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7 /36,4-1) E,/ r , RECEIVE ..._... .:;,.,,:, ,, :_cAc....R.,.str:".,..,:4:;...14:1 Date: January 11,2017 JAN 2 6 2017 Scott Fike CITY OF TIC;' BUILDING DR,,,q Crown Castle Crown Castle 2000 Corporate Dr. 2055 S. Stearman Drive Canonsburg, PA Chandler,AZ 85286 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P004037C • Carrier Site Name: King City . Crown Castle Designation: Crown Castle BU Number: 825028 Crown Castle Site Name: King City Crown Castle JDE Job Number: 376782 Crown Castle Work Order Number: 1347333 Crown Castle Application Number: • 343041 Rev. 10 Engineering Firm Designation: Crown Castle Project Number: 1347333 Site Data: 13680 SW Pacific Highway,Tigard,Washington County,OR Latitude 45°25'14.2", Longitude-122°47'3.5" 99 Foot-Concealment Tower Dear Scott Fike, Crown Castle 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 1347333, in accordance with application 343041, revision 10. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing+Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing loading,respectively. The 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 the use in TIA-222-G Standard per Exception#5 of Section 1609.1_1_ Exposure Category B 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 Crown Castle 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:Allan R. Smith, E.I.T./SM ¢Eo PROFFs Respectfully submitted by: �a.!h G NEER ' O li G,i,:/1.c,Q 't c i 31,' r e Mari el Dentinger, P.E. V OREC , Sr. Project Engineer \4- tnxTowar Report-version �• '9 :" i 7.0.5.1 � FC DEN'S- 0 l /J r lirl January 11,2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 2 TABLE OF CONTENTS 1)INTRODUCTION 2)ANALYSIS CRITERIA Table 1 —Proposed Antenna and Cable Information Table 2—Existing 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 Stresses vs. Capacity—LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 4 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 3 1) INTRODUCTION This tower is a 99 ft Concealment tower designed by Engineered Endeavors, Inc. in December of 2004 and mapped by FDH in August of 2016. The base tower is 67 ft, and the canister section extends 32 ft from 67 ft to 99 ft. The canister section was also designed by Engineered Endeavors, Inc. The tower was originally designed for a wind speed of 80 mph per TINEIA-222-F. This analysis considers the tower without the bottom two concealment assembly sections from 67 ft to 83 ft. 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-inch ice thickness and 60 mph under service loads, exposure category B. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note (ft) Antennas Lines Size (in) 96.0 13 commscope I SBNHH-1D65B 96.0 1 - _ 90.0 3 1 commscope 1 TMAT1921B78-21A Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Size Note Level (ft) Elevation Antennas Manufacturer Lines (in) , (ft) 3 + andrew DBXNH-6565B-A2M 1 1 2 1 96.0 96.0 2 7/8 6 commscope ATM200-A20 11 5/16 1 r 95.0 95.0 1 - 26.8"OD x 8'Tall 1 Concealment Canister 90.0 88.5 12 commscope E15S09P84 - - 2 1 87.0 87.0 1 - 26.8"ODx8'Tall - 1 Concealment Canister 80.0 80.0 3 powerwave P65-16-XLPP-RR 3 1-1/4 1 technologies w/Mount Pipe 72.0 72.0 3 csa wireless PCSX065-18-2 w/ 6 7/8 1 Mount Pipe 67.0 I 1 andrew VHLP2-23 66.0 1 I dragonwave ( A-ANT-13G-2-C 2 ( motorola PTP 58600 64.0 Side Arm Mount 1 tower mounts [SO 102-3] 64.0 2 kathrein 84010054 12 5/16 1 w/Mount Pipe 2 1/2 63.0 3 kathrein 860 10025 1 powerwave P65-18-XXW2-RR Y technologies w/Mount Pipe 1 62.0 3 motorola Vx DAP I/V RF Module j 1 61.0 j 1 ( motorola I Vx DAP I/V RF Module tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 4 Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Size Note Level (ft) Elevation Antennas Manufacturer Lines (in) (ft) ' 3 samsung POWER JUNCTION telecommunications CYLINDER 57.0 3 samsung RRH-P4 telecommunications 55.0 1 tower mounts Side Arm Mount - - 1 [SO 102-3] 3 samsung OPTIC FIBER 53.0 telecommunications JUNCTION CYLINDER 3 samsung RRH-C2A w/EXT telecommunications FILTER Notes: 1) Existing Equipment 2) Existing Equipment to be Removed;NOT considered in this analysis Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size (in) 96 96 1 26"0 x 8'AMS 3 EMS Wireless DR65-19-02DPQ i 88 88 1 - 26"0x8'AMS - - 3 EMS Wireless DR65-19-02DPQ 1 - 26"0x8'AMS 80 80 - -r 3 EMS Wireless DR65-19-02DPQ 72 72 1 ( - ) 26"0x8'AMS - - 3 EMS Wireless DR65-19-02DPQ 3)ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source r 4-GEOTECHNICAL REPORTS LSI Adapt 3472511 T CCISITES 4-TOWER FOUNDATION Engineered Endeavors 3485467 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER FDH (Mapping)/Engineered 6388772 CCISITES DRAWINGS Endeavors(Original Design) 3.1)Analysis Method tnxTower(version 7.0.5.1), 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. V tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 5 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. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity (Summary) Section Elevation(ft) Component TypeCritical SPP allow No. P Size Element P(K) (K) Capacity Pass/Fail i L1 99-91 I Pole TP4.5x4.5x0.337 1 [ -0.48 I 138.83 11.7 Pass L2 91 -83 Pole TP4.5x4.5x0.674 2 -1.00 255.19 26.5 Pass L3 1 83-75 Pole I TP4.5x4.5x2.25 I 3 I -2.04 715.69 31.2 Pass L4 75-67 Pole TP6x6x3 4 -3.37 1272.35 25.6 Pass L5 67-31.79 Pole TP30.75x25.5x0.1875 5 -7.42 912.69 30.4 Pass L6 31.79-0 Pole TP35x29.6x0.25 6 -12.21 1485.15 37.5 Pass Summary Pole(L6) 37.5 Pass I Rating= I 37.5 Pass I Table 6-Tower Component Stresses vs. Capacity-LC5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods 0 44.2 Pass 1 Base Plate 0 51.9 Pass 1 Base Foundation 0 17.9 Pass Base Foundation 1 Soil Interaction 0 11.7 Pass 1 Flange Bolts 67 13.9 Pass 1,2 1 Upper Flange Plate 67 89.5 Pass 1 Lower Flange Plate j 67 7.0 Pass 1 Flange Bolts 75 6.5 Pass 1 Flange Bolts 83 3.1 Pass 1 i Flange Bolts I 91 I 0.5 I Pass I Structure Rating (max from all components)= 89.5% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 2) Flange plate capacity has been determined by conducting a finite element analysis using ANSYS 17.1. * 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loading. No modifications are required at this time. tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CC/BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 99.0 ft J t g 0 '0 I o a o o e DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 91.0 ft Canister Load1 99 840 10054 w/Mount Pipe 64 (2)ATM200-A20 96 860 10025 64 o 0 (2)ATM200-A20 96 (2)86010025 64 0 8 o n o (2)ATM200-A20 96 (3)Vx DAP IN RF Module 64 co o v a < SBNHH-1D65B 96 Vx DAP IN RF Module 64 SBNHH-1D65B 96 PTP 58600 64 83.0 ft SBNHH-1D65B 96 PTP 58600 64 TMAT1921878-21A 96 Side Arm Mount[SO 102-3] 64 § TMAT1921 B78-21A 96 VHLP2-23 64 m g o 8 . il TMAT1921B78-21A 96 A-ANT-130-2-C 64 m r a a 26.8'OD x 8'Tall Concealment 95 RRH-P4 55 Canister RRH-C2A w/EXT FILTER 55 _f_ 75.0 ft Canister Load2 91 RRH-C2A w/EXT FILTER 55 26.8"OD x 8'Tall Concealment 87 RRH-C2A wIEXT FILTER 55 Canister POWER JUNCTION CYLINDER 55 o Q 0� 0 0 Canister Load3 83 POWER JUNCTION CYLINDER 55 e m o 25 0 0 o P65-16-XLPP-RR w/Mount Pipe 80 of m co POWER JUNCTION CYLINDER 55 P65-16-XLPP-RR w/Mount Pipe 80 OPTIC FIBER JUNCTION CYLINDER 55 P65-16-XLPP-RR w/Mount Pipe 80 67.0 ft OPTIC FIBER JUNCTION CYLINDER 55 - /1 Canister Load4 75 OPTIC FIBER JUNCTION CYLINDER 55 PCSX065-18-2 w/Mount Pipe 72 8'x2"Antenna Mount Pipe 55 PCSX065-18-2 w/Mount Pipe 72 8'x2"Antenna Mount Pipe 55 PCSX065-18-2 w/Mount Pipe 72 8'x2"Antenna Mount Pipe 55 Canister Load5 67 `j 840 10054 w/Mount Pipe 64 Side Arm Mount[SO 102-3] 55 RRH-P4 55 P65-18-XXW2-RR w/Mount Pipe 64 RRH-P4 Co� 55 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu J A53-B-35 35 ksi 63 ksi A572-50 50 ksi 65 ksi m m p O TOWER DESIGN NOTES V N g g N P.'. 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:37.5% ..k / 31.8 8 ALL REACTIONS ARE FACTORED N AXIAL iRo 0 27 K 8 o 0 m m ,n c .- o N 2 SHEAR j .- MOMENT 1 K I 51kip-ft TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 12K 7HEAR MOMENT 7 K 389 kip-ft 0.0 ft ro TORQUE 1 kip-ft y _ z REACTIONS-93 mph WIND p a r 7E' s_ Y a d y W W E U y a r W .2' 0 ern 3 z' iE roo 1— mo c3- 3 Crown Castle Job:825028 Cf:,, CROWN 2000 Corporate Drive Pmject CASTLE Canonsburg, PA 15317Client'Crown Castle Drawn by:SMandal AP°'d The Foundation for a Wireless World Phone:724-416-2000 COt1e. TIA-222-G Date:01/10/17 scale: NTS FAX:724-416-4245 Path: Dwg No.E-1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 7 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 Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals V Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification NI Use Clear Spans For Wind Area SR Leg Bolts Resist Compression NI Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable - Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice NI Bypass Mast Stability Checks - Consider Feed Line Torque Always Use Max Kz V Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile V Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg V Sort Capacity Reports By Component V Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric 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 99.00-91.00 8.00 0.00 Round 4.5000 4.5000 0.3370 A53-B-35 (35 ksi) L2 91.00-83.00 8.00 0.00 Round 4.5000 4.5000 0.6740 A53-B-35 (35 ksi) L3 83.00-75.00 8.00 0.00 Round 4.5000 4.5000 2.2500 A572-50 (50 ksi) L4 75.00-67.00 8.00 0.00 Round 6.0000 6.0000 3.0000 A572-50 (50 ksi) L5 67.00-31.79 35.21 4.42 18 25.5000 30.7500 0.1875 0.7500 A572-50 (50 ksi) L6 31.79-0.00 36.21 18 29.6000 35.0000 0.2500 1.0000 A572-50 (50 ksi) tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 8 Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t - 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 30.7260 23.2892 2534.5957 10.4193 15.0368 168.5595 5072.5265 11.6468 4.7696 19.078 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 Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 99.00- 1 0 1 91.00 L2 91.00- 1 0 1 83.00 L3 83.00- 1 1 1 75.00 L4 75.00- 1 1 1 67.00 L5 67.00- 1 1 1 31.79 L6 31.79-0.00 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 LDF5-50A(7/8") B Surface Ar 83.00-67.00 12 6 -0.500 1.0900 0.33 (CaAa) -0.400 ATCB-B01-003(5/16") B Surface Ar 83.00-67.00 1 1 -0.500 0.3150 0.07 (CaAa) -0.500 ** TYPE 1(1-1/4) C Surface Ar 80.00-0.00 3 3 -0.120 1.2990 0.63 (CaAa) -0.080 LDF5-50A(7/8") C Surface Ar 72.00-67.00 6 6 0.000 1.0900 0.33 (CaAa) 0.000 LDF4-50A(1/2") C Surface Ar 67.00-64.00 2 2 0.000 0.6300 0.15 (CaAa) 0.000 ATCB-B01-020(5/16) C Surface Ar 67.00-64.00 12 2 0.000 0.3150 0.07 (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") B No Inside Pole 67.00-0.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 LDF5-50A(7/8") B No Inside Pole 96.00-83.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CC/BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf 1"Ice 0.00 0.33 ATCB-B01-003(5/16") B No Inside Pole 67.00-0.00 1 No Ice 0.00 0.07 1/2"Ice 0.00 0.07 1"Ice 0.00 0.07 ATCB-B01-003(5/16") B No Inside Pole 96.00-83.00 1 No Ice 0.00 0.07 1/2"Ice 0.00 0.07 1"Ice 0.00 0.07 LDF5-50A(7/8") C No Inside Pole 67.00-0.00 6 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 ATCB-B01-020(5/16) C No Inside Pole 64.00-0.00 12 No Ice 0.00 0.07 1/2"Ice 0.00 0.07 1"Ice 0.00 0.07 LDF4P-50A(1/2") C No Inside Pole 64.00-0.00 2 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Rigid Conduit C No Inside Pole 64.00-0.00 2 No Ice 0.00 2.80 1/2"Ice 0.00 2.80 1"Ice 0.00 2.80 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 99.00-91.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.02 - C 0.000 0.000 0.000 0.000 0.00 L2 91.00-83.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.03 C 0.000 0.000 0.000 0.000 0.00 L3 83.00-75.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 5.484 0.000 0.03 C 0.000 0.000 1.949 0.000 0.01 L4 75.00-67.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 5.484 0.000 0.03 C 0.000 0.000 6.388 0.000 0.03 L5 67.00-31.79 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.14 C 0.000 0.000 14.288 0.000 0.36 L6 31.79-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.13 C 0.000 0.000 12.389 0.000 0.34 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 99.00-91.00 A 2.223 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.02 C 0.000 0.000 0.000 0.000 0.00 L2 91.00-83.00 A 2.204 0.000 0.000 0.000 0.000 0.00 - B 0.000 0.000 0.000 0.000 0.03 C 0.000 0.000 0.000 0.000 0.00 L3 83.00-75.00 A 2.182 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 14.649 0.000 0.25 C 0.000 0.000 5.164 0.000 0.08 L4 75.00-67.00 A 2.159 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 14.565 0.000 0.25 C 0.000 0.000 15.002 0.000 0.23 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 10 Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L5 67.00-31.79 A 2.082 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.14 C 0.000 0.000 39.309 0.000 0.87 L6 31.79-0.00 A 1.855 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.13 C 0.000 0.000 32.032 0.000 0.76 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPz Ice Ice ft in in in in L1 99.00-91.00 0.0000 0.0000 0.0000 0.0000 L2 91.00-83.00 0.0000 0.0000 0.0000 0.0000 L3 83.00-75.00 0.0719 -0.2986 0.0498 -0.2203 L4 75.00-67.00 0.0725 0.0101 0.0535 -0.0122 L5 67.00-31.79 0.1070 0.5226 0.1666 0.8630 L6 31.79-0.00 0.1091 0.5131 0.1852 0.8711 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ke Section Record No. Segment No Ice Ice Elev. L3 3 LDF5-50A(7/8") 75.00- 1.0000 1.0000 83.00 - L3 6 ATCB-B01-003(5/16") 75.00- 1.0000 1.0000 83.00 L3 8 TYPE 1(1-1/4) 75.00- 1.0000 1.0000 80.00 L4 3 LDF5-50A(7/8") 67.00- 1.0000 1.0000 75.00 L4 6 ATCB-B01-003(5/16") 67.00- 1.0000 1.0000 75.00 L4 8 TYPE 1(1-1/4) 67.00- 1.0000 1.0000 75.00 L4 11 LDF5-50A(7/8") 67.00- 1.0000 1.0000 72.00 L5 8 TYPE 1(1-1/4) 31.79- 1.0000 1.0000 67.00 L5 17 LDF4-50A(1/2") 64.00- 1.0000 1.0000 67.00 L5 18 ATCB-B01-020(5/16) 64.00- 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 99.00 No Ice 5.36 5.36 0.06 1/2" 11.12 11.12 0.12 Ice 11.52 11.52 0.19 V 1"Ice Canister Load2 C None 0.0000 91.00 No Ice 10.72 10.72 0.20 1/2" 22.24 22.24 0.34 Ice 23.04 23.04 0.47 1"Ice tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 11 - 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 Load3 C None 0.0000 83.00 No Ice 5.36 5.36 0.21 1/2" 11.12 11.12 0.27 Ice 11.52 11.52 0.35 1"Ice Canister Load4 C None 0.0000 75.00 No Ice 0.00 0.00 0.15 1/2" 0.00 0.00 0.15 Ice 0.00 0.00 0.16 1"Ice Canister Load5 C None 0.0000 67.00 No Ice 0.00 0.00 0.18 1/2" 0.00 0.00 0.18 Ice 0.00 0.00 0.19 1"Ice 26.8"OD x 8'Tall C None 0.0000 95.00 No Ice 0.00 0.00 0.00 Concealment Canister 1/2" 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 26.8"OD x 8'Tall C None 0.0000 87.00 No Ice 0.00 0.00 0.00 Concealment Canister 1/2" 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice (2)ATM200-A20 A From Leg 0.50 0.0000 96.00 No Ice 0.00 0.00 0.00 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.01 1"Ice (2)ATM200-A20 B From Leg 0.50 0.0000 96.00 No Ice 0.00 0.00 0.00 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.01 1"Ice (2)ATM200-A20 C From Leg 0.50 0.0000 96.00 No Ice 0.00 0.00 0.00 0.00 1/2" 0.00 0.00 0.00 -- 0.00 Ice 0.00 0.00 0.01 1"Ice SBNHH-1D65B A From Leg 0.50 0.0000 96.00 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 0.16 1"Ice SBNHH-1D65B B From Leg 0.50 0.0000 96.00 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 0.16 1"Ice SBNHH-1D65B C From Leg 0.50 0.0000 96.00 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 0.16 1"Ice TMAT1921B78-21A A From Leg 0.50 0.0000 96.00 No Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.02 -6.00 Ice 0.00 0.00 0.03 1"Ice TMAT1921B78-21A B From Leg 0.50 0.0000 96.00 No Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.02 -6.00 Ice 0.00 0.00 0.03 1"Ice TMAT1921B78-21A C From Leg 0.50 0.0000 96.00 No Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.02 -6.00 Ice 0.00 0.00 0.03 1"Ice P65-16-XLPP-RR w/ A From Leg 1.00 0.0000 80.00 No Ice 8.37 6.36 0.07 S Mount Pipe 0.00 1/2" 8.93 7.54 0.14 0.00 Ice 9.46 8.43 0.21 1"Ice P65-16-XLPP-RR w/ B From Leg 1.00 0.0000 80.00 No Ice 8.37 6.36 0.07 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 12 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 Mount Pipe 0.00 1/2" 8.93 7.54 0.14 0.00 Ice 9.46 8.43 0.21 1"Ice P65-16-XLPP-RR w/ C From Leg 1.00 0.0000 80.00 No Ice 8.37 6.36 0.07 Mount Pipe 0.00 1/2" 8.93 7.54 0.14 0.00 Ice 9.46 8.43 0.21 1"Ice PCSX065-18-2 w/Mount A From Leg 1.00 0.0000 72.00 No Ice 4.69 4.66 0.04 Pipe 0.00 1/2" 5.22 5.75 0.08 0.00 Ice 5.72 6.59 0.13 1"Ice PCSX065-18-2 w/Mount B From Leg 1.00 0.0000 72.00 No Ice 4.69 4.66 0.04 Pipe 0.00 1/2" 5.22 5.75 0.08 0.00 Ice 5.72 6.59 0.13 1"Ice PCSX065-18-2 w/Mount C From Leg 1.00 0.0000 72.00 No Ice 4.69 4.66 0.04 Pipe 0.00 1/2" 5.22 5.75 0.08 0.00 Ice 5.72 6.59 0.13 1"Ice 840 10054 w/Mount Pipe A From Face 1.00 0.0000 64.00 No Ice 4.81 2.39 0.05 0.00 1/2" 5.16 2.92 0.09 -1.00 Ice 5.53 3.47 0.13 1"Ice P65-18-XXW2-RR w/ B From Face 1.00 0.0000 64.00 No Ice 5.85 3.24 0.04 Mount Pipe 0.00 1/2" 6.24 3.84 0.08 -1.00 Ice 6.65 4.46 0.13 1"Ice 840 10054 w/Mount Pipe C From Face 1.00 0.0000 64.00 No Ice 4.81 2.39 0.05 0.00 1/2" 5.16 2.92 0.09 -1.00 Ice 5.53 3.47 0.13 1"Ice 860 10025 A From Face 1.00 0.0000 64.00 No Ice 0.14 0.12 0.00 0.00 1/2" 0.20 0.17 0.00 -1.00 Ice 0.26 0.23 0.01 1"Ice (2)860 10025 C From Face 1.00 0.0000 64.00 No Ice 0.14 0.12 0.00 0.00 1/2" 0.20 0.17 0.00 -1.00 Ice 0.26 0.23 0.01 1"Ice (3)Vx DAP IN RF Module C From Face 1.00 0.0000 64.00 No Ice 3.03 1.78 0.05 0.00 1/2" 3.26 1.97 0.07 -2.00 Ice 3.49 2.16 0.10 1"Ice Vx DAP IN RF Module C From Face 1.00 0.0000 64.00 No Ice 3.03 1.78 0.05 0.00 1/2" 3.26 1.97 0.07 -3.00 Ice 3.49 2.16 0.10 1"Ice PTP 58600 A From Face 1.00 0.0000 64.00 No Ice 1.24 0.42 0.01 0.00 1/2" 1.38 0.51 0.02 0.00 Ice 1.53 0.61 0.03 1"Ice PTP 58600 C From Face 1.00 0.0000 64.00 No Ice 1.24 0.42 0.01 0.00 1/2" 1.38 0.51 0.02 0.00 Ice 1.53 0.61 0.03 1"Ice Side Arm Mount[SO 102- C None 0.0000 64.00 No Ice 3.00 3.00 0.08 3] 1/2" 3.48 3.48 0.11 Ice 3.96 3.96 0.14 1"Ice z RRH-P4 A From Face 1.00 0.0000 55.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 2.00 Ice 3.17 2.16 0.11 tnxTower Report-version 7.0.5.1 January 11,2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 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 1"Ice RRH-P4 B From Face 1.00 0.0000 55.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 2.00 Ice 3.17 2.16 0.11 1"Ice RRH-P4 C From Face 1.00 0.0000 55.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 2.00 Ice 3.17 2.16 0.11 1"Ice RRH-C2A w/EXT FILTER A From Face 1.00 0.0000 55.00 No Ice 3.11 1.38 0.06 0.00 1/2" 3.33 1.55 0.08 -2.00 Ice 3.56 1.72 0.10 1"Ice RRH-C2A w/EXT FILTER B From Face 1.00 0.0000 55.00 No Ice 3.11 1.38 0.06 0.00 1/2" 3.33 1.55 0.08 -2.00 Ice 3.56 1.72 0.10 1"Ice RRH-C2A w/EXT FILTER C From Face 1.00 0.0000 55.00 No Ice 3.11 1.38 0.06 0.00 1/2" 3.33 1.55 0.08 -2.00 Ice 3.56 1.72 0.10 1"Ice POWER JUNCTION A From Face 1.00 0.0000 55.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 1/2" 0.45 0.45 0.01 2.00 Ice 0.55 0.55 0.01 1"Ice POWER JUNCTION B From Face 1.00 0.0000 55.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 1/2" 0.45 0.45 0.01 2.00 Ice 0.55 0.55 0.01 1"Ice POWER JUNCTION C From Face 1.00 0.0000 55.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 1/2" 0.45 0.45 0.01 2.00 Ice 0.55 0.55 0.01 1"Ice OPTIC FIBER JUNCTION A From Face 1.00 0.0000 55.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 1/2" 0.48 0.48 0.01 -2.00 Ice 0.57 0.57 0.01 1"Ice OPTIC FIBER JUNCTION B From Face 1.00 0.0000 55.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 1/2" 0.48 0.48 0.01 -2.00 Ice 0.57 0.57 0.01 1"Ice OPTIC FIBER JUNCTION C From Face 1.00 0.0000 55.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 1/2" 0.48 0.48 0.01 -2.00 Ice 0.57 0.57 0.01 1"Ice 8'x2"Antenna Mount Pipe A From Face 0.50 0.0000 55.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.04 0.00 Ice 3.40 3.40 0.06 1"Ice 8'x2"Antenna Mount Pipe B From Face 0.50 0.0000 55.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.04 0.00 Ice 3.40 3.40 0.06 1"Ice 8'x2"Antenna Mount Pipe C From Face 0.50 0.0000 55.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.04 0.00 Ice 3.40 3.40 0.06 1"Ice Side Arm Mount[SO 102- C None 0.0000 55.00 No Ice 3.00 3.00 0.08 3] 1/2" 3.48 3.48 0.11 Ice 3.96 3.96 0.14 1 1"Ice tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 14 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 A Paraboloid From 1.50 0.0000 64.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 4.00 0.03 3.00 1"Ice 4.31 0.04 A-ANT-13G-2-C C Paraboloid From 1.50 0.0000 64.00 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 50 Dead+Wind 330 deg-Service tnxTower Report-version 7.0.5.1 • January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 15 Maximum Member Forces . Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 99-91 Pole Max Tension 35 0.00 -0.00 0.00 Max.Compression 26 -2.02 -0.00 -0.00 Max.Mx 8 -0.48 -1.74 -0.00 Max.My 14 -0.48 -0.00 -1.74 Max.Vy 8 0.23 -1.74 -0.00 Max.Vx 14 0.23 -0.00 -1.74 Max.Torque 12 0.00 L2 91 -83 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -3.34 -0.00 -0.01 Max.Mx 8 -1.00 -6.83 -0.00 Max.My 14 -1.00 -0.00 -6.81 Max.Vy 8 0.64 -6.83 -0.00 Max.Vx 14 0.64 -0.00 -6.81 Max.Torque 10 0.00 L3 83-75 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -6.28 -0.01 0.03 Max.Mx 8 -2.04 -17.58 -0.00 Max.My 2 -2.05 0.00 17.09 Max.Vy 8 1.69 -17.58 -0.00 Max.Vx 14 1.57 -0.01 -17.07 Max.Torque 8 0.02 L4 75-67 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -8.97 -0.03 0.02 Max.Mx 8 -3.37 -34.16 -0.01 Max.My 2 -3.38 0.01 31.99 Max.Vy 8 2.36 -34.16 -0.01 Max.Vx 14 2.05 -0.02 -31.97 Max.Torque 8 0.02 L5 67-31.79 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -18.63 0.09 -2.26 Max.Mx 8 -7.42 -166.29 -2.90 Max.My 14 -7.42 -2.63 -159.96 Max.Vy 8 5.35 -166.29 -2.90 Max.Vx 2 -5.25 1.87 159.30 Max.Torque 8 -0.65 L6 31.79-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -27.03 -0.07 -3.05 Max.Mx 8 -12.21 -388.83 -5.65 Max.My 14 -12.21 -5.83 -377.98 Max.Vy 8 6.94 -388.83 -5.65 Max.Vx 2 -6.83 3.97 377.91 Max.Torque 8 -0.65 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 27.03 0.00 -0.00 Max.H. 20 12.21 6.90 0.04 Max.Hz 2 12.21 0.06 6.83 Max. Mx 2 377.91 0.06 6.83 Max.Mz 8 388.83 -6.93 -0.07 Max.Torsion 20 0.63 6.90 0.04 - Min.Vert 17 9.16 3.27 -5.88 Min.H. 8 12.21 -6.93 -0.07 Min.Hz 14 12.21 -0.09 -6.81 Min.Mx 14 -377.98 -0.09 -6.81 Min.Mz 20 -386.88 6.90 0.04 Min.Torsion 8 -0.65 -6.93 -0.07 tnxTower Report-version 7.0.5.1 January 11,2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 16 Tower Mast Reaction Summary Load Vertic Shear, Shear. Overturning Overturning Torque Combination al Moment,M, Moment,M. K K kip-ft kip-ft kip-ft K Dead Only 10.18 0.00 0.00 0.65 0.04 0.00 1.2 Dead+1.6 Wind 0 deg-No Ice 12.21 -0.06 -6.83 -377.91 3.97 -0.11 0.9 Dead+1.6 Wind 0 deg-No Ice 9.16 -0.06 -6.83 -376.15 3.94 -0.11 1.2 Dead+1.6 Wind 30 deg-No Ice 12.21 3.26 -5.92 -327.49 -178.90 0.14 0.9 Dead+1.6 Wind 30 deg-No Ice 9.16 3.26 -5.92 -325.99 -177.98 0.15 1.2 Dead+1.6 Wind 60 deg-No Ice 12.21 5.89 -3.48 -193.76 -328.40 0.45 0.9 Dead+1.6 Wind 60 deg-No Ice 9.16 5.89 -3.48 -192.95 -326.70 0.45 1.2 Dead+1.6 Wind 90 deg-No Ice 12.21 6.93 0.07 5.65 -388.83 0.65 0.9 Dead+1.6 Wind 90 deg-No Ice 9.16 6.93 0.07 5.42 -386.81 0.65 1.2 Dead+1.6 Wind 120 deg-No Ice 12.21 5.91 3.56 200.71 -329.79 0.56 0.9 Dead+1.6 Wind 120 deg-No Ice 9.16 5.91 3.56 199.47 -328.08 0.56 1.2 Dead+1.6 Wind 150 deg-No Ice 12.21 3.35 5.93 329.50 -185.47 0.34 0.9 Dead+1.6 Wind 150 deg-No Ice 9.16 3.35 5.93 327.59 -184.52 0.34 1.2 Dead+1.6 Wind 180 deg-No Ice 12.21 0.09 6.81 377.98 -5.83 0.07 0.9 Dead+1.6 Wind 180 deg-No Ice 9.16 0.09 6.81 375.81 -5.82 0.07 1.2 Dead+1.6 Wind 210 deg-No Ice 12.21 -3.27 5.88 326.12 180.11 -0.16 0.9 Dead+1.6 Wind 210 deg-No Ice 9.16 -3.27 5.88 324.22 179.15 -0.16 1.2 Dead+1.6 Wind 240 deg-No Ice 12.21 -5.88 3.47 194.92 327.69 -0.45 0.9 Dead+1.6 Wind 240 deg-No Ice 9.16 -5.88 3.47 193.71 325.96 -0.45 1.2 Dead+1.6 Wind 270 deg-No Ice 12.21 -6.90 -0.04 -1.64 386.88 -0.63 0.9 Dead+1.6 Wind 270 deg-No Ice 9.16 -6.90 -0.04 -1.83 384.83 -0.63 1.2 Dead+1.6 Wind 300 deg-No Ice 12.21 -5.88 -3.57 -200.00 327.56 -0.51 0.9 Dead+1.6 Wind 300 deg-No Ice 9.16 -5.88 -3.57 -199.16 325.83 -0.51 1.2 Dead+1.6 Wind 330 deg-No Ice 12.21 -3.34 -5.93 -328.49 184.48 -0.35 0.9 Dead+1.6 Wind 330 deg-No Ice 9.16 -3.34 -5.93 -326.99 183.50 -0.35 1.2 Dead+1.0 Ice+1.0 Temp 27.03 0.00 0.00 3.05 -0.07 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 27.03 -0.01 -0.85 -45.03 0.29 -0.01 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 27.03 0.41 -0.74 -38.61 -23.25 0.01 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 27.03 0.75 -0.44 -22.16 -43.15 0.04 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 27.03 0.88 0.01 3.52 -50.81 0.06 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 deg+1.0 27.03 0.75 0.44 28.56 -42.85 0.06 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 deg+1.0 27.03 0.42 0.74 45.11 -24.03 0.04 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 deg+1.0 27.03 0.01 0.85 51.04 -0.61 0.01 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 deg+1.0 27.03 -0.41 0.73 44.49 23.21 -0.01 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 deg+1.0 27.03 -0.75 0.44 28.28 42.94 -0.04 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 deg+1.0 27.03 -0.88 -0.00 2.85 50.48 -0.06 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 deg+1.0 27.03 -0.74 -0.44 -22.49 42.50 -0.05 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 deg+1.0 27.03 -0.42 -0.74 -39.01 23.79 -0.04 Ice+1.0 Temp Dead+Wind 0 deg-Service 10.18 -0.01 -1.60 -88.03 0.95 -0.03 Dead+Wind 30 deg-Service 10.18 0.76 -1.39 -76.22 -41.89 0.03 Dead+Wind 60 deg-Service 10.18 1.37 -0.81 -44.47 -76.15 0.11 Dead+Wind 90 deg-Service 10.18 1.61 0.02 1.79 -90.17 0.15 Dead+Wind 120 deg-Service 10.18 1.38 0.83 47.04 -76.47 0.13 Dead+Wind 150 deg-Service 10.18 0.79 1.39 77.62 -43.40 0.08 Dead+Wind 180 deg-Service 10.18 0.02 1.60 89.00 -1.32 0.02 Dead+Wind 210 deg-Service 10.18 -0.77 1.38 76.86 42.23 -0.04 Dead+Wind 240 deg-Service 10.18 -1.37 0.81 45.70 76.05 -0.11 Dead+Wind 270 deg-Service 10.18 -1.61 -0.01 0.10 89.78 -0.15 11 Dead+Wind 300 deg-Service 10.18 -1.37 -0.83 -45.92 76.02 -0.12 Dead+Wind 330 deg-Service 10.18 -0.78 -1.39 -76.43 43.23 -0.08 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CC/BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 17 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 -10.18 0.00 0.00 10.18 0.00 0.000% 2 -0.06 -12.21 -6.83 0.06 12.21 6.83 0.000% 3 -0.06 -9.16 -6.83 0.06 9.16 6.83 0.000% 4 3.26 -12.21 -5.92 -3.26 12.21 5.92 0.000% 5 3.26 -9.16 -5.92 -3.26 9.16 5.92 0.000% 6 5.89 -12.21 -3.48 -5.89 12.21 3.48 0.000% 7 5.89 -9.16 -3.48 -5.89 9.16 3.48 0.000% 8 6.93 -12.21 0.07 -6.93 12.21 -0.07 0.000% 9 6.93 -9.16 0.07 -6.93 9.16 -0.07 0.000% 10 5.91 -12.21 3.56 -5.91 12.21 -3.56 0.000% 11 5.91 -9.16 3.56 -5.91 9.16 -3.56 0.000% 12 3.35 -12.21 5.93 -3.35 12.21 -5.93 0.000% 13 3.35 -9.16 5.93 -3.35 9.16 -5.93 0.000% 14 0.09 -12.21 6.81 -0.09 12.21 -6.81 0.000% 15 0.09 -9.16 6.81 -0.09 9.16 -6.81 0.000% 16 -3.27 -12.21 5.88 3.27 12.21 -5.88 0.000% 17 -3.27 -9.16 5.88 3.27 9.16 -5.88 0.000% 18 -5.88 -12.21 3.47 5.88 12.21 -3.47 0.000% 19 -5.88 -9.16 3.47 5.88 9.16 -3.47 0.000% 20 -6.90 -12.21 -0.04 6.90 12.21 0.04 0.000% 21 -6.90 -9.16 -0.04 6.90 9.16 0.04 0.000% 22 -5.88 -12.21 -3.57 5.88 12.21 3.57 0.000% 23 -5.88 -9.16 -3.57 5.88 9.16 3.57 0.000% 24 -3.34 -12.21 -5.93 3.34 12.21 5.93 0.000% 25 -3.34 -9.16 -5.93 3.34 9.16 5.93 0.000% 26 0.00 -27.03 0.00 0.00 27.03 -0.00 0.000% 27 -0.01 -27.03 -0.85 0.01 27.03 0.85 0.000% 28 0.41 -27.03 -0.74 -0.41 27.03 0.74 0.000% 29 0.75 -27.03 -0.44 -0.75 27.03 0.44 0.000% - 30 0.88 -27.03 0.01 -0.88 27.03 -0.01 0.000% 31 0.75 -27.03 0.44 -0.75 27.03 -0.44 0.000% 32 0.42 -27.03 0.74 -0.42 27.03 -0.74 0.000% 33 0.01 -27.03 0.85 -0.01 27.03 -0.85 0.000% - 34 -0.41 -27.03 0.73 0.41 27.03 -0.73 0.000% 35 -0.75 -27.03 0.44 0.75 27.03 -0.44 0.000% 36 -0.88 -27.03 -0.00 0.88 27.03 0.00 0.000% 37 -0.74 -27.03 -0.44 0.74 27.03 0.44 0.000% 38 -0.42 -27.03 -0.74 0.42 27.03 0.74 0.000% 39 -0.01 -10.18 -1.60 0.01 10.18 1.60 0.000% 40 0.76 -10.18 -1.39 -0.76 10.18 1.39 0.000% 41 1.37 -10.18 -0.81 -1.37 10.18 0.81 0.000% 42 1.61 -10.18 0.02 -1.61 10.18 -0.02 0.000% 43 1.38 -10.18 0.83 -1.38 10.18 -0.83 0.000% 44 0.79 -10.18 1.39 -0.79 10.18 -1.39 0.000% 45 0.02 -10.18 1.60 -0.02 10.18 -1.60 0.000% 46 -0.77 -10.18 1.38 0.77 10.18 -1.38 0.000% 47 -1.37 -10.18 0.81 1.37 10.18 -0.81 0.000% 48 -1.61 -10.18 -0.01 1.61 10.18 0.01 0.000% 49 -1.37 -10.18 -0.83 1.37 10.18 0.83 0.000% 50 -0.78 -10.18 -1.39 0.78 10.18 1.39 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00040363 3 Yes 4 0.00000001 0.00015032 4 Yes 4 0.00000001 0.00099991 5 Yes 4 0.00000001 0.00063648 6 Yes 5 0.00000001 0.00005242 7 Yes 4 0.00000001 0.00065915 8 Yes 4 0.00000001 0.00046569 9 Yes 4 0.00000001 0.00020060 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 18 10 Yes 5 0.00000001 0.00005745 11 Yes 4 0.00000001 0.00072845 12 Yes 4 0.00000001 0.00098909 _ 13 Yes 4 0.00000001 0.00062585 14 Yes 4 0.00000001 0.00040324 15 Yes 4 0.00000001 0.00014813 16 Yes 4 0.00000001 0.00098221 17 Yes 4 0.00000001 0.00062291 18 Yes 5 0.00000001 0.00005600 19 Yes 4 0.00000001 0.00070936 20 Yes 4 0.00000001 0.00045420 21 Yes 4 0.00000001 0.00018943 22 Yes 5 0.00000001 0.00005317 23 Yes 4 0.00000001 0.00066827 24 Yes 5 0.00000001 0.00005225 25 Yes 4 0.00000001 0.00066208 26 Yes 4 0.00000001 0.00002044 27 Yes 4 0.00073525 0.00058571 28 Yes 4 0.00073452 0.00059003 29 Yes 4 0.00072218 0.00064662 30 Yes 4 0.00071189 0.00067928 31 Yes 4 0.00070551 0.00068462 32 Yes 4 0.00070306 0.00067195 33 Yes 4 0.00070175 0.00066516 34 Yes 4 0.00070456 0.00065838 35 Yes 4 0.00070502 0.00068832 36 Yes 4 0.00071154 0.00067677 37 Yes 4 0.00072161 0.00063999 38 Yes 4 0.00073167 0.00060105 39 Yes 4 0.00000001 0.00001631 40 Yes 4 0.00000001 0.00001971 41 Yes 4 0.00000001 0.00001990 42 Yes 4 0.00000001 0.00002003 43 Yes 4 0.00000001 0.00002401 44 Yes 4 0.00000001 0.00001953 - 45 Yes 4 0.00000001 0.00001658 46 Yes 4 0.00000001 0.00001930 47 Yes 4 0.00000001 0.00002286 48 Yes 4 0.00000001 0.00001970 49 Yes 4 0.00000001 0.00002030 50 Yes 4 0.00000001 0.00002108 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 99-91 7.3547 42 0.9964 0.0017 L2 91 -83 5.7107 42 0.9503 0.0017 L3 83-75 4.2168 42 0.8042 0.0017 L4 75-67 3.0788 42 0.5062 0.0016 L5 67-31.79 2.3861 42 0.2976 0.0016 L6 36.21 -0 0.7692 42 0.1845 0.0006 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of - Load Curvature ft Comb. in ft 99.00 Canister Load1 42 7.3547 0.9964 0.0017 9054 96.00 (2)ATM200-A20 42 6.7310 0.9838 0.0017 9054 95.00 26.8"OD x 8'Tall Concealment 42 6.5243 0.9789 0.0017 9054 Canister 91.00 Canister Load2 42 5.7107 0.9503 0.0017 5323 87.00 26.8"OD x 8'Tall Concealment 42 4.9327 0.8982 0.0017 3097 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 19 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft - Canister 83.00 Canister Load3 42 4.2168 0.8042 0.0017 2146 80.00 P65-16-XLPP-RR w/Mount Pipe 42 3.7372 0.6991 0.0016 1769 75.00 Canister Load4 42 3.0788 0.5062 0.0016 1577 72.00 PCSX065-18-2 w/Mount Pipe 42 2.7792 0.4116 0.0016 2050 67.00 VHLP2-23 42 2.3861 0.2976 0.0016 5799 66.00 A-ANT-13G-2-C 42 2.3152 0.2802 0.0016 7102 64.00 840 10054 w/Mount Pipe 42 2.1774 0.2500 0.0015 8995 55.00 RRH-P4 42 1.6197 0.1789 0.0013 9803 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 99-91 31.8481 8 4.3273 0.0063 L2 91 -83 24.7143 8 4.1268 0.0062 L3 83-75 18.2330 8 3.4897 0.0058 L4 75-67 13.3008 8 2.1923 0.0063 L5 67-31.79 10.3035 8 1.2863 0.0067 L6 36.21 -0 3.3192 8 0.7966 0.0025 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft _ 99.00 Canister Load1 8 31.8481 4.3273 0.0063 2101 96.00 (2)ATM200-A20 8 29.1415 4.2728 0.0062 2101 95.00 26.8"OD x 8'Tall Concealment 8 28.2446 4.2511 0.0062 2101 Canister - 91.00 Canister Load2 8 24.7143 4.1268 0.0062 1234 87.00 26.8"OD x 8'Tall Concealment 8 21.3388 3.8998 0.0060 716 Canister 83.00 Canister Load3 8 18.2330 3.4897 0.0058 496 80.00 P65-16-XLPP-RR w/Mount Pipe 8 16.1537 3.0317 0.0058 408 75.00 Canister Load4 8 13.3008 2.1923 0.0063 364 72.00 PCSX065-18-2 w/Mount Pipe 8 12.0039 1.7810 0.0065 473 67.00 VHLP2-23 8 10.3035 1.2863 0.0067 1338 66.00 A-ANT-13G-2-C 8 9.9971 1.2109 0.0066 1640 64.00 840 10054 w/Mount Pipe 8 9.4011 1.0803 0.0066 2080 55.00 RRH-P4 8 6.9912 0.7660 0.0056 2265 Compression Checks Pole Design Data Section Elevation Size L L. KUr A P„ OP„ Ratio No. P„ ft ft ft in2 K K OP,, L1 99-91 (1) TP4.5x4.5x0.337 8.00 0.00 0.0 4.4074 -0.48 138.83 0.003 L2 91 -83(2) TP4.5x4.5x0.674 8.00 0.00 0.0 8.1013 -1.00 255.19 0.004 _ L3 83-75(3) TP4.5x4.5x2.25 8.00 0.00 0.0 15.904 -2.04 715.69 0.003 3 L4 75-67(4) TP6x6x3 8.00 0.00 0.0 28.274 -3.37 1272.35 0.003 3 • L5 67-31.79(5) TP30.75x25.5x0.1875 35.21 0.00 0.0 17.796 -7.42 912.69 0.008 3 L6 31.79-0(6) TP35x29.6x0.25 36.21 0.00 0.0 27.574 -12.21 1485.15 0.008 1 tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CC/BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 20 Pole Bending Design Data Section Elevation Size M. (I)M„x Ratio M y OM, Ratio No. Mux M y ft kip-ft kip-ft �M„x kip-ft kip-ft $M„y L1 99-91 (1) TP4.5x4.5x0.337 1.74 15.36 0.113 0.00 15.36 0.000 L2 91 -83(2) TP4.5x4.5x0.674 6.83 26.17 0.261 0.00 26.17 0.000 L3 83-75(3) TP4.5x4.5x2.25 17.58 56.95 0.309 0.00 56.95 0.000 L4 75-67(4) TP6x6x3 34.16 135.00 0.253 0.00 135.00 0.000 L5 67-31.79(5) TP30.75x25.5x0.1875 166.31 562.11 0.296 0.00 562.11 0.000 L6 31.79-0(6) TP35x29.6x0.25 388.87 1061.95 0.366 0.00 1061.95 0.000 Pole Shear Design Data Section Elevation Size Actual epV„ Ratio Actual 4)T Ratio No. V V T„ T„ ft K K 4V„ kip-ft kip-ft iT_.____ L1 99-91 (1) TP4.5x4.5x0.337 0.23 69.42 0.003 0.00 22.42 0.000 L2 91 -83(2) TP4.5x4.5x0.674 0.64 127.60 0.005 0.00 35.66 0.000 L3 83-75(3) TP4.5x4.5x2.25 1.69 357.85 0.005 0.02 67.10 0.000 L4 75-67(4) TP6x6x3 2.36 636.17 0.004 0.01 159.04 0.000 L5 67-31.79(5) TP30.75x25.5x0.1875 5.35 456.35 0.012 0.65 1125.60 0.001 L6 31.79-0(6) TP35x29.6x0.25 6.94 742.58 0.009 0.65 2126.50 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. Muy V. T, Stress Stress ft 4P„ 4M„,, QM„y 04, 4T„ Ratio Ratio L1 99-91 (1) 0.003 0.113 0.000 0.003 0.000 0.117 1.000 4.8.2✓ V L2 91 -83(2) 0.004 0.261 0.000 0.005 0.000 0.265 1.000 482 V V L3 83-75(3) 0.003 0.309 0.000 0.005 0.000 0.312 1.000 482 V V L4 75-67(4) 0.003 0.253 0.000 0.004 0.000 0.256 1.000 4.8.2 V V L5 67-31.79(5) 0.008 0.296 0.000 0.012 0.001 0.304 1.000 482 V V L6 31.79-0(6) 0.008 0.366 0.000 0.009 0.000 0.375 1.000 482 V V Section Capacity Table Section Elevation Component Size Critical P 0Pe„ow % Pass No. ft Type Element K K Capacity Fail L1 99-91 Pole TP4.5x4.5x0.337 1 -0.48 138.83 11.7 Pass L2 91 -83 Pole TP4.5x4.5x0.674 2 -1.00 255.19 26.5 Pass L3 83-75 Pole TP4.5x4.5x2.25 3 -2.04 715.69 31.2 Pass L4 75-67 Pole TP6x6x3 4 -3.37 1272.35 25.6 Pass L5 67-31.79 Pole TP30.75x25.5x0.1875 5 -7.42 912.69 30.4 Pass L6 31.79-0 Pole TP35x29.6x0.25 6 -12.21 1485.15 37.5 Pass Summary Pole(L6) 37.5 Pass RATING= 37.5 Pass tnxTower Report-version 7.0.5.1 January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 (INSTALLED) (6)7/8-TO 72 FT LEVEL 1119111..111 / \\ \ (INSTALLED) / \ \ ' (1) 5/16-TO 96 FT LEVEL / (12) 7/8-TO 96 FT LEVEL W O 1 ' I I (INSTALLED-IN (2) 2 CONDUITS) / (INSTALLED) (INSTALLED) 64 FT LEVEL (INSTALLED) (2) 1/2-TO 64 FT LEVEL (3) 1-1/4-TO 80 FT LEVEL \ \• BUSINESS UNIT:825028 TOWER ID:C_B6SELEVEL • January 11, 2017 99 Ft Concealment Tower Structural Analysis CCI BU No 825028 Project Number 1347333,Application 343041, Revision 10 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 CCI Flagpole Tool /14CROWN tl Site Data CASTLE BU#: 825028 Site Name: King City App#: 343041 Rev.10 Code Code: TIA-222-G Ice Thickness: 1 in CONCEALMENT PANEL ATTACHMENT (TYP) Windspeed(V): 93 mph Ice Wind Speed(V): 30 mph ..z FLANGE BOLT HOLES Exposure Category: B i v (TYP) (0 Olt Topographic Feature: N/A -, j "I r Structure Class: II b / STIFFENER p7. STIFFENER (TYP) Tower Information \ / FLANGE PLATE Total Tower Height: 99 ft SPINE Base Tower Height: 67 ft FLANGE PLATE Total Canister Length: 32 ft (TYPE t:SOLIDITY RATIO 0.45) 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) (in)**: (in): 1 8 26.8 Round 1 0.75 24.5 0.45 0.090 0.112 2 8 26.8 Round 1 1.25 24.5 0.45 0.150 0.112 3 8 0 Round 1 1.25 24.5 0.45 0.150 0.000 4 8 0 Round 1 1.50 24.5 0.45 0.180 0.000 *Sections are numbered from the top of the tower down **Mating Flange Plate Thickness at the bottom of canister section Flag on Tower: No Truck Ball on Tower: No Geometry:Base Tower +Spine 825028.eri (last saved 01/04 12:59 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 35.21 4.42 18 25.5 30.75 0.1875 0.75 A572-50 [x] 36.21 36.21 0 18 29.6 35 0.25 1 A572-50 [x] Page 1 of 2 CCIFlagpole Tool v1.2 Discrete Loads:CFAF for Canister Assembly Canister Apply CFAF at Canister Assembly CFAFCFAF CFAF CFAF CFAF Assembly Weight Canister Loading Elevation(z) (ft) No Ice(ft2) 1/2"Ice(ft2) 1"Ice(ftZ) 2"Ice(ft2) 4"Ice(ft2) Weight No 1/2"Ice Ice(Kip) (Kip) Canister Load 1 99 5.360 11.120 11.520 12.320 13.920 0.056 0.123 Canister Load 2 91 10.720 22.240 23.040 24.640 27.840 0.202 0.336 Canister Load 3 83 5.360 11.520 12.320 13.920 17.120 0.207 0.274 Canister Load 4 75 0.000 0.800 1.600 3.200 6.400 0.150 0.153 Canister Load 5 67 0.000 0.400 0.800 1.600 3.200 0.180 0.182 Deflection Check Required: Yes Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection ***(inches) 11.520 4.969 Sufficient ***Relative deflection under service level wind speed Page 2 of 2 CCIFlagpole Tool v1.2 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 1.74 ft-kips X-Excluded BU#: 825028 Axial,Pu: 0.48 kips cpVn=cp(0.55*Ab*Fu) Site Name: King City Shear,Vu: 0.23 kips cp=0.75,p*Vn(kips): App#: 343041 Rev. 10 Elevation: 91 feet 38.88 Pole Manufacturer:I 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 W*Tn(due to Vu=Vu/Qty),B: 54.54 kips cpTn[(1-(Vu/cpVn)^2t^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: 100 <--Disregard Min PL"treq"for actual T w/Pry: 0.368 in N/A: 75 <--Disregard Min PL"t1"for actual T w/o Pry: 0.386 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 Pole Data -) o,-; Thick: 0.337 in - , ' O , Grade: 35 ksi ?,'' ;:i",::,I #of Sides: 0 "0"IF Round 0 c Fu 63 ksi o / O.; Reinf.Fillet Weld 0 "0"if None ' % '' *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 v2.0 Analysis Date: 1/10/2017 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 6.83 ft-kips X-Excluded BU#: 825028 Axial,Pu: 1.00 kips cpVn=cp(0.55*Ab*Fu) Site Name: King City Shear,Vu: 0.64 kips cp=0.75,cp*Vn(kips): App#: 343041 Rev. 10 Elevation: 83 feet 38.88 Pole Manufacturer:I 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 cp*Tn Qty: 12 Adjusted p*Tn(due to Vu=Vu/Qty),B: 54.54 kips WTn[(1-(Vu/wVn)^2]^0.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 1.16 Kips Bolt Material: A325 Bolt Fy: 92 Min.PL"tc"for B cap.w/o Pry: 5.407 in N/A: 100 <--Disregard Min PL"treq"for actual T wl Pry: 0.752 in N/A: 75 <--Disregard Min PL"t1"for actual T w/o Pry: 0.788 in Circle(in.): 22 T allowable with Prying: 1.15 kips a'>1 case Prying Force,q: 0.51 kips Plate Data Total Bolt Tension=Tu+q: 1.67 kips Diam: 24.5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 3.1% Thick,t: 0.75 in Grade(Fy): 36 ksi Strength,Fu: 58 ksi Single-Rod B-eff: 1.18 in Pole Data /o Q-� Diam: 4.5 in Thick: 0.674 in /o Grade: 35 ksi #of Sides: 0 "0"IF Round ° °' Fu 63 ksi \o oz Reinf.Fillet Weld 0 "0"if None I; O ; e's mr. *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 v2.0 Analysis Date: 1/10/2017 Stiffened or Unstiffened, Exterior Flange Plate -Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 17.58 ft-kips X-Excluded BU#: 825028 Axial,Pu: 2.04 kips 9Vn=cp(0.55*Ab"Fu) Site Name: King City Shear,Vu: 1.69 kips T=0.75,cp'Vn(kips): App#: 343041 Rev. 10 Elevation: 75 feet 38.88 Pole Manufacturer:I Other If No stiffeners,Criteria: I TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity, p*Tn,B1: 54.54 kips p'Tn Qty: 12 Adjusted cp`Tn(due to Vu=Vu/Qty),B: 54.54 kips (pTn[(1-(VukpVn)^2]^0.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 3.03 Kips Bolt Material: A325 Bolt Fy: 92 Min.PL"tc"for B cap.w/o Pry: 5.407 in N/A: 100 <--Disregard Min PL"treq"for actual T w/Pry: 1.215 in N/A: 75 <--Disregard Min PL"t1"for actual T w/o Pry: 1.274 in Circle(in.): 22 T allowable with Prying: 3.20 kips a'>1 case Prying Force,q: 0.53 kips Plate Data Total Bolt Tension=Tu+q: 3.55 kips Diam: 24.5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 6.5% Thick,t: 1.25 in Grade(Fy): 36 ksi Strength, Fu: 58 ksi Single-Rod B-eff: 1.18 in Pole Data o �+ o Diam: 4.5 in Thick: 2.25 in o �o Grade: 50 ksi #of Sides: 0 "0"IF Round o o' Fu 65 ksi Reinf.Fillet Weld 0 "0"if None 0 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 v2.0 Analysis Date: 1/10/2017 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 34.20 ft-kips X-Excluded BU#: 825028 Axial,Pu: 3.62 kips cpVn=cp(0.55*Ab*Fu) Site Name: King City Shear,Vu: 2.46 kips cp=0.75,cp*Vn(kips): App#: 343041 Rev. 10 Elevation: 67 feet 38.88 Pole Manufacturer:I 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 cp*Tn Qty: 12 Adjusted cp*Tn(due to Vu=Vu/Qty), B: 54.54 kips giTn[(1-(VukpVn)^2)^O.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 5.92 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL"tc"for B cap.w/o Pry: 3.926 in N/A: 100 <--Disregard Min PL"treq"for actual T w/Pry: 1.124 in N/A: 75 <--Disregard Min PL"t1"for actual T w/o Pry: 1.293 in Circle(in.): 22 T allowable with Prying: 7.32 kips a'>1 case Prying Force,q: 1.67 kips Plate Data Total Bolt Tension=Tu+q: 7.58 kips Diam: 24.5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 13.9% Pass Thick,t: 1.25 in Grade(Fy): 60 ksi Strength,Fu: 75 ksi Single-Rod B-eff: 1.57 in 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 *o=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 v2.0 Analysis Date: 1/10/2017 Sit 825028amDone o ARS t C1"�O�/►/1�1 Site Name:King City Date Completed: 1/10/2017 CROWN Y ��1 Work Order: 1347333 i % CASTLE Finite Element Analysis- 67' Flange Plate Connection Controlling Component: Gussets Status: Pass e Static Strudurd Static Structural -11—s C 1u lune 1.s A 1/10/20172:11 PM A Shear.2460.1bt s Axial:-3620.Ibt C Moment:3.2184e+00S Ibm D Fixed Support • " i Y I ) � Ole,X s." 20.000 0.-1 A:Static Structural '`• r: Stress•Gusset Type:Equivalent(von-Mises)Stress `-" Unit psi Time:1 1/10/2017 245 PM " rr et- 60311 Max 32400 28357 *1111a 'r ^'" 24315 20272 16229 "..: 12187 81439 p41012 58.563 Min -- '" tr;- 0000 506 10.000(in) 2.500 7.500 A finite element analysis was completed on the 67 ft flange plate connection. The purpose of this analysis was to determine the suitability of the tower's flange plate connection using the corresponding level reactions provided by tnxTower(see Appendix A). A 3D solid model was created of the 67 ft flange plate connection using SpaceClaim. A full analysis was performed of all components of the flange plate - connection using ANSYS Structural (version 17.1). The images illustrate the controlling force direction and stress gradient of the controlling component. Stiffened or Unstiffened, Interior Flange Plate - Any Bolt Material TIA Rev G Site Data Reactions Bolt Threads: BU#: 825028 Moment: 34.20 ft-kips X-Excluded Site Name: King City Axial: 3.62 kips cpVn=cp(0.55*Ab*Fu) App#: 343041 Rev. 10 Shear: 2.46 kips <p=0.75,(p*Vn(kips): Exterior Flange Run,T+q: 7.58 kips _ 38.88 Manufacturer:I Other Elevation: 67 feet Bolt Data Qty: 12 Diam: 1 Bolt Fu: 120 Bolt Material: A325 Bolt Fy:_ 92 Interior Flange Bolt Results N/A: 100 <--Disregard Maximum Bolt Tension,Tu: 7.6 Kips,Ext.Flange Tu+q N/A: 75 <--Disregard Adjusted cp*Tn(due to Vu=Vu/Qty 54.5 Kips Circle: 22 in Bolt Stress Ratio: 13.9% Plate Data Plate Outer Diam: 25.125 in Interior Flange Plate Results Flexural Check Plate Inner Diam: 19.5 in(Hole @ Ctr) Controlling Bolt Axial Force: 7.6 Kips,Ext.Flange Tu+q Thick: 1.5 in Plate Stress: 3.2 ksi Grade: 50 ksi Allowable Plate Stress, cp*Fy: 45.0 ksi Effective Width: 6.65 in Plate Stress Ratio: 7.0% Stiffener Data(Welding at Both Sides) Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: <--Disregard Vertical Weld: n/a Groove Angle: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: in 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 o' o Pole OuterDiam: 25.5 in Thick: 0.1875 in (Is O ,,, Pole Inner Diam: 25.125 in , o o " fr Grade: 50 ksi I #of Sides: 18 "0"IF Round , \ ( ' Fu 65 ksi .- i .z0 `�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 CCIplate v2.0 Analysis Date: 1/10/2017 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=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: 389 ft-kips App#: 343041 Rev. 10 Factored Axial, Pu: 12 kips Anchor Rod Data Factored Shear,Vu: 7 kips Eta Factor, q 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): 115.0 Kips Yield, Fy: 75 ksi Axial Design Strength,c*Fu*Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 44.2% Bolt Circle: 43 in Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 43 in Base Plate Stress: 23.3 ksi Yield Line(in): Thick: 1.75 in PL Design Bending Strength,D*Fy: 45.0 ksi 24.98 Grade: 50 ksi Base Plate Stress Ratio: 51.9% " Max PL Length: Clip Distance: 6 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: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A Groove Angle: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld: in Plate Comp. (AISC Bracket): N/A Fillet V.Weld: in Pole Results Width: in Pole Punching Shear Check: N/A Height: in Thick: in Max PL Length _ Notch: in Yield Line Grade: ksi # Anchors Weld str.: ksi at corner= t= BASE PL Qty/4 PIN THICKNESS Anglia Anchor, Typ. STIFFENED CONFIGURATION ---"N ASSUMED IN TOOL G % B.C. Pole Data _ _ , _ _ Diam: 35 in �' Thick: 0.25 In Input Clear Space ��. at B.C. for Single 41, Grade: 50 ksiAnchor Case ii- #of Sides: 18 "0"IF Round G9,P� �l Pole w/ DIAM = D Anchor Spacing Same As FR x Stiffener Spacing, Ecept for Sianle corner Anchor (Input Clear Space) **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date: 1/10/2017 CCI Foundation Tool Suite-Monopole Pier CCIFTS 1.2.108.14286-Phase 1-2 Date: 1/10/2017 BU: 825028 Site Name: King CityCROW N App Number: 343041 Rev.10 CASTLE Work Order: 1347333 �� - Monopole Drilled Pier Input3"C.C. Criteria TIA Revision: G ACI 318 Revision: 2005 Forces '-'I Compression 12 kips Shear 7 kips Moment 389 k-ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 5.5 ft #5 Tie Size Ext.above grade: 1 ft Depth below grade: 21 ft (12)-#11 Material Properties Number of Rebar: 12 Rebar Size: 11 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in Soil Profile: 825028 • • 4 5.5' Ultimate Ultimate Ultimate Friction Uplift Skin Comp.Skin Bearing Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N' Layer (ft) (ft) (ft) (pcf) (psf) (deg) (ksf) (ksf) (ksf) Counts 1 2 0 2 110 0 0 0 0 0 2 5.5 2 7.5 110 0 35 0.15 0.15 0 - 3 7.5 7.5 15 110 0 37 0.3 0.3 0 4 5.5 15 20.5 47.6 0 33 0.15 0.15 0 5 0.5 20.5 21 47.6 0 40 0.375 0.375 11.45 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 421.97 k-ft Depth to Zero Shear: 5.28 ft 4Mn 2355.02 k-ft Max Moment,Mu: 421.97 k-ft RATING: 17.9% Soil Safety Factor: 11.40 Safety Factor Req'd: 1.33 RATING: 11.7% rho provided 0.55 rho required 0.33 OK Soil Axial Capacity Skin Friction(k): 52.97 kips Rebar Spacing 13.60 - End Bearing(k): 204.02 kips Spacing required 22.56 OK Comp.Capacity(k),zlCn: 256.99 kips Comp.(k),Cu: 12.00 kips RATING: 4.7% Dev.Length required 15.47 - Dev.Length provided 53.51 OK Overall Foundation Rating: 17.9% Page 1 of 1 ;TRUCTURAL DESIGN OREGON L r. b h e re ' ' I ,11: 70, ea LtIR A 1 1_. l } $ 1 1 ) W 4e44,' II.;;V, ..„.,.4,r/'' F"A _.I. li i I _..........._7 — . . 4.6 —i I I 1 i MUL+01 row 1 ' .7';';4 7:: : 1 I RIM!, ... ::•:... 4. 7i, id)) ..: , 1 ;:-5:-.7, .... !wilt ---- -%---'4,..,• , .• ..., .::. IL,. .:.; .:..... E.. A::...- ...::. ...f._,... .,„,,,,./ , t — ":;" • . " CLIAOCAILIS, 1 00C401111 I Iji$CINI 45*- -- -7'7 I ,— se• ig 41-ii ' I R l - / I RAICFRI 0 _ ;JI :.. ..4. ,.J... ...::, =SOP. I 1 1 1 1 - ---- *S.:5 i"- 1 r4- 4 -.1— .. ...t.w4.-- .-----j--..--1 f Thr 1—-- CAM $ ',44.. .::.• 1 -"r I ;1— ' ' .. T ..... .. ... *: :: •..: : -, , tot= 1 _LL ,t• —44. -. ••r4,,:::, ...s:.LAK 1••:•:. ..:-..r . , CL+M.,11L'S II i 1 L . ::,--..f..:. I.:." .•:::'' I I t — -+ :--f-=- ':-- . .7--f-f-1---t-- --1-- 1 - 1 + Vigl4FM f-' t -:•:::' t: ::' I.. •:: 1-:: ' -: .-T. i I t I 0 I i • --- .......c.4, ...1. ,..:N,,..rs .::. .1.. i 1 43.- - '. .- •F.--IF.-4...4-.... I:: .-... ....,-,1 i '4.;;,, .jll' -I - .1.-. . twf I rs I I ,.."/ •- .....,:- :::-. -- : 7-, 7- 71:: i • • I I . .1 I. ='L.1 1 i I I 1 I - / ` --- --- 1 --1- '*+- 1-- _.- V - ,ostVrtrit ---Fadz$,1 . 4 .t. ,7+I--i ''.0 +: •:::-.4. .::•. .:4.. ••.. i•:'' I 1 1 . e 1 * 1 : I. . . .. 1-. i-. -.-. 1.:. 1 , I I ) I I ( I I 1 i I I I o I ir % ii3 k k A k t ft g ft I. All areas with full exposure to ocean winds shall he designed 135 mph areas. 1. Areas in Hood River and Multnomah Counties with full exposure to Columbia River Gorge winds shall be designed 135 mph areas. r / 135 mph I.- 1 120 mph 110 mph Fm.St I mile per hour=OM mis. FIGURE 1609A ULTIMATE DESIGN WIND SPEED. //mi., FOR RISK CATEGORY II BUILDINGS AND OTHER STRUCTURES Design Maps Summary Report Page 1 of 2 USGS Design Maps Summary Report User-Specified Input Report Title 825028 Thu December 29, 2016 13:54:41 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42061°N, 122.78431°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III Portland Gre .w, Beaverton* re' 10 Tigard, rc • Lake Oswego 99 Tualatin 0 Sherwood • J, Oregon City Y 1 USGS-Provided Output SS = 0.963 g Sr." = 1.074 g S°S = 0.716 g Si = 0.421 g SMS = 0.665 g S°1 = 0.443 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.08 0.56 0.77 _ 0.40 O 0.66 0.40 (i) 0.55 , H 0.32 0.44 0.33 0.24 0.22 0.16 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 Period.T(sec) Period,T(sec) http://earthquake.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.... 12/29/2016 CCOZQOaffiOc o DQzO o n Ca Q o on9 Per 2012/20151BC Site au: 825028 CROWNva Work Order: 1347333 i� Application: 343041 Rev. 10 �„� CASTLE Degrees Minutes Seconds Site Latitude= 45 25 14.20 45.4206 degrees Site Longitude= -122 47 3.50 -122.7843 degrees Ground Supported Structure= Yes Structure Class= II (Table 2-1) Site Class= D-Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 0.963 Spectral response acceleration 1 s period,S1= 0.421 USGS Seismic Tool Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 1.1 (Table 2-12) Velocity-based site coefficient,F„= 1.579 (Table 2-13) Design spectral response acceleration short period,SDs= 0.716 (2.7.6) Design spectral response acceleration 1 s period,SD1= 0.443 (2.7.6) Seismic Design Category-Short Period Response= D ASCE 7-05 Table 11.6-1 Seismic Design Category-is Period Response= D ASCE 7-05 Table 11.6-2 Worst Case Seismic Design Category= D ASCE 7-05 Tables 11.6-1 and 6-2 CCI Seismic Design Category 2.2 Page 1 Analysis Date: 1/10/2017 99.0 ft 1 , r ► 9 o $ o 'A § § o DESIGNED APPURTENANCE LOADING O Q a TYPE ELEVATION TYPE ELEVATION 91.0 ft Seismic Discrete Force 1 99 Seismic Discrete Force 12 63 Seismic Discrete Force 2 96 Seismic Linear Force 7 62 Seismic Section Force 1 95 Seismic Discrete Force 13 62 .'‘,1 $ o h c LO (9 o Seismic Linear Force 1 93 Seismic Section Force 5 62 mo •'e e a Seismic Discrete Force 3 91 Seismic Discrete Force 14 61 Seismic Discrete Force 4 90 Seismic Discrete Force 15 57 83.0 9 Seismic Section Force 2 87 Seismic Discrete Force 16 55 Seismic Linear Force 2 85 Seismic Linear Force 8 55 Q § Seismic Discrete Force 5 83 Seismic Discrete Force 17 53 o § $ v Seismic Discrete Force 6 80 Seismic Section Force 6 52 6o or a v o Seismic Section Force 3 79 Seismic Linear Force 9 45 Seismic Linear Force 3 75 Seismic Section Force 7 42 75.0 ft Seismic Discrete Force 7 75 Seismic Linear Force 10 35 Seismic Discrete Force 8 72 Seismic Section Force 8 34.395 Seismic Linear Force 4 71 Seismic Section Force 9 31.21 o g $ Seismic Section Force 4 71 Seismic Linear Force 11 25 a o o $ $ $ °° c Seismic Discrete Force 9 67 Seismic Section Force 10 21.21 01 c o Seismic Discrete Force 10 66 Seismic Linear Force 12 15 67.0 R Seismic Linear Force 5 65.5 Seismic Section Force 11 11.21 Seismic Linear Force 6 65 Seismic Linear Force 13 5 Seismic Discrete Force 11 64 Seismic Section Force 12 3.105 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A53-13-35 35 ksi 63 ksi A572-50 50 ksi 65 ksi TOWER DESIGN NOTES 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. 0 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase m N m d g n o O in thickness with height. d a r 7 5. Deflections are based upon a 60 mph wind. N 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:20% SEISMIC LOADS DO NOT CONTROL ANALYSIS / 31.8 ft ALL REACTIONS ARE FACTORED AXIAL m $ S o m O c 15K m N o N 8 SHEARMOMENT OK 1 J 0kip-ft 30 mph WIND-1.0000 in ICE AXIAL 12 K SHEAR MOMENT 1 K i 65 kip-ft 0.O ft REACTIONS-93 mph WIND r N C rn m w 3 z g ur g m 0 3 Crown Castle '°b•825028 Cr" CROWN 2000 Corporate Drive Pr°t�` �„�CASTLE client Crown Castle Drawn by'SMandal 1'1*d: Canonsburg, PA 15317 The Foundation for a Wireless World Phone:724-416-2000 Code.TIA-222-G Dare'01/10/17 scale' NTS FAX:724-416-4245 Path: Drag No.E-1 Monopole Analysis per 2012 IBC Site : RA ► Work Orderer: 13473334733 3 C TLE Application: 343041 Rev.10 Axial,W,= 12.0 kips From TNX: Shear,V,= 7.0 kips degrees minutes seconds Site Latitude= 45 _ 25 14.20 45.4206 degrees Site Longitude= -122 47 3.50 -122.7843 degrees Mass or Stiffness Irregularities= No (Table 2-9) Ground Supported Structure= Yes Structure Class= II (Table 2-1) Site Class= D-Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 0.963 USGS Seismic Tool Spectral response acceleration 1 s period,S1= 0.421 Tower Height(AGL),Hf= 99.0 ft Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 1.1 (Table 2-12) Velocity-based site coefficient,Fy= 1.6 (Table 2-13) Design spectral response acceleration short period,SDs= 0.716 (2.7.6) Design spectral response acceleration 1 s period,SDI= 0.443 (2.7.6) Calculated CS= 0.477 (2.7.7.1) Base Seismic Shear,VS= 4.8 kips Appurtenance Weight(top 1/3 of structure),W„= 1.4 kips Average Moment of Inertia,lav,= 1736.5 in4 Fundamental Frequency,Ff 0.505 (2.7.11.2) Ff related variable,SA= 0.224 (2.7.8.1) Calculated CS= 0.149 (2.7.7.1) Minimum CS= 0.031 (2.7.7.1) Minimum CS when Si>_0.75= 0.000 (2.7.7.1) Final CS= 0.149 Alternative Base Seismic Shear,VS= kips Response Modification Factor,R= Full seismic analysis is required by 2012 IBC for all sites. CCISeismic 2.0.07 Page 1 Analysis Date: 1/10/2017 Linear Increment Top 1/3 Weight 10 1.436782 Discrete Linear Seismic Seismic Wt Seismic Seismic Induced Wt Induced Ht (kips) a b c Say Shear,F„ Moment Mid Ht (kips) a b c Say Shear,F. Moment (kips) (kip ft) (kips) (kip ft) 99 0.05613 1.890 1.980 1.140 1.393 0.052 5.16 93 0.02421 1.668 1.004 0.766 0.899 0.015 1.35 96 0.153 1.777 1.437 0.938 1.132 0.115 11.09 85 0.04035 1.393 0.271 0.425 0.403 0.011 0.92 91 0.2025 1.597 0.769 0.666 0.758 0.102 9.31 75 0.05925 1.085 -0.078 0.178 0.038 0.002 0.11 90 0.06 1.562 0.666 0.620 0.691 0.028 2,49 71 0.00396 0.972 -0.116 0.118 -0.032 0.000 -0.01 83 0.20652 1.328 0.162 0.362 0.308 0.042 3.52 65.5 0.0036 0.827 -0.116 0.062 -0.064 0.000 -0.01 80 0.21 1.234 0.039 0.281 0.186 0.026 2.08 65 0.07905 0.815 -0.114 0.058 -0.063 -0.003 -0.22 75 0.15039 1.085 -0.078 0.178 0.038 0.004 0.29 62 0.0272 0.741 -0.099 0.039 -0.051 -0.001 -0.06 72 0.03 1.000 -0.110 0.131 -0.018 0.000 -0.03 55 0.14705 0.583 -0.047 0.013 0.022 0.002 0.12 67 0.21047 0.866 -0.120 0.075 -0.062 -0.009 -0.58 45 0.14705 0.390 0.021 0.007 0.131 0.013 0.58 66 0.03 0.840 -0.118 0.066 -0.064 -0.001 -0.08 35 0.14705 0.236 0.058 0.019 0.169 0.017 0.58 64 0.0992 0.790 -0.110 0.051 -0.061 -0.004 -0.26 25 0.14705 0.121 0.070 0.034 0.161 0.016 0.39 63 0.14348 0.765 -0.105 0.044 -0.057 -0.005 -0.34 15 0.14705 0.043 0.071 0.042 0.143 0.014 0.21 62 0.15 0.741 -0.099 0.039 -0.051 -0.005 -0.31 5 0.14705 0.005 0.044 0.025 0.091 0.009 0.04 61 0.05 0.718 -0.092 0.033 -0.043 -0.001 -0.09 57 0.1899 0.627 -0.062 0.018 -0.003 0.000 -0.02 55 0.171 0.583 -0.047 0.013 0.022 0.002 0.14 53 0.18588 0.542 -0.031 0.009 0.047 0.006 0.31 CCISeismic 2.0.07 Page 2 Analysis Date: 1/10/2017 Section Increment Average Moment of Inertia(in4) 10 1736.52 Monopole Section Data Average Seismic Height Mid- Top Bottom Wall Seismic Section Number of Volume Weight Moment of Induced Above Height,Z Diameter Diameter Thickness a b c Say Shear,F. Base(ft) (ft) Length(ft) Sides (in) (in] (in) (ft) (kips) Inertia (kips) Moment (in4) (kip-ft) 99 95 8 0 4.5 4.5 0.337 0.244858 0.11998 9.610494 1.740 1.281 0.878 1.052 0.084 7.99 91 87 8 0 4.5 4.5 0.674 0.450072 0.220535 15.28366 1.460 0.406 0.496 0.510 0.075 6.52 83 79 8 0 4.5 4.5 2.25 0.883573 0.432951 20.1289 1.203 0.008 0.257 0.151 0.044 3.44 75 71 8 0 6 6 3 1.570796 0.76969 63.61725 0.972 -0.116 0.118 -0.032 -0.016 -1.17 67 62 10 18 25.5 26.99105 0.1875 1.076891 0.527676 1333.191 0.741 -0.099 0.039 -0.051 -0.018 -1.11 57 52 10 18 26.99105 28.48211 0.1875 1.138511 0.55787 1574.979 0.521 -0.024 0.008 0.059 0.022 1.15 47 42 10 18 28.48211 29.97316 0.1875 1.200131 0.588064 1844.387 0.340 0.035 0.009 0.150 0.059 2.47 37 34.395 5.21 18 29.97316 30.75 0.1875 0.649683 0.318345 2065.927 0.228 0.059 0.020 0.170 0.036 1.24 36.21 31.21 10 18 29.6 31.0913 0.25 1.658336 0.812585 2736.902 0.188 0.064 0.025 0.169 0.091 2.85 26.21 21.21 10 18 31.0913 32.5826 0.25 1.74051 0.85285 3163.696 0.087 0.071 0.039 0.155 0.088 1.87 16.21 11.21 10 18 32.5826 34.0739 0.25 1.822684 0.893115 3632.729 0.024 0.066 0.039 0.132 0.079 0.88 6.21 3.105 6.21 18 34.0739 35 0.25 1.173246 0.574891 4041.721 0.002 0.031 0.017 0.066 0.025 0.08 CCISeismic 2.0.07 Page 3 Analysis Date: 1/10/2017