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Report (39) May 13, 2016 116 Ft Monopole Tower Structural Analysis Report CCI BU No. 874140 Project Number 78875.006.01,Application 344923,Revision 0 Page 2 TABLE OF CONTENTS 1)INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2 -Existing and 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 Components vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations V tnxTower Report-version 7.0.5.1 May 13, 2016 116 Ft Monopole Tower Structural Analysis Report CCI BU No. 874140 Project Number 78875.006.01,Application 344923,Revision 0 Page 3 1)INTRODUCTION This tower is a 116 ft. Monopole tower designed by Valmont in May of 1997. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-E. This tower has been modified multiple times and those modifications are incorporated in this analysis. J 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 -Proposed Antenna and Cable Information Center w , Mounting Line,, Num Antenna f f3 Num Feed -01 M ca nna Model ofd , i Note Level ) Elevation Ant n i�s Manufacturer Lines n in 3 Andrew ETW190VS12UB 3 Commscope SBNH-1D65C 97.0 100.0 -- -- -- 3 Nokia FHFB I 3 I Nokia I FRLB Table 2-Existing and Reserved Antenna and Cable Information Center Number 1 Ndrrlbr Feed Mounting Line' Ant. x, of R = Antenna Model pi reed Line Note Level(ft) Elevation. Manufacturer Antennas % tines Size{in) I 117.0 1 1 Axxcelera AB-ACCESS Kmw 114.0 115.0 3 Communications HB-X-ID-19-65-00T 6 13/8 1 I 114.0 1 -- Pipe Mount[PM 601-3] 110.0 I 110.0 1 -- Pipe Mount[PM 601-1] -- -- 3 6 Andrew ETW200VS12UB 100.0 3 Andrew TMBX-6516-R2M -- -- 4 2 Nokia FXFB 97.0 6 Andrew TMBXX-6516-R2M 3 Nokia FRIG 18 7/8 97.0 1 Raycap RNSDC-7771-PF-48 1 1-1/4 1 1 -- Platform Mount[LP 713-1] - 85.0 85.0 1 -- T-Arm Mount[TA 702-3] -- -- 3 7 Amphenol WBX045T19X000 8 CSS X7C-FRO-840-V 3 Ericsson RRUS 12 B2 4 Ericsson RRUS 12 B4 75.0 75.0 4 Ericsson RRUS A2 B13 4 1-1/4 2 3 Ericsson RRUS A2 B2 4 Ericsson RRUS A2 B4 4 Ericsson RRUS B13 I 4 I Raycap I RCMDC-3315-PF-48 I tnxTower Report-version 7.0.5.1 May 13, 2016 116 Ft Monopole Tower Structural Analysis Report CCI BU No. 874140 Project Number 78875.006.01,Application 344923,Revision 0 Page 4 Cent +lumber ;:. :3 �� numbers Mountlr~g �i e r y AntennEt L vel eft) Els ration Man ifactu e 'Antenna Mode)' of Feed; Line. Note; (ft) Ant�lnas ize knee S tn) 1 -- Platform Mount[LP 701-1] .4 65.0 65.0 1 Radiowaves SP1-5.2 I 1 1/2 2 1 -- Pipe Mount[PM 601-1] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Abandoned Empty Mount;Considered In This Analysis 4) Equipment To Be Removed;Not Considered In This Analysis Table 3-Design Antenna and Cable Information C { Number f Number , , iVluntift �ire �n Lelrei Antenna Model �, h (ft) Eievg Antenn lilar�ufactr icer s �� ii s Ize(in) -- 97 97 12 Decibel DB978 1 Generic Platform 85 -- 85 1 Generic 4'Dish -- -- 75 75 1 Generic Platform 9 Swedcom SP9014-DIN 50 I 50 1 I Generic { 4' Dish I -- I -- 3)ANALYSIS PROCEDURE Table 4-Documents Provided Doc ment !ternaries Reference Source Online Application T-Mobile Co-Locate Revision#0 344923 CCI Sites Tower Manufacturer Drawing Valmont, Order No: 12317-95 1353528 CCI Sites Tower Modification Drawing Valmont, Date: 08/09/2006 2248976 CCI Sites Post Modification Inspection TEP, Date: 10/02/2006 1956214 CCI Sites Tower Modification Drawing B+T Group, Date: 04/08/2015 5629547 CCI Sites Post Modification Inspection TEP, Date: 09/11/2015 5885121 CCI Sites Foundation Drawing Portland General Electric Co., Date: 03/20/1990 1354428 CCI Sites Geotech Report Northwest Geotech Inc., Project No: 705.2.1 1353413 CCI Sites Antenna Configuration Crown CAD Package (Date: 05/11/2016 ICCI Sites 3.1) Analysis Method tnxTower(version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. tnxTower Report-version 7.0.5.1 May 13,2016 116 Ft Monopole Tower Structural Analysis Report CCI BU No. 874140 Project Number 78875.006.01,Application 344923, Revision 0 Page 5 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. 5) 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. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Component Critical SF"P allow 3'A ElevationYt) Size P{K) — Pass/Fall �� No. Type Element (K) Capacity. L1 116-100 Pole TP14.14x11.26x0.188 1 -0.840 620.920 10.2 Pass L2 100-67.5 Pole TP19.987x14.14x0.219 2 -11.361 1014.200 93.6 Pass L3 67.5 Pole TP22.94x19.987x0.631 3 -13.865 2086.510 71.9 Pass 51.0833 L4 51.0833 Pole TP25.894x21.798x0.625 4 -19.537 2431.290 94.8 Pass 32.25 L5 32.25-0 Pole TP31.7x25.894x0.655 5 -28.456 3189.770 99.1 Pass Summary Pole(L5) 99.1 Pass Rating= 99.1 Pass Table 6-Tower Component Stresses vs. Capacity—LC7 -Notes °, Component Elevation(ft) %Capacity Pass w. / .Fail 1 Flange Connection 100 8.7 Pass 1 Anchor Rods Base 96.0 Pass 1 Base Plate Base 64.5 Pass 1 Base Foundation(Structure) Base 75.4 Pass 1 I Base Foundation(Soil Interaction) I Base I 76.5 I Pass Structure Rating(max from all components)= 99.1% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report-version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT J 116.0 ft DESIGNED APPURTENANCE LOADING I TYPE ELEVATION TYPE ELEVATION Lghtning Rod SIB"x 6'(E) 119 6'x 2"Mount Pipe(E-Hor.Otf./Photo) 97 AB-ACCESS(E-Unknown) 114 6'x 2"Mount Pipe(E-Hor.Off./Photo) 97 c o COHB- X-ID-19-65-00T(E-Cricket) 114 Platform Mount[LP 713-1](E) 97 c4 o HB-X-ID-19-65-00T(E) 114 T-Arm Mount[TA 702-3](AB-Empty) 85 HB-X-ID-19-65-00T(E) 114 (3)WBX045T19X000 w/Mount Pipe 75 Pipe Mount[PM 601-3](E) 114 (R) — — Pipe Mount[PM 601-1] 110 WBX045T19X000 w/Mount Pipe(R) 75 (AB-Empty/Photo) (3)WBX045T19X000 w/Mount Pipe 75 10008 (R) (2)TMBXX-6516-R2M wl Mount Pipe 97 -I (E) (2)X7C-FRO-840-V w/Mount Pipe(R)75 (2)TMBXX-6516-R2M w/Mount Pipe 97 (3)X7C-FRO-840-V w/Mount Pipe(R) 75 (E) (3)X7C-FRO-840-V w/Mount Pipe(R) 75 (2)TMBXX-6516-R2M w/Mount Pipe 97 (2)RRUS 12 B4(R) 75 (E) RRUS 12 B4(R) 75 RNSDC-7771-PF-46(E) 97 RRUS 12 B4(R) 75 FRIG(E) 97 (2)RCMDC-3315-PF-46(R) 75 FRIG(E) 97 RCMDC-3315-PF-48(R) 75 FRIG(E) 97 RCMDC-3315-PF-48(R) 75 g -7 ro SBNH-1D65C w/Mount Pipe(P) 97 N ,° o, n M (2)RRUS A2 B4(R) 75 k N c 4 of SBNH-1D65C w/Mount Pipe(P) 97 RRUS A2 64(R) 75 SBNH-1D65C w/Mount Pipe(P) 97 RRUS A2 B4(R) 75 ETW190VS12UB(P) 97 RRUS B13(R) 75 ETW190VS12UB(P) 97 (2)RRUS BI3(R) 75 ETW190VS12UB(P) 97 RRUS B13(R) 75 FHFB(P) 97 RRUS A2 B13(R) 75 I FHFB(P) 97 (2)RRUS A2 B13(R) 75 FHFB(P) 97 RRUS A2 B13(R) 75 FRLB(P) 97 RRUS 12 B2(R) 75 67.5 ft FRLB(P) 97 (2)RRUS 12132(R) 75 (5)6'x 2"Mount Pipe(E-Dual+Empty) 97 RRUS A2 B2(R) 75 I (5)6'x 2"Mount Pipe(E-Dual+Empty) 97 (2)RRUS A2 B2(R) 75 Platform Mount[LP 701-1](R) 75 (5)6'x 2"Mount Pipe(E-Dual+Empty) 97 Pipe Mount[PM 601-1](R) 65 6'x 2"Mount Pipe(E-Hor.Off./Photo) 97 v m m m NRad'awavas SP1-5.2(R) 65 in N O M W N O MATERIAL STRENGTH / GRADE Fy Fu GRADE Fy Fu w A572-65 65 ksi 60 ksi 42.136943ksi 42 ksi 57 ksi m 51.1 ft 41.915063ksi 42 ksi 57 ksi 42.972145ksi 43 ksi 58 ksi 0 m TOWER DESIGN NOTES 0 8 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. Z:1 ,e,,,, g,° ' 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. e N N o N N 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.000 ft 32.3 ft 8. TOWER RATING:99.1% '4? kn - ALL REACTIONS e ARE FACTORED AXIAL 68 K ' 1 -----i 2 6v SHEAR MOMENT P. PI o N g o m 3 K r 241 kip-ft N 4i TORQUE 0 kip-ft 30 mph WIND-1.000 in ICE AXIAL 28 K SHEA MOMENT 26 26 K � 1955 kip-ft 0.0 ft TORQUE 1 kip-ft REACTIONS-93 mph WIND in :E' o w m -. - Y � W i E 'k 'k Ti .m M 3 z' I- N E m° 6 B+T Group Job ' � 78875.006.01-Progress, OR(BU#87414( j= 1717 S. Boulder,Suite 300 Pro]ect: Tulsa, OK 74119 Client Crown Castle Drawn by:Shashank.S.RaoAPed' Phone:'(918)587-4630 Code: TIA-222-G Date:05/12/16 Scale: NTS FAX:(918)587-4630 Path: .....,". ....................... ... ..Dwg No.E-1 TIA-222-G -93 mph/30 mph 1.000 in Ice Exposure C Maximum Values Vx Vz Mx Mz - Global Mast Shear(K) Global Mast Moment(kip-ft) 0 5 10 15 20 25 0 500 1000 1500 2000 116.000 I 116.000 r- I 100.000 a �a ,a �a 4 -44 4 4 4 -- -------4---4 4 -a 4 + - - -4 4 100.000 I 67.50€ J L J H I-4 I-4 4 -a - -4 4 4__4__- 4 4 4 4 ., L a -1 67.500 .-r c 0 4+ ivi I \ W 51.082 51.083 r r 7 r r-1--7- 7--7-- --7 7 7 -T--- 1 7 - -r 7 7 r r 1 7 32.250 \ 32.250 0.000 h i I . I 1 : : 1 i 0.000 0 5 10 15 20 25 0 500 1000 1500 2000 B+T Group job.78875.006.01-Progress, OR(BU#87414( �� 1717 S.Boulder,Suite 300 Project: a.T 14. Tulsa,OK 74119 client:Crown Castle Drawn by:Shashank.S.Rao'4pPd Phone:'(918)587-4630 Code: TIA-222-G Date:05/12/16 Scale: NTS FAX:(918)587-4630 Path: Dwg No. TIA-222-G -Service-60 mph Maximum Values - Deflection (in) Tilt(deg) Twist(deg) 0 5 10 15 20 25 0 0,5 1 1.5 2 0 0.05 0.1 116.O0d 116.000 I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I 1 I I I I I I I I I 1 1 1 1 1 1 1 I 1 I I I I I I I I I 1 1 I I 1 1 I 1 I 1 1 1 1 100.004 1 1 1 1 I I I I I I I I 1 I I I I I I I I I I 100.000 4++1 J++ I- L+++_J 4 J+ 11 11 I I 111 I I I I I 1 I I I I I I I I 1 11 1 I I I I I I I 11 III I I 11 1 1 I I I 1 I I I 11 I I I I I I 1 1 I I I 1 I I I I I I 11 I I I 11 1 I I •1 I 1 I I I I I I 1 1 1 1 I I I 1 1 I I I I I I I I I I 1 1 1 1 I I I 1 1 11 I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I II I ll I I I I 1 1 1 1 I 1 1 1 1 1 I I I I 11 I I I I I 1 1 1 1 I 1 1 1 1 I I I I I 11 1 1 11 I I I 1 1 1 1 1 1 I 1 1 1 I 1 I I I I I I I I 11 1 1 1 1 1 1 1 1 1 I 1 1 I 1 I I I I I I I I 11 I 1 1 1 1 I 1 1 I I 1 I 1 11 I I I I 1 1 1 1 1 1 1 1 I I 1 1 I I 1 I 1 1 1 1 1 1 11 1 11 1 1 1 1 I I I 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 I I 1 I 67.506 +++ 4+ +++_ +++-- I I I I I I I I I I I I I I I I I I I I I I I I 67.500 1 1 1 1 I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I IIII 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 C1111 IIII IIII IIII 1 1 1 1 I I 1 I 0 nil 1111 1 1 1 1 iii1 I 1 1 1 1 1 I r R 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I d I I I I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I W 51.083 I I I I I I I I I I I I 51.083 rr7T 711 rrrT- T-1-1-- -1-1-1-1--rY-I r- -1-r1-I--YIri- Il r I --r--I--t--r-- 1 1 1 1 1 1 1 1 I I I I I I I I I I I 1 I I I I 1 1 1 1 II 1 IIII I I I I 1 1 1 1 lilt I I I I I I I I I I I I IIII I 1 I I I I I I I I I I IIII 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 IIII 1 II int I I I I I I 1 1 I 1 1 I 1 1 1 1 1 IIII IIII I I I I IIII 1 I I I I I I I I I I I IIII IIII 1 1 1 I 1 I I I I I I 1 1 1 1 1 1 1 IIII IIII IIII 32.256 1 I 1 I 1 1 1 1 I I 1 I I I I I I I I I I I I I 32.250 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 I I I I I I I I I I I I 1 1 1 1 1 1 1 1 I I I I I I I I 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 II I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l ,, 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.00 1111 1111 1111 1111 1111 I I I I 0.000 0 5 10 15 20 25 0 0.5 1 1.5 2 0 0.05 0.1 B+T Group Job 78875.006.01-Progress, OR(BU#87414( �j� 1717 S. Boulder,Suite 300 Project: B•T """ Tulsa,OK 74119 Client Crown Castle Drawn by:Shashank.S.RaoAPPdh Phone:'(918)587-4630 Code: TIA-222-G Date:05/12/16 scale: NTS FAX:(918)587-4630 Path:......._,.,.....,. .�....................N..-,,.v,,....,..,..a.�,.,o,.,.owg No.E-5 Feed Line Distribution Chart 0'- 116' Round Flat App In Face App Out Face Truss Leg Face A Face B Face C 116.000 116.000 --- 114.000 114.000 100.000___ 100.000 97.000 97.000 75.000 75.000 ___ 70.000 70.000 67.500___ 67.500 65.000 65.000 e. W w c m w o 'A 5 e R $ w e, w w w LL W IaL a u W a a 0 p W p , N W 51.08 vm ___� % ___J_ % ____._____._.._._ % % 51.083 a '_ U} U U U LL a m C O CO 5 A' m rc 35.000 35.000 N O 32.250 32.250 a' e LL O J - W W W W aa a a LL LL LL a o 6 N in n n N N N N OU U U U U U U 0.000 0.000 Job: B+T Group Jo78875.006.01-Progress, OR(BU#87414( 1717 S.Boulder,Suite 300 Project: BeT Tulsa, OK 74119 Client.Crown Castle Drawn by:Shashank.S.Rao Aped' Phone:'(918)587-4630 Code. TIA-222-G Date:05/12/16 Scale: NTS FAX:(918)587-4630 Path: Dwg No. Page Pag inxTower Job 78875.006.01 -Progress, OR(BU#874140) 1 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle FAX:(918)587-4630 Shashank.S.Rao Tower Input Data There is aP ole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. Basic wind speed of 93 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 1.000 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.000°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals ' Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 'd Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Ai Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Al Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 'I Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Ann Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component J Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 116.000-100.00 16.000 0.000 12 11.260 14.140 0.188 0.750 A572-65 0 (65 ksi) L2 100.000-67.500 32.500 0.000 12 14.140 19.987 0.219 0.875 A572-65 (65 ksi) Job Page trixTower� 78875.006.01 -Progress, OR(BU#874140) 2 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle FAX:(918)587-4630 Shashank.S.Rao Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L3 67.500-51.083 16.417 3.917 12 19.987 22.940 0.631 2.524 41.915063ksi (42 ksi) L4 51.083-32.250 22.750 0.000 12 21.798 25.894 0.625 2.501 42.136943ksi (42 ksi) L5 32.250-0.000 32.250 12 25.894 31.700 0.655 2.619 42.972145ksi (43 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in in2 in4 in in in3 in4 in2 in LI 11.657 6.685 104.612 3.964 5.833 17.935 211.972 3.290 2.515 13.414 14.639 8.424 209.314 4.995 7.325 28.577 424.128 4.146 3.287 17.531 L2 14.639 9.806 242.563 4.984 7.325 33.117 491.498 4.826 3.203 14.644 20.692 13.924 694.501 7.077 10.353 67.082 1407.248 6.853 4.770 21.807 L3 20.692 39.328 1880.636 6.929 10.353 181.650 3810.679 19.356 3.665 5.809 23.749 45.329 2879.521 7.987 11.883 242.324 5834.691 22.309 4.457 7.063 L4 23.297 42.634 2439.428 7.580 11.291 216.045 4942.942 20.983 4.166 6.662 26.807 50.882 4146.703 9.046 13.413 309.156 8402.344 25.042 5.264 8.417 L5 26.807 53.215 4326.790 9.036 13.413 322.582 8767.249 26.191 5.185 7.918 32.818 65.458 8052.570 11.114 16.421 490.394 16316.690 32.216 6.741 10.294 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mull. Double Angle Double Angle Double Angle Elevation Area Thickness Ai- Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 1 1 1 116.000-100.0 00 L2 1 1 I 100.000-67.50 0 L3 1 1 0.898782 67.500-51.083 L4 1 1 0.925866 51.083-32.250 L5 1 I 0.929768 32.250-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in klf LDF7-50A(1-5/8") A Surface Ar 114.000-0.000 6 6 0.000 1.980 0.001 (E) (CaAa) 0.350 *&&* RFA I206-24526-XXX(1-1/4") C Surface Ar 75.000-0.000 4 4 0.290 1.310 0.001 (R) (CaAa) 0.430 *&&* LDF4-50A( 1/2) C Surface Ar 65.000-0.000 1 1 0.270 0.625 0.000 Job Page trixTower 78875.006.01 -Progress, OR(BU#874140) 3 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Phone: '(918)587-4630 Designed by • FAX:(918)587-4630 Crown Castle Shashank.S.Rao Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in klf (R) (CaAa) 0.280 *&&* Safety Line 3/8 C Surface Ar 116.000-0.000 1 1 0.000 0.375 0.000 (E) (CaAa) 0.010 *&&* CCI-1.25"x6.5"-FP A Surface Af 35.000-0.000 1 1 0.000 6.500 15.500 0.000 (E) (CaAa) 0.000 CCI-1.25"x6.5"-FP B Surface Af 35.000-0.000 1 1 -0.250 6.500 15.500 0.000 (E) (CaAa) -0.250 CCI-1.25"x6.5"-FP C Surface Af 35.000-0.000 1 1 -0.500 6.500 15.500 0.000 (E) (CaAa) -0.500 CCI-1.25"x6.5"-FP C Surface Af 35.000-0.000 1 1 0.250 6.500 15.500 0.000 (E) (CaAa) 0.250 *&&* CCI-1"x6"-FP A Surface Af 70.000-35.000 1 1 0.000 6.000 14.000 0.000 (E) (CaAa) 0.000 CCI-1"x6"-FP B Surface Af 70.000-35.000 1 1 -0.250 6.000 14.000 0.000 (E) (CaAa) -0.250 CCI-1"x6"-FP C Surface Af 70.000-35.000 1 1 -0.500 6.000 14.000 0.000 (E) (CaAa) -0.500 CCI-1"x6"-FP C Surface Af 70.000-35.000 1 1 0.250 6.000 14.000 0.000 (E) (CaAa) 0.250 *&&* Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft klf LDF2-50(3/8") B No Inside Pole 114.000-0.000 1 No Ice 0.000 0.000 (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 *&&* LDF5-50A(7/8") A No Inside Pole 97.000-0.000 18 No Ice 0.000 0.000 (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 ASU9323TYP01(1-1/4) A No Inside Pole 97.000-0.000 1 No Ice 0.000 0.001 (E) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 *&&* *&&* Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft fig ft2 fr2 IF K LI 116.000-100.000 A 0.000 0.000 16.632 0.000 0.069 B 0.000 0.000 0.000 0.000 0.001 C 0.000 0.000 0.600 0.000 0.004 L2 100.000-67.500 A 0.000 0.000 41.110 0.000 0.366 B 0.000 0.000 2.500 0.000 0.003 C 0.000 0.000 10.149 0.000 0.051 L3 67.500-51.083 A 0.000 0.000 35.920 0.000 0.196 B 0.000 0.000 16.417 0.000 0.001 Job e g Pa tr Tower 78875.006.01 -Progress, OR(BU#874140) 4 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle FAX:(918)587-4630 Shashank.S.Rao Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 f? ft2 K C 0.000 0.000 42.921 0.000 0.103 L4 51.083-32.250 A 0.000 0.000 41.436 0.000 0.224 B 0.000 0.000 19.062 0.000 0.002 C 0.000 0.000 49.877 0.000 0.118 L5 32.250-0.000 A 0.000 0.000 73.251 0.000 0.384 B 0.000 0.000 34.938 0.000 0.003 C 0.000 0.000 89.999 0.000 0.202 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft2 ft2 K L1 116.000-100.000 A 2.251 0.000 0.000 28.669 0.000 0.497 B 0.000 0.000 0.000 0.000 0.001 C 0.000 0.000 7.804 0.000 0.119 L2 100.000-67.500 A 2.193 0.000 0.000 69.679 0.000 1.379 B 0.000 0.000 3.597 0.000 0.050 C 0.000 0.000 31.693 0.000 0.494 L3 67.500-51.083 A 2.120 0.000 0.000 56.457 0.000 0.963 B 0.000 0.000 23.377 0.000 0.299 C 0.000 0.000 80.556 0.000 1.163 L4 51.083-32.250 A 2.046 0.000 0.000 64.997 0.000 1.108 B 0.000 0.000 27.048 0.000 0.347 C 0.000 0.000 94.267 0.000 1.362 L5 32.250-0.000 A 1.860 0.000 0.000 109.823 0.000 1.706 B 0.000 0.000 46.935 0.000 0.528 C 0.000 0.000 157.210 0.000 2.030 Feed Line Center of Pressure Section Elevation CPA CPz CPA CPz Ice Ice ft in in in in L1 116.000-100.000 -0.560 -0.662 -0.472 -0.401 L2 100.000-67.500 -0.660 -0.687 -0.605 -0.427 L3 67.500-51.083 -0.559 -0.661 -0.600 -0.381 L4 51.083-32.250 -0.606 -0.718 -0.664 -0.407 L5 32.250-0.000 -0.670 -0.824 -0.750 -0.510 Shielding Factor Ka Tower Feed Line Description Feed Line Ka K, Section Record No. Segment Elev. No Ice Ice L1 2 LDF7-50A(1-5/8") 100.00- 1.0000 1.0000 114.00 L1 11 Safety Line 3/8 100.00- 1.0000 1.0000 116.00 Job Page inxTower 78875.006.01 -Progress, OR(BU#874140) 5 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX:(918)587-4630 Tower Feed Line Description Feed Line K° Ka Section Record No. Segment Elev. No Ice Ice L2 2 LDF7-50A(1-5/8") 67.50-100.00 1.0000 1.0000 L2 7 RFA1206-24526-300C(1-1/4 67.50-75.00 1.0000 1.0000 ") L2 11 Safety Line 3/8 67.50-100.00 1.0000 1.0000 L2 18 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L2 19 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L2 20 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L2 21 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L3 2 LDF7-50A(1-5/8") 51.08-67.50 1.0000 1.0000 L3 7 RFA1206-24526-XXX(1-1/4 51.08-67.50 1.0000 1.0000 ") L3 9 LDF4-50A(1/2) 51.08-65.00 1.0000 1.0000 L3 11 Safety Line 3/8 51.08-67.50 1.0000 1.0000 L3 18 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 19 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 20 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 21 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 13 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L3 14 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L3 15 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L3 16 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L5 2 LDF7-50A(1-5/8") 0.00-32.25 1.0000 1.0000 L5 7 RFA1206-24526-XXX(1-1/4 0.00-32.25 1.0000 1.0000 ") L5 9 LDF4-50A(1/2) 0.00-32.25 1.0000 1.0000 L5 11 Safety Line 3/8 0.00-32.25 1.0000 1.0000 L5 13 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 L5 14 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 L5 15 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 L5 16 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral - Vert ft ft f? ft' K ft ft Lightning Rod 5/8"x 6' C None 0.000 119.000 No Ice 0.375 0.375 0.033 (E) 1/2"Ice 0.989 0.989 0.037 1"Ice 1.619 1.619 0.045 *&&* AB-ACCESS B From Leg 1.000 0.000 114.000 No Ice 1.667 0.607 0.011 (E-Unknown) 0.000 1/2"Ice 1.837 0.736 0.022 3.000 1"Ice 2.015 0.872 0.035 *&&* HB-X-ID-19-65-00T A From Leg 1.000 0.000 114.000 No Ice 2.212 2.212 0.029 (E-Cricket) 0.000 1/2"Ice 3.500 3.500 0.056 1.000 1"Ice 3.916 3.916 0.089 HB-X-ID-19-65-00T B From Leg 1.000 0.000 114.000 No Ice 2.212 2.212 0.029 (E) 0.000 1/2"Ice 3.500 3.500 0.056 1.000 1"Ice 3.916 3.916 0.089 HB-X-ID-19-65-00T C From Leg 1.000 0.000 114.000 No Ice 2.212 2.212 0.029 Job Page triuT®wer 78875.006.01 -Progress, OR(BU#874140) 6 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by _ Phone: '(918)587-4630 Crown Castle FAX:(918)587-4630 Shashank.S.Rao Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ftz K ft ft (E) 0.000 1/2"Ice 3.500 3.500 0.056 1.000 1"Ice 3.916 3.916 0.089 Pipe Mount[PM 601-3] C None 0.000 114.000 No Ice 4.390 4.390 0.195 (E) 1/2"Ice 5.480 5.480 0.237 1"Ice 6.570 6.570 0.280 *&&* Pipe Mount[PM 601-1] A From Leg 0.500 0.000 110.000 No Ice 3.000 0.900 0.065 (AB-Empty/Photo) 0.000 1/2"Ice 3.740 1.120 0.079 0.000 1"Ice 4.480 1.340 0.093 *&&* (2)TMBXX-6516-R2M w/ A From Leg 4.000 0.000 97.000 No Ice 5.656 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.064 5.205 0.103 (E) 3.000 I"Ice 6.475 5.857 0.158 (2)TMBXX-6516-R2M w/ B From Leg 4.000 0.000 97.000 No Ice 5.656 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.064 5.205 0.103 (E) 3.000 1"Ice 6.475 5.857 0.158 (2)TMBXX-6516-R2M w/ C From Leg 4.000 0.000 97.000 No Ice 5.656 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.064 5.205 0.103 (E) 3.000 1"Ice 6.475 5.857 0.158 RNSDC-7771-PF-48 A From Leg 4.000 0.000 97.000 No Ice 3.178 1.196 0.020 (E) 0.000 1/2"Ice 3.399 1.346 0.043 0.000 1"Ice 3.627 1.502 0.069 FRIG A From Leg 4.000 0.000 97.000 No Ice 2.398 0.962 0.048 (E) 0.000 1/2"Ice 2.591 1.099 0.065 0.000 1"Ice 2.792 1.242 0.085 FRIG B From Leg 4.000 0.000 97.000 No Ice 2.398 0.962 0.048 (E) 0.000 1/2"Ice 2.591 1.099 0.065 0.000 1"Ice 2.792 1.242 0.085 FRIG C From Leg 4.000 0.000 97.000 No Ice 2.398 0.962 0.048 (E) 0.000 1/2"Ice 2.591 1.099 0.065 0.000 1"Ice 2.792 1.242 0.085 SBNH-ID65C w/Mount Pipe A From Leg 4.000 0.000 97.000 No Ice 11.683 9.842 0.083 (P) 0.000 1/2"Ice 12.404 11.366 0.172 3.000 1"Ice 13.135 12.914 0.272 SBNH-ID65C w/Mount Pipe B From Leg 4.000 0.000 97.000 No Ice 11.683 9.842 0.083 (P) 0.000 1/2"Ice 12.404 11.366 0.172 3.000 1"Ice 13.135 12.914 0.272 4 SBNH-ID65C w/Mount Pipe C From Leg 4.000 0.000 97.000 No Ice 11.683 9.842 0.083 (P) 0.000 1/2"Ice 12.404 11.366 0.172 3.000 1"Ice 13.135 12.914 0.272 ETWI90VSI2UB A From Leg 4.000 0.000 97.000 No Ice 0.570 0.317 0.015 (P) 0.000 1/2"Ice 0.667 0.395 0.020 3.000 1"Ice 0.772 0.484 0.026 ETW19OVS12UB B From Leg 4.000 0.000 97.000 No Ice 0.570 0.317 0.015 (P) 0.000 1/2"Ice 0.667 0.395 0.020 3.000 1"Ice 0.772 0.484 0.026 ETW19OVS12UB C From Leg 4.000 0.000 97.000 No Ice 0.570 0.317 0.015 (P) 0.000 1/2"Ice 0.667 0.395 0.020 3.000 1"Ice 0.772 0.484 0.026 FHFB A From Leg 4.000 0.000 97.000 No Ice 3.631 2.386 0.053 (P) 0.000 1/2"Ice 3.885 2.616 0.081 3.000 1"Ice 4.146 2.853 0.112 FHFB B From Leg 4.000 0.000 97.000 No Ice 3.631 2.386 0.053 (P) 0.000 1/2"Ice 3.885 2.616 0.081 3.000 1"Ice 4.146 2.853 0.112 FHFB C From Leg 4.000 0.000 97.000 No Ice 3.631 2.386 0.053 (P) 0.000 1/2"Ice 3.885 2.616 0.081 ,�u,rr„®��p Job Page tnxj 78875.006.01 -Progress, OR(BU#874140) 7 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX:(918)587-4630 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' fe K ft ft 3.000 I"Ice 4.146 2.853 0.112 FRLB A From Leg 4.000 0.000 97.000 No Ice 2.067 0.779 0.060 (P) 0.000 1/2"Ice 2.246 0.898 0.075 3.000 1"Ice 2.432 1.030 0.093 FRLB B From Leg 4.000 0.000 97.000 No Ice 2.067 0.779 0.060 (P) 0.000 1/2"Ice 2.246 0.898 0.075 3.000 1"Ice 2.432 1.030 0.093 FRLB C From Leg 4.000 0.000 97.000 No Ice 2.067 0.779 0.060 (P) 0.000 1/2"Ice 2.246 0.898 0.075 3.000 1"Ice 2.432 1.030 0.093 (5)6'x 2"Mount Pipe A From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E-Dual+Empty) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 (5)6'x 2"Mount Pipe B From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E-Dual+Empty) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 (5)6'x 2"Mount Pipe C From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E-Dual+Empty) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe A From Leg 1.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E-Hor.Off./Photo) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe B From Leg 1.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E-Hor.Off./Photo) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe C From Leg 1.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E-Hor.Off./Photo) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 Platform Mount[LP 713-1] C None 0.000 97.000 No Ice 31.270 31.270 1.510 (E) 1/2"Ice 39.680 39.680 1.929 1"Ice 48.090 48.090 2.348 *&&* T-Arm Mount[TA 702-3] C None 0.000 85.000 No Ice 5.640 5.640 0.339 (AB-Empty) 1/2"Ice 6.550 6.550 0.429 1"Ice 7.460 7.460 0.519 *&&* (3)WBX045T19X000 w/ A From Leg 4.000 0.000 75.000 No Ice 7.033 0.945 0.046 Mount Pipe 0.000 1/2"Ice 7.475 1.204 0.089 (R) 0.000 1"Ice 7.928 1.479 0.138 WBX045T19X000 w/Mount B From Leg 4.000 0.000 75.000 No Ice 7.033 0.945 0.046 Pipe 0.000 1/2"Ice 7.475 1.204 0.089 (R) 0.000 1"Ice 7.928 1.479 0.138 (3)WBX045T19X000 w/ C From Leg 4.000 0.000 75.000 No Ice 7.033 0.945 0.046 Mount Pipe 0.000 1/2"Ice 7.475 1.204 0.089 (R) 0.000 1"Ice 7.928 1.479 0.138 (2)X7C-FRO-840-V w/ A From Leg 4.000 0.000 75.000 No Ice 16.512 11.193 0.090 Mount Pipe 0.000 1/2"Ice 17.235 12.721 0.208 (R) 0.000 1"Ice 17.967 14.273 0.337 (3)X7C-FRO-840-V w/ B From Leg 4.000 0.000 75.000 No Ice 16.512 11.193 0.090 Mount Pipe 0.000 1/2"Ice 17.235 12.721 0.208 (R) 0.000 1"Ice 17.967 14.273 0.337 (3)X7C-FRO-840-V w/ C From Leg 4.000 0.000 75.000 No Ice 16.512 11.193 0.090 Mount Pipe 0.000 1/2"Ice 17.235 12.721 0.208 (R) 0.000 1"Ice 17.967 14.273 0.337 (2)RRUS 12 B4 A From Leg 4.000 0.000 75.000 No Ice 3.143 1.282 0.049 (R) 0.000 1/2"Ice 3.363 1.434 0.073 0.000 1"Ice 3.590 1.595 0.099 �� Job Page titx78875.006.01 -Progress, OR(BU#874140) 8 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX•(918)587-4630 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft' ft1 K ft ft RRUS 12 B4 B From Leg 4.000 0.000 75.000 No Ice 3.143 1.282 0.049 (R) 0.000 1/2"Ice 3.363 1.434 0.073 0.000 1"Ice 3.590 1.595 0.099 RRUS 12 B4 C From Leg 4.000 0.000 75.000 No Ice 3.143 1.282 0.049 (R) 0.000 1/2"Ice 3.363 1.434 0.073 0.000 1"Ice 3.590 1.595 0.099 (2)RCMDC-3315-PF-48 A From Leg 4.000 0.000 75.000 No Ice 3.708 2.192 0.032 (R) 0.000 1/2"Ice 3.950 2.395 0.062 0.000 1"Ice 4.200 2.606 0.097 RCMDC-3315-PF-48 B From Leg 4.000 0.000 75.000 No Ice 3.708 2.192 0.032 (R) 0.000 1/2"Ice 3.950 2.395 0.062 0.000 1"Ice 4.200 2.606 0.097 RCMDC-3315-PF-48 C From Leg 4.000 0.000 75.000 No Ice 3.708 2.192 0.032 (R) 0.000 1/2"Ice 3.950 2.395 0.062 0.000 1"Ice 4.200 2.606 0.097 (2)RRUS A2 B4 A From Leg 4.000 0.000 75.000 No Ice 2.196 0.539 0.022 (R) 0.000 1/2"Ice 2.380 0.653 0.035 0.000 1"Ice 2.572 0.774 0.051 RRUS A2 B4 B From Leg 4.000 0.000 75.000 No Ice 2.196 0.539 0.022 (R) 0.000 1/2"Ice 2.380 0.653 0.035 0.000 1"Ice 2.572 0.774 0.051 RRUS A2 B4 C From Leg 4.000 0.000 75.000 No Ice 2.196 0.539 0.022 (R) 0.000 1/2"Ice 2.380 0.653 0.035 0.000 1"Ice 2.572 0.774 0.051 RRUS B13 A From Leg 4.000 0.000 75.000 No Ice 2.791 1.192 0.051 (R) 0.000 1/2"Ice 2.998 1.340 0.072 0.000 1"Ice 3.213 1.496 0.096 (2)RRUS B13 B From Leg 4.000 0.000 75.000 No Ice 2.791 1.192 0.051 (R) 0.000 1/2"Ice 2.998 1.340 0.072 0.000 1"Ice 3.213 1.496 0.096 RRUS B13 C From Leg 4.000 0.000 75.000 No Ice 2.791 1.192 0.051 (R) 0.000 1/2"Ice 2.998 1.340 0.072 0.000 I"Ice 3.213 1.496 0.096 RRUS A2 B13 A From Leg 4.000 0.000 75.000 No Ice 2.791 1.724 0.074 (R) 0.000 1/2"Ice 2.998 1.895 0.099 0.000 1"Ice 3.213 2.074 0.127 (2)RRUS A2 B13 B From Leg 4.000 0.000 75.000 No Ice 2.791 1.724 0.074 _ (R) 0.000 1/2"Ice 2.998 1.895 0.099 0.000 1"Ice 3.213 2.074 0.127 RRUS A2 B13 C From Leg 4.000 0.000 75.000 No Ice 2.791 1.724 0.074 (R) 0.000 1/2"Ice 2.998 1.895 0.099 0.000 1"Ice 3.213 2.074 0.127 RRUS 12 B2 A From Leg 4.000 0.000 75.000 No Ice 3.143 1.282 0.049 (R) 0.000 1/2"Ice 3.363 1.434 0.073 0.000 1"Ice 3.590 1.595 0.099 (2)RRUS 12 B2 C From Leg 4.000 0.000 75.000 No Ice 3.143 1.282 0.049 (R) 0.000 1/2"Ice 3.363 1.434 0.073 0.000 1"Ice 3.590 1.595 0.099 RRUS A2 B2 A From Leg 4.000 0.000 75.000 No Ice 2.196 0.539 0.022 (R) 0.000 1/2"Ice 2.380 0.653 0.035 0.000 I"Ice 2.572 0.774 0.051 (2)RRUS A2 B2 C From Leg 4.000 0.000 75.000 No Ice 2.196 0.539 0.022 (R) 0.000 1/2"Ice 2.380 0.653 0.035 0.000 1"Ice 2.572 0.774 0.051 Platform Mount[LP 701-1] C None 0.000 75.000 No Ice 59.150 59.150 2.750 (R) 1/2"Ice 71.120 71.120 3.424 1"Ice 83.090 83.090 4.099 �Tower Job Page 78875.006.01 -Progress, OR(BU#874140) 9 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX•(918)587-4630 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' ft' K ft ft *&&* Pipe Mount[PM 601-1] B From Leg 0.500 0.000 65.000 No Ice 3.000 0.900 0.065 (R) 0.000 1/2"Ice 3.740 1.120 0.079 0.000 1"Ice 4.480 1.340 0.093 *&&* Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ° ft ft ft' K Radiowaves SPI-5.2 B Paraboloid From 1.000 61.000 65.000 1.000 No Ice 0.800 0.015 (R) w/Shroud(HP) Leg 0.000 1/2"Ice 0.921 0.020 0.000 1"Ice 1.043 0.024 *&&* Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 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+l.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+l.0 Temp Job Page tnxTower 78875.006.01 -Progress, OR(BU#874140) 10 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Phone: '(918)587-4630 Designed by - FAX. (918)587-4630 Crown Castle Shashank.S.Rao Comb. Description No. 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+I.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft LI 116-100 Pole Max Tension 2 0.000 0.000 -0.000 Max.Compression 26 -3.160 0.123 0.282 Max.Mx 20 -0.845 17.300 0.476 Max.My 2 -0.838 0.395 17.619 Max.Vy 20 -1.633 17.300 0.476 Max.Vx 2 -1.663 0.395 17.619 Max.Torque 12 0.059 L2 100-67.5 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -39.199 4.529 1.060 Max.Mx 20 -11.467 368.761 -0.575 Max.My 2 -11.427 -0.218 373.094 Max.Vy 20 -19.806 368.761 -0.575 Max.Vx 2 -20.077 -0.218 373.094 Max.Torque 23 1.076 L3 67.5-51.0833 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -43.960 5.106 1.268 Max.Mx 20 -13.967 623.209 -3.289 Max.My 2 -13.935 -2.794 630.632 Max.Vy 20 -20.864 623.209 -3.289 Max.Vx 2 -21.112 -2.794 630.632 Max.Torque 9 -1.107 L4 51.0833- Pole Max Tension 1 0.000 0.000 0.000 32.25 Max.Compression 26 -53.877 6.579 1.895 Max.Mx 20 -19.617 1117.722 -7.940 Max.My 2 -19.598 -7.092 1130.544 Max.Vy 20 -22.530 1117.722 -7.940 Max.Vx 2 -22.776 -7.092 1130.544 Max.Torque 9 -1.106 ��N�P Job Page ffix 78875.006.01 -Progress, OR(BU#874140) 11 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX:(918)587-4630 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft L5 32.25-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -67.827 8.431 2.777 Max.Mx 20 -28.459 1875.082 -14.400 Max.My 2 -28.458 -13.029 1895.327 Max.Vy 20 -24.392 1875.082 -14.400 Max.Vx 2 -24.630 -13.029 1895.327 Max.Torque 9 -1.103 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 36 67.827 2.762 -0.012 Max.H. 20 28.482 24.365 -0.196 Max.Hz 2 28.482 -0.192 24.603 Max.M. 2 1895.327 -0.192 24.603 Max.Mz 8 1872.503 -24.365 0.189 Max.Torsion 21 1.088 24.365 -0.196 Min.Vert 25 21.361 11.991 21.215 Min.1-1, 9 21.361 -24.365 0.189 Min.Hz 15 21.361 0.192 -24.594 Min.M. 14 -1894.453 0.192 -24.594 Min.Mz 20 -1875.082 24.365 -0.196 Min.Torsion 9 -1.101 -24.365 0.189 Tower Mast Reaction Summary Load Vertical Shear„ Shear, Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip ft kip ft Dead Only 23.735 0.000 0.000 -0.124 1.035 -0.000 1.2 Dead+1.6 Wind 0 deg-No 28.482 0.192 -24.603 -1895.327 -13.029 -0.218 Ice - 0.9 Dead+1.6 Wind 0 deg-No 21.361 0.192 -24.603 -1875.719 -13.241 -0.223 Ice 1.2 Dead+I.6 Wind 30 deg-No 28.482 12.899 -22.403 -1695.925 -972.393 0.367 Ice 0.9 Dead+1.6 Wind 30 deg-No 21.361 12.899 -22.403 -1678.495 -962.773 0.365 Ice 1.2 Dead+1.6 Wind 60 deg-No 28.482 21.288 -12.557 -968.723 -1637.289 0.862 Ice 0.9 Dead+1.6 Wind 60 deg-No 21.361 21.288 -12.557 -958.685 -1620.716 0.863 Ice 1.2 Dead+I.6 Wind 90 deg-No 28.482 24.365 -0.189 -14.272 -1872.503 1.097 Ice 0.9 Dead+1.6 Wind 90 deg-No 21.361 24.365 -0.189 -14.104 -1853.493 1.101 Ice 1.2 Dead+1.6 Wind 120 deg- 28.482 21.733 12.583 951.590 -1637.911 1.039 No Ice 0.9 Dead+1.6 Wind 120 deg- 21.361 21.733 12.583 941.855 -1621.447 1.046 No Ice 1.2 Dead+1.6 Wind 150 deg- 28.482 11.989 21.206 1633.720 -920.313 0.713 inxerr,®�er Job Page l 78875.006.01 -Progress, OR(BU#874140) 12 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX:(918)587-4630 Load Vertical Shear, Shear„ Overturning Overturning Torque Combination Moment,M Moment,M, K K K kip ft kip ft kip ft No Ice 0.9 Dead+1.6 Wind 150 deg- 21.361 11.989 21.206 1616.875 -911.119 0.720 No Ice 1.2 Dead+1.6 Wind 180 deg- 28.482 -0.192 24.594 1894.453 15.596 0.206 No Ice 0.9 Dead+1.6 Wind 180 deg- 21.361 -0.192 24.594 1874.928 15.138 0.212 No Ice 1.2 Dead+1.6 Wind 210 deg- 28.482 -12.897 22.395 1695.016 974.841 -0.355 No Ice 0.9 Dead+1.6 Wind 210 deg- 21.361 -12.897 22.395 1677.679 964.551 -0.353 No Ice 1.2 Dead+1.6 Wind 240 deg- 28.482 -21.290 12.549 967.846 1640.007 -0.829 No Ice 0.9 Dead+1.6 Wind 240 deg- 21.361 -21.290 12.549 957.906 1622.763 -0.830 No Ice 1.2 Dead+1.6 Wind 270 deg- 28.482 -24.365 0.196 14.399 1875.082 -1.083 No Ice 0.9 Dead+1.6 Wind 270 deg- 21.361 -24.365 0.196 14.321 1855.407 -1.088 No Ice 1.2 Dead+1.6 Wind 300 deg- 28.482 -21.730 -12.591 -952.431 1640.302 -1.022 No Ice 0.9 Dead+1.6 Wind 300 deg- 21.361 -21.730 -12.591 -942.602 1623.175 -1.028 No Ice 1.2 Dead+1.6 Wind 330 deg- 28.482 -11.991 -21.215 -1634.612 922.998 -0.723 No Ice 0.9 Dead+1.6 Wind 330 deg- 21.361 -11.991 -21.215 -1617.676 913.136 -0.730 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 67.827 -0.000 -0.000 -2.777 8.431 0.001 1.2 Dead+1.0 Wind 0 deg+1.0 67.827 0.012 -2.516 -221.024 7.522 -0.022 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 67.827 1.394 -2.432 -206.168 -107.699 0.028 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 67.827 2.304 -1.355 -119.691 -189.803 0.071 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 67.827 2.762 -0.011 -3.729 -224.474 0.093 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 67.827 2.367 1.377 110.453 -185.523 0.091 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 67.827 1.269 2.239 189.266 -100.077 0.067 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 67.827 -0.012 2.515 215.373 9.440 0.025 deg+1.0 Ice+1.0 Temp - 1.2 Dead+1.0 Wind 210 67.827 -1.394 2.431 200.514 124.646 -0.025 deg+I.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 67.827 -2.304 1.354 114.042 206.781 -0.068 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 67.827 -2.762 0.012 -1.805 241.437 -0.092 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 67.827 -2.367 -1.378 -116.098 202.465 -0.088 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 67.827 -1.269 -2.240 -194.917 117.053 -0.064 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 23.735 0.045 -5.727 -439.058 -2.247 -0.050 Dead+Wind 30 deg-Service 23.735 3.002 -5.215 -392.918 -224.465 0.086 Dead+Wind 60 deg-Service 23.735 4.955 -2.923 -224.454 -378.434 0.201 Dead+Wind 90 deg-Service 23.735 5.671 -0.044 -3.399 -432.883 0.257 Dead+Wind 120 deg-Service 23.735 5.059 2.929 220.295 -378.569 0.246 Dead+Wind 150 deg-Service 23.735 2.791 4.936 378.265 -212.366 0.171 Dead+Wind 180 deg-Service 23.735 -0.045 5.725 438.664 4.385 0.052 Dead+Wind 210 deg-Service 23.735 -3.002 5.213 392.520 226.573 -0.083 Dead+Wind 240 deg-Service 23.735 -4.956 2.921 224.066 380.606 -0.198 �"Ol��t" Job Page En's 78875.006.01 -Progress, OR(BU#874140) 13 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX:(918)587-4630 Load Vertical Shear„ Shear Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip ft kip ft Dead+Wind 270 deg-Service 23.735 -5.671 0.046 3.244 435.026 -0.258 Dead+Wind 300 deg-Service 23.735 -5.058 -2.931 -220.676 380.670 -0.242 Dead+Wind 330 deg-Service 23.735 -2.791 -4.938 -378.661 214.534 -0.169 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -23.735 0.000 0.000 23.735 0.000 0.000% 2 0.192 -28.482 -24.603 -0.192 28.482 24.603 0.000% 3 0.192 -21.361 -24.603 -0.192 21.361 24.603 0.000% 4 12.899 -28.482 -22.403 -12.899 28.482 22.403 0.000% 5 12.899 -21.361 -22.403 -12.899 21.361 22.403 0.000% 6 21.288 -28.482 -12.557 -21.288 28.482 12.557 0.000% 7 21.288 -21.361 -12.557 -21.288 21.361 12.557 0.000% 8 24.365 -28.482 -0.189 -24.365 28.482 0.189 0.000% 9 24.365 -21.361 -0.189 -24.365 21.361 0.189 0.000% 10 21.733 -28.482 12.583 -21.733 28.482 -12.583 0.000% 11 21.733 -21.361 12.583 -21.733 21.361 -12.583 0.000% 12 11.989 -28.482 21.206 -11.989 28.482 -21.206 0.000% 13 11.989 -21.361 21.206 -11.989 21.361 -21.206 0.000% 14 -0.192 -28.482 24.594 0.192 28.482 -24.594 0.000% 15 -0.192 -21.361 24.594 0.192 21.361 -24.594 0.000% 16 -12.897 -28.482 22.395 12.897 28.482 -22.395 0.000% 17 -12.897 -21.361 22.395 12.897 21.361 -22.395 0.000% 18 -21.290 -28.482 12.549 21.290 28.482 -12.549 0.000% 19 -21.290 -21.361 12.549 21.290 21.361 -12.549 0.000% 20 -24.365 -28.482 0.196 24.365 28.482 -0.196 0.000% 21 -24.365 -21.361 0.196 24.365 21.361 -0.196 0.000% 22 -21.730 -28.482 -12.591 21.730 28.482 12.591 0.000% 23 -21.730 -21.361 -12.591 21.730 21.361 12.591 0.000% 24 -11.991 -28.482 -21.215 11.991 28.482 21.215 0.000% 25 -11.991 -21.361 -21.215 11.991 21.361 21.215 0.000% 26 0.000 -67.827 0.000 0.000 67.827 0.000 0.000% 27 0.012 -67.827 -2.516 -0.012 67.827 2.516 0.000% 28 1.394 -67.827 -2.432 -1.394 67.827 2.432 0.000% 29 2.304 -67.827 -1.355 -2.304 67.827 1.355 0.000% 30 2.761 -67.827 -0.011 -2.762 67.827 0.011 0.000% 31 2.367 -67.827 1.377 -2.367 67.827 -1.377 0.000% 32 1.269 -67.827 2.239 -1.269 67.827 -2.239 0.000% 33 -0.012 -67.827 2.515 0.012 67.827 -2.515 0.000% 34 -1.394 -67.827 2.431 1.394 67.827 -2.431 0.000% 35 -2.304 -67.827 1.354 2.304 67.827 -1.354 0.000% 36 -2.761 -67.827 0.012 2.762 67.827 -0.012 0.000% 37 -2.367 -67.827 -1.378 2.367 67.827 1.378 0.000% 38 -1.269 -67.827 -2.239 1.269 67.827 2.240 0.000% 39 0.045 -23.735 -5.727 -0.045 23.735 5.727 0.000% 40 3.002 -23.735 -5.215 -3.002 23.735 5.215 0.000% 41 4.955 -23.735 -2.923 -4.955 23.735 2.923 0.000% 42 5.671 -23.735 -0.044 -5.671 23.735 0.044 0.000% 43 5.059 -23.735 2.929 -5.059 23.735 -2.929 0.000% 44 2.791 -23.735 4.936 -2.791 23.735 -4.936 0.000% 45 -0.045 -23.735 5.725 0.045 23.735 -5.725 0.000% 46 -3.002 -23.735 5.213 3.002 23.735 -5.213 0.000% 47 -4.956 -23.735 2.921 4.956 23.735 -2.921 0.000% 48 -5.671 -23.735 0.046 5.671 23.735 -0.046 0.000% 49 -5.058 -23.735 -2.931 5.058 23.735 2.931 0.000% Job Page lnxTower 78875.006.01 -Progress, OR(BU#874140) 14 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX•(918)587-4630 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 50 -2.791 -23.735 -4.938 2.791 23.735 4.938 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00058272 3 Yes 4 0.00000001 0.00022931 4 Yes 6 0.00000001 0.00008496 5 Yes 5 0.00000001 0.00076003 6 Yes 6 0.00000001 0.00008152 7 Yes 5 0.00000001 0.00073131 8 Yes 5 0.00000001 0.00004851 9 Yes 4 0.00000001 0.00064173 10 Yes 6 0.00000001 0.00008349 11 Yes 5 0.00000001 0.00074877 12 Yes 6 0.00000001 0.00007923 13 Yes 5 0.00000001 0.00071083 14 Yes 5 0.00000001 0.00005255 15 Yes 4 0.00000001 0.00065771 16 Yes 6 0.00000001 0.00008356 17 Yes 5 0.00000001 0.00074740 18 Yes 6 0.00000001 0.00008494 19 Yes 5 0.00000001 0000000 0.00076200 20 Yes 5 0.00000001 0.00011043 21 Yes 5 0.00000001 0.00004791 22 Yes 6 0.00000001 0.00007953 23 Yes 5 0.00000001 0.00071252 24 Yes 6 0.00000001 0.00008248 25 Yes 5 0.00000001 0.00074016 26 Yes 4 0.00000001 0.00021327 27 Yes 5 0.00000001 0.00062734 28 Yes 5 0.00000001 0.00068531 29 Yes 5 0.00000001 0.00066883 30 Yes 5 0.00000001 0.00061547 31 Yes 5 0.00000001 0.00062064 32 Yes 5 0.00000001 0.00062229 33 Yes 5 0.00000001 0.00060365 34 Yes 5 0.00000001 0.00071045 35 Yes 5 0.00000001 0.00071566 - 36 Yes 5 0.00000001 0.00068108 37 Yes 5 0.00000001 0.00070033 38 Yes 5 0.00000001 0.00069306 39 Yes 4 0.00000001 0.00006345 40 Yes 4 0.00000001 0.00084440 41 Yes 4 0.00000001 0.00075784 42 Yes 4 0.00000001 0.00012519 43 Yes 4 0.00000001 0.00081828 44 Yes 4 0.00000001 0.00071050 45 Yes 4 0.00000001 0.00007391 46 Yes 4 0.00000001 0.00081389 47 Yes 4 0.00000001 0.00084724 48 Yes 4 0.00000001 0.00014689 49 Yes 4 0.00000001 0.00072891 50 Yes 4 0.00000001 0.00080295 Job Page i.vTower 78875.006.01 -Progress, OR(BU#874140) 15 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle FAX:(918)587-4630 Shashank.S.Rao Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° LI 116-100 24.509 40 1.830 0.001 L2 100-67.5 18.439 46 1.786 0.001 L3 67.5-51.0833 8.061 46 1.109 0.002 L4 55-32.25 5.393 46 0.923 0.001 L5 32.25-0 1.815 46 0.546 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 119.000 Lightning Rod 5/8"x 6' 40 24.509 1.830 0.002 22468 114.000 AB-ACCESS 46 23.742 1.832 0.002 22468 110.000 Pipe Mount[PM 601-1] 46 22.210 1.834 0.002 18723 97.000 (2)TMBXX-6516-R2M w/Mount 46 17.335 1.749 0.002 5667 Pipe 85.000 T-Ann Mount[TA 702-3] 46 13.143 1.508 0.002 3185 75.000 (3)WBX045T19X000 w/Mount 46 10.051 1.267 0.002 2332 Pipe 65.000 Radiowaves SP1-5.2 46 7.471 1.066 0.002 2262 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° _ LI 116-100 105.585 4 7.900 0.006 L2 100-67.5 79.451 16 7.715 0.005 L3 67.5-51.0833 34.774 16 4.790 0.007 IA 55-32.25 23.272 16 3.986 0.005 L5 32.25-0 7.832 16 2.358 0.002 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 119.000 Lightning Rod 5/8"x 6' 4 105.585 7.900 0.010 5502 114.000 AB-ACCESS 4 102.280 7.910 0.010 5502 110.000 Pipe Mount[PM 601-1] 4 95.685 7.917 0.010 4585 97.000 (2)TMBXX-6516-R2M w/Mount 16 74.701 7.554 0.010 1377 Pipe u�®�� Job Page to 78875.006.01 -Progress, OR(BU#874140) 16 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle Shashank.S.Rao FAX:(918)587-4630 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 85.000 T-Arm Mount[TA 702-3] 16 56.659 6.519 0.009 762 75.000 (3)WBX045T19X000 w/Mount 16 43.345 5.474 0.008 553 Pipe 65.000 Radiowaves SPI-5.2 16 32.231 4.605 0.007 532 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P. 4)P„ Ratio No. Pu ft ft ft in2 K K 1t)Prt LI 116-100(1) TP14.14x11.26x0.188 16.000 0.000 0.0 8.424 -0.840 620.920 0.001 L2 100-67.5(2) TP19.987x14.14x0.219 32.500 0.000 0.0 13.924 -11.361 1014.200 0.011 L3 67.5-51.0833 TP22.94x19.987x0.631 16.417 0.000 0.0 43.897 -13.865 2086.510 0.007 (3) L4 51.0833- TP25.894x21.798x0.625 22.750 0.000 0.0 50.882 -19.537 2431.290 0.008 32.25(4) L5 32.25-0(5) TP31.7x25.894x0.655 32.250 0.000 0.0 65.457 -28.456 3189.770 0.009 Pole Bending Design Data Section Elevation Size M +M„, Ratio M, d1M,,, Ratio No. M M,, ft kip-ft kip-ft 4,A4;,,, kip-ft kip-ft $MY LI 116-100(1) TP14.14x11.26x0.188 17.790 175.536 0.101 0.000 175.536 0.000 L2 100-67.5(2) TP19.987x14.14x0.219 377.684 407.176 0.928 0.000 407.176 0.000 L3 67.5-51.0833 TP22.94x19.987x0.631 640.667 899.358 0.712 0.000 899.358 0.000 (3) L4 51.0833- TP25.894x21.798x0.625 1156.408 1231.042 0.939 0.000 1231.042 0.000 - 32.25(4) L5 32.25-0(5) TP31.7x25.894x0.655 1955.350 1991.425 0.982 0.000 1991.425 0.000 Pole Shear Design Data Section Elevation Size Actual 4W Ratio Actual +T Ratio No. V V T. T ft K K 4.V kip ft kip ft 4,T L1 116-100(1) TPI4.14x11.26x0.188 1.663 310.460 0.005 0.040 355.932 0.000 L2 100-67.5(2) TPI9.987x14.14x0.219 20.434 507.102 0.040 0.250 825.625 0.000 L3 67.5-51.0833 TP22.94x19.987x0.631 21.627 1043.250 0.021 0.357 1823.625 0.000 (3) L4 51.0833- TP25.894x21.798x0.625 23.638 1215.650 0.019 0.356 2496.167 0.000 32.25(4) L5 32.25-0(5) TP31.7x25.894x0.655 25.871 1594.890 0.016 0.355 4037.992 0.000 '�QW�r Job Page ffi 78875.006.01 -Progress, OR(BU#874140) 17 of 17 B+T Group Project Date 1717 S.Boulder,Suite 300 15:14:53 05/12/16 Tulsa,OK 74119 Client Designed by Phone: '(918)587-4630 Crown Castle FAX:(918)587-4630 Shashank.S.Rao Section Elevation Size Actual 4W„ Ratio Actual 4)T Ratio No. V V T T ft K K 4,y kip ft kip-ft 4iT Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M M,„, V T Stress Stress ft $P„ 4M +M •V •T Ratio Ratio Ll 116-100(1) 0.001 0.101 0.000 0.005 0.000 0.103 1.000 4.8.2 I' V L2 100-67.5(2) 0.011 0.928 0.000 0.040 0.000 0.940 1.000 482 V V L3 67.5-51.0833 0.007 0.712 0.000 0.021 0.000 0.719 1.000 4.8.2 (3) V L4 51.0833- 0.008 0.939 0.000 0.019 0.000 0.948 1.000 4.8.2 32.25(4) V L5 32.25-0(5) 0.009 0.982 0.000 0.016 0.000 0.991 1.000 4.8.2 V Section Capacity Table Section Elevation Component Size Critical P OP allow % Pass No. ft Type Element K K Capacity Fail LI 116-100 Pole TPI4.14x11.26x0.188 I -0.840 620.920 ** ** L2 100-67.5 Pole TP19.987x14.14x0.219 2 -11.361 1014.200 ** ** L3 67.5-51.0833 Pole TP22.94x19.987x0.631 3 -13.865 2086.510 ** ** L4 51.0833-32.25 Pole TP25.894x21.798x0.625 4 -19.537 2431.290 ** ** L5 32.25-0 Pole TP31.7x25.894x0.655 5 -28.456 3189.770 ** ** Summary Pole(L5) ** ** RATING= ** ** **Check Additional Calculations Program Version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING (INSTALLED) (18) 7/8•TO 97 FT LEVEL (1) 1-1/4-TO 97 FT LEVEL (INSTALLED) (8) 1-5/8'TO 114 FT LEVEL 1 /- �\ / \ / (INSTALLED) / / \\ \\ , (1) 3/8'TO 114 FT LEVEL (RESERVED) i / O G, 1 1 (1) 1/2"TO 65 FT LEVEL :, I I O? I I (4) 1-1/4'TO 75 FT LEVEL : \\ / / / / BUSINESS UNIT: 874140 APPENDIX C ADDITIONAL CALCULATIONS I \ 111!!! ,,,, , !;, $§■ ■!§■40 ■��\�� 1J! !!! .1 l, n�; .| p|§|i§§ IA § |§§)|| |1,§,,n! #;�K |� '§|#|K |||||||| 10.40.40 !00 if 1.0---o000 .! 16 E �! ■ §E ■! l| r gg, iA $(( l---��«�-- lill!! : � � . . . .|..... 111 k: : < \\ g.. 11\k)§§ !§_ !!§1/§§ . .�� ||■!!,�K)K{ . ? |°§ . . . .. . . ZORIZ/Z1/4 PA 1 -ler- " "" `" !!'.' 7.° *" °.• , : : , °°"" : . " 00. writ z oLgr tia re!! e: 517 <11,1:1 0 4.!S a so aro my ..• . • = ss • -• •• . Nmlipis mum 0.02 mas wet • n12•• 'mkt/ ....nod $.41 Awe sans. ret sus ••••• 4008...ft Pau.41.41,•••••0 *I van 3...••••Y*3 •••es nf m mem, oar.nos,.•••••••8 w•vma venom Nowa wen..nu...,*mar ..11. .7. A.. 0*. ay. a...4S ...I rft ••••• • m•werd 4.6 •••••• bonen D.* rm. 4.0a lama tarna 901•1449149 .44 •••••r g g • 4 , ` 1 1 Reinl Flats(Used for relative orientation only.Actual flat numbers may vary.) Bottom Top Qty Model Position T or T&C 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 O 32.25 4:FP-065125 F T&C 1 1 1 1 32.25 67.5 4:FP-060100 F T&C 1 1 1 1 F T&C F T&C F T&C F T&C F T&C F T&C F T&C Rein2 Bottom Top Qty Model Position T or T&C O F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C Rein3 Bottom Top Qty Model Position T or T&C O F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C I I I 1 I Reinforcement Capacity 44 AperoSolutions 1 c 7 5500 Flatirons Parkway,Suite 100 Boulder,CO 80301 720-3046882 D111181100118111111011/01188188 ....0 CelnroM §, d C S. e Y CelMOtl � WeiBM Moment of MOmentof heti MCNOi HWe Cenler Thktneas OWr{e TMa61eB8 063me6Br NbW10'eef UIWIgte kBUD. Un4raBB6 .830 Model 9Wft) Ares09 MmN604 M01699n41, M MOM AM) 9M %961hO, W9/010 Dai 1.10 0 Jtre00 la d Ueg0�A 'bpe •1 r�Yb1.r `"d pr ore CCI-%FP-060100 20.4 6.00 0.50 18.00 0.5 0 1 6 0 0 1.3875 65 80 0.80 10 1.00 16 Cpmpress.,,,.4,.,,,„,.:7,:,,,,.: "'+�'"' R CCI-XFP-065125 27.6 8.13 1.06 28.61 0.625 0 1.25 6.5 0 0 1.1875 65 80 0.00 19 1.00 19 Compress. *r Rupture 5/12/10162:48PM E:\ShashonktComplle 78875 874140_Progress-Shashonk-Anondroy-0)78875 006 01 AeroCalculatbns)Roinforcement Capacity 1 of3 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: - Site Data Mu 17.790285 ft-kips X-Excluded BU#: 874140 Axial, Pu: 0.8396796 kips 9Vn=tp(0.55*Ab*Fu) Site Name: Progress, OR Shear,Vu: 1.6633442 kips 9=0.75,cp*Vn(kips): App#: 344923 Revision#0 Elevation: 100 feet 38.88 Pole Manufacturer:I Other If No stiffeners,Criteria: I TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Data Bolt Tension Capacity,9*Tn,B1: 54.54 kips cp*Tn Qty: 10 Adjusted 9*Tn(due to Vu=Vu/Qty),B: 54.54 kips cpTn[(1-(Vu/cpVn)^2]^0.5 Diameter(in.): 1 Bolt Fu:_ 120 Max Bolt directly applied Tu: 4.73 Kips Bolt Material: A325 Bolt Fy: 92 _ Min. PL"tc"for B cap.w/o Pry: 1.193 in N/A: <—Disregard Min PL"treq"for actual T w/Pry: 0.265 in N/A: <—Disregard Min PL"t1"for actual T w/o Pry: 0.351 in Circle(in.): 17.75 T allowable w/o Prying: 54.54 kips a'<0 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 4.73 kips Diam: 20.375 in Non-Prying Bolt Stress Ratio,Tu/B: 8.7% Pass Thick,t: 1.5 in Grade(Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 50 ksi Compression Side Plate Stress: 2.1 ksi TIA G Single-Rod B-eff: 4.55 in Allowable Plate Stress: 32.4 ksi _ cp*Fy Compression Plate Stress Ratio: 6.5% Pass Comp.Y.L.Length: Stiffener Data(Welding at Both Sides) No Prying 10.73 Config: 0 * Tension Side Stress Ratio, (treq/t)^2: 3.1% Pass Weld Type: Groove Depth: in** n/a Groove Angle: degrees Stiffener Results Fillet H.Weld: <—Disregard Horizontal Weld : n/a Fillet V.Weld: in Vertical Weld: n/a Width: in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Thick: in Plate Comp.(AISC Bracket): n/a Notch: in Pole Results Grade: ksi Pole Punching Shear Check: n/a Weld str.: ksi Pole Data Diam: 14.14 in L .,-, Thick: 0.1875 in Grade: 65 ksi i - #of Sides: 12 "0"IF Round �'` Fu 80 ksi , '. 014 4 •' Reinf.Fillet Weld 0 "0"if None :, ,_ *0=none,1=every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Ext Flange G 1.3, Effective March 19,2012 Analysis Date:5/12/2016 Anchor Rod Information for TIA/EIA-222-F and TIA-222-G-2 Site Information Base Reactions Design Information ID: 874140 AeroSolutions LLc Moment: 1955 ft-kip TIA Code: G Name: Progress • _.,„„ Axial: 28 I kip ASIF: 1.000 App.#: 344923 Revision#0 Optimizing Your Tower Infrastructure Shear: 26 kip Failure: 105% Base Plate Type: Circular eta Factor: 0.50 Original Anchor Rod Data First Added Anchor Rod Data Second Added Anchor Rod Data Third Added Anchor Rod Data Quantity: 8:` Quantity: 3 Quantity: Quantity: Diameter: 2.25" `in Diameter: 1.75 in Diameter: in Diameter: in Material: A615 GR 75 Material: F1554 GR 105 Material: Material: Bolt Circle: 39.3in Bolt Circle: 45.8; in Bolt Circle: in Bolt Circle: in Bolt Spacing: in 1 Bolt Group Area: 31.81 in2 Bolt Group Area: 7.22 in2 Bolt Group Area: 0.00 in2 Bolt Group Area: 0.00 in2 Bolt Group MOIx: 6150 in4 Bolt Group MOIx: 1628 in4 Bolt Group MOIx: 0 in4 Bolt Group MOIx: 0 in4 Reactions Seen by Original AR Group Reactions Seen by First Added AR Group Reactions Seen by Second Added AR Group Reactions Seen by Second Added AR Group Moment: 1546.1 kip-ft Moment: 409.2 kip-ft Moment: 0.0 kip-ft Moment: 0.0 kip-ft Axial: 28.5 kip Axial: 0.0 kip Axial: 0.0 kip Axial: 0.0 kip Shear: 25.9 kip Shear: 0.0 kip Shear: 0.0 kip Shear: 0.0 kip Original AR Capacity Check First Added AR Capacity Check Second Added AR Capacity Check Second Added AR Capacity Check Combined Load: 249.4 kip Combined Load: 156.8 kip Combined Load: 0.0 kip Combined Load: 0.0 kip Allowable load: 259.8 kip Allowable load: 189.9 kip Allowable load: 0.0 kip Allowable load: 0.0 kip AR Capacity: 96.0% Pass AR Capacity: 82.5% Pass AR Capacity: 0.0% AR Capacity: 0.0% Rev.4.1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate -Any Rod Materi TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(F Site Data Reactions BU#: 874140 Mu: 1546.1116 ft-kips Site Name: Progress Axial,Pu: 28.4563 kips App#: 344923 Revision#0 Shear,Vu: 25.870902 kips Pole Manufacturer:I Other Eta Factor, rl 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffene Qty: 8 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Strength (Fu): 100 ksi Max Rod(Cu+Vu/rj): 246.0 Kips Yield (Fy): 75 ksi Allowable Axial,c*Fu*Anet: 260.0 Kips Bolt Circle: 39.32 in Anchor Rod Stress Ratio: 94.6% Pass Plate Data Diam: 45.32 in Base Plate Results Flexural Check Thick: 2.25 in Base Plate Stress: 34.8 ksi Grade: 60 ksi Allowable Plate Stress: 54.0 ksi Single-Rod B-eff: 12.74 in Base Plate Stress Ratio: 64.5% Pass Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in** Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 31.7 in - r Thick: 0.28125 in Grade: 65 ksi #of Sides: 12 "0"IF Round Fu 80 ksi Reinf.Fillet Weld 0 °0°if None a . *0=none,1=every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date: 5/12/2016 CCI Foundation Tool Suite-Monopole Pier CCIFTS 1.2.108.14286-Phase 1-2 Date: 5/12/2016 BU: 874140 Site Name: Progress,ORCROWN App Number: 344923 Revision#0 CASTLE Work Order: 1234887 �� Monopole Drilled Pier Input 3"C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D Forces Compression 28 kips Shear 26 kips Moment 1955 k-ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 5 ft #5 Tie Size Ext.above grade: 1 ft Depth below grade: 25 ft / (20)-#10 to in Material Properties Number of Rebar: 20 Rebar Size: 10 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in V Soil Profile: Soil 5' ► Ultimate Ultimate Ultimate Friction Uplift Skin Comp.Skin Bearing Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT Layer (ft) (ft) (ft) (Pcf) (psf) (deg) (ksf) (ksf) (ksf) Counts 1 2.5 0 2.5 55 0 0 0 0 2 2.5 2.5 5 60 32 0 3 15 5 20 60 31 0 4 5 20 25 60 34 33 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 2097.90 k-ft Depth to Zero Shear: 6.26 ft $Mn 2780.61 k-ft Max Moment,Mu: 2097.90 k-ft RATING: 75.4% Soil Safety Factor: 1.74 Safety Factor Req'd: 1.33 RATING: 76.5% rho provided 0.90 rho required 0.50 OK Soil Axial Capacity Skin Friction(k): 94.75 kips Rebar Spacing 6.82 End Bearing(k): 290.85 kips Spacing required 20.32 OK Comp.Capacity(k),4Cn: 385.60 kips Comp.(k),Cu: 28.00 kips RATING: 7.3% Dev.Length required 18.49 Dev.Length provided 48.19 OK Overall Foundation Rating: 76.5% Page 1 of 1