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Report (31) Lee S3 Sw 2 2016 B+T GRP February 08, 2017 Katie Stana + B+T Group Crown Castle 1717 S. Boulder, Suite 300 2055 S. Stearman Drive Tulsa, OK 74119 Chandler,AZ 85286 (918) 587-4630 (602) 845-1747 btwo@btgrp.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PR77 Carrier Site Name: PR77 Scholls& 125th LTE 4C Crown Castle Designation: Crown Castle BU Number: 856366 Crown Castle Site Name: Scholls& 125th Crown Castle JDE Job Number: 412791 Crown Castle Work Order Number: 355211 Crown Castle Application Number: 371746 Rev. 6 Engineering Firm Designation: B+T Group Project Number: 111442.001.01a Site Data: 12655-A Southwest North Dakota Street, Tigard,Washington County, OR Latitude 45°26'32.07'; Longitude-122°48'16.2" 55 Foot-Monopole Dear Katie Stana, B+T Group 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 996231, in accordance with application 371746, revision 6. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing+ Proposed Equipment Sufficient Capacity Note:See Table 1 and Table 2 for the proposed and existing loading,respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at B+T Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: �'EO PROp B+T Engineering, Inc. .?) GIF %y CC '0767 r I1 Krista M. Murphy, E.I.T. John W. Kelly, P.E., S.E. O. _'sm, etb Project Engineer Engineer of Record �'Lo` 10, Ooh tnxTower Report version 7.0.5.1 yN W K �'� / EXPIRES: r% February 08, 2017 55 Ft Monopole Tower Structural Analysis Report CCI BU No. 856366 Project Number 111442.001.01a,Application 371746, Revision 6 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2-Existing 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 tnxTower Report-version 7.0.5.1 February 08, 2017 55 Ft Monopole Tower Structural Analysis Report CCI BU No. 856366 Project Number 111442.001.01a,Application 371746, Revision 6 Page 3 1) INTRODUCTION This tower is a 55 ft Monopole designed by Valmont in July of 1996.The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-E. 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 1.0 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 Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level( Elevation Manufacturer ( - .. ( NAnYnnnaa . - - Linos .,-izo(int_ 3 Alcatel Lucent B25 RRH4x30-4R 52.0 54.0 3 Alcatel Lucent RRH2X40-07L-AT 2 3/4 -- 3 I Alcatel Lucent RRH4X25-WCS 3 1-5/8 3 Kmw Comm. EPBQ-652L8H8 3 I Alcatel Lucent B66A RRH4X45 I 4 ( Andrew ETB19G8-12UB { 45.0 45.0 -- 3 I Kmw Comm. EPBQ-652L8H8 1 Raycap DC6-48-60-18-8F Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Manufacturer (ft) Antennas Lines Size(in) 54.0 1 I Raycap DC6-48-60-18-8F -- -- 1 3 i Alcatel Lucent 9442 RRH AWS 4 1/2 1, 52.0 3 Kathrein 800 10764 3 7/8 2 52.0 1 3/8 1 -- Side Arm Mount[SO 701-3] 3 7/8 1 2 3/4 3 Andrew QBXLH-6565A-VTM 1�2 2 45.0 45.0 2 Andrew ETB19G8-12UB 1 -- Side Arm Mount[SO 701-3] 1 1/4 1 42.0 1 Gps GPS_A 41.0 2 41.0 1 -- Side Arm Mount[SO 701-1] Notes: 1) Existing Equipment 2) Equipment to be Removed;not considered in this analysis. tnxTower Report-version 7.0.5.1 • February 08, 2017 55 Ft Monopole Tower Structural Analysis Report CCI BU No. 856366 Project Number 111442.001.01a, Application 371746, Revision 6 Page 4 Table 3-Design Antenna and Cable Information Center NumberNumber Feed Mounting Line Antenna` of Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) ft 2 Andrew DB809K 53 53 2 ! EMS Wireless FS-70-12 i 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source Online Application AT&T Mobility Co-Locate, Rev#6 371746 CCI Sites Foundation Drawing Valmont, Order No. 13628-96 4304674 CCI Sites Redmond&Assosciates Geotech Report 4304673 CCI Sites Project No. 110.051.G Antenna Configuration Crown CAD Package Date: 01/30/2017 CCI Sites I 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. 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. 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 CriticalP SF*P_allowl % Elevation(ft) Size (K) Pass/Fail No. Type Element (K) Capacity L1 55-31 Pole TP16.175x11.375x0.188 1 -2.709 684.781 38.1 Pass L2 31-0 Pole TP22x15.2x0.188 2 -4.939 869.274 85.1 Pass Summary Pole(L2) 85.1 Pass Rating= 85.1 Pass tnxTower Report-version 7.0.5.1 February 08, 2017 55 Ft Monopole Tower Structural Analysis Report CCI BU No. 856366 Project Number 111442.001.01a, Application 371746, Revision 6 Page 5 Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods Base 53.6 Pass 1 I Base Plate Base 51.7 Pass 71- I Base Foundation (Structure) Base 52.9 ( Pass 1 I Base Foundation (Soil Interaction) Base 28.9 ( Pass Structure Rating(max from all components)= 85.1% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations l he tower and its foundation have sufficient capacity to carry The existing and propcbed loads. Nu— modifications are required at this time tnxTower Report-version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT N. 55.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION - DC6-48-60-18-8F(E) 52 Side Arm Mount[SO 701-3](E) 52 EPBQ-652L8H8 w/Mount Pipe(P) 52 (2)ETB19G8-12UB(E) 45 EPBQ-652L8H8 w/Mount Pipe(P) 52 EPBQ-652L8H8 w/Mount Pipe(P) 45 EPBQ-652L8H8 w/Mount Pipe(P) 52 B25 RRH4x30-4R(P) EPBQ-652L8H8 w/Mount Pipe(P) 45 52 EPBQ-652L8H8 w/Mount Pipe(P) 45 B25 RRH4x30-4R(P) 52 (2)ET619G8-12UB(P) 45 B25 RRH4x30-4R(P) 52 (2)ET819G8-12U5(P) 45 RRH2X40-07L-AT(P) 52 B66A RRH4X45(P) 45 i , RRH2X40-07L-AT(P) 52 B66A RRH4X45(P) 45 yy RRH2X40-07L-AT(P) 52 B66A RRH4X45(P) 45 . RRH4X25-WCS(P) 52 DC6-48-60-18-8F(P) 45 RRH4X25-W CS(P) 52 Side Arm Mount[SO 701-3](E) 45 RRH4X25-WCS(P) 52 m . " ` ii, MATERIAL STRENGTH GRADE Fy Fu GRADE I Fy I Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 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. r-- - __._._,- - 1 nI 5-Dsfls4ti4nc 2rG-b2sod..pon a RD mph wind _ _ � i �iI 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.000 ft 31.0 ft 8. TOWER RATING:85.1% W N r Q 0 0 N N N O O - N ALL REACTIONS ARE FACTORED AXIAL 16K SHEAR\MOMENT 1 K f J 37 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.000 in ICE AXIAL 5K .r SHEARMOMENT 9 K f 326 kip-ft 0.0 ft N TORQUE 1 kip-ft REACTIONS-93 mph WIND , Y '.° E o o 0 m ! z' in m° i7 r B+T Group '06 111442.001.01-SCHOLLS& 125TH, OR(BU#856361 C 1717 S.Boulder,Suite 300 Project: 6.T tit, = Tulsa,OK 74119 client:Crown Castle ID""by'PRATHUL App'd: . Phone:(918)587-4630 Code: TIA-222-G Date:02/01/17 scale: NTS FAX:(918)295-0265 Path:,._�...e..a,.H. �.—,.....,—.... ,o.—.. o 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 0 500 55.o0a I , 55.000 , l 1 I \ 1 �1 I ' _ - ______ — _ l __.__..____- -1 - _.._ _ I Il I 31.00# __ _ ___ __.__ 4 "- 31.000 O Ce I t - > CD I , . W . I I I I I I , . \I ;V , • II �\ \ , . 0.0001 . , 0.000 0 5 110 0 500 B+T Group ' °b'111442.001.01-SCHOLLS&125TH,OR(BU#85636 �j 1717 S. Boulder,Suite 300 Project: Tulsa, OK 74119 client: Crown Castle Drawn by:PRATHUL App'd: Phone:(918)587-4630 Code: TIA-222-G Date:02/01/17 Scale: NTS FAX:(918)295-0265 Path:., ., ,. .w.., .- .,.,A,. ..,, „Dwg No.E-4 TIA-222-G -Service -60 mph Maximum Values Deflection (in) Tilt (deg) Twist(deg) 0 5 10 0 0.5 1 1.5 0 0.05 0.1 55.00' 55.000 I I I 1 1 11 I 11 1 III 1 I I I I I III I 11 I I I 11 1 1 1 1 I 1 1 I 1 1 1 III 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1111 1111 1111 1111 1111 1111 1111 1 1 1 111111111 1111 1111 1111 1111 1 1 1 1 / 11111111 1 1 1 11111 1 1 1 1 1111 1111 1 1 1 111111111 1111 1 III 1111 1111 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 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 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 1 _. _- �_....,- - --- L__I J I I I L_J __I I I I L _. _ -I__. I- I -I -- -- - 1 1 1 1 III 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / 11111111 1 1 1 1111 1111 1111 1111 1111 1111 1111 1 1 1 11111 11111 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 II 1 1 1 1 1 1 1 1 1 1 1 1 1 31.000 I I I I I I I I I I _I I I I I 1 I I I I 31.000 1 1 1 1 I I 1 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 1 1 C 1 1 I 1 1 1 1 I 1 1 1 1 1111 1111 I 0 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I 4+ « ; CD 1 1 1 1 1111 1 1 1 1 1111 1 1 1 I 111 1 1 1 1 1 1 1 1 1 I 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 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 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 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 1111 1111 1111 1111 1111 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 1111 1111 1111 1111 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 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 1 1 1 1 1 1 1 1 1 I1 1111 11111 1111 1 1 1 1 1111 1111 1111 1111 1 1 1 111111111 I1111 1111 1111 1 1 1 1 1 1 1 1111 1111 1111 1111 1111 1111 1111 1111 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.000 1 I 1 1 I 1 1 I 11 I I I I I I I I I I I I 0.000 0 5 10 0 0.5 1 1.5 0 0.05 0.1 B+T Group Job 111442.001.01-SCHOLLS&125TH, OR(BU#85636 f� 1717 S. Boulder, Suite 300 Project: 13.T it Tulsa, OK 74119 client Crown Castle Drawn by:PRATHUL APPd: Phone:(918)587-4630 code: TIA-222-G Date'02/01/17 scale: NTS FAX:(918)295-0265 Path:,:—.m.,.. , ,„,_-»..— ,..w..„.,m,.�, „,.....Dwg No.E-5 Feed Line Distribution Chart 0'-55' Round Flat App In Face App Out Face , Truss Leg 55.000 Face A Face B Face C 55.000 52.000 ..---------- 52.000 45.000 45.000 31.000 - 31.000 w w a o Fta ? W 7. w _ > mre al m G1 V K N NLT W O ¢ m T. w > Q j a Eci E 0.000 0.000 B+T Group Job 111442.001.01-SCHOLLS&125TH, OR(BU#85636i d. p 1717 S. Boulder, Suite 300 Project: B'T r:,r,,,' Tulsa, OK 74119 Client: Crown Castle Drawn by:PRATHUL App'd: Phone:(918)587-4630 Code: TIA-222-G Date'02/01/17 Scale: NTS FAX:(918)295-0265 Path:,—,..,—uw,._»uw ,_...—e.-„„ .,a...m—DwgNo.E-7 i�,�T®wer Job Page 111442.001.01 -SCHOLLS & 125TH, OR(BU#856366) 1 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle PRATHUL FAX:(918)295-0265 Tower Input Data There is a pole 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 J Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification -4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression I Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks -4 Consider Feed Line Torque Always Use Max Kz Ni Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile ' Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm 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 -4 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 Ll 55.000-31.000 24.000 3.000 12 11.375 16.175 0.188 0.750 A572-65 (65 ksi) L2 31.000-0.000 34.000 12 15.200 22.000 0.188 0.750 A572-65 (65 ksi) + Page tnxTower Job 111442.001.01 - SCHOLLS & 125TH, OR( BU#856366) 2 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX. (918)295-0265 PRATHUL Tapered Pole Properties Section Tip Dia. Area I r C I/C I It/Q w w/t in int in4 in in in' in' in' in Ll 11.776 6.754 107.905 4.005 5,892 18.313 218.645 3.324 2.546 13.579 16.746 9.652 314.909 5.724 8.379 37.585 638.091 4.751 3.832 20.439 L2 16.357 9.064 260.737 5.374 7.874 33.115 528.323 4.461 3.571 19.046 22.776 13.169 799.760 7.809 11.396 70.179 1620.530 6.482 5.394 28.765 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft' in in in in L1 1 1 1 55.000-31.000 L2 1 1 1 31.000-0.000 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 Safety Line 3/8 B Surface Ar 55.000-0.000 1 1 -0.490 0.375 0.000 (E) (CaAa) -0.480 *** 12 PAIR(3/8) C Surface Ar 52.000-0.000 1 1 0.250 0.400 0.000 (E) (CaAa) 0.270 WR-VG86ST-BRD(3/4) C Surface Ar 52.000-0.000 2 2 0.250 0.795 0.001 (E) (CaAa) 0.300 AVA7-50(1-5/8) C Surface Ar 52.000-0.000 3 3 0.300 2.010 0.001 (P) (CaAa) 0.350 WR-VG86ST-BRD(3/4) C Surface Ar 52.000-0.000 2 2 0.300 0.795 0.001 (P) (CaAa) 0.340 LDFS-50A(7/8) C Surface Ar 52.000-0.000 3 2 0.200 1.090 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 ftZ/ft klf *** LDF1-50A(1/4) B No Inside Pole 45.000-0.000 1 No Ice 0.000 0.000 (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 *** + Job Page t Tower 111442.001.01 - SCHOLLS & 125TH, OR(BU#856366) 3 of 12 - B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 PRATHUL Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section ElevationIn Face Out Face f1 ft2 ft2 ft2 ft2 K Ll 55.000-31.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.900 0.000 0.006 C 0.000 0.000 24.759 0.000 0.116 L2 31.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 1.163 0.000 0.009 C 0.000 0.000 36.549 0.000 0.171 Feed Line/Linear Appurtenances Section Areas - With Ice J Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 f12 ft2 ft2 K L1 55.000-31.000 A 2.050 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 10.741 0.000 0.152 C 0.000 0.000 82.406 0.000 1.224 L2 31.000-0.000 A 1.848 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 13.874 0.000 0.197 C 0.000 0.000 121.647 0.000 1.807 Feed Line Center of Pressure Section Elevation CP CPz CPX CPz Ice Ice ft in in in in Ll 55.000-31.000 -0.546 0.733 -0.519 0.655 L2 31.000-0.000 -0.639 0.862 -0.658 0.840 Shielding Factor Ka Tower Feed Line Description Feed Line K K Section Record No. Segment Elev. No Ice Ice L1 1 Safety Line 3/8 31.00-55.00 1.0000 1.0000 L1 5 12 PAIR(3/8) 31.00-52.00 1.0000 1.0000 L1 6 WR-VG86ST-BRD(3/4) 31.00-52.00 1.0000 1.0000 L1 7 AVA7-50(1-5/8) 31.00-52.00 1.0000 1.0000 LI 8 WR-VG86ST-BRD(3/4) 31.00-52.00 1.0000 1.0000 Ll 9 LDF5-50A(7/8) 31.00-52.00 1.0000 1.0000 Discrete Tower Loads i�T®wep Job Page 111442.001.01 -SCHOLLS& 125TH, OR(BU#856366) 4 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 PRATHUL Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft DC6-48-60-18-8F B From Leg 2.000 0.000 52.000 No Ice 0.917 0.917 0.019 (E) 0.000 1/2"Ice 1.458 1.458 0.037 2.000 1"Ice 1.643 1.643 0.057 EPBQ-652L8H8 w/Mount A From Leg 2.000 0.000 52.000 No Ice 12.146 9.518 0.095 Pipe 0.000 1/2"Ice 12.855 11.052 0.184 ---- - -- - ----- - tri 0titl - --- I"Ice 11571-2611 0.284 EPBQ-652L8H8 w/Mount B From Leg 2.000 0.000 52.000 No Ice 12.146 9.518 0.095 Pipe 0.000 1/2"Ice 12.855 11.052 0.184 (P) 2.000 1"Ice 13.573 12.611 0.284 EPBQ-652L8H8 w/Mount C From Leg 2.000 0.000 52.000 No Ice 12.146 9.518 0.095 Pipe 0.000 1/2"Ice 12.855 11.052 0.184 (P) 2.000 1"Ice 13.573 12.611 0.284 B25 RRH4x30-4R A From Leg 2.000 0.000 52.000 No Ice 2.140 1.306 0.051 (P) 0.000 1/2"Ice 2.329 1.463 0.068 2.000 1"Ice 2.526 1.626 0.089 B25 RRH4x30-4R B From Leg 2.000 0.000 52.000 No Ice 2.140 1.306 0.051 (P) 0.000 1/2"Ice 2.329 1.463 0.068 2.000 1"Ice 2.526 1.626 0.089 B25 RRH4x30-4R C From Leg 2.000 0.000 52.000 No Ice 2.140 1.306 0.051 - (P) 0.000 1/2"Ice 2.329 1.463 0.068 2.000 1"Ice 2.526 1.626 0.089 RRH2X40-07L-AT A From Leg 2.000 0.000 52.000 No Ice 2.562 1.358 0.052 (P) 0.000 1/2"Ice 2.773 1.530 0.071 2.000 1"Ice 2.992 1.709 0.093 RRH2X40-07L-AT B From Leg 2.000 0.000 52.000 No Ice 2.562 1.358 0.052 (P) 0.000 1/2"Ice 2.773 1.530 0.071 2.000 1"Ice 2.992 1.709 0.093 RRH2X40-07L-AT C From Leg 2.000 0.000 52.000 No Ice 2.562 1.358 0.052 (P) 0.000 1/2"Ice 2.773 1.530 0.071 2.000 1"Ice 2.992 1.709 0.093 RRH4X25-WCS A From Leg 2.000 0.000 52.000 No Ice 3.835 3.337 0.091 (P) 0.000 1/2"Ice 4.094 3.586 0.125 2.000 1"Ice 4.364 3.843 0.164 RRH4X25-WCS B From Leg 2.000 0.000 52.000 No Ice 3.835 3.337 0.091 (P) 0.000 1/2"Ice 4.094 3.586 0.125 2.000 1"Ice 4.364 3.843 0.164 RR14X25-WCS C From Leg 2.000 0.000 52.000 No Ice 3.835 3.337 0.091 (P) 0.000 1/2"Ice 4.094 3.586 0.125 2.000 1"Ice 4.364 3.843 0.164 Side Arm Mount[SO 701-3] C None 0.000 52.000 No Ice 2.830 2.830 0.195 (E) 1/2"Ice 3.920 3.920 0.237 1"Ice 5.010 5.010 0.279 *** (2)ETB 19G8-12UB C From Leg 2.000 0.000 45.000 No Ice 0.909 0.424 0.020 (E) 0.000 1/2"Ice 1.038 0.528 0.027 0.000 1"Ice 1.176 0.639 0.035 EPBQ-652L8H8 w/Mount A From Leg 2.000 0.000 45.000 No Ice 12.146 9.518 0.095 Pipe 0.000 1/2"Ice 12.855 11.052 0.184 (P) 0.000 1"Ice 13.573 12.611 0.284 EPBQ-652L8H8 w/Mount B From Leg 2.000 0.000 45.000 No Ice 12.146 9.518 0.095 Pipe 0.000 1/2"Ice 12.855 11.052 0.184 (P) 0.000 1"Ice 13.573 12.611 0.284 EPBQ-652L8H8 w/Mount C From Leg 2.000 0.000 45.000 No Ice 12.146 9.518 0.095 Pipe 0.000 1/2"Ice 12.855 11.052 0.184 (P) 0.000 1"Ice 13.573 12.611 0.284 Job Page tnxTower 111442.001.01 -SCHOLLS & 125TH, OR(BU#856366) 5 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle PRATHUL FAX:(918)295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hors Adjustment Front Side Leg Lateral Vert ft .ft fl2 ft2 K ft ft (2)ETB19G8-12UB A From Leg 2.000 0.000 45.000 No Ice 0.909 0.424 0.020 (P) 0.000 1/2"Ice 1.038 0.528 0.027 0.000 1"Ice 1.176 0.639 0.035 (2)ETB19G8-12UB B From Leg 2.000 0.000 45.000 No Ice 0.909 0.424 0.020 (P) 0.000 1/2"Ice 1.038 0.528 0.027 0.000 1"Ice 1.176 0.639 0.035 B66A RRH4X45 A From Leg 2.000 0.000 45.000 No Ice 2.537 1.610 0.057 ------ - - - _ __--_- - fl.4R)U_-- 1J1"ICC 1:«J-:-_ -..t.ty i U.fYYI _-- 0.000 1"Ice 2.970 1.978 0.100 B66A RRH4X45 B From Leg 2.000 0.000 45.000 No Ice 2.537 1.610 0.057 (P) 0.000 1/2"Ice 2.750 1.791 0.077 0.000 1"Ice 2.970 1.978 0.100 B66A RRH4X45 C From Leg 2.000 0.000 45.000 No Ice 2.537 1.610 0.057 (P) 0.000 1/2"Ice 2.750 1.791 0.077 0.000 1"Ice 2.970 1.978 0.100 DC6-48-60-18-8F B From Leg 2.000 0.000 45.000 No Ice 0.917 0.917 0.019 (P) 0.000 1/2"Ice 1.458 1.458 0.037 0.000 1"Ice 1.643 1.643 0.057 Side Arm Mount[SO 701-3] C None 0.000 45.000 No Ice 2.830 2.830 0.195 (E) 1/2"Ice 3.920 3.920 0.237 I"Ice 5.010 5.010 0.279 *** 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+1.6 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 inxT®wer Job Page 111442.001.01 -SCHOLLS& 125TH, OR( BU#856366) 6 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 PRATHUL Comb. Description No. 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+1.0Ice+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 1.2 Dead-rim evma Jun ticgt!.tt icel.ti 7e7np 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 hip ft kip ft LI 55-31 Pole Max Tension 31 0.000 0.000 0.000 Max.Compression 26 -9.888 -0.065 -0.919 Max.Mx 8 -2.793 -73.260 -0.124 Max.My 14 -2.814 -0.049 -71.348 Max.Vy 8 4.958 -73.260 -0.124 Max.Vx 14 4.761 -0.049 -71.348 Max.Torque 23 0.441 L2 31-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -15.517 0.946 -2.294 Max.Mx 22 -4.939 282.463 162.767 Max.My 14 -4.945 0.061 -261.588 Max.Vy 22 -7.622 282.463 162.767 Max.Vx 12 6.849 -150.655 -261.326 Max.Torque 23 1.346 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 31 15.517 -0.816 -0.471 Max.Hx 23 3.715 7.615 4.396 Max. 24 4.954 3.950 6.842 Job Page inxT®wer 111442.001.01 -SCHOLLS & 125TH, OR(BU#856366) 7 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 PRATHUL Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Max.M, 2 261.027 -0.000 6.425 Max.Mz 10 282.344 -7.615 -4.396 Max.Torsion 23 1.346 7.615 4.396 Min.Vert 5 3.715 -3.212 5.564 Min.Hz 10 4.954 -7.615 -4.396 Min.Hz 12 4.954 -3.950 -6.842 Min.M, 14 -261.588 -0.000 -6.425 Min.Mz 22 -282.462 7.615 4.396 Min.Torsion 11 -1.346 -7.615 -4.396 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 4.128 0.000 0.000 0.228 0.051 0.000 1.2 Dead+1.6 Wind 0 deg-No 4.954 0.000 -6.425 -261.027 0.061 0.130 Ice 0.9 Dead+1.6 Wind 0 deg-No 3.715 0.000 -6.425 -259.571 0.046 0.130 Ice 1.2 Dead+1.6 Wind 30 deg-No 4.954 3.212 -5.564 -226.019 -130.593 0.151 _ Ice 0.9 Dead+1.6 Wind 30 deg-No 3.715 3.212 -5.564 -224.767 -129.844 0.150 Ice 1.2 Dead+1.6 Wind 60 deg-No 4.954 5.564 -3.212 -130.373 -226.239 0.131 Ice 0.9 Dead+1.6 Wind 60 deg-No 3.715 5.564 -3.212 -129.681 -224.930 0.130 Ice 1.2 Dead+1.6 Wind 90 deg-No 4.954 6.936 0.000 0.281 -275.234 0.075 Ice 0.9 Dead+1.6 Wind 90 deg-No 3.715 6.936 0.000 0.209 -273.655 0.075 Ice 1.2 Dead+1.6 Wind 120 deg- 4.954 7.615 4.396 163.323 -282.344 1.346 No Ice 0.9 Dead+1.6 Wind 120 deg- 3.715 7.615 4.396 162.335 -280.770 1.346 No Ice 1.2 Dead+1.6 Wind 150 deg- 4.954 3.950 6.842 261.326 -150.655 0.557 No Ice 0.9 Dead+1.6 Wind 150 deg- 3.715 3.950 6.842 259.767 -149.811 0.557 No Ice 1.2 Dead+1.6 Wind 180 deg- 4.954 0.000 6.425 261.588 0.061 -0.130 No Ice 0.9 Dead+1.6 Wind 180 deg- 3.715 0.000 6.425 259.989 0.046 -0.130 No Ice 1.2 Dead+1.6 Wind 210 deg- 4.954 -3.212 5.564 226.580 130.715 -0.151 No Ice 0.9 Dead+1.6 Wind 210 deg- 3.715 -3.212 5.564 225.185 129.935 -0.150 No Ice 1.2 Dead+1.6 Wind 240 deg- 4.954 -5.564 3.212 130.935 226.360 -0.131 No Ice 0.9 Dead+1.6 Wind 240 deg- 3.715 -5.564 3.212 130.099 225.021 -0.130 No Ice 1.2 Dead+1.6 Wind 270 deg- 4.954 -6.936 0.000 0.281 275.355 -0.075 No Ice 0.9 Dead+1.6 Wind 270 deg- 3.715 -6.936 0.000 0.209 273.745 -0.075 No Ice 1.2 Dead+1.6 Wind 300 deg- 4.954 -7.615 -4.396 -162.767 282.462 -1.346 Page :Job 111442.001.01 -SCHOLLS& 125TH, OR( BU#856366) 8 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle PRATHUL FAX:(918)295-0265 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,11/1, Moment,M, K K K kip ft kip ft kip ft No Ice 0.9 Dead+1.6 Wind 300 deg- 3.715 -7.615 -4.396 -161.921 280.859 -1.346 No Ice 1.2 Dead+1.6 Wind 330 deg- 4.954 -3.950 -6.842 -260.766 150.775 -0.557 No Ice 0.9 Dead+1.6 Wind 330 deg- 3.715 -3.950 -6.842 -259.350 149.901 -0.557 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 15.517 -0.000 0.000 2.294 0.946 -0.000 1.2 Dead+1.0 Wind 0 deg+1.0 15.517 -0.000 -0.624 -24.604 0.948 0.020 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 15.517 0.312 -0.540 -21.000 -12.504 0.023 1.2 Dead+1.0 Wind 60 deg+1.0 15.517 0.540 -0.312 -11.153 -22.351 0.020 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 15.517 0.827 0.000 2.299 -31.881 0.012 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 15.517 0.816 0.471 20.377 -30.365 0.128 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 15.517 0.422 0.731 31.117 -15.691 0.072 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 15.517 -0.000 0.624 29.201 0.948 -0.020 - deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 15.517 -0.312 0.540 25.597 14.399 -0.023 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 15.517 -0.540 0.312 15.750 24.246 -0.020 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 15.517 -0.827 0.000 2.299 33.777 -0.012 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 15.517 -0.816 -0.471 -15.780 32.260 -0.129 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 15.517 -0.422 -0.731 -26.520 17.586 -0.072 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 4.128 0.000 -1.495 -60.400 0.050 0.030 Dead+Wind 30 deg-Service 4.128 0.748 -1.295 -52.276 -30.266 0.035 Dead+Wind 60 deg-Service 4.128 1.295 -0.748 -30.083 -52.459 0.030 Dead+Wind 90 deg-Service 4.128 1.614 0.000 0.233 -63.834 0.018 Dead+Wind 120 deg-Service 4.128 1.772 1.023 38.082 -65.505 0.000 Dead+Wind 150 deg-Service 4.128 0.919 1.593 60.822 -34.930 -0.018 Dead+Wind 180 deg-Service 4.128 0.000 1.495 60.866 0.050 -0.030 Dead+Wind 210 deg-Service 4.128 -0.748 1.295 52.743 30.367 -0.035 Dead+Wind 240 deg-Service 4.128 -1.295 0.748 30.550 52.560 -0.030 Dead+Wind 270 deg-Service 4.128 -1.614 0.000 0.233 63.935 -0.018 Dead+Wind 300 deg-Service 4.128 -1.772 -1.023 -37.615 65.606 -0.000 Dead+Wind 330 deg-Service 4.128 -0.919 -1.593 -60.355 35.031 0.018 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 -4.128 0.000 0.000 4.128 0.000 0.000% 2 0.000 -4.954 -6.425 -0.000 4.954 6.425 0.000% 3 0.000 -3.715 -6.425 0.000 3.715 6.425 0.000% 4 3.212 -4.954 -5.564 -3.212 4.954 5.564 0.000% 5 3.212 -3.715 -5.564 -3.212 3.715 5.564 0.000% 6 5.564 -4,954 -3.212 -5.564 4.954 3.212 0.000% 7 5.564 -3.715 -3.212 -5.564 3.715 3.212 0.000% 8 6.936 -4.954 0.000 -6.936 4.954 0.000 0.000% � �®��p Job Page 111442.001.01 -SCHOLLS & 125TH, OR(BU#856366) 9 of 12 - B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 PRATHUL Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K • K 9 6.936 -3.715 0.000 -6.936 3.715 0.000 0.000% 10 7.615 -4.954 4.396 -7.615 4.954 -4.396 0.000% 11 7.615 -3.715 4.396 -7.615 3.715 -4.396 0.000% 12 3.950 -4.954 6.842 -3.950 4.954 -6.842 0.000% 13 3.950 -3.715 6.842 -3.950 3.715 -6.842 0.000% 14 0.000 -4.954 6.425 -0.000 4.954 -6.425 0.000% 15 0.000 -3.715 6.425 0.000 3.715 -6.425 0.000% 16 -3.212 -4.954 5.564 3.212 4.954 -5.564 0.000% 17 -3.212 -3.715 5.564 3.212 3.715 -5.564 0.000% 18 -5.564 -4.954 3.212 5.564 4.954 -3.212 0.000% 19 -5.564 -3.715 3.212 5.564 3.715 -3.212 0.000% -- _ 6.936 4..354 ------v.twv -----__ 6.9315-- - a.9�3 -- 0.010 - O:OQv°/v -_- 21 -6.936 -3.715 0.000 6.936 3.715 0.000 0.000% 22 -7.615 -4.954 -4.396 7.615 4.954 4.396 0.000% 23 -7.615 -3.715 -4.396 7.615 3.715 4.396 0.000% 24 -3.950 -4.954 -6.842 3.950 4.954 6.842 0.000% 25 -3.950 -3.715 -6.842 3.950 3.715 6.842 0.000% 26 0.000 -15.517 0.000 0.000 15.517 -0.000 0.000% 27 0.000 -15.517 -0.624 0.000 15.517 0.624 0.000% 28 0.312 -15.517 -0.540 -0.312 15.517 0.540 0.000% 29 0.540 -15.517 -0.312 -0.540 15.517 0.312 0.000% 30 0.827 -15.517 0.000 -0.827 15.517 -0.000 0.000% 31 0.816 -15.517 0.471 -0.816 15.517 -0.471 0.000% 32 0.422 -15.517 0.731 -0.422 15.517 -0.731 0.000% 33 0.000 -15.517 0.624 0.000 15.517 -0.624 0.000% - 34 -0.312 -15.517 0.540 0.312 15.517 -0.540 0.000% 35 -0.540 -15.517 0.312 0.540 15.517 -0.312 0.000% 36 -0.827 -15.517 0.000 0.827 15.517 -0.000 0.000% 37 -0.816 -15.517 -0.471 0.816 15.517 0.471 0.000% 38 -0.422 -15.517 -0.731 0.422 15.517 0.731 0.000% 39 0.000 -4.128 -1.495 0.000 4.128 1.495 0.000% 40 0.748 -4.128 -1.295 -0.748 4.128 1.295 0.000% 41 1.295 -4.128 -0.748 -1.295 4.128 0.748 0.000% 42 1.614 -4.128 0.000 -1.614 4.128 0.000 0.000% 43 1.772 -4.128 1.023 -1.772 4.128 -1.023 0.000% 44 0.919 -4.128 1.593 -0.919 4.128 -1.593 0.000% 45 0.000 -4.128 1.495 0.000 4.128 -1.495 0.000% 46 -0.748 -4.128 1.295 0.748 4.128 -1.295 0.000% 47 -1.295 -4.128 0.748 1.295 4.128 -0.748 0.000% 48 -1.614 -4.128 0.000 1.614 4.128 0.000 0.000% 49 -1.772 -4.128 -1.023 1.772 4.128 1.023 0.000% 50 -0.919 -4.128 -1.593 0.919 4.128 1.593 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 0.00019647 3 Yes 4 0.00000001 0.00011587 4 Yes 5 0.00000001 0.00009064 - 5 Yes 5 0.00000001 0.00003736 6 Yes 5 0.00000001 0.00008425 7 Yes 5 0.00000001 0.00003450 8 Yes 4 0.00000001 0.00012496 - 9 Yes 4 0.00000001 0.00007105 11x1®wed Job Page 111442.001.01 -SCHOLLS& 125TH, OR(BU#856366) 10 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle PRATHUL FAX. (918)295-0265 10 Yes 5 0.00000001 0.00012791 11 Yes 5 0.00000001 0.00005003 12 Yes 5 0.00000001 0.00009743 13 Yes 5 0.00000001 0.00003812 14 Yes 4 0.00000001 0.00019687 15 Yes 4 0.00000001 0.00011602 16 Yes 5 0.00000001 0.00008423 17 Yes 5 0.00000001 0.00003442 18 Yes 5 0.00000001 0.00009052 19 Yes 5 0.00000001 0.00003724 20 Yes 4 0.00000001 0.00012495 21 Yes 4 0.00000001 0.00007104 22 Yes 5 0.00000001 0.00009879 23 Yes 5 0.00000001 0.00003745 -71 - vcr --- --_ 5- - --1AMAW-4 - _ -9.0111:074.7 - _ - -- -_ - - - --- i 25 Yes 5 0.00000001 0.00004264 26 Yes 4 0.00000001 0.00004502 I 27 Yes 4 0.00000001 0.00039930 I 28 Yes 4 0.00000001 0.00041508 29 Yes 4 0.00000001 0.00042581 30 Yes 4 0.00000001 0.00051574 31 Yes 4 0.00000001 0.00063206 32 Yes 4 0.00000001 0.00059282 33 Yes 4 0.00000001 0.00048810 34 Yes 4 0.00000001 0.00050791 35 Yes 4 0.00000001 0.00050003 36 Yes 4 0.00000001 0.00053421 37 Yes 4 0.00000001 0.00058083 38 Yes 4 0.00000001 0.00052242 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00007603 41 Yes 4 0.00000001 0.00005948 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00010705 44 Yes 4 0.00000001 0.00009560 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00006012 47 Yes 4 0.00000001 0.00007576 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00010467 50 Yes 4 0.00000001 0.00008420 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Ll 55-31 7.430 43 1.032 0.002 L2 34-0 3.177 43 0.829 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 52.000 DC6-48-60-18-8F 43 6.761 1.012 0.002 8473 � �®��� Job Page 111442.001.01 -SCHOLLS& 125TH, OR(BU#856366) 11 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 PRATHUL Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 45.000 (2)ETB19G8-12UB 43 5.243 0.957 0.001 4236 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° _ _ L i 55-31 31.942 10 4.440 0.029 L2 34-0 13.669 10 3.569 0.021 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0ft 52.000 DC6-48-60-18-8F 10 29.069 4.351 0.028 1992 45.000 (2)ETB19G8-12UB 10 22.549 4.119 0.025 995 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A Pu (i)P, Ratio No. ft Pu ft ft int K K V', LI 55-31(1) TP16.175x11.375x0.188 24.000 0.000 0.0 9.290 -2.709 684.781 0.004 L2 31-0(2) TP22x15.2x0.188 34.000 0.000 0.0 13.169 -4.939 869.274 0.006 Pole Bending Design Data Section Elevation Size M,rM Ratio 0114,yNo. � M � ,ry Ratio M Mr ft kip ft kip ft (M kip ft kip ft 4 Mr L1 55-31(1) TP16.175x11.375x0.188 80.522 213.764 0.377 0.000 213.764 0.000 L2 31-0(2) TP22x15.2x0.188 326.178 386.029 0.845 0.000 386.029 0.000 ���r®wer Job Page 111442.001.01 -SCHOLLS& 125TH, OR( BU#856366) 12 of 12 B+T Group Project Date 1717 S.Boulder,Suite 300 14:55:00 02/01/17 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX. (918)295-0265 PRATHUL Pole Shear Design Data Section Elevation Size Actual r1V Ratio Actual OT Ratio No. V V, T T ft K K (t)V, kip-ft kip_ft r)T L1 55-31(1) TP16.175x11.375x0.188 5.672 342.390 0.017 0.441 433.447 0.001 L2 31-0(2) TP22x15.2x0.188 8.801 434.637 0.020 1.346 782.746 0.002 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„.. My V, T Stress Stress ft dP„ OM 41M,, (I)V,, (IiT Ratio Ratio LI 55-31(1) 0.004 0.377 0.000 0.017 0.001 0.381 1.000 4.8.2 I' L2 31-0(2) 0.006 0.845 0.000 0.020 0.002 0.851 1.000 482 r V Section Capacity Table Section Elevation Component Size Critical P oPauow % Pass No. ft Type Element K K Capacity Fail L1 55-31 Pole TP16.175x11.375x0.188 1 -2.709 684.781 38.1 Pass L2 31-0 Pole TP22x15.2x0.188 2 -4.939 869.274 85.1 Pass Summary Rrk(L2)_ -85-1- _- 1iaet . RATING= 85.1 Pass Program Version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING WI SKEW ELMO • O Spy (INSTALLED-TO BE REMOVED) (7) 1/2 TO 45 FT LEVEL (PROPOSED) I Q4 Q1 I I (4) 7/8'TO 45 FT LEVEL (2) 3/4'TO 52 FT LEVEL 1 I 02 (INSTALLED) (3) 1-5/8'TO 52 FT LEVEL \ / / - (1) 1/4'TO 45 FT LEVEL (INSTALLED-TO BE REMOVED) OA \ \ (4) 1/2"TO 52 FT LEVEL 0 I \ -- / (3) 7/8"TO 52 FT LEVEL 0 0 \ e / (INSTALLED) • (1) 3/8"TO 52 FT LEVEL (2) 3/4'TO 52 FT LEVEL 0: APPENDIX C ADDITIONAL CALCULATIONS - Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner). 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Base Reactions BU#: 856366 TIA Revision: G Site Name: SCHOLLS&125TH, OR Factored Moment,Mu: 326 ft-kips App#: 371746 Revision#6 Factored Axial, Pu: 5 kips Anchor Rod Data Factored Shear,Vu: 9 kips Eta Factor,rl 0.5 TIA G(Fig.4-4) Qty: 4 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G—>Max Rod(Cu+Vu/r)): 139.3 Kips Yield, Fy: 75 ksi Axial Design Strength,0*Fu*Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 53.6% Pass Bolt Circle: 29.28 in Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 28 in Base Plate Stress: 27.9 ksi Yield Line(in): Thick: 2 in PL Design Bending Strength, *Fy: 54.0 ksi 17.60 Grade: 60 ksi Base Plate Stress Ratio: 51.7% Pass Max PL Length: Clip Distance: 6 in 17.60 N/A-Unstiffened Stiffener Data(Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld: N/A Weld Type: ** Vertical Weld: N/A Groove Depth: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A - Groove Angle: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld: in Plate Comp. (AISC Bracket): N/A Fillet V.Weld: in Pole Results _ Width: in Pole Punching Shear Check: N/A Height: in Thick: in Max PL Length Notch: in Yield Line Grade: ksi # Anchors Weld str.: ksi at corner= St St t= BASE PL Oty/4 THICKNESS ..+ 'L Anchor, Typ. ' — STIFFENED CONFIGURATION ASSUMED IN TOOL G\' /' i 8.C. Pole Data — 4. , e Diam: 22 in Ipp Thick: 0.1875 In �iq \ `, ,Input Clear Space at B.C. for Sinale Grade: 65 ksi j Anchor Case #of Sides: 12 "O"IF Round 4 Po 9,pe. ,,,,,111( Pole w/ DIAM = D j Anchor Spacing Same As tiIStiffener for Spacing, Except Signle Corner Anchor (Input Clear Space) **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date:2/8/2017 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: TIA Revision: G Site Name: Max. Factored Shaft Mu: 326 ft-kips(*Note) App#: Max. Factored Shaft Pu: 5 kips Max Axial Force Type: Comp. (1 Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) 1.3 <--Disregard For P(DL) 1.3 <--Disregard Load Factor Shaft Factored Loads 1.00 Mu: 326 ft-kips Pier Properties 1.00 Pu: 5 kips Concrete: Pier Diameter= 4.0 ft Material Properties Concrete Area = 1809.6 in2 Concrete Comp.strength,fc= 3000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz.Tie Bar Size= 4 Limiting compressive strain=I 0.003 Vert. Cage Diameter= Multiple ft ACI 318 Code Vert. Cage Diameter= Multiple in Select Analysis ACI Code= 2005 Vertical Bar Size= Multiple Seismic Properties Bar Diameter= Multiple in Seismic Design Category= D Bar Area = Multiple in2 Seismic Risk= High Number of Bars= 12 As Total= 7.52 in2 Solve <--Press Upon Completing All Input A s/Aconc, Rho: 0.0042 0.42% (Run) ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1 (3)*(Sgrt(fc)/Fy: 0.0027 200/Fy: 0.0033 Mu A. A131 Mu ��i. Case 1 Case 2 Dist. From Edge to Neutral Axis: 7.32 in Extreme Steel Strain, et: 0.0151 Minimum Rho Check: et>0.0050,Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,q: 0.900 Provided Rho: 0.42% OK Ref.Shaft Max Axial Capacities, 4 Max(Pn or Tn): Max Pu = (9=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 2624.13 kips For Axial Compression, cp Pn = Pu: 5.00 kips at Mu=(4)=0.65)Mn= 878.61 ft-kips Drilled Shaft Moment Capacity, cpMn: 667.33 ft-kips Drilled Shaft Superimposed Mu: 326.00 ft-kips Max Tu, (9=0.9)Tn = 406.08 kips at Mu=4=(0.90)Mn= 0.00 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: I 48.9% CCI Foundation Tool Suite-Monopole Pier CCIFTS 1.2.108.14286-Phase 1-2 Date: 2/8/2017 BU: 856366 Site Name: SCHOLLS&125TH,ORS CROWN App Number: 371746 Revision 316 CASTLE Work Order: 1355211 %No. Monopole Drilled Pier Ind ,.., 3"C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: C • Foecest T Compression 5 kips Shear 9 kips Moment 326 k-ft Swelling Force 0 kips Foundation Dimensions Pier Dia meter: 4 ft #4 Tie Size Ext.above grade: 0.5 ft Depth below grade: 13 ft (8)-86 Material Properties Number of Rebar: 8 Rebar Size: 6 Tie Size 4 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi V V Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in Soil Profile: soil 4 4' ► Ultimate' Ultimate Ultimate Friction Uplift SkinComp.Skin Bearing Thickness- Frain' To Unit Weight, Cohesion Angle Friction ' Fitton CapacitySPT'N' Layer .(ft) ". (ft)` (ft) -(Pci) (Psi) (deg) (ksf). (ksf) (ksf) Counts 1 2 0 2 110 0 2 11 2 13 110 1000 32 7 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from Aero Spreadshee 353.17 k-ft Depth to Zero Shear: 2.97 ft 4iMn 667.00 k-ft Max Moment,Mu: 353.17 k-ft RATING:- 52.9% Soil Safety Factor: 4.60 Safety Factor Req'd: 1.33 RATING: ,28:9%'.. rho provided 0.15 rho required 0.33 ACI 318,Sec10.5.3 Chk Apr Soil Axial Capacity Skin Friction(k): 104.80 kips Rebar Spacing 15.06 End Bearing(k): 65.97 kips Spacing required 12.00 NG Comp.Capacity(k),¢Cn: 170.77 kips Comp.(k),Cu: 5.00 kips RATING:' . 2.9%'.. Dev.Length required 9.78 Dev.Length provided 32.86 OK Overall Foundation Rating: 52.9% Page 1 of 1