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Specifications (48) A1 \O - C Date: May 8,2019 RECEIVED �y Kevin Nelson JUL 31 2019 Tower Engineering Professionals Crown Castle CITY OF TIGARD 326 Tryon Road 2055 S Stearman Drive BUILDING DIVISION Raleigh, NC 27603 Chandler, AZ 85286 (919) 661-6351 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P001316D Carrier Site Name: I-5 & Highway 217 Crown Castle Designation: Crown Castle BU Number: 824674 Crown Castle Site Name: 1-5 & Highway 217 Crown Castle JDE Job Number: 564270 Crown Castle Work Order Number: 1735435 Crown Castle Order Number: 485005 Rev. 0 Engineering Firm Designation: TEP Project Number: 37852.255965 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 Kevin Nelson, 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 120 mph as required by the 2014 Oregon Structural Specialty Code. Applicable Standard references and design criteria are listed in Section 2-Analysis Criteria. Respectfully submitted by: Ayodeji Omosaiye/JDB RUGTURg1 Evia°PRORFS William H. Martin, P.E., S.E. c�`R' IN�F4) % t $e5e3PE �r OREGON ti <tpM H, MPC EXPIRES: 12/31/2020 May 8,2019 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.255965, Order 485005, 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 4 May 8,2019 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.255965, Order 485005, Revision 0 Page 3 1) INTRODUCTION This tower is a 98-ft monopole tower designed by Paul J Ford and Company. All information provided to TEP was assumed to be accurate and complete. 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 Seismic Ss: 0.974 Seismic S1: 0.422 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 Manufacturer Antennas (ft) Lines Size(in) 3__I Commscope FFHH 65C R3 100.0 1 Commscope HCS/2.0 Part 1 3 Nokia AHFIG 98.0 1 5/8 3 Nokia AHLOA i 1 Tower Mounts Site Pro HRK12 98.0 I 3 I Tower Mounts I Platform Mount[LP 601-1] 3) ANALYSIS PROCEDURE Table 2- Documents Provided Document Remarks Reference Source Geotechnical Report I - Dames and Moore I 3510067 I CCISites Tower Foundation Drawings Miller Consulting Engineers - I 3510066 CCISites Tower Manufacturer Drawings ( Paul J Ford and Company I 3510068 I 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. tnxTower Report-version 8.0.5.0 May 8,2019 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.255965, Order 485005, Revision 0 Page 4 3.2) Assumptions 1) The tower and foundation were built and maintained in accordance with the manufacturer's specification. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Table 1, and the referenced drawings. 3) All tower components are in sufficient condition to carry their full design capacity. 4) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 5) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not perform a site visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas supporting mounts as part of this structural analysis report. 6) When applicable, the effective projected area (EPA) of appurtenances was determined by computation fluid dynamics (CFD)testing performed by Crown Castle. TEP assumes the means and methods used to determine the EPA's yields results that follow the intent of TIA-222-H and are accurate and complete. 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 Elevation ft Component TypeCritical No. ( � P Size P(K) �Palbw(K) % Pass/Fail Element Capacity L1 1 98-63 I Pole I TP19.071x13.75x0.188 I 1 I -3.82 I 676.40 1 56.9 I Pass L2 63-30.5 Pole TP23.638x18.316x0.188 2 -5.84 837.79 86.2 Pass L3 30.5-0 Pole TP27.9x22.731x0.25 3 -9.24 1244.01 79.0 Pass Summary Pole(L2) i 86.2 Pass I I I I I I Rating ' 86.2 Pass Table 4-Tower Component Stresses vs. Capacity-LC5 Notes Component Elevation (ft) %Capacity I Pass/Fail 1 1,2 ! Anchor Rods I 46.1 Pass 1,2 Base Plate - 63.3 I Pass 1,2 I Base Foundation Soil Interaction I - I 75.9 Pass 1,2 Base Foundation Structural 59.9 I Pass Structure Rating (max from all components)= 86.2% - - - 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 tnxTower Report-version 8.0.5.0 May 8,2019 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.255965, Order 485005, Revision 0 Page 5 4.1) Recommendations 1) If the load differs from that described in Table 1 of this report, the referenced drawings, or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) 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 May 8, 2019 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.255965, Order 485005, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.5.0 98.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Top Hat 14"x24" 98 AHLOA 98 (2)3"x 6"SideLigfl 98 HCS 2.0 Part 1 98 1.9"x4-ft Pipe 98 (2)2.4"Dia x5-ft Pipe 98 FFHH-65C-R3 w/Mount Pipe 98 (6)2.4"Dia x 5-ft Pipe 98 FFHH-65C-R3 w/Mount Pipe 98 (2)2.4"Dia x 5-ft Pipe 98 FFHH-65C-Raw/Mount Pipe 98 L 1.5x 1.5x1/8 x6'long 98 AHFIG 98 L1.5x1.5x1/8x6'bng 98 I:,= $ 1 AHFIG 98 L1.5x1.5x1/8x6'brg 98 f o N AHFIG 98 Miscellaneous(NA 507-1) 98 AHLOA 98 Platform Mount[LP 601-1) 98 AHLOA 98 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A607-65 65 ksi 80 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. r 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. s3.o n L 4. Tower is also designed for a 30 mph basic wind with 2.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 0 0 m m m M m � � N / 30.5 ft m 5 n m 8 O N m Q 0.0 ft N a rn — s O ry C .J � E U � O O � N N 2 F- V) 4' g C7 g Tower Engineering Professionals Job 1-5&Highway 217(BU 824674) C..- 326 Tryon Road Project:TEP No.37852.255965 Raleigh, NC 27603 client.Crown Castle Drawn by:JOB App'd: Tower Engineering Professionals Phone:(919)661-6351 Code: TIA-222-H Date:05/08/19 scale: NTS FAX:(919)661-6350 Path: ».m..," zeQ66H �T ...,Dwg No.E_1 98.0 ft MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A607-65 65 ksi 80 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 120 mph basic wind in accordance with the TIA-222-H Standard. g o n 4. Tower is also designed for a 30 mph basic wind with 2.00 in ice.Ice is considered to increase S -. ni ci in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 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:86.2% / 63.0 ft o0 m m m e r O N ALL REACTIONS / 30.5 ft ARE FACTORED AXIAL 10K SHE f R I MOMENT 1 K 75 kip-ft TORQUE 0 kip-ft SEISMIC AXIAL 8 20K co Lr, 8N SHEAR MOMENT 1 K ( J 83 kip-ft TORQUE 0 kip-ft 30 mph WIND-2.000 in ICE AXIAL 9K SHEAR \ MOMENT 9 K ( ` 682 kip-ft 0.0 ft a TORQUE 1 kip-ft a t v, REACTIONS-120 mph WIND — rn O E 3 - Y O. till."-- Tower Engineering Professionals 1ob.1-5&Highway 217(BU 824674) 326 Tryon Road PmJect TEP No.37852.255965 Raleigh, NC 27603 Client:Crown Castle Drawn by:3DB App'd: Tower Engineering Professionals Phone:(919)661-6351 Code: TIA-222-H Date:05/08/19 $Cala' NTS FAX:(919)661-6350 Path: C.erliturnMkIn .2N7,15 8 1. z17.1*y., .Cay.spDwg No.E-1 A tnxTower Job Page 1-5 & Highway 217 (BU 824674) 1 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone::(919)661-6351 Crown Castle FAX:(919)661-6350 J D B 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 120 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 2.000 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 En)= 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 '/ Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice // Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile \I Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocaic 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 \I Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric 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 X 1 Job Page tnxTower 1-5 & Highway 217 (BU 824674) 2 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 B 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 Li 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 in2 in4 in in in3 in4 in2 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 At Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in Ll 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 Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque ft in in plf Calculation Safety Line 3/8 C No Surface Ar 98.00-0.00 1 1 0.000 0.375 0.220 (CaAa) 0.000 *** *** *** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAA Weight or Shield From Type Number Leg Torque ft ft2/ft plf Calculation I tnxTower Job Page 1-5 & Highway 217 (BU 824674) 3 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Phone:(919)661-6351 Designed by Crown Castle JDB FAX:(919)661-6350 Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft fz2/ft PIT. Calculation 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"Ice 0.00 0.400 2"Ice 0.00 0.400 *98* HCS 2.0 Part 2(5/8) B No No Inside Pole 98.00-0.00 1 No Ice 0.00 0.340 1/2"Ice 0.00 0.340 1"Ice 0.00 0.340 2"Ice 0.00 0.340 *** *** *** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K Ll 98.00-63.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.03 C 0.000 0.000 1.313 0.000 0.01 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 0.02 C 0.000 0.000 1.219 0.000 0.01 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 0.02 C 0.000 0.000 1.144 0.000 0.01 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 f ft' ft2 K Ll 98.00-63.00 A 1.857 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.03 C 0.000 0.000 14.310 0.000 0.18 L2 63.00-30.50 A 1.759 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.02 C 0.000 0.000 13.288 0.000 0.17 L3 30.50-0.00 A 1.572 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.02 C 0.000 0.000 11.874 0.000 0.15 Feed Line Center of Pressure 0 ��"e����t�" Job Page jj 1-5 & Highway 217 (BU 824674) 4 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 JDB Section Elevation CPx CPz CPx CPz Ice Ice fr in in in in Ll 98.00-63.00 0.000 0.300 0.000 1.404 L2 63.00-30.50 0.000 0.301 0.000 1.505 L3 30.50-0.00 0.000 0.301 0.000 1.515 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 Ll 2 Safety Line 3/8 63.00-98.00 1.0000 1.0000 L2 2 Safety Line 3/8 30.50-63.00 1.0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth Ev Ek, Ehz E, From Angle Centroid ft ft K K K K CCISeismic Tower Section 1-1 95.50 0.000 0.000 0.02 0.00 0.00 0.03 CCISeismic Tower Section 1-2 88.00 0.000 0.000 0.04 0.00 0.00 0.05 CCISeismic Tower Section 1-3 78.00 0.000 0.000 0.05 0.00 0.00 0.04 CCISeismic Tower Section 1-4 68.00 0.000 0.000 0.05 0.00 0.00 0.04 CCISeismic Tower Section 2-1 63.00 0.000 0.000 0.03 0.00 0.00 0.02 CCISeismic Tower Section 2-2 55.50 0.000 0.000 0.06 0.00 0.00 0.03 CCISeismic Tower Section 2-3 45.50 0.000 0.000 0.06 0.00 0.00 0.02 CCISeismic Tower Section 2-4 35.50 0.000 - 0.000 0.07- 0:00 0.00 0.01 CCISeismic Tower Section 3-1 32.00 0.000 0.000 0.04 0.00 0.00 0.01 CCISeismic Tower Section 3-2 25.00 0.000 0.000 0.09 0.00 0.00 0.01 CCISeismic Tower Section 3-3 15.00 0.000 0.000 0.10 0.00 0.00 0.00 CCISeismic Tower Section 3-4 5.00 0.000 0.000 0.10 0.00 0.00 0.00 CCISeismic miscl Top Hat 98.00 0.000 0.000 0.01 0.00 0.00 0.02 14"x24" CCISeismic(2)beacon 3"x 6" 98.00 0.000 0.000 0.00 0.00 0.00 0.00 SideLight CCISeismic mounts 1.9"x 4-ft 98.00 0.000 0.000 0.00 0.00 0.00 0.00 Pipe CCISeismic commscope_cfd 98.00 0.000 0.000 0.02 0.00 0.00 0.03 FFHH-65C-R3 w/Mount Pipe CCISeismic commscope_cfd 98.00 0.000 0.000 0.02 0.00 0.00 0.03 FFHH-65C-R3 w/Mount Pipe • CCISeismic commscope_cfd 98.00 0.000 0.000 0.02 0.00 0.00 0.03 FFHH-65C-R3 w/Mount Pipe CCISeismic nokia AHFIG 98.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIG 98.00 0.000 0.000 0.01 0.00 0.00 0.02 - CCISeismic nokia AHFIG 98.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLOA 98.00 0.000 0.000 0.01 0.00 0.00 0.02 r ' Job Page tnxTower 1-5 & Highway 217 (BU 824674) 5 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Phone:(919)661-6351Designed by FAX:(919)661-6350 Crown Castle JDB Description Elevation Offset Azimuth E,. Eh„ Ehz Eh From Angle Centroid ft ft ° K K K K CCISeismic nokia AHLOA 98.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLOA 98.00 0.000 0.000 0.01 0.00 0.00 0.02 CCISeismic commscope HCS 98.00 0.000 0.000 0.00 0.00 0.00 0.00 2.0 Part 1 CCISeismic(2)mounts 2.4"Dia 98.00 0.000 0.000 0.01 0.00 0.00 0.01 x 5-ft Pipe CCISeismic(6)mounts 2.4"Dia 98.00 0.000 0.000 0.02 0.00 0.00 0.02 x 5-ft Pipe CCISeismic(2)mounts 2.4"Dia 98.00 0.000 0.000 0.01 0.00 0.00 0.01 x 5-ft Pipe CCISeismic mount angles L 1.5 98.00' 0.000 0.000 0.00 0.00 0.00 0.00 x 1.5 x 1/8 x 6'long CCISeismic mount angles L 1.5 98.00 0.000 0.000 0.00 0.00 0.00 0.00 x 1.5 x 1/8 x 6'long CCISeismic mount angles L 1.5 98.00 0.000 0.000 0.00 0.00 0.00 0.00 x 1.5 x 1/8 x 6'long CCISeismic tower mounts 98.00 0.000 0.000 0.04 0.00 0.00 0.05 Miscellaneous[NA 507-1] CCISeismic tower mounts 98.00 0.000 0.000 0.16 0.00 0.00 0.22 Platform Mount[LP 601-1] CCISeismic miscl Safety Line 93.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(88ft to98ft) CCISeismic miscl Safety Line 83.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(78ft to88ft) , CCISeismic miscl Safety Line 73.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(68ft to78ft) CCISeismic miscl Safety Line 63.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(58ft to68ft) CCISeismic miscl Safety Line 53.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(48ft to58ft) CCISeismic miscl Safety Line 43.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(38ft to48ft) CCISeismic miscl Safety Line 33.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(28ft to38ft) CCISeismic miscl Safety Line 23.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(18ft to28ft) CCISeismic miscl Safety Line 13.00 0.000 0.000 0.00 0.00 0.00 0.00 3/8 From 0 to 98(8ft tol8ft) CCISeismic miscl Safety Line 4.00 0.000 0.000 0.00 0.00 0.00 0.00 -3/8 From 0 to 98(oft to8ft) CCISeismic miscl 1/2"Cable 93.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(88ft to98ft) CCISeismic miscl 1/2"Cable 83.00 0.000 0.000 0.00 0.00 0.00 0.00 _ (Lights)From 0 to 98(78ft to88ft) CCISeismic miscl 1/2"Cable 73.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(68ft to78ft) CCISeismic miscl 1/2"Cable 63.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(58ft to68ft) CCISeismic miscl 1/2"Cable 53.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(48ft " to58ft) CCISeismic miscl 1/2"Cable 43.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(38ft to48ft) CCISeismic miscl 1/2"Cable 33.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(28ft i • Job Page tnxTower 1-5 & Highway 217 (BU 824674) 6 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 - 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JDB FAX:(919)661-6350 Description Elevation Offset Azimuth E. Enx Eh, Eh � From Angle Centroid ft ft 0K K K K to38ft) CCISeismic miscl 1/2"Cable 23.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(18ft to28ft) CCISeismic miscl 1/2"Cable 13.00 0.000 0.000 0.00 0.00 0.00 0.00 (Lights)From 0 to 98(8ft tol8ft) CCISeismic miscl 1/2"Cable 4.00 0.000 0.000 0.00 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 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(88ft to98ft) CCISeismic nokia HCS 2.0 Part 83.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(78ft to88ft) CCISeismic nokia HCS 2.0 Part 73.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(68ft to78ft) CCISeismic nokia HCS 2.0 Part 63.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(58ft to68ft) CCISeismic nokia HCS 2.0 Part 53.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(48ft to58ft) CCISeismic nokia HCS 2.0 Part 43.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(38ft to48ft) - CCISeismic nokia HCS 2.0 Part 33.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(28ft to38ft) CCISeismic nokia HCS 2.0 Part 23.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(18ft to28ft) - CCISeismic nokia HCS 2.0 Part 13.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(8ft tol8ft) CCISeismic nokia HCS 2.0 Part 4.00 0.000 0.000 0.00 0.00 0.00 0.00 2(5/8)From 0 to 98(Oft to8ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hort Adjustment Front Side Leg Lateral Vert fi 0ft 112 ft2 K ft ft Top Hat 14"x24" C None 0.000 98.00 No Ice 1.17 1.17 0.10 1/2"Ice 1.82 1.82 0.12 Tce 2.02 /tr 0.14 2"Ice 2.45 2.45 0.21 (2)3"x 6"SideLight B From 4.00 0.000 98.00 No Ice 0.09 0.09 0.00 Centroid-Le 0.000 1/2"Ice 0.14 0.14 0.00 g 5.000 1"Ice 0.19 0.19 0.00 2"Ice 0.34 0.34 0.01 1.9"x 4-ft Pipe B From 4.00 0.000 98.00 No Ice 0.76 0.76 0.01 Centroid-Le 0.000 1/2"Ice 1.01 1.01 0.02 g 3.000 1"Ice 1.26 1.26 0.03 2"Ice 1.79 1.79 0.05 *98* FFHH-65C-R3 w/Mount A From 4.00 30.000 98.00 No Ice 12.97 6.20 0.16 Pipe Centroid-Le 6.000 1/2"Ice 13.62 6.77 0.30 - g 2.000 1"Ice 14.27 7.36 0.45 2"Ice 15.62 8.57 0.79 e Job Page tnxTower 1-5 & Highway 217 (BU 824674) 7 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle JDB FAX:(919)661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hort Adjustment Front Side Leg Lateral Vert ft ft ft2 .fi2 K ft ft FFHH-65C-R3 w/Mount B From 4.00 30.000 98.00 No Ice 12.97 6.20 0.16 Pipe Centroid-Le 6.000 1/2"Ice 13.62 6.77 0.30 g 2.000 1"Ice 14.27 7.36 0.45 2"Ice 15.62 8.57 0.79 FFHH-65C-R3 w/Mount C From 4.00 25.000 98.00 No Ice 12.97 6.20 0.16 Pipe Centroid-Le 6.000 1/2"Ice 13.62 6.77 0.30 g 2.000 1"Ice 14.27 7.36 0.45 2"Ice 15.62 8.57 0.79 AHFTG A From 4.00 30.000 98.00 No Ice 3.08 1.40 0.08 Centroid-Le 6.000 1/2"Ice 3.31 1.59 0.10 g 2.000 1"Ice 3.55 1.78 0.12 2"Ice 4.05 2.17 0.18 AHFIG B From 4.00 30.000 98.00 No Ice 3.08 1.40 0.08 Centroid-Le 6.000 1/2"Ice 3.31 1.59 0.10 g 2.000 1"Ice 3.55 1.78 0.12 2"Ice 4.05 2.17 0.18 AHFIG C From 4.00 25.000 98.00 No Ice 3.08 1.40 0.08 Centroid-Le 6.000 1/2"Ice 3.31 1.59 0.10 g 2.000 1"Ice 3.55 1.78 0.12 2"Ice 4.05 2.17 0.18 AHLOA A From 4.00 30.000 98.00 No Ice 2.23 1.39 0.08 Centroid-Le 6.000 1/2"Ice 2.42 1.55 0.10 g 2.000 1"Ice 2.62 1.72 0.12 2"Ice 3.05 2.08 0.18 AHLOA B From 4.00 30.000 98.00 No Ice 2.23 1.39 0.08 Centroid-Le 6.000 1/2"Ice 2.42 1.55 0.10 g 2.000 1"Ice 2.62 1.72 0.12 2"Ice 3.05 2.08 0.18 AHLOA C From 4.00 25.000 98.00 No Ice 2.23 1.39 0.08 Centroid-Le 6.000 1/2"Ice 2.42 1.55 0.10 g 2.000 1"Ice 2.62 1.72 0.12 2"Ice 3.05 2.08 0.18 HCS 2.0 Part 1 A From 4.00 30.000 98.00 No Ice 1.87 0.93 0.02 Centroid-Le 6.000 1/2"Ice 2.04 1.06 0.04 g 2.000 1"Ice 2.21 1.19 0.06 2"Ice 2.59 1.48 0.11 (2)2.4"Dia x 5-ft Pipe A From 4.00 0.000 98.00 No Ice 1.20 1.20 0.02 Centroid-Le -3.000 1/2"Ice 1.50 1.50 0.03 g 2.000 1"Ice 1.81 1.81 0.04 2"Ice 2.47 2.47 0.08 (6)2.4"Dia x 5-ft Pipe B From 4.00 0.000 98.00 No Ice 1.20 1.20 0.02 -`-- Centroid-Le 0.000 `P' +tib 1.50-- 0.03 g 2.000 1"Ice 1.81 1.81 0.04 2"Ice 2.47 2.47 0.08 (2)2.4"Dia x 5-ft Pipe C From 4.00 0.000 98.00 No Ice 1.20 1.20 0.02 Centroid-Le -3.000 1/2"Ice 1.50 1.50 0.03 g 2.000 1"Ice 1.81 1.81 0.04 2"Ice 2.47 2.47 0.08 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 0.01 Centroid-Fa 0.000 1/2"Ice 1.31 0.04 0.02 ce 2.000 1"Ice 1.73 0.07 0.04 2"Ice 2.59 0.14 0.08 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 0.01 Centroid-Fa 0.000 1/2"Ice 1.31 0.04 0.02 ce 2.000 1"Ice 1.73 0.07 0.04 • 2"Ice 2.59 0.14 0.08 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 0.01 tnxTower• Job Page 1-5 & Highway 217 (BU 824674) 8 of 12 Project Date Tower Engineering Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 J D B Description Face Offset Offsets: Azinzuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft f2 f2 K ft ft Centroid-Fa 0.000 1/2"Ice 1.31 0.04 0.02 ce 2.000 1"Ice 1.73 0.07 0.04 2"Ice 2.59 0.14 0.08 Miscellaneous[NA 507-1] C None 0.000 98.00 No Ice 4.80 4.80 0.25 1/2"Ice 6.70 6.70 0.29 1"Ice 8.60 8.60 0.34 2"Ice 12.40 12.40 0.44 Platform Mount[LP 601-1] C None 0.000 98.00 No Ice 28.47 28.47 1.12 1/2"Ice 33.59 33.59 1.51 1"Ice 38.71 38.71 1.91 2"Ice 48.95 48.95 2.69 *** *** 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 q.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 �.�,[�`QWeY Job Page 1-5 & Highway 217 (BU 824674) 9 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 J D B Comb. Description No. 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+1.0 Eh 0 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 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 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+l.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+i.O 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+i.O 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 9Dead-1.0-Ev+1.0 Eh 330 deg Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Ll 98-63 23.684 41 2.162 0.017 L2 65.5-30.5 10.484 40 1.599 0.007 L3 34-0 2.667 40 0.727 0.002 Critical Deflections and Radius of Curvature - Service Wind tnxTower Job Page 1-5 & Highway 217 (BU 824674) 10 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6350 J D B Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 98.00 Top Hat 14"x24" 41 23.684 2.162 0.017 13379 95.50 CCISeismic Tower Section 1-1 41 22.590 2.127 0.017 13379 93.00 CCISeismic miscl Safety Line 3/8 41 21.499 2.091 0.016 13379 From 0 to 98(88ft to98ft) 88.00 CCISeismic Tower Section 1-2 41 19.336 2.018 0.014 6689 83.00 CCISeismic miscl Safety Line 3/8 41 17.218 1.940 0.012 4459 From 0 to 98(78ft to88ft) 78.00 CCISeismic Tower Section 1-3 41 15.167 1.856 0.010 3344 73.00 CCISeismic'nisei Safety Line 3/8 41 13.206 1.762 0.009 2675 From 0 to 98(68ft to78ft) 68.00 CCISeismic Tower Section 1-4 40 11.358 1.657 0.007 2236 63.00 CCISeismic Tower Section 2-1 40 9.645 1.538 0.006 2048 55.50 CCISeismic Tower Section 2-2 40 7.351 1.338 0.005 1999 53.00 CCISeismic miscl Safety Line 3/8 40 6.661 1.267 0.004 1985 From 0 to 98(48ft to58ft) 45.50 CCISeismic Tower Section 2-3 40 4.817 1.050 0.003 1944 43.00 CCISeismic'nisei Safety Line 3/8 40 4.280 0.977 0.003 1931 From 0 to 98(38ft to48ft) 35.50 CCISeismic Tower Section 2-4 40 2.901 0.767 0.002 1909 33.00 CCISeismic'nisei Safety Line 3/8 40 2.520 0.701 0.002 1968 From 0 to 98(28ft to38ft) 32.00 CCISeismic Tower Section 3-1 40 2.378 0.676 0.002 2013 25.00 CCISeismic Tower Section 3-2 40 1.547 0.507 0.001 2561 23.00 CCISeismic miscl Safety Line 3/8 40 1.354 0.462 0.001 2783 From 0 to 98(18ft to28ft) - 15.00 CCISeismic Tower Section 3-3 40 0.740 0.291 0.001 4268 13.00 CCISeismic miscl Safety Line 3/8 40 0.619 0.251 0.001 4924 From 0 to 98(8ft tol8ft) 5.00 CCISeismic Tower Section 3-4 40 0.216 0.095 0.000 12803 4.00 CCISeismic miscl Safety Line 3/8 40 0.171 0.076 0.000 12803 From 0 to 98(Oft to8ft) Maximum Tower Deflections - Design Wind Section Elevation Hort. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 L 1 98-63 100.861 4 9.226 0.073 L2 65.5-30.5 44.772 4 6.843 0.028 L3 34-0 11.403 4 3.112 0.009 -Asimimm- -AIL-- 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" 4 100.861 9.226 0.074 3293 95.50 CCISeismic Tower Section 1-1 4 96.216 9.077 0.070 3293 93.00 CCISeismic miscl Safety Line 3/8 4 91.583 8.927 0.066 3293 From 0 to 98(88ft to98ft) 88.00 CCISeismic Tower Section 1-2 4 82.400 8.619 0.058 1645 83.00 CCISeismic miscl Safety Line 3/8 4 73.405 8.290 0.050 1094 Job Page tnxTower 1-5 & Highway 217 (BU 824674) 11 of 12 Tower Engineering Project Date Professionals TEP No. 37852.255965 09:41:09 05/08/19 326 Tryon Road Raleigh,NC27603 Client Designed Phone:(919)661-6351 Crown Castle g by FAX:(919)661-6350 J D B 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 4 64.693 7.933 0.043 819 73.00 CCISeismic miscl Safety Line 3/8 4 56.359 7.535 0.037 653 From 0 to 98(68ft to78ft) 68.00 CCISeismic Tower Section 1-4 4 48.496 7.088 0.031 544 63.00 CCISeismic Tower Section 2-1 4 41.198 6.583 0.026 496 55.50 CCISeismic Tower Section 2-2 4 31.412 5.726 0.020 480 53.00 CCISeismic miscl Safety Line 3/8 4 28.466 5.423 0.018 475 From 0 to 98(48ft to58ft) 45.50 CCISeismic Tower Section 2-3 4 20.593 4.493 0.013 461 43.00 CCISeismic miscl Safety Line 3/8 4 18.295 4.182 0.012 457 From 0 to 98(38ft to48ft) 35.50 CCISeismic Tower Section 2-4 4 12.400 3.283 0.009 449 33.00 CCISeismic'nisei Safety Line 3/8 4 10.773 3.000 0.008 462 From 0 to 98(28ft to38ft) 32.00 CCISeismic Tower Section 3-1 4 10.168 2.891 0.008 472 25.00 CCISeismic Tower Section 3-2 4 6.611 2.168 0.006 600 23.00 CCISeismic miscl Safety Line 3/8 4 5.787 1.974 0.005 652 From 0 to 98(18ft to28ft) 15.00 CCISeismic Tower Section 3-3 4 3.165 1.246 0.003 999 13.00 CCISeismic miscl Safety Line 3/8 4 2.646 1.073 0.003 1152 From 0 to 98(8ft tol8ft) 5.00 CCISeismic Tower Section 3-4 4 0.921 0.406 0.001 2995 4.00 CCISeismic miscl Safety Line 3/8 4 0.732 0.325 0.001 2995 From 0 to 98(Oft to8ft) Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P„ lP„ Ratio No. P„ ft ft ft in.2 K K <Op Ll 98-63(1) TP19.071x13.75x0.188 35.00 0.00 0.0 11.012 -3.82 644.19 0.006 L2 63-30.5(2) TP23.638x18.316x0.188 35.00 0.00 0.0 13.639 -5.84 797.90 0.007 L3 30.5-0(3) TP27.9x22.731x0.25 34.00 0.00 0.0 21.940 -9.24 1184.77 0.008 Pole Bending Design Data Section Elevation Size M„,, 4M Ratio M„y 0M r Ratio No. M„ Al.,, ft kip ft kip ft �M x kip ft kip ft •MY L1 98-63(1) TP19.071x13.75x0.188 181.66 307.77 0.590 0.00 307.77 0.000 L2 63-30.5(2) TP23.638x18.316x0.188 398.74 444.88 0.896 0.00 444.88 0.000 L3 30.5-0(3) TP27.9x22.731x0.25 681.79 830.18 0.821 0.00 830.18 0.000 May 8,2019 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.255965, Order 485005, Revision 0 Page 7 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.5.0 A / / \ (PROPOSED EQUIPMENT CONFIGURATION) \ \ o (1) 5/8"TO 98 FT LEVEL 04 Q1 ' 1 ` Q3 Q2 / ' •' (OTHER CONSIDERED EQUIPMENT) (1) 1/2"TO 101 FT TOWER LIGHTING \ — / • CUMBING PEGS W/SAFETY CLIMB BUSINESS UNIT: 824674 TOWER ID: C_BASELEVEL May 8, 2019 98-ft Monopole Tower Structural Analysis Report CCI BU No 824674 TEP Project Number 37852.255965, Order 485005, Revision 0 Page 8 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 7-10 Elevation: 184.16 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.419825 Location Soil Class: D-Stiff Soil Longitude: -122.745761 67 *�ti • e tr � ' 4;Itri , ..1,/ J' rjj • •4, • , ��' _.... _ ., u,hat6 r.iaw {{ a - R ,, , • 'rF •* cortand , . ...a ! i -trio ' t., L -7,- ,-- • ilk 4• .. � Y om, - a � .1-_'-` -• N1it v _. 7/ Oak GW i5Of 0N89 I ,,,:..1. .7-11' 1 , ' jJ , ... '4 ,+ .�` �!"'.� ii E_� • (#L as �� ...;, " :,. r.,,.. � � '�,• � Tia ,e . .) xltn 4 a -' , �� I t4 Zvi.9oNMa . 1 nsHi .,, ,,,e, ulea0n cdi t. { :IACKkh+d�E.. • R• { r • i r RaRRETnuquMra,m ^- ,;" C (//,.�� * ,r . .:'t tS. LN/LLAMOTTE VALLEY' ewrtr y : • _ ... CP - . —_ � tan', i I a -- �� �_,.---..�._ ra.-...moi.... % Wind Results: Wind Speed: 110 Vmph *Washington County Requires 120 Vmph Wind Speed 10-year MRI 72 Vmph 25-year MRI 79 Vmph 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: Wed May 08 2019 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. https://asce7hazardtool.online/ Page 1 of 3 Wed May 08 2019 ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic . Site Soil Class: D-Stiff Soil Results: Ss : 0.974 Sos : 0.721 S1 : 0.422 So, : 0.444 Fa : 1.11 TL : 16 F„ : 1.578 PGA: 0.426 SMs : 1.082 PGA M : 0.457 SM, 0.665 FPS, : 1.074 la : 1 Seismic Design Category D 1 2 MCER Response Spectrum Design Response Spectrum 0 8 1 0.7 10 06 1 • 4.8 f 0.5 f 0 6 0.4 ? 04r 0.3 02 G.1 01 __ _. ._ 'maim 0 -, 16 18 0 2 10 .1 16 18 2 4 Sa(9)vs T(s) 12 Sa(g)vs T(s) Data Accessed: Wed May 08 2019 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 Wed May 08 2019 ASCE. AMERICAN SOCIETY OF CML 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: Wed May 08 2019 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 Wed May 08 2019 Monopole Base Plate Connection CROWN a„0 CASTLE Site Info BU# 824674 Site Name I-S&Highway 217 • Order# 485005 Rev.0 110, Analysis Considerations TIA-222 Revision H Grout Considered: No I,(in) 0.625 Applied Loads Moment(kip-ft) 682 Axial Force(kips) 9 Shear Force(kips) 9 *TIA-222-H Section 15.5 Applied � 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=117.84 4Pn_c=243.75 Stress Rating Anchor Spacing:6 in Vu=1.13 cl)Vn=73.13 46.1% 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): 29.92 (Flexural) Stiffener Data Allowable Stress(ksi): 45 N/A Stress Rating: 63.3% Pais Pole Data 27.9"x 0.25"18-sided pole(A607-60;Fy=60 ksi,Fu=75 ksi) CCIplate-version 3.6.0 Analysis Date:5/8/2019 Pier and Pad Foundation CROWN BU#: 824674 CASTLE Site Name: 1-5&Highway 217 App. Number: 485005 Rev.0 TIA-222 Revision: H Top&Bot.Pad Rein.Different?: (— Tower Type: Monopole Block Foundation?: f Superstructure Analysis Reactions Foundation Analysis Checks Compression,Pcomp: 9 kips Capacity Demand Rating* Check Base Shear,Vu_comp: 9 kips ---- Lateral(Sliding)(kips) 38.46 9.00 22.3% Pass Moment,M,,: 682 ft-kips Tower Height,H: 98 ft Pier Flexure(Comp.)(kip`ft) 1538.34 709.00 43.9% Pass BP Dist.Above Fdn,bpdist: 2.875 in Pier Compression(kip) 7998.24 15.79 0.2% Pass Pad Shear-1-way(kips) 233.09 71.58 29.2% 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) 2002.66 425.40 20.2% Pass Pier Diameter,dpier: 4 ft Ext.Above Grade,E: 1 ft Pier Rebar Size,Sc: 10 'Rating per TIA-222-H Section 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 Bottom of Pad 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,ccpad: 3 in Material Properties Rebar Grade,Fy: 60 ksi Concrete Compressive Strength,Fc: 4 ksi Dry Concrete Density,6c: 150 pcf Soil Properties Total Soil Unit Weight,y 115 pcf Ultimate Gross Bearing,Quit: 14.031 ksf <--Toggle between Grass end Net Cohesion,Cu: 0.200 ksf Friction Angle,yo 23 degrees SPT Blow Count,Nbiou,s: 4 Base Friction,lc: Neglected Depth,N: 2.00 ft Foundation Bearing on Rock? No Groundwater Depth,gw: 4 ft Version 3.2.0 R p Monopole Pad&Pier Foundation with Driven Piles Site Name: I-5&Highway 21.7 *Rating per TIA-222-H Site Number: BU 824674 TEP#: 37852.255965 Calcs By: AKO Date: 5/8/2019 Checked By: JDB Date: 5/8/2019 Pad Structural Check Pier Shape= Round Qty bars= 16 DPIER= 4,00 ft I' DPEe - As(inA2)= 6 79 LPIER= 3.00 ft Fy(ksi)= 60 tPAD= 2.00 ftLPIER b(in)= 126.00 DPILE= 1,00 ft d(in)= 19.50 Loc= 9.00 ft Fc(ksi)= 4 LPAD= 10.50 ft °' }van QTY piles(n)= 4 Lever Arm(ft)= 2.5 I Pile Capacity= 97.5 k(per Geotech) Max Pile Force(k)= 77.7 a= 1.77 Pu= 7.50 k tr,'L, - c= 2.08 • Mu= 727.00 k-ft • Lac J van Vu= 9.00 k 4 Mu(k-ft)= 388.6 4Mn(k-ft)= 1058.8 Lpier above grade= ft 1.2*WcoNc= 46.5 k Soil Unit Wt= psf Capacity*: 35.05x! 1.2*Wsoil= 27.0 k 0.94WcoNcuplift= 34.9 k EP= 82.4 k 0.9*Wsoil uplift= 20.2 k Pile to Pad Connection where EP=WCONL'+Wsoil+P IP uplift= 61.8 k Bar size= Driven Pile Check Qty bars= '1 R=P/n±M/✓2*Loc Fy(ksi)= As(inA2)= Tension(Tu)= 41.7 k Pile Tension Force(k)= 41.7 Compression(Cu)= 77.7 k rpTn(k)= 66.3 Capacity*: Capacity*: Cr,,, CROWN BU: 824674 Structure: A � CASTLE Order:W : 1735435 485005 Rev: 0 • Location Decimal Degrees Deg Min Sec Lat: 45.419825 © 45 25 11.37 Long: -122.745761 0 122 44 44.74 Code and Site Parameters Seismic Design Code: TIA-222-H* Site Soil: D Dense Soil/Soft Rock Risk Category: I I USGS Seismic Reference Ss: 0.9740 g Si: 0,4220 g TL: 16 s Seismic Design Category Determination sr, Importance Factor,le: 1 Acceleration-basea site coefficient,Fa: 1.1104 Velocity-based site coefficient,Fv: 1.5780 Design spectral response acceleration short period,Sos: 0.7210 g Design spectral response acceleration 1 s period,Sb1: 0.4439 g Seismic Design Category Based on Sos: D Seismic Design Category Based on S01: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category:1 D *Using ASCE 7-10 Seismic Parameters CCISeismic 3.2.3 Page 1 Analysis Date: 5/8/2019 A M CI1 c QUIRED State of Oregon nate and Reinforcing Steel [] CoConcrete Bolts Installed in Fm' Spm Mom -Res►stinconcrete 9 S Pnarnedons inforcing Steel&prestressing C3 Re' Structural Welding © t BoltingStrengli •l ugh' asonrY [- Structural M Gypsum Coe Q Reinforced ate' Concrete Pill© Insul�rngRescsti'ts�a terials Q Spray papplied Fire- pilings,Onlled piers and caissons CI CI Shotcrete and F Fxca�ation ® Special Grading OngCI . molce^Control SI Aem s S Other Inspoc`rvris