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- I PAUL J. FORD & COMPANY RECEIVED PJF FEB 2 6 2019 Date: Docomber 28,2018 CITY OFT,rARD Lynn On 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: PW11 Carrier Site Name: Washington Square Crown Castle Designation: Crown Castle BU Number: 879570 Crown Castle Site Name: WASHINGTON SQUARE MALL Crown Castle JDE Job Number: 534996 Crown Castle Work Order Number: 1670041 Crown Castle Order Number: 461459 Rev.0 Engineering Firm Designation: Paul J.Ford and Company Project Number: 37518-4173.001.7805 Site Data: 9585 SW Washington Sq Rd,TIGARD,Washington County,OR Latitude 450 27'10.69`,Longitude-122°46'41.31" 87.5 Foot-Monopole Tower Dear Lynn Ori, Paul J. Ford and Company Is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have' determined the tower stress level for the structure and foundation, under the following load case,to be: LC4.5:Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 120 mph as required by the 2014 Oregon Structural Specialty Code and the 2012 International Building Code.Applicable Standard references and design criteria are listed in Section 2-Analysis Criteria. All modifications and equipment proposed in this report shall be installed in accordance with the proposed modifications drawings,referenced in Table 3 of this report,for the determined available structural capacity to be effective. Respectfully submitted by: Aaron E.Pike, El. Structural Designer 1`, �,�P,D PROp., apike@pauijtord.com �'� #10 t4, t alt' 1 APE 111.0 ORSGON 41,4 20, N4t. x WON' tnxTower Report-version 8.0.4.0 .DEC 2 8 2011‘ r � December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Equipment Configuration Table 2-Other Considered Equipment 3)ANALYSIS PROCEDURE Table 3 -Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Table 5—Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A RISA-3D Output—Seismic Analysis 6)APPENDIX B tnxTower Output 7)APPENDIX C Base Level Drawing 8)APPENDIX D Additional Calculations tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 3 1) INTRODUCTION This tower is a 87.5 ft Monopole tower designed by ROHN. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 120 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2.0 in Wind Speed with Ice: 30 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) L, 71.0 i 1 I raycap I DC6-48-60-18-8F 3 ace fXXQLH-654L4H8-IVT w/MP 70.0 70.0 3 nokia AHFIB_CCIV2 1 3/8 ( 3 nokia AHLBA_CCIV2 4 3/4 69.0 1 raycap DC6-48-60-18-8F 3 ace XXQLH-654L4H8-IVT w/MP 3 alcatel lucent RRH4X25-WCS_V2 60.0 60.0 6 7/8 6 kaelus DBC0135F3V92-1 1 3 1 nokia AHCA_CCIV2 - i Table 2-Other Considered Equipment Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer (ft) Lines Size(in) 3 commscope DHHTT65B-3XR w/Mount Pipe 3 samsung telecom. OPTIC FIBER JUNCTION CYLINDER 83.0 83.0 3 samsung telecom. POWER JUNCTION CYLINDER 3 1-7/16 3 samsung telecom. RRH-B8 3 samsung telecom. RRH-C2A W/EXT FILTER 3 I samsung telecom. I RRH-P4 tnxTower Report-version 8.0.4.0 r , December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 4 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks Reference Source j 4-GEOTECHNICAL REPORTS ; ADaPT, OR99-2522 08/11/1999 1574694 CCISITES E 4-POST-MODIFICATION TEP, 74592.62008, 03/30/2017 S 6790819 CCISITES INSPECTION i D 4-TOWER FOUNDATION Rohn,44583AE, 07/14/2000 1625445 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Rohn, 44583Ae, 07/17/2000 & DRAWINGS FDH, 146E111500, 12/22/2014 i 1626447 CCISITES (Mapping) 4-TOWER REINFORCEMENT PJF, 37516-0026.004.7700 R1, 6386202 CCISITES DESIGN DRAWINGS 6/3/2016 4-POST MODIFICATION TEP,74592.62008 6790819 CCISITES s INSPECTION_ 4-PROPOSED TOWER PJF, 37517-3254.002.7700, r-- REINFORCEMENT DESIGN12/19/2017 7268954 CCISITES DRAWINGS 3.1)Analysis Method tnxTower(version 8.0.4.0)and RISA-3D (version 13.0.0),commercially available analysis software packages,were used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis are included in Appendix A and Appendix B. 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) Monopole was modified in conformance with the referenced modification drawings. 5) Monopole will be modified in conformance with the attached proposed modification drawings. 6) The monopole has been analyzed for seismic loading using a modal analysis per ASCE 7-10. See Appendix A for seismic calculations. 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. tnxTower Report-version 8.0.4.0 1 December 28. 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 5 4) ANALYSIS RESULTS Table 4-Section Capacity(Summary) j Section Critical SF`PallowElevation(ft) Component Type SizeP(K) (K) Capacity Pass!Fail No. Element _ L1 87.5-75 Pole P4.5x0.628' ._.. 1 -4.05 240.63 i 48.8 Pass �� L2 75-73.25 Pole P30x0.375 2 -4.31 1520.46 1.6 Pass L3 73.25-51.25 Pole P30x0.375 3 -13.35 1520.46 9.0 Pass L4 51.25-40 Pole P30x0.375 4 -17.42 1520.46 14.5 Pass L5 40-0 Pole P30x0.375 5 -23.59 1520.46 38.4 Pass ISummary I Pole(L1) 48.8 Pass I I f I I I RATING= ( 48.8 1 Pass ,Table 5 -Tower Component Stresses vs.Capacity-LC4.5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 t Anchor Rods 0 27.5 I Pass , 1 Base Plate 0 28.0 Pass 1 Base Foundation 0 21.5 Pass Steel 1 Base Foundation 0 21.6 Pass Soil Interaction 1 Flange Connection 40 29.9 Pass . 1 1 I Flange Connection 1 75 ! 56.2 1 Pass Structure Rating (max from all components) = 56.2% • All structural ratings are per TIA-222-H Section 15.5 Notes: 1) See additional documentation in"Appendix D-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations Install the proposed modifications per the referenced drawings. tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 6 APPENDIX A RISA-3D Output—Seismic Analysis tnxTower Report-version 8.0.4.0 Y 40. 0.4 Z X 13 12 11 10 9 8 7 6 5 4 3 2 1 14 34 33 32 31 30 29 28 27 26 25 • 24 23 22 21 20 19 18 17 16 15 45 44 43 42 41 40 39 38 37 36 35 65 64 63 62 61 60 ` 59 58 57 56 55 54 52 51 50 49 48 47 146 Paul J. Ford and Company SK- 1 Aaron Pike 87.5 ft Monopole/Washington Square Mall Dec 28, 2018 at 9:54 AM PJF 37518-4173/BU 879... 37518-4173.001.7805_concealed.... Company : Paul J.Ford and Company Dec 28,2018 IDesignerIIS Aaron Pike 9Che2cked AM ke Job Number PJF 37518-4173/BU 879570 Checked By: Model Name : 87.5 ft Monopole/Washington Square Mall (Global) Model Settings Display Sections for Member Calcs 2 MaxInternal Sections for Member Calcs 100 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane _ XZ Static Solver Sparse Accelerated Dynamic Solver }Standard Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 100F Concrete Code None Masonry Code None Aluminum Code None- Building Number of Shear Regions 4 Region Spacing increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? 1 Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam.Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max% Steel for Column 8 RISA-3D Version 15.0.4 [G:1...\...\...\...\...\37518-4173.001.7805_Concealed.rt3] Page 1 Company : Paul J.Ford and Company Dec 28,2018 RISA Designer : Aaron Pike 9:52 eke Job Number : 375184173!BU 879570 Checked By: Model Name : 87.5 ft Monopole/Washington Square Mall (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation(ft) Not Entered Add Base Weight? Yes Ct X .03 Ct Z .03 T X(sec) 1.5 T Z(sec) 1.5 R X 1.5 R Z 1.5 Ct Exp. X .8 Ct Exp.Z .8 _ SD1 _.39 SDS .659 S1 .426 TL (sec) 5 Risk Cat I or II Drift Cat Other OmZ 1 Om X 1 Cd Z 4 Cd X 4 Rho Z 1 Rho X 1 Response Spectra Data X Direction Spectra 'ASCE 2010, Parametric Design Spectra Modes Used i All 20 modes Mode No.for Signs Modal Combination Method CQC Damping Ratio 5 Percent Z Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used All 20 modes Mode No.for Signs _ Modal Combination Method CQC Damping Ratio 5 Percent Frequencies/Participation Mode Number Frequency Period Percent Modal Participation (Hz) Sec X Spectra Y Spectra Z Spectra 1 .667 1.5 36.125 38.424 2 .667 1.5 38.424 36.125 3 2.909 .344 3.556 2.482 4 2.909 .344 2.482 3.556 5 6.187 .162 7.152 .043 6 6.187 .162 .043 7.152 7 13.375 .075 2.607 8 13.375 .075 2.607 9 19.295 - .052 2.508 10 19.295 .052 2.508 i 11 29.373 .034 .278 12 29.373 .034 .278 13 30.202 .033 87.478 RISA-3D Version 15.0.4 [G:\...\...\...\...\...\37518-4173.001.7805 Concealed.rt3] Page 2 4, , Company : Paul J.Ford and Company Dec 28,2018 ''IRIS Designer : Aaron Pike 9:52 AM /BChecked By: ModelJobNumber Name : 87.5 PJF ft Monopole37518-4173/WUashington879570 Square Mall Frequencies/Participation, (continued) Mode Number Frequency Period Percent Modal Participation (Hz) (Sec) X Spectra Y Spectra Z Spectra 14 39.076 .026 1.711 15 39.076 .026 1.711 - 16 59.993 .017 1.006 17 59.993 .017 1.006 18 88.306 .011 .77 19 88.306 .011 .77 20 93.893 .011 3.148 Totals : 96.662 90.625 j 96.662 Hot Rolled Steel Properties Label E[ksil G[ksi] Nu Therm(\1 E..Densitv[kfft... Yieki[ksi] Ry Fu[ksi] Rt 1 A53-B-35 29000 11200 .295 .65 .49 35 1.5 58 1.2 2 API 5LX52 29000 11200 .295 .65 .49 52 1.1 58 1.2 Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List .. Material Design Rules 1 M1 N1 N13 ANT LEG_L1 Column Pipe A53-B-35 Typical 2 M2 N14 Ni ANT LEG_L2 Column Pipe API 5LX52 Typical 3 M3 N15 N14 ANT_LEG_L3 Column Pipe API 5LX52 Typical 4 M4 N35 N15 ANT_LEG_L4 Column Pipe API 5LX52 Typical 5 M5 N46 N35 ANT_LEG_L5 Column Pipe API 5LX52 Typical Load Combinations Description Sol..PD...SR..BLC Fact..BLC Fact..BLC Fad..BLC Fact...BLC Fact..BLC Fact..BLC Fact..BLC Fact...BLC Fact...BLC Fact... 1 Dead Only Y 1 1 2 (1.2+0.2.. Yes y 1 1.332 SX.. 1 3 (1.2+0.2...Yes Y 1 1.332 SZ.. 1 Dynamics Input Number of Modes 20 Load Combination Number 1 -Dead Only Acceleration of Gravity 32.2 (ft/sec^2) Convergence Tolerance 0.0001 _ Spectra Scaling Factor Scaling Factor Z: .719 Scaling Factor X: .719 Envelope Joint Reactions Joint X[k] LC Y[k] LC Z N. LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N46 max 0 3 26.385 3 0 2 .53 2 0 2 .751 3 2 min -2.917 2 26.385 2 -2.917 3 -180.467 3 0 2 -180.246_.2 3 Totals: max 0 3 26.385 3 0 2 4 min -2.917 2 26.385 2 -2.917 3 RISA-3D Version 15.0.4 [G:\...\...\...\...\...\37518-4173.001.7805_Concealed.rt3] Page 3 Company : Paul J.Ford and Company Dec 28,2018 ''IRIS Designer Aaron Pike Checked AM ke Job Number : PJF 37518-4173!BU 879570 Checked By: Model Name 87.5 ftMonopole/Washington Square Mall Envelope Member Section Forces Member ,Sec Axial[k] LC y Shear[KL_ LC z Shear... LC Torque[... LC y-y Mo... LC z-z Mo... LC 1 M1 1 max 4.534 2 1.068 2 1.068 3 1 0 2 6.772 3 6.776 2 2 min 4.534 3 0 3 0 2 0 2 -.001 2 .002 3 3 2 max .231 2 .169 2 .169 3 ' 0 2 0 2 0 2 _ 4 min .231 3 0 3 0 2 0 2 0 2 0 2 5 M2 1 max 5.554 2 1.203 2 1.203 3 0 2 8.725 3 8.729 2 6 min 5.554 3 0 3 0 2 0 2 -.002 2 .003 3 7 2 max 5.273 2 1.203 2 1.203 3 0 2 6.772 3 6.776 2 8 min 5.273 3 0 3 0 2 0 2 -.001 2 .002 3 9 M3 1 max 15.104 2 2.243 2 2.243 3 0 2 44.405 3 45.631 2 10 min 15.104 3 0 3 0 2 0 2 -.507 2 , .719 3 11 2 max 5.554 2 1.239 2 1.239 3 0 2 8.725 3 8.729 2 12 min 5.554 3 0 3 0 2 0 2 -.002 2 .003 3 13 M4 1 max 19.623 2 2.656 2 2.655 3 0 2 71.409 3 72.655 2 14 min 19.623 2 0 3 0 2 0 2 -.515 2 .73 3 15 2 max 17.721 2 2.504 2 2.503 3 0 2 44.405 3 45.631 2 16 min 17.721 3 .001 3 0 2 0 2 -.507 2 .719 3 17 M5 1 max 26.385 2 2.917 2 2.917 3 0 2 180.467 3 181.749 2 18 min 26.385 3 0 3 0 2 0 2 -.53 2 .751 3 19 2 ,max 19.623 2 2.675 2 2.675 3 0 2 71.4091 3 72.655 2 20 min 19.623 3 0 3 0 2 0 2 -.515 12 .73 3 Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code Check Loc[ft]LC Shear Check Loc1ft1DirLCphi*Pnc..phi*Pnt...phi*Mn..{phi*Mn..Cb Eqn 1 M1 P4.5x0.628 .281 0 2 .015 0 2 240.633 240.633 24.932 24.932 1 H1-lb 2 M2 P30x0.375 .009 0 2 .002 0 2 1521.6...1633.3...1141.4...1141.4... 1 Hi-lb 3 M3 P30x0.375_ .045 0 2 .005 0 2 1521.6...1633.3...1141.4...1141.4... 1 H1-lb 4 M4 P30x0.375 .070 0 2 .005 0 2 1521.6...1633.3...1141.4...1141.4... 1 H1-1b 5 M5 P30x0.375 .168 0 2 .006 0 2 1521.6...1633.3...1141.4...1141.4... 1 Hi-lb - RISA-3D Version 15.0.4 [G:\...\...\...\...\...\37518-4173.001.7805_Concealed.rt3] Page 4 PJFPAU L J. FORD PJF Job#: 37518-4173.001.781 & COMPANY Engineer AEI:= 250 E Brood St, Ste 600 • Columbus, OH 43215 Site Name: WASHINGTON SQUARE MALL Phone 614.221.6679 www.pauljford.com Site#: 879570 Version 1.1 -Effective Date X/XX/16 RISA-3D SEISMIC FACTORS Degrees Minutes Seconds Latitude = 45 27 Longitude = -122 46 Latitude = 45.4530 degrees Longitude = -122.7781 degrees USGS Seismic Link Seismic Design Data Seismic Importance Factor 1.00 Ss 0.981 (from USGS) Si 0.426 (from USGS) Site Class D (from geo or assume D) SDS 0.659 (from USGS) SDS 0.390 (from USGS) Seismic Design Category D (ASCE 7-10 Section 11.6-1) Base Seismic Force Resisting System .ilever Monopole Design Base Shear(kips) 4.057 (RISA-3D Unscaled Shear) Cs 0.161 (Cs = V/W) R (ASCE 7-10 Table 15.4-2) Seismic Analysis Procedure Modal Analysis TL = sec (from ASCE 7-10) Risk Category = W = 19.812 k (Total Seismic Weight from RISA-3D) Tactual = 1.500 sec (Mode 1 Period from RISA-3D) Csmin= 0.0300 (ASCE 7-10 Eq. 15.4-1 & 15.4-2) Csmax= 0.1733 (ASCE 7-10 Eq. 12.8-3 & 12.8-4) Cs= 0.4393 (ASCE 7-10 Eq. 12.8-2) Cs use = 0.1733 Base Shear Multiplier= 0.85 Static Shear= 3.4341 k Scaling Factor= 0.719 V = 3.190 k (base shear from RISA-3D results) December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 7 APPENDIX B TNXTOWER OUTPUT tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 8 Tower Input Data This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) Tower base elevation above sea level: 252.00 ft. 3) Basic wind speed of 120 mph. 4) Risk Category II. 5) Exposure Category C. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height 0.00 ft. 9) Nominal ice thickness of 1.7000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50°F. 14) Deflections calculated using a wind speed of 60 mph. 15) TIA-222-H Annex S. 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 V Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification '1 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression NI Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable V Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks J Consider Feed Line Torque Always Use Max Kz V Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component NI Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Pole Section Geometry Section Elevation Section Pole Pole Socket Length ft Length Size Grade ft ft L1 87.50-75.00 12.50 P4.5x0.628 A53-B-35 (35 ksi) L2 75.00-73.25 1.75 P30x0.375 API 5LX52 (52 ksi) L3 73.25-51.25 22.00 P30x0.375 API 5LX52 (52 ksi) L4 51.25-40.00 11.25 P30x0.375 API 5LX52 (52 ksi) L5 40.00-0.00 40.00 P30x0.375 API 5LX52 (52 ksi) tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 9 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt ft (per face) in Ar Spacing Spacing Spacing ft2 Diagonals Horizontals Redundants in in in _ L1 87.50- 1 0 1 75.00 L2 75.00- 1 0 1 73.25 L3 73.25- 1 0 1 51.25 L4 51.25- 1 1 1 40.00 L5 40.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t ft Number ft2/ft p/f Leg Torque Type Calculation TYPE 2(1-7/16) C No No Inside Pole 0.00-83.00 3 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 2"Ice 0.00 0.60 WR-VG86ST-BRD C No No Inside Pole 0.00-70.00 4 No Ice 0.00 0.88 (3/4") 1/2"Ice 0.00 0.88 1"Ice 0.00 0.88 _ 2"Ice 0.00 0.88 FB-L98-002-XXX C No No Inside Pole 0.00-70.00 1 No Ice 0.00 0.88 (3/8") 1/2"Ice 0.00 0.88 1"Ice 0.00 0.88 _ 2"Ice 0.00 0.88 LDF5-50A(7/8) C No No Inside Pole 0.00-60.00 6 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation ft2 In Face Out-Face - K n ft ft2 ft2 ft2 L1 87.50-75.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.01 L2 75.00-73.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L3 73.25-51.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.14 L4 51.25-40.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.09 L5 40.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.33 tnxTower Report-version 8.0.4.0 , December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 10 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness ft2 In Face Out Face K n ft Leg in ft2 ft2 ft2 L1 87.50-75.00 A 1.860 0.000 0.000 0.000 0.000 0.00 - B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.01 L2 75.00-73.25 A 1.843 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L3 73.25-51.25 A 1.811 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.14 L4 51.25-40.00 A 1.756 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.09 L5 40.00-0.00 A 1.623 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.33 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz ft in in Ice Ice in in L1 87.50-75.00 0.0000 0.0000 0.0000 0.0000 L2 75.00-73.25 0.0000 0.0000 0.0000 0.0000 L3 73.25-51.25 0.0000 0.0000 0.0000 0.0000 L4 51.25-40.00 0.0000 0.0000 0.0000 0.0000 L5 40.00-0.00 0.0000 0.0000 0.0000 0.0000 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 Vert ° ft ft ft DHHTT65B-3XR w/Mount A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.07 Pipe 0.00 1/2" 0.00 0.00 0.07 0.00 Ice 0.00 0.00 0.07 1"Ice 0.00 0.00 0.07 2"Ice DHHTT65B-3XR WI Mount B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.07 Pipe 0.00 1/2" 0.00 0.00 0.07 0.00 Ice 0.00 0.00 0.07 1"Ice 0.00 0.00 0.07 2"Ice DHHTT65B-3XR w/Mount C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.07 Pipe 0.00 1/2" 0.00 0.00 0.07 0.00 Ice 0.00 0.00 0.07 1"Ice 0.00 0.00 0.07 tnxTower Report-version 8.0.4.0 December 28, 2018 , 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 Vert ° ft ft ft 2"Ice _ POWER JUNCTION A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 2"Ice POWER JUNCTION B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 2"Ice POWER JUNCTION C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 2"Ice RRH-C2A W/EXT FILTER A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-C2A W/EXT FILTER B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-C2A W/EXT FILTER C From Leg 1.00 0-0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-B8 A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-B8 B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-B8 C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-P4 A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-P4 B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice RRH-P4 C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.06 2"Ice OPTIC FIBER JUNCTION A From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 • Vert ° ft ft ft • 2"Ice OPTIC FIBER JUNCTION B From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 2"Ice OPTIC FIBER JUNCTION C From Leg 1.00 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 2"Ice XXQLH-654L4H8-IVT w/ A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.13 Mount Pipe 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.01 2"Ice XXQLH-654L4H8-IVT w/ B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.13 Mount Pipe 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.01 2"Ice XXQL11-654L4H8-IVT w/ C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.13 Mount Pipe 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.01 2"Ice DC6-48-60-18-8F A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.03 1.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.03 2"Ice DC6-48-60-18-8F B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.03 0.00 1/2" 0.00 0.00 0.03 1.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.03 2"Ice (3)AHLBA_CCIV2 A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.08 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.08 2"Ice (3)AHFIB_CCIV2 B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.07 0.00 Ice 0.00 0.00 0.07 1"Ice 0.00 0.00 0.07 2"Ice XXQLH-654L4H8-IVT w/ A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.13 Mount Pipe 0.00 1/2" 0.00 0.00 0.13 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.13 2"Ice XXQLH-654L4H8-IVT w/ B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.13 Mount Pipe 0.00 1/2" 0.00 0.00 0.13 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.13 2"Ice XXQLH-654L4H8-IVT w/ C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.13 Mount Pipe 0.00 1/2" 0.00 0.00 0.13 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.13 2"Ice RRH4X25-WCS_V2 A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.07 0.00 0.00 0.00 0.10 tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen ft Front Side K Leg Lateral t ft2 ft2 Vert _ ft ft ft 0.00 1/2" 0.00 0.00 0.13 _ Ice 0.00 0.00 0.20 1"Ice 2"Ice RRH4X25-WCS_V2 B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 2"Ice RRH4X25-WCS_V2 C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.20 2"Ice (3)DBC0135F3V92-1 A From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.05 0.00 Ice 0.00 0.00 0.05 1"Ice 0.00 0.00 0.05 2"Ice (3)DBC0135F3V92-1 B From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.05 0.00 Ice 0.00 0.00 0.05 1"Ice 0.00 0.00 0.05 2"Ice (3)AHCA_CCIV2 C From Leg 1.00 0.0000 60.00 No Ice 0.00 0.00 0.04 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.04 2"Ice Canister Load1 C None 0.0000 87.50 No Ice 12.43 12.43 0.17 1/2" 12.59 12.59 0.38 Ice 12.75 12.75 0.58 . 1"Ice 13.07 13.07 1.00 2"Ice Canister Load2 C None 0.0000 79.00 No Ice 20.84 20.84 2.12 1/2" 21.11 21.11 2.42 Ice 21.38 21.38 2.72 1"Ice 21.91 21.91 3.34 2"Ice Canister Load3 C None 0.0000 73.25 No Ice 33.27 33.27 0.55 1/2" 33.70 33.70 1.10 Ice 34.13 34.13 1.65 1"Ice 34.98 34.98 2.78 2"Ice Canister Load4 C None 0.0000 56.25 No Ice 32.17 32.17 2.35 1/2" 32.59 32.59 2.92 Ice 33.00 33.00 3.49 1"Ice 33.83 33.83 4.67 2"Ice Canister Load5 C None 0.0000 51.25 No Ice 7.31 7.31 1.97 1/2" 7.41 7.41 2.09 Ice 7.50 7.50 2.21 1"Ice 7.69 7.69 2.45 2"Ice tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 14 Tower Pressures - No Ice GH= 1.100 Section z Kz q: AG F AF AR Ai" Leg CAAA CAAA Elevation ft psf ft2 a ft2 ft2 ft2 % In Out ft c Face Face e ft2 ft2 L1 87.50- 81.25 1.211 42.04 4.688 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 41.24 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 39.75 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 37.23 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 31.79 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Tower Pressure - With Ice GH=1.100 Section z Kz q2 tz AG F AF AR Aie9 Leg CAAA CAAA Elevation ft psf in ft2 ft2 ft ft2 % In Out ft c Face Face B ft2 L1 87.50-75.00 81.25 1.211 2.63 1.8603 8.563 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00-73.25 74.13 1.188 2.58 1.8433 4.913 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25-51.25 62.25 1.145 2.48 1.8114 61.642 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25-40.00 45.63 1.073 2.33 1.7560 31.417 A 0.000 31.417 31.417 100.00 0.000 0.000 B 0.000 31.417 100.00 0.000 0.000 C 0.000 31.417 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 1.99 1.6227 110.818 A 0.000 110.818 110.818 100.00 0.000 0.000 B 0.000 110.818 100.00 0.000 0.000 C 0.000 110.818 100.00 0.000 0.000 Tower Pressure - Service GH=1.100 Section z Kz qz AG F AF AR Akv Leg CAAA CAAA Elevation ft psf ft2 a ft2 ft2 ft2 In Out ft c Face Face e ft2 ft L1 87.50- 81.25 1.211 9.40 4.688 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 9.22 4.375 A 0.000 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 8.89 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 8.33 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 15 Section z Kz q2 AG F AF AR A, Leg CAAA CAAA Elevation ft psf ft2 a ft2 ft2 ft2 % In Out ft c Face Face e 112 ft2 L5 40.00-0.00 20.72 0.909 7.11 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load K Moment Moment No. Comb. kip-ft kip-ft L1 87.5-75 Pole Max Tension 42 0.00 0.00 -0.00 tnxTower Report-version 8.0.4.0 1 , December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 16 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load K Moment Moment No. Comb. kip-ft kip-ft Max.Compression 26 -6.18 -0.00 0.00 Max.Mx 8 -4.05 -11.73 0.00 Max.My 2 -4.05 -0.00 11.73 Max.Vy 8 1.65 -6.63 0.00 Max.Vx 2 -1.65 -0.00 6.63 Max.Torque 12 0.00 L2 75-73.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -6.56 -0.00 0.00 Max.Mx 8 -4.31 -14.56 0.00 Max.My 2 -4.31 -0.00 14.56 Max.Vy 8 1.62 -14.56 0.00 Max.Vx 2 -1.62 -0.00 14.56 Max.Torque 12 0.00 L3 73.25- Pole Max Tension 1 0.00 0.00 0.00 51.25 Max.Compression 26 -21.31 -0.63 0.45 Max.Mx 8 -13.35 -92.37 0.45 Max.My 2 -13.35 -0.64 92.18 Max.Vy 8 4.64 -92.37 0.45 Max.Vx 2 -4.64 -0.64 92.18 Max.Torque 12 0.01 L4 51.25-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -26.58 -0.63 0.45 Max.Mx 8 -17.42 -152.36 0.46 Max.My 2 -17.42 -0.65 152.17 Max.Vy 8 5.68 -152.36 0.46 Max.Vx 2 -5.68 -0.65 152.17 Max.Torque 12 0.01 L5 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -35.18 -0.63 0.45 Max.Mx 8 -23.59 -419.32 0.47 Max.My 2 -23.59 -0.66 419.13 Max.Vy 8 7.53 -419.32 0.47 Max.Vx 2 -7.53 -0.66 419.13 Max.Torque 12 0.01 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 35.18 -0.00 0.00 Max.H, 21 17.70 7.52 -0.00 Max.HZ 3 17.70 0.00 7.52 Max.Mx 2 419.13 0.00 7.52 Max.Mz 8 419.32 -7.52 -0.00 Max.Torsion 12 0.01 -3.76 -6.51 Min.Vert 9 17.70 -7.52 -0.00 Min.Fix 9 17.70 -7.52 -0.00 Min.Hz 15 17.70 0.00 -7.52 Min.Mx 14 -418.19 0.00 -7.52 Min.Mz 20 -418.00 7.52 -0.00 Min.Torsion 24 -0.01 3.76 6.51 Tower Mast Reaction Summary Load Vertical Shear, Shearz Overturning Overturning Torque Combination K K K Moment,M. Moment,M: kip-ft kip-ft kip-ft Dead Only 19.66 0.00 -0.00 -0.37 -0.53 0.00 1.2 Dead+1.0 Wind 0 deg- 23.59 -0.00 -7.52 -419.13 -0.66 0.01 No Ice 0.9 Dead+1.0 Wind 0 deg- 17.70 -0.00 -7.52 -415.55 -0.49 0.01 No Ice tnxTower Report-version 8.0.4.0 December 28, 2018 , 87-5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 17 Load Vertical Shears Shears Overturning Overturning Torque Combination K K K Moment, Ms Moment,Ms kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 30 deg- 23.59 3.76 -6.51 -363.07 -210.01 0.00 No Ice 0.9 Dead+1.0 Wind 30 deg- 17.70 3.76 -6.51 -359.95 -208.11 0.00 No Ice 1.2 Dead+1.0 Wind 60 deg- 23.59 6.51 -3.76 -209.82 -363.27 -0.00 No Ice 0.9 Dead+1.0 Wind 60 deg- 17.70 6.51 -3.76 -207.96 -360.10 -0.00 No Ice 1.2 Dead+1.0 Wind 90 deg- 23.59 7.52 0.00 -0.47 -419.32 -0.01 No Ice 0.9 Dead+1.0 Wind 90 deg- 17.70 7.52 0.00 -0.35 -415.70 -0.00 No Ice 1.2 Dead+1.0 Wind 120 deg 23.59 6.51 3.76 208.88 -363.27 -0.01 -No ice 0.9 Dead+1.0 Wind 120 deg 17.70 6.51 3.76 207.27 -360.10 -0.01 -No Ice 1.2 Dead+1.0 Wind 150 deg 23.59 3.76 6.51 362.14 -210.01 -0.01 -No Ice 0.9 Dead+1.0 Wind 150 deg 17.70 3.76 6.51 359.26 -208.11 -0.01 -No Ice 1.2 Dead+1.0 Wind 180 deg 23.59 -0.00 7.52 418.19 -0.66 -0.01 -No Ice 0.9 Dead+1.0 Wind 180 deg 17.70 -0.00 7.52 414.86 -0.49 -0.01 -No Ice 1.2 Dead+1.0 Wind 210 deg 23.59 -3.76 6.51 362.14 208.69 -0.00 -No Ice 0.9 Dead+1.0 Wind 210 deg 17.70 -3.76 6.51 359.26 207.13 -0.00 -No Ice 1.2 Dead+1.0 Wind 240 deg 23.59 -6.51 3.76 208.88 361.94 0.00 -No Ice 0.9 Dead+1.0 Wind 240 deg 17.70 -6.51 3.76 207.27 359.11 0.00 -No Ice 1.2 Dead+1.0 Wind 270 deg 23.59 -7.52 0.00 -0.47 418.00 0.01 -No Ice 0.9 Dead+1.0 Wind 270 deg 17.70 -7.52 0.00 -0.35 414.72 0.00 -No Ice 1.2 Dead+1.0 Wind 300 deg 23.59 -6.51 -3.76 -209.82 361.94 0.01 -No Ice 0.9 Dead+1.0 Wind 300 deg 17.70 -6.51 -3.76 -207.96 359.11 0.01 -No Ice 1.2 Dead+1.0 Wind 330 deg 23.59 -3.76 -6.51 -363.07 208.69 0.01 -No Ice 0.9 Dead+1.0 Wind 330 deg 17.70 -3.76 -6.51 -359.95 207.13 0.01 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 35.18 0.00 -0.00 -0.45 -0.63 0.00 1.2 Dead+1.0 Wind 0 35.18 -0.00 -0.70 -34.08 -0.68 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 35.18 0.35 -0.60 -29.58 -17.48 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 35.18 0.60 -0.35 -17.28 -29.78 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 35.18 0.70 0.00 -0.48 -34.28 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 35.18 0.60 0.35 16.32 -29.78 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 35.18 0.35 0.60 28.62 -17.48 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 35.18 -0.00 0.70 33.12 -0.68 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 35.18 -0.35 0.60 28.62 16.12 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 35.18 -0.60 0.35 16.32 28.42 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 35.18 -0.70 0.00 -0.48 32.92 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 35.18 -0.60 -0.35 . -17.28 28.42 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 35.18 -0.35 -0.60 -29.58 16.12 0.00 deg+1.0 Ice+1.0 Temp tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 18 Load Vertical Shear. Shears Overturning Overturning Torque Combination K K K Moment, M. Moment,Ms kip-ft kip-ft kip-ft Dead+Wind 0 deg-Service 19.66 -0.00 -1.68 -93.46 -0.55 0.00 Dead+Wind 30 deg-Service 19.66 0.84 -1.46 -80.99 -47.08 0.00 Dead+Wind 60 deg-Service 19.66 1.46 -0.84 -46.92 -81.15 -0.00 Dead+Wind 90 deg-Service 19.66 1.68 0.00 -0.39 -93.62 -0.00 Dead+Wind 120 deg- 19.66 1.46 0.84 46.15 -81.15 -0.00 Service Dead+Wind 150 deg- 19.66 0.84 1.46 80.22 -47.08 -0.00 Service Dead+Wind 180 deg- 19.66 -0.00 1.68 92.69 -0.55 -0.00 Service Dead+Wind 210 deg- 19.66 -0.84 1.46 80.22 45.99 -0.00 Service Dead+Wind 240 deg- 19.66 -1.46 0.84 46.15 80.06 0.00 Service Dead+Wind 270 deg- 19.66 -1.68 0.00 -0.39 92.53 0.00 Service Dead+Wind 300 deg- 19.66 -1.46 -0.84 -46.92 80.06 0.00 Service Dead+Wind 330 deg- 19.66 -0.84 -1.46 -80.99 45.99 0.00 Service Solution Summary Sum of Applied Forces.m.. Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -19.66 0.00 -0.00 19.66 0.00 0.000% 2 0.00 -23.59 -7.52 0.00 23.59 7.52 0.003% 3 0.00 -17.70 -7.52 0.00 17.70 7.52 0.003% 4 3.76 -23.59 -6.51 -3.76 23.59 6.51 0.001% 5 3.76 -17.70 -6.51 -3.76 17.70 6.51 0.001% 6 6.51 -23.59 -3.76 -6.51 23.59 3.76 0.001% 7 6.51 -17.70 -3.76 -6.51 17.70 3.76 0.001% • 8 7.52 -23.59 0.00 -7.52 23.59 -0.00 0.003% 9 7.52 -17.70 0.00 -7.52 17.70 -0.00 0.003% 10 6.51 -23.59 3.76 -6.51 23.59 -3.76 0.001% 11 6.51 -17.70 3.76 -6.51 17.70 -3.76 0.001% 12 3.76 -23.59 6.51 -3.76 23.59 -6.51 0.001% 13 3.76 -17.70 6.51 -3.76 17.70 -6.51 0.001% 14 0.00 -23.59 7.52 0.00 23.59 -7.52 0.003% 15 0.00 -17.70 7.52 0.00 17.70 -7.52 0.003% 16 -3.76 -23.59 6.51 3.76 23.59 -6.51 0.001% 17 -3.76 -17.70 6.51 3.76 17.70 -6.51 0.001% 18 -6.51 -23.59 3.76 6.51 23.59 -3.76 0.001% 19 -6.51 -17.70 3.76 6.51 17.70 -3.76 0.001% 20 -7.52 -23.59 0.00 7.52 23.59 -0.00 0.003% 21 -7.52 -17.70 0.00 7.52 17.70 -0.00 0.003% 22 -6.51 -23.59 -3.76 6.51 23.59 3.76 0.001% 23 -6.51 -17.70 -3.76 6.51 17.70 3.76 0.001% 24 -3.76 -23.59 -6.51 3.76 23.59 6.51 0.001% 25 -3.76 -17.70 -6.51 3.76 17.70 6.51 0.001% 26 0.00 -35.18 0.00 -0.00 35.18 0.00 0.000% 27 0.00 -35.18 -0.70 0.00 35.18 0.70 0.001% 28 0.35 -35.18 -0.60 -0.35 35.18 0.60 0.001% 29 0.60 -35.18 -0.35 -0.60 35.18 0.35 0.001% 30 0.70 -35.18 0.00 -0.70 35.18 -0.00 0.001% 31 0.60 -35.18 0.35 -0.60 35.18 -0.35 0.001% 32 0.35 -35.18 0.60 -0.35 35.18 -0.60 0.001% 33 0.00 -35.18 0.70 0.00 35.18 -0.70 0.001% 34 -0.35 -35.18 0.60 0.35 35.18 -0.60 0.001% 35 -0.60 -35.18 0.35 0.60 35.18 -0.35 0.001% 36 -0.70 -35.18 0.00 0.70 35.18 -0.00 0.001% 37 -0.60 -35.18 -0.35 0.60 35.18 0.35 0.001% 38 -0.35 -35.18 -0.60 0.35 35.18 0.60 0.001% 39 0.00 -19.66 -1.68 0.00 19.66 1.68 0.005% 40 0.84 -19.66 -1.46 -0.84 19.66 1.46 0.005% 41 1.46 -19.66 -0.84 -1.46 19.66 0.84 0.005% 42 1.68 -19.66 0.00 -1.68 19.66 -0.00 0.005% tnxTower Report-version 8.0.4.0 0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 1.9 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 43 1.46 -19.66 0.84 -1.46 19.66 -0.84 0.005% , 44 0.84 -19.66 1.46 -0.84 19.66 -1.46 0.005% 45 0.00 -19.66 1.68 0.00 19.66 -1.68 0.005% 46 -0.84 -19.66 1.46 0.84 19.66 -1.46 0.005% 47 -1.46 -19.66 0.84 1.46 19.66 -0.84 0.005% 48 -1.68 -19.66 0.00 1.68 19.66 -0.00 0.005% 49 -1.46 -19.66 -0.84 1.46 19.66 0.84 0.005% 50 -0.84 -19.66 -1.46 0.84 19.66 1.46 0.005% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 12 0.00000001 0.00005876 3 Yes 12 0.00000001 0.00005691 4 Yes 13 0.00000001 0.00011890 5 Yes 13 0.00000001 0.00010397 6 Yes 13 0.00000001 0.00011872 7 Yes 13 0.00000001 0.00010385 8 Yes 12 0.00000001 0.00005875 9 Yes 12 0.00000001 0.00005692 10 Yes 13 0.00000001 0.00011715 11 Yes 13 0.00000001 0.00010281 12 Yes 13 0.00000001 0.00011815 13 Yes 13 0.00000001 0.00010348 14 Yes 12 0.00000001 0.00005855 15 Yes 12 0.00000001 0.00005676 16 Yes 13 0.00000001 0.00011595 17 Yes 13 0.00000001 0.00010200 . 18 Yes 13 0.00000001 0.00011612 19 Yes 13 0.00000001 0.00010212 20 Yes 12 0.00000001 0.00005846 21 Yes 12 0.00000001 0.00005671 22 Yes 13 0.00000001 0.00011767 23 Yes 13 0.00000001 0.00010316 24 Yes 13 0.00000001 0.00011667 25 Yes 13 0.00000001 0.00010249 26 Yes 6 0.00000001 0.00000001 27 Yes 11 0.00000001 0.00014361 28 Yes 11 0.00000001 0.00014576 29 Yes 11 0.00000001 0.00014624 30 Yes 11 0.00000001 0.00014495 31 Yes 11 0.00000001 0.00014296 32 Yes 11 0.00000001 0.00014008 33 Yes 11 0.00000001 0.00013696 34 Yes 11 0.00000001 0.00013521 35 Yes 11 0.00000001 0.00013469 36 Yes 11 0.00000001 0.00013554 37 Yes 11 0.00000001 0.00013815 38 Yes 11 0.00000001 0.00014108 39 Yes 10 0.00000001 0.00008616 40 Yes 10 0.00000001 0.00008047 41 Yes 10 0.00000001 0.00008058 42 Yes 10 0.00000001 0.00008639 43 Yes 10 0.00000001 0.00008028 44 Yes 10 0.00000001 0.00007962 45 Yes 10 0.00000001 0.00008504 46 Yes 10 0.00000001 0.00007917 47 Yes 10 0.00000001 0.00007905 48 Yes 10 0.00000001 0.00008481 49 Yes 10 0.00000001 0.00007937 50ra Yes 10 0.00000001 0.00008004 tnxTower Report-version 8.0.4.0 1 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 20 Maximum Tower Deflections - Service Wind . Section Elevation Horz. Gov. Tilt Twist No. ft Deflection Load ° in Comb. L1 87.5-75 3.511 41 0.4678 0.0000 L2 75-73.25 2.474 41 0.2286 0.0000 L3 73.25-51.25 2.390 41 0.2283 0.0000 L4 51.25-40 1.371 41 0.2092 0.0000 L5 40-0 0.903 41 0.1862 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of ft Load in ° Curvature Comb. ft 87.50 Canister Load1 41 3.511 0.4678 0.0000 4043 83.00 DHHTT65B-3XR w/Mount Pipe 41 3.077 0.3491 0.0000 4043 79.00 Canister Load2 41 2.735 0.2671 0.0000 2394 73.25 Canister Load3 41 2.390 0.2283 0.0000 5214 70.00 XXQLH-654L4H8-IVT w/Mount 41 2.240 0.2298 0.0000 897801 Pipe 60.00 XXQLH-654L4H8-IVT w/Mount 41 1.773 0.2231 0.0000 118575 Pipe 56.25 Canister Load4 41 1.599 0.2176 0.0000 62181 51.25 Canister Load5 41 1.371 0.2092 0.0000 34143 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. ft Deflection Load 0 0 in Comb. • L1 87.5-75 15.684 6 2.0949 0.0001 L2 75-73.25 11.040 6 1.0184 0.0000 L3 73.25-51.25 10.667 6 1.0167 0.0000 L4 51.25-40 6.128 6 0.9335 0.0000 L5 40-0 4.039 6 0.8317 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of R Load in Curvature Comb. ft 87.50 Canister Load1 6 15.684 2.0949 0.0001 899 83.00 DHHTT65B-3XR w/Mount Pipe 6 13.740 1.5606 0.0001 899 79.00 Canister Load2 6 12.208 1.1916 0.0001 532 73.25 Canister Load3 6 10.667 1.0167 0.0000 1160 70.00 XXQLH-654L4H8-IVT w/Mount 6 10.000 1.0236 0.0000 279934 Pipe 60.00 XXQLH-654L4H8-IVT w/Mount 6 7.918 0.9946 0.0000 27997 Pipe 56.25 Canister Load4 6 7.142 0.9706 0.0000 14316 51.25 Canister Load5 6 6.128 0.9335 0.0000 7757 Compression Checks tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 21 Pole Design Data Section Elevation Size L L„ Kl/r A P„ OP, Ratio No. ft ft ft in2 K K Pu $Pn L1 87.5-75(1) P4.5x0.628 12.50 0.00 0.0 7.6392 -4.05 240.63 0.017 L2 75-73.25(2) P30x0.375 1.75 0.00 0.0 34.9011 -4.31 1520.46 0.003 - L3 73.25-51.25(3) P30x0.375 22.00 0.00 0.0 34.9011 -13.35 1520.46 0.009 L4 51.25-40(4) P30x0.375 11.25 0.00 0.0 34.9011 -17.42 1520.46 0.011 L5 40-0(5) P30x0.375 40.00 0.00 0.0 34.9011 -23.59 1520.46 0.016 Pole Bending Design Data Section Elevation Size Mu, 41M,, Ratio Muy 4)Mny Ratio No. ft kip-ft kip-ft Mu, kip-ft kip-ft Muy OMn, 41Mny Li 87.5-75(1) P4.5x0.628 11.73 24.93 0.471 0.00 24.93 0.000 1.2 75-73.25(2) P30x0.375 14.56 1139.33 0.013 0.00 1139.33 0.000 L3 73.25-51.25(3) P30x0.375 92.52 1139.33 0.081 0.00 1139.33 0.000 L4 51.25-40(4) P30x0.375 152.52 1139.33 0.134 0.00 1139.33 0.000 L5 40-0(5) P30x0.375 419.51 1139.33 0.368 0.00 1139.33 0.000 Pole Shear Design Data Section Elevation Size Actual epVn Ratio Actual 4Tn Ratio No. ft Vu K Vu Tu kip-ft Tu K OV, kip-ft OT, Li 87.5-75(1) P4.5x0.628 1.62 72.19 0.022 0.00 24.57 0.000 L2 75-73.25(2) P30x0.375 1.62 490.01 0.003 0.00 1030.85 0.000 L3 73.25-51.25(3) P30x0.375 4.64 490.01 0.009 0.00 1030.85 0.000 L4 51.25-40(4) P30x0.375 5.68 490.01 0.012 0.00 1030.85 0.000 L5 40-0(5) P30x0.375 7.53 490.01 0.015 0.00 1030.85 0.000 • Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. ft Pu Mu, Muy Vu Tu Stress Stress OP, OMn, OW. 1Vn 41Tn Ratio Ratio Li 87.5-75(1) 0.017 0.471 0.000 0.022 0.000 0.488 1.000 4.8.2 L2 75-73.25(2) 0.003 0.013 0.000 0.003 0.000 0.016 1.000 4.8.2 L3 73.25-51.25(3) 0.009 0.081 0,000 0.009 0.000 0.090 1.000 4.8.2 L4 51.25-40(4) 0.011 0.134 0.000 0.012 0.000 0.145 1.000 4.8.2 L5 40-0(5) 0.016 0.368 0.000 0.015 0.000 0.384 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P OPanow % Pass No. ft Type Element K K Capacity Fail Li 87.5-75 Pole P4.5x0.628 1 -4.05 240.63 48.8 Pass L2 75-73.25 Pole P30x0.375 2 -4.31 1520.46 1.6 Pass L3 73.25-51.25 Pole P30x0.375 3 -13.35 1520.46 9.0 Pass L4 51.25-40 Pole P30x0.375 4 -17.42 1520.46 14.5 Pass L5 40-0 Pole P30x0.375 5 -23.59 1520-46 38.4 Pass Summary Pole(L1) 48.8 Pass RATING= 48.8 Pass tnxTower Report-version 8.0.4.0 1 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 22 APPENDIX C BASE LEVEL DRAWING tnxTower Report-version 8.0.4.0 December 28, 2018 ' 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 23 (OTHER CONSIDERED EQUIPMENT) (3) 1-7/16" TO 83 FT LEVEL 0:(>\ (PROPOSED EQUIPMENT CONFIGURATION) • (1) 3/8" TO 70 FT LEVEL Q3 Qi • (4) 3/4" TO 70 FT LEVEL • Q2 .041/ (PROPOSED EQUIPMENT CONFIGURATION) (6) 7/8" TO 60 FT LEVEL BUSINESS UNIT:879570 TOWER ID:C_BASELEVEL tnxTower Report-version 8.0.4.0 December 28, 2018 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37518-4173.001.7805, Order 461459, Revision 0 Page 24 APPENDIX D ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.4.0 87.5ft I • ) 1 c MATERIAL STRENGTH `; o GRADE Fy Fu GRADE Fy Fu I a A53.8-35 35 ksi 60 ksi API 51.x52 52 ksi 68 ksi TOWER DESIGN NOTES 75.0 ft 1. Tower is located in Washington County,Oregon. . A N 2. Tower designed for Exposure C to the TIA-222-H Standard. E0 73.3 rt 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. . E 4. Tower is also designed for a 30 mph basic wind with 1.70 in ice.Ice is considered to increase in thickness with height. I 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category H. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TIA-222-H Annex S 9. TOWER RATING:48.8% u, r en 8 p m % PI lV 2 N XH J 51.3 ft w w M N Q 9 N E 0 40.0 ft M ALL REACTIONS n m 8 : ARE FACTORED E g AXIAL 35K SHEAR MOMENT 1 K!_i t 34 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.7000 in ICE AXIAL 24 K SHEAR MOMENT 8 K I J 420 kip-ft 0.0 ft TORQUE 0 kip-ft REACTIONS-120 mph WIND 2 °i 9 ( arn 3 Paul J.Ford and Company'.*87.5 ft Monopole/Washington Square Ma ps250 East Broad St.,Suite 600 Prniect PJF 37518-4173/DU 879570 Columbus,OH 43215 c6ent Crown Castle Drawn W.nmiller APO' Phone:614-221-6679 c°da:TIA-222-HDate'12/28/18 scale: NTS FAX: Path: Dwg N°-E-1 f CCI Flagpole Tool CROWN Site Data Site BU#: 879570 Site Name: Washington Square Mall Order IS: Code Code: TIA-222-H Ice Thickness: 2.5 in CONCEALMENT PANEL ATTACHMENT (TYP) Windspeed(V): 120 mph Ice Wind Speed(V): 30 mph oFLANGE BOLT HOLES Exposure Category: C / (TYP) (-,o Topographic Feature: N/A %/41,.J )if).1111 Risk Category: II bSTIFFENER \ \�j Tower Information j FLANGE PLATE Total Tower Height: 87.5 ft '�-� SPINE Base Tower Height: 51.25 ft FLANGE PLATE Total Canister Length: 36.25 ft (TYPE 1: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 8.5 78 Round 4 1.25 78 0.55 1.863 0.347 2 5.75 78 Round 1 2.00 15 0.45 0.090 0.235 3 17 78 Round 4 1.25 78 0.55 1.863 0.694 4 5 78 Round 4 1.25 78 0.55 1.863 0.204 *Sections are numbered from the top of the tower down "*Mating Flange Plate Thickness at the bottom of canister section IFlag on Tower:l No 1 ITruck Ball on Tower: No Geometry:Base Tower +Spine 37518-4173.001.7805.eri (last saved 12/271:38 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 87.5 12.5 0 4.5 4.5 0.628 n/a A53-B-35 [x] I 75 1.75 0 30 30 0.375 n/a API 5LX52 [x] 73.25 22 0 30 30 0.375 n/a API 5LX52 [x] i 51.25 11.25 0 30 30 0.375 n/a API 5LX52 [x] 40 40 0 30 30 0.375 n/a API 5LX52 [x] IDiscrete Loads:CA for Canister Assembly 1 Page 1 of 2 CCIFlagpole Tool(2.1.0) Canister Apply CFAF at Canister Assembly Canister Loading Elevation(z) CFAF CFAF CFAF CFAF CFAF Z Assembly Weight (ft) No Ice(ftz) 1/2"Ice(ftZ) 1"Ice(ftZ) 2"Ice(ftZ) 4"Ice(ft) Weight No 1/2"Ice Ice(Kip) (Kip) Canister Load 1 87.5 12.431 12.591 12.750 13.069 13.706 0.174 0.377 Canister Load 2 79 20.841 21.108 21.375 21.909 22.978 2.154 2.496 Canister Load 3 73.25 33.272 33.698 34.125 34.978 36.684 0.555 1.100 Canister Load 4 56.25 32.175 32.588 33.000 33.825 35.475 2.312 2.840 Canister Load 5 51.25 7.313 7.406 7.500 7.688 8.063 1.965 2.085 Deflection Check Required: I Yes Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection ***f inches) 13.050 2.140 Sufficient ***Relative deflection under service level wind speed Page 2 of 2 CCIFIagpole Tool(2.1.0) . , PJF &PA COU L J. FNCoy R D Job Number: 37518-4173.001.7805 Page: 1 /1 MBy: AEP Date: 12/28/2018 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Number: 879570 Version: 0.6 Phone 614.221.6679 www.pauljford.com Site Name: WASHINGTON SQUARE MALL Effective: 2/1/2016 O Copyright 2018 by Paul J.Ford&Company,all rights reserved. CODE: TIA-222-H ASIF: 1.00 EEI FLANGE CONCEALMENT CALCULATIONS (75 Ft) FLANGE CONNECTION REACTIONS EEI Kit Number Custom Moment 11.73 kip*ft Flange Elevation 75.00 ft Shear 1.62 kips Axial 4.05 kips STIFFENER INFORMATION Overrides Stiffener Quantity 4 4 Max Allowable Capacity 100% Width (in) 4.5 4.50 Electrode (ksi) E70 Height(in) 9 9.00 Thickness(in) 0.5 0.50 Horizontal Fillet Weld 0.25 0.250 Vertical Fillet Weld 0.25 0.250 Stiffener Grade (ksi) 36 36 ED ' k RING PLATE INFORMATIONtJ Thickness(in) 2 2.00 ( ® G. 1 1D(in) 10 10.00 ‘�� ® �ion I►��r OD(in) 15 15.00 101 _,..-- .Ring Plate Grade(ksi) 36 36 FLANGE CONNECTION RESULTS Bolts 35.7% Passing BOLT INFORMATION Bolt Quantity 4 4 Ring Plate 31.2% Passing Size(in) 0.75 0.75 Bolt Circle(in) 12 12.0 Weld -Stiffener& Ring Plate 42.8% Passing Bolt Specification A325 A325 Weld-Spine&Stiffener 20.6% Passing SPINE INFORMATION Spine Wall Tear Out/Punching Shear 6.0% Passing Size 4XXS 4XXS Pipe Grade A53-B-35 A53-B-35 Max Tension In Stiffeners 10.7 kips Fy(ksi) 35 35 Max Compression in Stiffeners 12.7 kips Fu(ksi) 60 60 Stiffener Bending 17.9% Passing Pipe OD(in) 4.5 4.50 Stiffener Shear 37.5% Passing Pipe Thickness (in) 0.628 0.628 Stiffener Combined Shear&Bending 45.4% Passing Monopole Flange Plate Connection Elevation=75 ft. a' CCRWN ASTLE BU# 879570 Applied Loads Site Name Vashington Square Ma Moment(kip-ft) 11.73 Order# Axial Force(kips) 4.05 Shear Force(kips) 1.62 . TIA-222 Revision! H 'TIA-222-H Section 15.5 Applied Top Plate-Internal Bottom Plate-Internal ® O © 041 o 0 Connection Properties Bolt Data (4)3/4"0 bolts(A325 X;Fy=92 ksi,Fu=120 ksi)on 12"BC Top Plate Data Bottom Plate Data 10"ID x 1"Plate(A36;Fy=36 ksi,Fu=58 ksi) 10"ID x 1"Plate(A36;Fy=36 ksi,Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 4.5"x 0.628"round pole(A53-B-35;Fy=3S ksi,Fu=60 ksi) 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) Analysis Results Bolt Capacity Max Load(kips) 10.70 Allowable(kips) 30.06 Stress Rating: 33.9% Pass Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): - Max Stress(ksi): 19.12 (Flexural) Allowable Stress(ksi): - Allowable Stress(ksi): 32.40 Stress Rating: N/A Stress Rating: 56.2% Pass Tension Side Stress Rating: N/A Tension Side Stress Rating: 19.6% Pass CClplate -version 3.5.0 Analysis Date:12/28/2018 piFPAUL J. FORD Date: 12/28/2018 PJF Project: 37518-4173.001.7805 & COMPANY Client Ref.# BU 879570 250 E Broad St,Ste 600 • Columbus, OH 43215 Phone 614.221.6679 www.pauljford.com Site Name: Washington Square Mall Description: 40'Flange Owner: CCI v4.5.3-Effective 11-27-18 Engineer: AEP Asymmetric Anchor Rod Analysis Moment= 153 k-ft TIA Ref. H r)= NIA for Base Plates,Rev.G Sect.4.9.9 Axial= 17.4 kips(+Comp,-Tension) ASIF= N/A Threads= N/A for Flange Plates,Rev.G&H Shear= 5.7 kips Max Ratio= 100.0% lar= 0.00 in,for Base Plates,Rev.H Sect 4.9.9(Max of Original Items) Anchor Qty= 23 Location= Base Plate Grout= 0.00 psi,for Base Plates,Rev.H Sect 4.9.9(Note) ** For Post Installed Anchors:Check anchors for embedment,epoxy/growl 'and,and capacity based on proof load. ** Nominal Area Max Net Tension Comp Item Anchor Dia, F ,ksi Fu,ksi Location, Anchor Override, , Max Net Tension Comp Cap, Capacity Specy degrees Circle,in Type s Area,in Comp,kips Tension, Override, Override, Cap,kips kips Ratio in in kips kips kips 1 1.000 A325 92 120 0.0 26.00 Original 0.00 0.79 14.07 12.55 0.00 0.00 54.52 55.73 24.1% 2 1.000 A325 92 120 15.0 26.00 Original 0.00 0.79 13.82 12.31 0.00 0.00 54.52 55.73 23.6% 3 1.000 A325 92 120 30.0 26.00 Original 0.00 0.79 13.47 11.96 0.00 0.00 54.52 55.73 23.0% 4 1.000 A325 92 120 45.0 26.00 Original 0.00 0.79 13.08 11.56 0.00 0.00 54.52 55.73 22.4% 5 1.000 A325 .2 120 60.0 26.00 Original 0.00 0.79 12.73 11.21 0.00 0.00 54.52 55.73 21.8% 6 1.000 A325 92 120 75.0 26.00 Original 0.00 0.79 12.49 10.98 0.00 0.00 54.52 55.73 21.4% 7 1.000 -A325 92 120 90.0 26.00 Original 0.00 0.79 12.41 10.90 0.00 0.00 54.52 55.73 21.2% 8 1.000 A325 92 120 105.0 26.00 Original 0.00 0.79 12.48 10.97 0.00 0.00 54.52 55.73 21.3% 9 1.000 A325 92 120 120.0 26.00 Original 0.00 0.79 12.64 11.13 0.00 0.00 54.52 55.73 21.6% 10 1.000 A325 92 120 135.0 26.00 Original 0.00 0.79 12.84 11.32 0.00 0.00 54.52 55.73 22.0% 11 1.000 A325 92 120 150.0 26.00 Original 0.00 0.79 12.98 11.47 0.00 0.00 54.52 55.73 22.2% 12 1.000 A325 92 120 165.0 26.00 Original 0.00 0.79 13.04 11.52 0.00 0.00 54.52 55.73 22.3% 13 1.000 A325 92 120 180.0 26.00 Original 0,00 0.79 12.98 11.47 0.00 0.00 54.52 55.73 22.2% 14 1.000 A325 92 120 195.0 26.00 Original 0.00 0.79 12.84 11.32 0.00 0.00 54.52 55.73 22.0% 15 1.000 A325 92 120 210.0 26.00 Original 0.00 0.79 12.64 11.13 0.00 0.00 54.52 55.73 21.6% 16 1.000 A325 92 120 225.0 26.00 Original 0.00 0.79 12.48 10.97 0.00 0.00 54.52 55.73 21.3% 17 1.000 A325 92 120 240.0 26.00 Original 0.00 0.79 12.41 10.90 0.00 0.00 54.52 55.73 21.2% 18 1.000 A325 92 120 255.0 26.00 Original 0.00 0.79 12.49 10.98 0.00 0.00 54.52 55.73 21.4% 19 1.000 A325 92 120 270.0 26.00 Original 0.00 0.79 12.73 11.21 0.00 0.00 54.52 55.73 21.8% 20 1.000 A325 92 120 285.0 26.00 Original 0.00 0.79 13.08 11.56 0.00 0.00 54.52 55.73 22.4% 21 1.000 A325 92 120 300.0 26.00 Original 0.00 0.79 13.47 11.96 0.00 0.00 54.52 55.73 23.0% 22 1.000 A325 92 120 315.0 26.00 Original 0.00 0.79 13.82 12.31 0.00 0.00 54.52 55.73 23.6% 23 1.000 A325 92 120 330.0 26.00 Original 0.00 0.79 14.07 12.55 0.00 0.00 54.52 55.73 24.1% 18.06 0 Copyright 2018, Paul J.Ford and Company,all right reserved. Page 1 of 1 Monopole Flange Plate Connection Elevation=40ft. CROWN a.: CASTLE BU# 879570 Applied Loads Site Name Vashington Square Ma Moment(kip-ft) 165.80 Order# Axial Force(kips) 17.42 Shear Force(kips) 5.68 TIA-222Revisionl H °TIA-222-H Section 15.5 Applied Top Plate-Internal Bottom Plate-Internal (©Th 0 0 0 0 0 0 0 0 0 ® ® 0 00000 Connection Properties Bolt Data (24)1"0 bolts(A325 X;Fy=92 ksi,Fu=120 ksi)on 26"BC Top Plate Data Bottom Plate Data 22"ID x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) 22"ID x 1.5"Plate(A36;Fy=36 ksi,Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 30"x 0,375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) Analysis Results Bolt Capacity Max Load(kips) 12.02 Allowable(kips) 54.54 Stress Rating: 21.0% Pass Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): 10.17 (Flexural) Max Stress(ksi): 10.17 (Flexural) Allowable Stress(ksi): 32.40 Allowable Stress(ksi): 32.40 Stress Rating: 29.9% Pass Stress Rating: 29.9% Pass Tension Side Stress Rating: 6.6% Pass Tension Side Stress Rating: 6.6% Pass CClplate -version 3.5.0 Analysis Date:12/28/2018 M , Monopole Base Plate Connection C CROWN CASTLE B u# 879570 Site Name a,hington Square Ma Order# O Analysis Considerations 11111111111111r "1 TIA-222 Revision H V Grout Considered: No lar(in) 0.75 / Applied Loads Moment(kip-ft) 419.51 Axial Force(kips) 23.59 Shear Force(kips) 7.53 'TIA-122-H Section 15.5 Applied O 0 0 o Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (14)1-1/2"0 bolts(A193 Gr.B7 N;Fy=105 ksi,Fu=125 ksi)on 35"BC Pu_c=42.75 4Pn_c=148.05 Stress Rating Vu=0.54 4 Vn=44.42 27.5% Base Plate Data Mu=n/a 4Mn=n/a Pass 41"OD x 2"Plate(A36;Fy=36 ksi,Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 9.54 (Flexural) N/A Allowable Stress(ksi): 32.4 Stress Rating: 28.0% Pass Pole Data 30"x 0.375"round pole(API 5LX52;Fy=52 ksi,Fu=68 ksi) CCIplate-version 3.5.0 Analysis Date:12/28/2018 Drilled Pier Foundation , CROWN BU#: 879570 CASTLE Site Name: Washington Square Mt Order Number: TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Capacity Compression Uplift A.•I TIA-222-H Section 15.5: ?' Comp. Uplift Dv,(ft from TOC) 3.90 - Moment ki•-ft 420 Soil Safety Factor 5.88 - Axial Force kiss 24 MEM Max Moment(kip-ft)_ 451.99 - Shear Force kiss 8 Rating* 21.6% - Soil Vertical Capacity Compression Uplift Material Properties Skin Friction(kips) 161.99 _ - Concrete Stren.th,fc: 3 ksi End Bearing(kips) 294.52 - Rebar Stren.th,F : 60 ksi Weight of Concrete(kips) 54.78 - Total Capacity(kips) 456.51 - Pier Design Data Axial(kips) 78.78 , - Depth 15 ft Rating* 16.4% - Ext.Above Grade 0.5 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 3.88 - From 0.5'above grade to 15'below grade Critical Moment(kip-ft) 451.99 - Pier Diameter 5 ftCritical Moment Capacity 2001.04 - Rebar Quantity 18 Rating* 21.5% - Rebar Size 9 Clear Cover to Ties 3 in Soil Interaction Rating* 21.6% Tie Size 5 Structural Foundation Rating* 21.5% *Rating per TIA-222-H Section 15.5 Soil Profile Groundwater De.th 99 ft #of La ers 3 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin Top Bottom Thickness y„„n yconcrete Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf) ) 1 0 0.3 0.3 0 150 0 0 0.000 0.000 _ Cohesionless 0 2 0.3 2.5 2.2 125 150 0 0 0.000 0.00Cohesionless 3 2.5 15 12.5 125 150 1 25 1.005 1.005 20 Silty Version 2.0.2 v , , ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 252.76 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.452969 • Location Soil Class: D- Stiff Soil Longitude: -122.778142 ♦♦ pr¢'� „ 1 Y i 'f . r -=, '.i as . rm Ia iPart a • I $� ,� .'y`,.,., I i i ..Ey:it- .",._...:: .w: a,`_ a _ . . , ( .,,,,,_,,,,, ---(vner"*. .1.1 I a a 11, -" a 1�.. Eho tswego I xx.n,ai :.. %s a � JP.O. Twlalil, i a T•l)inso 7„0 ey�7Va.tll-i ) . "'' —,,,_ .t ii ' / ,TOS V \ � am . u % H UI` '• ,-,\;,.... , t a :1./y t ;. S t:.. .k rid.. ult Wind Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 1 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Fri Dec 28 2018 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI =700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. httos://asce7hazardtool.online/ Page 1 of 3 Fri Dec 28 2018 f ASCE. AMERICAN SOCIETY Of UVIL ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: SS : 0.981 SDS : 0.659 S1 : 0.426 SD1 : 0.39 Fa : 1.008 TL : F„ : 1.374 PGA : 0.429 SMS : PGA M : 0.429 SM1 FPGA 1 le : 1 Seismic Design Category D MCER Response Spectrum ©7 Design Response Spectrum 7. ♦ 4 ! 09 0.6 e 0.7 +i 0,5 s 0.6 1 04 0.4 #0 . 0 3 ©.2 0.2 0.1 ` 0.1 0 :- 0 2 4 Sa(g)vs T(s) 10 12 14 16 13 0 2 4 Sa(g vs T('s)10 12 14 3 • Data Accessed: Fri Dec 28 2018 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31,2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Fri Dec 28 2018 ASCE AMERICAN SOCIETY OF CM[ENGINEERS Ice • Results: Ice Thickness: 1.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Fri Dec 28 2018 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Fri Dec 28 2018