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18-103184W ff, HA� wL CITY OF 3332 n A!!!4 I Federal ZOOM,., (253) 835-7000 Way Federa www.cityoffederalway.com Centered on Opportunity Jim Ferrell, Mayor Crown Castle Andi.Saxton@crowncastle.com Andi Saxton 1505 Westlake Ave N, Suite 800 Seattle, WA 98109 RE: Permit #18-103184-OW-11 P: th T-MOBILE 600-SE04768A, 1741 S 356 St, Federal Way Criterion I rig -of-wM, substantial change means increases in the height of the tower ♦ _Its Um substantial 04W Means me "WwaW, 4 r' me 1:101 r,11L AJI lb U UMl feet, whichever is greater. StaffResponse — There are no proposed increases to height or area of base station. Criterion 2 For towers other than towers in the public substantial change involves adding an 4ppitrienanct to the body Df the t6w�r that would protrude from the edge of the tower more than 20 feet, or iliore than the width of1he tower SITUOIM k ft level of the Appurtenance, whichever is greater; for -s s-,conge involves addiutw urtenance to the body of the gtructutolhat would protrude from the edge of the structure by more than six feet. StaffResponse — There is no proposed increase to the width of the tower. Criterion 3 For any eligible support strUPtUTP, substantial bliange involves installation of more than the standard teclivol not to exceed four cabinets; or, for lie t1i e 10 involved, but Ms. Saxton August 7, 20 18 Page 2 towers in the public rights -of -way and base stations, substantial change involves installation of any new equipment cabinets on the ground if there are no pre-existing ground cabinets associated with the structure, or else involves installation of ground cabinets that are more than 10 percent larger in height or overall volume than any other ground cabinets associated with the structure. I &affResponse — No new equipment cabinets are proposed. Criterion 4 Substantial change entails any excavation or deployment outside the cur -rent site. Staff Response — There is no excavation or equipment installation proposed outside of the current site of the tower. Criterion 5 Defeating the concealment elements of the eligible support structure would be classified as substantial change. IIIIHIMININ NEWSR• OOM,!! i....ii• I Criterion 6 Substantial change does not comply with conditions associated with the siting approval of the construction or modification of the eligible support structure or base station equipment; provided, however, that this limitation does not apply to any modification that is noncompliant only in a manner that would not exceed the thresholds identified above. Staff Response — The proposal does not violate any known conditions associated with prior approvals of the tower or site. Closing This decision shall not waive comj2liance with future Ci.� of Federal Way co es, ol' 'es and standarl taken within one year, this decision will expire. A one-year extension of time may be granted only if a written request is submitted to the City's Department of Community Development at least 3 0 days prior to the expiration of the decision. 18-103184-00-LJP Doc, I D, 78113 if you have any questions regarding this decision, please contact Riley Bushnell, Planning Intern, at 25 3 - 83 5-2622, or riley.bushnell@cityoffederalway.com. Sincerely, 1k, (Q4 Robert "Doe" Hansen Planning Manager Doe. LD, 78113 18-103184-00-UP MASTER LAND RECEIVED ,CITY OF USE APPLICATION Federal Way DEPARTMENT OF COMMUNM JUL 19 2018 CITY OF FEDERAL WAY APPLICATION No(s) 00 o P Date COMMUNrTY DEVELOPMENT' Project Name 880306 T-Mobile 600- SE04768A - R&LiqLe—a—rinA Parcel Number(s) 282104-9178 Project Description T-Mobile L600 proposes to Replace (3) Antennas; Replace (5) RRUs; Remove (8) Diplexers; Add (16) Diplexers-- Remove (6) Coax. *Add (1) AMOB, (2) ASIA, and (4) ABIAs in FCOA. 'LEASE FWIN I Type of Permit Required Annexation Binding Site Plan Boundary Line Adjustment Comp Plan/Rezone Land Surface Modification Lot Line Elimination Preapplication Conference X Process I (Director's Approval) Process 11 (Site Plan Review) Process III (Project Approval) Process IV (Hearing Examiner's Decision) Process V (Quasi -Judicial Rezone) Process VI SEPA w/Project SEPA Only Shoreline: Variance/Conditional Use Short Subdivision Subdivision Variance: Commercial/Residential CE-lComn-Lercial Enter Rrise)_Zoning Designation Commercial Comprebensive Plan Designation N/A Value of Existing Improvements $45,000 Value of Proposed lmrgjm� International Building Code (113 Q: Occupancy MM= Name: T-Mobile submitted by Andi Saxton, Crown Castle Address: 1505 Westlake Ave N, Suite 800 City/State: Seattle, WA Zip: 98109 Phone: 206-336-2867 ,P.-. Agent (if different than Applicant) Name: Andi Saxton, Crown Castle, on behalf of T-Mobile Address: 1505 Westlake Ave N, Suite 800 City/State: Seattle, WA Zip: 98109 Phone: 206-336-2867 Fax: Email: Andi.Saxton@cro-A,iicastle�com Signature: Owner Name: Russell R Lloyd Address: PO Box 1046 City/State: Auburn, WA Zip: 98071-1046 Phone: Fax: Email: Signature, See _Attached tulletin #003 — January 1, 2M k:\Handouts\Master Land Use Application November 6, 2015 Russell R Qoyd PO Box 1046 Auburn, WA 9807 Dear Mr. Lloyd, r U-L"U"L subleases Castle con VIA LISPS/Email: pi . —ran. rici & rLiss@rlclearing.com 6tg Way, WK9860-9 as Amended "Lease7 315620 I ,, ('Spri.nto) and Global Signal Acquisitions 11 LLC ("GSA"), GSA e that is subject to the Lease on behalf ofSprint. GSA is a Crown ,Arner and operator of shared wireless U)"'Inu-nication facilities. amount of towers in an area where a Lease is located, and/or 'P-11,T-I-;I-'-equipment the wireless communication improve the financial x1ability of a Me, uz�A Plans W Motu facility. sprint has authorized GSA to contact you and request consent to the modification of t1le existing equipment. Pursuant to Exhibit C of your Lease, Sprint is required to obtain your count. Therefore, GSA, on behalf of od Sprint, respectfully requests your consent to this m ification. If Owner does not respond in writing within io days following request for approval, such request will be Please indicate your consent by execu ti119 this letter where indicated below and return one original of same to the address indicated above. A prepaid envelope is included for your convenience. If you have any questions concerning this issue, please contact me at (2o6)336-2883 or sarah.amold@crownmtle.com. Sincerely, a—% Agreed and ae, tedthidday of 2015 e Vll� 4(ssor'ssignature) The Foundation for a Wireless World. CrownCastle.com RECEIVED RECEIVED JUL 19 2018 CITY OF FEDERAL WA Y Date: June 18, 2018 COMMUNrTY DEVELOP E Katie Stana Tower Engineering Professionals Crown Castle 326 Tryon Road 2055 S. Stearman Drive Raleigh, NC 27603 Chandler, AZ 85286 (919) 661-6351 Subject: Structural Analysis Reporl Carrier Designation: T-Mobile Co -Locate Carrier Site Number: SE04768A Carrier Site Name: N/A Crown Castle Designation: Crown Castle BU Number: 880306 Crown Castle Site Name: 15AND18 Crown Castle JDE Job Number: 486242 Crown Castle Work Order Number: 1586820 Crown Castle Order Number: 427358 Rev.0 Engineering Firm Designation: TEP Project Number: 46166.159176 Site Data: 1741 S 356th St, Federal Way, King County, WA 98003 Latitude 470 16'57.17", Longitude -1220 18'39.64" 148 Foot - Self -Supporting Tower Dear Katie Stana, Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 1203264, in accordance with order 427358, revision 0. 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: LC7: Existing/Reserved + Proposed Equipment Note: See Table I and Table 11 for the proposed and existing/reserved loading, respectively. M this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of provid professional services to you and Crown Castle. If you have any questions or need further any other projects please give us a call. ii Structural analysis prepared by: Matthew Fry E.I.T. / KEH 0 0 1�110 14 Respectfully submitted by: r.V;A vz A� Ronald E. Glover, P.E., S.E. MEMEMOM 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing/Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower 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 7.0.5.1 June 18, 2018 148-ft Self -Supporting Tower Structural Analysis Report CCI BU No 880306 TEP Project Number 46166.159176, Order 427358, Revision 0 Page 3 1) INTRODUCTION This tower is a 148-ft self-supporting tower designed by Rohn in September of 1998. The tower was originally designed for a wind speed of 90 mph per TINEIA-222-F for the appurtenances listed in Table 3. TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA The analysis has been performed in accordance with the ANSI/TIA-2-22-G-2-2009 Strgetu rat Standard —for Antenna, Suppoqi,ng- Structures and Antennas — Addendum 2 using a nominal 3-second gust wind speed of 85 mph with no ice, 30 mph with 0.25 inch ice thickness, and 60 mph under service loads with the following design criteria: L Type f Analysis: Rigorous Structural Analysis , _ _ Classification of Structure: Class 11 Eoo gLq Category: Exposure C Category I Earthouake Cateoorv: Does Not Control Earthquake effects must be considered for Class 11 and III structures per the Washington Administrative Code, Chapter 51-50 Section 3108. (Site Location Ss = 1.278). See "Appendix C - Additional Calculations" Table 1 - Proposed Antenna and Cable Information Center� Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 114.0 114.0 2 Nokia FRIG 112.0 16 Commscope F—ECC1920-VPUB —Com 111.0 mscope �,!FFHH-65C-�R3w/ Mount Pipe L 111-0 AHLOA�� Notes- 1 ) See "Appendix B - Base Level Drawing" for assumed feed line configuration. tnxTower Report - version 7.0.5.1 June 18, 2018 148-ft Self -Supporting Tower Structural Analysis Report CCI BU No 880306 TEP Project Number 46166.159176, Order 427358, Revision 0 Page 4 Center Number Number, Feed Mounting Line lAntenna Line Not Man ufacturer of uf Ctu Antenna Model of Feed Li Level (ft) Elevation Antennas ManufacturLerfi Lines Size (in) H (ft) 6 1 Kathrein 742-265 wl Mount Pipe 2 Raycap DC6-48-60-18-8F 125.0 6 Lucent LG P21401 1 Rosenberger FB-1 5-ABOX 18 1-5/8 Leoni 4 3/4 122.0 3 Alcatel Lucent 3JR52703AAAA w/ Mount Pipe 2 3/8 1 124.0 3 Andrew SBNHH-1 D65C 1 5/16 3 Alcatel Lucent j 9442 R 2 3 Alcatel Lucent RRH4X25-B30 1F— Tower Mounts Pipe Mount [SM _601-3] 122,0 —1 Tower MountsSector Mount [SM 501-3] . .... Raycap RNSNDC-7771-PF-48 116.0 116.0 1-1/4 1 1 Nokia FHFB 114.0 114.0 3 Nokia FRIG 1 3 Nokia FHFB Nokia FHFB 114,0 1 i 1 1 HBXX-3319DS-A2M 112.0 6 Commscope wl Mount Pipe 6 1-5/8 1 8 Commscope ECC1920-VPUB 111.0 3 Commscope TMAT1 921 B78-21 A F-1-3 Commscope-1 SBNH-1D65Cw/ Mount Pipe 111.0 8 Commscope E_—CBC1921Y-DS-2X 3 1-5/8 3 F —1 Nokia FRIJ 3 7/8 1 Tower Mounts Sector Mount [SM 501-3] 2 Raycap RNSNDC-7771-PF-48 2 1-3/5 1 108.0 108.0 Nokia FRLB 3 0 7-0 107.0 —Nokia FRIG Nokia FHFB 105.0 105.0 Nokia FRIJ 3 7— 93.0 6 Decibel DB844H90E-XY 91.0 w/ Mount Pipe 6 7/8 1 ---9-J—.oF —2 Tower Mounts Sector Mount [SM 601 -1 Trimble ACUTIME 2000 w/ Mount Pipe 1/2 1 79.0 79.0 T Towermounts- Side Arm Mount [SO 701-1] F Trimbmm le ACUTIME 2000 w/ Mount Pipe 1/2 1 62.0 62.0 Tower Mounts Side Arm Mount [SO 701 -1 1 Tower Mounts Side BUrm Mo 1 37.0 37.0 —J 1— —.— dotes: 1) Existing equipment 2) Reserved equipment 3) Existing equipment to be removed; not considered in this analysis 148-ft Self -Supporting Tower Structural Analysis Report TEP Project Number 46166.159176, Order 427358, Revision 0 June 18, 2018 CCI BU No 880306 Page 5 149.0 149.0 12 D _AP A 58010 12 1-5/8 1 E35. 0 135.0 9 Swedcom SP 9014-DIN F 9 1-5/8-5/8 �F_ 2T9 12 125.0 125.0 F::1:2�1 �RFS APL199016-2TO 12 F —1-5/E8 9 Sw com ALP921 2 1-5/8 115.0 T 115.0 9 Swedcom ALP9212 I Geotechnical Report Tower Engineering Professionals 1990630 CCISites Tower —Foundation Drawings Rohn 1961347 CCISites _Tow�erManufaacturer Drawings Rohn 1961340 CCISites 3.11) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected outputfrom the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and foundation were built in accordance with the manufacturer's specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and "Appendix B — Base Level Drawing". 4) All tower components are in sufficient condition to carry their full design capacity. 5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carder or tower owner to ensure conformance. 6) 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 analyze antennas supporting mounts as part of this structural analysis report. 7) The existing base plate grout was not considered in this analysis This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.5.1 ' June t8,20/8 /48'ftSelf-Supporting Tower Structural Analysis � QJBUNo�D�0�epo 7E9Project Number 48166./59176, Order 427358,Revision 0 Page 4)ANALYSIS RESULTS Table - 5 Section Capacit (Summary) Pass ecti Elevation (ft) Component Size Critical P (K) (Ppallow (K) C, 140. Type Element pacity Fa NO 483 52.1 Pass 45.4 Pass —5 Pass Summary Leg (T7) 57.8 Pass Diagonal (T5) 66.9 Pass Top Girt (T1) 14.3 Pass Bolt Checks 0 E2 P ass s RATING 66.9 Pass F- --J Table 6 - Tower Component Stresses vs. Capacity - LC7 -T Component Elevation (ft) 0 Capacity Pass Fail Anchor Rods 52.8 Pass Base Foundation Soil Interaction 53.7 Pass Base Foundation Structural 6.0 Pass Notes: 1) See additional documentation m"Appendix c Additional Calculations" for calculations supporting the % capacity listed. 4.1) Recommendations 1 h described i Tables1 d2ofthi report, 'Y\ppendixB—Base Level ' Drawing" or the provisions of this analysis are found to be invalid, another structural analysis should baperformed. 2) The tower and its foundation have sufficient capacity to carry the proposed load configuration. .." modifications ,~are required _~ this —time - 148-ft Self -Supporting Tower Structural Analysis Report TEP Project Number 46166.159176, Order 427358, Revision June 18, 2018 CCI BU No 880306 Page 7 tnxTower Report - version 7.0.5.1 M 120 I vil 9 1 a TTMMMM�� MAT EMAL-ST-RENGTH TOWER DESIGN NOTES 1. Tower is located in King County, Washington, 2' Tower designed for Fxosute C to the TtA*92-G, Standard. 3. Tower designed for a 85 mgh basis wind macoord-ance With the TIA-222-G Standard. 4. Tower is also dezngnvd for a 30 mph basiewind Mh 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class It. 7. Topographic Category I with Crest Height of 0.00 ft 8, TOWER RATING: 66.9% ALL RE4C770NS ARE FACTORED MAX CORNER REACT70ASATBASE: DOWN., 210K SHEAR., 23 K UPLJFT -177K SHEAR." 20 K AXIAL 63K ENT 4K MW 390 wp-ft TORQUE 2 kip-ft 30 mph WIND - 0.250 in ICE AXIAL 40K SHE4 A40MENT 37K_L_ 3231 Wp-ft TORQUE20kip-ft REAC77ONS - 85 mph WIND Tower Engineering Professionals 1 326 Tryon Road kll- : "Ifmt TEPNa 461W. 159176 Raleigh, NC 27603 Crown Castle eW k.;c�iness IF4 ui—nm P.I—w� Phone: (919) 661-6351 IA-222-G FAX: tnxTower Job 15AND18 (BU 880306) Page 1 of 25 Tower Engineering Project Date TEP No. 46166.159176 07:55:34 06/18/1 8 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoLiness�j FAX.- (919) 661-6350 ToWe11r_1MWData The main tower is a 3x free standing tower with an overall height of 148.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.65 ft at the top and 18.99 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. Basic wind speed of 85 mph. Structure Class 11. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 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. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute: Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC.6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets tnxTower 'i Job Tower Engineering Project Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 FAX.- (919) 661-6350 �1111rlrlm Leg C Ez: ::i !'•, HAMI• f i �Irfel [076MMM Wind 180 / A \ z Leg B 01.1c, , Face C Wind Normal Tower Section GeometrV I Page I araw Designed by khoiness Tower Tower Assembly Description Section Number Section Section Elevation Database Width Of Length Sections ft rt TI 148.00-140,00 6.65 1 8.00 T2 140.00-120.00 6.69 1 20.00 T3 120.00-100-00 6.72 1 20.00 T4 100.00-80.00 8.76 1 20.00 T5 80.00-60.00 10.83 1 20.00 T6 60.00-40.00 12.92 1 20.00 T7 40.00-20.00 14.85 1 20.00 T8 20.00-0.00 16.99 1 20.00 Tower Section Geometry Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in - T 1 148.00-140.00 4.00 X Brace No No 00000 0.0000 T2 140.00-120.00 4.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 5.00 X Brace No No 0.0000 0.0000 T4 100,00-80.00 6.67 X Brace No No 0.0000 0.0000 T5 80.00-60.00 6.67 X Brace No No 0.0000 0.0000 T6 60.00-40.00 6.67 X Brace No No 0.0000 0.0000 T7 40,00-20.00 10.00 X Brace No No 0.0000 0.0000 WxTower Job Tower Engineering Project Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 FAX.- (919) 661-6350 aim I Designed by khoiness Mi Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End fr Panels in in Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 148.00-140.00 Pipe ROHN 2.5 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 A36 (50 ksi) (36 ksi) T2 140.00-120.00 Pipe ROHN 3 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 A36 (50 ksi) (36 ksi) T3 120-00-100-00 Pipe ROHN 3.5 EH A572-50 Single Angle L 2 x 2 x 1/4 A36 (50 ksi) (36 ksi) T4 100.00-80-00 Pipe ROHN 4 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 A36 (50 ksi) (36 ksi) T5 80.00-60,00 Pipe ROHN 5 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 A36 (50 ksi) (36 ksi) T6 60.0040.00 Pipe ROHN 6 EHS A572-50 Single Angle L 3 x 3 x 1/4 A572-50 (50 ksi) (50 ksi) T7 40.00-20.00 Pipe ROHN 6EH A572-50 Single Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) (50 ksi) T8 20.00-0.00 Pipe ROHN 8 EHS A572-50 Single Angle L 4 x 4 x 1/4 A572-50 (50 ksi) f50 k Tower Section GeometrV f6ontV Tower Top Girt Top Girt Fb� Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade T1 148.00-140.00 Equal Angle L2x2x1l8 A36 Single Angle A36 T3 120.00-100.00 Equal Angle L2x2xl/8 A36 Single Angle A36 (36 ksi) (36 ksi) Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. "—"WeightMult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants fr T1 ft2 0.00 in 0.2500 A36 1.03 L05 in 36.0000 In 36,0000 in 36.0000 148.00-140.00 T2 0.00 0.2500 (36 ksi) A36 1.03 L05 36,0000 36.0000 36-0000 140.00-120.00 T3 0.00 0.2500 (36 ksi) A36 1.03 I 1.05 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) Page tnxTower Job 15AND18 (BU 880306) 4 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road - Raleigh, NC 27603 Client Designed by Phone. - (919) 661-6351 Crown Castle khoiness ___ L FAX: (919) 661-6350Tower . .. . ..... Gusset Gusset Gusset Grade Adjust Factor Adjust, Weight Mult. Double Angle DoubleAngle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants 7. T4 0.00 in 0.2500 A36 1.03 1 1.05 in 36.0000 in in 36.0000 36.0000 100.00-80.00 T5 80.00-60.00 0.00 0.2500 (36 ksi) A36 1.03 1.05 36.0000 36.0000 36.0000 T6 60.00-40.00 0.00 0.3750 (36 ksi) A36 1.03 1.05 36.0000 36.0000 36.0000 T7 40.00-20.00 0.00 0.3750 (36 ksi) A36 1.03 1.05 36.0000 36.0000 36.0000 T8 20-00-0-00 0.00 0.3750 (36 ksi) A36 1.03 1 1.05 36.0000 36.0000 36.0000 (qr L-;) WVMIMI' •Iirn K Factors' Tower Cale Cale Legs x K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds x x x x x x x y y y y y y y ft T1 Yes Yes 148.00-140.00 T2 yes Yes 140.00-120.00 T3 Yes Yes 120.00-100-00 T4 Yes Yes 100.00-80.00 T5 Yes Yes 80.00-60.00 T6 Yes Yes 60,00-40.00 T7 Yes Yes 40.00-20.00 TS 20.00-0-00 Yes Yes innerNote: Kfactors are applied to member segment lengths. K-braces without supporting members will have the Kfactor in the out -of -plane direction applied to the overall length. Tower Section Geomet Tower Leg Diagonal T 7agon a I Bottom Girt Mid GirtTLong Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U U Net U Net - N U U Net U I Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 148.00-140.00 T2 0.0000 1 0.0000 0,75 0.0000 0.75 0.0000 0.75 0-0000 0.75 00000 0.75 0.0000 0.75 140.00-120.00 Job Page tnxTower 1518 (BU 880306) 5 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC 2 7603 client Designe:dby Phone: (919) 661-6351 Crown Castle khoi�n:essA 10i FAX: (919) 661-6350 Tower Leg --7.g-on.I --Fop -Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in m T3 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 035 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0,0000 0.75 100.00-80.00 T5 80.00-6014 0.0000 1 0.0000 0.75 0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 -4 T' '0 0' 0 - 0 0 00'0 1 00000 0 75 00000 075 075 00 00000 000 - 07 0-'o 0 0 75 00000 0.75 T7 4 00-20 00 00000 1 0 00000 - d 75 0- 000 0.75 75 00000 0 0000 0.75 Id 0.75 00 0 0 J____ 0 75 0-00 d75 10000000 .0 00 T 820 �00 0000 1 0. 0000 0 75 00000 0 75 0 0 00000 75 0 0 d 0 75 0000000 d75 0 75 Tower Section Geometry Lcontg�'_ Tower Leg Leg Diagonal Top Girt li Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No, [Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.7500 4 0.6250 1 0.6250 1 0.0000 0 0.6250 0 0,0000 0 0.6250 0 148.00-140.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.8750 4 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 140.00-120.00 A325N A325N A325X A325N A325N A325N A325N T3 Flange 0.8750 4 0.6250 1 0.6250 1 0,0000 0 0.6250 0 0.0000 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 1.0000 4 0.6250 1 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 100.00-80.00 A325N A325N A325X A325N A325N A325N A325N T5 80.00-60.00 Flange L0000 6 0.6250 1 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325N A325N A325X A325N A325N A325N A325N T6 60.00-40.00 Flange 1.0000 6 0.7500 1 0.0000 0 0.0000 0 0.7500 0 0.0000 0 0.6250 0 A325N A325N A325X A325N A325N A325N A325N T7 40.00-20.00 Flange 1.0000 8 0.7500 1 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325N A325N A325X A325N A325N A325N A325N T8 20.00-0.00 Flange 1.0000 0 0.7500 1 0.0000 0 0.0000 0 0.7500 0 0.0000 0 0.7500 0 A354-B C A325N A325X A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Fla! Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter 1&2� ft in (Frac FW - Row in in in Climbing C No Af (CaAa) 148.00 - 0-00 -5.0000 0.45 1 1 3.0000 3.0000 4.00 Ladder (Af) Safety Line B No Ar (CaAa) 148.00 - 0.00 -5,0000 0.45 1 1 0.3750 0.3750 0,22 3/8 ***A Face**** Feed Line A No Af (CaAa) 70,00-0.00 0,0000 0 1 1 3.0000 3.0000 4.00 Ladder ***B Face*** LDF7-50A(I- B No Ar (CaAa) 122.00 - 0.00 0.0000 0.4 18 6 1.0000 19800 0.82 Job Page tnxTower 15AND1 8 (BU 880306) 6 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road -L- Raleigh, NC 27603 Client b Designed y Phone: (919) 661-6351 Crown Castle khoiness ] FAX. (919) 661-6350 _J Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter LOS ft in (Frac FW) Row in in in if 5/8") FB-L98-002- B No Ar (CaAa) 122.00 - 0.00 MOM 0.37 3 2 3.0000 0.3937 0.06 XXX( 3/8") 1.0000 WR-VG86T( B No Ar (CaAa) 122.00 - 0.00 9.0000 0.41 4 4 2.5000 0.7560 0.53 314) 1.0000 LDF7-50A(I- B No Ar (CaAa) 111.00 - 0.00 0.0000 0.32 6 2 2.0000 1.9800 0.82 5/8") 1.0000 ASU9325TYP B No Ar (CaAa) 108.00 - 0.00 0.0000 0.29 2 2 1.5000 1.5840 1,61 01(1-3/5) 0.5000 ASU9323TYP B No Ar (CaAa) 116.00 - 0.00 0.0000 -0.05 1 1 0.5000 1.2400 1.05 01(1-1/4) Feed Line B No At (CaAa) 122.00 - 0.00 0.0000 0.33 1 1 3.0000 3.0000 4.00 Ladder ***C Face*** Feed Line C No Af (CaAa) 147,00 - 0.00 0.0000 -0.4 1 1 3.0000 3.0000 4.00 Ladder LDF5-50A(7/ C No Ar (CaAa) 91.00-0.00 0.0000 0.36 6 6 0.5000 1.0900 0.33 8") LDF4-50A(l/ C No At (CaAa) 37.00-0-00 0.0000 0.25 3 2 1,0000 0.6300 0.15 2") 0.5000 LDF4-50A(I/ C No Ar (CaAa) 62.00 - 37.00 0.0000 0.25 2 2 1.0000 0.6300 0.15 2") 0.5000 LDF4-50A(I/ C No Ar (CaAa) 79.00 - 62.00 0.0000 0.25 1 1 1.0000 0.6300 0,15 2") 0.5000 Feed Line C No Af (CaAa) 91.00-0.00 0.0000 0.4 1 1 3.0000 3,0000 4.00 Ladder Step Pegs A No Ar (CaAa) 40.00-0.00 0.0000 0.5 1 1 0,7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Step Pegs B No Ar (CaAa) 148.00 - 0.00 0.0000 0.5 1 1 0.7500 0,7500 0.17 (3/4" SR) 7-in. w/30" step Step Pegs C No Ar (CaAa) 40.00-0.00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step TYPE C No Ar (CaAa) 148.00 - 0.00 0.0000 -0.32 4 3 0.5000 1.5700 0.80 3(1-9/16) Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg -- ------- t if Feed Line/Linear Appurtenances Section Areas Page tnxTower Job 15AND18 (BU 880306) 7 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road A Raleigh, NC 2 7603 Client Designed by Phone- - (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 fil rt, K T1 148.00-140.00 A 0.000 0.000 0.000 0,000 0 B 0.000 0.000 0.900 0.000 0 C 0.000 0.000 12.524 0.000 0 T2 140.00-120.00 A 0.000 0,000 0,000 0.000 0 B 0.000 0.000 11.219 0.000 0 C 0.000 0.000 32.560 0.000 0 T3 120.00-100M A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 109,527 0.000 1 C 0.000 0.000 32.560 0.000 0 T4 100.00-80.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 45.254 0.000 0 T5 80.00-60.00 A 0.000 0.000 5.000 0.000 0 B 0,000 0.000 124.516 0.000 1 C 0.000 0.000 56.963 0.000 0 T6 60.00-40.00 A 0.000 0.000 10,000 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 58.160 0.000 0 T7 40,00-20.00 A 0.000 0.000 11.500 0.000 0 B 0.000 0.000 124.516 U00 I C 0.000 0.000 60.731 0.000 0 T8 20.00-0.00 A 0.000 0.000 11.500 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 60.920 0.000 0 reas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Lee in ftzft, I f12 fj2 K TI 148.00-140.00 A 0.579 0.000 0.000 0.000 0.000 0 B 0.000 0.000 2.754 0.000 0 C 0.000 0.000 17.617 0.000 0 T2 140.00-120.00 A 0.573 0.000 U00 0.000 0.000 0 B 0.000 0.000 15.561 0.000 0 C 0,000 0.000 45.494 0.000 0 T3 120.00-100.00 A 0.564 0.000 0.000 0.000 0.000 0 B 0.000 0.000 122.265 0.000 2 C 0.000 0.000 45.352 0.000 0 T4 100.00-80.00 A 0.553 0.000 0.000 0,000 0.000 0 B 0.000 0.000 145,577 0.000 2 C 0.000 0.000 66.174 0.000 1 T5 80.00-60.00 A 0.539 0.000 0.000 6.078 0.000 0 B 0.000 0.000 144.442 0.000 2 C 0.000 0.000 86.846 MOO I T6 60.00-40.00 A 0.521 0.000 0.000 12.085 0.000 0 B 0.000 0.000 142.967 0.000 2 C 0.000 0.000 91.815 0.000 1 T7 40.00-20.00 A 0.495 0.000 0,000 15.462 0.000 0 B 0.000 0.000 197.814 0.000 2 C 0.000 0.000 94.633 0.000 1 T8 20.00-0.00 A 0.444 0.000 0.000 15.050 0.000 0 B 0.000 0.000 190.188 0.000 1 C 0.000 0.000 93.014 0.000 1 do Page tnxTower of 25 15A 1 ( 030) Tower Engineering Project Date Professionals TEP o. 46166.159176 7:5:3 06/1/18 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919)661-6351 Crown Castle khoiness FAX: (919) 661-6350 r Section Elevation CPX CPZ CPX CPZ Ice Ice ft 8n !''!i'.: in in T1 148.00-140.00 1.2977 2.9547 1.0381 3.2735 T2 140.00-120.00 2.2226 3.0992 2.0157 3.4816 T3 120.00-100.00 6.6957 3.4171 6.4660 3.5532 T4 100.00-80.00 7.0227 4.5150 6.4804 4.8366 T5 80.00-60.00 6.4913 5.3207 5.4927 5.7597 T6 60.00-40.00 6.6231 5.6804 5.4707 6.0889 T7 40.00-20.00 7.2340 6.4428 6.1971 7.2144 T8 20.00-0.00 7.6017 6.8542 6.5376 7.8184 Tower Feed Line Description Feed Line K. K. Section I Record No. Segment Elev. _- No Ice Ice TI ) Climbing Ladder (Af) 140.00- 0.6000 0.60DO 148A0 TI 2' Safety Line 3/8' 140.00- 0.6000' 0.6000 148.00 TI 20' Feed Line Ladder 140.00 0.l)000 0.6000 147.00' T1 29 Step Pegs (3/4" SR) 7-in.' 140.00 0.6000 0.6000'. w/30" step' 148.00' TI 37' TYPE3(1-9/16) 140.00- 0.6000' 0.6000 148.00 2 1 Climbing Ladder (At)' 120.00 - 0.6000 0.6000 140 00 T2' 2' Safety Line 318 120.00 - 0.6000 0.6000 140,00' T2 7' LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 122.00 T2 8' FB-L98-002-XXX(3/8") 120.00 -' 0.6000 0.6000 122.00 T2 9 -VG86T(3/4) 120.00 - 0 6000 ' 0.6000 122.00 T2' 16 Feed Line Ladder 120.00 - 0.6000' 0.6000 122.00 T2 20 Feed Line Ladder 120.00 - 0,6000 ' 0.6000 I 140.00' T2 29' Step Pegs (3/4" SR) 7-in. 120.00 0,6000 0.6000 w/30" step' 140.00' T2 37 TYPE 3(1-9/16) 120.00 - 0.6000' 0.6000' 140.00 T3 1' Climbing Ladder (Al) 100.00 - 0,6000. 0.6000' 120.00 T3 2 Safety Line 3/8 100.00 . 0.6000 0,6000 120M' T3 7 LDF7-50A(1-5/8") 100.00-' 0.6000 0,6000' t 20.01) T3' 8 FB-L98-002-XXX( 3/8 °) 100.00 0.6000 0.60O() 120.00' T3 9 WR-VG86T(3/4) 100.00 - 0,6000' 0.6000 120.00 T3 10 LDF7-50A(I-5/8") 100.00 - 11.6000 0.6000_ Page tnxTower Job 15AND18 (BU 880306) 9 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road -A --------------------------- A Raleigh, NC 27603 Client Designed by Phone-- (919) 661-6351 Crown Castle khoiness .- FAX(9)9) 661-6350 Tower li Feed Line Description Feed Line K K. Section Record No. SegmentElev. , No Ice li Ice 111,00 T3 13 ASU9325TYP01(1-3/5) 100.00- 0000 0,6000 108.00 T3 15, ASU9323TYP01(1-1/4) 100.00- 0,6000 0000 116.00 T3 16 Feed Line Ladder 100.00- 0.6000 0000 120M T3 20 Feed Line Ladder 100.00- 0.6000 0,6000 120.00 T3 29 Step Pegs (3/4" SR) 7-in. 100.00- 0,6000 0.6000 w/30" step 120.00 T3 37 TYPE 3 (1-9/16) 100.00- OMOO 0.6000 120.00 T4 I Climbing Ladder (Af) 80.00 - 100.00 0.6000 0,6000 T4 2 Safety Line 3/8 80.00 - 100,00 0.6000 0.6000 T4 7 LDF7-50A(1-5/8") 80.00 - INWO 0.6000 0.6000 T4 8 FB-L98-002-XXX(3/8") 80-00 - 100-00 OMOO 0.6000 T4 9 WR-VG86T(3/4) 80.00 - 100-00 0.6000 0,6000i T4 10 LDF7-50A(1-5/8") MOO - 100-00 0.6000 0M00' T4 13, ASU9325TYP01(1-3/5) 80-00 - 100-00 0.6000 0.6000 T4 15 ASU9323TYP01(1-1/4) 80.00 - 100,00 0.6000 0,6000 T4 16 Feed Line Ladder 80.00 - 100.00 0,6000 0.6000 T4 20 Feed Line Ladder 80.00 - 100.00 0,6000 0.6000 T4 22 LDF5-50A(7/8") 80.00 - 91-00 0,6000 0.6000 V 26 Feed Line Ladder 80.00 - 91-00 0,6000 0.6000 T4 29 Step Pegs (3/4" SR) 7-in. 80.00 - 100M 0000 0.6000 w/30" step V 37 TYPE 3(1-9/16) 80.00 - 100.00 0.6000 0,6000 T5 I Climbing Ladder (At) 60.00 - 80-00 0.6000 0000 T5 2 Safety Line 3/8 60.00 - 80-00 0,6000 04000 T5 5 Feed Line Ladder 60-00 - 70.00 0.6000 0.6000 T5 7 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 OMOO T5 8 FB-L98-002-XXX( 3/8 ") 60.00-80.00 0.6000 0.6000 T5 9 WR-VG86T(3/4) 60.00 - 80.00 0.6000 0,6000 T5 to LDF7-50A(1-5/8") 60.00-80.00' 0,6000 0.6000 T5 13 ASU9325TYP01(1-3/5) 60.00 - 80.00 0,6000 0.6000 T5 15 ASU9323TYP01(1-1/4) 60.00 - 80.00 0,6000 0.6000 T5 16 Feed Line Ladder r 60.00 - 80.00 0.6000 0.6000 T5 20 Feed Line Ladder 60.00 - 80.00 0.6000 0000 T5 22 LDF5-50A(7/8") 60.00 - SOM 0.6000 0.6000 T5 24 LDF4-50A(1/2") 60.00 - 62.00 R6000 0.6000 T5 25 LDF4-50A(1/2") 62.00 - 79.00 OMOO 0,6000 T5 26 Feed Line Ladder 60.00 - 80.00 0.6000 0,6000 T5 29 Step Pegs (3/4" SR) 7-in. 60.00 - 80.00 0.6000 0.6000 w/30" step T5 37 TYPE 3(1-9/16) 60.00 - 80.00 0.6000 0.6000 T6 I Climbing Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 2 Safety Line 318 40.00 - % 00 0.6000 0.6000 T6 5 Feed Line Ladder 40.00 - 60.00 0,6000 0.6000 T6 7 LI)F7-50A(I-5/8") 40.00 - 60.00 OMOO 0.6000 T6 8 FB-L98-002-XXX( 3/8 ") 40.00 - 60.00 OAMO 0.6000 T6 9 WR-VG86T(3/4) 40,00 - 60.00 OkOOO 0A000 T6 10 LDF7-50A(I-5/8") 40.00 - MOO 0,6000 0,6000 T6 13 ASU9325TYP01(1-3/5) 40.00 - 60.00 0.6000 0-6000 U 15 ASU9323TYP0I(I-1/4) 40.00 - 60.00 0,6000 0K6000 T6'16 Feed Line Ladder 40-00 - 60.00 0.6000 0.6000 T6 20 Feed Line Ladder 40.00 - 60.00 0.6000 0A00 T6 22 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0-6000 T6 24 f, LI)F4-50A(1/2") 40.00 - 60.00 0.6000 0.6000 T6 26 Feed Line Ladder 40.00 - 60.00 0.6000 0.6000 T6 29 Step Pegs (3/4" SR) 7-in. 40.00 - 60,001 0.60001 0.60001 w/30" step Job taxTower 15AND18 (BU 880306) Page 10 of 25 Project Tower Engineering TEP No. 46166.159176 Date 07:55:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khotness FAX: (919� 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Ho rz Adjustment Front Side Leg Lateral Vert ft ft K ft ft 1/2" x TLRod A From Leg 0.50 0.0000 148.00 No Ice 0.15 0.15 0 Page InxTower Job 15AND18 (BU 880306) 11 of 25 Project Date Tower Engineering TEP No. 46166-159176 07:55:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness 1 FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Ho rz Adjustment Front Side Leg Lateral Vert ft ft K ft ft 0.00 1/2" lee 0.46 0.46 0 1.50 *147* RRH-P4 A From Leg 1.00 0.0000 148.00 No lee 2.74 1.79 0 0.00 1/2" Ice 2.95 1.97 0 1.00 RRH-P4 B From Leg 1.00 0.0000 148.00 No lee 2.74 1.79 0 0.00 1/2" lee 2.95 1.97 0 1.00 RRH-P4 C From Leg 1.00 0,0000 148.00 No Ice 2.74 1.79 0 0.00 1/2" Ice 2.95 1.97 0 1.00 RRH-C2A W/EXT FILTER A From Leg 1.00 0.0000 148.00 No Ice 3.11 1.38 0 0.00 1/2" Ice 3.33 1.55 0 2.00 RR-H-C2A W/EXT FILTER A From Leg 1.00 0.0000 148.00 No Ice 3.11 1.38 0 0.00 1/2" lee 3.33 1.55 0 2.00 RRH-C2A W/EXT FILTER B From Leg 1.00 0.0000 148,00 No lee 3.11 1,38 0 0.00 1/2" Ice 3.33 1,55 0 2.00 RRH-C2A W/EXT FILTER B From Leg 1.00 0.0000 148.00 No Ice 3.11 1.38 0 0.00 1/2" Ice 3.33 1.55 0 2.00 RRH-C2A W/EXT FILTER C From Leg 1.00 0.0000 148.00 No lee 3.11 1.38 0 0.00 1/2" Ice 3.33 1.55 0 2.00 RRH-C2A W/EXT FILTER C From Leg 1.00 0.0000 148.00 No Ice 3.11 1.38 0 0.00 1/2" lee 3.33 1.55 0 2.00 APXVSPP18-C-A20 w/ A From Leg 1.00 0.0000 14&00 No Ice 8.26 6.95 0 Mount Pipe 0.00 1/2" Ice 8.82 8.13 0 1.00 APXVSPP18-C-A20 wl B From Leg 1,00 0.0000 149.00 No Ice. 8.26 6.95 0 Mount Pipe 0.00 1/2" Ice 8.82 8.13 0 1.00 APXVSPP18-C-A20 w/ C From Leg 1.00 0.0000 148.00 No lee 8.26 6.95 0 Mount Pipe 0.00 1/2" Ice 8.82 8.13 0 1.00 M-MIMO AAU w/ Mount A From Leg 1.00 0.0000 148.00 No Ice 7.01 3.24 0 Pipe 0.00 1/2" Ice 7.42 3.78 0 2.00 M-MIMO AAU w/ Mount B From Leg 1.00 0.0000 148.00 No Ice 7.01 3.24 0 0 Pipe 0.00 1/2" lee 7.42 3.78 2.00 M-MIMO AAU w/ Mount C From Leg 1.00 0.0000 148.00 No lee 7.01 3.24 0 0 Pipe 0.00 1/2" Ice 742 3.78 2.00 (2) 2.4" Dia x 6-ft Pipe A From Leg 1.00 0.0000 148.00 No Ice 1.43 1.43 0 0 0.00 1/2" lee 1.93 1.93 0.00 (2) 2.4" Dia x 6-ft Pipe B From Leg 1.00 0.0000 148.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 (2) 2.4" Dia x 6-ft Pipe C From Leg 1.00 0.0000 148.00 No Ice 1.43 1.43 0 0 0.00 1/2" Ice 1.93 1.93 0.00 Job raga tnxTower12 1 1 ( 06) of 25 Project Date Tower Engineering TEP o. 4616.1176 7:5:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919)661-6351 Crown Castle kholness FAX: (91 ) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 K ft ft Sector Mount [SM 501-31 C None 0.0000 148.00 No Ice 24.21 24.21 1 1/2" Ice 34.39 34.39 1 ***125*** TME- 2x60-850 A From Leg 1.00 0.0000 125.00 No Ice 1.73 1.37 0 0.00 1/2" Ice 1.90 1.52 0 0.00 TME- 2x60-850 B From Leg 1.00 0.0000 125.00 No Ice 1.73 1.37 0 0.00 1/2" Ice 1.90 1.52 0 0.00 TME- 2x60-850 C From Leg 1.00 0.0000 125.00 No Ice 1.73 1.37 0 0.00 1/2" Ice 1.90 1,52 0 0.00 2.4" Dia x 6-ft Pipe A From Leg 0.50 0.0000 125.00 No Ice 1.43 1.43 0 Q.00 1/2" Ice 1.93 1.93 0 0.00 2.4" Dia x 6-ft Pipe B From Leg 0.50 0.0000 125.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 2.4" Dia x 6-ft Pipe C From Leg 0.50 0.0000 125.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 ***122*** (2) 742-265 w/ Mount Pipe A From Leg 2.00 0.0000 122.00 No Ice 7.88 6.87 0 0.00 1/2" Ice 8.43 7.91 0 3.00 (2) 742-265 w/ Mount Pipe B From Leg 2.00 0.0000 122.00 No Ice 7.88 6.87 0 0.00 1/2" Ice 8.43 7.91 0 3.00 (2) 742-265 w/ Mount Pipe C From Leg 2.00 0.0000 122.00 No Ice 7.88 6.87 0 0.00 1/2" Ice 8.43 7.91 0 3.00 3JR52703AAAA w/ Mount A From Leg 2.00 0.0000 122.00 No Ice 12.79 16.96 0 Pipe 0.00 1/2" Ice 13.51 19.50 0 2.00 3JR52703AAAA w/ Mount B From Leg 2.00 0.0000 122.00 No Ice 12.79 16.96 0 Pipe 0.00 1/2" Ice 13.51 18.50 0 2.00 3JR52703AAAA w/ Mount C From Leg 2.00 0.0000 122.00 No Ice 12.79 16.96 0 Pipe 0.00 1/2" Ice 13.51 18.50 0 2.00 SBNHH-11)65C w/ Mount A From Leg 2.00 0.0000 122.00 No Ice 11.70 9.85 0 Pipe 0.00 1/2" Ice 12.42 11.38 0 2.00 SBNHH-ID65C w/ Mount B From Leg 2.00 0.0000 122.00 No Ice 11.70 9.85 0 Pipe 0.00 1/2" Ice 12.42 11.38 0 2.00 SBNHH-ID65C w/ Mount C From Leg 2.00 0.0000 122.00 No Ice 11.70 9.85 0 Pipe 0.00 1/2" Ice 12.42 11.38 0 2.00 (2) LGP21401 A From Leg 2.00 0.0000 122.00 No Ice 082 035 0 0.00 1/2" Ice 0.94 OA4 0 0.00 (2) LGP21401 B From Leg 2.00 0.0000 122.00 No Ice 0.82 0.35 0 0.00 1/2" Ice 0:94 0.44 0 0.00 (2) LGP21401 C From Leg 2.00 0.0000 122.00 No Ice 0.82 0.35 0 0.00 1/2" Ice 0.94 0.44 0 Page tnxTower Job 15AND18 (BU 880306) 13 of 25 Project Date Tower Engineering TEP No. 61 6.15 176 07:55:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness 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 K ft ft 0.00 RRH4x25-B30 A From Leg 2.00 0.0000 122.00 No Ice 2.90 2.03 0 0.00 1/2" Ice 3.13 2.24 0 2.00 RRH4x25-B30 B From Leg 2.00 0.0000 122.00 No Ice 2.90 2.03 0 0,00 1/2" Ice 3.13 2.24 0 2.00 RRH4x25-B30 C From Leg 2.00 0.0000 122.00 No Ice 2.90 2.03 0 0.00 1/2" Ice 3.13 2.24 0 2.00 9442 RRH2X40-07 A From Leg 2.00 0.0000 122.00 No Ice 2.13 1.89 0 0.00 1/2" Ice 2.32 2.07 0 2.00 9442 RRH2X40-07 B From Leg 2.00 0.0000 122.00 No Ice 2.13 1.89 0 0_00 1/2" Ice 2.32 2.07 0 2.00 9442 RRH2X40-07 C From Leg 2.00 0.0000 122.00 No Ice 2.13 1.89 0 U0 1/2" Ice 2.32 2.07 0 2.00 DC6-48-60-18-8F A From Leg 2.00 0.0000 122.00 No Ice 1.21 1.21 0 0.00 1/2" Ice 1.89 1.89 0 2.00 DC6-49-60-18-8F B From Leg 2.00 0.0000 122,00 No Ice 1.21 1.21 0 0.00 1/2" Ice 1.89 1.89 0 2.00 FB-15-ABOX B From Leg 4.00 0.0000 122.00 No Ice 2.70 0.51 0 0.00 1/2" Ice 2.90 0.63 0 3.00 2,4" Dia x 6-ft Pipe A From Leg 2.00 0.0000 122.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 2.4" Dia x 6-ft Pipe B From Leg 2.00 0.0000 122.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 2.4" Dia x 6-ft Pipe C From Leg 2.00 0.0000 122.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 Pipe Mount [PM 601-31 C None 0.0000 122.00 No Ice 4.39 4.39 0 1/2" Ice 5.48 5.48 0 Sector Mount [SM 501-31 C None 0.0000 122.00 No Ice 24.21 24.21 1 1/2" Ice 34,39 34.39 1 ***116*** FHFB B From Leg 4.00 0.0000 116.00 No Ice 2.64 1.67 0 0.00 1/2" Ice 2.85 1.85 0 0.00 RNSNDC-7771-PF-48 A From Leg 4,00 0.0000 116.00 No Ice 2.73 1.03 0 0.00 1/2" Ice 2.94 1.17 0 0.00 ***114*** FHFB A From Leg 0.50 0.0000 114.00 No Ice 2.64 1.67 0 0.00 1/2" Ice 2,85 1.85 0 0.00 FF[FB C From Leg 0.50 0.0000 114.00 No Ice 2.64 1.67 0 0.00 1/2" Ice 2.85 1.85 0 0.00 FHFB C From Leg 0.50 0.0000 114.00 No Ice 2.64 1.67 0 0.00 1/2" Ice 2.85 1.85 0 Page tnxTower Job 15AN D 18 (B U 880306) 14 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/1 8 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Description Face Offset Offsets: ts: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft K ft ft 0.00 FRIG A From Leg 0.50 0.0000 114.00 No lee 2.39 0.97 0 0,00 1/2" Ice 2.59 1.10 0 0.00 FRIG A From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0.00 1/2" Ice 2.59 1.10 0 0.00 FRIG B From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0.00 1/2" Ice 2.59 1.10 0 0.00 FRIG B From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0.00 1/2" Ice 2.59 1.10 0 0.00 FRIG C From Leg 0.50 0.0000 114.00 No lee 239 0.97 0 0.00 1/2" lee 2.59 1.10 0 0.00 2.4" Dia x 6-ft Pipe A From Leg 0.50 0.0000 114.00 No lee 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 2.4" Dia x 6-ft Pipe B From Leg 0.50 0.0000 114.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 2.4" Dia x 6-ft Pipe C From Leg 0.50 0.0000 114.00 No Ice 1.43 1.43 0 0.00 1/2" lee 1.93 1.93 0 0.00 ***111*** (2) HBXX-3319DS-A2M w/ A From Leg 1.00 0.0000 111.00 No lee 10.81 4.38 0 Mount Pipe 0.00 1/2" Ice IL31 5.18 0 1.00 (2) HBXX-3319DS-A2M w/ B From Leg 1.00 0,0000 111.00 No Ice 10.81 4.38 0 Mount Pipe 0.00 1/2" Ice 11,31 5.18 0 1.00 (2) HBXX-3319DS-A2M w/ C From Leg 1.00 0.0000 111.00 No Ice 10.81 4.38 0 Mount Pipe 0.00 1/2" Ice 11.31 5.18 0 1.00 FFHH-65C-R3 w/ Mount A From Leg 4.00 0.0000 111.00 No lee 21.38 11.50 0 Pipe 0.00 1/2" Ice 22.13 1103 0 0.00 FFHH-65C-R3 w/ Mount B From Leg 4.00 0.0000 111.00 No lee 21.38 1L50 0 Pipe 0.00 1/2" lee 22.13 13.03 0 0.00 FFHH-65C-R3 w/ Mount C From Leg 4.00 0.0000 111.00 No Ice 21.38 11.50 0 Pipe 0.00 1/2" lee 22-13 13.03 0 0.00 AHLOA A From Leg 4,00 0.0000 111.00 No lee 2,23 1,39 0 0.00 1/2" Ice 2,42 1.55 0 0.00 AHLOA B From Leg 4.00 0.0000 111.00 No lee 2.23 1.39 0 0.00 1/2" Ice 2.42 1.55 0 0.00 AHLOA C From Leg 4.00 0.0000 111.00 No Ice. 2.23 1.39 0 0.00 1/2" lee 2.42 1.55 0 0.00 TMAT1921B78-21A A From Leg 1.00 0.0000 111.00 No Ice 0.65 0.30 0 0,00 1/2" lee 0.75 038 0 0.00 TMAT19211378-21A B From Leg 1.00 0.0000 111.00 No Ice 0.65 0.30 0 Page tnxTower Job 15AND18 (BU 880306) 15 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/1 8 Proessionals f 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoine7ss] FAX: (919),661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Herz Adjustment Front Side Leg Lateral Vert ft ft K ft ft 0.00 1/2" Ice 0.75 0.38 0 0.00 TMAT1921B78-21A C From Leg 1.00 0.0000 111.00 No Ice 0.65 0.30 0 0.00 1/2" Ice 0.75 0.38 0 0.00 (4)ECC1920-VPUB B From Leg 1.00 0.0000 111.00 No Ice 0.46 0.17 0 0.00 1/2" Ice 0.55 0.23 0 1.00 (16) ECC1920-VPUB B From Leg Loo 0.0000 111.00 No Ice 0.46 0.17 0 0.00 1/2" Ice 0.55 0.23 0 1,00 (4) ECC1920-VPUB B From Leg 1.00 0.0000 111.00 No Ice 0,46 0,17 0 0.00 1/2" Ice 0.55 0.23 0 1.00 FHFB A From Leg 1.00 0.0000 111.00 No Ice 2.64 1.67 0 0.00 1/2" Ice 2,85 1.85 0 3.00 Sector Mount [SM 501-31 C None 0,0000 111.00 No Ice 24.21 24,21 1 1/2" Ice 34.39 34.39 1 ***108*** TME,RNSNDC-777 1-PF-48 A From Leg 0.50 0.0000 108.00 No Ice 4.76 2.58 0 w/ Mount Pipe 0.00 1/2" Ice 5.38 125 0 0.00 TME-RNSNDC-777 1-PF-48 C From Leg 0.50 0.0000 108.00 No Ice 3.20 1.03 0 w/ Mount Pipe 0.00 1/2" Ice 3,42 1.17 0 0.00 ***107**** FRIG B From Leg 4.00 0.0000 107.00 No Ice 2.39 0.97 0 0.00 1/2" Ice 2.59 1.10 0 0.00 ***105*** FHFB B From Leg 4,00 0.0000 105.00 No Ice 2.64 1.67 0 0.00 1/2" Ice 185 1.85 0 0.00 ***91*** (3) DB844H90E-XY A From Leg 4.00 0.0000 91.00 No Ice 3.58 5.28 0 w[Mount Pipe 0.00 1/2" Ice 4.20 6.31 0 2.00 (3) DB844H90E-XY B From Leg 4.00 0.0000 91.00 No Ice 3.58 5.28 0 w/Mount Pipe 0.00 1/2" Ice 4.20 6.31 0 2.00 2.4" Dia x 6-ft Pipe A From Leg 4.00 0.0000 91.00 No Ice 1.43 1.43 0 0.00 1/2" Ice 1.93 1.93 0 0.00 2.4" Dia x 6-ft Pipe B From Leg 4.00 0.0000 91.00 No Ice 1.43 1 A3 0 0.00 1/2" Ice 1.93 1.93 0 0.00 Sector Mount [SM 601-11 A From Leg 2.00 0.0000 91.00 No Ice 16.28 10.62 0 0.00 1/2" Ice 21.50 15.16 1 0.00 Pipe Mount [PM 601-11 A From Leg 0.50 0.0000 91.00 No Ice 3.00 0.90 0 0.00 1/2" Ice 3.74 1.12 0 0.00 Sector Mount [SM 601-11 B From Leg 2.00 0.0000 91.00 No Ice 16.28 10.62 0 0.00 1/2" Ice 21.50 15.16 1 0,00 Pipe Mount [PM 601-11 B From Leg 0.50 0.0000 91.00 No Ice 3.00 0.90 0 Job Page tnxTower 15AND18 (BU 880306) 16 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/1 8 Professionals 326 Tryon Road Raleigh, NC 2 7603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight a r Type Herz Adjustment Front Side Leg Lateral Vert ft ftftzK ft rt 0.00 1/2" Ice 3.74 1.12 0 0.00 ***79*** ACUTE 2000 C From Leg 3.00 0.0000 79.00 No Ice 0.26 0.26 0,00 1/2" Ice 0.32 0,32 0 0.00 Side Arm Mount [SO 701-11 C From Leg 1.50 0.0000 79.00 No Ice 0.85 1.67 0 0.00 1/2" Ice 1.14 2.34 0 0.00 ***62*** ACUTE 2000 C From Leg 3.00 0.0000 62.00 No Ice 0.26 0.26 0 0.00 1/2" Ice 032 0.32 0 0.00 Side Arm Mount [SO 701-1] C From Leg 1.50 0.0000 62.00 No Ice 0.85 1.67 0 0.00 1/2" Ice 1.14 2.34 0 0.00 ***37*** BULLET III C From Leg 3.00 0.0000 37.00 No Ice 0.07 0.07 0 0.00 1/2" Ice 0.10 0.10 0 0.00 Side Arm Mount [SO 701-11 C From Leg 1.50 0.0000 37.00 No Ice 0.85 L67 0 0.00 1/2" Ice 114 2.34 0 0.00 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+ 1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1,2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+ 1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice Page tnxTower Job 15AN D 18 (B U 880306) 17 of 25 Project ate Tower Engineering D TEP No. 46166.159176 07:55:34 06/18/1 Professionals 8 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 1 --- Comb. Description 23 0.9 Dead+1 .6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 lce+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 lce+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 lce+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+L0 lr-e+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft T1 148-140 Leg Max Tension 15 3 0 0 Max. Compression 10 -5 0 0 Max. Mx 10 -5 0 0 Max. My 16 -1 0 0 Max. Vy 22 -1 0 0 Max. Vx 4 -1 0 0 Diagonal Max Tension 20 1 0 0 Max. Compression 8 -1 0 0 Max. Mx 30 0 0 0 Max. My 8 -1 0 0 Max. Vy 30 0 0 0 Max. Vx 8 0 0 0 Top Girt Max Tension to 0 0 0 Max. Compression 23 0 0 0 Max. Mx 26 0 0 0 Max. My 26 0 0 0 Max. Vy 26 0 0 0 Max. Vx 26 0 0 0 T2 140-120 Leg Max Tension 15 17 -1 0 Max. Compression 10 -23 1 0 Max. Mx 22 16 1 0 Max. My 20 -3 0 1 Max. Vy 10 -1 1 0 Max. Vx 4 1 0 -1 Diagonal Max Tension 21 3 0 0 tnxTower Job Tower Engineering Project Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 FAX: (919) 661-6350 NMEKMIGI:.1 1. Page 18 of 25 Date 07:55:34 06/18/18 Designed by khoiness Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Max. Compression 18 -3 0 0 Max. Mx 10 2 0 0 Max. My 20 -2 0 0 Max. Vy 31 0 0 0 Max. Vx 20 0 0 0 T3 120-100 Leg Max Tension 15 45 0 0 Max. Compression 10 -56 0 0 Max. Mx 10 -29 1 0 Max. My 20 -3 0 1 Max. Vy 22 1 -1 0 Max. Vx 4 1 0 0 Diagonal Max Tension 24 5 0 0 Max. Compression 24 -5 0 0 Max. Mx 10 4 0 0 Max. My 8 -3 0 0 Max. Vy 29 0 0 0 Max. Vx. 8 0 0 0 Top Girt Max Tension 11 0 0 0 Max. Compression 22 0 0 0 Max. Mx 26 0 0 0 Max. My 26 0 0 0 Max. Vy 26 0 0 0 Max. Vx 26 0 0 0 T4 100-80 Leg Max Tension 7 73 0 0 Max. Compression 10 -88 0 0 Max. Mx 22 51 -1 0 Max. My 14 -40 0 -1 Max. Vy 22 0 -1 0 Max. Vx 3 -1 0 -1 Diagonal Max Tension 24 6 0 0 Max. Compression 24 -6 0 0 Max. Mx 10 4 0 0 Max. My 2 -6 0 0 Max. Vy 29 0 0 0 Max. Vx 27 0 0 0 T5 80-60 Leg Max Tension 7 101 0 0 Max. Compression 10 -120 1 0 Max. Mx 11 -117 1 0 Max. My 4 -9 0 -1 Max. Vy 22 0 0 0 Max. Vx 16 0 0 1 Diagonal Max Tension 24 6 0 0 Max. Compression 24 -6 0 0 Max. Mx 10 5 0 0 Max. My 2 -6 0 0 Max. Vy 29 0 0 0 Max. Vx 33 0 0 0 T6 60-40 Leg Max Tension 15 127 -1 0 Max. Compression 10 -150 1 0 Max. Mx to -150 1 0 Max. My 4 -11 0 -1 Max Vy 37 0 -1 0 Max. Vx 4 0 0 -1 Diagonal Max Tension 24 7 0 0 Max, Compression 24 -7 0 0 Max. Mx 10 5 0 0 Max. My 2 -6 0 0 Max. Vy 29 0 0 0 Max. Vx 33 0 0 0 T7 40-20 Leg Max Tension 15 149 0 0 Max. Compression 10 -176 1 0 InxTower Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919l 661-6350 Job Page 15AND18 (BU 880306) 19 of 25 Project Date TEP No. 46166.159176 07:55:34 06/18/18 client Designed by Crown Castle khoiness Section Elevation Component Condition Gov. Axial Major Axis Minor Axis NO. ft Type Load Moment Moment Comb. K kig-ft kip-ft Max. Mx 29 -1 -2 0 Max. My 4 -12 0 -1 Max. Vy 37 0 -2 0 Max. Vx 4 0 0 -1 Diagonal Max Tension 24 7 0 0 Max. Compression 24 -7 0 0 Max. Mx 10 6 0 0 Max. My 2 -7 0 0 Max. Vy 29 0 0 0 Max. Vx 28 0 0 0 T8 20-0 Leg Max Tension 15 171 -1 0 Max. Compression 10 -203 0 0 Max. Mx 31 -44 3 0 Max. My 12 -11 0 -2 Max. Vy 37 0 -2 0 Max. Vx 4 0 0 -2 Diagonal Max Tension 24 8 0 0 Max. Compression 2 -8 0 0 Max. Mx 29 -1 0 0 Max. My 4 7 0 0 Max. Vy 29 0 0 0 Max. Vx 4 0 0 0 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 205 20 -11 Max. H. 18 205 20 -11 Max. H, 7 -176 -18 10 Min. Vert 7 -176 -19 10 Min. H. 7 -176 -18 10 Min. H. 18 205 20 -11 Leg B Max. Vert 10 210 -20 -12 Max. H. 23 -176 18 10 Max. H. 25 -153 15 10 Min. Vert 23 -176 18 10 Min. Hx 10 210 -20 -12 Min. H. 10 210 -20 -12 Leg A Max. Vert 2 206 1 23 Max. H, 20 13 2 1 Max. H. 2 206 1 23 Min. Vert 15 -177 -1 -20 Min. Hx 11 -88 -2 -10 Min. H, 15 -177 -1 -20 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque on Combination Moment, M Moment, M, K K K kip-ft kpi-ft Dead Only 33 0 0 13 -23 0 W Job Page tnxTower 15 18 (BU 880306) 20 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/1 8 Proessionals f 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX.- (919) 661-6350 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, K K K kil ki -ft ki - 1.2 Dead+1.6 Wind 0 deg - No 40 0 -37 -3169 -12 19 Ice 0.9 Dead+1.6 Wind 0 deg - No 30 0 -37 -3173 -5 19 Ice 1.2 Dead+1.6 Wind 30 deg - No 40 18 -31 -2663 -1565 20 Ice 0.9 Dead+1,6 Wind 30 deg - No 30 18 -31 -2667 -1558 20 Ice 1.2 Dead+1.6 Wind 60 deg - No 40 31 -18 -1504 -2675 15 Ice 0.9 Dead+ 1 k Wind 60 deg - No 30 31 -18 -1508 -2668 15 Ice 1.2 Dead+1.6 Wind 90 deg - No 40 36 0 32 -3129 7 Ice 0.9 Dead+1.6 Wind 90 deg - No 30 36 0 28 -3122 7 Ice 1.2 Dead+1.6 Wind 120 deg - 40 32 19 1622 -2794 -3 No Ice 0.9 Dead+1.6 Wind 120 deg - 30 32 19 1618 -2787 -3 No Ice 1.2 Dead+1.6 Wind 150 deg - 40 Is 31 2710 -1593 -12 No Ice 0.9 Dead+1.6 Wind 150 deg - 30 18 31 2706 -1586 -12 No Ice 1.2 Dead+1.6 Wind 180 deg - 40 0 36 3082 -44 -18 No Ice 0.9 Dead+1.6 Wind 180 deg - 30 0 36 3078 -37 -18 No Ice 1.2 Dead+1.6 Wind 210 deg - 40 -18 31 2694 1509 -20 No Ice 0.9 Dead+1.6 Wind 210 deg - 30 -18 31 2690 1516 -20 No Ice 1.2 Dead+1.6 Wind 240 deg - 40 -32 19 1594 2722 -16 No Ice 0.9 Dead+1.6 Wind 240 deg - 30 -32 19 1590 2729 -16 No Ice 1.2 Dead+1.6 Wind 270 deg - 40 -36 0 -1 3074 -7 No Ice 0.9 Dead+1.6 Wind 270 deg - 30 -36 0 4 3081 -7 No Ice 1.2 Dead+1.6 Wind 300 deg - 40 -31 -18 -1532 2636 3 No Ice 0.9 Dead+1.6 Wind 300 deg - 30 -31 -18 -1535 2642 3 No Ice 1.2 Dead+1.6 Wind 330 deg - 40 -18 -31 -2679 1537 12 No Ice 0.9 Dead+1.6 Wind 330 deg - 30 -18 -31 -2683 1544 12 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 63 0 0 37 -68 0 1.2 Dead+1.0 Wind 0 deg+1,0 63 0 -4 -275 -67 2 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 63 2 -3 -228 -220 2 Ice+ 1.0 Temp 1.2 Dead+ L0 Wind 60 deg+1.0 63 3 -2 -113 -330 2 Ice+1.0 Temp 1 1.2 Dead+1.0 Wind 90 deg+1.0 63 4 0 38 -375 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 63 3 2 194 -338 0 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 63 2 3 303 -222 -1 deg+1.0 Ice+1.0 Temp Job Page tnxTower 15AND18 (BU 880306) 21 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC 2 7603 Client by Phone- (919) 661-6351 -(,919) Crown Castle khoiness FAX. 661-6350Designed Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, Moment, M, K K K kip-ft ki 1I 1.2 Dead+1.0 -Wind 180 63 0 4 340 -69 -2 deg+1.0 Ice+1.0 Temp 3 302 84 -2 1.2 Dead+1.0 Wind 210 63 -2 deg+1.0 Ice+1,0 Temp 1.2 Dead+1.0 Wind 240 63 -3 2 192 201 -2 deg+1.0 Ice+1.0 Temp 0 36 239 -1 1.2 Dead+1.0 Wind 270 63 -4 deg+ 1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 63 -3 -2 -116 195 0 deg+1.0 Ice+1.0 Temp -229 87 1 1.2 Dead+1.0 Wind 330 63 -2 -3 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service 33 0 -12 -979 -18 6 Dead+Wind 30 deg - Service 33 6 -10 -821 -502 6 5 Dead+Wind 60 deg - Service 33 10 -5 -460 18 -848 -989 2 Dead+Wind 90 deg - Service 33 11 0 Dead+Wind 120 deg - Service 33 10 6 513 852 -885 -510 -1 -4 Dead+Wind 150 deg - Service 33 6 10 11 968 -28 -6 Dead+Wind 180 deg - Service 33 0 10 847 455 -6 Dead+Wind 210 deg - Service 33 33 -6 6 505 833 -5 Dead+Wind 240 deg - Service -10 0 8 943 -2 Dead+Wind 270 deg - Service 33 -11 806 1 Dead+Wind 300 deg - Service 33 -10 -6 -469 -826 464 4 Dead+Wind 330 deg - Service 33 -6 -10 Sum of Applied Forces Sum ofReactions Load PX py PZ PX py PZ % Error Comb. K K K K K 1 0 -33 0 0 33 0. 0.000% 2 0 -40 -37 0 40 37 0.000% 3 0 -30 -37 0 30 37 0.000% 4 18 -40 -31 -18 40 31 0.000% 5 18 -30 -31 -18 30 31 0.000% 6 31 -40 -18 -31 40 18 0.000%® 7 31 -30 -18 -31 30 18 0.000% 8 36 -40 0 -36 40 0 0.000% 9 36 -30 0 -36 30 0 0.000% 10 32 -40 19 -32 40 -19 0.000% 11 32 -30 19 -32 30 -19 0.000% 12 18 -40 31 -18 40 -31 0.000% 13 18 -30 31 -18 30 -31 0.000% 14 0 -40 36 0 40 -36 0.000% 15 0 -30 36 0 30 -36 0.000% 16 -18 -40 31 18 40 -31 0.000% 17 -18 -30 31 18 30 -31 0.000% 18 -32 -40 19 32 40 -19 0.000% 19 -32 -30 19 32 30 -19 0,000%® 20 -36 -40 0 36 40 0 0.000% 21 -36 -30 0 36 30 0 0.000% 22 -31 -40 -18 31 40 18 0.000% 23 -31 -30 -18 31 30 18 0.000% 24 -18 -40 -31 18 40 31 0.000% 25 -18 -30 -31 18 30 31 0.000% 26 0 -63 0 0 63 0 0.000% 27 0 -63 -4 0 63 4 0.000% 28 2 -63 -3 -2 63 3 0.000% tnxTower Job Page 15AN D1 8 (BU 880306) 22 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX.- 1`9191661-6350 Sum of Applied Forces Sum afReactions Load FX PY PZ PX Py PZ % Error Comb. K K K K K K 29 3 -63 -2 3 63 2 0.000% 30 4 -63 0 -4 63 0 0.000% 31 3 -63 2 -3 63 -2 0.000% 32 2 -63 3 -2 63 -3 0.000% 33 0 -63 4 0 63 -4 0.000% 34 -2 -63 3 2 63 -3 0.000% 35 -3 -63 2 3 63 -2 0.000% 36 -4 -63 0 4 63 0 0.000% 37 -3 -63 -2 3 63 2 0.000% 38 -2 -63 -3 2 63 3 0.000% 39 0 -33 -12 0 33 12 0.000% 40 6 -33 -10 -6 33 10 0.000% 41 10 -33 -5 -10 33 5 0.000% 42 11 -33 0 -11 33 0 0.000% 43 10 -33 6 -10 33 -6 0.000% 44 6 -33 10 -6 33 -10 0.000% 45 0 -33 11 0 33 -11 0.000% 46 -6 -33 10 6 33 -10 0.000% 47 -10 -33 6 10 33 -6 0.000% 48 -11 -33 0 11 33 0 0.000% 49 -10 -33 -6 10 33 6 0.000% 50 -6 -33 -10 6 33 10 0.000% Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T 1 148 Leg A325N 0.7500 4 1 30 0.023 1 Bolt Tension Diagonal A325N 0.6250 1 1 7 0.190 1 Member Block Shear Top Girt A325N 0.6250 1 0 5 0.100 1 Member Block Shear T2 140 Leg A325N 0.8750 4 4 41 0.105 1 Bolt Tension Diagonal A325N 0.6250 1 3 7 0.419 1 Member Block Shear T3 120 Leg A325N 0.8750 4 11 41 0.275 1 Bolt Tension Diagonal A325N 0.6250 1 5 9 0.531 1 Member Block Shear Top Girt A325N 0.6250 1 0 5 0.030 1 Member Block Shear T4 100 Leg A325N 1.0000 4 18 53 0.346 1 Bolt Tension Diagonal A325N 0.6250 1 6 10 0.602 1 Member Bearing T5 80 Leg A325N 1.0000 6 17 53 0,317 1 Bolt Tension Diagonal A325N 0.6250 1 6 10 0.600 1 Member Bearing T6 60 Leg A325N 1.0000 6 21 53 0.400 1 Bolt Tension Diagonal A325N 0.7500 1 7 14 0.485 1 Member Bearing T7 40 Leg A325N 1.0000 8 19 53 0.351 1 Bolt Tension Diagonal A325N 0.7500 1 7 14 0.516 1 Member Bearing T8 20 Diagonal A325N 0,7500 1 8 14 0,570 1 Member Bearing WxTower Job 15AND18 (BU 880306) Page 23 of 25 Tower Engineering Project TEP No. 46166-159176 Date 07:55:34 06/18/1 Professionals8 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 CoTpression Checks Section Elevation Size L L. KZ1r A P. �P. atio R No. P. ft ft ft in 2 K K 0 � TI 148-140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 -5 64 0.0731 K=1.00 T2 140-120 ROHN 3 STD 20.00 4.00 41.3 2.2285 -23 89 0.256 K=1.00 T3 120-100 ROHN 3.5 EH 20.03 5.01 46.0 3.6784 -56 142 0,3911 K=1.00 T4 100-80 ROHN 4EH 20.04 6.68 54.3 4.4074 -88 160 0.5501 K= 1.00 T5 80-60 ROHN 5EH M04 6.68 43.6 6.1120 -120 239 0.4991 K=1.00 T6 60-40 ROHN 6 EHS 20.03 6.68 36.0 6.7133 -150 275 0.5461 K=1.00 T7 40-20 ROHN 6EH 20,04 10.02 54.8 8.4049 -176 304 0.578 1 K= 1.00 T8 20-0 ROHN 8 EHS 20,03 10.02 41.2 9.7193 -203 386 0.5251 K=1.00 P. op, controls Diagonal Design Data (Compression) Section Elevation Size L L K71r A P. OP. Ratio No. - P. ft ft ft in' K K OP4 TI 148-140 L 1.75 x 1.75 x 3/16 7.78 3.64 127.1 0.6211 -1 9 0.1471 K=1.00 T2 140-120 L 1,75 x 1.75 x 3/16 7.82 3.62 126.5 0,6211 -3 9 0.338 1 K=1.00 T3 120-100 L 2 x 2 x 1/4 9,87 4.77 146.3 0.9380 -5 10 0.4831 K=1.00 T4 100-80 L 2.5 x 2.5 x 1/4 1143 6.08 148.5 1.1900 -6 12 0.521 K=1.00 T5 80-60 L 2.5 x 2.5 x 1/4 14.23 6.93 169.3 1.1900 -6 9 0.6691 K=1.00 T6 60-40 L 3 x 3 x 1/4 15.99 7.73 156.6 1.4375 -7 13 0,5211 K=1.00 T7 40-20 L 3.5 x 3.5 x 1/4 19.26 9.48 164.0 1.6900 -7 14 0.5221 K=1.00 T8 20-0 L 4 x 4 x 1/4 21.02 10.25 154.7 1.9400 -8 18 0.4541 K= 1.00 Tol��Girt Design DaL.L.,,�=L. - Job Page taxTower 15AND1 8 (BU 880306) 24 of 25 Project Date Tower Engineering TEP No. 46166.159176 07:55:34 06/18/18 Professionals 326 Tryon Road Raleigh, NC27603 1 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919i 661-6350_ Section Elevation Size L L. K71r A P. OP. Ratio No, ft ft ft in2 K K T1 148-140 L2x2x1/8 6.65 6.17 186.1 0.4844 0 3 0.143 K=1.00 T3 120-100 L2x2x1/8 6.72 6.19 186.8 0.4844 0 3 0.0501 K=L00 EMIFNII� Le Design Data (Tension) Section Elevation Size L 1 K71r A P. i P. Ratio P. No. ft ft ft in 2 K K ipi:� TF 148-140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 3 77 0.0361 T2 140-120 ROHN 3 STD 20,00 4.00 41.3 2.2285 17 100 0.1701 T3 120-100 ROHN 3.5 EH 20,03 5,01 46.0 3.6784 45 166 0,2701 T4 100-80 ROHN 4EH 20.04 6.68 54.3 4.4074 73 198 0.3691 T5 80-60 ROHN 5EH 20.04 6.68 43.6 6.1120 101 275 0.3671 T6 60-40 ROHN 6 EHS 20.03 6.68 36.0 6.7133 127 302 0.4211 T7 40-20 ROHN 6EH 20.04 10.02 54.8 8.4049 149 378 0.394 1 TS 20-0 ROHN 8 EHS 20.03 10.02 41.2 9.7193 171 437 0.3921 ip. / op, controls Diagnmill np-Q! - 'Tension) Section Elevation Size L L. KI1r A P. op„ Ratio P. No. ft ft ft in 2 K K - (bp- T1 148-140 L 1.75 x 1.75 x 3/16 7.78 3.64 84.0 0.3604 1 16 0.0821 T2 140-120 L 1.75 x 1.75 x 3/16 7.82 3.62 83.6 0.3604 3 16 0.1811 T3 120-100 L 2 x 2 x 1/4 9.87 4.77 96.3 0.5629 5 24 0,1981 T4 100-80 L 2.5 x 2.5 x 114 12,43 6.08 96.8 0.7519 6 33 0.1921 T5 80-60 L 2.5 x 2.5 x 1/4 14.23 6,93 110.1 0.7519 6 33 0.191 1 T6 60-40 L 3 x 3 x 1/4 15.99 7.73 101.5 0.9141 7 45 0.1541 T7 40-20 L 3.5 x 3.5 x 1/4 19.26 9.48 105.8 1.1034 7 54 0.1361 T8 20-0 L 4 x 4 x 1/4 21.02 10.25 99.6 1,2909 8 63 0.1291 T . Girt Desiqq_DataJTension), tnxTower Job Tower Engineering Project Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 FAX: (919) 661-6350 MTMMI� 25 of 25 Date 07:55:34 06/18/18 Designed by khoiness Section Elevation Size L Lu A7/r A P. OP. Ratio No. P. - ft ft ft in2 K K opa TI 148-140 L2x2xl/8 6.65 6.17 122.8 0.2930 0 13 0,0361 T3 120-100 L2x2xl/8 6.72 6.19 123.2 0.2930 0 13 0.0111 lavzlg♦ •� Section Elevation Component Size Critical P 0P.11- % Pass ft Type Element K K Capacity Fail No. T 1 148-140 Leg ROHN 2.5 STD 2 -5 64 7.3 Pass T2 140-120 Leg ROHN 3 STD 20 -23 89 25.6 Pass T3 120-100 Leg ROHN 3.5 EH 53 -56 142 39.1 Pass T4 100-80 Leg ROHN 4EH 83 -88 160 55.0 Pass T5 80-60 Leg ROHN 5EH 104 -120 239 49.9 Pass T6 60-40 Leg ROHN 6 EHS 125 -150 275 54.6 Pass T7 40-20 Leg ROHN 6EH 146 -176 304 57.8 Pass T8 20-0 Leg ROHN 8 EHS 161 -203 386 52.5 Pass T1 148-140 Diagonal L 1.75 x 1.75 x 3/16 8 -1 9 14.7 Pass 19.0 (b) T2 140-120 Diagonal L 1.75 x 1.75 x 3/16 22 -3 9 33.8 Pass 41,8 (b) T3 120-100 Diagonal L2x2xl/4 61 -5 10 48.3 Pass 53.1 (b) T4 100-80 Diagonal L 2.5 x 2.5 x 1/4 88 -6 12 52.1 Pass %2 (b) T5 80-60 Diagonal L 2.5 x 2.5 x 1/4 109 -6 9 66.9 Pass T6 60-40 Diagonal L 3 x 3 x 1/4 130 -7 13 52.1 Pass T7 40-20 Diagonal L 3.5 x 3.5 x 1/4 151 -7 14 52.2 Pass T8 20-0 Diagonal L 4 x 4 x 1/4 166 -8 18 45.4 Pass 57.0 (b) T1 148-140 Top Girt L2x2xl/8 6 0 3 14.3 Pass T3 120-100 Top Girt L2x2xl/8 57 0 3 5.0 Pass Summary Leg (T7) 57.8 Pass Diagonal 66.9 Pass (T5) Top Girt 14.3 Pass (T1) Bolt Checks 60.2 Pass RATING = 66.9 Pass Program Version 7.0.5.1 - 2/1/2016 File:C:/Users/khoiness/OneDrive - Tower Engineering Professionals, Inc/15AND18/880306-LC7.eii 148-ft Self -Supporting Tower Structural Analysis Report TEP Project Number 46166.159176, Order 427358, Revision 0 June 18, 2018 CCI BU No 880306 Page 8 tnxTower Report - version 7.0.5.1 - Gi Gi Gi Gi < o Ej W � -1 L tz tz L-ij LLJ LLJ im 0 70 000 F- F- 00 -U-) -00 -q- bi " Gi --, �, 'I, -ij 00 < 148-ft Self -Supporting Tower Structural Analysis Report TEP Project Number 46166.159176, Order 427358, Revision June 18, 2018 CCI BU No 880306 Page 9 tnxTower Report - version 7.0.5.1 Anchor Rod Check for Self Supporting T 0 TIA-222-G, Section 4.9.9 Rev. 6.1 CAS f", Wi Site Data iiij 2-1/2 incl.) conslorer a ecce reinforcement exist, A(- U'e)A tl 4 F11e SECTION A -A SECTION B-B Detail Type (a) Detail Type (b) 0,70 C C DaC D SECTION C O SECTION D-D Detail Type (c) Detail Type (d) (See Note I belaw) Reactions -1 Anchor Rod Results: Max Rod (Cu+ Vu/t ): 32.0 Kips Design Axial, 0*Fu*Ane$ 60.6 Kips Anchor Rod 1 52.8% If Applicable; "I WI! "I'll" I'll - diameter of the anchor rod, the following interaction equation shall also be satisfied (see °I Rj'+ [(PdOR,,t) + (Md0R.)1'< = 1 0Rn,=0*0.45*F,b*Ab= kips OR,,t=O*F.*A,,.t = kips OR,,m=O*Fy*Z = IM ft-kips Anchor Rod Stress Ratio: 50.0% Maximum Acceptable Ratio:105 % SST Anchor Rod Check For Rev G-Rev 6.1 1 | 6/13/2018 Design Maps Summary Report 00%t= Design maps Summary Report ilm User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.28255ON, 122.31101OW Site Soil Classification Site Class D - 'Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.278 g S,, = 1.278 g ®s = 0.852 g S, = 0.491 g SMI = 0.741 g SDI = 0.494 g IM, calculated from Drobabilistic (risk-taroeted deterministic ground motions in the direction of maximum horizontal response, pie select the "2009 NEHRP" building code reference document. NWEK ItesponseSpectrunt 1A3 ISO IM 194 091 QO,N OM 0.19 oa6 O'D ow I Deskm Responce Spectrun) 059 - COW 021 0073 om S mst '41 OAS 036 n2T OW 1. .�11 0Ao owi Elm I= LW 'IAO lW im 3W PaW, T Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https:llprod02-earthquake.Gr.usgs.gov/designmaps/us/summary.php?template=minimal&lat'itude=47,28254722&longitude=-1 22.3110111 &siteclass=3&riskcategory=0i ISAND18 (BU 880306 TEP #: 46166.159176 Analysis: MKF 6/18/2018 BETA —Seismic Analysis—v0.21.5 Check: KEH 6/18/2018 Code Revision:fitl Structure Class: Tower Type: Self -Support Tower Height: 148.00 ft (Maximum tower height= 500-ft) Importance Factor: 1.00 R: 3.00 Seismic Inputs_ Lat: 7 47.283* Long', 122.311* SS: 1.278 SI: 0.491 Site Class: D, (assumed) FA* 1.000 Fv- 1.509 Tower Frequency Per: fl: 2.2841 Hz Ks: Structure Weight: 16.99 k Total Seismic Wt: 33.22 k 1.2-Seismic Wt: 39.87 k VNEENT.-M 4,540.0 11.70 ft 148.Oft 33.22 k 11.70 ft 18.99 ft 17.60 k 2.24 k BETA —Seismic Analysis—v0.21.5 Page I of 2 Tower Engineering Professionals, Inc. 326 Tryon Road I Raleigh, NC 27603-35301 Office: (919) 661-63511 Fax: (919) 661-6350 1 www.tepgroup.net 15AND18 (BU 880306 TEP M 46166.159176 Analysis: MKIF 6/18/2018 BETA Seismic Analysis v0-21-5 Check: KEH 6/18/2018 .. F�. Height Weight 1 S+ (it) (k) z/h a b C (Ib) 10.00 4.85 0.068 0.009 0.053 0,030 0.051 83.26 S.--, Wz - I 0 8 - Fz 0. 203E R 30.00 4.22 0 0.078 0,072 0.040 0.125 175.44 37.00 0.07 0.250 0.118 0.070 0.035 0.158 3.44 50.00 3,91 0,338 0,216 0.061 0.021 0.233 303.61 62.00 0.07 0.419 0.337 0.038 0,010 0.313 6.88 70.00 3.36 0.473 0.423 0.011 0.006 0.368 411.87 79.00 0.07 0.534 0.539 -0.030 0,009 0.431 9.47 90.00 2.76 0.608 0.699 -0.087 0.030 0.514 472.49 91.00 1.12 0.615 M15 -0,091 0.033 0,523 195.55 93.00 0.21 0.628 0.746 -0.100 0,040 0.540 38.34 105.00 0.05 0.709 0.951 -0.119 0.109 0.674 11.45 107.00 0.06 0.723 0.988 -0.113 0.125 0.703 13.42 1 - - --------- - - --------- - -- - - 108.00 0.05 0.730 1.006 -0.108 0.135 0.718 12.36 110.00 2.28 0.743 1.044 -0.096 0.154 0.752 571.65 1 11100 1.68 0,750 1.063 -0.088 0.165 0.769 430,89 112.00 0.54 0.757 1.082 -0.079 0.176 0.788 142.94 114.00 0.56 0,770 1,121 -0,057 O200 0.828 153.53 116.00 0.07 0.784 1.161 -0.029 0.227 0.871 19.13 --- . . ..... 122.00 1.27 0.824 1.284 0.099 0.322 1.025 432.59 124.00 1.27 0838 1.327 0.159 0.360 1.086 458.06 125.00 0.73 0.845 1.348 0.193 0.380 1.118 271.43 130.00 1,31 01878 1.458 0.403 0.494 1.297 564.88 144.00 0A8 0.973 1.789 1.490 0.959 1.996 316.97 148.00 1.03 1.000 1.890 1.980 1.140 2.254 775.36 149.00 0.43 1.007 1,916 2.118 1.189 2.323 329.81 149.50 0.00 1.010 1,929 2189 L215 2.358 L57 L --150.o0 0.81 1.014 1.941 2.262 1.240 2.393 1 645.40 BETA -Seismic Analysis-v0.21.5 Page 2 of 2 Tower Engineering Professionals, Inc. 326 Tryon Road I Raleigh, NC 27603-35301 Office: (919) 661-63511 Fax: (919) 661-6350 1 www.tepgroup.net 0 0 0 0 o c, Z o o if I N DESIGNED APPURTENANCE LOADING E TOWER DESIGN NOTES I- Tower is located in King County, Washirgon, 2' Tower designed for Exposure C to theTIA-222-G Standard. 3' Tower designed for a 0 mph basic wind in accordance with the TIA-222-G Standard, 4 Tower Risk Category 11 5 Topographic Category I with Crest Height at 0,00 ft 6- TOWER RATING: 22 1% ALL REACTI9 AREFACTORL- MAX CORNER REACTIONS AT BASE. DOWN 53 K SHEAR: 5 K UPLIFT-39K SHEAR." 4 K A&4L 40K SHEAR MOMENT 821 hip-ft REACTIONS - 0 rrph WIND x{,w- Erg veering Pofe soro6 Izgineeri.ng Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAXA919}66t,•a �.� Job Page tnxTower 15AND18 (BU 880306) 1 of 1 Tower Engineering Project Date Professionals TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 326 Tryon Road d b Raleigh, NC 27603 g Phone: (919) 661-6351 Crown Castle Dealney khoiness FAX: (919) 661-6350 Tower lhtjut Data The main tower is a 3x free standing tower with an overall height of 148.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.65 ft at the top and 18.99 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. ASCE 7-10 Wind Data is used. Basic wind speed of 0 mph. m Risk Category H. "Y I' Exposure Category C. y Topographic Category 1. Crest Height 0.00 ft. Stress ratio used in tower member design er Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification 4 Use Code Stress Ratios 4 Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile 4 Include Bolts In Member Capacity Leg Bolts Are At Top Of Section 4 Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options, Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC.6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA 4 SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable, Offset Girt At Foundation 4 Consider Feed Line Torque 4 Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Job Page tnx] ower 15AN DII 8 (BU 880306) 2 of 2 Tower Engineering Project Date Professionals TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 326 Tryon Road Raleigh, NC 2 7603 Client Designed by Phone- - (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 1 Wind 180 Wind 90 AN Leg C z Leg B Face C Wind Normal Tower Tower Assembly Description Section Number Section Section Elevation Database Width Of Length Sections T1 148.00-140.00 6.65 t 8.00 T2 140.00-120.00 6.69 t 20.00 T3 120.00-100.00 6.72 t 20.00 T4 100.00-80.00 8.76 1 20.00 T5 80,00-60.00 10.83 1 20.00 T6 60.00-40.00 12.92 1 20.00 T7 40.00-20.00 14.85 20.00 T8 20.00-0.00 16.99 I 20,00 Tower Tower Diagonal Bracing Has Has Top Girt Bottom in Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft Panels in in T 1 148.00-140.00 4.00 X Brace No No 0.0000 0.0000 T2 140.00-120.00 4.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 5.00 X Brace No No 0.0000 0.0000 T4 100.00-80.00 6.67 X Brace No No 0.0000 0.0000 T5 80.00-60.00 6.67 X Brace No No 0.0000 0.0000 T6 60.00-40.00 6.67 X Brace No No 0.0000 0.0000 T7 40.00-20.00 10.00 X Brace No No 0.0000 0.0000 Page 7 tnxTower Job 1518 (BU 880306) 3 of 3 -- -------- Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft Panels in in T8 20.00-0,00 10,00 X Brace No No 0.0000 0.0000 Tower Section Geometr (contd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade TI 149.00-140.00 Pipe ROHN 2.5 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 A36 (50 ksi) (36 ksi) T2 140.00-120.00 Pipe ROHN 3 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 A36 (50 ksi) (36 ksi) T3 120.00-100.00 Pipe ROHN 3.5 EH A572-50 Single Angle L 2 x 2 x 1/4 A36 (50 ksi) (36 ksi) T4 100.00-80.00 Pipe ROHN 4 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 A36 (50 ksi) (36 ksi) T5 80.00-60.00 Pipe ROHN 5 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 A36 (50 ksi) (36 ksi) T6 60.00-40.00 Pipe ROHN 6 EHS A572-50 Single Angle L 3 x 3 x 114 A572-50 (50 ksi) (5 0 ksi) T7 40.00-20.00 Pipe ROHN 6 EH A572-50 Single Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) (50 ksi) T8 20.00-0-00 Pipe ROHN 8 EHS A572-50 Single Angle L 4 x 4 x 1/4 A572-50 (50 ksi) (501, Tower Section Geometry Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade T1 148.00-140.00 Equal Angle L2x2x1/8 A36 Single Angie A36 T3 120.00-100.00 Equal Angle L2x2xl/8 A36 Single Angle A36 (36 ksi) (36 ksi) 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 (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft, in in in in T1 0.00 0.2500 A36 L03 1 1.05 36.0000 36.0000 36.0000 148.00-140.00 T2 0.00 0.2500 (36 ksi) A36 1.03 1 1.05 36.0000 36.0000 36.0000 140.00-120M T3 0.00 0.2500 (36 ksi) A36 1.03 1 1.05 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) WxTower Job 15AN D1 8 (BU 880306) Project Tower Engineering TEP No. 46166.159176 - Seismic Analysis Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX: (919} 661-6350 Page 4 of 4 Date 08:17:45 06/18/18 Designed by khoiness 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 (perface) A, Spacing Spacing Spacing Diagonals in Horizontals in Redundants in A T4 ft2 0.00 in 0.2500 A36 1.03 1 1.05 36.0000 36.0000 36.0000 100,00-80.00 T5 80.00-60.00 0.00 0.2500 (36 ksi) A36 1.03 1 1.05 36.0000 36.0000 36.0000 (36 ksi) T6 60.00-40.00 0.00 0.3750 A36 1.03 1, 1.05 36.0000 36.0000 36.0000 (36 ksi) T7 40.00-20.00 0.00 0.3750 A36 1.03 1 1,05 36.0000 36,0000 36.0000 (36 ksi) T8 20.00-0.00 0.00 0.3750 A36 1.03 1 1.05 36.0000 36.0000 36.0000 (qr, ksi) Tower Section Geometry nt)+iP K Factors' Tower Calc Calc Legs x K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds x x x x x x x ft y y y y y y y T1 Yes Yes 148D0-140.00 T2 Yes Yes 140.00-120.00 T3 Yes Yes 120.00-100-00 T4 Yes Yes 100.00-80.00 T5 Yes Yes 80.00-60.00 T6 Yes Yes 60.00-40.00 T7 Yes Yes 40.00-20.00 T8 20.00-0.00 Yes Yes 'Note; Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the out -of -plane direction applied to the overall length. Tower Section Geometry (rnnt�� Tower Leg Diagonal Top Girt Girt Bottom Girt id Girt Mid Girt Long Horizontal Long Horizontal Short Horizonta Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width h Width Width Width in in in Deduct Deduct Deduct duct Deduct M in in M T 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 148.00-140.00: T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 tnxTower Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (19) 661-6350 Job 15AN D1 8 (BU 880306) Project TEP o. 46166.159176 - Seismic Analysis R Crown Castle Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Elevation Page 5 of Date 0:17:45 06/18/18 Designed by khoiness Short Horizontal Net Width U NNe Net Width U t Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T3 0.0000 li 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0004 0.75 4.0000 0.75 0.0000 0.75 120.00-100.00 T4 a00o0 1. 0.0000 0.75 0.0000 0.75 0.0000 0,75 0.0000 0.75 0,0000 o.7s Q.0000 o.7s 100.00-80.00 T5 0,00-60,0 0.0000 i 0.0000 0.75 0.0000 0.75 0.0000 0.75 Q.QOoo o.7s 0.0000 035 0.0000 0.75 T66 0.000.0 0.0000 1 0.0000 0.7U 000 0.75 O.0000 0.75 rO'. O000 0.75 0.0000 0.75 0.0000 0.75 T7 40 00 20.00 ` O.000O 1 O.000O 0.7000 0.75 00000Q75 70000.7000007T 20.00-0.00' 00000 0.0000 07000 0.75 0.0000 0.75 000O 0.75 O.000O 0.75 0.0000 (b.75 - Geometry coot 1 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. -Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in In T1 Flange 0.7500 4 0.6250 1 0.6250 1 0.0000 0 0,6250 0 0.04Q0 0 0.6250 0 148.00-140.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.8750 4 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 140.00-120.00 A325N A325N A325X A325N A325N A325N A325N T3 Flange 0.8750 4 0.6250 1 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 1.0000 4 0.6250 1 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 100.00-80.00 A325N A325N A325X A325N A325N A325N A325N T5 80.00-60.00 Flange 1.0000 6 0.6250 1 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325N A325N A325X A325N A325N A325N A325N T6 60.00-40.00 Flange 1,0000 6 0.7500 1 0.0000 0 ` 0.0000 0 0.7500 0 0.0000 Q 0.6250 0 A325N A325N A325X A325N A325N A325N A325N T7 40.00-20.00 Flange 1.0000 8 0.7500 1 0,0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325N A325N A325X A325N A325N A325N A325N T8 20.00-0.00 Flange 1.0000 0 0.7500 1 0.0000 0 0.0000 0 0.7500 0 0.0000 0 0.7500 0 A354-BC A325N A325X A325N A325N A325N A325N Feed Appurtenances EnteredAs RoundOr Flal Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Le ft in (Frac FW) Row in in in if Climbing C No Af (CaAa) 148.00 - 0.00 -5.0000 0.45 1 1 3.0000 3,0000 4.00 Ladder (Af) Safety Line B No Ar (CaAa) 148.00 - 0.00 -5.0000 0.45 1 1 0.3750 0.3750 0.22 3/8 ***A Face**** Feed Line A No Af (CaAa) 70.00 - 0.00 0.0000 0 1 1 3.0000 3.0000 4.00 Ladder ***B Face*** LDF7-50A(1- B No Ar (CaAa) 122.00 - 0.00 0.0000 0.4 18 6 1.0000 1.9800 0.82 Page tnxTower Job 15AN D1 8 (BU 880306) 6 of 6 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/1 8 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919).661-6350 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter L ft in (Frac FW) Rqw in in in py_ 5/8") FB-L98-002- B No Ar (CaAa) 122.00 - 0.00 9.0000 0.37 3 2 3.0000 0.3937 0.06 XXX( 3/8") 1.0000 WR-VG86T( B No Ar (CaAa) 122.00 - 0.00 9.0000 0.41 4 4 2.5000 0.7560 0.53 314) 1.0000 LDF7-50A(1- B No Ar (CaAa) 111.00 - 0.00 0.0000 032 6 2 2.0000 1.9800 0.82 5/8") 1.0000 ASU9325TYP B No Ar (CaAa) 108.00 - 0.00 0.0000 0.29 2 2 1.5000 1.5840 1.61 01(1-3/5) 0.5000 ASU9323TYP B No Ar (CaAa) 116.00 - 0.00 0.0000 -0,05 is 1 0.5000 1.2400 1.05 01(1-1/4) Feed Line B No Af (CaAa) 122.00 - 0.00 0.0000 0.33 1 1 3.0000 3.0000 4.00 Ladder ***C Face*** Feed Line C No Af (CaAa) 147.00 - 0.00 0,0000 -0.4 1 1 3.0000 3.0000 4.00 Ladder LDF5-50A(7/ C No Ar (CaAa) 91.00-0.00 0.0000 0.36 6 6 0.5000 1.0900 0.33 8) LDF4-50A(I/ C No Ar (CaAa) 37.00-0-00 0.0000 0.25 3 2 1.0000 0.6300 0.15 2") 0.5000 LDF4-50A(l/ C No Ar (CaAa) 62.00 - 37.00 0.0000 0.25 2 2 1.0000 0.6300 0.15 2") 0.5000 LDF4-50A(1l C No Ar (CaAa) 79.00 - 62.00 0.0000 0.25 1 1 1.0000 0.6300 0.15 2") 0.5000 Feed Line C No Af (CaAa) 91,00-0.00 0.0000 0.4 1 1 3,0000 3.0000 4.00 Ladder Step Pegs A No Ar (CaAa) 40.00-0-00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" stop Step Pegs B No Ar (CaAa) 148.00 - 0.00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Step Pegs C No Ar (CaAa) 40.00-0.00 0.0000 0.5 1 1 0.7500 03500 0.17 (3/4" SR) 7-in. w/30" step TYPE C No Ar (CaAa) 148.00 - 0.00 0.0000 -0.32 4 3 0.5000 1.5700 0.80 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number ft2 Leg ft Feed Line/Linear !ae =rtenances Section Areas Page tnxTower Job 15AND18 (BU 880306) 7 of 7 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 Professionals 326 Tryon Road - Raleigh, NC 2 7603 Client by Phone- - (919) 661-6351 Crown Castle i ness !2 i LLI LFAX: (919) 661-6350 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft, ft, ft2 ft2 K TI 148.00-140.00 A 0.000 0.000 0.000 0.000 0 B 0,000 0.000 0.900 0.000 0 C 0.000 0.000 12.524 0.000 0 T2 140.00-120.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0,000 11.219 0.000 0 C 0.000 0.000 32.560 0.000 0 T3 120.00-100-00 A 0.000 0.000 0.000 0.000 0 B 0.000 0,000 109.527 0.000 1 C 0.000 0.000 32.560 0,000 0 T4 100.00-80.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 45.254 0.000 0 T5 80,00-60.00 A 0.000 0.000 5.000 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 56.963 0.000 0 T6 60.00-40.00 A 0.000 0.000 10.000 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 58.160 0.000 0 T7 40.00-20.00 A 0.000 0.000 11.500 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 60.731 0,000 0 T8 20.00-0-00 A 0.000 0.000 11.500 0.000 0 B 0.000 0.000 124.516 0.000 1 C 0.000 0.000 60.920 0.000 0 III I MIJ sl Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face Le in It, ft, fi2 ft, K -ft T1 148.00-140.00 A 1.738 0.000 0.000 0.000 0.000 0 B 0.000 0.000 6.462 0.000 0 C 0.000 0.000 24.334 0.000 0 T2 140.00-120.00 A 1.720 0.000 0.000 0.000 0.000 0 B 0.000 0.000 29.400 U00 0 C 0.000 0.000 62.690 0.000 1 T3 120.00-100.00 A 1.692 0.000 0,000 0.000 0.000 0 B 0.000 0.000 186.012 0.000 3 C 0.000 0.000 62.262 0.000 1 T4 100.00-80.00 A 1.658 0.000 0,000 0.000 0.000 0 B 0.000 0.000 216.892 0.000 4 C 0.000 0.000 88.944 0.000 1 T5 80.00-60.00 A 1.617 0.000 0,000 8.234 0.000 0 B 0.000 0.000 214.839 0.000 4 C 0.000 0.000 118.391 0.000 2 T6 60,00-40.00 A 1.564 0,000 0.000 16,255 0.000 0 B 0.000 0.000 212.170 0.000 4 C 0.000 0.000 125.204 0.000 2 T7 40.00-20.00 A 1.486 0.000 0.000 23,386 0.000 0 B 0,000 0.000 207.817 0.000 4 C 0.000 0.000 131.624 0.000 2 T8 20.00-0.00 A 1.331 0.000 0.000 22.150 0.000 0 B 0.000 0.000 199.348 0,000 3 C 0.000 0,000 126.264 0.000 2 tnxTower Job Page 15AND18 (BU 880306) 8 of 8 Tower Engineering Project Date Professionals TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 1 1 Section Elevation CPX cpz CPX CPZ Ice Ice ft in in in in TI 148.00-140.00 1.2977 2,9547 1.0779 2.9167 T2 140.00-120.00 2.2226 3.0992 1.9040 3.1165 T3 120.00-100.00 6.6957 3.4171 5.1161 2.9548 T4 100.00-80.00 7.0227 4.5150 4,9996 3.9997 T5 80,00-60.00 6.4913 5.3207 4.1339 4.8509 T6 60.00-40.00 6.6231 5.6804 4.2373 5.0754 T7 40.00-20.00 7.2340 6.4428 4.7894 5.6963 T8 20.00-0.00 7.6017 6.8542 52917 6.3261 Tower Feed Line Description Feed Line K. K. Section Record No. Segment Elev. No Ice Ice TI I Climbing Ladder (Af) 140.00- OB)OO 0.5725 148M TI 2 Safety Line 3/8 140,00- OAKW 0.5725 148,00 TI 20 Feed Line Ladder 140.00- 0-6000 0.5725 147.00 TI 29 Step Pegs (3/4" SR) 7-in. 140.00- 0.6000 0.5725 w/30" step 148.00 TI 37 TYPE 3(1-9/16) 140,00- 0.6000 0,5725 148.00 T2 I Climbing Ladder (Af) 120.00- 0.6000 0.6000 140.00 T2 2 Safety Line 3/8 120.00- 0.6000 0.6000 140,00 T2 7 LDF7-50A(1-5/8") 120.00- 0,6000 0.6000 122.00 T2 8 FB-L98-002-XXX(3/8") 120.00- 0.6000 0.6000 122.00 T2 9 WR-VG86T(3/4) 120,00- 0.6000 0.6000 122.00 T2 16 Feed Line Ladder 120.00- OB1000 0.(0)O 12100 T2 20 Feed Line Ladder 120.00- 0,6000 0.6000 140.00' T2 29 Step Pegs (3/4" SR) 7-in. 120.00- 0,6000 0.6000 w/30" step 140.00 T2 37 TYPE 3(1-9/16) 120.00- 0.6000 0,6000 140.00 T3 I Climbing Ladder (Af) 100.00- 0.6000 0.W00 120.00 T3 2 Safety Line 3/8 100.00- 0.6000 04000 120.00 T3 7 LDF7-50A(1-5/8") 100.00- 0,6000 0.6000 120.00 T3 8 FB-L98-002-XXX(3/8") 100.00- OA000 0.60001 120.00 T3 9 WR-VG86T(3(4) 100.00- 0.6000 0.6000 120.0111 T3 lol LDF7-50A(I-5/8") 100.00- 0.6(X)O. 0.6000 taxTower JOD 15AND18 (BU 880306) Project Tower Engineering TEP No. 46166.159176 - Seismic Analysis Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX. (919) 661-6350 Tower Feed Line Description Feed Line i K. I Section Record No. Se ment Elev. No Ice 111.00 T3 13 ASU9325TYP0I(I-3/5) 100.00- 0,6000 108.00 T3 15 ASU9323TYP01(1-1/4) 100.00- 0.6000 116.00 T3 16 Feed Line Ladder 100.00- 0000 120.00 T3 20 Feed Line Ladder 100.00- 0000 120.00 T3 29 Step Pegs (3/4" SR) 7-in. 100.00- 0.6000 w/30" step 120.00 T3 37 TYPE 3(1-9/16) 100.00- 0.6000 120,00 T4 I Climbing Ladder (Af) 80.00 - 100-00 0-6000 T4 2 Safety Line 3/8 80.00 - 100.00 0,6000 T4 7 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 T4 8 J -L98-002-XXX( 3/8") j80.00-100.00 0.6000 T4 9 WR-VG86T(314) 80.00 -100.00 0.6000i T4 10 LDF7-50A(1-5/8") 80.00 - 100,00 0,6000 T4 13 ASU9325TYP0I(I-3/5) 80-00 - 100,00 0.6000 T4 15 ASU9323TYP01(1-1/4) 80.00 - 100,00 0.6000 T4 16 Feed Line Ladder 80.00 - 100.00 0.6000 T4 20 Feed Line Ladder 80.00 - 100.00 0.6000 T4 22 LDF5-50A(7/8") 80.00 - 91.00 0.6000 T4 26 Feed Line Ladder 80.00 - 91.00 0.6000 T4 29 Step Pegs (3/4" SR) 7-in. 80.00 - 100.00 OMOO w/30" step T4 37 TYPE 3(1-9/16) 80.00 - 100-00 0.6000 T5 1 Climbing Ladder (Af) 60.00 - 80.00 0.6000 T5 2 Safety Line 3/8 60.00 - 80.00 0,6000 T5 5 Feed Line Ladder 60.00 - 70.00 04000 T5 7 L13177-50A(I-5/8") 60.00 - MOO 0.6000 T5 8 FB-L98-002-XXX(3/8 ") 60.00 - 80.00 0,6000 T5 9 WR-VG86T(3/4) 60.00 - 80.00 0.6000 T5 10 LDF7-50A(1-5/8") 60.00 - 80,00 0.6000 T5 13 ASU9325TYP01(1-3/5) 60.00 - 80.001 0.6000 T5 is ASU9323TYP0I(I-1/4) 60.00 - 80.00 0,6000 T5 16 Feed Line Ladder 60.00 - 80.00 OB)OO T5 20 Feed Line Ladder 60.00 - 80.00 0.6W0 T5 22 r LDF5-50A(7/8") 60.00 - 80.00 0.6000 T5 24 LDF4-50A(1/2") 60.00 - 62.00 0,6000 T5 25 L13174-50A(1/2") 62.00 - 9A0f 0,6000 T5 26 Feed Line Ladder 60.00 - $0,00 0.6000 T5 29 Step Pegs (3/4" SR) 7-in. 60.00 - 80.00 0.6000 w/30" step T5 37 TYPE 3(1-9/16) 60.00 - 80.00 0.6000 T6 I Climbing Ladder (Af) 40.00 - 60.00 0000 T6 2 Safety Line 3/8 40.00 - 60.00 0.6000 T6 5 Feed Line Ladder 40.00 - 60.00 0000 T6 7 LDF7-50A(1-5/8") 40.00 - 60.00 0,6000 T6 8 FB-L98-002-XXX( 3/8 ") 40.00 - 60.00 0.6000 T6 9 WR-VG86T(314) 40.00 - 60.00 0000 T6 10 LDF7-50A(I-5/8") 40.00 - 60.00 (0000 T6 13 ASU9325TYP0I(I-3/5) 40.00 - WOO 0.6000 T6 15 ASU9323TYP0I(I-1/4) 40.00 - 60.00 0.6000 T6 16 Feed Line Ladder 40.00 - 60.00 0.6000 T6 20 Feed Line Ladder 40.00 - 60.00 0.6000 T6 22 LDF5-511A(711") 40"00 - 60,10 11,1100 T61 24 LD174-50A(1/2") 40.00-60.00' 0.60001 T6 26 Feed Line Ladder' 40.00 - 60.00 0.6000 T6 29 Step Pegs (3/4" SR) 7-in. 40.00 - 60.00 016000 w/30" stepi K. Ice =I Page Job taxTower 15AND18 (BU 880306) 10 of 10 Project Date Tower Engineering fessionals TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/1 Pro8 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX.- (919) 661-6350 1 1 1 User Defined Loads Description Elevation Offset Azimuth Weight F, F, Wind Force CAA c From Angle Centroid ft Ft K K K K ft, Seismic Force 1 10.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 2 30.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 3 37.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 4 50.00 0.00 0.0000 No Ice 0 0 0 0 0.00 tnxTower Job Page 15AND18 (BU 880306) 11 of 11 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Description Elevation Offset Azimuth Weight F F Wind Force CAA c From Angle Centroid it ft K K K K fit, Seismic Force 5 62.00 0.00 0,0000 No Ice 0 0 0 0 0.00 Seismic Force 6 70.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 7 79.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 8 90.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 9 91.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 10 93.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 11 105.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 12 107.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 13 108.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 14 110.00 0.00 0.0000 No Ice 0 0 0 1 0.00 Seismic Force 15 111.00 OM 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 16 112.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 17 114.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 18 116.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 19 122.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 20 124.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 21 125.00 oko 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 22 130.00 0.00 0.0000 No Ice 0 0 0 1 0.00 Seismic Force 23 144.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 24 148.00 0.00 0.0000 No Ice 0 0 0 1 0.00 Seismic Force 25 149.00 0.00 0.0000 No Ice 0 0 0 0 0.00 Seismic Force 26 149.50 0.00 0.0000 No Ice 0 0 0 0 0.00 Scismic Fmcc 27 150M 0.00 0:0000 No Ice 0 0 0 1 0.00 liscrete Tower Loads Description Face Offset Offsets: Azi;Wu7C--- Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft K ft 1/2" x TLRod A From Leg 0.50 0.0000 148.00 No Ice 0.15 015 0 0.00 1.50 *147* RRH-P4 A From Leg 1.00 0.0000 148.00 No Ice 2.74 1.79 0 0.00 1.00 RRH-P4 B From Leg 1.00 0.0000 148.00 No Ice 2.74 1.79 0 0.00 1.00 RRE-P4 C From Leg 1.00 0.0000 148.00 No Ice 2.74 1.79 0 0.00 1.00 RRH-C2AW/EXT FILTER A From Leg 1.00 0.0000 148.00 No Ice 3.11 1.38 0 0.00 2.00 RRH-C2A W/EXT FILTER A From Leg 1.00 0.0000 148.00 No Ice 3.11 1.38 0 0.00 2.00 RRH-C2A W/EXT FILTER B From Leg 1.00 0.0000 148.00 No Ice 3.11 1.38 0 0.00 2.00 Page tnxTower Job 15AN D 18 (B U 880306) 12 of 12 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/1 8 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919,) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Ho rz Adjustment Front Side Leg Lateral Vert ft ft K ft ft RRH-C2AW/EXT FILTER B From Leg 1.00 0.0000 148.00 No lee 3,11 1.38 0 0.00 2.00 RRH-C2A WIEXT FILTER C From Leg 1.00 0.0000 148.00 No lee 3.11 1.38 0 0.00 2.00 RRH-C2A W/EXT FILTER C From Leg 1.00 0.0000 148.00 No lee 3.11 1.38 0 0.00 2.00 APXVSPP18-C-A20w/ A From Leg 1.00 0.0000 148.00 No Ice 8.26 6.95 0 Mount Pipe 0.00 1.00 APXVSPP18-C-A20 w/ B From Leg 1.00 0.0000 148.00 No lee 8.26 6.95 0 Mount Pipe 0.00 1.00 APXVSPP18-C-A20 w/ C From Leg 1.00 0.0000 148.00 No Ice 8.26 6.95 0 Mount Pipe 0.00 1.00 M-MIMO AAU w/ Mount A From Leg 1.00 0.0000 148.00 No Ice 7.01 3.24 0 Pipe 0.00 2.00 M-MIMO AAU w/ Mount B From Leg LOO 0.0000 148.00 No lee 7.01 3.24 0 Pipe 0.00 2.00 M-MIMO AAU w/ Mount C From Leg 1.00 0.0000 148.00 No Ice 7.01 3.24 0 Pipe 0.00 2,00 (2) 24" Dia x 6-ft Pipe A From Leg 1.00 0.0000 148.00 No Ice 1.43 L43 0 0.00 0.00 (2) 2.4" Dia x 6-ft Pipe B From Leg 1,00 0.0000 148.00 No Ice 1.43 1.43 0 0.00 0.00 (2) 2.4" Dia x 6-ft Pipe C From Leg 1.00 0.0000 148.00 No Ice 1,43 1.43 0 0.00 0.00 Sector Mount [SM 501-3] C None 0.0000 148.00 No lee 24.21 24.21 1 ***125*** TME-RRH2x6O-85O A From Leg 1,00 0.0000 125.00 No Ice 1.73 1.37 0 0.00 0.00 TME-RRH2x6O-850 B From Leg 1.00 0.0000 125.00 No Ice 1.73 1.37 0 0.00 0.00 TME-RRH2x6O-850 C From Leg 1.00 0.0000 125.00 No Ice 1.73 1.37 0 0.00 0.00 2.4" Din x 6-ft Pipe A From Leg 0.50 0.0000 125.00 No Ice 1.43 1.43 0 0.00 0.00 2.4" Dia x 6-ft Pipe B From Leg 0.50 0.0000 125.00 No lee 143 1.43 0 0.00 0.00 2.4" Dia x 6-ft Pipe C From Leg 0.50 0.0000 125.00 No Ice 1.43 1.43 0 0.00 0.00 ***122*** Page tnxTower 1 Job 15AND18 (BU 880306) 13 of 13 Project .......... Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/1 Professionals8 326 Tryon Road Raleigh, NC 2 7603 Client Designed Phone: (919) 661-6351 Crown Castle =by khoiness FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAA Weight or Type Ho rz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft (2) 742-265 w/ Mount Pipe A From Leg ft 2.00 0.0000 122.00 No Ice 7.88 6.87 0 0.00 100 (2) 742-265 w/ Mount Pipe B From Leg 2,00 0.0000 122.00 No Ice 7.88 6.87 0 0.00 3.00 (2) 742-265 wl Mount Pipe C From Leg 2.00 0.0000 122.00 No Ice 7.88 6,87 0 0.00 3.00 3JR52703AAAA w/ Mount A From Leg 2.00 0.0000 122.00 No Ice 12.79 16.96 0 Pipe 0.00 2.00 3JR52703AAAA w/ Mount B From Leg 2.00 0,0000 122.00 No Ice 12.79 16.96 0 Pipe 0.00 2.00 3JR52703AAAA wl Mount C From Leg 2.00 0.0000 122.00 No Ice 12.79 16.96 0 Pipe 0.00 2.00 SBNHH-ID65C w/ Mount A From Leg 2.00 0.0000 122.00 No Ice 11.70 9,85 0 Pipe 0.00 100 SBNHH-ID65C w/ Mount B From Leg 2.00 0.0000 122.00 No Ice 11.70 9.85 0 Pipe 0.00 2.00 SBNHH-ID65C w/ Mount C From Leg 2.00 0.0000 122.00 No Ice 11.70 9.85 0 Pipe 0.00 2.00 (2) LGP21401 A From Leg 2.00 0.0000 122.00 No Ice 0.82 0,35 0 0.00 U0 (2) LGP21401 B From Leg 2.00 0.0000 122.00 No Ice 0.82 0.35 0 0.00 U0 (2) LGP21401 C From Leg 2.00 0.0000 122.00 No Ice 0.82 0.35 0 0.00 0.00 RRH4x25-B30 A From Leg 2.00 0.0000 122D0 No Ice 2.90 2.03 0 0.00 2.00 RRH4x25-B30 B From Leg 2.00 0.0000 122.00 No Ice 2.90 2.03 0 0.00 2.00 RRH4x25-B30 C From Leg 2.00 0.0000 122.00 No Ice 2.90 2.03 0 0.00 2.00 9442 RRH2X40-07 A From Leg 2.00 0.0000 122.00 No Ice 2.13 1.89 0 0.00 2.00 9442 RRH2X40-07 B From Leg 2,00 0.0000 122.00 No Ice 2.13 1.89 0 0.00 2.00 9442 RRH2X40-07 C From Leg 2.00 0.0000 122.00 No Ice 2.13 1.89 0 0.00 2.00 DC6-48-60-18-8F A From Leg 2.00 0.0000 122.00 No Ice 1.69 1.69 0 0.00 2.00 Job Page tnxTower 15AND18 (BU 880306) 14 of 14 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 Professionals 326 Tryon Road -I- Raleigh, NC 2 7603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness J FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Herz Adjustment Front Side Leg Lateral Vert ft ft K ft fit DC6-48-60-18-8F B From Leg 2.00 0.0000 122.00 No Ice 1.69 1.69 0 0.00 2.00 FB-15-ABOX B From Leg 4.00 0.0000 122.00 No Ice 2.70 0.51 0 0.00 3.00 2.4" Dia x 6-ft Pipe A From Leg 2.00 0.0000 122.00 No Ice 1.43 1.43 0 0.00 0.00 2.4" Dia x 6-ft Pipe B From Leg 2.00 0.0000 122.00 No Ice 1.43 1.43 0 0.00 0.00 2.4" Dia x 6-ft Pipe C From Leg 2.00 0.0000 122.00 No Ice 1.43 1.43 0 0.00 0.00 Pipe Mount [PM 601-3] C None 0.0000 122.00 No Ice 4.39 4.39 0 Sector Mount [SM 501-3] C None 0.0000 122.00 No Ice 24.21 24.21 1 ***116*** FHFB B From Leg 4.00 0.0000 116.00 No Ice 2.64 1.67 0 0.00 0.00 RNSNDC-7771-PF-48 A From Leg 4.00 0.0000 116.00 No Ice 2.73 1.03 0 0.00 0.00 ***114*** FHFB A From Leg 0.50 0.0000 114.00 No Ice 2,64 1.67 0 0.00 0.00 FHFB C From Leg 0.50 0.0000 114.00 No Ice 2.64 L67 0 0.00 0.00 FHFB C From Leg 0.50 0.0000 114.00 No Ice 2.64 1.67 0 UO 0.00 FRIG A From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0.00 0.00 FRIG A From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0.00 0.00 FRIG B From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0.00 0.00 FRIG B From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0.00 0.00 FRIG C From Leg 0.50 0.0000 114.00 No Ice 2.39 0.97 0 0,00 0.00 2.4" Dia x 6-ft Pipe A From Leg 0.50 0.0000 114.00 No Ice 1.43 1.43 0 0.00 0.00 2.4" Dia x 6-ft Pipe B From Leg 0.50 0.0000 114.00 No Ice 1.43 1,43 0 0.00 0.00 2.4" Dia x 6-ft Pipe C From Leg 0.50 0.0000 114.00 No Ice 1.43 1.43 0 0.00 Job Page tnxTower 15AND18 (BU 880306) 15 of 15 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 Professionals 326 Tryon Road Raleigh, NC 27603 Client De signed by Phone. - (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Ho rz Adjustment Front Side Leg Lateral Vert fr ft K ft ft 0.00 (2) HBXX-3319DS-A2M wl A From Leg 1.00 0.0000 11L00 No Ice 10.81 4.38 0 Mount Pipe 0.00 1.00 (2) HBXX-3319DS-A2M w/ B From Leg 1.00 0.0000 111.00 No Ice 10.81 4.38 0 Mount Pipe 0.00 1.00 (2) HBXX-3319DS-A2M w/ C From Leg 1.00 0.0000 111.00 No Ice 10.81 4.38 0 Mount Pipe 0.00 1.00 FFHH-65C-R3 w/ Mount A From Leg 4.00 0.0000 111.00 No Ice 21.38 11.50 0 Pipe 0.00 0.00 FFI1H-65C-R3 w/ Mount B From Leg 4.00 0.0000 111.00 No Ice 21.38 11.50 0 Pipe 0.00 0.00 FFHH-65C-R3 w/ Mount C From Leg 4.00 0.0000 111.00 No Ice 21.38 11.50 0 Pipe 0.00 0.00 AHLOA A From Leg 4.00 0.0000 111.00 No Ice 2.23 1.39 0 0.00 0.00 AHLOA B From Leg 4.00 0.0000 111.00 No Ice 2.23 L39 0 0.00 0.00 AHLOA C From Leg 4.00 0.0000 111.00 No Ice 2.23 1.39 0 0.00 0.00 TMAT1921B78-21A A From Leg 1.00 0.0000 111.00 No Ice 0.65 0.30 0 0.00 0.00 TMAT19211378-21A B From Leg 1.00 0.0000 111.00 No Ice 0.65 0.30 0 0.00 0.00 TMAT1921B78-21A c From Leg 1.00 0.0000 111.00 No Ice 0.65 0.30 0 U0 0.00 (4) ECC1920-VPUB B From Leg 1.00 0.0000 111.00 No Ice 0.46 0.17 0 0.00 1.00 (16) ECC1920-VPUB B From Leg 1.00 0.0000 111.00 No Ice 0.46 0.17 0 0.00 1.00 (4) ECC1920-VPUB B From Leg 1.00 0.0000 111.00 No Ice 0.46 0.17 0 0.00 1.00 FHFB A From Leg 1.00 0,0000 111.00 No Ice 2.64 1.67 0 0.00 3.00 Sector Mount [SM 501-31 C None 0,0000 111.00 No Ice 24.21 24.21 1 ***108*** TME-RNSNDC-7771-PF-48 A From Leg 0.50 0.0000 108.00 No Ice 4.76 2.58 0 w/ Mount Pipe 0.00 0.00 TME-RNSNDC-777 1-PF-48 C From Leg 0.50 0.0000 108.00 No Ice 3.20 1.03 0 w/ Mount Pipe 0.00 -- Job Page tnxTower 15AND18 (BU 880306) 16 of 16 ' 6 of 1 6 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis /1 08:17:45 06/18/18 Professionals 326 Tryon Road . ..... Raleigh, NC 27603 Client Designed by] Phone- (919) 661-6351 Crown Castle khoiness FAX'(919) 661-6350 1 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Ho rz Adjustment Front Side Leg Lateral Vert ft ft ftz K ft ft 0.00 ***107**** FRIG B From Leg 4.00 0.0000 107.00 No Ice 2.39 0.97 0 0.00 0.00 ***105*** FHFB B From Leg 4.00 0.0000 105.00 No Ice 2.64 1.67 0 0.00 0.00 ***91*** (3) DB844H90E-XY A From Leg 4.00 0.0000 91.00 No Ice 3.58 5.28 0 w[Mount Pipe 0.00 2.00 (3)DB844H90E-XY B From Leg 4.00 0.0000 91.00 No Ice 3.58 5.28 0 WfMount Pipe 0.00 2.00 2.4" Dia x 6-ft Pipe A From Leg 4.00 0.0000 91.00 No Ice 1.43 1.43 0 0.00 0.00 2.4" Dia x 6-ft Pipe B From Leg 4.00 0.0000 91.00 No Ice 1.43 1.43 0 0.00 0.00 Sector Mount [SM 601-1] A From Leg 2.00 0.0000 91.00 No Ice 16.28 10.62 0 0.00 0.00 Pipe Mount [PM 601-1] A From Leg 0.50 0.0000 91.00 No Ice 3.00 0.90 0 0.00 0.00 Sector Mount [SM 601-1] B From Leg 2.00 0.0000 91.00 No Ice 16.28 10.62 0 0.00 0.00 Pipe Mount [PM 601-11 B From Leg 0.50 0.0000 91.00 No Ice 100 0.90 0 0.00 0.00 ***79*•* ACUTIME 2000 C From Leg 3.00 0.0000 79.00 No Ice 0.26 0,26 0 0.00 0.00 Side Arm Mount [SO 701-1] C From Leg 1.50 0.0000 79.00 No Ice 0.85 1.67 0 0.00 0.00 ***62*** ACUTIME 2000 C From Leg 3.00 0.0000 62.00 No Ice 0.26 0.26 0 0.00 0.00 Side Arm Mount [SO 701-1] C From Leg 1.50 0.0000 62.00 No Ice 0.85 1.67 0 0.00 0.00 ***37*** BULLET III C From Leg 3.00 0.0000 37.00 No Ice 0.07 0.07 0 0.00 0.00 Side Arm Mount [SO 701-1] C From Leg 1.50 0.0000 37.00 No Ice 0.85 1.67 0 0.00 0.00 Page tnxTower Job 17 of 17 15 1 ( 0306) Project Date Professionals TowerEngineeringT P No. 46166.159176 - Seismic Analysis 0 :17:45 0 11 /1 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919)661-6351 Crown Castle khoiness FAX: (919} 661-6350 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deq No Ice Section Elevation Component Condition Gov. Axial Major Axis Minor is No. ft Type Load Moment Moment Comb. K ki - ki -ft T1 148 - 140 Leg Max Tension 15 1 0 0 Max. Compression 10 -3 0 0 Max. Mx 10 -3 0 0 Max. My 16 -1 0 0 Max. Vy 22 -1 0 0 Max. Vx 4 -1 0 0 Diagonal Max Tension 24 1 0 0 Max. Compression 4 -1 0 0 Max. Mx 10 1 0 0 Max. My 12 -1 0 0 Max. Vy 10 0 0 0 Max, Vx 12 0 0 0 Top Gift Max Tension 18 0 0 0 Max. Compression 15 0 0 0 Max. Mx 2 0 0 0 Max. My 2 0 0 0 Max. Vy 2 0 0 0 Max. Vx 2 0 0 0 T2 140 - 120 Leg Max Tension 15 9 0 0 Job Page tnxTower 15AND18 (BU 880306) 18 of 18 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 Proessionals f 326 Tryon Road I Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle 1 khoiness FAX: (919) 661-6350 - ------------ -- Section Elevation Component Condition Gov. Axial MajorAxis Minor Axis No. ft Type Load Moment Moment Comb. K kip- k' - Max. Compression 10 -13 0 0 Max. Mx 18 -13 0 0 Max. My 24 -1 0 0 Max. Vy 6 0 0 0 Max. Vx 12 0 0 0 Diagonal Max Tension 5 1 0 0 Max. Compression 8 -1 0 0 Max. Mx 10 1 0 0 Max. My 12 1 0 0 Max. Vy 10 0 0 0 Max. Vx 12 0 0 0 T3 120-100 Leg Max Tension 7 16 0 0 Max. Compression 10 -26 0 0 Max. Mx 22 12 0 0 Max. My 12 -3 0 0 Max. Vy 22 0 0 0 Max. Vx 4 0 0 0 Diagonal Max Tension 21 1 0 0 Max. Compression 24 -2 0 0 Max, Mx 10 1 0 0 Max. My 12 -1 0 0 Max. Vy 6 0 0 0 Max. Vx 12 0 0 0 Top Girt Max Tension 7 0 0 0 Max. Compression 10 0 0 0 Max. Mx 2 0 0 0 Max. My 2 0 0 0 Max. Vy 2 0 0 0 Max. Vx 2 0 0 0 T4 100-80 Leg Max Tension 7 24 0 0 Max. Compression 10 -35 0 0 Max. Mx 22 18 0 0 Max. My 12 -5 0 0 Max. Vy 22 0 0 0 Max. Vx 20 0 0 0 Diagonal Max Tension 20 1 0 0 Max. Compression 20 -1 0 0 Max. Mx 10 1 0 0 Max. My 20 -1 0 0 Max. Vy 6 0 0 0 Max. Vx 20 0 0 0 T5 80-60 Leg Max Tension 7 29 0 0 Max. Compression 10 -43 0 0 Max. Mx 2 -37 0 0 Max. My 8 -7 0 0 Max. Vy 22 0 0 0 Max. Vx 8 0 0 0 Diagonal Max Tension 20 1 0 0 Max. Compression 20 -1 0 0 Max. Mx 6 1 0 0 Max. My 12 -1 0 0 Max. Vy 6 0 0 0 Max. Vx 12 0 0 0 T6 60-40 Leg Max Tension 7 33 0 0 Max. Compression 10 -51 0 0 Max. Mx 2 -48 0 0 Max. My 8 -8 0 0 Max. Vy 22 0 0 0 Max. Vx 4 0 0 0 Diagonal Max Tension 20 1 0 0 Max. Compression 20 -1 0 0 WxTower Job Page 15AND18 (BU 880306) 19 of 19 Tower Engineering Project Date Professionals TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K Max. Mx 6 1 0 0 Max. My 8 -1 0 0 Max. Vy 6 0 0 0 Max. Vx 8 0 0 0 T7 40-20 Leg Max Tension 7 36 0 0 Max. Compression 10 -56 0 0 Max. Mx 2 -54 0 0 Max. My 8 -10 0 0 Max. Vy 22 0 0 0 Max. Vx 8 0 0 0 Diagonal Max Tension 20 1 0 0 Max. Compression 20 -1 0 0 Max. Mx 10 1 0 0 Max. My 8 1 0 0 Max. Vy 6 0 0 0 Max. Vx 8 0 0 0 T8 20-0 Leg Max Tension 7 38 0 0 Max. Compression 10 -62 0 0 Max. Mx 6 34 0 0 Max. My 8 -11 0 1 Max. Vy 22 0 0 0 Max. Vx 8 0 0 1 Diagonal Max Tension 20 1 0 0 Max. Compression 20 -1 0 0 Max. Mx 8 0 0 0 Max. My 8 1 0 0 Max. Vy 8 0 0 0 Max. Vx 8 0 0 0 Location --Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 60 5 -3 Max. H. 18 60 5 -3 Max. Hz 7 -39 -3 2 Min. Vert 7 -39 -3 2 Min, H. 7 -39 -3 2 Min. H� 18 60 5 -3 Leg B Max. Vert 10 63 -5 -3 Max. H. 23 -37 3 2 Max. H. 23 -37 3 2 Min. Vert 23 -37 3 2 Min. H, 10 63 -5 -3 Min, Hz 10 63 -5 -3 Leg A Max. Vert 2 60 0 5 Max. H. 20 12 0 1 Max. H. 2 60 0 5 Min. Vert 15 -39 0 -4 Min. H. 9 9 0 1 Min. H. 15 -39 0 -4 tnxTower Job 15AND1 8 (BU 880306) Tower Engineering Project TEP No. 46166.159176 -Seismic Analysis Professionals 326 Tryon Road Raleigh, NC 2 7603 Client Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 1 rower Mast Reaction Summar Page 20 of 20 Date 08:17:45 06/18/18 Designed by khoiness Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, K Dead Only 33 0 0 13 -23 0 1.2 Dead+1.0 Wind 0 deg - No 40 0 -7 -774 -28 0 Ice 0.9 Dead+1.0 Wind 0 deg - No 30 0 -7 -778 -21 0 Ice 1.2 Dead+1.0 Wind 30 deg - No 40 3 -6 -668 -422 0 Ice 0.9 Dead+1.0 Wind 30 deg - No 30 3 -6 -672 -415 0 Ice 1.2 Dead+1.0 Wind 60 deg - No 40 6 -3 -379 -711 0 Ice 0.9 Dead+1.0 Wind 60 deg - No 30 6 -3 -383 -704 0 Ice 1.2 Dead+1.0 Wind 90 deg - No 40 7 0 16 -817 0 Ice 0.9 Dead+1.0 Wind 90 deg - No 30 7 0 12 -810 0 Ice 1.2 Dead+1.0 Wind 120 deg - 40 6 3 410 -711 0 No Ice 0.9 Dead+1.0 Wind 120 deg - 30 6 3 406 -704 0 No Ice 1.2 Dead+1.0 Wind 150 deg - 40 3 6 699 -422 0 No Ice 0.9 Dead+1.0 Wind 150 deg - 30 3 6 695 -415 0 No Ice 1.2 Dead+1.0 Wind 180 deg - 40 0 7 805 -28 0 No Ice 0.9 Dead+1.0 Wind 180 deg - 30 0 7 801 -21 0 No Ice 1.2 Dead+1.0 Wind 210 deg - 40 -3 6 699 367 0 No Ice 0.9 Dead+1.0 Wind 210 deg - 30 -3 6 695 374 0 No Ice 1.2 Dead+1,0 Wind 240 deg - 40 -6 3 410 656 0 No Ice 0.9 Dead+1.0 Wind 240 deg - 30 -6 3 406 663 0 No Ice 1.2 Dead+1.0 Wind 270 deg - 40 -7 0 16 761 0 No Ice 0.9 Dead+1 .0 Wind 270 deg - 30 -7 0 12 768 0 No Ice 1.2 Dead+1.0 Wind 300 deg - 40 -6 -3 -379 656 0 No Ice 0.9 Dead+1.0 Wind 300 deg - 30 -6 -3 -383 663 0 No Ice 1.2 Dead+1.0 Wind 330 deg - 40 -3 -6 -668 367 0 No Ice 0.9 Dead+1.0 Wind 330 deg - 30 -3 -6 -672 374 0 No Ice I Solution Summary Job 15AD18 (U 80306) Project TEP No. 46166.159176 - Seismic Analysis Page 21 of 21 Date :17:45 06/1/1 Designed by khoiness Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0 -33 0 0 33 0 0.000% 2 0 -40 -7 0 40 7 0.000% 3 0 -30 -7 0 30 7 0.000% 4 3 -40 -6 -3 40 6 0.000% 5 3 -30 -6 -3 30 6 0.000% 6 6 -40 -3 -6 40 3 0.000% 7 6 -30 -3 -6 30 3 0.000% 8 7 -40 0 -7 40 0 0.000% 9 7 -30 0 -7 30 0 0.000% 10 6 -40 3 -6 40 -3 0.000% 11 6 -30 3 -6 30 -3 0.000% 12 3 -40 6 -3 40 -6 0.000% 13 3 -30 6 -3 30 -6 0.000% 14 0 -40 7 0 40 -7 0.000% 15 0 -30 7 0 30 -7 0.000% 16 -3 -40 6 3 40 -6 0.000% 17 -3 -30 6 3 30 -6 0.000% 18 -6 -40 3 6 40 -3 0.000% 19 -6 -30 3 6 30 -3 0.000% 20 -7 -40 0 7 40 0 0.000% 21 -7 -30 0 7 30 0 0.000% 22 -6 -40 -3 6 40 3 0.000% 23 -6 -30 -3 6 30 3 0.000% 24 -3 -40 -6 3 40 6 0.000% 25 -3 -30 -6 3 30 6 0.000%Bolt Desion Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 148 Leg A325N 0.7500 4 0 30 0.012 1 Bolt Tension Diagonal A325N 0.6250 1 1 7 0.122 1. Member Block Shear Top Girt A325N 0.6250 1 0 5 0.058 1 Member Block Shear T2 140 Leg A325N 0.8750 4 2 41 0.057 1 Bolt Tension Diagonal A325N 0.6250 1 1 7 0.200 1,, Member Block Shear T3 120 Leg A325N 0.8750 4 4 41 0.101 1 Bolt Tension Diagonal A325N 0.6250 1 1 9 0.156 1 Member Block Shear Top Girt A325N 0.6250 1 0 5 0.005 1 Member Block Shear T4 100 Leg A325N 1.0000 4 6 53 0.111 1 Bolt Tension Diagonal A325N 0.6250 1 1 10 0.137 1 Member Bearing T5 80 Leg A325N 1.0000 6 5 53 0.091 1 Bolt Tension Diagonal A325N 0.6250 1 1 10 0.127 1 Member Bearing T6 60 Leg A325N 1.0000 6 6 53 0.105 1 Bolt Tension Diagonal A325N 0.7500 1 1 14 0.093 1. Member Bearing T7 40 Leg A325N 1.0000 8 5 53 0.085 1 Bolt Tension Diagonal A325N 0.7500 1 1 14 0.085 1 Member Bearing T8 20 Diagonal A325N 0.7500 1 1 14 0.089 1 Member Bearing tnxTower Job Tower Engineering Project Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 FAX.- (919) 661-6350 Page 22 of 22 Date 08:17:45 06/18/18 Designed by khoiness Cpmpmss�n Checks -M Design Data �Compir ession) Section Elevation Size L Lu K71r A P. Ratio NO. -px ft ft ft in 2 K K op" T1 148-140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 -3 64 0.0521 K=1.00 T2 140-120 ROHN 3 STD 20.00 4.00 41.3 2.2285 -13 89 0.1501 K=1,00 T3 120-100 ROHN 3.5 EH 20.03 5.01 46.0 16784 -26 142 0.1811 K=1.00 T4 100-80 ROHN 4EH 20.04 6.68 54.3 4.4074 -35 160 0.2211 K=1.00 T5 80-60 ROHN5EH 20.04 6.68 43.6 6.1120 -43 239 0.1811 K=1.00 T6 60-40 ROHN 6 EHS 20.03 6.68 36.0 6.7133 -51 275 0.1841 K=1.00 T7 40-20 ROHN6EH 20.04 10.02 54.8 8.4049 -56 304 0.1861 K=1.00 T8 20-0 ROHN 8 EHS 20.03 10.02 41.2 9.7193 -62 386 0.1601 K=1.00 EMZWI'. �,� Section Elevation Size L Lv KI/r A P. opn Ratio NO. - P. ft ft ft in2 K K (bp, TI 148-140 L 1.75 x 1.75 x 3/16 7.78 3.64 127.1 0,6211 -1 4 0.0931 K=1.00 T2 140-120 L 1.75 x 1.75 x 3/16 7.82 3.62 126.5 0.6211 -1 9 0.1651 K=1.00 T3 120-100 L 2 x 2 x 1/4 9.43 4.55 139.7 0.9380 -2 11 0,1411 K=1.00 T4 100-80 L 2.5 x 2.5 x 1/4 12.43 6,08 148.5 1.1900 - 12 0.123 K=1.00 T5 80-60 L 2.5 x 2.5 x 1/4 14.23 6.93 169.3 1.1900 9 0.142 K=1.00 T6 60-40 L 3 x 3 x 1/4 15.99 7.73 156.6 1.4375 13 0.1021 K=1.00 T7 40-20 L 3.5 x 3.5 x 1/4 19,26 9.48 164.0 1.6900 1 14 0.0891 K=1.00 T8 20-0 L 4 x 4 x 1/4 21.02 10.25 154.7 1.9400 1 18 0.0761 K=1.00 Page age tnxTower 15AN D1 8 (BU 880306) 23 of 23 Project Date Tower Engineering TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/1 Professionals 8 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (919) 661-6350 Top Girt Des! n Data (Compression) Section Elevation Size L L. Kl1r A P. Ratio P. No. ft ft ft in2 K K TI 148-140 L2x2xl/8 6,65 6.17 186.1 0.4844 0 3 0.0841 K= 1.00 T3 120-100 L2x2x1/8 6.72 6.19 186.8 0.4844 0 3 0.0131 K=1.00 Tension Checks Section Elevation Size L L. K7/r A P. OP. Ratio No. ft ft ft in 2 K K -P. T 1 148-140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 1 77 0.019, T2 140-120 ROHN 3 STD 20.00 4.00 41.3 2.2285 9 100 0.0921 T3 120-100 ROHN 3,5 EH 20.03 5.01 46.0 3.6784 16 166 0.099, T4 100-80 ROHN 4EH 20.04 6.68 54.3 4.4074 24 198 0.1191 T5 80-60 ROHN 5EH 20.04 6.68 43.6 6.1120 29 275 0.1051 T6 60-40 ROHN 6EHS 20.03 6.68 36.0 6.7133 33 302 0.1101 T7 40-20 ROHN 6 EH 20.04 10.02 54.8 8.4049 36 378 0.0951 T8 20-0 ROHN 8 EHS 20.03 10.02 411 9.7193 38 437 0.0881 Diagonal Desi n Data (Tension) Section Elevation Size L L K71r A P. op Ratio P. No. ft ft ft 2 in K K - P T1 148-140 L 1.75 x 1.75 x 3/16 7.78 3.64 84.0 0.3604 1 16 0.0531 T2 140-120 L 1.75 x 1.75 x 3/16 7.82 3.62 83.6 0.3604 1 16 0.087 1 T3 120-100 L 2 x 2 x 1/4 9.43 4,55 92.1 0.5629 1 24 0.058 ' T4 100-80 L 2,5 x 2.5 x 1/4 11.85 5.79 92.3 0.7519 1 33 0.0441 T5 80-60 L 2.5 x 2.5 x 1/4 14.23 6.93 110.1 03519 1 33 0.0411 T6 60-40 L 3 x 3 x 1/4 15.40 7 A4 97.7 0.9141 1 45 0.0301 T7 40-20 L 3,5 x 3.5 x 1/4 18.35 9.04 100.9 1.1034 1 54 0.023 1 T8 20-0 L 4 x 4 x 1/4 20.15 9.82 95.4 1.2909 1 63 0.020 t -Page tnxTower Job 15AND18 (131-1880306) 24 of 24 Date Tower Engineering Project TEP No. 46166.159176 - Seismic Analysis 08:17:45 06/18/18 Professionals 326 Tryon Road Raleigh, NC 2 7603 Client Designed by Phone: (919) 661-6351 Crown Castle khoiness FAX: (9 9) 661-6350 Section Elevation Size L L Kl/r A P. OP. Ratio P. No. ft ft ft in 2 K K 6 T1 148-140 L2x2xl/8 6.65 6.17 122.8 0.2930 0 13 0.0211 0.0021 T3 120-100 L2x2xl/8 6.72 6.19 123.2 0.2930 0 13 Section Capacity lable Section Elevation Component Size Critical P K operr- K % Capacity Pass Fail No. ft Type Element T1 148-140 Leg ROHN 2.5 STD 2 -3 64 89 5.2 15.0 Pass Pass T2 140-120 Leg ROHN 3 STD 20 53 -13 142 18.1 Pass T3 120-100 Leg ROHN 3.5EH 83 -26 -35 160 22.1 Pass T4 100-80 Leg Leg ROHN 4EH ROHN 5EH 104 -43 239 18.1 Pass T5 T6 80-60 60-40 Leg ROHN 6 EHS 125 -51 275 18.4 Pass T7 40-20 Leg ROHN 6EH 146 -56 304 386 18.6 16,0 Pass Pass T8 20-0 Leg ROHN 8EHS 161 -62 9 9.3 Pass T1 148-140 Diagonal L 1.75 x 1,75 x 3/16 11 -1 12.2 (b) T2 140-120 Diagonal L 1.75 x 1.75 x 3/16 23 -1 9 16.5 Pass 20.0 (b) T3 120-100 Diagonal L 2 x 2 x 1/4 67 -2 11 14.1 15.6 (b) Pass T4 100-80 Diagonal L 2.5 x 2.5 x 1/4 85 -1 12 12.3 Pass 13.7 (b) T5 80-60 Diagonal L 2.5 x 2.5 x 1/4 106 -1 9 13 14.2 10.2 Pass Pass T6 60-40 Diagonal L 3 x 3 x 114 127 -1 14 8.9 Pass T7 40-20 Diagonal L 3.5 x 3.5 x 1/4 148 -1 18 7.6 Pass T8 20-0 Diagonal L 4 x 4 x 1/4 163 -1 &9 (b) TI 148-140 Top Girt L2x2x1/8 4 0 3 3 8.4 1.3 Pass Pass T3 120-100 Top Girt L2x2x1/8 57 0 Summary Leg (T4) 22.1 Pass Diagonal 20.0 Pass (T2) Top Girt 8.4 Pass (TI) Bolt Checks 20.0 Pass RATING = 22.1 Pass Program Version 7.0.5.1 - 2/1/2016 File:C:/UsctrS/LIloill",JOticDrive - Tower Engineering Professionals, inc/ii a1Nt) I SiSeisniicrFIA-G/Seisniic-TIA-G-880306_LC7,eri