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Specifications (39) 1 )(1 5 fINtE,RE . J. Q �� ��F 8,P PAUCOLm MPANF R DY AUG 3G2018 • cityv` 43 Date: July 10,2018 t'li`G ulViICs�1 Nicholas Chapman Paul J. Ford and Company Crown Castle 250 East Broad St., Suite 600 2055 S. Stearman Drive Columbus, OH 43215 Chandler,AZ 85286 (614)221-6679 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PT87 Carrier Site Name: Tigard NE Crown Castle Designation: Crown Castle BU Number: 874135 Crown Castle Site Name: West Portland Crown Castle JDE Job Number: 474730 Crown Castle Work Order Number: 1599264 Crown Castle Order Number: 417729 Rev. 7 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37518-1986.002.7805 Site Data: 10955 SW 65TH AVE,TIGARD,Washington County, OR Latitude 45°26'29.4'; Longitude-922°44'38.3" 94 Foot-Monopole Tower Dear Nicholas Chapman, Paul J. Ford and Company 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 1216277, in accordance with order 417729, revision 7. 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. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas",with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C and Topographic Category 1 with a maximum Topographic Factor, Kzt, of 1.0 were used in this analysis. We at Paul J. Ford and Company appreciate the opportunity of providing our continuing profe�4 ' -s to you and Crown Castle. If you have any questions or need further assistance on this or an •P'i'`aAK. "• F please give us a call. `y� NGI 8FR SS,-O Respectfully submitted by: 41., 64241 E r: (U�(f� 7r Robert C. Kozak Jr., E.I. ve,/ O 11 p Structural Designer .SR rkozaktuaoep - TJ;SWP , tnxTower Report-version 7.0.5.1 EXPIRES: SEM= July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 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 vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 3 1) INTRODUCTION This tower is a 94 ft Monopole tower designed by SABRE COMMUNICATIONS in June of 2006. The tower was originally designed for a wind speed of 75 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C and Topographic Category 1 with a maximum Topographic Factor, Kzt, of 1.0 were used in this analysis. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 alcatel lucent B66A RRH4X45 I 2 commscope JAHH-65C-R3B-V3 w/ Mount Pipe kmw EPBQ-654L8H8-L2 w/ 7 7/8 94.0 99.0 3 communications I Mount Pipe 1 3/4 -- 3 nokia FRB! 1 3/8 p 3 technologies LGP21401 owerwave I I 1 raycap DC6-48-60-18-8F Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) ori'<, { [ 3 alcatel lucent B25 RRH4X30-4R 3 alcatel lucent RRH2X40-07-L-AT __..... 3 alcatel lucent RRH4X25-WCS 2 1-5/8 1 kathrein 80010866 w/Mount Pipe 4 3/4 1 powerwave 2 3/8 99.0 3 technologies LGP21401 94.0 2 , raycap DC6-48-60-18-8F 3 kathrein 800 10892V01 K w/Mount Pipe 1 kathrein 742-264 w/Mount Pipe 7 7/8 2 1 kathrein 800 10121 w/Mount Pipe 2 kathrein )800 10866 w/Mount Pipe 94.0 1 tower mounts Platform Mo1)nt[LP 1001- -- -- 1 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 4 Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 6 tower mounts 6'x 2" Mount Pipe 90.0 90.0 Side Arm Mount[SO 101- -- -- 1 1 tower mounts 3] 12 commscope SBNHH-1 D65C w/Mount Pipe 6 ericsson RADIO 2212 65.0 65.0 3 ericsson RRUS 32 B2 3 1-3/8 1 3 ericsson RRUS 32 B66 4 raycap RCMDC-3315-PF-48 1 I tower mounts Platform Mount[LP 402-1] Notes: 1) Existing Equipment 2) Equipment To Be Removed Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source Redmond &Associates, 4-GEOTECHNICAL REPORTS 1356168 CCISITES 110.149.G, 09/15/2000 4-SUPPLEMENTAL EGSci, 2017.874135, 08/21/2017 7025589 CCISITES GEOTECHNICAL REPORTS 4-TOWER FOUNDATION ISabre, 01-03017, 03/19/2001 1354402 CCISITES DRAWINGS/DESIGN/SPECS �____4-TOWER MANUFACTURER Sabre, 01-03017, 04/24/2001 1354388 CCISITES _...._ DRAWINGS 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. tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 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) Wind loading governs. Seismic forces have been inputted as user defined loads for use within tnxTower. The foundation, anchor rods, flanges, and base plate have been analyzed for the reactions from the wind loading analysis. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Component Critical SF*P_allow % No Elevation(ft) Type Size Element P(K) (K) Capacity Pass/Fail L1 94-50 Pole TP25.125x16x0.25 1 -12.34 1423.67 75.0 Pass L2 50-0 Pole TP34.875x23.8991x0.3125 2 -21.23 2479.65 90.6-1 Pass Summary1 11 FPole(L2) 90.6 Pass Rating= 90.6 Pass Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) % Capacity Pass/Fail 1 j Anchor Rods 0 91.9 Pass 1 Base Plate 0 98.9 Pass Base Foundation 1 Soil Interaction 0 97.1 Pass 1 Base Foundation 0 90.4 Pass Structural Steel Structure Rating (max from all components)= 98.9% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The monopole and its foundation have sufficient capacity to carry the proposed loading configuration. No modifications are required at this time. tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 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: 3) Tower is located in Washington County, Oregon. 4) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 5) Basic wind speed of 93 mph. 6) Structure Class II. 7) Exposure Category C. 8) Topographic Category 1. 9) Crest Height 0.0000 ft. 10) Nominal ice thickness of 1.2500 in. 11) Ice thickness is considered to increase with height. 12) Ice density of 56.00 pcf. 13) A wind speed of 30 mph is used in combination with ice. 14) Temperature drop of 50 °F. 15) Deflections calculated using a wind speed of 60 mph. 16) A non-linear(P-delta) analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1. 19) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals ' Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification ' Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice A/ Bypass Mast Stability Checks AI Consider Feed Line Torque Always Use Max Kz 'I Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Al 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 Sort Capacity Reports By Component 'I 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 94.0000- 44.0000 3.50 18 16.0000 25.1250 0.2500 1.0000 A572-65 50.0000 (65 ksi) L2 50.0000- 53.5000 18 23.8991 34.8750 0.3125 1.2500 A572-65 0.0000 (65 ksi) tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 8 Tapered Pole Properties Section Tip Dia. Area I r C I/C J lt/Q w w/t in in2 in4 in in in3 in4 in2 in L1 16.2468 12.4976 391.6752 5.5912 8.1280 48.1884 783.8657 6.2500 2.3760 9.504 25.5126 19.7383 1543.0274 8.8306 12.7635 120.8938 3088.0852 9.8710 3.9820 15.928 L2 24.9970 23.3950 1644.3454 8.3733 12.1408 135.4400 3290.8545 11.6997 3.6563 11.7 35.4130 34.2817 5173.8024 12.2697 17.7165 292.0330 10354.412 17.1441 5.5880 17.882 7 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A. Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 94.0000- 1 1 1 50.0000 L2 50.0000- 1 1 1 0.0000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft klf CR 50 1070(7/8) C No Inside Pole 94.0000-0.0000 4 No Ice 0.0000 0.00 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 LDF7-50A(1-5/8) C No Inside Pole 94.0000-0.0000 2 No Ice 0.0000 0.00 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 RLSS 8AWG DC(3/4) C No Inside Pole 94.0000-0.0000 4 No Ice 0.0000 0.00 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 12 PAIR(3/8) C No Inside Pole 94.0000-0.0000 2 No Ice 0.0000 0.00 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 CR 50 1070(7/8) C No Inside Pole 94.0000-0.0000 7 No Ice 0.0000 0.00 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 12 PAIR(3/8) C No Inside Pole 94.0000-0.0000 1 No Ice 0.0000 0.00 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 RLSS 8AWG DC(3/4) C No Inside Pole 94.0000-0.0000 1 No Ice 0.0000 0.00 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.00 MLCH HYBRID C No CaAa(Out Of 65.0000-0.0000 1 No Ice 0.1430 0.00 6X12(1-3/8) Face) 1/2"Ice 0.2430 0.00 1"Ice 0.3430 0.00 2"Ice 0.5430 0.01 MLCH HYBRID C No CaAa(Out Of 65.0000-0.0000 2 No Ice 0.0000 0.00 6X12(1-3/8) Face) 1/2"Ice 0.0000 0.00 1"Ice 0.0000 0.00 2"Ice 0.0000 0.01 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 9 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 Li 94.0000-50.0000 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 2.145 0.40 L2 50.0000-0.0000 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 7.150 0.63 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 L1 94.0000-50.0000 A 2.698 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 10.239 1.06 L2 50.0000-0.0000 A 2.429 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 34.130 2.83 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in Li 94.0000-50.0000 -0.0695 0.0401 -0.2451 0.1415 L2 50.0000-0.0000 -0.1731 0.0999 -0.6023 0.3477 Shielding Factor Ka Tower Feed Line Description Feed Line Ka K, Section Record No. Segment No Ice Ice Elev. 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 80010866 w/Mount Pipe A From Leg 4.0000 0.00 94.0000 No Ice 13.9113 9.5413 0.11 0.00 1/2" 14.6187 11.0644 0.21 5.00 Ice 15.3350 12.6117 0.32 1"Ice 16.7039 14.9647 0.57 2"Ice RRH2X40-07-L-AT A From Leg 4.0000 0.00 94.0000 No Ice 2.3767 1.2588 0.05 0.00 1/2" 2.5820 1.4262 0.07 5.00 Ice 2.7948 1.6007 0.09 1"Ice 3.2426 1.9706 0.14 2"Ice RRH2X40-07-L-AT B From Leg 4.0000 0.00 94.0000 No Ice 2.3767 1.2588 0.05 0.00 1/2" 2.5820 1.4262 0.07 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Holz' Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 5.00 Ice 2.7948 1.6007 0.09 1"Ice 3.2426 1.9706 0.14 2"Ice RRH2X40-07-L-AT C From Leg 4.0000 0.00 94.0000 No Ice 2.3767 1.2588 0.05 0.00 1/2" 2.5820 1.4262 0.07 5.00 Ice 2.7948 1.6007 0.09 1"Ice 3.2426 1.9706 0.14 2"Ice B25 RRH4X30-4R A From Leg 4.0000 0.00 94.0000 No Ice 2.1400 1.3065 0.05 0.00 1/2" 2.3293 1.4629 0.07 5.00 Ice 2.5259 1.6264 0.09 1"Ice 2.9415 1.9788 0.14 2"Ice B25 RRH4X30-4R B From Leg 4.0000 0.00 94.0000 No Ice 2.1400 1.3065 0.05 0.00 1/2" 2.3293 1.4629 0.07 5.00 Ice 2.5259 1.6264 0.09 1"Ice 2.9415 1.9788 0.14 2"Ice B25 RRH4X30-4R C From Leg 4.0000 0.00 94.0000 No Ice 2.1400 1.3065 0.05 0.00 1/2" 2.3293 1.4629 0.07 5.00 Ice 2.5259 1.6264 0.09 1"Ice 2.9415 1.9788 0.14 2"Ice DC6-48-60-18-8F A From Leg 4.0000 0.00 94.0000 No Ice 0.9167 0.9167 0.02 0.00 1/2" 1.4583 1.4583 0.04 5.00 Ice 1.6431 1.6431 0.06 1"Ice 2.0417 2.0417 0.11 2"Ice DC6-48-60-18-8F C From Leg 4.0000 0.00 94.0000 No Ice 0.9167 0.9167 0.02 0.00 1/2" 1.4583 1.4583 0.04 5.00 Ice 1.6431 1.6431 0.06 1"Ice 2.0417 2.0417 0.11 2"Ice RRH4X25-WCS A From Leg 4.0000 0.00 94.0000 No Ice 3.8352 3.3367 0.09 0.00 1/2" 4.0945 3.5863 0.13 5.00 Ice 4.3640 3.8430 0.16 1"Ice 4.9407 4.3773 0.25 2"Ice RRH4X25-WCS B From Leg 4.0000 0.00 94.0000 No Ice 3.8352 3.3367 0.09 0.00 1/2" 4.0945 3.5863 0.13 5.00 Ice 4.3640 3.8430 0.16 1"Ice 4.9407 4.3773 0.25 2"Ice RRH4X25-WCS C From Leg 4.0000 0.00 94.0000 No Ice 3.8352 3.3367 0.09 0.00 1/2" 4.0945 3.5863 0.13 5.00 Ice 4.3640 3.8430 0.16 1"Ice 4.9407 4.3773 0.25 2"Ice LGP21401 B From Leg 4.0000 0.00 94.0000 No Ice 1.1040 0.3471 0.01 0.00 1/2" 1.2388 0.4422 0.02 5.00 Ice 1.3810 0.5444 0.03 1"Ice 1.6877 0.7696 0.05 2"Ice (2)LGP21401 C From Leg 4.0000 0.00 94.0000 No Ice 1.1040 0.3471 0.01 0.00 1/2" 1.2388 0.4422 0.02 5.00 Ice 1.3810 0.5444 0.03 1"Ice 1.6877 0.7696 0.05 2"Ice EPBQ-654L8H8-L2 w/ A From Leg 4.0000 0.00 94.0000 No Ice 18.3264 9.1708 0.12 Mount Pipe 0.00 1/2" 19.0623 10.6848 0.24 5.00 Ice 19.8071 12.2229 0.36 1"Ice 21.2323 14.5525 0.65 2"Ice EPBQ-654L8H8-L2 w/ B From Leg 4.0000 0.00 94.0000 No Ice 18.3264 9.1708 0.12 Mount Pipe 0.00 1/2" 19.0623 10.6848 0.24 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 5.00 Ice 19.8071 12.2229 0.36 1"Ice 21.2323 14.5525 0.65 2"Ice EPBQ-654L8H8-L2 w/ C From Leg 4.0000 0.00 94.0000 No Ice 18.3264 9.1708 0.12 Mount Pipe 0.00 1/2" 19.0623 10.6848 0.24 5.00 Ice 19.8071 12.2229 0.36 1"Ice 21.2323 14.5525 0.65 2"Ice JAHH-65C-R3B-V3 w/ B From Leg 4.0000 0.00 94.0000 No Ice 12.8191 10.3779 0.11 Mount Pipe 0.00 1/2" 13.4166 11.8004 0.21 5.00 Ice 14.0206 13.0750 0.31 1"Ice 15.2484 15.2962 0.56 2"Ice JAHH-65C-R3B-V3 w/ C From Leg 4.0000 0.00 94.0000 No Ice 12.8191 10.3779 0.11 Mount Pipe 0.00 1/2" 13.4166 11.8004 0.21 5.00 Ice 14.0206 13.0750 0.31 1"Ice 15.2484 15.2962 0.56 2"Ice FRBI A From Leg 4.0000 0.00 94.0000 No Ice 2.4920 1.3166 0.05 0.00 1/2" 2.6956 1.4788 0.07 5.00 Ice 2.9066 1.6479 0.09 1"Ice 3.3508 2.0072 0.15 2"Ice FRBI B From Leg 4.0000 0.00 94.0000 No Ice 2.4920 1.3166 0.05 0.00 1/2" 2.6956 1.4788 0.07 5.00 Ice 2.9066 1.6479 0.09 1"Ice 3.3508 2.0072 0.15 2"Ice FRBI C From Leg 4.0000 0.00 94.0000 No Ice 2.4920 1.3166 0.05 0.00 1/2" 2.6956 1.4788 0.07 5.00 Ice 2.9066 1.6479 0.09 1"Ice 3.3508 2.0072 0.15 2"Ice B66A RRH4X45 A From Leg 4.0000 0.00 94.0000 No Ice 2.5800 1.6296 0.07 0.00 1/2" 2.7937 1.8106 0.09 5.00 Ice 3.0148 1.9986 0.11 1"Ice 3.4793 2.3955 0.17 2"Ice B66A RRH4X45 B From Leg 4.0000 0.00 94.0000 No Ice 2.5800 1.6296 0.07 0.00 1/2" 2.7937 1.8106 0.09 5.00 Ice 3.0148 1.9986 0.11 1"Ice 3.4793 2.3955 0.17 2"Ice B66A RRH4X45 C From Leg 4.0000 0.00 94.0000 No Ice 2.5800 1.6296 0.07 0.00 1/2" 2.7937 1.8106 0.09 5.00 Ice 3.0148 1.9986 0.11 1"Ice 3.4793 2.3955 0.17 2"Ice DC6-48-60-18-8F A From Leg 4.0000 0.00 94.0000 No Ice 0.9167 0.9167 0.02 0.00 1/2" 1.4583 1.4583 0.04 5.00 Ice 1.6431 1.6431 0.06 1"Ice 2.0417 2.0417 0.11 2"Ice LGP21401 B From Leg 4.0000 0.00 94.0000 No Ice 1.1040 0.3471 0.01 0.00 1/2" 1.2388 0.4422 0.02 5.00 Ice 1.3810 0.5444 0.03 1"Ice 1.6877 0.7696 0.05 2"Ice (2)LGP21401 C From Leg 4.0000 0.00 94.0000 No Ice 1.1040 0.3471 0.01 0.00 1/2" 1.2388 0.4422 0.02 5.00 Ice 1.3810 0.5444 0.03 1"Ice 1.6877 0.7696 0.05 2"Ice Platform Mount[LP 1001- C None 0.00 94.0000 No Ice 47.7000 47.7000 3.02 1] 1/2" 59.5000 59.5000 3.62 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft Ice 71.3000 71.3000 4.22 1"Ice 94.9000 94.9000 5.43 2"Ice (2)6'x 2"Mount Pipe A From Leg 2.0000 0.00 90.0000 No Ice 1.4250 1.4250 0.02 0.00 1/2" 1.9250 1.9250 0.03 0.00 Ice 2.2939 2.2939 0.05 1"Ice 3.0596 3.0596 0.09 2"Ice (2)6'x 2"Mount Pipe B From Leg 2.0000 0.00 90.0000 No Ice 1.4250 1.4250 0.02 0.00 1/2" 1.9250 1.9250 0.03 0.00 Ice 2.2939 2.2939 0.05 1"Ice 3.0596 3.0596 0.09 2"Ice (2)6'x 2"Mount Pipe C From Leg 2.0000 0.00 90.0000 No Ice 1.4250 1.4250 0.02 0.00 1/2" 1.9250 1.9250 0.03 0.00 Ice 2.2939 2.2939 0.05 1"Ice 3.0596 3.0596 0.09 2"Ice Side Arm Mount[SO 101- C None 0.00 90.0000 No Ice 7.5000 7.5000 0.25 3] 1/2" 8.9000 8.9000 0.33 Ice 10.3000 10.3000 0.41 1"Ice 13.1000 13.1000 0.58 2"Ice (4)SBNHH-1D65C w/ A From Leg 4.0000 0.00 65.0000 No Ice 11.8639 10.0306 0.09 Mount Pipe 0.00 1/2" 12.6856 11.6489 0.18 0.00 Ice 13.5181 13.2913 0.28 1"Ice 15.0548 15.9714 0.52 2"Ice (4)SBNHH-1D65C w/ B From Leg 4.0000 0.00 65.0000 No Ice 11.8639 10.0306 0.09 Mount Pipe 0.00 1/2" 12.6856 11.6489 0.18 0.00 Ice 13.5181 13.2913 0.28 1"Ice 15.0548 15.9714 0.52 2"Ice (4)SBNHH-1D65C w/ C From Leg 4.0000 0.00 65.0000 No Ice 11.8639 10.0306 0.09 Mount Pipe 0.00 1/2" 12.6856 11.6489 0.18 0.00 Ice 13.5181 13.2913 0.28 1"Ice 15.0548 15.9714 0.52 2"Ice (2)RCMDC-3315-PF-48 A From Leg 4.0000 0.00 65.0000 No Ice 3.3636 2.1921 0.03 0.00 1/2" 3.5972 2.3950 0.06 0.00 Ice 3.8383 2.6056 0.09 1"Ice 4.3426 3.0491 0.17 2"Ice RCMDC-3315-PF-48 B From Leg 4.0000 0.00 65.0000 No Ice 3.3636 2.1921 0.03 0.00 1/2" 3.5972 2.3950 0.06 0.00 Ice 3.8383 2.6056 0.09 1"Ice 4.3426 3.0491 0.17 2"Ice RCMDC-3315-PF-48 C From Leg 4.0000 0.00 65.0000 No Ice 3.3636 2.1921 0.03 0.00 1/2" 3.5972 2.3950 0.06 0.00 Ice 3.8383 2.6056 0.09 1"Ice 4.3426 3.0491 0.17 2"Ice (2)RADIO 2212 A From Leg 4.0000 0.00 65.0000 No Ice 1.6444 0.6437 0.04 0.00 1/2" 1.8044 0.7544 0.05 0.00 Ice 1.9719 0.8721 0.06 1"Ice 2.3292 1.1379 0.10 2"Ice (2)RADIO 2212 B From Leg 4.0000 0.00 65.0000 No Ice 1.6444 0.6437 0.04 0.00 1/2" 1.8044 0.7544 0.05 0.00 Ice 1.9719 0.8721 0.06 1"Ice 2.3292 1.1379 0.10 2"Ice tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 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 (2)RADIO 2212 C From Leg 4.0000 0.00 65.0000 No Ice 1.6444 0.6437 0.04 0.00 1/2" 1.8044 0.7544 0.05 0.00 Ice 1.9719 0.8721 0.06 1"Ice 2.3292 1.1379 0.10 2"Ice RRUS 32 B2 A From Leg 4.0000 0.00 65.0000 No Ice 2.7313 1.6681 0.05 0.00 1/2" 2.9531 1.8552 0.07 0.00 Ice 3.1823 2.0493 0.10 1"Ice 3.6628 2.4585 0.16 2"Ice RRUS 32 B2 B From Leg 4.0000 0.00 65.0000 No Ice 2.7313 1.6681 0.05 0.00 1/2" 2.9531 1.8552 0.07 0.00 Ice 3.1823 2.0493 0.10 1"Ice 3.6628 2.4585 0.16 2"Ice RRUS 32 B2 C From Leg 4.0000 0.00 65.0000 No Ice 2.7313 1.6681 0.05 0.00 1/2" 2.9531 1.8552 0.07 0.00 Ice 3.1823 2.0493 0.10 1"Ice 3.6628 2.4585 0.16 2"Ice RRUS 32 B66 A From Leg 4.0000 0.00 65.0000 No Ice 2.7427 1.6681 0.05 0.00 1/2" 2.9647 1.8552 0.07 0.00 Ice 3.1941 2.0493 0.10 1"Ice 3.6753 2.4585 0.16 2"Ice RRUS 32 B66 B From Leg 4.0000 0.00 65.0000 No Ice 2.7427 1.6681 0.05 0.00 1/2" 2.9647 1.8552 0.07 0.00 Ice 3.1941 2.0493 0.10 1"Ice 3.6753 2.4585 0.16 2"Ice RRUS 32 B66 C From Leg 4.0000 0.00 65.0000 No Ice 2.7427 1.6681 0.05 0.00 1/2" 2.9647 1.8552 0.07 0.00 Ice 3.1941 2.0493 0.10 1"Ice 3.6753 2.4585 0.16 2"Ice Platform Mount[LP 402-1] C None 0.00 65.0000 No Ice 33.0400 33.0400 2.17 1/2" 43.3800 43.3800 2.68 Ice 53.7200 53.7200 3.19 1"Ice 74.4000 74.4000 4.21 2"Ice Tower Pressures - No Ice GH= 1.100 Section z Kz q: AG F AF AR Aieg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 ft2 ft2 ft2 ft2 ft2 L1 94.0000- 70.7253 1.177 24.67 76.559 A 0.000 76.559 76.559 100.00 0.000 0.000 50.0000 B 0.000 76.559 100.00 0.000 0.000 C 0.000 76.559 100.00 0.000 2.145 L2 50.0000- 24.7411 0.943 19.58 125.85 A 0.000 125.854 125.854 100.00 0.000 0.000 0.0000 4 B 0.000 125.854 100.00 0.000 0.000 C 0.000 125.854 100.00 0.000 7.150 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 14 Tower Pressure - With Ice GH= 1.100 Section z Kz q: tz AG F AF AR Aieg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2 L1 94.0000- 70.7253 1.177 2.57 2.6980 96.344 A 0.000 96.344 96.344 100.00 0.000 0.000 50.0000 B 0.000 96.344 100.00 0.000 0.000 C 0.000 96.344 100.00 0.000 10.239 L2 50.0000- 24.7411 0.943 2.04 2.4290 148.338 A 0.000 148.338 148.338 100.00 0.000 0.000 0.0000 B 0.000 148.338 100.00 0.000 0.000 C 0.000 148.338 100.00 0.000 34.130 Tower Pressure - Service GH= 1.100 Section z Kz qr AG F AF AR A,eg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 94.0000- 70.7253 1.177 9.19 76.559 A 0.000 76.559 76.559 100.00 0.000 0.000 50.0000 B 0.000 76.559 100.00 0.000 0.000 C 0.000 76.559 100.00 0.000 2.145 L2 50.0000- 24.7411 0.943 7.29 125.85 A 0.000 125.854 125.854 100.00 0.000 0.000 0.0000 4 B 0.000 125.854 100.00 0.000 0.000 C 0.000 125.854 100.00 0.000 7.150 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 1.2Dead+1.6Wind120deg-NoIce 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 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 15 Comb. Description No. 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 94-50 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -43.23 2.49 0.86 Max.Mx 20 -12.35 520.91 -1.36 Max.My 2 -12.35 -1.21 520.53 Max.Vy 20 -18.54 520.91 -1.36 Max.Vx 2 -18.57 -1.21 520.53 Max.Torque 16 -0.45 L2 50-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -58.29 5.56 -0.73 Max.Mx 20 -21.23 1575.46 -3.27 Max.My 14 -21.23 3.84 -1576.02 Max.Vy 20 -20.72 1575.46 -3.27 Max.Vx 14 20.75 3.84 -1576.02 Max.Torque 14 -0.67 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 58.29 -0.00 -0.00 Max.H, 21 15.95 20.68 -0.03 Max.Hi 2 21.27 -0.03 20.71 Max.M, 2 1575.90 -0.03 20.71 Max.Mz 8 1574.18 -20.68 0.03 Max.Torsion 2 0.65 -0.03 20.71 Min.Vert 21 15.95 20.68 -0.03 Min.H, 9 15.95 -20.68 0.03 Min.Hz 14 21.27 0.03 -20.71 Min.M, 14 -1576.02 0.03 -20.71 Min.Mz 20 -1575.46 20.68 -0.03 Min.Torsion 14 -0.67 0.03 -20.71 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 16 Tower Mast Reaction Summary Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment, M, Moment,Mz K K K kip-ft kip-ft kip-ft Dead Only 17.73 -0.00 0.00 0.05 0.50 0.00 1.2 Dead+1.6 Wind 0 deg- 21.27 0.03 -20.71 -1575.90 -2.57 -0.65 No Ice 0.9 Dead+1.6 Wind 0 deg- 15.95 0.03 -20.71 -1555.82 -2.69 -0.65 No Ice 1.2 Dead+1.6 Wind 30 deg- 21.27 10.37 -17.95 -1366.39 -789.62 -0.59 No Ice 0.9 Dead+1.6 Wind 30 deg- 15.96 10.37 -17.95 -1349.01 -779.72 -0.59 No Ice 1.2 Dead+1.6 Wind 60 deg- 21.27 17.93 -10.38 -790.71 -1364.91 -0.38 No Ice 0.9 Dead+1.6 Wind 60 deg- 15.96 17.93 -10.38 -780.66 -1347.69 -0.38 No Ice 1.2 Dead+1.6 Wind 90 deg- 21.27 20.68 -0.03 -3.15 -1574.18 -0.06 No Ice 0.9 Dead+1.6 Wind 90 deg- 15.95 20.68 -0.03 -3.12 -1554.35 -0.06 No Ice 1.2 Dead+1.6 Wind 120 deg 21.27 17.90 10.33 785.29 -1361.73 0.28 -No Ice 0.9 Dead+1.6 Wind 120 deg 15.96 17.90 10.33 775.29 -1344.56 0.27 -No Ice 1.2 Dead+1.6 Wind 150 deg 21.27 10.32 17.92 1363.33 -784.08 0.55 -No Ice 0.9 Dead+1.6 Wind 150 deg 15.96 10.32 17.92 1345.97 -774.26 0.54 -No Ice I 1.2 Dead+1.6 Wind 180 deg 21.27 -0.03 20.71 1576.02 3.84 0.67 -No Ice 0.9 Dead+1.6 Wind 180 deg 15.95 -0.03 20.71 1555.90 3.63 0.67 -No Ice 1.2 Dead+1.6 Wind 210 deg 21.27 -10.37 17.95 1366.50 790.88 0.61 -No Ice 0.9 Dead+1.6 Wind 210 deg 15.96 -10.37 17.95 1349.10 780.65 0.60 -No Ice 1.2 Dead+1.6 Wind 240 deg 21.27 -17.93 10.38 790.83 1366.18 0.37 -No Ice 0.9 Dead+1.6 Wind 240 deg 15.96 -17.93 10.38 780.75 1348.63 0.37 -No Ice 1.2 Dead+1.6 Wind 270 deg 21.27 -20.68 0.03 3.27 1575.46 0.04 -No Ice 0.9 Dead+1.6 Wind 270 deg 15.95 -20.68 0.03 3.20 1555.29 0.04 -No Ice 1.2 Dead+1.6 Wind 300 deg 21.27 -17.90 -10.33 -785.18 1363.01 -0.30 -No Ice 0.9 Dead+1.6 Wind 300 deg 15.96 -17.90 -10.33 -775.20 1345.50 -0.29 -No Ice 1.2 Dead+1.6 Wind 330 deg 21.27 -10.32 -17.92 -1363.21 785.35 -0.55 l -No Ice 0.9 Dead+1.6 Wind 330 deg 15.96 -10.32 -17.92 -1345.88 775.20 -0.54 -No Ice I 1.2 Dead+1.0 Ice+1.0 Temp 58.29 0.00 0.00 0.73 5.56 -0.00 1.2 Dead+1.0 Wind 0 58.29 0.00 -2.62 -215.88 5.39 -0.18 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 58.29 1.31 -2.27 -187.01 -102.97 -0.15 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 58.29 2.27 -1.31 -107.84 -182.21 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 58.29 2.62 -0.00 0.42 -211.11 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 58.29 2.27 1.31 108.77 -181.90 0.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 58.29 1.31 2.27 188.17 -102.43 0.17 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 58.29 -0.00 2.62 217.35 6.01 0.18 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 58.29 -1.31 2.27 188.48 114.37 0.15 deg+1.0 Ice+1.0 Temp tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 17 Load Vertical Shearx Shear Overturning Overtuming Torque Combination Moment, Mx Moment,Mz K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 240 58.29 -2.27 1.31 109.31 193.62 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 58.29 -2.62 0.00 1.05 222.57 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 58.29 -2.27 -1.31 -107.30 193.31 -0.12 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 58.29 -1.31 -2.27 -186.70 113.84 -0.17 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 17.73 0.01 -4.82 -364.51 -0.21 -0.07 Dead+Wind 30 deg-Service 17.73 2.41 -4.18 -316.04 -182.27 -0.09 Dead+Wind 60 deg-Service 17.73 4.17 -2.42 -182.88 -315.35 -0.09 Dead+Wind 90 deg-Service 17.73 4.81 -0.01 -0.69 -363.79 -0.06 Dead+Wind 120 deg- 17.73 4.16 2.40 181.69 -314.61 -0.01 Service Dead+Wind 150 deg- 17.73 2.40 4.17 315.39 -180.99 0.04 Service Dead+Wind 180 deg- 17.73 -0.01 4.82 364.61 1.27 0.08 I Service 1 Dead+Wind 210 deg- 17.73 -2.41 4.18 316.14 183.33 0.10 Service Dead+Wind 240 deg- 17.73 -4.17 2.42 182.97 316.41 0.09 Service Dead+Wind 270 deg- 17.73 -4.81 0.01 0.79 364.85 0.06 Service Dead+Wind 300 deg- 17.73 -4.16 -2.40 -181.59 315.67 0.01 Service Dead+Wind 330 deg- 17.73 -2.40 -4.17 -315.30 182.05 -0.04 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -17.73 0.00 0.00 17.73 0.00 0.000% 2 0.03 -21.27 -20.71 -0.03 21.27 20.71 0.002% 3 0.03 -15.96 -20.71 -0.03 15.95 20.71 0.004% 4 10.37 -21.27 -17.95 -10.37 21.27 17.95 0.000% 5 10.37 -15.96 -17.95 -10.37 15.96 17.95 0.000% 6 17.93 -21.27 -10.38 -17.93 21.27 10.38 0.000% 7 17.93 -15.96 -10.38 -17.93 15.96 10.38 0.000% 8 20.68 -21.27 -0.03 -20.68 21.27 0.03 0.006% 9 20.68 -15.96 -0.03 -20.68 15.95 0.03 0.004% 10 17.90 -21.27 10.33 -17.90 21.27 -10.33 0.000% 11 17.90 -15.96 10.33 -17.90 15.96 -10.33 0.000% 12 10.32 -21.27 17.92 -10.32 21.27 -17.92 0.000% 13 10.32 -15.96 17.92 -10.32 15.96 -17.92 0.000% 14 -0.03 -21.27 20.71 0.03 21.27 -20.71 0.002% 15 -0.03 -15.96 20.71 0.03 15.95 -20.71 0.004% 16 -10.37 -21.27 17.95 10.37 21.27 -17.95 0.000% 17 -10.37 -15.96 17.95 10.37 15.96 -17.95 0.000% 18 -17.93 -21.27 10.38 17.93 21.27 -10.38 0.000% 19 -17.93 -15.96 10.38 17.93 15.96 -10.38 0.000% 20 -20.68 -21.27 0.03 20.68 21.27 -0.03 0.006% 21 -20.68 -15.96 0.03 20.68 15.95 -0.03 0.004% 22 -17.90 -21.27 -10.33 17.90 21.27 10.33 0.000% 23 -17.90 -15.96 -10.33 17.90 15.96 10.33 0.000% 24 -10.32 -21.27 -17.92 10.32 21.27 17.92 0.000% 25 -10.32 -15.96 -17.92 10.32 15.96 17.92 0.000% 26 0.00 -58.29 0.00 -0.00 58.29 -0.00 0.001% 27 0.00 -58.29 -2.62 -0.00 58.29 2.62 0.001% 28 1.31 -58.29 -2.27 -1.31 58.29 2.27 0.001% 29 2.27 -58.29 -1.31 -2.27 58.29 1.31 0.001% 30 2.62 -58.29 -0.00 -2.62 58.29 0.00 0.001% 31 2.27 -58.29 1.31 -2.27 58.29 -1.31 0.001% 32 1.31 -58.29 2.27 -1.31 58.29 -2.27 0.001% tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 18 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 33 -0.00 -58.29 2.62 0.00 58.29 -2.62 0.001% 34 -1.31 -58.29 2.27 1.31 58.29 -2.27 0.001% 35 -2.27 -58.29 1.31 2.27 58.29 -1.31 0.001% 36 -2.62 -58.29 0.00 2.62 58.29 -0.00 0.000% 37 -2.27 -58.29 -1.31 2.27 58.29 1.31 0.001% 38 -1.31 -58.29 -2.27 1.31 58.29 2.27 0.001% 39 0.01 -17.73 -4.82 -0.01 17.73 4.82 0.006% 40 2.41 -17.73 -4.18 -2.41 17.73 4.18 0.006% 41 4.17 -17.73 -2.42 -4.17 17.73 2.42 0.006% 42 4.81 -17.73 -0.01 -4.81 17.73 0.01 0.006% 43 4.17 -17.73 2.40 -4.16 17.73 -2.40 0.006% 44 2.40 -17.73 4.17 -2.40 17.73 -4.17 0.006% 45 -0.01 -17.73 4.82 0.01 17.73 -4.82 0.006% 46 -2.41 -17.73 4.18 2.41 17.73 -4.18 0.006% 47 -4.17 -17.73 2.42 4.17 17.73 -2.42 0.006% 48 -4.81 -17.73 0.01 4.81 17.73 -0.01 0.006% 49 -4.17 -17.73 -2.40 4.16 17.73 2.40 0.006% 50 -2.40 -17.73 -4.17 2.40 17.73 4.17 0.006% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 13 0.00000001 0.00004986 3 Yes 12 0.00004032 0.00011377 4 Yes 15 0.00000001 0.00011230 5 Yes 15 0.00000001 0.00007309 6 Yes 15 0.00000001 0.00011431 7 Yes 15 0.00000001 0.00007446 8 Yes 12 0.00006349 0.00014877 9 Yes 12 0.00004032 0.00011145 10 Yes 15 0.00000001 0.00011249 11 Yes 15 0.00000001 0.00007330 12 Yes 15 0.00000001 0.00011110 13 Yes 15 0.00000001 0.00007237 14 Yes 13 0.00000001 0.00005552 15 Yes 12 0.00004032 0.00012408 16 Yes 15 0.00000001 0.00011485 17 Yes 15 0.00000001 0.00007477 18 Yes 15 0.00000001 0.00011291 19 Yes 15 0.00000001 0.00007346 20 Yes 12 0.00006348 0.00014604 21 Yes 12 0.00004032 0.00010939 22 Yes 15 0.00000001 0.00011194 23 Yes 15 0.00000001 0.00007289 24 Yes 15 0.00000001 0.00011326 25 Yes 15 0.00000001 0.00007376 26 Yes 9 0.00000001 0.00000859 27 Yes 13 0.00000001 0.00002173 28 Yes 13 0.00000001 0.00002965 29 Yes 13 0.00000001 0.00003053 30 Yes 13 0.00000001 0.00002069 31 Yes 13 0.00000001 0.00003013 32 Yes 13 0.00000001 0.00002934 33 Yes 13 0.00000001 0.00002167 34 Yes 13 0.00000001 0.00003313 35 Yes 13 0.00000001 0.00003213 36 Yes 14 0.00000001 0.00001029 37 Yes 13 0.00000001 0.00003216 38 Yes 13 0.00000001 0.00003308 39 Yes 11 0.00000001 0.00014414 40 Yes 11 0.00000001 0.00013447 41 Yes 11 0.00000001 0.00014312 42 Yes 11 0.00000001 0.00014370 tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 19 43 Yes 11 0.00000001 0.00013807 44 Yes 11 0.00000001 0.00013515 45 Yes 11 0.00000001 0.00014418 46 Yes 11 0.00000001 0.00014466 47 Yes 11 0.00000001 0.00013590 48 Yes 11 0.00000001 0.00014418 49 Yes 11 0.00000001 0.00013835 50 Yes 11 0.00000001 0.00014136 Maximum Tower Deflections - Service Wind Section Elevation Holz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° L1 94-50 19.33 47 1.81 0.00 L2 53.5-0 6.40 47 1.12 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 94.0000 80010866 w/Mount Pipe 47 19.33 1.81 0.00 15276 90.0000 (2)6'x 2"Mount Pipe 47 17.88 1.75 0.00 15276 65.0000 (4)SBNHH-1 D65C w/Mount 47 9.46 1.33 0.00 2633 Pipe Maximum Tower Deflections - Design Wind Section Elevation Hort. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 94-50 83.30 18 7.83 0.01 L2 53.5-0 27.63 16 4.85 0.00 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 94.0000 80010866 w/Mount Pipe 18 83.30 7.83 0.01 3636 90.0000 (2)6'x 2"Mount Pipe 18 77.07 7.55 0.01 3636 65.0000 (4)SBNHH-1D65C w/Mount 18 40.82 5.75 0.00 622 Pipe Compression Checks tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 20 Pole Design Data Section Elevation Size L L„ Kl/r A P, OP, Ratio No. P„ ft ft ft in2 K K OP, L1 94-50(1) TP25.125x16x0.25 44.000 0.0000 0.0 19.162 -12.34 1423.67 0.009 0 3 L2 50-0(2) TP34.875x23.8991x0.312 53.500 0.0000 0.0 34.281 -21.23 2479.65 0.009 5 0 7 Pole Bending Design Data Section Elevation Size Mux OW Ratio M„y OM„y Ratio No. Mux M„y ft kip-ft kip-ft ow kip-ft kip-ft oM„y L1 94-50(1) TP25.125x16x0.25 522.06 705.23 0.740 0.00 705.23 0.000 L2 50-0(2) TP34.875x23.8991x0.312 1578.87 1760.28 0.897 0.00 1760.28 0.000 5 Pole Shear Design Data Section Elevation Size Actual OV„ Ratio Actual dT„ Ratio No. Vu Vu Tu T ft K K OV kip-ft kip-ft QT Li 94-50(1) TP25.125x16x0.25 18.58 711.83 0.026 0.38 1412.18 0.000 L2 50-0(2) TP34.875x23.8991x0.312 20.77 1239.83 0.017 0.61 3524.85 0.000 5 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu Mux MA, V T, Stress Stress ft OP, (1)114x 4Mny OV 0T Ratio Ratio L1 94-50(1) 0.009 0.740 0.000 0.026 0.000 0.750 1.000 4.8.2 L2 50-0(2) 0.009 0.897 0.000 0.017 0.000 0.906 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P OPauow % Pass No. ft Type Element K K Capacity Fail L1 94-50 Pole TP25.125x16x0.25 1 -12.34 1423.67 75.0 Pass L2 50-0 Pole TP34.875x23.8991x0.3125 2 -21.23 2479.65 90.6 Pass Summary Pole(L2) 90.6 Pass RATING= 90.6 Pass tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 22 CLIMBING PEGS (INSTALLED) (4i (3) 1-3/8" TO 65 FT LEVEL -` v a / x / \ / \ •• V \ \ •• \Q4 Q1X(PROPOSED) 0 Q3Q2(I) 3/8TO 94 FTLEVEL •( ) 3/4" TO 94 FT LEVELi(7) 7/8" TO 94 FT LEVEL ••(INSTALLED-TO BE REMOVED) •• f (7) 7/8" TO 94 FT LEVEL \ \ / (INSTALLED) (2) 3/8" TO 94 FT LEVEL \ / / (4) 3/4" TO 94 FT LEVEL \ - / (4) 7/8" TO 94 FT LEVEL \ / (2) 1-5/8" TO 94 FT LEVEL \ / ' s ---/ -ter tnxTower Report-version 7.0.5.1 July 10, 2018 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 37518-1986.002.7805, Order 417729, Revision 7 Page 23 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 11 d11 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 94.0 ft , 80010866 w/Mount Pipe 94 DC6-48-60-18-8F 94 RRH2X40-07-L-AT 94 LGP21401 94 1 RRH2X40-07-L-AT 94 (2)LGP21401 94 j',', RRH2X40-07-L-AT 94 Platform Mount[LP 1001-1] 94 B25 RRH4X30-4R 94 (2)6'x 2"Mount Pipe 90 B25 RRH4X30-4R 94 (2)6'x 2"Mount Pipe 90 B25 RRH4X30.4R 94 (2)6'x 2"Mount Pipe 90 DC6-48-60-18-8F 94 Side Arm Mount[SO 101-3] 90 I DC6-48.60.18-8F 94 (4)SBNHH-1 D65C w/Mount Pipe 65 RRI-14X25-WCS 94 (4)SBNHH-1065C w/Mount Pipe 65 RRI-t4X25-WCS 94 (4)SBNHH-1D65C w/Mount Pipe 65 i RRH4X25•WCS 94 (2)RCMDC-3315-PF-48 65 LGP21401 94 RCMDC-3315-PF-48 65 (2)LGP21401 94 RCMDC-3315-PF-48 65 EPB0-654L8H8-L2 w/Mount Pipe 94 (2)RADIO 2212 65 EPBQ-654L8H8-L2 w/Mount Pipe 94 (2)RADIO 2212 65 o 0 o oo EPBQ-654L8H8-L2 w/Mount Pipe 94 (2)RADIO 2212 65 , 8 N o n ... JAHH-65C-R3B-V3 w/Mount Pipe 94 RRUS 3282 65 v o d1 tO �+ JAHI't-65C-R3B-V3 w/Mount Pipe 94 RRUS 32 B2 65 FRBI 94 RRUS 32 B2 65 1 FRBI 94 RRUS 32 1366 65 J FRBI 94 RRUS 32 B66 65 B66A RRH4X45 94 RRUS 32 B66 65 --- B66A RRH4X45 94 Platform Mount[LP 402-1] 65 1. I I j 1 B66A RRH4X45 94 MATERIAL STRENGTH GRADE Fy Fu GRADE I Fy I Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES // so.o n 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. cri ' 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. O 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TOWER RATING:90.6% 0 0 0 N N h a ALL REACTIONS ARE FACTORED AXIAL 58 K SHEAR MOMENT 3 K i J 223 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.2500 in ICE AXIAL 21K SHEA MOMENT 21 21 K 1579 kip-ft 0.0 ft TORQUE 1 kip-ft m REACTIONS-93 mph WIND 5 m E m g o a a N °I Z F vl H m C7 ?i Paul J. Ford and Company''''' 94'Monopole/Tigard, OR ipjF250 East Broad st., Suite 600 PfOJect PJF 37518-1986/BU 874135 Columbus, OH 43215 °hent' Crown Castle Drawn by:rkozak App'd: Phone:(614)221-6679 Code: TIA-222-G Date:07/10/18 scale: NTS FAX: Path: Dwg No. E-1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions BU#: Mu: 1579 ft-kips Site Name: Axial,Pu: 21 kips App#: Shear,Vu: 21 kips Pole Manufacturer: Other Eta Factor, n 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 8 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Non-Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/rj): 238.9 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, cg*Fu*Anet: 260.0 Kips cp*Tn Bolt Circle: 41 in Anchor Rod Stress Ratio: 91.9% Pass Plate Data Diam: 47 in Base Plate Results Flexural Check Non-Rigid Thick: 1.75 in Base Plate Stress: 53.4 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi w*Fy Single-Rod B-eff: 13.84 in Base Plate Stress Ratio: 98.9% Pass Y.L.Length: 17.50 Stiffener Data (Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in** Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 34.875 in Thick: 0.3125 in Grade: 65 ksi #of Sides: 18 "0"IF Round Fu 80 ksi 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 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date: 7/10/2018 Pier and Pad Foundation CROWN BU#: Site Name: CASTLE App. Number: TIA-222 Revision: G Tower Type: Monopole Block Foundation?: E Superstructure Analysis Reactions Foundation Analysis Checks Compression,Pcomp: 21 kips Capacity Demand Rating Check Base Shear,Vu_comp: 21 kips Lateral(Sliding)(kips) 102.06 21.00 20.6% Pass Bearing Pressure(kst) 9.38 7.19 76.7% Pass Moment,M,,: 1579 ft-kips Overturning(kip*ft) 1767.18 1715.50 97.1% Pass Tower Height, H: 94 ft Pier Flexure(Comp.)(kip*ft) 1839.80 1663.00 90.4% Pass BP Dist.Above Fdn,bpd;s: 0 in Pier Compression(kip) 12497.26 35.14 0.3% Pass Pad Flexure(kip*ft) 1225.71 1011.61 82.5% Pass Pad Shear-1-way(kips) 497.13 170.10 34.2% Pass Pier Properties Pad Shear-2-way(ksi) 0.19 0.00 0.0% Pass Pier Shape: Circular Pier Diameter,dpier: 5.0 ft Soil Rating: 97.1% Ext.Above Grade, E: 1.00 ft Structural Rating: 90.4% Pier Rebar Size,Sc: 9 Pier Rebar Quantity,mc: 16 Pier Tie/Spiral Size,St: 4 Pier Tie/Spiral Quantity,mt: 10 Pier Reinforcement Type: Tie Pier Clear Cover,ccp;er: 3 in Pad Properties Depth,D: 5.5 ft Pad Width,W: 17.0 ft Pad Thickness,T: 2.5 ft Pad Rebar Size,Sp: 7 Pad Rebar Quantity, mp: 18 Pad Clear Cover,ccPad: 3 in Material Properties Rebar Grade,Fy: 60000 psi Concrete Compressive Strength,F'c: 4000 psi Dry Concrete Density, 5c: 150 pcf Soil Properties Total Soil Unit Weight,y: 110 pcf Ultimate Gross Bearing,Qult: 12.500 ksf <-_Toggle between Grass and Net Cohesion,Cu: 0.000 ksf Friction Angle, co 30 degrees SPT Blow Count, Nblows: Base Friction,µ: Neglected Depth,N: 2.50 ft Foundation Bearing on Rock? No Groundwater Depth,gw: N/A ft Version 2.5.5 94.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 99 Seismic Linear Force 6 55 Seismic Discrete Force 2 94 Seismic Section Force 5 52 Seismic Linear Force 1 92 Seismic Section Force 6 48.5 Seismic Discrete Force 3 90 Seismic Linear Force 7 45 Seismic Section Force 1 89 Seismic Section Force 7 38.5 Seismic Linear Force 2 85 Seismic Linear Force 8 35 Seismic Section Force 2 79 Seismic Section Force 8 28.5 Seismic Linear Force 3 75 Seismic Linear Force 9 25 Seismic Section Force 3 69 Seismic Section Force 9 18.5 Seismic Discrete Force 4 65 Seismic Linear Force 10 15 Seismic Linear Force 4 65 Seismic Section Force 10 8.5 88 8 8 8 Seismic Linear Force 5 62.5 Seismic Linear Force 11 5 Ei O N N E4 o. N < Cl Seismic Section Force 4 59 Seismic Section Force 11 1.75 4 d M N MATERIAL STRENGTH GRADE Fy Fu GRADE 1 Fy J Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. / 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TOWER RATING:31.7% 50.0 9 T N r O 11 1 is i II 0 N O H 0 N W m N 2 O N M ALL REACTIONS ARE FACTORED AXIAL 20 K ---- SHEAR SHEAR MOMENT i, 0 K [ 0 kip-ft 30 mph WIND-1.2500 in ICE AXIAL 21K SHEAR \MOMENT 5 K 1 J 481 kip-ft 0.0 ft REACTIONS-93 mph WIND y - E G E 5 .. ti g E 32 y a .2 m 3 2 H in F°- m° 6 13F Paul J. Ford and Company Job:94'Monopole/Tigard, OR 250 East Broad st., Suite 600 Project:PJF37518-1986/BU874135 Columbus, OH 43215 client: Crown Castle Drawn by:rkozak APpd' _ Phone:(614)221-6679 Code: TIA-222-G Date:07/10/18 Scale: NTS FAX: Path: 13'42 No.E-1 CSC lerSEoc Monopole Analysis per TIA-222-G Site BU: CROWN Work Order: Application: Rev. CASTLE Axial,Wt= 21.0 kips From TNX: Shear,Vim,= 21.0 kips degrees minutes.seconds Site Latitude= 45 26 29.40 45.4415 degrees Site Longitude= -122 44 38.30 -122.7440 degrees Mass or Stiffness Irregularities= No (Table 2-9) Ground Supported Structure= Yes Structure Class= I (Table 2-1) Site Class= D-Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 0.985 USGS Seismic Tool Spectral response acceleration 1 s period,Si= 0.425 Tower Height(AGL),Ht= 94.0 ft Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 1.1 (Table 2-12) Velocity-based site coefficient,F„= 1.6 (Table 2-13) Design spectral response acceleration short period,SDS= 0.726 (2.76) Design spectral response acceleration 1 s period,SD1= 0.446 (2.7.6) Calculated CS= 0.484 (2.7.7.1) Base Seismic Shear,VS= 8.5 kips Appurtenance Weight(top 1/3 of structure),Wt,= 9.3 kips Average Moment of Inertia,Iavg= 2153.6 in4 Fundamental Frequency,Ff= 0.337 (2.7.11.2) Ff related variable,SA= 0.150 (2.7.8.1) Calculated C,= 0.100 (2.7.7.1) Minimum CS= 0.032 (2.7.7.1) Minimum CS when Si>_0.75= 0.000 (2.7.7.1) Final CS= 0.100 Alternative Base Seismic Shear,VS= 1.8 kips Response Modification Factor,R= 1.5 Ss is less than or equal to 1,no seismic analysis is required per section 2.7.3 of TIA-222-G. CCISeismic 2.0.14 Page 1 Analysis Date: 7/10/2018 Linear Increment Top 1/3 Weight 10 9.28643 Discrete Linear Seismic Seismic Seismic Wt Induced Wt Seismic Ht a b c S., Shear,F. Mid Ht a b c S., Shear,Fs, Induced (kips) Moment (kips) Moment (kips) (kip-ft) (kips) (kip-ft) 99 1.74 1.890 1.980 1.140 1.376 1.597 158.06 92 0.02958 1.810 1.586 0.995 1.186 0.023 2.15 94 3.017 1.890 1.980 1.140 1.376 2.768 260.22 85 0.07395 1.545 0.619 0.598 0.622 0.031 2.61 90 0.372 1.733 1.250 0.866 1.009 0.250 22.52 75 0.07395 1.203 0.008 0.257 0.079 0.004 0.29 65 3.906 0.904 -0.122 0.089 -0.166 -0.432 -28.09 65 0.07395 0.904 -0.122 0.089 -0.166 -0.008 -0.53 62.5 0.02573 0.836 -0.117 0.065 -0.181 -0.003 -0.19 55 0.1254 0.647 -0.070 0.021 -0.120 -0.010 -0.55 45 0.1254 0.433 0.007 0.006 0.085 0.007 0.32 35 0.1254 0.262 0.053 0.016 0.193 0.016 0.56 25 0.1254 0.134 0.069 0.032 0.198 0.017 0.41 15 0.1254 0.048 0.071 0.042 0.182 0.015 0.23 5 0.1254 0.005 0.046 0.026 0.127 0.011 0.05 CCISeismic 2.0.14 Page 2 Analysis Date: 7/10/2018 Section Increment Average Moment of Inertia(in4) 10 2153.64 Monopole Section Data Average Height Mid- Top Bottom Wall Seismic Seismic Section Number of Volume Weight Moment of Induced Above Height,Z Diameter Diameter Thicknesss a b c S,� Shear,F. Base(ft) (ft) Length(ft) Sides (in) (in) (in) (ft) (kips) Inertia Moment fin') (kips) (kip_fr) 94 89 10 18 16 18.07386 0.25 0.924997 0.453248 479.5912 1.694 1.101 0.806 0.925 0.280 24.88 84 79 10 18 18.07386 20.14773 0.25 1.039271 0.509243 678.5706 1.335 0.172 0.368 0.260 0.088 6.96 I 74 69 10 18 20.14773 22.22159 0.25 1.153545 0.565237 926.3242 1.018 -0.105 0.141 -0.104 -0.039 -2.69 64 59 10 18 22.22159 24.29545 0.25 1.26782 0.621232 1228.215 0.745 -0.100 0.039 -0.171 -0.071 -4.18 54 52 4 18 24.29545 25.125 0.25 0.539125 0.264171 1467.981 0.578 -0.045 0.012 -0.062 -0.011 -0.57 53.5 48.5 10 18 23.89915 25.95071 0.3125 1.695248 0.830672 1877.67 0.503 -0.017 0.007 0.014 0.008 0.38 43.5 38.5 10 18 25.95071 28.00227 0.3125 1.836555 0.899912 2385.546 0.317 0.041 0.011 0.172 0.103 3.97 33.5 28.5 10 18 28.00227 30.05383 0.3125 1.977862 0.969152 2977.77 0.174 0.066 0.027 0.201 0.130 3.71 23.5 18.5 10 18 30.05383 32.10539 0.3125 2.119169 1.038393 3660.831 0.073 0.072 0.040 0.188 0.130 2.41 13.5 8.5 10 18 32.10539 34.15695 0.3125 2.260476 1.107633 4441.221 0.015 0.061 0.036 0.159 0.118 1.00 3.5 1.75 3.5 18 34.15695 34.875 0.3125 0.82455 0.40403 5014.407 0.001 0.020 0.011 0.063 0.017 0.03 CCISeismic 2.0.14 Page 3 Analysis Date: 7/10/2018 7/10/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. LCTC Hazards by Location Search Information Coordinates: 45.4415,-122.744 Ti m esta m p: 2018-07-10 T 13:40:14.862Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II Site Class: D Report Title: Not specified Map Results ce_rnon eeITn State Forest za L Gnii ondale Non dRner R a'Yny Vancouver Peach o Toe Dallas ...HI zb !land Tillamook Hillsbo*oeO o State Forest BeavGresham Mt.Hood National Forest "^i © Maup;n e1r r CmF Cao ale C[ry Salem a 0 Map data©2018 Google MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 Text Results Basic Parameters Name Value Description Ss 0.985 MCER ground motion(period=0.2s) Si 0.425 MCER ground motion(period=1.Os) SMs 1.089 Site-modified spectral acceleration value SM1 0.669 Site-modified spectral acceleration value SDs 0.726 Numeric seismic design value at 0.2s SA SD1 0.446 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category https://hazards.atcouncil.org/#/seismic?lat=45.4415&Ing=-122.7440 1/2 7/10/2018 ATC Hazards by Location Fa 1.106 Site amplification factor at 0.2s F5 1.575 Site amplification factor at 1.Os PGA 0.43 MCEG peak ground acceleration FPGA 1.07 Site amplification factor at PGA PGAM 0.46 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.985 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.094 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 2.801 Factored deterministic acceleration value(0.2s) Si RT 0.425 Probabilistic risk-targeted ground motion(1.Os) Si UH 0.488 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.896 Factored deterministic acceleration value(1.0s) PGAd 1.041 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=45.4415&Ing=-122.7440 2/2