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Report • R 2015 ECE 25VED /'•� I' Date: May 15, 2015 GPD Engineering and Architecture J V N Professional Corporation Lynn Ori GPD CITY O'= T IGARD Crown Castle 520 South Main Street, Ste)Iii' et I�IUI irk ,l 5350 North 48th Street Suite 305 Akron, OH Chandler, AZ 85226 (614) 859-1607 (480) 734-2435 dpalkovic @gpdgroup.com Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: PO04037C Carrier Site Name: King City Crown Castle Designation: Crown Castle BU Number: 825028 Crown Castle Site Name: King City Crown Castle JDE Job Number: 332418 Crown Castle Work Order Number: 1052883 Crown Castle Application Number: 291695 Rev. 3 Engineering Firm Designation: GPD Project Number: 2015777.825028.02 Site Data: 13680 SW Pacific Highway, Tigard, OR 97223,Washington County Latitude 45° 25'14.04", Longitude -122°47'3.46" 99 Foot— EEI Concealment Tower Dear Lynn Ori, GPD 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 786826, in accordance with application 291695, revision 3. 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 2012 International Building Code and the 2014 Oregon Structural Specialty 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 B and Risk Category II were used in this analysis. We at GPD 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. Respectfully submitted by: ,r ,o,0 PROS diP tt l John N. Kabak, P.E. 5/15/2015 Oregon#: 85692PE OREGON 13 .1`.\\ ✓Olt N N. EXPIRES: (0i?o/7-o1S 520 South Main Street.Suite 2531 .Akron,Ohio 44311 .330-572-2100. Fax 330-572-2101 .www.GPDGroup.com GPD Engineering And Architecture Professional Corporation 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02, Application 291695, Revision 3 CCI BU No 825028 Page 2 TABLE OF CONTENTS 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) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8) APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 3 • 1) INTRODUCTION The existing 100' concealment monopole tower consists of six major sections, with the top four sections being connected with bolted flange joints at 68', 76', 84', and 92', and the remaining bottom two sections being connected with a slip joint. The top four concealment sections consists of two P4 XX pipe masts, one 4-1/2" solid round mast, and one 6" solid round mast, all of which are located within a group of concealment shrouds. The bottom two sections have an 18-sided cross section and are evenly tapered from 35" (flat-flat) at the base to 25.5" (flat-flat) at an elevation of 68'. The structure is painted and has no tower lighting. The concealment shrouds were designed to shield the appurtenances from sight. The tower was originally designed for T-Mobile by Engineered Endeavors, Inc. of Mentor, OH in December of 2004. The tower was also originally designed for an 80 mph fastest mile wind speed with 1/2" radial ice (w/ 25% wind load reduction) and a 100 mph 3-second gust wind speed in accordance with the TIA/EIA-222-F standard and the 2000 International Building Code (IBC). This tower is a 99 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in December of 2004. The tower was originally designed for a wind speed of 80 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA This analysis has been performed in accordance with the 2012 International Building Code and the 2014 Oregon Structural Specialty 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 B and Risk Category II were used in this analysis. Table 1 - Proposed Antenna and Cable Information Mounting Center Number Antenna Number I Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note (ft) Antennas Lines Size (in) 3 Andrew DBXNH-6565B-A2M 96.0 96.0 1 6 Andrew ETM19V2S12UB Notes: 1) Proposed equipment is to be installed inside concealment canisters. Therefore, no additional wind loading will be generated on the tower. 2) Elevations are measured from the top of steel which is 1'above ground surface. tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02, Application 291695, Revision 3 CCI BU No 825028 Page 4 Table 2 - Existing and Reserved Antenna and Cable Information Center Number Number r Feed Mounting Line Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer (ft) Lines Size (in) i 98.0 6 ( Commscope ' ATM200-A20 1 96.0 3 Andrew I TMBX-6516-R2M I j 96.0 1 8'x 26"Concealment 12 7/8 Canister I 90.0 6 Commscope E15S09P84 88.0 6 f Commscope E15S09P84 88.0 1 8' x 26" Concealment Canister 3 Common ations ET-X-WM-18-65-8P 80.0 80.0 Samsung 2 3 IT 2.5GHz 8T8R RRH 3 Powerwave P65-16-XLPP-RR I 3 1-1/4 I 3 I CSA Wireless PCSX065-18-2 72.0 72.0 8'x 26"Concealment 6 7/8 1 Canister 67.0 1 Andrew I VHLP2-23 1 I Motorola I PTP 58600 66.0 1 I Dragonwave I A-ANT-13G-2-C 1 Motorola I PTP 58600 0 64.0 1 I Collar Mount[SO 102-3] 2 1/2 w I 2 Kathrein 840 10054 12 5/16 3 Kathrein 860 10025 63.0 I 1 I Powerwave I P65-18-XXW2-RR 1 Motorola I Vx DAP IN RF Module 3 I Motorola I Vx DAP IN RF Module 3 Samsung OPTIC FIBER Telecommunications JUNCTION CYLINDER 3 Samsung POWER JUNCTION 57.0 IT CYLINDER Samsung 55.0 3 IT RRH-C2A w/EXT FILTER Samsung 3 Telecommunications RRH-P4 55.0 I 1 I Collar Mount[SO 102-3] I I I Notes: 1) Equipment to be removed 2) Reserved equipment 3) Elevations are measured from the top of steel which is 1'above ground surface. tnxTower Report-version 6.1.4.1 • 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 5 Table 3 -Design Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer (ft) Lines Size (in) _ 96 96 1 i 26"0x8'AMS Ii 1 3 EMS Wireless DR65-19-02DPQ'AMS 88 ( 88 3 I EMS Wireless DR65019802DPQ 80 80 1 I 26" 0 x 8'AMS 3 I EMS Wireless ( DR65-19-02DPQ 1 I 26'0x8'AMS 72 72 r 3 EMS Wireless I DR65-19-02DPQ 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference I Source Tower Manufacturer Drawings / EEI Job #: 12215, Dated Doc ID #: 3472523 CClsites Specifications 12/06/2004 Foundation Drawings/ EEI Project#: 12215, Dated Doc ID#: 3485467 CClsites Specifications 12/19/2003 Geotechnical Report LSI Adapt Project#: OR03 10399, Doc ID#: 3472511 ' CClsites Dated 11/21/2003 Tower Mapping FDH Job#: 1467H31500, dated Doc ID#: 5145205 CClsites pp g 6/24/2014 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. This analysis may be affected if any assumptions are not valid or have been made in error. GPD should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02, Application 291695, Revision 3 CCI BU No 825028 Page 6 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section Elevation(ft) Component Type Size Critical P(K) No. Element (k allow % I ) Capacity Pass/Fail I Li 100-92 Pole TP4.5x4.5x0.337 1 i -0.47 138.83 11.6 ' Pass A L2 1 92-84 Pole TP4.5x4.5x0.674 2 -1.15 255.19 I 26.5 Pass L3 T 84-76 Pole r TP4.5x4.5x2.25 3 -2.54 715.69 I 38.7 Pass L4-T 76-68 Pole T TP6x6x3 4 -3.82 1272.35 32.2 Pass L5 168-32.8281 Pole TP30.75x25.5x0.1875 ( 5 -8.19 912.89 38.0 Pass I - l L6 32.8281 -1 Pole I TP35x29 5938x0 25 6 -13.24 1485.15 45.3 Pass I T 'summary I 7 T Pole(L6) 45.3 Pass I T. _ RATING= I 45.3 I Pass I Table 6-Tower Component Stresses vs. Capacity-LC7 Notes Component Elevation (ft) ( % Capacity I Pass/ Fail 1 I Flange Bolts I 92 0.5 Pass I 1 Flange Plate 92 See ANSYS Pass 1 Flange Bolts 84 2.9 Pass I- 1 Flange Plate 84 See ANSYS Pass T 1 Flange Bolts 76 30.3 Pass - 1 Flange Plate 76 I See ANSYS Pass 1 Flange Bolts 68 I 60.6 I Pass _ 1 Flange Plate 68 See ANSYS Pass 1 Anchor Rods 0 I 53.3 Pass 1 Base Plate I 0 I 62.6 Pass 1 Base Foundation 0 I 21,7 Pass 1 Base Foundation 0 19.3 Pass Soil Interaction Structure Rating (max from all components)= 62.6% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%consumed. 4.1) Recommendations The existing tower and its foundation are sufficient for the proposed loading and do not require modifications. tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02.Application 291695, Revision 3 CCl BU No 825028 Page 7 5) DISCLAIMER OF WARRANTIES GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time-domain based fatigue analysis. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 100.0 It P. ° ° 2 "• ° DESIGNED APPURTENANCE LOADING id TYPE ELEVATION TYPE ELEVATION 92.0 ft Canister Loads 100 Canister LoadS 68 DBXNH-65658-A2M 97 840 10054 w/Mount Pipe 65 ,o DBXNH-65658-A2M 97 840 10054 w/Mount Pipe 65 N m ° °°� °cam m o DBXNH-65658-A2M 97 P65-18-XXW2-RR w/Mount Pipe 65 < v < (2)ETM19V2S12UB 97 (3)860 10025 65 • (2)ETM19V2S12UB 97 PTP 58600 65 B4.05 (2)ETM19V2S12UB 97 PTP 58600 65 in Canister Load2 92 (3)Vx DAP IN RF Module 65 (2)E15S09P84 89 Vx DAP W RF Module 65 ° 8 °o (2)E15S09P84 89 Collar Mount[SO 102-31 65 m o N v '�. ° (2)E15S09P84 89 VHLP2-23 65 (2)E15S09P84 89 A-ANT-13G-2-C 65 76.05 (2)E15S09P84 89 OPTIC FIBER JUNCTION CYLINDER 56 (2)E15S09P84 89 POWER JUNCTION CYLINDER 56 Canister Load3 84 POWER JUNCTION CYLINDER 56 °o P65-16-XLPP-RR w/Mount Pipe 81 POWER JUNCTION CYLINDER 56 v ° $ *I g $ $ P65-16-XLPP-RR w/Mount Pipe 81 RRH-C2A w/EXT FILTER 56 fO `O P65-16-XLPP-RR w/Mount Pipe 81 RRH-C2A w/EXT FILTER 56 ET-X-WM-18-65-8P w/Mount Pipe 81 RRH-C2A w/EXT FILTER 56 68.011 1. ET-X-WM-18-65-8P w/Mount Pipe 81 RRH-P4 56 I ET-X-WM-18-65-8P w/Mount Pipe 81 RRH-P4 56 2.5GHz 8T8R RRH 81 RRH-P4 56 2.5GHz 8T8R RRH 81 Pipe Mount 8.5X2.375" 56 2.5GHz 8T8R RRH 81 Pipe Mount 8552.375" 56 Canister Load4 76 Pipe Mount 8.55(2.375" 56 PCSX065-18-2 73 Collar Mount[SO 102-31 56 M II n PCSXO65-18-2 73 OPTIC FIBER JUNCTION CYLINDER 56 PCSX065-18-2 73 OPTIC FIBER JUNCTION CYLINDER 56 MATER IAL STRENGTH GRADE Fy _ Fu GRADE FY Fu ' A53-B-35 35 ksi 63 1(31 A572-50 50 ksi 65 ksi u, — � P q 0 Ysii TOWER DESIGN NOTES a 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 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. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:45.3% / N.8 n ALL REACTIONS ARE FACTORED AXIAL 8 29K 5i 8.o SHEAR \MOMENT 1 K_ J 60 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 13K SHEAR MOMENT 8 K 1 471 kip-ft 1.0tt r TORQUE 1 kip-ft a REACTIONS-93 mph WIND a, N o C _ 2 EE a s °m 5 y t, z' , r°- . 0 3 GPD '°b'King City-BU#:825028 520 South Main Street,Ste 2531 Pr OIc'2015777.825028.02 ' Ar■ Akron,OH Client'Crown Castle Drawn by:bbrookbanIrAPO GPD Phone:(330)572-2100 Code:TIA-222-G Date:05/15/15 Scale: NTS FAX:(330)572-2101 Path:T:1Crown\825028\02tCCMae1125026.01 Dwg No.E-1 Feed Line Distribution Chart 1'- 100' Round Flat App In Fee. App Out Face Tiuss ley Face A Face B Face C ��� 100.03 97.00 97.00 9200 _. 92_00 89.00 89.00 84.00 84_00 81.00 81.00 78.00 - --- ± 78.00 7300 - 73.00 68.00 88_00 r 87.00 67.00 - ---- -- 4 8600 65 84 0.00 N W LL 9 t L N Q O lu `O �n 32.93 _ - - - -- - - _. .�4- ___ _ _ _� o - 32.83 LL LL v — 1.00 _ t.00 GPD Job:King City-BU#:825028 520 South Main Street, Ste 2531 PrOlect 2015777.825028.02 /,'■ Akron,OH C11B1':Crown Castle Drawn try:bbrookbank APO: - GPD Phone:(330)572-2100 Code: TIA-222-G Date:05/15/15 scale NTS FAX:(330)572-2101 Path:T:,C,own 825028,02\CC1flaWe2502e., Dwg No E-7 • 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02, Application 291695, Revision 3 CCI BU No 825028 Page 9 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) Basic wind speed of 93 mph. 3) Structure Class II. 4) Exposure Category B. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 1.0000 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56.00 pcf. 10) A wind speed of 30 mph is used in combination with ice. 11) Temperature drop of 50 °F. 12) Deflections calculated using a wind speed of 60 mph. 13) A non-linear(P-delta) analysis was used. 14) Pressures are calculated at each section. 15) Stress ratio used in pole design is 1. 16) 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 .1 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification NI 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 '1 Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients v Consider Feedline Torque Use Special Wind Profile ' 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 N Include Shear-Torsion Interaction Secondary Horizontal Braces Leg 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 L1 100.00-92.00 8.00 0.00 Round 4.5000 4.5000 0.3370 A53-B-35 (35 ksi) L2 92.00-84.00 8.00 0.00 Round 4.5000 4.5000 0.6740 A53-B-35 (35 ksi) L3 84.00-76.00 8.00 0.00 Round 4.5000 4.5000 2.2500 A572-50 (50 ksi) L4 76.00-68.00 8.00 0.00 Round 6.0000 6.0000 3.0000 A572-50 (50 ksi) L5 68.00-32.83 35.17 4.34 18 25.5000 30.7500 0.1875 0.7500 A572-50 (50 ksi) L6 32.83-1.00 36.17 18 29.5938 35.0000 0.2500 1.0000 A572-50 (50 ksi) tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 10 Tapered Pole Properties I . Section Tip Dia. Area I r C I/C J lt/Q w wit in in2 in4 in in in3 in4 in2 in L1 4.5000 4.4074 9.6105 1.4767 2.2500 4.2713 19.2210 2.2024 0.0000 0 4.5000 4.4074 9.6105 1.4767 2.2500 4.2713 19.2210 2.2024 0.0000 0 L2 4.5000 8.1013 15.2837 1.3735 2.2500 6.7927 30.5673 4.0482 0.0000 0 4.5000 8.1013 15.2837 1.3735 2.2500 6.7927 30.5673 4.0482 0.0000 0 L3 4.5000 15.9043 20.1289 1.1250 2.2500 8.9462 40.2578 7.9474 0.0000 0 4.5000 15.9043 20.1289 1.1250 2.2500 8.9462 40.2578 7.9474 0.0000 0 L4 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 L5 25.8934 15.0641 1219.4128 8.9859 12.9540 94.1341 2440.4302 7.5335 4.1580 22.176 31.2244 18.1885 2146.4080 10.8497 15.6210 137.4053 4295.6403 9.0960 5.0820 27.104 L6 30.7095 23.2843 2532.9769 10.4170 15.0336 168.4874 5069.2867 11.6443 4.7685 19.074 35.5399 27.5741 4206.7704 12.3363 17.7800 236.6013 8419.0762 13.7897 5.7200 22.88 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft in in in L1 100.00- 1 0 1 92.00 L2 92.00- 1 0 1 84.00 L3 84.00- 1 0 1 76.00 L4 76.00- 1 0 1 68.00 L5 68.00- 1 1 1 32.83 L6 32.83-1.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r plf in in TYPE 1(1-1/4") C Surface Ar 67.00-1.00 3 3 0.000 1.2990 0.63 (CaAa) 0.000 LDF4-50A(1/2") C Surface Ar 67.00-65.00 2 2 0.000 0.6300 0.15 (CaAa) 0.000 9207(5/16") C Surface Ar 67.00-65.00 12 2 0.000 0.3300 0.60 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf LDF5-50A(7/8") C No Inside Pole 97.00-1.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 . 1"Ice 0.00 0.33 TYPE 1(1-1/4") C No Inside Pole 81.00-67.00 3 No Ice 0.00 0.63 1/2"Ice 0.00 0.63 1"Ice 0.00 0.63 . LDF5-50A(7/8") C No Inside Pole 73.00-1.00 6 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 LDF4-50A(1/2") C No Inside Pole 65.00-1.00 2 No Ice 0.00 0.15 tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CC/BU No 825028 Page 11 Description Face Allow Component Placement Total CAAA Weight or Shield Type • Number Leg ft ft2/ft plf 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 9207(5/16") C No Inside Pole 65.00-1.00 12 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 LDF5-50A(7/8") C No Inside Pole 89.00-1.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Flex Conduit C No Inside Pole 65.00-1.00 2 No Ice 0.00 0.32 1/2"Ice 0.00 0.32 1"Ice 0.00 0.32 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 fte ft2 K L1 100.00-92.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.02 L2 92.00-84.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.05 L3 84.00-76.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.07 L4 76.00-68.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.09 L5 68.00-32.83 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 13.701 0.000 0.69 L6 32.83-1.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 12.403 0.000 0.63 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AR CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 tie ft K L1 100.00-92.00 A 2.225 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.02 L2 92.00-84.00 A 2.206 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.05 L3 84.00-76.00 A 2.185 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.07 L4 76.00-68.00 A 2.162 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.09 L5 68.00-32.83 A 2.086 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 37.034 0.000 1.17 L6 32.83-1.00 A 1.866 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 32.104 0.000 1.05 tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 12 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPZ Ice Ice ft in in in in L1 100.00-92.00 0.0000 0.0000 0.0000 0.0000 L2 92.00-84.00 0.0000 0.0000 0.0000 0.0000 L3 84.00-76.00 0.0000 0.0000 0.0000 0.0000 L4 76.00-68.00 0.0000 0.0000 0.0000 0.0000 L5 68.00-32.83 0.0000 0.5174 0.0000 0.8557 L6 32.83-1.00 0.0000 0.5245 0.0000 0.8909 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. [5 2 TYPE I(1-1/4") 32.83- 1.0000 1.0000 67.00 L5 7 LDF4-50A(1/2") 65.00- 1.0000 1.0000 67.00 L5 8 9207(5/16") 65.00- 1.0000 1.0000 67.00 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Canister Load1 C None 0.0000 100.00 No Ice 5.20 5.20 0.05 1/2" 10.80 10.80 0.12 Ice 11.20 11.20 0.18 1"Ice Canister Load2 C None 0.0000 92.00 No Ice 10.40 10.40 0.20 1/2" 21.60 21.60 0.33 Ice 22.40 22.40 0.46 1"Ice Canister Load3 C None 0.0000 84.00 No Ice 5.20 5.20 0.14 1/2" 11.20 11.20 0.21 Ice 12.00 12.00 0.28 1"Ice Canister Load4 C None 0.0000 76.00 No Ice 5.20 5.20 0.14 1/2" 11.20 11.20 0.21 Ice 12.00 12.00 0.28 1"Ice Canister Loads C None 0.0000 68.00 No Ice 5.20 5.20 0.19 1/2" 10.80 10.80 0.26 Ice 11.20 11.20 0.32 1"Ice DBXNH-6565B-A2M A From Leg 0.50 0.0000 97.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.15 1"Ice DBXNH-6565B-A2M B From Leg 0.50 0.0000 97.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CC/BU No 825028 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft 0.00 Ice 0.00 0.00 0.15 1"Ice DBXNH-6565B-A2M C From Leg 0.50 0.0000 97.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.15 1"Ice (2)ETM19V2S12UB A From Leg 0.50 0.0000 97.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.02 1"Ice (2)ETM19V2S12UB B From Leg 0.50 0.0000 97.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.02 1"Ice (2)ETM19V2S12UB C From Leg 0.50 0.0000 97.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.02 1"Ice (2)E15S09P84 A From Leg 0.50 0.0000 89.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.02 1"Ice (2)E15S09P84 B From Leg 0.50 0.0000 89.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 2.00 Ice 0.00 0.00 0.02 1"Ice (2)E15S09P84 C From Leg 0.50 0.0000 89.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.02 1"Ice • (2)E15S09P84 A From Leg 0.50 0.0000 89.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 2.00 Ice 0.00 0.00 0.02 1"Ice (2)E15S09P84 B From Leg 0.50 0.0000 89.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.02 1"Ice (2)E15S09P84 C From Leg 0.50 0.0000 89.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 2.00 Ice 0.00 0.00 0.02 1"Ice P65-16-XLPP-RR w/ A From Leg 1.00 0.0000 81.00 No Ice 8.40 6.13 0.07 Mount Pipe 0.00 1/2" 8.95 7.07 0.13 0.00 Ice 9.51 7.90 0.20 1"Ice P65-16-XLPP-RR w/ B From Leg 1.00 0.0000 81.00 No Ice 8.40 6.13 0.07 Mount Pipe 0.00 1/2" 8.95 7.07 0.13 0.00 Ice 9.51 7.90 0.20 1"Ice P65-16-XLPP-RR w/ C From Leg 1.00 0.0000 81.00 No Ice 8.40 6.13 0.07 Mount Pipe 0.00 1/2" 8.95 7.07 0.13 0.00 Ice 9.51 7.90 0.20 1"Ice ET-X-WM-18-65-8P w/ A From Leg 1.00 0.0000 81.00 No Ice 7.35 4.43 0.06 Mount Pipe 0.00 1/2" 7.92 5.32 0.11 0.00 Ice 8.46 6.08 0.17 1"Ice ET-X-WM-18-65-8P w/ B From Leg 1.00 0.0000 81.00 No Ice 7.35 4.43 0.06 Mount Pipe 0.00 1/2" 7.92 5.32 0.11 0.00 Ice 8.46 6.08 0.17 • 1"Ice ET-X-WM-18-65-8P w/ C From Leg 1.00 0.0000 81.00 No Ice 7.35 4.43 0.06 Mount Pipe 0.00 1/2" 7.92 5.32 0.11 0.00 Ice 8.46 6.08 0.17 tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CD BU No 825028 Page 14 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t . Vert ft ft ft2 ft2 K ft ° ft 1"Ice 2.5GHz 8T8R RRH A From Leg 0.50 0.0000 81.00 No Ice 3.11 1.66 0.06 0.00 1/2" 3.35 1.85 0.08 0.00 Ice 3.59 2.06 0.11 1"Ice 2.5GHz 8T8R RRH B From Leg 0.50 0.0000 81.00 No Ice 3.11 1.66 0.06 0.00 1/2" 3.35 1.85 0.08 0.00 Ice 3.59 2.06 0.11 1"Ice 2.5GHz 8T8R RRH C From Leg 0.50 0.0000 81.00 No Ice 3.11 1.66 0.06 0.00 1/2" 3.35 1.85 0.08 0.00 Ice 3.59 2.06 0.11 1"Ice PCSX065-18-2 A From Leg 0.50 0.0000 73.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.07 1"Ice PCSX065-18-2 B From Leg 0.50 0.0000 73.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.07 1"Ice PCSX065-18-2 C From Leg 0.50 0.0000 73.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.07 1"Ice 840 10054 w/Mount Pipe A From Face 1.00 0.0000 65.00 No Ice 6.48 3.66 0.08 0.00 1/2" 7.31 4.75 0.13 -1.00 Ice 7.95 5.51 0.19 1"Ice 840 10054 w/Mount Pipe B From Face 1.00 0.0000 65.00 No Ice 6.48 3.66 0.08 0.00 1/2" 7.31 4.75 0.13 -1.00 Ice 7.95 5.51 0.19 1"Ice P65-18-XXW2-RR w/ C From Face 1.00 0.0000 65.00 No Ice 6.54 3.24 0.04 Mount Pipe 0.00 1/2" 7.00 3.84 0.08 -1.00 Ice 7.48 4.46 0.13 1"Ice (3)860 10025 A From Face 1.00 0.0000 65.00 No Ice 0.16 0.13 0.00 0.00 1/2" 0.22 0.19 0.00 -1.00 Ice 0.29 0.26 0.01 1"Ice PTP 58600 A From Face 2.00 0.0000 65.00 No Ice 2.04 0.53 0.01 0.00 1/2" 2.24 0.65 0.02 3.00 Ice 2.44 0.78 0.04 1"Ice PTP 58600 A From Face 2.00 0.0000 65.00 No Ice 2.04 0.53 0.01 0.00 1/2" 2.24 0.65 0.02 2.00 Ice 2.44 0.78 0.04 1"Ice (3)Vx DAP IN RF Module A From Face 1.00 0.0000 65.00 No Ice 3.54 2.02 0.05 0.00 1/2" 3.80 2.25 0.07 -1.00 Ice 4.07 2.48 0.10 1"Ice Vx DAP IN RF Module A From Face 1.00 0.0000 65.00 No Ice 3.54 2.02 0.05 0.00 1/2" 3.80 2.25 0.07 -1.00 Ice 4.07 2.48 0.10 1"Ice Collar Mount[SO 102-3] C None 0.0000 65.00 No Ice 3.00 3.00 0.08 1/2" 3.48 3.48 0.11 Ice 3.96 3.96 0.14 1"Ice OPTIC FIBER JUNCTION A From Face 1.00 0.0000 56.00 No Ice 0.20 0.20 0.00 CYLINDER 0.00 1/2" 0.28 0.28 0.01 2.00 Ice 0.38 0.38 0.01 1"Ice tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 15 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hon Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft • ft OPTIC FIBER JUNCTION B From Face 1.00 0.0000 56.00 No Ice 0.20 0.20 0.00 CYLINDER 0.00 1/2" 0.28 0.28 0.01 2.00 Ice 0.38 0.38 0.01 1"Ice OPTIC FIBER JUNCTION C From Face 1.00 0.0000 56.00 No Ice 0.20 0.20 0.00 CYLINDER 0.00 1/2" 0.28 0.28 0.01 2.00 Ice 0.38 0.38 0.01 1"Ice POWER JUNCTION A From Face 1.00 0.0000 56.00 No Ice 0.27 0.27 0.00 CYLINDER 0.00 1/2" 0.38 0.38 0.01 2.00 Ice 0.50 0.50 0.01 1"Ice POWER JUNCTION B From Face 1.00 0.0000 56.00 No Ice 0.27 0.27 0.00 CYLINDER 0.00 1/2" 0.38 0.38 0.01 2.00 Ice 0.50 0.50 0.01 1"Ice POWER JUNCTION C From Face 1.00 0.0000 56.00 No Ice 0.27 0.27 0.00 CYLINDER 0.00 1/2" 0.38 0.38 0.01 2.00 Ice 0.50 0.50 0.01 1"Ice RRH-C2A w/EXT FILTER A From Face 1.00 0.0000 56.00 No Ice 3.63 1.55 0.06 0.00 1/2" 3.89 1.75 0.08 2.00 Ice 4.16 1.96 0.10 1"Ice RRH-C2A w/EXT FILTER B From Face 1.00 0.0000 56.00 No Ice 3.63 1.55 0.06 0.00 1/2" 3.89 1.75 0.08 2.00 Ice 4.16 1.96 0.10 1"Ice RRH-C2A w/EXT FILTER C From Face 1.00 0.0000 56.00 No Ice 3.63 1.55 0.06 0.00 1/2" 3.89 1.75 0.08 2.00 Ice 4.16 1.96 0.10 1"Ice RRH-P4 A From Face 1.00 0.0000 56.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 2.00 Ice 3.70 2.52 0.11 1"Ice RRH-P4 B From Face 1.00 0.0000 56.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 2.00 Ice 3.70 2.52 0.11 1"Ice RRH-P4 C From Face 1.00 0.0000 56.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 2.00 Ice 3.70 2.52 0.11 1"Ice Pipe Mount 8.5x2.375" A From Face 0.50 0.0000 56.00 No Ice 2.02 2.02 0.04 0.00 1/2" 2.90 2.90 0.05 2.00 Ice 3.71 3.71 0.07 1"Ice Pipe Mount 8.5'x2.375" B From Face 0.50 0.0000 56.00 No Ice 2.02 2.02 0.04 0.00 1/2" 2.90 2.90 0.05 2.00 Ice 3.71 3.71 0.07 1"Ice Pipe Mount 8.5'x2.375" C From Face 0.50 0.0000 56.00 No Ice 2.02 2.02 0.04 0.00 1/2" 2.90 2.90 0.05 2.00 Ice 3.71 3.71 0.07 1"Ice Collar Mount[SO 102-3] C None 0.0000 56.00 No Ice 3.00 3.00 0.08 1/2" 3.48 3.48 0.11 Ice 3.96 3.96 0.14 1"Ice tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCl BU No 825028 Page 16 Dishes 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 ft2 K VHLP2-23 B Paraboloid From 1.50 -5.0000 65.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.05 3.00 1"Ice 4.30 0.08 A-ANT-13G-2-C A Paraboloid From 1.50 15.0000 65.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.02 2.00 1"Ice 4.30 0.00 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+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 tnxTower Report-version 6.1.4.1 - 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 17 Comb. Description No. 50 Dead+Wind 330 deg-Service Maximum Tower Deflections - Service Wind I Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 100-92 8.9388 49 1.1621 0.0021 L2 92-84 7.0169 49 1.1167 0.0021 L3 84-76 5.2432 49 0.9717 0.0021 L4 76-68 3.8353 49 0.6405 0.0020 L5 68-32.8281 2.9616 49 0.3733 0.0020 L6 37.1719-1 0.9426 49 0.2278 0.0008 Critical Deflections and Radius of Curvature - Service Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 100.00 Canister Load1 49 8.9388 1.1621 0.0021 8936 97.00 DBXNH-6565B-A2M 49 8.2107 1.1491 0.0021 8936 92.00 Canister Load2 49 7.0169 1.1167 0.0021 5336 89.00 (2)E15S09P84 49 6.3247 1.0829 0.0021 3584 84.00 Canister Load3 49 5.2432 0.9717 0.0021 2152 81.00 P65-16-XLPP-RR w/Mount Pipe 49 4.6566 0.8590 0.0021 1624 76.00 Canister Load4 49 3.8353 0.6405 0.0021 1298 73.00 PCSX065-18-2 49 3.4581 0.5241 0.0021 1651 68.00 VHLP2-23 49 2.9616 0.3733 0.0021 4515 67.00 A-ANT-13G-2-C 49 2.8721 0.3498 0.0020 5473 65.00 840 10054 w/Mount Pipe 49 2.6984 0.3090 0.0020 6846 56.00 OPTIC FIBER JUNCTION 49 1.9993 0.2119 0.0017 7556 CYLINDER Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 100-92 38.5220 22 5.0367 0.0098 L2 92-84 30.2092 22 4.8391 0.0097 L3 84-76 22.5404 22 4.2053 0.0094 L4 76-68 16.4637 22 2.7598 0.0087 L5 68-32.8281 12.7075 22 1.5993 0.0087 L6 37.1719-1 4.0536 10 0.9787 0.0032 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 100.00 Canister Load1 22 38.5220 5.0367 0.0098 2079 97.00 DBXNH-6565B-A2M 22 35.3729 4.9805 0.0098 2079 92.00 Canister Load2 22 30.2092 4.8391 0.0097 1239 89.00 (2)E15S09P84 22 27.2156 4.6915 0.0096 830 84.00 Canister Load3 22 22.5404 4.2053 0.0094 497 tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 18 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft . 81.00 P65-16-XLPP-RR w/Mount Pipe 22 20.0063 3.7128 0.0091 375 76.00 Canister Load4 22 16.4637 2.7598 0.0089 300 73.00 PCSX065-18-2 22 14.8399 2.2537 0.0089 381 68.00 VHLP2-23 22 12.7075 1.5993 0.0088 1046 67.00 A-ANT-13G-2-C 22 12.3238 1.4973 0.0088 1270 65.00 840 10054 w/Mount Pipe 22 11.5786 1.3207 0.0086 1592 56.00 OPTIC FIBER JUNCTION 10 8.5807 0.9018 0.0073 1760 CYLINDER Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P„ en Ratio No. P. ft ft ft in2 K K en L1 100-92(1) TP4.5x4.5x0.337 8.00 0.00 0.0 4.4074 -0.47 138.83 0.003 L2 92-84(2) TP4.5x4.5x0.674 8.00 0.00 0.0 8.1013 -1.15 255.19 0.005 L3 84-76(3) TP4.5x4.5x2.25 8.00 0.00 0.0 15.904 -2.54 715.69 0.004 3 L4 76-68(4) TP6x6x3 8.00 0.00 0.0 28.274 -3.82 1272.35 0.003 3 L5 68-32.8281 TP30.75x25.5x0.1875 35.17 0.00 0.0 17.802 -8.19 912.89 0.009 (5) 6 L6 32.8281 -1 TP35x29.5938x0.25 36.17 0.00 0.0 27.574 -13.24 1485.15 0.009 (6) 1 Pole Bending Design Data Section Elevation Size M. 4M,,, Ratio May 4M„y Ratio No. M,,, ACy ft kip-ft kip-ft 4M,,, kip-ft kip-ft 4,M„, L1 100-92(1) TP4.5x4.5x0.337 1.73 15.36 0.112 0.00 15.36 0.000 L2 92-84(2) TP4.5x4.5x0.674 6.83 26.17 0.261 0.00 26.17 0.000 L3 84-76(3) TP4.5x4.5x2.25 21.81 56.95 0.383 0.00 56.95 0.000 L4 76-68(4) TP6x6x3 43.03 135.00 0.319 0.00 135.00 0.000 L5 68-32.8281 TP30.75x25.5x0.1875 208.51 562.44 0.371 0.00 562.44 0.000 (5) L6 32.8281 -1 TP35x29.5938x0.25 471.28 1061.95 0.444 0.00 1061.95 0.000 (6) Pole Shear Design Data Section Elevation Size Actual QV„ Ratio Actual 4)T, Ratio No. V„ V„ T T • ft K K 4)V„ kip-ft kip-ft 4)T L1 100-92(1) TP4.5x4.5x0.337 0.23 69.42 0.003 0.00 22.42 0.000 L2 92-84(2) TP4.5x4.5x0.674 0.65 127.60 0.005 0.00 35.66 0.000 L3 84-76(3) TP4.5x4.5x2.25 2.48 357.85 0.007 0.00 67.10 0.000 L4 76-68(4) TP6x6x3 2.64 636.17 0.004 0.00 159.04 0.000 L5 68-32.8281 TP30.75x25.5x0.1875 6.47 456.44 0.014 0.07 1126.25 0.000 (5) L6 32.8281 -1 TP35x29.5938x0.25 8.04 742.58 0.011 0.08 2126.50 0.000 (6) tnxTower Report-version 6.1.4.1 - 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 19 Section Elevation Size Actual 4V„ Ratio Actual (I)T, Ratio No. V„ V T„ T„ ft K K 4)V, kip-ft kip-ft 4)T„ Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M. M,,,, V„ T„ Stress Stress ft en 4iM,,, (Mu $V„ 4)T„ Ratio Ratio L1 100-92(1) 0.003 0.112 0.000 0.003 0.000 0.116 1.000 4821' V L2 92-84(2) 0.005 0.261 0.000 0.005 0.000 0.265 1.000 4.8.2 1' L3 84-76(3) 0.004 0.383 0.000 0.007 0.000 0.387 1.000 4.8 2✓ L4 76-68(4) 0.003 0.319 0.000 0.004 0.000 0.322 1.000 4.8.2✓ L5 68-32.8281 0.009 0.371 0.000 0.014 0.000 0.380 1.000 4.8.2✓ (5) 4/ L6 32.8281 -1 0.009 0.444 0.000 0.011 0.000 0.453 1.000 4.8.2✓ (6) ✓ Section Capacity Table Section Elevation Component Size Critical P 0PaHow % Pass No. ft Type Element K K Capacity Fail L1 100-92 Pole TP4.5x4.5x0.337 1 -0.47 138.83 11.6 Pass L2 92-84 Pole TP4.5x4.5x0.674 2 -1.15 255.19 26.5 Pass L3 84-76 Pole TP4.5x4.5x2.25 3 -2.54 715.69 38.7 Pass L4 76-68 Pole TP6x6x3 4 -3.82 1272.35 32.2 Pass L5 68-32.8281 Pole TP30.75x25.5x0.1875 5 -8.19 912.89 38.0 Pass L6 32.8281 -1 Pole TP35x29.5938x0.25 6 -13.24 1485.15 45.3 Pass Summary Pole(L6) 45.3 Pass RATING= 45.3 Pass tnxTower Report-version 6.1.4.1 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 825028 Page 20 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 CROWN REGION ADDRESS USA (8)57/5 1)0 72 FT LEVEL i-- _ �� /�." `,\ \ / / \ (MULLED) / / (12)7/e'TO 96 FT LEVEL / � ! 411111 I I I I A y I g° 1 I ` (61SFM1ID-M(2)2•CONDUfIS) E 1 / ^� (12)5/16.10 54 FT LEVEL 6 '*' INSTALLED) f (MULLED) �\ // Y, (2)1/r TO es Fr LEVEL 11 1 (3) 1-1/4•TO eo FT LEVEL \ / / 4 : 44414 \ �'-- / 3 4 g DRAWN BY PJN CHECKED BY OUR DRAWING DATE 1102113 I I SITE NUMBER: SITE NAME: I SITE NAME I KMG are PORT RfORIMTION I BUSINESS UNIT NUMBER I ELEV. S12E LOCATION STATUS 825028 I SITE ADDRESS I 67'-0• 7•.5• I,7. 13 FULL 11890 SW PACIFIC HIGHWAY TIGARD,OR 97222 e'-0• 2'-9011-1/2• 5.15 PARTIAL WASHINGTON COUNTY BUSINESS 1.111f:625026 TOWER ID:C_9115ElEVEL USA 4'-0• 2'-6•:11-1/2• 1/2. 10/11 PARTIAL I SHEET TIRE BASE LEVEL ISHEET NUMBER I BASE LEVEL DRAWING I r•H5' 1 41-0 •• 'HIOtllf■•1HHkLiIiS'ii[I•A6i';rs,G iIJi9. • • • 99 ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02, Application 291695, Revision 3 CCI BU No 825028 Page 21 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 CCI Flagpole Tool VA CC-`AN Site Data BU#:825028 Site Name:King City • App 8:291695 Rev.1 Code Code: TIA-222-G Ice Thickness: 1 in CONCEALMENT PANEL ATTACHMENT ITTP) Windspeed(V): 93 mph % c Ci Ice Wind Speed(V): 30 mph / ctANOE DOLT Matta Exposure Category: C . Min ii Topographic Feature: N/A Oj f.l Structure Class: II IIC b i STIFFENER �� �� D FLANGE PLATE Tower Information i Total Tower Height: 99 ft - SPINE Base Tower Height: 67 ft FLANGE PLATE Total Canister Length: 32 ft (TYPE 1:60LLORY RATIO 0A6) Number of Canister Assembly Sections: 4 Mating Mating Canister Canister Flange Flange Plate Canister Canister Section Number of Sides Plate Solidity Assembly Assembly Plate Plate Weight Weight Number•: Canister Section Type. Ratio Length(ft): Diameter(in): Thickness Diameter (Kip): (Kip) (inl••: (MI: 1 8 26 Round 1 0.75 24.5 0.45 0.090 0.109 2 8 26 Round 1 0.75 24.5 0.45 0.090 0.109 3 8 0 Round 1 0.75 24.5 0.45 0.090 0.000 4 8 26 Round 1 1.13 24.5 0.45 _ 0.135 0.109 Sections are numbered from the top of the tower down '•Mating Flange Plate Thickness at the bottom of canister section Flag on Tower:I No Truck Ball on Tower:I No Geometry:Base Tower+Spine 825028.eri(lost saved 06/12 2:34 pm) Top Bottom Wall Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete 99 8 0 0 4.5 4.5 0.337 n/a A53-B-35 (x) 91 8 0 0 4.5 4.5 0.674 n/a A53-B-35 (x] 83 8 0 0 4.5 4.5 2.25 n/a A572-50 (x) 75 8 0 0 6 6 3 n/a A572-50 (x) 67 35.171875 4.34375 18 25.5 30.75 0.1875 0.75 A572-50 (x) 36.171875 36.171875 0 18 29.59375 35 0.25 1 A572-50 (x) Discrete Loads:CFAF for Canister Assembly Canister Apply CPA,at CFA, CFA, CFA, CrAF CFAr Canister Assembly Canister Loading Elevation(z) Z Assembly Weight (ft) No Ice(ft_) 1/2"Ice(ft=) 1"Ice(ft) 2"Ice(ft') 4"Ice(ft' Weight No 1/2"Ice Ice(Kip) (Kip) Canister Load 1 99 5.200 10.800 11.200 12.000 13.600 0.054 0.119 Canister Load 2 91 10.400 21.600 22.400 24.000 27.200 0.199 0.329 Canister Load 3 83 5.200 11.200 12.000 13.600 16.800 0.145 0.211 Canister Load 4 75 5.200 11.200 12.000 13.600 16.800 0.145 0.211 Canister Load 5 67 5.200 10.800 11.200 12.000 13.600 0.190 0.255 Deflection Check Required: I Yes I Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection •••(inrhetl 11.520 5.977 _ Sufficient "•Relative deflection under service level wind speed Page 1 of 2 CCIFlagpole Tool v1.0 Stiffened or Unstiffened, Exterior Flange Plate-Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Moment,Mu: 1.73 ft-kips N-Included BU#: 825028 Axial,Pu: 0.47 kips Vn=cp(0.45'Ab'Fu) Site Name: King City Shear,Vu: 0.23 kips cp=0.75,y•Vn(kips): App#: 291695,Revision 1 Elevation: 92 feet 31.81 Pole Manufacturer:) Other If No stiffeners,Criteria: I TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity,cp'Tn,B1: 54.54 kips w`Tn Qty: 12 Adjusted cP*Tn(due to Vu=Vu/Qty),B: 54.54 kips "Tn((1-(VWrVn)^21^0.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 0.28 kips Bolt Material: A325 Bolt Fy: 92 Min.PL"tc"for B cap.w/o Pry: 5.407 in N/A: <--Disregard Min PL"trea"for actual T w/Pry: 0.367 in N/A: <--Disregard Min PL"t1"for actual T w/o Pry: 0.384 in Circle(in.): 22 T allowable with Prying: 1.15 kips a'>1 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 0.28 kips Diam: 24.5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 0.5% Pass Thick,t: 0.75 in Grade(Fy): 36 ksi Strength,Fu: 58 ksi Single-Rod B-eff: 1.18 in Stiffener Data(Welding at Both Sides) Config Weld Type: Groove Depth: in'` Groove Angle: degrees Fillet H.Weld: <--Disregard Fillet V.Weld: in Width: in Height: in Thick: in Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 4.5 in Thick: 0.337 in Grade: 35 ksi #of Sides: 0 "�0"IF Round Fu 60 ksi Reinf.Fillet Weld 0 "0"if None •0=none,1=every bolt,2-every two bolts,3:two 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-Ext Flange G 1.3,Effective March 19,2012 Analysis Date:5/15/2015 Stiffened or Unstiffened, Exterior Flange Plate-Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Moment,Mu: 6.83 ft-kips N-Included BU#: 825028 Axial,Pu: 1.15 kips Vn=9(0.45"Ab"Fu) Site Name: King City Shear,Vu: 0.65 kips 9=0.75,q Vn(kips): App#: 291695,Revision 1 Elevation: 84 feet 31.81 Pole Manufacturer:I Other If No stiffeners,Criteria: ' TIA G <-Only App!cable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity,c"Tn,B1: 54.54 kips o*Tn Oty: 12 Adjusted cp"Tn(due to Vu=Vu/Qty),B: 54.54 kips pTn((1-(VuApVn)^2)^0.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 1.15 kips Bolt Material: A325 Bolt Fy: 92 Min.PL"tc"for B cap.w/o Prv: 5.407 in N/A: <--Disregard Min PL"tree"for actual T w/Prv: 0.748 in N/A: <--Disregard Min PL"t1"for actual T w/o Prv: 0.784 in Circle(in.): 22 _ T allowable with Prying: 1.15 kips a'>1 case Prying Force,q: 0.46 kips Plate Data Total Bolt Tension=Tu+q: 1.60 kips Diam: 24.5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 2.9% Pass Thick,t: 0.75 in Grade(Fy): 36 ksi Strength,Fu: 58 ksi Single-Rod B-eff: 1.18 in Stiffener Data(Welding a�oth Sides) Config: * Weld Type: Groove Depth: in" Groove Angle: degrees Fillet H.Weld: <--Disregard Fillet V.Weld: in Width: in Height: in Thick: in Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 4.5 in Thick: 0.674 in Grade: 35 ksi #of Sides: 0 "o"IF Round Fu 60 ksi Reinf.Fillet Weld 0 "0"if None •o=none,1=every bolt,2=every Iwo bolts,3=two per boll Hata:For complete joint penetration groove welds,the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes- CCIplate 1.5-Ext Flange G 1.3,Effective March 19,2012 Analysis Date:5/15/2015 Stiffened or Unstiffened, Exterior Flange Plate- Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Moment,Mu: 21.81 ft-kips N-Included BU#: 825028 Axial,Pu: 2.54 kips Vn=9(0.45'Ab'FuL Site Name: King City Shear,Vu: 2.48 kips cp=0.75,9•Vn(kips): App#: 291695,Revision 1 Elevation: 76 feet 31.81 Pole Manufacturerl Other If No stiffeners,Criteria: I TIA G]<-Only Applcable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity,w*Tn,B1: 54.54 kips p'Tn Qty: 12 Adjusted 1p'Tn(due to Vu-Vu/Qty),B: 54.54 kips "Tn[(1-(Vu/On)^2]^0.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 3.75 kips Bolt Material: A325 Bolt Fy: 92 Min.PL"tc"for B cap.w/o Pry: 5.407 in N/A: <--Disregard Min PL"trea"for actual T w/Pry: 1.354 in N/A: <--Disregard Min PL"t1"for actual T w/o Prv: 1.419 in Circle(in.): 22 T allowable with Prying: 1.15 kips a'>1 case Prying Force,q: 12.75 kips Plate Data Total Bolt Tension=Tu+q: 16.50 kips Diam: 24.5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 30.3% Pass Thick,t: 0.75 in Grade(Fy): 36 ksi Strength,Fu: 58 ksi Single-Rod B-eff: 1.18 in Stiffener Data(Welding at Both Sides) Config: Weld Type: Groove Depth: in** Groove Angle: degrees Fillet H.Weld: <--Disregard Fillet V.Weld: in Width: in Height: in Thick: in Notch: in Grade: iksi Weld str.: ksi Pole Data Diam: 4.5 _in Thick: 2.25 in Grade: 50 ksi #of Sides: 0 "o-IF Round Fu 65 ksi Reinf.Fillet Weld 0 "0"if None •0=none,1=every bolt,2=every two bolts,3=two 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-Ext Flange G 1.3,Effective March 19,2012 Analysis Date:5/15/2015 Stiffened or Unstiffened, Exterior Flange Plate-Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Moment,Mu: 43.03 ft-kips N-Included BU#: 825028 Axial,Pu: 3.82 kips Vn=cp(0.45'Ab*Fu) Site Name: King City Shear,Vu: 2.64 kips c1)=0.75,g'Vn(kips): App#: 291695,Revision 1 Elevation: 68 feet 31.81 L Pole Manufacturer:I Other If No stiffeners,Criteria: TIA G <-Only Appicable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity,,'Tn,B1: 54.54 kips cp'Tn Qty: 12 Adjusted,'Tn(due to Vu=Vu/Qty),B: 54.54 kips cpTn[(1-(Vu/rpVn)^21^0.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 7.51 kips Bolt Material: A325 Bolt Fy: 92 Min.PL"tc"for B cap.w/o Pry: 4.465 in N/A: <--Disregard Min PL"trea"for actual T w/Pry: 1.440 in N/A: <--Disregard Min PL"t1"for actual T w/o Prv: 1.656 in Circle(in.): 22 T allowable with Prying: 2.04 kips a'>1 case Prying Force,q: 25.57 kips Plate Data Total Bolt Tension=Tu+q: 33.08 kips Diam: 24.5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 60.6% Pass Thick,t: 0.75 in Grade(Fy): 36 ksi Strength,Fu: 58 ksi Single-Rod B-elf: 1.57 in Stiffener Data(Welding at Both Sides) Config: Weld Type: Groove Depth: in" Groove Angle: degrees Fillet H.Weld: <--Disregard Fillet V.Weld: in Width: in Height: in Thick: in • Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 6 in Thick: 3 in Grade: 50 ksi #of Sides: 0 "0•IF Round Fu 65 ksi Reinf.Fillet Weld 0 "0"if None •0=none,1=every bolt,2=every two bolts,3=two 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-Ext Flange G 1.3,Effective March 19,2012 Analysis Date:5/15/2015 Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1)Rod groups at corners.Total#rods divisible by 4.Maximum total#of rods=48(12 per Corner). 2)Rod spacing is equal to straight center-to-center distance between any(2)adjacent rods(same corner). . 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)'(Rod Diameter). Site Data Base Reactions BU#: 825028 TIA Revision: G _ Site Name: King City Factored Moment, Mu: 471 ft-kips App#: 291695, Revision 1 Factored Axial,Pu: 13 kips Anchor Rod Data Factored Shear,Vu: 8 kips Eta Factor, r) 0.5 TIA G(Fig.4-4) Qty: 4 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G -->Max Rod(Cu+Vu/n): 138.7 Kips Yield, Fy: 75 ksi Axial Design Strength,cP`Fu'Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 53.3% Pass Bolt Circle: 43 in Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 43 in Base Plate Stress: 28.2 ksi Yield Line(in): Thick: 1.75 in PL Design Bending Strength, cl)*Fy: 45.0 ksi 24.98 Grade: 50 ksi Base Plate Stress Ratio: 62.6% Pass Max PL Length: Clip Distance: 0 in 25.81 , N/A-Unstiffened Stiffener Data(Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type: Vertical Weld: N/A Groove Depth: in" Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A Groove Angle: degrees Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld: <-- Disregard Plate Comp.(AISC Bracket): N/A Fillet V.Weld: in Pole Results Width: in Pole Punching Shear Check: N/A ' Height: in Mae PL Length Thick: in 'fled une M Anchors Notch: in of comer= t= BASE PL 0 ty/4 THICKNESS Grade: ksi Jligg nE Anchor, Typ. Weld str.: ksi STIFFENED CONFIGURATION V IGgI Jf.JdI+G ASSUMED IN TOOL in I GQ 1 it- B.C. • LIME Pole Data i -- 90 Input Clear space - of hor a Singla Diam: 35 in Anchor rose Thick: 0.25 in �s°o ~ H, Pole r// Grade: 50 ksi 'QF DIAM = o #of Sides: 18 "0"IF Round Ne� Ste erSSpo-6"1.c e As ' " Except for S Corner Anchor (Input Cleor Space) Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Square Base F-G 1.2, Effective March 19,2012 Analysis date:5/15/2015 Site Number 825028 Site Name King City Caisson Analysis Pier Properties Moment 471.00 kip-ft Analysis Properties Shear 8.00 kip TIA Code G Soil Safety Factor 1.33 Pier Diameter 5.5 ft Water Table Depth 15.0 ft Height Above Grade 1.0 ft Ignored Soil Depth 2.0 ft Depth Below Grade 21.0 ft Cohesion Based on PLS Caisson Donut Diameter ft Max Soil Capacity 110% Donut Depth ft Soil Properties Top of Soil Layer Bottom of Soil Soil Unit Friction Angle Layer Layer Thickness Layer Cohesion (psf) (ft) (ft) (ft) Weight(pcf) (degrees) Soil.Layer Soil.Top Soil.Thick Soil.Bottom Soil.Weight Soil.Cohesion Soil.Phi 1 0.00 7.5 7.50 110 34.95 2 7.50 7.5 15.00 110 37.38 3 15.00 6 20.50 110 11.54 4 20.50 19.5 40.00 110 20.08 5 40.00 1.5 41.50 110 21.80 6 7 8 9 10 Critical Depths Below Grade Results Rotation Axis 12.71 ft Soil Capacity 19.3% OK Zero Shear 4.53 ft Max Pier Moment 506.42 kip-ft Moment At User Defined Depths Below Grade kip-ft kip-ft kip-ft kip-ft vi.0 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note:Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 825028 TIA Revision: G Site Name: King City Max. Factored Shaft Mu: 506.42 ft-kips(Note) App#: 291695, Revision 1 Max.Factored Shaft Pu: 13.00 kips Max Axial Force Type: Comp. Loads Already Factored Note:Max shaft superimposed moment does not necessarily equal the shaft top reaction moment For M(WL) <----Disregard For P(DL) <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 506.42082 ft-kips Pier Properties 1.00 Pu: 13 kips Concrete: Pier Diameter= 5.5 ft Material Properties Concrete Area= 3421.2 in2 Concrete Comp.Strength,f'c= 4000 psi Reinforcement Yield Strength, Fy= 60 _ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 4.0 in Reinforcement Yield Strain= 0.00207 Horiz. Tie Bar Size= 5 Limiting Compressive Strain=I 0.003 I Vert. Cage Diameter= 4.61 ft ACI 318 Code Veil. Cage Diameter= 55.34 in Select Analysis ACI Coded 2008 1 Vertical Bar Size= 11 ] Seismic Properties Bar Diameter= 1.41 in Seismic Design Category= C Bar Area= 1.56 in2 Seismic Risk= Moderate Number of Bars= 12 As Total = 18.72 in2 SOLVE (RUN) J <----Press Upon Completing All Input As/Aconc, Rho= 0.0055 0.55% ACI 10.5 ,ACI 21.10.4,and IBC 1810. Results: Min As for Flexural,Tension Controlled, Shafts: Governing Orientation Case: 2 (3)*(Sqrt(fc)/Fy): 0.0032 E• E• 200/Fy: 0.0033 � /TAP. Mu • �-�� Mu � �t. 7 • Case 1 Case 2 Dist. From Edge to Neutral Axis: 9.40 in Minimum Rho Check: Extreme Steel Strain, et: 0.0161 Actual Req'd Min. Rho: 0.33% Flexural et>0.0050,Tension Controlled Provided Rho: 0.55% OK Reduction Factor,cp: 0.900 Ref. Shaft Max Axial Capacities,cb Max(Pn or Tn): Max Pu = (cp=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 6599.64 kips For Axial Compression, cp Pn = Pu: 13.00 kips at Mu=(4)=0.65)Mn=_ 3135.22 ft-kips Drilled Shaft Moment Capacity, cpMn: 2333.62 ft-kips Drilled Shaft Superimposed Mu: 506.42 ft-kips Max Tu, (p=0.9)Tn= 1010.88 kips at Mu = =(0.9)•Mn = 0.00 ft-kips Mu/cpMn,Drilled Shaft Flexure CSR:I 21.7% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date:5/15/2015 /Ii_ Date: May 15, 2015 GPO Engineering and Architecture Professional Corporation Lynn Ori GPD Crown Castle 520 South Main St. Suite 2531 5350 North 48th Street Suite 305 Akron, OH 44311 Chandler, AZ 85226 (614) 859-1607 (480) 734-2435 dpalkovic @gpdgroup.com Subject: Structural Opinion Letter Crown Castle Designation: Crown Castle BU Number: 825028 Crown Castle Site Name: King City Crown Castle Work Order Number: 1052883 Engineering Firm Designation: GPD Project Number: 2015777.825028.02 Site Data: 13680 SW Pacific Highway, Tigard, OR 97223, Washington County Latitude 45°25' 14.04, Longitude -122°47'3.46" 99 Foot— EEI Concealment Tower Dear Lynn Ori, GPD is pleased to submit this "Structural Opinion Letter" for the structural integrity of the flange plate connections at 68', 76', 84', and 92' on the aforementioned tower. This evaluation has been performed in accordance with the Crown Castle Structural `Statement of Work'. The purpose of the opinion letter is to determine the suitability of the tower flange plate connections with the existing and proposed loading as specified in Tables 1 & 2 in the report, based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph. A 3D solid model was created of the flange plate connections using AutoCAD 2014. A full analysis was performed on the flange plate connections using version 16.0 of ANSYS Mechanical. Forces on the connections were calculated in accordance with TIA-222-G based on the loading in Tables 1 & 2 in the report. Based on a review of the results of the finite element analysis in ANSYS. we have determined the flange plate connections at 68', 76', 84', and 92' are sufficient for the existing and proposed loading. We at GPD 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. Respectfully submitted by: 81.20C/1■"°°wRa&miNib John N. Kabak, P.E. 520 South Main Street.Suite 2531 .Akron,Ohio 44311 .330-572-2100.Fax 330-572-2101 .www.GPDGroup.com GPD Engineering and Architecture Professional Corporation 99 Ft Concealment Tower Structural Analysis May 15,2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCl BU No 827335 Page 2 68' Flange Connection IIIIIPOr .Fy Static Structural ANSYS Time:1.$ _ ,:'.: - r _.. .. .; . s 16.0 5/15/2015 2:06 PM ®Fixed Support ■Axial:3820.Ibf ®Shear:2638.71bf ®Moment:4,2132e.0051bf•in r alit, ki , , , , 1 I tz x•l.] 0.00 30.00 60,00 On) 15.00 45.00 Ilir158 30 Equivalent Plastic Strain ANSYS Type:Equivalent Plastic Strain . Unit,in/in • _.. _.:--._„ ,. ._,..,r:; 5/15/2015 2:18 PM 0.0057006 Max 0.0050612 0.0044338 0.0038004 0.003167 0.0025336 0.0059002 0.0012668 0.0006334 00.0n Controlling Component:Top Flange Stiffener • 99 Ft Concealment Tower Structural Analysis May 15,2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 827335 Page 3 76' Flange Connection -", # ANSYS Time:Ls 16.0 5/15,/20152:13 PM Q Axial:2540.Ibf "` i Shear 2480.2 Ibf ©Moment 1.7244e+0051bfnn - . DO Fixed Support i prt Z 0 4.1.1 50.00 fin) MO V 37.50 11130 ' Equivalent Plastic Strain ANSYS S Type:Equivalent Plastic Strain 16.0 Unit:inln Time:1 1 5/15/2015 2:11 PM 2 0.00088286 Max _ r 0.00078417 0.00068667 0.00058857 0.00049048 0.00039238 0,00029429 0.00019619 9.8096e-5 0 Min Controlling Component:Top Flange Stiffener 99 Ft Concealment Tower Structural Analysis May 15,2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCl BU No 827335 Page 4 84' Flange Connection tea 30 - Aanc Structural - _ ANSYS Time:1.s 16.0 5115!2015 2:16 PM ©Fcced Support �._ _ ®Axel:1150.Ibf ®Shear 650.07 Ibf ®Moment 59560 lbf in FN t f a L 2 X 0.00 ,0 50.00(,:■ L2.50 G/ 3,50 !8430 -•Ir,a 1111 .,_-,.,�as_..,..,.... Equivalent Stress lia 1111_._ Type:Equivalent(on-Mises)Stresr r1r/~ 1 mum Unit:psi ,,,,,, n■um 1 Time:1 we rani ..f■r■•YI 5/15/2015 2aT PM ••�.�•etuur0 1{/■rl/■1 `,ti •04 �fr■I/r1 i�•�.�.i rrrrlK■1 2623:791".: 41044�'Ns,��e • at/■■f{ A40°-..•- e/r■■rl ` zo91z �� `.17665 �' .��•.�:•11007 •-d�•:y'%' '11910 �•�•�•QI���11900 ;r,-, i ; I •as_ 5951.9 a�i r �.rrrrrr• •r 2977.5 iii Oiuntan ■ 0111971*. .r' U/Y0•Url Iran k ♦rt..+lr �iie s!le x Will ■us:. 10.000(n) ■•11 2 7.500 Controlling Component:Top Flange Stiffener 99 Ft Concealment Tower Structural Analysis May 15, 2015 Project Number 2015777.825028.02,Application 291695, Revision 3 CCI BU No 827335 Page 5 92' Flange Connection 1:9230 ...- . .:... _ ...- -- . . ANSYS Static Structural Time:1.s �' 16.0 5/15/2015 2:23 PM ®Fixed Support ®Axial:470.Ibf ®Shear:229.84 Ibf _ ®Moment 124801bf•in • i. r ...,„i- 0.80 5 a 0 12 50 07 02 9230 Equivalent Stress ■MEL ]■■■MEMOM_.... 1 1IL_.._._—J•1 AN . Type:Equvelent(von-Mises)Stre ss m.A■•••••■■■S•U01•1f•N•■■ !!!l 11,0' 11__ Unit psi 4711111.111.1•MMINNIMUMMIEMMOSI WO' Time:1 5 •/15/2015 2:22 PM �• Olt , 4 :.:..`\ 7551.8 Max 4.111 �� - 6712.7 ♦•��• +• \\ .■t .,- :♦ 5873.6 • +�.♦`\` AMMO ♦••••• 5030.5 4444+�,�♦�.�` Xt�b' �ir J��H� 4095.5 ��� ■ 1 IMUME1 I� ••• 3356.4 ��� ��•� 4r... 2517.3 •��►�♦��1%R.ir1 .111fi�\�1 ,•*•� 1678.2 •�♦� ♦• R.0 u.�,�a. ... 839.12 �•�• •9/■ :.a110N1 0.036502 Mn +�.4,4Pai iii` �•r��� iii'NI ► `����� Mil 111111-•' 1 1I 111111 1111 111111 .001 111111 111 11111 III 11110 1111 11110 al1 111111 1111 111111 111 11111[ 0.000 5 "I! ::::;1 w.""") 2s00 i 11111! Controlling Component: Bottom Flange Stiffener