0.707M1)/P1 = 4.65 ft Strength Reduct.factor,4): 0.75 Diagonal qu= 4.58 ksf Angle of Friction,m: 30.0 degrees qu/4)*qn Ratio= 76.35% Pass Undrained Shear Strength,Cu: 0.20 ksf Allowable Bearing:Von: 6.00 ksf Run <--Press Upon Completing All Input Passive Pres. Coeff., Kp 3.00 Overturning Stability Check Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination,Bearing Results: Minimum of (cp*Ultimate Pad Passive Force,Vu): 22.0 kips Pad Force Location Above D: 1.17 ft (w/Soil Wedges) P2="0.9D+1.6W" 4)(Passive Pressure Moment): 25.70 ft-kips [Reaction+Conc+Soil] 216.94 (Kips) Factored O.T. M(WL), "1.6W": 1813.0 ft-kips Factored OT(MW-Msoil), M1 1787.30 ft-kips Factored"1.6W"Overturning Moment(MW-Msoil)-0.9(M of 1703.57 ft-kips Wedge+M of Cohesion),M2 Resistance due to Foundation Gravity Soil Wedge Projection grade,a: 1.73 ft Sum of Soil Wedges Wt: 14.50 kips Orthogonal ecc3= M2/P2= 7.85 ft Soil Wedges ecc, K1: 3.86 ft Ortho Non Bearing Length,NBL= 15.71 ft Ftg+Soil above Pad wt: 209.0 kips Orthogonal qu= 9.86 ksf Unfactored(Total ftg-soil Wt): 223.54 kips Diagonal qu= 6.24 ksf 1.2D. No Soil Wedges. 271.86 kips 0.9D. With Soil Wedges 216.94 kips Max Reaction Moment (ft-kips)so that qu=cp*gn = 100% Capacity Rating Resistance due to Cohesion (Vertical) Actual M: 1670.00 _ 4)*(1/2*Cu)(Total Vert. Planes) 10.89 kips M Orthogonal: 1582.16 105.55% - Pass Cohesion Force Eccentricity, K2 3.40 ft M Diagonal: 1582.16 105.55% Pass "Bearing/Stability Pier Square Pad"Tool, BSPSQP,Version 3.0- Effective 06/27/2011 Analysis Date: 1/5/2016 Project Name: West Portland JACOBS® hDW Created On: 6/3/2014 Project Number. BU#874135 Checked By: DW Job.Number: WO#1171608 Revised On:3/4/2015 Date: 1/5/2016 Jacobs Engineering Group, Inc. Revision No.: 1.6 Monopole Pad & Pier Foundation Foundation Parameters Structural Checks Load Pad Beam Shear Capacity _ kips Code G Pad Beam Shear 1551-kips Axial 21 kips Pad Beam Shear Check 31.r./0 Pass Shear 22 kips Moment 1670 k-ft Pad Bending Moment Capacity 1 I:k-ft Soil Unit Weight 110 pcf Pad Bending Moment k-ft Friction Angle 30 Pad Bending Moment Check 79.8%Pass Cohesion 200 psf Punching Shear Capacity 1312.0,kips Material Punching Shear 1 , .kips Concrete Strength(Fc) 4000 psi Punching Shear Check e, .#0 %Pass Concrete Density 150 pcf Rebar Tensile(Fy) 60 ksi Pad-Pier Bearing Capacity 12473 kips Clear Cover 3 in Pad-Pier Bearing 27 kips Pad-Pier Bearing Check 2.2%Pass Pad Thickness 2.5 ft Pier Beam Shear Capacity kips Bearing Depth 5.5 ft Pier Beam Shear '��, kips Width 17 ft Pier Beam Shear Check ,3:6%Pass Rebar Size 7 Rebar Quantity 18 Pier Bending Moment Capacity 184V k-ft Pier Bending Moment 11 . k-ft Pier Pier Bending Moment Check 95.2%_Pass Pier type Circle Diameter 5 ft Height above Grade 1 ft Rebar Size 9 Rebar Quantity 16 Tie Size 4 Tie C/C Spacing 12 in i