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May 31,2016 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 1244369,Application 324623, Revision 1 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 May 31,2016 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 1244369,Application 324623,Revision 1 Page 3 1)INTRODUCTION This tower is a 55 ft Monopole tower designed by VALMONT in August of 1996.The tower was originally designed for a wind speed of 90 mph per TIA-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 and 60 mph under service loads,exposure category C. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 alcatel lucent B25 RRH4x30-4R 3 alcatel lucent I RRH2X40-07L-AT 52.0 54.0 I 3 I alcatel lucent [ RRH4X25-WCS - - - F-3---- kmw EPBQ-652L8H8 w/Mount communications Pipe 45.0 I 45.0 I 4 I andrew ETB19G8-12UB - I - - Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(In) (ft) 3 alcatel lucent 9442 RRH AWS 3 kathrein 800 10764 w/Mount Pipe - 2 52.0 54.0 I 1 I raycap DC6-48-60-18-8F 1 1/4 F-7— tower r wnmounts Pipe Mount[PM 601-3] 10 7/8 1 2 andrew ETB19G8-12UB QBXLH-6565A-VTM w/ 1 1/4 45.0 45.0 3 andrew Mount Pipe 4 7/8 r1-1 tower mounts 9 1/2 1-1— (crown) Pipe Mount[PM 601-3] Notes: 1) Existing Equipment 2) Equipment to be Removed;not considered in this analysis. Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 53.0 53.0 I 2 OONAS ANTENNAS I FS70-12 I I 2 I OMNI ANTENNAS I D8809K-YP - I tnxTower Report-version 7.0.5.1 May 31,2016 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 1244369,Application 324623, Revision 1 Page 4 3)ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Redmond&Assosciates 4304673 CCISITES I 4-TOWER MANUFACTURER Valmont 5239297 CCISITES DRAWINGS 4-TOWER FOUNDATION Valmont 4304674 CCISITES DRAWINGS 3.1) Analysis Method tnxTower(version 6.1.4.1), 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. This analysis may be affected if any assumptions are not valid or have been made in error.Jacobs Engineering Group, Inc.should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Elevation(ft) Component CriticaSize ElementlP(K) SF*P_allow Capacity Pass/Fail L1 55-31 Pole TP16.175x11.375x0.1875 1 -2.70 684.78 31.1 Pass L2 — 31 -0 Pole r TP22x15.2x0.1875 2 -4.85 869.27 65.2 Pass Summary Pole(L2) 65.2 Pass ( —�T RATING= I 652 Pass tnxTower Report-version 7.0.5.1 May 31,2016 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 1244369,Application 324623, Revision 1 Page 5 Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation(ft) %Capacity Pass/Fail 1 Anchor Rods 0 41.0 Pass 1 Base Plate 0 70.6 Pass 1 Base Foundation 0 103.5 Passe Structural 1 Base Foundation 0 52.7 Pass Soil Interaction Structure Rating(max from all components)= 103.5%2 Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) A structure rating of 105%or less is within engineering tolerances and considered acceptable. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 7.0.5.1 May 31,2016 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 1244369,Application 324623, Revision 1 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 • . 55 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPEELEVATION DC6-48.60.18-8F 52 RRH4x25-WCS 52 EPB0•852L8H8 w/Mount Pipe 52 Pipe Mount[PM 601-3] 52 EPB0-65218H8 w/Mount Pipe 52 OBXLH-6565A-VTM w/Mount Pipe 45 EPBO-652LSH8 w/Mount Pipe 52 (XLH 6565A-VTM w/Mount Pipe 45 825 RRH4x30-4R 52 QBXLH-6565A-VTM w/Mount Pipe 45 B25 RRH4x30-4R 52 EIB1YGB-12UB 45 _ 825 RRH4x30-4R 52 ET819G8.12U8 45 RRH2X40-071-AT 52 ETB19G8-12UB 45 RRH2X40-07L-AT 52 (2)ET819G8-12U6 45 RRH2X40-07L-AT 52 ET81838-12u8 45 RRH4X25-WCS 52 PIpeMount[PM 601-3] 45 RRH4X25-WCS 52 Side Ann Mount[SO 701-1] 41 • • • o MATERIAL STRENGTH N O m m — — GRADE Fy Fu _ GRADE I Fy I Fu 1 A572.65 65 ices 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 1.25 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. / 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TOWER RATING:65.2% 31.0 ft F., n 0 Oy N N 112 $a G 'n N ALL REACTIONS ARE FACTORED AXIAL 15K SHEAR J \ MOMpNT 1 K f 11 29 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.2500 in ICE AXIAL 5K K] MOMENT 6 6 KI J 250 kip-ft 0.0 ft g a TORQUE 0 kip-ft REACTIONS-93 mph WIND itill !iill Jacobs Engineering Group,Inc. kb:55'-MP-SCHOLLS& 125TH 5449 Bells Ferry Rd Pro]ecr BU#856366 WO#1244369 Acworth,GA 30102 client Crown Castle Drawn by.J.Earnest APO' Phone:770-701-2500 Code. TIA-222-G Date:05/31/16 Scale. NTS FAX:770-701-2501 Path:CIMEAR1ESSM.1nde6838MIN1A®amleM�E11. WO11E1B96.n lhvg No.E-1 tnxTower Job Page 55'-MP- SCHOLLS& 125TH 1 of 12 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Rd BU#856366 W O#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest 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 IL Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 1.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. 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 'I Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification -4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 1 Use Code Stress Ratios Use Clear Spans For KLr All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice ' Bypass Mast Stability Checks .4 Consider Feed Line Torque Always Use Max Kz I Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile I 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 I Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric 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 55.000-31.000 24.000 3.000 12 11.3750 16.1750 0.1875 0.7500 A572-65 (65 ksi) L2 31.000-0.000 34.000 12 15.2000 22.0000 0.1875 0.7500 A572-65 (65 ksi) Job• Page tnxTower 55'-MP-SCHOLLS& 125TH 2 of 12 Jacobs Engineering Group,Inc. Project Date 5449Bells ringFerry Rd BU#856366 WO#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Tapered Pole Properties Section Tip Dia. Area 1 r C I/C J It/Q w w/t in in2 in4 in in in3 ids in2 in LI 11.7763 6.7545 107.9052 4.0051 5.8922 18.3131 218.6451 3.3243 2.5460 13.579 16.7456 9.6525 314.9088 5.7235 8.3787 37.5847 638.0906 4.7506 3.8324 20.439 L2 16.3574 9.0638 260.7367 5.3745 7.8736 33.1153 5283232 4.4609 3.5711 19.046 22.7761 13.1693 799.7595 7.8089 11.3960 70.1790 1620.5296 6.4815 5.3935 28.765 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Aj Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ftt in in in in LI 1 I 1 55.000-31.000 I2 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 pit' ***level 52*** LDF5-50A(7/8) C Surface Ar 52.000-0.000 13 5 0.000 1.0300 0.33 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ftt/ft pf Safety Line 3/8 C No CaAa(Out Of 55.000-55.000 1 No Ice 0.037 0.22 Face) 112"Ice 0.137 0.75 1"Ice 0.238 1.28 2"Ice 0.437 2.34 ***level 45*** LDF5-50A(7/8) B No Inside Pole 45.000-0.000 4 No Ice 0.000 0.33 1/2"Ice 0.000 0.33 1"Ice 0.000 0.33 • 2"Ice 0.000 0.33 LDF4-50A(1/2") B No Inside Pole 45.000-0.000 9 No Ice 0.000 0.15 1/2"Ice 0.000 0.15 I"Ice 0.000 0.15 2"Ice 0.000 0.15 LDFI-50A(1/4) B No Inside Pole 45.000-0.000 1 No Ice 0.000 0.06 1/2"Ice 0.000 0.06 I"Ice 0.000 0.06 2"Ice 0.000 0.06 tnxTower Job Page 55'-MP-SCHOLLS& 125TH 3 of 12 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Rd BU#856366 WO#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K LI 55.000-3L000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 10.815 0.000 0.09 L2 31.000-0.000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.08 C 0.000 0.000 15.965 0.000 0.13 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 Ll 55.000-31.000 A 2.563 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 26.974 0.000 0.59 L2 31.000-0.000 A 2.310 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.08 C 0.000 0.000 39.818 0.000 0.88 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in LI 55.000-31.000 0.0000 0.5899 0.0000 0.7066 L2 31.000-0.000 0.0000 0.6598 0.0000 0.8587 Shielding Factor Ka Tower I Feed Line Description Feed LineK, 1 Section Record No. Segment Elev. No Ice Ice LI 3 LDF5-50A(7/8) 31.00-52.001 1.00001 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 ft2 ft2 K ft ft ' tn.�r�•©we�' Job Page tnxTower -MP- SCHOLLS& 125TH 4 of 12 Jacobs Engineering Group,Inc, Project Date 5449 Bells Ferry Rd BU#856366 W O#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hort Adjustment Front Side Leg Lateral Vert ft ° .ft .f2 .ft2 K ft ft ***level 52*** DC6-48-60-18-8F B From Leg 4.000 0.000 52.000 No Ice 0.917 0.917 0.03 0.000 12"Ice 1.458 1.458 0.05 2.000 1"Ice 1.643 1.643 0.07 2"Ice 2.042 2.042 0.12 EPBQ-652L8H8 w/Mount A From Leg 4.000 0.000 52.000 No Ice 12.217 9589 0.10 Pipe 0.000 12"Ice 12.957 11.153 0.19 2.000 1"Ice 13.707 12.742 0.29 2"Ice 15.146 15.211 0.52 EPBQ-652L8H8 w/Mount B From Leg 4.000 0.000 52.000 No Ice 12.217 9.589 0.10 Pipe 0.000 12"Ice 12.957 11.153 0.19 2.000 1"Ice 13.707 12.742 0.29 2"Ice 15.146 15.211 0.52 EPBQ-652L8H8 w/Mount C From Leg 4.000 0.000 52.000 No Ice 12.217 9.589 0.10 Pipe 0.000 12"Ice 12.957 11.153 0.19 2.000 1"Ice 13.707 12.742 0.29 2"Ice 15.146 15.211 0.52 B25 RRH4x30-4R A From Leg 4.000 0.000 52.000 No Ice 2.140 1306 0.05 0.000 12"Ice 2.329 1.463 0.07 2.000 1"ice 2.526 1.626 0.09 2"Ice 2.941 1.979 0.14 B25 RRH4x30-4R B From Leg 4.000 0.000 52.000 No Ice 2.140 1.306 0.05 0.000 12"Ice 2.329 1.463 0.07 2.000 1"Ice 2.526 1.626 0.09 2"Ice 2.941 1.979 0.14 B25 RRH4x30-4R C From Leg 4.000 0.000 52.000 No Ice 2.140 1.306 0.05 0.000 12"Ice 2.329 1.463 0.07 2.000 1"Ice 2.526 1.626 0.09 2"Ice 2.941 1.979 0.14 RRH2X40-07L-AT A From Leg 4.000 0.000 52.000 No Ice 2.562 1358 0.05 0.000 12"Ice 2.773 1.530 0.07 2.000 1"Ice 2.992 1.709 0.09 2"Ice 3.452 2.087 0.15 RRH2X40-07L-AT B From Leg 4.000 0.000 52.000 No Ice 2.562 1.358 0.05 0.000 12"Ice 2.773 1.530 0.07 2.000 1"Ice 2.992 1.709 0.09 2"Ice 3.452 2.087 0.15 RRH2X40-07L-AT C From Leg 4.000 0.000 52.000 No Ice 2562 1358 0.05 0.000 112"Ice 2.773 1.530 0.07 2.000 1"Ice 2.992 1.709 0.09 2"Ice 3.452 2.087 0.15 RRH4X25-WCS A From Leg 4.000 0.000 52.000 No Ice 3.337 3.835 0.09 0.000 12"Ice 3.586 4.094 0.13 2.000 1"Ice 3.843 4.364 0.16 2"Ice 4.377 4.941 0.25 RRH4X25-WCS B From Leg 4.000 0.000 52.000 No Ice 3.337 3.835 0.09 0.000 12"Ice 3.586 4.094 0.13 2.000 1"Ice 3.843 4364 0.16 2"Ice 4.377 4.941 0.25 RRH4X25-WCS C From Leg 4.000 0.000 52.000 No Ice 3.337 3.835 0.09 0.000 12"ice 3.586 4.094 0.13 2.000 1"Ice 3.843 4.364 0.16 2"Ice 4.377 4.941 0.25 Pipe Mount[PM 601-3] C None 0.000 52.000 No Ice 4.390 4.390 0.20 1/2"Ice 5.480 5.480 0.24 1"Ice 6.570 6.570 0.28 2"Ice 8.750 8.750 0.36 • tnxT'ower Job Page 55'- MP- SCHOLLS& 125TH 5 of 12 Jacobs Engineering Group,Inc. Project Date . 5449 Bells Ferry Rd BU#856366 W O#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest 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 ***level 45*#* QBXLH-6565A-VTM w/ A From Leg 4.000 0.000 45.000 No Ice 10.161 6.427 0.09 Mount Pipe 0.000 1/2"Ice 10.649 7.136 0.18 0.000 1"Ice 11.139 7.816 0.26 2"Ice 12.145 9.225 0.47 QBXLH-6565A-VTM w/ B From Leg 4.000 0.000 45.000 No Ice 10.161 6.427 0.09 Mount Pipe 0.000 1/2"Ice 10.649 7.136 0.18 0.000 1"Ice 11.139 7.816 0.26 2"Ice 12.145 9.225 0.47 QBXLH-6565A-VTM w/ C From Leg 4.000 0.000 45.000 No Ice 10.161 6.427 0.09 Mount Pipe 0.000 12"Ice 10.649 7.136 0.18 0.000 1"Ice 11.139 7.816 0.26 2"Ice 12.145 9.225 0.47 ETBI9G8-12UB A From Leg 4.000 0.000 45.000 No Ice 0.909 0.424 0.02 0.000 12"Ice 1.038 0.528 0.03 0.000 1"Ice 1.176 0.639 0.03 2"Ice 1.472 0.883 0.06 ETBI9G8-12UB C From Leg 4.000 0.000 45.000 No Ice 0.909 0.424 0.02 0.000 12"Ice 1.038 0.528 0.03 0.000 1"Ice 1.176 0.639 0.03 2"Ice 1.472 0.883 0.06 ETB19G8-12UB A From Leg 4.000 0.000 45.000 No Ice 0.909 0.424 0.02 0.000 12"Ice 1.038 0.528 0.03 0.000 1"Ice 1.176 0.639 0.03 2"Ice 1.472 0.883 0.06 (2)ETB19G8-12UB B From Leg 4.000 0.000 45.000 No Ice 0.909 0.424 0.02 0.000 1/2"Ice 1.038 0.528 0.03 0.000 1"Ice 1.176 0.639 0.03 2"Ice 1.472 0.883 0.06 ETB19G8-12UB C From Leg 4.000 0.000 45.000 No Ice 0.909 0.424 0.02 0.000 12"Ice 1.038 0.528 0.03 0.000 1"Ice 1.176 0.639 0.03 2"Ice 1.472 0.883 0.06 Pipe Mount[PM 601-3] C None 0.000 45.000 No Ice 4.390 4.390 0.20 12"Ice 5.480 5.480 0.24 1"Ice 6.570 6.570 0.28 2"Ice 8.750 8.750 0.36 Side Arm Mount[S0 701-1] C From Leg 1.500 0.000 41.000 No Ice 0.850 1.670 0.07 0.000 12"Ice 1.140 2.340 0.08 0.000 1"Ice 1.430 3.010 0.09 2"Ice 2.010 4350 0.12 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 lnxTQWer Job Page 55'-MP- SCHOLLS& 125TH 6 of 12 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Rd BU#856366 WO#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Comb. Description No. 6 1.2Dead+l.6Wind 60deg-Nolte 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2Dead+l.6Wind 90deg-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 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-F1.0 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+I.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-F1.0 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+L0 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 55-31 Pole Max Tension 30 0.00 0.00 0.00 Max.Compression 26 -10.47 -0.41 -1.01 Max.Mx 20 -2.70 65.53 -0.13 Max.My 14 -2.72 -0.10 -63.90 Max.Vy 20 -4.42 65.53 -0.13 Max.Vx 14 4.24 -0.10 -63.90 Max.Torque 17 0.13 L2 31-0 Pole Max Tension 1 0.00 0.00 0.00 tnxTower• Job Page 55'- MP-SCHOLLS& 125TH 7 of 12 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Rd BU#856366 WO#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Section Elevation Component p Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Compression 26 -15.46 -0.44 -1.99 Max.Mx 20 -4.85 249.58 0.18 Max.My 14 -4.85 -0.58 -236.66 Max.Vy 20 -6.42 249.58 0.18 Max.Vx 14 5.93 -0.58 -236.66 Max.Torque 9 -0.13 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 30 15.46 -0.69 -0.00 Max.H. 21 3.64 6.42 0.01 Max.Hi 2 4.86 0.01 5.92 Max.Mx 2 235.87 0.01 5.92 Max.M. 8 249.58 -6.42 -0.01 Max.Torsion 21 0.13 6.42 0.01 Min.Vert 7 3.64 -5.11 2.95 Min.H. 8 4.86 -6.42 -0.01 Min.H. 14 4.86 -0.01 -5.92 Min.Mx 14 -236.66 -0.01 -5.92 Min.K 20 -249.58 6.42 0.01 Min.Torsion 9 -0.13 -6.42 -0.01 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M,. Moment,Mi K K K kip ft kip ft kip ft Dead Only 4.05 0.00 0.00 0.32 0.00 -0.00 1.2 Dead+1.6 Wind 0 deg-No 4.86 -0.01 -5.92 -235.87 0.58 0.00 Ice 0.9 Dead+1.6 Wind 0 deg-No 3.64 -0.01 -5.92 -234.65 0.57 0.00 Ice 1.2 Dead+1.6 Wind 30 deg-No 4.86 2.94 -5.12 -203.93 -117.30 0.07 Ice 0.9 Dead+1.6 Wind 30 deg-No 3.64 2.94 -5.12 -202.88 -116.64 0.07 Ice 1.2 Dead+1.6 Wind 60 deg-No 4.86 5.11 -2.95 -117.24 -203.75 0.12 Ice 0.9 Dead+1.6 Wind 60 deg-No 3.64 5.11 -2.95 -116.68 -202.61 0.12 Ice 1.2 Dead+I.6 Wind 90 deg-No 4.86 6.42 0.01 0.97 -249.58 0.13 Ice 0.9 Dead+1.6 Wind 90 deg-No 3.64 6.42 0.01 0.87 -248.20 0.13 Ice 1.2 Dead+1.6 Wind 120 deg- 4.86 5.12 2.97 119.03 -204.32 0.11 No Ice 0.9 Dead+1.6 Wind 120 deg- 3.64 5.12 2.97 118.26 -203.18 0.12 No Ice 1.2 Dead+1.6 Wind 150 deg- 4.86 2.97 5.14 205.30 -118.30 0.07 No Ice Job Page tnxTower 55'-MP- SCHOLLS& 125TH 8 of 12 Jacobs Engineering Group,Inc. Project Date . 5449 Bells Ferry Rd BU#856366 W O#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Load Vertical Shear. Shear, Overturning Overturning Torque Combination Moment,M Moment,M, K K K kip ft kip-ft kip ft 0.9 Dead+1.6 Wind 150 deg- 3.64 2.97 5.14 204.05 -117.64 0.07 No Ice 1.2 Dead+1.6 Wind 180 deg- 4.86 0.01 5.92 236.66 -0.58 -0.00 No Ice 0.9 Dead+1.6 Wind 180 deg- 3.64 0.01 5.92 235.24 -0.57 -0.00 No Ice 1.2 Dead+1.6 Wind 210 deg- 4.86 -2.94 5.12 204.72 117.30 -0.07 No Ice 0.9 Dead+1.6 Wind 210 deg- 3.64 -2.94 5.12 203.47 116.64 -0.07 No Ice 1.2 Dead+1.6 Wind 240 deg- 4.86 -5.11 2.95 118.03 203.75 -0.12 No Ice 0.9 Dead+1.6 Wind 240 deg- 3.64 -5.11 2.95 117.27 202.61 -0.12 No Ice 1.2 Dead+1.6 Wind 270 deg- 4.86 -6.42 -0.01 -0.18 249.58 -0.13 No Ice 0.9 Dead+1.6 Wind 270 deg- 3.64 -6.42 -0.01 -0.28 248.20 -0.13 No Ice 1.2 Dead+1.6 Wind 300 deg- 4.86 -5.12 -2.97 -118.23 204.32 -0.11 No Ice 0.9 Dead+1.6 Wind 300 deg- 3.64 -5.12 -2.97 -117.67 203.18 -0.11 No Ice 1.2 Dead+1.6 Wind 330 deg- 4.86 -2.97 -5.14 -204.50 118.30 -0.07 No Ice 0.9 Dead+1.6 Wind 330 deg- 3.64 -2.97 -5.14 -203.46 117.64 -0.07 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 15.46 0.00 0.00 1.99 -0.44 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 15.46 -0.00 -0.61 -24.17 -0.31 -0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 15.46 0.30 -0.53 -20.60 -1333 0.01 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 15.46 0.53 -0.30 -10.97 -22.90 0.02 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 15.46 0.69 0.00 2.13 -28.91 0.02 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 15.46 0.53 0.31 15.19 -23.04 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 15.46 0.31 0.53 24.72 -13.56 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 15.46 0.00 0.61 28.16 -0.57 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 15.46 -0.30 053 24.59 12.45 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 15.46 -0.53 0.30 14.96 22.02 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 15.46 -0.69 -0.00 1.86 28.03 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 15.46 -0.53 -0.31 -11.20 22.15 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 15.46 -0.31 -0.53 -20.73 12.68 -0.02 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 4.05 -0.00 -1.38 -54.49 0.13 0.00 Dead+Wind 30 deg-Service 4.05 0.68 -1.19 -47.08 -27.22 0.02 Dead+Wind 60 deg-Service 4.05 1.19 -0.69 -26.97 -47.28 0.03 _ Dead+Wind 90 deg-Service 4.05 1.49 0.00 0.46 -57.92 0.03 Dead+Wind 120 deg-Service 4.05 1.19 0.69 27.86 -47.41 0.03 Dead+Wind 150 deg-Service 4.05 0.69 120 47.87 -27.45 0.02 Dead+Wind 180 deg-Service 4.05 0.00 1.38 55.15 -0.13 -0.00 Dead+Wind 210 deg-Service 4.05 -0.68 1.19 47.74 27.22 -0.02 Dead+Wind 240 deg-Service 4.05 -1.19 0.69 27.63 47.28 -0.03 Dead+Wind 270 deg-Service 4.05 -1.49 -0.00 0.20 57.92 -0.03 • tinx.L QW�'r Job Page 551-MP-SCHOLLS & 125TH 9 of 12 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Rd BU#856366 W O#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip ft kip ft kip ft Dead+Wind 300 deg-Service 4.05 -1.19 -0.69 -27.20 47.41 -0.03 Dead+Wind 330 deg-Service 4.05 -0.69 -1.20 -47.21 27.45 -0.02 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 0.00 -4.05 0.00 0.00 4.05 0.00 0.000% 2 -0.01 -4.86 -5.92 0.01 4.86 5.92 0.000% 3 -0.01 -3.64 -5.92 0.01 3.64 5.92 0.000% 4 2.94 -4.86 -5.12 -2.94 4.86 5.12 0.000% 5 2.94 -3.64 -5.12 -2.94 3.64 5.12 0.000% 6 5.11 -4.86 -2.95 -5.11 4.86 2.95 0.000% 7 5.11 -3.64 -2.95 -5.11 3.64 2.95 0.000% 8 6.42 -4.86 0.01 -6.42 4.86 -0.01 0.000% 9 6.42 -3.64 0.01 -6.42 3.64 -0.01 0.000% 10 5.12 -4.86 2.97 -5.12 4.86 -2.97 0.000% 11 5.12 -3.64 2.97 -5.12 3.64 -2.97 0.000% 12 2.97 -4.86 5.14 -2.97 4.86 -5.14 0.000% 13 2.97 -3.64 5.14 -2.97 3.64 -5.14 0.000% 14 0.01 -4.86 5.92 -0.01 4.86 -5.92 0.000% 15 0.01 -3.64 5.92 -0.01 3.64 -5.92 0.000% 16 -2.94 -4.86 5.12 2.94 4.86 -5.12 0.000% 17 -2.94 -3.64 5.12 2.94 3.64 -5.12 0.000% 18 -5.11 -4.86 2.95 5.11 4.86 -2.95 0.000% 19 -5.11 -3.64 2.95 5.11 3.64 -2.95 0.000% 20 -6.42 -4.86 -0.01 6.42 4.86 0.01 0.000% 21 -6.42 -3.64 -0.01 6.42 3.64 0.01 0.000% 22 -5.12 -4.86 -2.97 5.12 4.86 2.97 0.000% 23 -5.12 -3.64 -2.97 5.12 3.64 2.97 0.000% 24 -2.97 -4.86 -5.14 2.97 4.86 5.14 0.000% 25 -2.97 -3.64 -5.14 2.97 3.64 5.14 0.000% 26 0.00 -15.46 0.00 -0.00 15.46 -0.00 0.000% 27 -0.00 -15.46 -0.61 0.00 15.46 0.61 0.000% 28 0.30 -15.46 -0.53 -0.30 15.46 0.53 0.000% 29 0.53 -15.46 -0.30 -0.53 15.46 0.30 0.000% 30 0.69 -15.46 0.00 -0.69 15.46 -0.00 0.000% 31 0.53 -15.46 0.31 -0.53 15.46 -0.31 0.000% 32 0.31 -15.46 0.53 -0.31 15.46 -0.53 0.000% 33 0.00 -15.46 0.61 -0.00 15.46 -0.61 0.000% 34 -0.30 -15.46 0.53 030 15.46 -0.53 0.000% 35 -0.53 -15.46 0.30 0.53 15.46 -0.30 0.000% 36 -0.69 -15.46 -0.00 0.69 15.46 0.00 0.000% 37 -0.53 -15.46 -0.31 0.53 15.46 0.31 0.000% 38 -0.31 -15.46 -0.53 031 15.46 053 0.000% 39 -0.00 -4.05 -1.38 0.00 4.05 1.38 0.000% 40 0.68 -4.05 -1.19 -0.68 4.05 1.19 0.000% 41 1.19 -4.05 -0.69 -1.19 4.05 0.69 0.000% 42 1.49 -4.05 0.00 -1.49 4.05 -0.00 0.000% 43 1.19 -4.05 0.69 -1.19 4.05 -0.69 0.000% 44 0.69 -4.05 1.20 -0.69 4.05 -1.20 0.000% 45 0.00 -4.05 1.38 -0.00 4.05 -1.38 0.000% 46 -0.68 -4.05 1.19 0.68 4.05 -1.19 0.000% 47 -1.19 -4.05 0.69 1.19 4.05 -0.69 0.000% 48 -1.49 4.05 -0.00 1.49 4.05 0.00 0.000% 49 -1.19 -4.05 -0.69 1.19 4.05 0.69 0.000% 50 -0.69 4.05 -1.20 0.69 4.05 1.20 0.000% Job Page tnxTower 55'-MP- SCHOLLS& 125TH 10 of 12 Jacobs Engineering Group,Inc. Project Date . 5449 Bells Ferry Rd BU#856366 W O#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest 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 0.00003717 3 Yes 4 0.00000001 0.00000001 4 Yes 5 0.00000001 0.00006464 5 Yes 5 0.00000001 0.00002732 6 Yes 5 0.00000001 0.00006072 7 Yes 5 0.00000001 0.00002554 8 Yes 4 0.00000001 0.00020156 9 Yes 4 0.00000001 0.00011817 10 Yes 5 0.00000001 0.00006617 11 Yes 5 0.00000001 0.00002787 12 Yes 5 0.00000001 0.00006321 13 Yes 5 0.00000001 0.00002652 14 Yes 4 0.00000001 0.00005480 15 Yes 4 0.00000001 0.00003210 16 Yes 5 0.00000001 0.00006193 17 Yes 5 0.00000001 0.00002600 18 Yes 5 0.00000001 0.00006600 19 Yes 5 0.00000001 0.00002786 20 Yes 4 0.00000001 0.00017240 21 Yes 4 0.00000001 0.00010103 22 Yes 5 0.00000001 0.00006163 23 Yes 5 0.00000001 0.00002591 24 Yes 5 0.00000001 0.00006444 25 Yes 5 0.00000001 0.00002718 26 Yes 4 0.00000001 0.00004976 27 Yes 4 0.00000001 0.00042976 28 Yes 4 0.00000001 0.00045958 29 Yes 4 0.00000001 0.00047804 30 Yes 4 0.00000001 0.00053095 31 Yes 4 0.00000001 0.00054302 32 Yes 4 0.00000001 0.00055113 33 Yes 4 0.00000001 0.00052519 34 Yes 4 0.00000001 0.00052639 35 Yes 4 0.00000001 0.00050849 36 Yes 4 0.00000001 0.00049784 37 Yes 4 0.00000001 0.00045156 38 Yes 4 0.00000001 0.00044266 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00005006 41 Yes 4 0.00000001 0.00004059 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00005356 44 Yes 4 0.00000001 0.00004564 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00004348 47 Yes 4 0.00000001 0.00005417 48 Yes 4 0.00000001 0.00000001 . 49 Yes 4 0.00000001 0.00004164 50 Yes 4 0.00000001 0.00004838 tnxTower Job Page 55'-MP-SCHOLLS& 125TH 11 of 12 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Rd BU#856366 WO#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° Ll 55-31 5.824 42 0.820 0.002 L2 34-0 2.466 42 0.648 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 42 5.295 0.802 0.001 10576 45.000 QBXLH-6565A-VTM w/Mount 42 4.096 0.754 0.001 5288 Pipe 41.000 Side Arm Mount[S0 701-1] 42 3.455 0.722 0.001 3777 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° LI 55-31 25.094 8 3530 0.007 L2 34-0 10.630 8 2.797 0.003 Critical Deflections and Radius of Curvature- Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 ft 52.000 DC6-48-60-18-8F 8 22.817 3.452 0.006 2471 45.000 QBXLH-6565A-VTM w/Mount 8 17.651 3.251 0.005 1235 Pipe 41.000 Side Arm Mount[S0 701-1] 8 14.893 3.111 0.004 881 Compression Checks • Pole Design Data Section Elevation Size L L„ Kik A P. OP„ Ratio No. p ft ft ft in2 K K OP. Ll 55-31(1) TP16.175x11.375x0.1875 24.000 0.000 0.0 9.2902 -2.70 684.78 0.004 tnx�'Qwet' Job Page 55'- MP- SCHOLLS& 125TH 12 of 12 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Rd BU#856366 W O#1244369 10:41:31 05/31/16 Acworth,GA 30102 Client Designed by Phone:770-701-2500 Crown Castle FAX:770-701-2501 J. Earnest Section Elevation Size L Lu Kl/r A P„ $P„ Ratio No. P. ft ft ft in2 K K 9P„ L2 31-0(2) TP22x15.2x0.1875 34.000 0.000 0.0 13.1693 -4.85 869.27 0.006 Pole Bending Design Data Section Elevation Size M. 4M. Ratio M„, •M,ry Ratio No. M. Mur ft kip-ft kip-ft QMM kip-ft kip-ft OM„ LI 55-31(1) TP16.175x11.375x0.1875 65.53 213.76 0.307 0.00 213.76 0.000 12 31-0(2) TP22x15.2x0.1875 249.58 386.03 0.647 0.00 386.03 0.000 Pole Shear Design Data Section Elevation Size Actual OV Ratio Actual 4)T„ Ratio No. V, V T T. ft K K •v kip-ft kip-ft (PT LI 55-31(I) TP16.175x11.375x0.1875 4.42 342.39 0.013 0.13 433.45 0.000 12 31-0(2) TP22x15.2x0.1875 6.42 434.64 0.015 0.13 782.75 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M,,, V. T„ Stress Stress $P„ 01. 9M„y $Vn •T„ Ratio Ratio LI 55-31(1) 0.004 0.307 0.000 0.013 0.000 0.311 1.000 4.8.2 V L2 31-0(2) 0.006 0.647 0.000 0.015 0.000 0.652 1.000 48 2 V V Section Capacity Table Section Elevation Component Size Critical P ¢PdI„,,, % Pass No. ft Type Element K K Capacity Fail L1 55-31 Pole TP16.175x11.375x0.1875 1 -2.70 684.78 31.1 Pass L2 31-0 Pole TP22x15.2x0.1875 2 -4.85 869.27 65.2 Pass Summary Pole(12) 65.2 Pass RATING= 65.2 Pass Program Version 7.0.5.1-2/1/2016 File:C:/Users/EARNESJT/Desktop/856366/1244369/analysis/BU 856366 WO 1164998.eri May 31,2016 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 1244369,Application 324623, Revision 1 Page 7 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 A t BROVM REGION ADDRESS USA 1%/RRIGYRES • / . \ , 1/4.TO 45 FT LEYEL 8 I/ w 01 J (4)7/8'04455 FT LEVEL LE I 03 02 \\ / \ ` (INSTALLED) +• • (1)1/4,TO 52 FT LEVEL • (2)1/2'TO 52 FT LEVEL (10)7/8"TO 52 FT LEVEL Q DRAWN BY: NN CHECKED BY: DAMNS DATE 14NR4 SITE NINBEIS SEE MANE SEE NAME SCHWA&1SS1H BUSINESS UNE NUMBER OMEN !STEAWRESB tuna NARR51223 BLAS IRIOT MARIS DRsna WASHINGTON COUNTY BUSINESS UNIT:855388 TOWD1 ID:C_IMSELEVEL USA 81EETTTRE BASE LEVEL BASE LEVEL DRAWING I SHEET NUMBER P..4 A1-0 May 31,2016 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 1244369,Application 324623, Revision 1 Page 8 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 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 Factored Moment,Mu: 250 ft-kips App#: 324623 Rev#1 Factored Axial,Pu: 5 kips Anchor Rod Data Factored Shear,Vu: 6 kips Eta Factor,r) 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/n): 106.7 Kips Yield, Fy: 75 ksi Axial Design Strength,(1)*Fu*Anet: 260.0 Kips Strength,Fu: 100 ksi Anchor Rod Stress Ratio: 41.0% Pass Bolt Circle: 29.28 in Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 28 in Base Plate Stress: 38.1 ksi Yield Line(in): Thick: 1.5 in PL Design Bending Strength,cD*Fy: 54.0 ksi 17.60 Grade: 60 ksi Base Plate Stress Ratio: 70.6% 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: in** Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A Groove Angle: degrees Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld: <--Disregard Plate Comp. (AISC Bracket): N/A Fillet V.Weld: in Pole Results Width: in Pole Punching Shear Check: N/A Height: in Max PL Length Thick: in Yield Line Notch: in # Anchors at corner= tTHIC BASE Grade: ksi °ty/< NIM Weld str.: ksi AlIERIlla tL.nchar. Typ. Clear Space Q .7 AASS$UMED INOO CONFIGURATION between o� 8�. Stiffeners at in B.C. _, la- 1 ~�.. \ t�.��`� Input Clear Space /— - at B.C. for Single I1 Anchor Case it \w Pole Data j'°&,,,,,j'°&,,,,,j'°&,,,,, MI Pole w/ F DIAM = D Diam: 22 in Anchor Spacing Some As Thick: 0.1875 in i !1Except forpaSiane Corner Grade: 65 ksi Anchor ()Input Clear Space) #of Sides: 12 "0"IF Round ""Note;for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Square Base F-G 1.2,Effective March 19,2012 Analysis date:5/31/2016 r CCI Foundation Tool Suite-Monopole Pier CCIFTS 1.2.108.14286-Phase 1-2 Date: 5/31/2016 BU: 856366 Site Name: SCHOLLS&125TH App Number: 324623 Rev#1 C R S W N Work Order: 1244369 ,,,,,,CASTLE Monopole Drilled Pier Inout Criteria a"C.C. TIA Revision: G ACI 318 Revision: 2008 Seismic Category: 0 Forces Compression S kips • Shear 6 kips Moment 250 k-ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 4 ft e4 Tie size Ext,above grade: 0.5 ft Depth below grade: 13 ft in .ie — (al-es ni in Material Properties Number of Rebar: 8 Rebar Size: 6 Tie Size 4 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in Soil Profile: BU 856366 4 4' Ultimate Ultimate Ultimate Friction Uplift Skin Comp.Skin Bearing Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N' Layer (ft) (ft) (ft) (pcf) (psi) (deg) (ksf) (10f) (ksf) Counts 1 3 0 3 110 0 0 0 2 10 3 13 110 32 7 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 273.30 k-ft Depth to Zero Shear: 4.00 ft Mn(p264.05 k-ft Max Moment,Mu: 273.30 k-ft RATING: 103.5% Soil Safety Factor: 2.52 Safety Factor Req'd: 1.33 RATING: 52.7% rho provided 0.15 rho required 0.50 ACI 318,Sec 10.5.3 Chk Apr • Soil Axial Capacity Skin Friction(k): 36.28 kips Rebar Spacing 15.06 End Bearing(k): 65.97 kips Spacing required 12.00 NG • Comp.Capacity(k),4Cn: 102.25 kips Comp.(k),Cu: 5.00 kips RATING: 4.9% Dev.Length required 8.75 Dev.Length provided 32.86 OK I Overall Foundation Rating: 103.5% I Page 1 of 1