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.. y g vPuv— 00\c15 RECEIVED trie, AUG 2 4 2020 Date: July 6, 2020 CITY OF TIGARD Stephanie Lipscomb BUILDING DIVISION Tower Engineering Professionals Crown Castle 326 Tryon Road 370 Mallory Station Rd. Raleigh, NC 27603 Franklin, TN 37067 (919)661-6351 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P001316D Carrier Site Name: N/A Crown Castle Designation: Crown Castle BU Number: 824674 Crown Castle Site Name: I-5 & Highway 217 II Crown Castle JDE Job Number: 615853 Crown Castle Work Order Number: 1867133 Crown Castle Order Number: 525668 Rev. 0 Engineering Firm Designation: TEP Project Number: 37852.428590 Site Data: 14020 SW 72nd Ave.,Tigard,Washington County, OR 97224 Latitude 45°25'11.37", Longitude-122°44'44.74" 98 Foot-Monopole Tower Dear Stephanie Lipscomb, Tower Engineering Professionals 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 97 mph as required by the 2019 Ore•on Structural Specialty Code. Applicable Standard references and design criteria are listed in Section -An: ysi. Criteria. Structural analysis prepared by: Anqi Wang/ADB Respectfully submitted by: 5 GP! FF`ss/ w N E9 2,f, cc 90633PE r iF Shawn Hoffmeyer, P.E. 0 0101 ZJ ZO )%OREGON o 4/4/ HOFOM\ Exp:06/30/21 i • 1 1 I. July 6, 2020 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.428590, Order 525668, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Equipment Configuration 3)ANALYSIS PROCEDURE Table 2 -Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 3-Section Capacity(Summary) Table 4 -Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.5.0 July 6, 2020 98-ft Monopole Tower Structural Analysis Report CC!BU No 824674 TEP Project Number 37852.428590, Order 525668, Revision 0 Page 3 1) INTRODUCTION This tower is a 98-ft monopole tower designed by Paul J Ford and Company. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: C Topographic Factor: 1.0 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.862 Seismic S1: 0.393 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) . 3 Nokia AEHC w/ Mount Pipe 3 Commscope FFHH-65C-R3 w/ Mount Pipe 3 Nokia AHLOA 100.0 r 98 0 I 3 Nokia AHFIG 1 5/8 . 1 Commscope HCS 2.0 1 1-1/2 1 Commscope HCS 2.0 Part 1 1 Tower Mounts Site Pro 1 HRK12 98.0 _.. 1 I Tower Mounts Platform Mount [LP 601-1] 3)ANALYSIS PROCEDURE Table 2- Documents Provided Document Remarks Reference Source Geotechnical Report Dames and Moore 3510067 i CCISites Tower Foundation Drawings Miller Consulting Engineers 3510066 CCISites [—Tower Manufacturer Drawings Paul J Ford and Company T 3510068 CCISites 3.1)Analysis Method tnxTower (version 8.0.5.0), 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. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 Standard. tnxTower Report-version 8.0.5.0 July 6, 2020 98-ft Monopole Tower Structural Analysis Report CC/BU No 824674 TEP Project Number 37852.428590, Order 525668, Revision 0 Page 4 3.2)Assumptions 1) The tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Table 1 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 3-Section Capacity (Summary) Section Critical No. Elevation(ft) Component Type Size Element P(lb) c0Papow(lb) Capacity Pass/Fail L1 98-63 Pole TP19.071x13.75x0.188 1 I -4640.08 676402.62 43.3 Pass L2 63-30.5 Pole TP23.638x18.316x0.188 2 I -6618.33 837790.76 63.7 Pass L3 30.5-0 Pole TP27.9x22.731x0.25 I 3 1 -9911.94 1244008.44 56.9 Pass Summary Pole(L2) 63.7 Pass Rating= 63.7 Pass Table 4-Tower Component Stresses vs.Capacity -LC5 Notes Component Elevation (ft) % Capacity Pass I Fail 1,2 j Anchor Rods - I 30.1 I Pass r 1,2 J Base Plate - 45.6 Pass 1,2 J Base Foundation Soil Interaction - 60.2 I Pass 1,2 F Base Foundation Structural I - 36.2 Pass Structure Rating (max from all components)= 63.7% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations 1) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.0.5.0 July 6, 2020 98-ft Monopole Tower Structural Analysis Report CC!BU No 824674 TEP Project Number 37852.428590, Order 525668, Revision 0 Page 5 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.5.0 { 98.0ft I II MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A607-65 65 ksi BO ksi A607-60 60 ksi 75 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon • . 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. } 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. • t. m 6. Tower Risk Category Il. N S < 7. Topographic Category 1 with Crest Height of 0.00 ft " N 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H 10. TOWER RATING:63.7% ) / 63.00 II co co d;. O O N N c c c co < ALL REACTIONS ARE FACTORED AXIAL 11057lb / 30.5 ft SHEAR MOMENT 1345 lb 130434 lb-ft TORQUE 12 lb-ft SEISMIC AXIAL 18953 lb 8 o SHEAR MOMENT �, � I 10811b 873101b-fr it o N N a TORQUE 97 lb-ft { 30 mph WIND-1.500 in ICE AXIAL 9918 lb SHEAR MOMENT 61011b 488735lb-ft 0,0ft TORQUE 5471b-ft REACTIONS-97 mph WIND d _ 0 0 rr E 2 5 o 'd .7 rn z r6 w r- m c9 3 $: Tower Engineering Professionals,Inc.Job.1-5&Highway 217(BU 824674) • 326 Tyron Road Raleigh, NC 27603 Project:TEP No.37852.428590 Code: Date. y i- 1� Client,Crown Castle Drawn ADB h: Tower Engineering Professionals Phone:(919)661-6351 TIA-222-H 07/06/20 s"al" NTS FAX:(919)661-6350 Path.. )Dwg No.E_1 ) Page tnxTower Job 1-5& Highway 217 (BU 824674) 1 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle ADB FAX:(919)661-6350 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Washington County,Oregon. Tower base elevation above sea level: 184.00 ft. Basic wind speed of 97 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height:0.00 ft. Nominal ice thickness of 1.500 in. Ice thickness is considered to increase with height. • Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used:Kes(Fw,)=0.95,Kes(ti)=0.85,Kes(Ev,and Eh)= 1.0. 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 \I Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification \I 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 \I Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice ) Bypass Mast Stability Checks 'I Consider Feed Line Torque Always Use Max Kz 'I Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile ) 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 \I Sort Capacity Reports By Component / 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 'I Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known I ' Job Page trucTower 1-5& Highway 217 (BU 824674) 2 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle ADB FAX:(919)661-6350 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 98.00-63.00 35.00 2.500 18 13.750 19.071 0.188 0.750 A607-65 (65 ksi) L2 63.00-30.50 35.00 3.500 18 18.316 23.638 0.188 0.750 A607-65 (65 ksi) L3 30.50-0.00 34.00 18 22.731 27.900 0.250 1.000 A607-60 (60 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in inz in4 in in in3 in4 in' in Ll 13.933 8.071 187.571 4.815 6.985 26.853 375.388 4.036 2.090 11.147 19.336 11.238 506.283 6.704 9.688 52.258 1013.232 5.620 3.026 16.141 L2 18.956 10.789 447.947 6.436 9.304 48.143 896.482 5.395 2.894 15.433 , 23.974 13.956 969.621 8.325 12.008 80.747 1940.518 6.979 3.830 20.428 L3 23.583 17.839 1138.988 7.981 11.547 98.637 2279.475 8.921 3.561 14.242 28.292 21.940 2119.189 9.816 14.173 149.521 4241.167 10.972 4.470 17.882 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in LI 98.00-63.00 1 1 1 L2 63.00-30.50 1 1 1 L3 30.50-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Total Number Clear Width or Perimeter Weight or Shield From Type Number Per Row Spacing Diameter Leg Torque ft in in in plf Calculation *** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft ft1/ft pllf Calculation **misc** - Safety Line 3/8 C No No CaAa(Out 98.00-0.00 1 No Ice 0.04 0.220 Of Face) 1/2"Ice 0.14 0.750 1"Ice 0.24 1.280 2"Ice 0.44 2.340 ' inx Qwe Job Page 1-5& Highway 217 (BU 824674) 3 of 19 Project Date Tower Engineering Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle - FAX:(919)661-6350 ADB Description Face Allow Exclude Component Placement Total CAAA Weight 1 or Shield From Type Number Leg Torque ft ft2/ft plf Calculation Step Pegs(5/8"SR) C No No CaAa(Out 98.00-0.00 1 No Ice 0.03 0.487 7-in.w/30"step Of Face) 1/2"Ice 0.14 1.006 ' 1"Ice 0.23 2.065 • 2"Ice 0.43 6.087 1/2"Cable(Lights) B No No Inside Pole 98.00-0.00 1 No Ice 0.00 0.400 1/2"Ice 0.00 0.400 1 1"Ice 0.00 0.400 2"Ice 0.00 0.400 1 *98* HCS 2.0 Part 2(5/8) B No No Inside Pole 98.00-0.00 1 No Ice 0.00 0.340 1 1/2"Ice 0.00 0.340 1"Ice 0.00 0.340 2"Ice 0.00 0.340 HCS 2.0 Part B No No Inside Pole 98.00-0.00 1 No Ice 0.00 1.710 3(1-1/2) 1/2"Ice 0.00 1.710 1"Ice 0.00 1.710 2"Ice 0.00 1.710 *** Feed Line/Linear Appurtenances Section Areas 1 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 lb LI 98.00-63.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 85.75 C 0.000 0.000 0.000 2.538 24.75 L2 63.00-30.50 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 79.62 C 0.000 0.000 0.000 2.356 22.98 L3 30.50-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 74.72 C 0.000 0.000 0.000 2.211 21.56 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft2 ft2 lb LI 98.00-63.00 A 1.393 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 85.75 C 0.000 0.000 0.000 22.034 186.93 L2 63.00-30.50 A 1.319 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 79.62 C 0.000 0.000 0.000 20.460 173.57 L3 30.50-0.00 A 1.179 0.000 0.000 0.000 0.000 0.00 - B 0.000 0.000 0.000 0.000 74.72 C 0.000 0.000 0.000 18.306 151.52 . Pa ffixT'ower 1-5& Highway 217 (BU 824674) Page 4 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle ADB FAX: (919)661-6350 r Feed Line Center of Pressure .5e(non Elevation CPX CPz CPX CPz Ice Ice ft in in in in 1,1 98.00-63.00 -0.545 0.314 -1.856 1.072 L2 63.00-30.50 -0.554 0.320 -2.023 1.168 L3 30.50-0.00 -0.560 0.323 -2.065 1.192 Note:For pole sections,center of pressure calculations do not consider feed line shielding. . Shielding Factor Ka Tower Feed Line Description Feed Line K" K, Section Record No. Segment Elev. No Ice Ice . User Defined Loads - Seismic Description Elevation Offset Azimuth E. Eh, Eh. Eh From Angle Centroid ft ft lb lb lb lb CCISeismic Tower Section 1-1 95.50 0.000 0.000 19.47 0.00 0.00 41.48 CCISeismic Tower Section 1-2 88.00 0.000 0.000 42.12 0.00 0.00 76.19 CCISeismic Tower Section 1-3 78.00 0.000 0.000 46.37 0.00 0.00 65.89 CCISeismic Tower Section 1-4 68.00 0.000 0.000 50.62 0.00 0.00 54.67 CCISeismic Tower Section 2-1 63.00 0.000 0.000 25.85 0.00 0.00 23.96 CCISeismic Tower Section 2-2 55.50 0.000 0.000 54.88 0.00 0.00 39.48 CCISeismic Tower Section 2-3 45.50 0.000 0.000 59.12 0.00 0.00 28.59 CCISeismic Tower Section 2-4 35.50 0.000 0.000 63.37 0.00 0.00 18.65 CCISeismic Tower Section 3-1 32.00 0.000 0.000 33.94 0.00 0.00 8.12 CCISeismic Tower Section 3-2 25.00 0.000 0.000 88.81 0.00 0.00 12.96 CCISeismic Tower Section 3-3 15.00 0.000 0.000 94.47 0.00 0.00 4.96 CCISeismic Tower Section 3-4 5.00 0.000 0.000 100.13 0.00 0.00 0.58 CCISeismic miscl Top Hat 98.00 0.000 0.000 13.10 0.00 0.00 29.39 14"x24" CCISeismic(2)beacon 3"x 6" 98.00 0.000 0.000 0.27 0.00 0.00 0.61 SideLight CCISeismic mounts 1.9"x 4-ft 98.00 0.000 0.000 1.50 0.00 0.00 3.37 Pipe CCISeismic commscope_cfd 98.00 0.000 0.000 22.14 0.00 0.00 49.66 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope_efd 98.00 0.000 0.000 22.14 0.00 0.00 49.66 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope_cfd 98.00 0.000 0.000 22.14 0.00 0.00 49.66 FFHH-65C-R3 w/Mount Pipe CCISeismic nokia AEHC w/ 98.00 0.000 0.000 15.67 0.00 0.00 35.16 Mount Pipe CCISeismic nokia AEHC w/ 98.00 0.000 0.000 15.67 0.00 0.00 35.16 - Mount Pipe CCISeismic nokia AEHC w/ 98.00 0.000 0.000 15.67 0.00 0.00 35.16 Mount Pipe CCISeismic commscope HCS 98.00 0.000 0.000 0.19 0.00 0.00 0.42 ' Page m xTower Job 1-5& Highway 217 (BU 824674) 5 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle - FAX:(919)661-6350 ADB Description Elevation Offset Azimuth E. Es., Ehr Eh From Angle Centroid ft ft lb lb lb lb 2.0 CCISeismic commscope HCS 98.00 0.000 0.000 3.24 0.00 0.00 7.27 2.0 Part 1 CCISeismic nokia AHFIG 98.00 0.000 0.000 10.95 0.00 0.00 24.56 CCISeismic nokia AHFIG 98.00 0.000 0.000 10.95 0.00 0.00 24.56 CCISeismic nokia AHFIG 98.00 0.000 0.000 10.95 0.00 0.00 24.56 CCISeismic nokia AHLOA 98.00 0.000 0.000 11.56 0.00 0.00 25.93 CCISeismic nokia AHLOA 98.00 0.000 0.000 11.56 0.00 0.00 25.93 CCISeismic nokia AHLOA 98.00 0.000 0.000 11.56 0.00 0.00 25.93 CCISeismic(2)mounts 2.4"Dia 98.00 0.000 0.000 5.03 0.00 0.00 11.29 x 5-ft Pipe CCISeismic(6)mounts 2.4"Dia 98.00 0.000 0.000 15.10 0.00 0.00 33.88 x 5-ft Pipe CCISeismic(2)mounts 2.4"Dia 98.00 0.000 0.000 5.03 0.00 0.00 11.29 x 5-ft Pipe CCISeismic mount angles L 1.5 98.00 0.000 0.000 1.68 0.00 0.00 3.77 x 1.5 x 1/8 x 6'long CCISeismic mount angles L 1.5 98.00 0.000 0.000 1.68 0.00 0.00 3.77 x 1.5 x 1/8 x 6'long . CCISeismic mount angles L 1.5 98.00 0.000 0.000 1.68 0.00 0.00 3.77 x 1.5 x 1/8 x 6'long CCISeismic tower mounts(cci) 98.00 0.000 0.000 33.79 0.00 0.00 75.80 Miscellaneous[NA 507-1] CCISeismic tower mounts(cci) 98.00 0.000 0.000 154.75 0.00 0.00 347.13 Platform Mount[LP 601-1] CCISeismic miscl Safety Line 93.00 0.000 0.000 0.30 0.00 0.00 0.61 3/8 From 0 to 98(88ft to98ft) CCISeismic miscl Safety Line 83.00 0.000 0.000 0.30 0.00 0.00 0.49 3/8 From 0 to 98(78ft to88ft) CCISeismic miscl Safety Line 73.00 0.000 0.000 0.30 0.00 0.00 0.38 3/8 From 0 to 98(68ft to78ft) CCISeismic miscl Safety Line 63.00 0.000 0.000 0.30 0.00 0.00 0.28 3/8 From 0 to 98(58ft to68ft) CCISeismic miscl Safety Line 53.00 0.000 0.000 0.30 0.00 0.00 0.20 3/8 From 0 to 98(48ft to58ft) CCISeismic miscl Safety Line 43.00 0.000 0.000 0.30 0.00 0.00 0.13 3/8 From 0 to 98(38ft to48ft) CCISeismic miscl Safety Line 33.00 0.000 0.000 0.30 0.00 0.00 0.08 3/8 From 0 to 98(28ft to38ft) CCISeismic miscl Safety Line 23.00 0.000 0.000 0.30 0.00 0.00 0.04 3/8 From 0 to 98(18ft to28ft) CCISeismic miscl Safety Line 13.00 0.000 0.000 0.30 0.00 0.00 0.01 3/8 From 0 to 98(8ft tol8ft) CCISeismic miscl Safety Line 4.00 0.000 0.000 0.24 0.00 0.00 0.00 3/8 From 0 to 98(Oft to8ft) CCISeismic miscl Step Pegs 93.00 0.000 0.000 0.67 0.00 0.00 1.36 (5/8"SR)7-in.w/30"step From 0 to 98(88ft to98ft) CCISeismic miscl Step Pegs 83.00 0.000 0.000 0.67 0.00 0.00 1.08 (5/8"SR)7-in.w/30"step From 0 to 98(78ft to88ft) CCISeismic miscl Step Pegs 73.00 0.000 0.000 0.67 0.00 0.00 0.84 (5/8"SR)7-in.w/30"step From 0 to 98(68ft to78ft) CCISeismic miscl Step Pegs 63.00 0.000 0.000 0.67 0.00 0.00 0.62 (5/8"SR)7-in.w/30"step From 0 to 98(58ft to68ft) CCISeismic miscl Step Pegs 53.00 0.000 0.000 0.67 0.00 0.00 0.44 (5/8"SR)7-in.w/30"step From 0 to 98(48ft to58ft) Job Page tnxTower 1-5 & Highway 217 (BU 824674) 6 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle ADB FAX•(919)661-6350 Description Elevation Offset Azimuth E Eh, Eh, Eh From Angle Centroid ft ft lb lb lb lb CCISeismic miscl Step Pegs 43.00 0.000 0.000 0.67 0.00 0.00 0.29 (5/8"SR)7-in.w/30"step From 0 to 98(38ft to48ft) CCISeismic miscl Step Pegs 33.00 0.000 0.000 0.67 0.00 0.00 0.17 (5/8"SR)7-in.w/30"step From 0 to 98(28ft to38ft) CCISeismic miscl Step Pegs 23.00 0.000 0.000 0.67 0.00 0.00 0.08 (5/8"SR)7-in.w/30"step From 0 to 98(18ft to28ft) CCISeismic miscl Step Pegs 13.00 0.000 0.000 0.67 0.00 0.00 0.03 (5/8"SR)7-in.w/30"step From 0 to 98(8ft tol8ft) CCISeismic miscl Step Pegs 4.00 0.000 0.000 0.54 0.00 0.00 0.00 (5/8"SR)7-in.w/30"step From 0 to 98(Oft to8ft) CCISeismic miscl 1/2"Cable 93.00 0.000 0.000 0.55 0.00 0.00 1.11 (Lights)From 0 to 98(88ft to98ft) CCISeismic miscl 1/2"Cable 83.00 0.000 0.000 0.55 0.00 0.00 0.89 (Lights)From 0 to 98(78ft _ to88ft) CCISeismic miscl 1/2"Cable 73.00 0.000 0.000 0.55 0.00 0.00 0.69 (Lights)From 0 to 98(68ft to78ft) . CCISeismic miscl 1/2"Cable 63.00 0.000 0.000 0.55 0.00 0.00 • 0.51 (Lights)From 0 to 98(58ft to68ft) CCISeismic miscl 1/2"Cable 53.00 0.000 0.000 0.55 0.00 0.00 0.36 (Lights)From 0 to 98(48ft to58ft) CCISeismic miscl 1/2"Cable 43.00 0.000 0.000 0.55 0.00 0.00 0.24 (Lights)From 0 to 98(38ft to48ft) CCISeismic miscl 1/2"Cable 33.00 0.000 0.000 0.55 0.00 0.00 0.14 (Lights)From 0 to 98(28ft to38ft) CCISeismic miscl 1/2"Cable 23.00 0.000 0.000 0.55 0.00 0.00 0.07 (Lights)From 0 to 98(18ft to28ft) CCISeismic miscl 1/2"Cable 13.00 0.000 0.000 0.55 0.00 0.00 0.02 (Lights)From 0 to 98(811 tol8ft) CCISeismic miscl 1/2"Cable 4.00 0.000 0.000 0.44 0.00 0.00 0.00 (Lights)From 0 to 98(Oft to8ft) CCISeismic nokia HCS 2.0 Part 93.00 0.000 0.000 0.47 0.00 0.00 0.95 2(5/8)From 0 to 98(88ft to98ft) CCISeismic nokia HCS 2.0 Part 83.00 0.000 0.000 0.47 0.00 0.00 0.75 2(5/8)From 0 to 98(78ft to88ft) CCISeismic nokia HCS 2.0 Part 73.00 0.000 0.000 0.47 0.00 0.00 0.58 2(5/8)From 0 to 98(68ft to78ft) CCISeismic nokia HCS 2.0 Part 63.00 0.000 0.000 0.47 0.00 0.00 0.43 2(5/8)From 0 to 98(58ft to68ft) CCISeismic nokia HCS 2.0 Part 53.00 0.000 0.000 0.47 0.00 0.00 0.31 2(5/8)From 0 to 98(48ft to58ft) CCISeismic nokia HCS 2.0 Part 43.00 0.000 0.000 0.47 0.00 0.00 0.20 2(5/8)From 0 to 98(38ft to48ft) CCISeismic nokia HCS 2.0 Part 33.00 0.000 0.000 0.47 0.00 0.00 0.12 2(5/8)From 0 to 98(28ft to38ft) CCISeismic nokia HCS 2.0 Part 23.00 0.000 0.000 0.47 0.00 0.00 0.06 2(5/8)From 0 to 98(1811 to28ft) CCISeismic nokia HCS 2.0 Part 13.00 0.000 0.000 0.47 0.00 0.00 0.02 Job Page tnxTower I-5 & Highway 217 (BU 824674) 7 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road 1 Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX(919)661-6350 ADB Description Elevation Offset Azimuth E, Eh.. Ehz Eh From Angle Centroid ft ft lb lb lb lb ° 2(5/8)From 0 to 98(8ft to18ft) CCISeismic nokia HCS 2.0 Part 4.00 0.000 0.000 0.38 0.00 0.00 0.00 2(5/8)From 0 to 98(Oft to8ft) CCISeismic nokia HCS 2.0 Part 93.00 0.000 0.000 2.36 0.00 0.00 4.76 3(1-1/2)From 0 to 98(88ft to98ft) CCISeismic nokia HCS 2.0 Part 83.00 0.000 0.000 2.36 0.00 0.00 3.79 3(1-1/2)From 0 to 98(78ft ( to88ft) CCISeismic nokia HCS 2.0 Part 73.00 0.000 0.000 2.36 0.00 0.00 2.94 3(1-1/2)From 0 to 98(68ft to78(1) CCISeismic nokia HCS 2.0 Part 63.00 0.000 0.000 2.36 0.00 0.00 2.19 3(1-1/2)From 0 to 98(58ft to68ft) CCISeismic nokia HCS 2.0 Part 53.00 0.000 0.000 2.36 0.00 0.00 1.55 3(1-1/2)From 0 to 98(48ft to58ft) CCISeismic nokia HCS 2.0 Part 43.00 0.000 0.000 2.36 0.00 0.00 1.02 3(1-1/2)From 0 to 98(38ft to48ft) CCISeismic nokia HCS 2.0 Part 33.00 0.000 0.000 2.36 0.00 0.00 0.60 3(1-1/2)From 0 to 98(28ft to38ft) CCISeismic nokia HCS 2.0 Part 23.00 0.000 0.000 2.36 0.00 0.00 0.29 3(1-1/2)From 0 to 98(18ft to28ft) CCISeismic nokia HCS 2.0 Part 13.00 0.000 0.000 2.36 0.00 0.00 0.09 3(1-1/2)From 0 to 98(8ft to18ft) CCISeismic nokia HCS 2.0 Part 4.00 0.000 0.000 1.89 0.00 0.00 0.01 3(1-1/2)From 0 to 98(Oft to8ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft1 lb ft ft Top Hat 14"x24" C None 0.000 98.00 No Ice 1.17 1.17 95.00 1/2"Ice 1.82 1.82 118.44 1"Ice 2.02 2.02 144.68 2"Ice 2.45 2.45 206.18 (2)3"x 6"SideLight B From 4.00 0.000 98.00 No Ice 0.09 0.09 0.98 • Centroid-Le 0.000 1/2"Ice 0.14 0.14 2.46 g 5.000 1"Ice 0.19 0.19 4.70 2"Ice 0.34 0.34 12.08 1.9"x 4-ft Pipe B From 4.00 0.000 98.00 No Ice 0.76 0.76 10.88 Centroid-Le 0.000 1/2"Ice 1.01 1.01 16.96 g 3.000 1"Ice 1.26 1.26 25.83 • 2"Ice 1.79 1.79 52.54 R *98* FFHH-65C-R3 w/Mount A From 4.00 0.000 98.00 No Ice 12.97 6.20 160.51 • i W • Job Page inxTower 1-5 & Highway 217 (BU 824674) 8 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle ADB FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft ft2 f2 lb ft ft Pipe Centroid-Le 0.000 1/2"Ice 13.62 6.77 295.65 g 2.000 1"Ice 14.27 7.36 445.34 2"Ice 15.62 8.57 789.74 FFHH-65C-R3 w/Mount B From 4.00 0.000 98.00 No Ice 12.97 6.20 160.51 Pipe Centroid-Le 0.000 1/2"Ice 13.62 6.77 295.65 g 2.000 1"Ice 14.27 7.36 445.34 2"Ice 15.62 8.57 789.74 FFHH-65C-R3 w/Mount C From 4.00 0.000 98.00 No Ice 12.97 6.20 160.51 Pipe Centroid-Le 0.000 1/2"Ice 13.62 6.77 295.65 g 2.000 1"Ice 14.27 7.36 445.34 2"Ice 15.62 8.57 789.74 AEHC w/Mount Pipe A From 4.00 0.000 98.00 No Ice 6.96 3.45 113.63 Centroid-Le 0.000 1/2"Ice 7.34 3.93 168.17 g 2.000 1"Ice 7.74 4.43 228.49 2"Ice 8.57 5.47 368.98 AEHC w/Mount Pipe B From 4.00 0.000 98.00 No Ice 6.96 3.45 113.63 Centroid-Le 0.000 1/2"Ice 7.34 3.93 168.17 g 2.000 1"Ice 7.74 4.43 228.49 2"Ice 8.57 5.47 368.98 AEHC w/Mount Pipe C • From 4.00 0.000 98.00 No Ice 6.96 3.45 113.63 Centroid-Le 0.000 1/2"Ice 7.34 3.93 168.17 g 2.000 1"Ice 7.74 4.43 228.49 2"Ice 8.57 5.47 368.98 HCS 2.0 A From 4.00 0.000 98.00 No Ice 0.94 0.70 1.37 Centroid-Le 0.000 1/2"Ice 1.08 0.82 9.64 g 2.000 1"Ice 1.22 0.94 19.94 2"Ice 1.53 1.22 47.43 HCS 2.0 Part 1 A From 4.00 0.000 98.00 No Ice 1.87 0.93 23.50 Centroid-Le 0.000 1/2"Ice 2.04 1.06 39.80 g 2.000 1"Ice 2.21 1.19 58.76 2"Ice 2.59 1.48 105.43 AHFIG A From 4.00 0.000 98.00 No Ice 3.08 1.40 79.40 Centroid-Le 0.000 1/2"Ice 3.31 1.59 100.37 g 2.000 1"Ice 3.55 1.78 124.55 2"Ice 4.05 2.17 183.34 AHFIG B From 4.00 0.000 98.00 No Ice 3.08 1.40 79.40 Centroid-Le 0.000 1/2"Ice 3.31 1.59 100.37 g 2.000 1"Ice 3.55 1.78 124.55 2"Ice 4.05 2.17 183.34 AHFIG C From 4.00 0.000 98.00 No Ice 3.08 1.40 79.40 Centroid-Le 0.000 1/2"Ice 3.31 1.59 100.37 g 2.000 1"Ice 3.55 1.78 124.55 2"Ice 4.05 2.17 183.34 AHLOA A From 4.00 0.000 98.00 No Ice 2.23 1.39 83.80 Centroid-Le 0.000 1/2"Ice 2.42 1.55 102.09 g 2.000 1"Ice 2.62 1.72 123.27 2"Ice 3.05 2.08 175.09 AHLOA B From 4.00 0.000 98.00 No Ice 2.23 1.39 83.80 Centroid-Le 0.000 1/2"Ice 2.42 1.55 102.09 g 2.000 1"Ice 2.62 1.72 123.27 2"Ice 3.05 2.08 175.09 AHLOA C From 4.00 0.000 98.00 No Ice 2.23 1.39 83.80 Centroid-Le 0.000 1/2"Ice 2.42 1.55 102.09 g 2.000 1"Ice 2.62 1.72 123.27 2"Ice 3.05 2.08 175.09 (2)2.4"Dia x 5-ft Pipe A From 4.00 0.000 98.00 No Ice 1.20 1.20 18.25 Centroid-Le 0.000 1/2"Ice 1.50 1.50 27.40 Job Page tnxTower 1-5& Highway 217 (BU 824674) 9 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 ADB Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 lb ft ft g 2.000 1"Ice 1.81 1.81 40.00 2"Ice 2.47 2.47 76.18 (6)2.4"Dia x 5-ft Pipe B From 4.00 0.000 98.00 No Ice 1.20 1.20 18.25 Centroid-Le 0.000 1/2"Ice 1.50 1.50 27.40 g 2.000 1"Ice 1.81 1.81 40.00 2"Ice 2.47 2.47 76.18 (2)2.4"Dia x 5-ft Pipe C From 4.00 0.000 98.00 No Ice 1.20 1.20 18.25 Centroid-Le 0.000 1/2"Ice 1.50 1.50 27.40 g 2.000 1"Ice 1.81 1.81 40.00 2"Ice 2.47 2.47 76.18 L 1.5 x 1.5 x 1/8 x 6'long A From 2.00 0.000 98.00 No Ice 0.90 0.02 12.19 Centroid-Fa 0.000 1/2"Ice 1.31 0.04 21.73 ce 2.000 1"Ice 1.73 0.07 36.32 2"Ice 2.59 0.14 81.44 L 1.5 x 1.5 x 1/8 x 6'long B From 2.00 0.000 98.00 No Ice 0.90 0.02 12.19 Centroid-Fa 0.000 1/2"Ice 1.31 0.04 21.73 ce 2.000 1"Ice 1.73 0.07 36.32 2"Ice 2.59 0.14 81.44 ` L 1.5 x 1.5 x 1/8 x 6'long C From 2.00 0.000 98.00 No Ice 0.90 0.02 12.19 Centroid-Fa 0.000 1/2"Ice 1.31 0.04 21.73 1 ce 2.000 1"Ice 1.73 0.07 36.32 2"Ice 2.59 0.14 81.44 j Miscellaneous[NA 507-1] C None 0.000 98.00 No Ice 4.56 4.56 245.00 1/2"Ice 6.39 6.39 311.41 1"Ice 8.18 8.18 401.92 2"Ice 11.66 11.66 657.04 Platform Mount[LP 601-1] C None 0.000 98.00 No Ice 28.50 28.50 1122.00 1/2"Ice 31.69 31.69 1675.69 1"Ice 34.87 34.87 2282.17 2"Ice 41.23 41.23 3653.24 x•• 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 O 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+l.0 Wind 150 deg-No Ice i 13 0.9 Dead+1.0 Wind 150 deg-No Ice j _ 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice Page tnxTower Job g 1-5 & Highway 217 (BU 824674) 10 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX. (919)661-6350 ADB Comb. Description No. 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 51 1.2 Dead+1.0 Ev+I.O Eh O deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2Dead+1.0Ev+1.0Eh60deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg tnXTower Job Page I-5 & Highway 217 (BU 824674) 11 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 ADB 1 Maximum Member Forces 1 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb ft lb ft L I 98-63 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -11087.49 -1090.14 -229.38 Max.Mx 8 -4646.37 -136507.55 -97.93 Max.My 14 -4640.08 -341.71 -137583.11 Max.Vy 8 4503.50 -136507.55 -97.93 Max.Vx 14 4542.07 -341.71 -137583.11 Max.Torque 14 633.14 L2 63-30.5 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -14267.31 -1044.33 -331.73 Max.Mx 8 -6621.42 -291189.72 -117.23 Max.My 14 -6618.33 -349.72 -293499.15 Max.Vy 8 5302.95 -291189.72 -117.23 Max.Vx 14 5340.45 -349.72 -293499.15 Max.Torque 16 602.81 L3 30.5-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -18953.35 -890.32 -425.03 Max.Mx 8 -9912.02 -485138.34 -133.38 Max.My 14 -9911.94 -328.59 -488735.08 i Max.Vy 8 6074.25 -485138.34 -133.38 Max.Vx 14 6109.79 -328.59 -488735.08 Max.Torque 16 573.13 j Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load lb lb lb Comb. Pole Max.Vert 32 18953.35 -538.55 -936.16 Max.H. 20 9917.59 6065.14 -0.00 Max.H. 2 9917.59 ' -0.00 6100.62 Max.M. 2 488462.47 -0.00 6100.62 Max.M, 8 485138.34 -6065.14 -0.00 Max.Torsion 16 547.49 3032.57 -5283.29 Min.Vert 72 6298.36 1164.85 672.52 Min.H 8 9917.59 -6065.14 -0.00 Min.H, 14 9917.59 -0.00 -6100.62 Min.M„ 14 -488735.08 -0.00 -6100.62 Min.M. 20 -484464.34 6065.14 -0.00 Min.Torsion 4 -544.38 -3032.57 5283.29 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M, lb lb lb lb ft lb ft lb ft - Dead Only 8264.66 0.00 0.00 108.32 -265.20 -0.00 1.2 Dead+1.0 Wind 0 deg-No 9917.59 0.00 -6100.62 -488462.47 -328.47 496.78 Ice 0.9 Dead+1.0 Wind 0 deg-No 7438.19 0.00 -6100.62 -479942.42 -237.55 486.28 Ice I , Job Page tnxTower 1-5 & Highway 217 (BU 824674) 12 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 A D B , Load Vertical Shear., Shear Overturning Overturning Torque Combination Moment,11 Moment,M lb lb lb lb-ft lb-ft lb-ft 1.2 Dead+1.0 Wind 30 deg-No 9917.59 3032.57 -5283.29 -423012.82 -242722.78 544.38 Ice 0.9 Dead+1.0 Wind 30 deg-No 7438.19 3032.57 -5283.29 -415636.58 -238389.66 534.10 Ice 1.2 Dead+1.0 Wind 60 deg-No 9917.59 5252.57 -3050.31 -244177.62 -420180.48 447.27 Ice 0.9 Dead+1.0 Wind 60 deg-No 7438.19 5252.57 -3050.31 -239933.15 -412740.02 439.95 Ice 1.2 Dead+1.0 Wind 90 deg-No 9917.59 6065.14 0.00 133.32 -485138.34 231.41 Ice 0.9 Dead+1.0 Wind 90 deg-No 7438.19 6065.14 0.00 97.18 -476560.78 228.95 Ice 1.2 Dead+1.0 Wind 120 deg- 9917.59 5252.57 3050.31 244445.74 -420183.11 -46.49 No Ice 0.9 Dead+1.0 Wind 120 deg- 7438:19 5252.57 3050.31 240128.57 -412741.89 -43.42 No Ice 1.2 Dead+1.0 Wind 150 deg- 9917.59 3032.57 5283.29 423283.94 -242725.40 -313.01 No Ice 0.9 Dead+1.0 Wind 150 deg- 7438.19 3032.57 5283.29 415834.13 -238391.52 -305.19 No Ice 1.2 Dead+1.0 Wind 180 deg- 9917.59 0.00 6100.62 488735.08 -328.45 -496.77 No Ice 0.9 Dead+1.0 Wind 180 deg- 7438.19 0.00 6100.62 480141.03 -237.55 -486.28 • No Ice 1.2 Dead+1.0 Wind 210 deg- 9917.59 -3032.57 5283.29 423276.66 242064.25 -547.49 No Ice 0.9 Dead+1.0 Wind 210 deg- 7438.19 -3032.57 5283.29 415828.98 237913.42 -537.13 No Ice 1.2 Dead+1.0 Wind 240 deg- 9917.59 -5252.57 3050.31 244438.46 419513.39 -450.43 No Ice 0.9 Dead+1.0 Wind 240 deg- 7438.19 -5252.57 3050.31 240123.43 412257.73 -443.00 No Ice 1.2 Dead+1.0 Wind 270 deg- 9917.59 -6065.14 0.00 133.33 484464.34 -231.43 No Ice 0.9 Dead+1.0 Wind 270 deg- 7438.19 -6065.14 0.00 97.19 476073.59 -228.96 No Ice 1.2 Dead+1.0 Wind 300 deg- 9917.59 -5252.57 -3050.31 -244170.32 419510.75 49.61 No Ice 0.9 Dead+1.0 Wind 300 deg- 7438.19 -5252.57 -3050.31 -239927.99 412255.86 46.45 No Ice 1.2 Dead+1.0 Wind 330 deg- 9917.59 -3032.57 -5283.29 -423005.53 242061.61 316.12 No Ice 0.9 Dead+1.0 Wind 330 deg- 7438.19 -3032.57 -5283.29 -415631.43 237911.54 308.22 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 18953.35 0.02 0.01 425.03 -890.32 -0.08 1.2 Dead+1.0 Wind 0 deg+1.0 18953.35 0.00 -1080.98 -86157.27 -913.53 15.75 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 18953.35 538.55 -936.16 -74556.46 -43976.81 62.06 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 18953.35 932.80 -540.49 -42861.94 -75501.60 91.75 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 18953.35 1077.10 0.00 434.05 -87040.73 96.86 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 18953.35 932.80 540.49 43730.31 -75502.07 75.99 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 18953.35 538.55 936.16 75425.39 -43977.27 34.71 deg+1 0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 18953.35 0.00 1080.98 87026.48 -913.52 -15.92 deg+1.0Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 18953.35 -538.55 936.16 75425.15 42150.08 -62.30 deg+1.0 Ice+1.0 Temp tiZ.x1'OWei' Job Page 1-5 & Highway 217 (BU 824674) 13 of 19 1 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle . FAX:(919)661-6350 ADB Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Al, Moment,M lb lb lb Ibft lb ft lb ft 1.2 Dead+1.0 Wind 240 18953.35 -932.79 540.49 43730.08 73674.57 -91.99 ideg+1.0 Ice+1.0 Temp 1 1.2 Dead+1.0 Wind 270 18953.35 -1077.10 0.00 434.09 85213.08 -97.03 deg+1.0 Ice+1.0 Temp I 1.2 Dead+1.0 Wind 300 18953.35 -932.79 -540.49 -42861.64 73674.09 -76.09 1, deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 18953.35 -538.55 -936.16 -74556.18 42149.60 -34.81 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 8264.66 0.00 -2198.39 -174240.08 -275.69 179.59 y Dead+Wind 30 deg-Service 8264.66 1092.80 -1903.86 -150881.96 -86771.54 197.25 J Dead+Wind 60 deg-Service 8264.66 1892.79 1099.19 87064.86 -150091.68 162.21 Dead+Wind 90 deg-Service 8264.66 2185.61 0.00 112.01 -173265.27 83.84 Dead+Wind 120 deg-Service 8264.66 1892.79 1099.19 87289.03 -150091.96 -17.00 Dead+Wind 150 deg-Service 8264.66 1092.80 1903.86 151106.45 -86771.82 -113.42 Dead+Wind 180 deg-Service 8264.66 0.00 2198.39 174464.73 -275.69 -179.60 Dead+Wind 210 deg-Service 8264.66 -1092.80 1903.86 151105.68 86219.98 -197.65 Dead+Wind 240 deg-Service 8264.66 -1892.79 1099.19 87288.27 149539.22 -162.61 Dead+Wind 270 deg-Service 8264.66 -2185.61 0.00 112.01 172712.10 -83.85 Dead+Wind 300 deg-Service 8264.66 -1892.79 -1099.19 -87064.09 149538.94 17.39 a Dead+Wind 330 deg-Service 8264.66 -1092.80 -1903.86 -150881.19 86219.70 113.81 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 11057.42 0.00 -1345.05 -129916.32 -346.71 11.91 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 6298.36 0.00 -1345.05 -125402.10 -242.02 8.51 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 11057.42 672.53 -1164.85 -112499.71 -65379.07 11.77 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 6298.36 672.52 -1164.85 -108588.87 -62992.93 8.40 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 11057.42 1164.85 -672.53 -64892.70 -112985.91 8.46 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 6298.36 1164.85 -672.52 -62651.97 -108929.70 6.04 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 11057.42 1345.05 0.00 139.53 -130402.20 2.89 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 6298.36 1345.05 0.00 98.88 -125742.76 2.06 1.2 Dead+1.0 Ev+1.0 Eh 120 11057.42 1164.85 672.53 65171.74 -112985.83 -3.46 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 6298.36 1164.85 672.52 62849.72 -108929.65 -2.47 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 11057.42 672.53 1164.85 112778.67 -65379.00 -8.89 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 6298.36 672.52 1164.85 108786.55 -62992.88 -6.34 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 11057.42 0.00 1345.05 130195.20 -346.71 -11.92 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 6298.36 0.00 1345.05 125599.75 -242.02 -8.51 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 11057.42 -672.53 1164.85 112778.90 64685.60 -11.78 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 6298.36 -672.52 1164.85 108786.71 62508.92 -8.41 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 11057.42 -1164.85 672.53 65171.98 112292.70 -8.48 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 6298.36 -1164.85 672.52 62849.88 108445.88 -6.05 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 11057.42 -1345.05 0.00 139.53 129709.31 -2.90 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 6298.36 -1345.05 0.00 98.88 125259.09 -2.07 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 11057.42 -1164.85 -672.53 -64892.93 112292.78 3.45 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 6298.36 -1164.85 -672.52 -62652.14 108445.93 2.46 deg - 1.2 Dead+1.0 Ev+1.0 Eh 330 11057.42 -672.53 -1164.85 -112499.94 64685.68 8.87 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 6298.36 -672.52 -1164.85 -108589.03 62508.97 6.33 deg Page Jo b°b 1-5 & Highway 217 (BU 824674) 14 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle ADB FAX•(919)661-6350 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 0.00 -8264.66 0.00 -0.00 8264.66 -0.00 0.000% 2 0.00 -9917.59 -6100.62 -0.00 9917.59 6100.62 0.000% 3 0.00 -7438.19 -6100.62 -0.00 7438.19 6100.62 0.000% 4 3032.57 -9917.59 -5283.29 -3032.57 9917.59 5283.29 0.000% 5 3032.57 -7438.19 -5283.29 -3032.57 7438.19 5283.29 0.000% 6 5252.57 -9917.59 -3050.31 -5252.57 9917.59 3050.31 0.000% 7 5252.57 -7438.19 -3050.31 -5252.57 7438.19 3050.31 0.000% 8 6065.14 -9917.59 0.00 -6065.14 9917.59 -0.00 0.000% 9 6065.14 -7438.19 0.00 -6065.14 7438.19 -0.00 0.000% 10 5252.57 -9917.59 3050.31 -5252.57 9917.59 -3050.31 0.000% 11 5252.57 -7438.19 3050.31 -5252.57 7438.19 -3050.31 0.000% 12 3032.57 -9917.59 5283.29 -3032.57 9917.59 -5283.29 0.000% 13 3032.57 -7438.19 5283.29 -3032.57 7438.19 -5283.29 0.000% . 14 0.00 -9917.59 6100.62 -0.00 9917.59 -6100.62 0.000% 15 0.00 -7438.19 6100.62 -0.00 7438.19 -6100.62 0.000% 16 -3032.57 -9917.59 5283.29 3032.57 9917.59 -5283.29 0.000% , 17 -3032.57 -7438.19 5283.29 3032.57 7438.19 -5283.29 0.000% 18 -5252.57 -9917.59 3050.31 5252.57 9917.59 -3050.31 0.000% 19 -5252.57 -7438.19 3050.31 5252.57 7438.19 -3050.31 0.000% 20 -6065.14 -9917.59 0.00 6065.14 9917.59 -0.00 0.000% 21 -6065.14 -7438.19 0.00 6065.14 7438.19 -0.00 0.000% 22 -5252.57 -9917.59 -3050.31 5252.57 9917.59 3050.31 0.000% 23 -5252.57 -7438.19 -3050.31 5252.57 7438.19 3050.31 0.000% 24 -3032.57 -9917.59 -5283.29 3032.57 9917.59 5283.29 0.000% 25 -3032.57 -7438.19 -5283.29 3032.57 7438.19 5283.29 0.000% 26 0.00 -18953.35 0.00 -0.02 18953.35 -0.01 0.000% 27 0.00 -18953.35 -1080.88 -0.00 18953.35 1080.98 0.001% 28 538.50 -18953.35 -936.07 -538.55 18953.35 936.16 0.001% 29 932.71 -18953.35 -540.44 -932.80 18953.35 540.49 0.001% 30 1077.00 -18953.35 0.00 -1077.10 18953.35 -0.00 0.001% 31 932.71 -18953.35 540.44 -932.80 18953.35 -540.49 0.001% 32 538.50 -18953.35 936.07 -538.55 18953.35 -936.16 0.001% 33 0.00 -18953.35 1080.88 -0.00 18953.35 -1080.98 0.001% 34 -538.50 -18953.35 936.07 538.55 18953.35 -936.16 0.001%. 35 -932.71 -18953.35 540.44 932.79 18953.35 -540.49 0.001% 36 -1077.00 -18953.35 0.00 1077.10 18953.35 -0.00 0.001% 37 -932.71 -18953.35 -540.44 932.79 18953.35 540.49 0.001% 38 -538.50 -18953.35 -936.07 538.55 18953.35 936.16 0.001% 39 0.00 -8264.66 -2198.39 -0.00 8264.66 2198.39 . 0.000% 40 1092.80 -8264.66 -1903.86 -1092.80 8264.66 1903.86 0.000% 41 1892.79 -8264.66 -1099.19 -1892.79 8264.66 1099.19 0.000% 42 2185.61 -8264.66 0.00 -2185.61 8264.66 -0.00 0.000% 43 1892.79 -8264.66 1099.19 -1892.79 8264.66 -1099.19 0.000% 44 1092.80 -8264.66 1903.86 -1092.80 8264.66 -1903.86 0.000% 45 0.00 -8264.66 2198.39 -0.00 8264.66 -2198.39 0.000% 46 -1092.80 -8264.66 1903.86 1092.80 8264.66 -1903.86 0.000% 47 -1892.79 -8264.66 1099.19 1892.79 8264.66 -1099.19 0.000% 48 -2185.61 -8264.66 0.00 2185.61 8264.66 -0.00 0.000% 49 -1892.79 -8264.66 -1099.19 1892.79 8264.66 1099.19 0.000% 50 -1092.80 -8264.66 -1903.86 1092.80 8264.66 1903.86 0.000% 51 0.00 -11057.42 -1345.05 -0.00 11057.42 1345.05 0.000% 52 0.00 -6298.36 -1345.05 -0.00 6298.36 1345.05 0.000% 53 672.52 -11057.42 -1164.85 -672.53 11057.42 1164.85 0.000% 54 672.52 -6298.36 -1164.85 -672.52 6298.36 1164.85 0.000% 55 1164.85 -11057.42 -672.52 -1164.85 11057.42 672.53 0.000% - l`12xTower Job Page 1-5 & Highway 217 (BU 824674) 15 of 19 Project Date Tower Engineering Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 , Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 ADB Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 56 1164.85 -6298.36 -672.52 -1164.85 6298.36 672.52 0.000% 57 1345.05 -11057.42 0.00 -1345.05 11057.42 -0.00 0.000% 58 1345.05 -6298.36 0.00 -1345.05 6298.36 -0.00 0.000% 59 1164.85 -11057.42 672.52 -1164.85 11057.42 -672.53 0.000% 60 1164.85 -6298.36 672.52 -1164.85 6298.36 -672.52 0.000% 61 672.52 -11057.42 1164.85 -672.53 11057.42 -1164.85 0.000% 62 672.52 -6298.36 1164.85 -672.52 6298.36 -1164.85 0.000% 63 0.00 -11057.42 1345.05 -0.00 11057.42 -1345.05 0.000% 64 0.00 -6298.36 1345.05 -0.00 6298.36 -1345.05 0.000% 65 -672.52 -11057.42 1164.85 672.53 11057.42 -1164.85 0.000% 66 -672.52 -6298.36 1164.85 672.52 6298.36 -1164.85 0.000% 67 -1164.85 -11057.42 672.52 1164.85 11057.42 -672.53 0.000% 1 68 -1164.85 -6298.36 672.52 1164.85 6298.36 -672.52 0.000% 69 -1345.05 -11057.42 0.00 1345.05 11057.42 -0.00 0.000% I 70 -1345.05 -6298.36 0.00 1345.05 6298.36 -0.00 0.000% 71 -1164.85 -11057.42 -672.52 1164.85 11057.42 672.53 0.000% 72 -1164.85 -6298.36 -672.52 1164.85 6298.36 672.52 0.000% 73 -672.52 -11057.42 -1164.85 672.53 11057.42 1164.85 0.000% 74 -672.52 -6298.36 -1164.85 672.52 6298.36 1164.85 0.000% . Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00049872 3 Yes 5 0.00000001 0.00023486 4 Yes 6 0.00000001 0.00046034 5 Yes 6 0.00000001 0.00015026 6 Yes 6 0.00000001 0.00041728 7 Yes 6 0.00000001 0.00013463 8 Yes 5 0.00000001 0.00016858 9 Yes 5 0.00000001 0.00007930 10 Yes 6 0.00000001 0.00043013 11 Yes 6 0.00000001 0.00013921 12 Yes 6 0.00000001 0.00045250 13 Yes 6 0.00000001 0.00014725 14 Yes 5 0.00000001 0.00049914 15 Yes 5 0.00000001 0.00023500 16 Yes 6 0.00000001 0.00041107 17 Yes 6 0.00000001 0.00013251 1 18 Yes 6 0.00000001 0.00045076 19 Yes 6 0.00000001 0.00014717 20 Yes 5 0.00000001 0.00016808 21 Yes 5 0.00000001 0.00007914 22 Yes 6 0.00000001 0.00043593 23 Yes 6 0.00000001 0.00014180 24 Yes 6 0.00000001 0.00041697 25 Yes 6 0.00000001 0.00013476 26 Yes 4 0.00000001 0.00008687 27 Yes 5 0.00025972 0.00065993 28 Yes 5 0.00026012 0.00082820 29 Yes 5 0.00026076 0.00080706 30 Yes 5 0.00026143 0.00067721 31 Yes 5 0.00026092 0.00082785 • 32 Yes 5 0.00026044 0.00083070 Job Page • tnxTower 1-5& Highway 217 (BU 824674) 16 of 19 Project Date Tower Engineering Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 ADB - 33 Yes 5 0.00026012 0.00066997 34 Yes 5 0.00025892 0.00077664 35 Yes 5 0.00025815 0.00079194 36 Yes 5 0.00025816 0.00063948 37 Yes 5 0.00025793 0.00076666 38 Yes 5 0.00025855 0.00076827 39 Yes 5 0.00000001 0.00006222 40 Yes 5 0.00000001 0.00029174 41 Yes 5 0.00000001 0.00023392 42 Yes 4 0.00000001 0.00068257 43 Yes 5 0.00000001 0.00024941 44 Yes 5 0.00000001 0.00028022 45 Yes 5 0.00000001 0.00006237 46 Yes 5 0.00000001 0.00022649 47 Yes 5 0.00000001 0.00027753 48 Yes 4 0.00000001 0.00067279 49 Yes 5 0.00000001 0.00025608 50 Yes 5 0.00000001 0.00023210 51 Yes 4 0.00000001 0.00094082 52 Yes 4 0.00000001 0.00016148 53 Yes 5 0.00000001 0.00022889 54 Yes 5 0.00000001 0.00006782 55 Yes 5 0.00000001 0.00022468 56 Yes 5 0.00000001 0.00006684 57 Yes 4 0.00000001 0.00095336 58 Yes 4 0.00000001 0.00016104 59 Yes 5 0.00000001 0.00022767 60 Yes 5 0.00000001 0.00006751 61 Yes 5 0.00000001 0.00023016 • 62 Yes 5 0.00000001 0.00006809 63 Yes 4 0.00000001 0.00094789 64 Yes 4 0.00000001 0.00016240 65 Yes 5 0.00000001 0.00021982 66 Yes 5 0.00000001 0.00006575 67 Yes 5 0.00000001 0.00022402 68 Yes 5 0.00000001 0.00006673 69 Yes 4 0.00000001 0.00093048 70 Yes 4 0.00000001 0.00015806 71 Yes 5 0.00000001 0.00022110 72 Yes 5 0.00000001 0.00006607 73 Yes 5 0.00000001 0.00021862 74 Yes 5 0.00000001 0.00006549 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 00 Ll 98-63 26.557 45 2.448 0.014 L2 65.5-30.5 11.664 45 1.794 0.005 L3 34-0 2.941 45 0.805 0.002 Critical Deflections and Radius of Curvature - Service Wind Job Page tnnxTower 1-5& Highway 217 (BU 824674) 17 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle - FAX:(919)661-6350 ADB ' Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 98.00 Top Hat 14"x24" 45 26.557 2.448 0.014 11571 95.50 CCISeismic Tower Section 1-1 45 25.320 2.406 0.013 11571 93.00 CCISeismic miscl Safety Line 3/8 45 24.087 2.364 0.012 11571 From 0 to 98(88ft to98ft) 88.00 CCISeismic Tower Section 1-2 45 21.643 2.278 0.011 5785 { 83.00 CCISeismic miscl Safety Line 3/8 45 19.252 2.188 0.009 3856 From 0 to 98(78ft to88ft) 78.00 CCISeismic Tower Section 1-3 45 16.938 2.089 0.008 2892 73.00 CCISeismic miscl Safety Line 3/8 45 14.728 1.981 0.007 2313 From 0 to 98(68ft to78ft) 68.00 CCISeismic Tower Section 1-4 45 12.647 1.860 0.006 1933 63.00 CCISeismic Tower Section 2-1 45 10.723 1.724 0.005 1777 55.50 CCISeismic Tower Section 2-2 45 8.153 1.496 0.004 1750 53.00 CCISeismic miscl Safety Line 3/8 45 7.381 1.415 0.003 1743 From 0 to 98(48ft to58ft) 45.50 CCISeismic Tower Section 2-3 45 5.327 1.168 0.002 1722 43.00 CCISeismic miscl Safety Line 3/8 45 4.729 1.087 0.002 1715 From 0 to 98(38ft to48ft) 35.50 CCISeismic Tower Section 2-4 45 3.199 0.850 0.002 1710 33.00 CCISeismic miscl Safety Line 3/8 45 2.777 0.776 0.001 1766 From 0 to 98(28ft to38ft) 32.00 CCISeismic Tower Section 3-1 45 2.621 0.747 0.001 1807 25.00 CCISeismic Tower Section 3-2 45 1.700 0.558 0.001 2299 23.00 CCISeismic miscl Safety Line 3/8 45 1.487 0.508 0.001 2499 From 0 to 98(18ft to28ft) 15.00 CCISeismic Tower Section 3-3 45 0.811 0.320 0.001 3832 13.00 CCISeismic miscl Safety Line 3/8 45 0.678 0.276 0.000 4421 From 0 to 98(8ft to18ft) 5.00 CCISeismic Tower Section 3-4 45 0.236 0.104 0.000 11494 • 4.00 CCISeismic miscl Safety Line 3/8 45 0.187 0.083 0.000 11494 From 0 to 98(Oft to8ft) Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Ll 98-63 74.508 14 6.873 0.039 L2 65.5-30.5 32.730 14 5.042 0.014 L3 34-0 8.247 14 2.259 0.004 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 98.00 Top Hat 14"x24" 14 74.508 6.873 0.039 4205 95.50 CCISeismic Tower Section 1-1 14 71.040 6.757 0.036 4205 " 93.00 CCISeismic miscl Safety Line 3/8 14 67.581 6.640 0.034 4205 From 0 to 98(88ft to98ft) ` 88.00 CCISeismic Tower Section 1-2 14 60.726 6.401 0.030 2101 83.00 CCISeismic miscl Safety Line 3/8 14 54.016 6.147 0.026 1399 1 1 Job Page tnxTower 1-5& Highway 217 (BU 824674) 18 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 • 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle - FAX. (919)661-6350 ALB - Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft From 0 to 98(78ft to88ft) 78.00 CCISeismic Tower Section 1-3 14 47.525 5.871 0.022 1048 73.00 CCISeismic miscl Safety Line 3/8 14 41.325 5.567 0.019 837 From 0 to 98(68ft to78ft) 68.00 CCISeismic Tower Section 1-4 14 35.489 5.227 0.016 699 63.00 CCISeismic Tower Section 2-1 14 30.087 4.845 0.013 641 55.50 CCISeismic Tower Section 2-2 14 22.875 4.202 0.010 629 53.00 CCISeismic miscl Safety Line 3/8 14 20.711 3.975 0.009 626 From 0 to 98(48ft to58ft) 45.50 CCISeismic Tower Section 2-3 14 14.945 3.281 0.007 616 43.00 CCISeismic miscl Safety Line 3/8 14 13.267 3.051 0.006 613 From 0 to 98(38ft to48ft) 35.50 CCISeismic Tower Section 2-4 14 8.972 2.385 0.005 610 33.00 CCISeismic miscl Safety Line 3/8 14 7.788 2.177 0.004 630 ' From 0 to 98(28ft to38ft) 32.00 CCISeismic Tower Section 3-1 14 7.349 2.096 0.004 644 25.00 CCISeismic Tower Section 3-2 14 4.766 1.566 0.003 819 23.00 CCISeismic miscl Safety Line 3/8 14 4.169 1.425 0.003 890 From 0 to 98(18ft to28ft) 15.00 CCISeismic Tower Section 3-3 14 2.273 0.897 0.002 1365 13.00 CCISeismic miscl Safety Line 3/8 14 1.899 0.772 0.001 1574 From 0 to 98(8ft tol8ft) - 5.00 CCISeismic Tower Section 3-4 14 0.660 0.292 0.001 4093 • 4.00 CCISeismic miscl Safety Line 3/8 14 0.524 0.233 0.000 4093 From 0 to 98(Oft to8ft) Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P„ (DP. Ratio No. P„ ft ft ft in-2 lb lb OP. Ll 98-63(1) TP19.071x13.75x0.188 35.00 0.00 0.0 11.012 -4640.08 644193.00 0.007 L2 63-30.5(2) TP23.638x18.316x0.188 35.00 0.00 0.0 13.639 -6618.33 797896.00 0.008 L3 30.5-0(3) TP27.9x22.731x0.25 34.00 0.00 0.0 21.940 -9911.94 1184770.00 0.008 Pole Bending Design Data Section Elevation Size M. OMx Ratio M,ry OM,, Ratio No. M. Mr ft lb ft lb ft 0M. lb ft lb-ft 4MY L1 98-63(1) TP19.071x13.75x0.188 137583.33 307767.50 0.447 0.00 307767.50 0.000 L2 63-30.5(2) TP23.638x18.316x0.188 293499.17 444879.17 0.660 0.00 444879.17 0.000 L3 30.5-0(3) TP27.9x22.731x0.25 488735.00 830178.33 0.589 0.00 830178.33 0.000 iitxTQwer Job Page I-5 & Highway 217 (BU 824674) 19 of 19 Tower Engineering Project Date Professionals,Inc. TEP No. 37852.428590 14:59:31 07/06/20 326 Tyron Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle - FAX:(919)661-6350 ADB Pole Shear Design Data Section Elevation Size Actual +V Ratio Actual 4iT Ratio No. V. V. T T ft lb lb 4)V lb ft lb ft 4T LI 98-63(1) TP19.071x13.75x0.188 4542.07 193258.00 0.024 595.50 313162.50 0.002 L2 63-30.5(2) TP23.638x18.316x0.188 5340.45 239369.00 0.022 548.31 480430.00 0.001 L3 30.5-0(3) TP27.9x22.731x0.25 6109.79 355432.00 0.017 499.09 860658.33 0.001 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M M,„, V. T Stress Stress ft +P. 4M 4M,, 4)V 4,T Ratio Ratio Ll 98-63(1) 0.007 0.447 0.000 0.024 0.002 0.455 1.050 4.8.2 L2 63-30.5(2) 0.008 0.660 0.000 0.022 0.001 0.669 1.050 4.8.2 L3 30.5-0(3) 0.008 0.589 0.000 0.017 0.001 0.597 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P eP.11.„, % Pass No. ft Type Element lb lb Capacity Fail Ll 98-63 Pole TP19.071x13.75x0.188 1 -4640.08 676402.62 43.3 Pass L2 63-30.5 Pole 1P23.638x18.316x0.188 2 -6618.33 837790.76 63.7 Pass L3 30.5-0 Pole TP27.9x22.731x0.25 3 -9911.94 1244008.44 56.9 Pass Summary Pole(L2) 63.7 Pass Rating= 63.7 Pass Program Version 8.0.5.0-11/28/2018 File:C:/Users/abramhall/Desktop/Work In Progress/P-232822_L-428590_824674_I-5&Highway 217_Structural Analysis/tnxTower/combo/824674_1867133_LC5 CCISeismic 3.2.3 Wind And Seismic Analysis.eri • July 6, 2020 98-ft Monopole Tower Structural Analysis Report COI BU No 824674 TEP Project Number 37852.428590, Order 525668, Revision 0 Page 6 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.5.0 i I 18 (PROPOSED EQUIPMENT CONFIGURATION) / \ (1) 5/8" TO 98 FT LEVEL // // \ a% 1) 1-1/2" TO 98 FT LEVEL 1 / \ Q4 Q1 1 I (OTHER CONSIDERED EQUIPMENT) 1 \ Q3 Q2 ! I • ' \ \ �/ (1) 1/2" TO 101 FT TOWER LIGHTING \ N. / \ - / • CLIMBING PEGS W/ SAFETY CLIMB July 6, 2020 98-ft Monopole Tower Structural Analysis Report CC!BU No 824674 TEP Project Number 37852.428590, Order 525668, Revision 0 Page 7 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.5.0 ASCE♦ ASCE 7 Hazards Report AMERICAN SOCIETY OF CML ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 184.16 ft (NAVD 88) No Address at This Risk Category: II Latitude: 45.419825 Location Soil Class: D- Default(see Longitude: -122.745761 Section 11.4.3) VV.' - ."' ,4- :iik-4.e.,,,,,:- .i., ‘: 7:. i;,.,i,i,;., ,,-.-4.-:-.4, - ... , )4,....r._-' .44 ` ~• • - �} l I. z , 1tJ 4 Y � )p , useor. nr H,ui f ` .-pi? •, s rortland j •• .4% ="1tI ee,, nrnt )...,......,,,...7 ,, ' ? »I f N. l tm•3,xr. Is- a f 6'51,4# , ' 1 Ti Lake.Or o� C'e V.wo.- q `so ._ p t 11 1 14 .. C + tr 41_ t .'^'N Mf.sale tl iIrH a:I r <wl l rrr 1 • ' ♦H i,t .� , i L. rqx ,Swr.8a 1'ftA.r.".— o 1 Olzg;,,cis; r{ .♦ � ,.f•- k(�" • • V.'IGLAA}F'i iE VAL tEY 4 ha tail : ifOIN i N ..‘ Ott♦ 1 I /// << .. Wind I Results: Wind Speed: 97 Vmph li 10-year MRI 66 Vmph i 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph I Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4 1 Date Accessed: Thu Jul 02 2020 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 7-16 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 7-16 Section 26.2. i1 Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. I _ II,��� I https://asce7hazardtool.online/ Page 1 of 3 Thu Jul 02 2020 AXE. AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D- Default (see Section 11.4.3) Results: Ss : 0.862 SDI : N/A Si : 0.393 TL : 16 Fa : 1.2 PGA : 0.391 F, : N/A PGA M : 0.473 SMS : 1.034 FPGA : 1.209 SMi : N/A le : 1 Sos : 0.689 C, : 1.231 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Jul 02 2020 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Thu Jul 02 2020 • ASCE• AMERICAN SOCIETY OF CML ENGINEERS Ice • Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Thu Jul 02 2020 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 500-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 Thu Jul 02 2020 Monopole Base Plate Connection CROWN a:,, CASTLE BU# 824674 Site Name 1-5&Highway 217 Order# 525668 Rev.0 \/ 0 Analysis Considerations �/ I `-J TIA-222 Revision H Grout Considered: No I„(in) 0.625 Applied Loads Moment(kip-ft) 488.74 Axial Force(kips) 9.92 Shear Force(kips) 6.10 *TIA-222-H Section 15.5 Applied / \ / \\ J © O Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 35"BC Pu_c=84.88 4Pn_c=268.39 Stress Rating Anchor Spacing:6 in Vu=0.76 On=120.77 30.1% Mu=n/a 4Mn=n/a Pass Base Plate Data 34"OD x 2.25"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Base Plate Summary Max Stress(ksi): 21.55 (Flexural) Stiffener Data Allowable Stress(ksi): 45 N/A Stress Rating: 45.6% Pass Pole Data 27.9"x 0.25"18-sided pole(A607-60;Fy=60 ksi,Fu=75 ksi) CClplate-version 3.6.1 Analysis Date:7/6/2020 Pier and Pad Foundation CROWN BU#: 824674 CASTLE Site Name: 1-5& Highway 217 +1440010 App. Number: 525668 Rev. 0 TIA-222 Revision: H Top&Bot.Pad Rein.Different?: Tower Type: Monopole Block Foundation?: Superstructure Analysis Reactions Foundation Analysis Checks Compression,Pcomp: 9.918 kips Capacity Demand Rating* Check Base Shear,Vu_comp: 6.101 kips Lateral(Sliding)(kips) 38.46 6.10 15.1% Pass Moment,M,,: 488.735 ft-kips Tower Height,H: 98 ft Pier Flexure(Comp.)(kip*ft) 1539.09 507.04 31.4% Pass BP Dist.Above Fdn,bpdist: 2.875 in Pier Compression(kip) 7998.24 16.70 0.2% Pass Pad Shear-1-way(kips) 233.09 72.50 29.6% Pass Pier Properties Pad Shear-2-way(Comp)(ksi) 0.190 0.000 0.0% Pass Pier Shape: Circular Flexural 2-way(Comp)(kip*ft) 2002.66 304.22 14.5% Pass Pier Diameter,dpier: 4 ft Ext.Above Grade,E: 1 ft Pier Rebar Size,Sc: 10 *Rating per TIA-222-H Section I - Pier Rebar Quantity,mc: 14 15.5 Pier Tie/Spiral Size,St: 3 Pier Tie/Spiral Quantity,mt: 5 Pier Reinforcement Type: Tie Pier Clear Cover,ccpier 2 in Pad Properties Depth,D: 4 ft Pad Width,W: 10.5 ft Pad Thickness,T: 2 ft Pad Rebar Size(Bottom),Sp: 8 Pad Rebar Quantity(Bottom),mp: 16 Pad Clear Cover,ccped: 3 in Material Properties Rebar Grade,Fy: 60 ksi Concrete Compressive Strength,F'c: 4 ksi Dry Concrete Density,6c: 150 pcf Soil Properties Total Soil Unit Weight,y: 115 pcf • Ultimate Gross Bearing,Qult: 14.031 ksf ;--Toggle between Gross and Net Cohesion,Cu: 0.200 ksf Friction Angle,rp: 23 degrees SPT Blow Count,Nbiows: 4 Base Friction,N: Neglected Depth,N: 2.00 ft Foundation Bearing on Rock? No Groundwater Depth,gw: 4 ft Version 3.3.2 Monopole Pad&Pier Foundation with Driven Piles Site Name: 1-5& Highway 217 *Rating per TIA-222-H Site Number: BU 824674 TEP#: 37852.428590 Calcs By : AW Date: 7/6/2020 Checked By: ADB Date: 7/6/2020 Pad Structural Check Pier Shape= Round Qty bars= 16 DPIER= 4.00 ft DPIER 'I As(inA2)= 0.79 LPIER= 3.00 ft e "' Fy(ksi)= 60 tPAD= 2.00 ft .; LPIER b(in)= 126.00 DPILE= 1.00 ft '`. - y d (in)= 19.50 Loc= 9.00 ft ` 4 �. , , , ` .. Fc(ksi)= 4 LPAD= 10.50 ft " • _ tPan QTY piles(n) = 4 Lever Arm (ft)= 2.5 4'e' • Pile Capacity= 97.5 k(per Geotech) Max Pile Force(k)= 61.6 a= 1.77 Pu = 8.27 k DPILEI IE C= 2.08 Mu = 519.24 k-ft k LOc '1 L PAO Vu = 6.10 k < ' Mu (k-ft) = 308.2 cbMn(k-ft)= 1058.8 Lpier above grade= 1.00 ft 1.2*WcoNc= 46.5 k Soil Unit Wt= 115 psf Capacity*: 27.7% 1.2*Wsoil= 27.0 k 0.9*WcoNcuplift= 34.9 k EP= 83.4 k 0.9*Wsoil uplift= 20.2 k Pile to Pad Connection where I P=W cow +Wsoil+P E P uplift= 62.5 k Bar size= 5 Driven Pile Check Qty bars= 4 R=P/n ± M/1/2*L oc Fy(ksi)= 60 As(inA2)= 0.31 Tension (Tu) = 25.2 k Pile Tension Force(k)= 25.2 Compression (Cu) = 61.6 k cl)Tn(k)= 66.3 -Capacity*: 60.2% Capacity*: 36.2% CROWN BU: 824674 Str,ic u A CASTLE W 186'133 Order: 525668 Rev 0 Location Decimal Degrees Deg Min Sec Lat: 45.419825 I + 43 25 11.37 Long: -122.745761 122 44 44.74 Code and Site Parameters Seismic Design Code: TIA-222-H Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference SS: 0.8620 Si: 0.3930 TL: 16 Seismic Design Category Determination Importance Factor,I,: 1 Acceleration-based site coefficient,Fa: 1.2000 Velocity-based site coefficient,Fs,: 1.9070 Design spectral response acceleration short period,SDs: 0.6896 g Design spectral response acceleration 1 s period,SD1: 0.4996 g Seismic Design Category Based on SDS: D Seismic Design Category Based on SDI: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category is IE CCISeismic 3.2.3 Page 1 Analysis Date: 7/6/2020 CROWN BU: 824674 Structure: A 1/'C�` YY '�1 W0: 1867133 Jfaw% `� CASTLE Order: 525668 Rev: 0 Tower Details ' Tower Type: Tapered Monopole Height,h: 98 ft Effective Seismic Weight,W: 8.26 kips Amplification Factor,A,: 1.0 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,Wu: 3.0308 kips W1: 5.23366039 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,la„g: 865.2370577 in4 F : 0.325740618 hz Approximate Fundamental Period Monopole,T : 3.0699 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.4597 2.7.7.1.1 Seismic Response Coefficient Max 1,Csmax 0.1085 2.7.7.1.1 Seismic Response Coefficient Max 2,Csmax N/A 2.7.7.1.1 . Seismic Response Coefficient Min 1,Csm;, 0.0303 2.7.7.1.1 Seismic Response Coefficient Min 2,C,R,;,, N/A 2.7.7.1.1 - Controlling Seismic Response Coefficient,C„ 0.1628 Seismic Base Shear,V gig kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 2.7.7.1.2 Sum of w;h;k 41753.65 2.7.7.1.2 iE CCISeismic 3.2.3 Page 2 Analysis Date: 7/6/2020 Tower Section lo,.ds Section len th To Mid Hei ht,h" Section Number g V Hei ht g g Weight,w„ w"h"k '.. G"" Fin 1-1 5-00 96.00 95.50 0 1412 128750 0.0308 0.0415 0.0195 1-2 7`�._. s,,. P3 r)-''., -.->c, �i0,i 047 0'1:121 1-3 10.00 83.00 78.00 0-1362 2045.52 00.390 0-0655 3,0464 2-1 5.i`0 6550 63.00 0.1874 713.79 0.0178 0.02,10 0.0258 2-3 10 r20 50-50 45-5(1 114287 887.48 02,21 i CI 0286 C 0591 3-1 4.00 -12.00 5'2.00 0 2461 251.-933 0.9290 110081 0 03:31 3-3 10.n0 29 00 15.00 0.6850 154.12 0.3037 01.050 00935 - 4.9243 11 Ei57.90 M • • ( 1 • • CCISeismic 3.2.3 Page 3 Analysis Date: 7/6/2020 Discrete Loads Name h, w, w„h„" C.. F„„ 1„ 2 xpti a 98.00 0.0950 912.38 0.0219 0.0291 0,0131 [2)beacon?x M SideLight 18 00 0(')21' 18.82 0.0005 ( 2, punts 1.9`ai 4-ft Pipe 98.00 0.0109 104.49 0.0025 L(Mid, 0 0 15 • commscope_<fd FFHH 65C R3 w/Mount Pipe Sri C10 ('.1605 1531 54 0.0363 -1 %.ri 7 0mmsco e_cfd FFHH-68C-R3 w/Mount Pipe 98.00 0.1605 1541.54 0.0369 0.0 197 0 0221 eommscope ctd FFHH-65C-R3 w/Mount Pipe 93.00 0.1605 39)5 11 0.0369 C 0 6:2 .- _ • nokia AEHC w/Mount Pipe 9800 0.1136 109130 0.0261 0.1352 0.0157 nokia AEHCw/Mount Pipe 98.00 01136 1061 30 0.0261 .t3S2 -.. nokia AE14C WI Mount Pipe 98.00 0.1136 1091.30 0.0261 0.0352 0-0157 commscope HCS 2.0 9200 0.001,1 1316 0.0603 0 C120.1 ?_ comntacope HCS 2.0 Part 1 98.00 0.0235 225.69 0.0054 0.0073 0.2032 nokia AHFIG 9800 0674.1 762.56 0.0183 2.6 nokia AHFIG 98.00 0.0764 762.56 0.0183 0 0246 0[111.0 n ikio AHFIG 98.00 0.(794 702 56 0.0183 r }2 6i0110 nokia AHLOA 98.00 0.0338 804.82 0.0193 0.0259 0.0116 nokia AHLOA 98-00 0.0836 804_82 0.0193 0-0259 60116 nokia AHLOA 98.00 0.08.38 804 82 0.0193 0.0259 00116 [2)mounts 2 4"Dla x5-ft Pipe 98.00 0 6368 350.55 0.003,4 '0113 0005:1 (6}mounts 2.4"Dia s 5-ft;Pipe 98-00 0-1095 '1051.64 0.0252 (1.0336 0.0151 (2)mounts 2.4 Max 5-ft Pipe 98.00 C.0.265 350.55 0.008=I 0 6113 0 005C mount angles L 1.5 x 1.5 x 1/8 x 6'long 98.00 0.0122 117.07 0.0028 0.0028 0.0017 mount angles L 1.5 x 1.5 x 1/2 x 6 long 98.00 C 0122 11707 0 0028 C9038 0.0017 mount angles L t.5x1.5x1/8 x6'long 9800 60122 11707 0.0028 00038 0.0017 tower mount(r.i)Miscellaneous[NA 507-11 66C.00 ( C 50 2352fiS 0.0564 0 0758 (10338 tower mounts(cci}Platform Mount[LP 601-1] - 98.00 1.1220 10775.69 0.2581 0.3471 01547 S - 3.0308 29107.20 CCISeismic 3.2.3 Page 4 Analysis Date: 7/6/2020 ,.,...,,.,... r ,..,,. oe:.r a. uaa ar♦r...n w.wie�ee bNtwwueM#.ewusariWt131difa&it+Nalartta� �.uaauaaxtraa ucuaa.surHaatblaiultuFYFHIYIrisN.U:tka uurus�».we„„auw.wwxu..au ax r..x ..a...xm.,..asf.... a.r ..�..+..xv s.. Linear Loads Name Start Height End Height h„ w„ w„h„' C. F„i, miscl Safety Lire 3/8 From 0 to 98 88.00 98.0000 S 0022 19.03 0.0005 0.0006 misd Safety Line 3,/8 from 0 to 98 misd Safety Line 3/8 Urnm 0 to 98 . sd Safety uen 3;8 rr.,ii `in mind Safety Line 3/2.From 0 to 98 46.00 58 00 53 00 0 0022 6.1S r a misd Safe:,Line 3/8'mm 3 to 98 rnisel Safety Line 3/8 From 0 to 98 h. phiscl Safety L 3/F...m 0 h..98 misd Safety Line 3/8 From O to 98 I,tia misd Safety Use 3,8 rrprn 0 t298 rniac(Step Pegs(5/8"SR)7-in w/30'step From 0 to 98 t 0 0049 42.12 a m_d Step Pei (5/8'5/)7 ...I ,.hi. 9 rniscl Step Pegs(5/8'SR)7-ip.w/30"step l om It to 98 rn sd Step Pet, ( /'s .. ft. .m„t a.<, misci Step Pegs(5/8"SR)7-in.w/30"stop From 0 to 93 r i m scl Step Peas(5 it)7 "s7 -P.0 to 8 mind Step Pegs(5/81 SS)7-in. a/i0"ste n From rn 0 to 96 milCI Step Pegs(5/8"SR)7-in .10"step From 0 to 98 miss!Step Pe (5 1' ;0'si . 1'G.9 mist'1/2"Cable(Lights)From 0 to 98 misc)1/2"Cable(Lights)From 0 to 98 misel 1/2"Cable(Lights)From 0 to 98 r mire]1/2'Cable(Light,)HD,,h.nr 9>: mmscl 1/2"Cable(Lights)From 0 to 98 0, misc)1/2"Cable(Lights.[0,061 to 9 IB.'-r misd:1/21 Cable(Lights)From 0 to 98 23.00 33.00 33.00 0.0040 4.36 0.0001 • 0, 1 mirel 1 2'CA / ,hthh.Frihist ha 9s., 28.: misd 1/2'Cable(Lights)From I to 98 8.00 12.000.0000 0.0006 ahlicl 1/2"Cable(Lights)Fr,e r98 I.,PO 8- noP is HCS 2.0 Part 2(5/8)From 0 to 98 88.00 Mitt 93 00 0 0031 29.11 0.00070.0009 0.0005 -ckla HCS 2.0 Part 2(5/8)Fr m 0 to s; 7,2 DO 88.00 ❑okia HCS 2-0 Part 2(5/8)From 0 to'10 _ k h HC520 r hf.2f5;811f.,,0t:9a tof 00 68.00 Ea ii. i 00004 nokiii HCS 2.0 Part 2(5/21 From 0 to 92 42.00 illIU 53 00 3 48.00 3 70r t ::S2CI d)I ro=" 18,ith 28.00 23 ial 0 0000 0.0001 0.0005 nolaa HCS 2 0 Part 2(5/8)fhfall 0 to 48 8 00 AK: 13,00 2lt,[d 0.0000 4.f.f.. - r 8.00 _ ... 0.0000 0.0004 nokia,HCS 2.0 Part 3(1-1/2)rrom 0 to 98 88 00 ' .i. 93).00 07171 117.90 It .ie,t' t'..,t It nokia HCS 2.0 1 3,1 1,2 /rers D.to 92 I,oe 88.00 22 00G.,177 0.0032 0.0024 neki:HCS 2.0 Part 3(1-1/2)Frcm0to98 t. 73 00 0.0171 91 1,3 0.00220.0029 "Mr'. nokw HCS 20l :ill I,21 From 0 to fib 68.00 �._ 0.0022 0.0024 nokia HCS2.0 Part 3(1-1/2)From 0 to 98 7 0.0171 0.0015 nokia HIS 2.0 Part 3i1-1,/2)From 0 t,93 33 fihilh 48.00[ 0 0551 0.0010 0.0024 nokia HCS 2.0 Part 3(1-1/2)from 0to98 a'�`':' 23,00 0.0171 00006 i ).': nokia HCS 2.0 Part 3(1-1/2)From 0 to 98 12 00 28.00 _._ 0.0031 0.0024 n kia HCS 2.0 fit (1-1//)1-r0n0t0 98 8 00 18 bb 0 i171 2 89 0 OS01 o OM 000 4 iHrl2.0 D troll-1/2i r n0C,9n 00.. 0019 S._r-. 03094 0y7J35 P • • CCISeismic 3.2.3 Page 5 Analysis Date: 7/6/2020 . V CF, ' ' R . �... , Monopole Base Plate Connection a":„, CROWN CASTLE BU# 824674 , Site Name 1-5&Highway 0 0 Order# 525668 Rev.00 . Analysis Considerations COO J TIA-222 Revision H Grout Considered: No la,(in) 0.625 Applied Loads **Moment(kip-ft) 195.65 "Axial Force(kips) 16.59 **Shear Force(kips) 2.02 •TIA-222-H Section 15.5 Applied / "1.5 Overstrength Factor Applied0) 0 0 Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 35"BC Pu_c=35.56 cPn_c=268.39 Stress Rating Anchor Spacing:6 in Vu=0.25 4)Vn=120.77 12.6% • Mu=n/a cbMn=n/a Pass Base Plate Data • 34"OD x 2.25"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Stiffener Data N/A Pole Data 27.9"x 0.25"18-sided pole(A607-60;Fy=60 ksi,Fu=75 ksi) • CClplate-version 3.6.1 Analysis Date:7/6/2020