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HomeMy WebLinkAboutPassing SADate: April 18, 2017 Rob Kulbacki Tower Engineering Professionals Crown Castle 326 Tryon Road 1500 Corporate Drive Raleigh, NC 27603 Canonsburg, PA 15317 (919) 661-6351 (724) 416-2116 crown@tepgroup.net Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Number: 292521 Carrier Site Name: GN 106th & College Crown Castle Designation: Crown Castle BU Number: 811039 Crown Castle Site Name: College Meadows IND085 Crown Castle JDE Job Number: 433662 Crown Castle Work Order Number: 1388840 Crown Castle Application Number: 385773 Rev. 7 Engineering Firm Designation: TEP Project Number: 59444.116128 Site Data: 750 E. 106th Street, Carmel, Hamilton County, IN 46280 Latitude 39° 56' 31.48", Longitude -86° 8' 41.03" 140 Foot - Monopole Tower (Includes 10-ft Proposed Extension) Dear Rob Kulbacki, Tower Engineering Professionals is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural ‘Statement of Work’ and the terms of Crown Castle Purchase Order Number 1025922, in accordance with application 385773, revision 7. 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: LC4.5: Existing + Proposed Equipment with Proposed Modifications Sufficient Capacity Note: See Table I and Table II 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 115 mph converted to a nominal 3-second gust wind speed of 89 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 B and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of 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. Structural analysis prepared by: Travis L. Infante, E.I. / JDR Respectfully submitted by: William H. Martin, P.E., S.E. April 18, 2017 140-ft Monopole Tower (Includes 10-ft Proposed Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 2 tnxTower Report - version 7.0.5.1 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 Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations April 18, 2017 140-ft Monopole Tower (Includes 10-ft Proposed Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 3 tnxTower Report - version 7.0.5.1 1) INTRODUCTION This tower is a 130-ft monopole tower designed by Pirod in March of 2001. The tower was originally designed for a wind speed of 70 mph per EIA/TIA-222-F for the appurtenances listed in Table 3. The tower includes a proposed 10-ft extension bringing the overall tower height to 140-ft. TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas – Addendum 2 using a nominal 3-second gust wind speed of 89 mph with no ice, 40 mph with 1.0 inch ice thickness, and 60 mph under service loads with the following design criteria: Type of Analysis: Feasibility Structural Analysis Classification of Structure: Class II Exposure Category: Exposure B Topographic Category: Category 1 Earthquake Category: Not Considered Earthquake effects may be ignored per this standard for site locations where Ss does not exceed 1.0. (Hamilton County Max Ss = 0.18). Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 136.0 136.0 6 Commscope JAHH-65C-R3B w/ Mount Pipe 2 1-3/8 1 3 Ericsson RRUS 32 B2 3 Ericsson RRUS 32 B4 6 Ericsson RRUS B13 2 Raycap RRODC-3315-PF-48 3 Commscope MTC3619 Notes: 1) See “Appendix B - Base Level Drawing” for assumed feed line configuration. Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) April 18, 2017 140-ft Monopole Tower (Includes 10-ft Proposed Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 4 tnxTower Report - version 7.0.5.1 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 104.0 104.0 2 Raycap DC6-48-60-18-8F 2 4 3/8 3/4 1 101.0 103.0 3 KMW Communications EPBQ-652L8H8 w/ Mount Pipe 1 6 5/16 7/8 1 3 KMW Communications EPBQ-654L8H8 w/ Mount Pipe 3 Powerwave Technologies 7750.00 w/ Mount Pipe 102.0 3 Ericsson RRUS 11 B12 3 Ericsson RRUS 32 B2 3 Ericsson RRUS 32 B30 3 Ericsson RRUS 32 B66 6 Powerwave Technologies LGP21404 101.0 1 Tower Mounts April 18, 2017 140-ft Monopole Tower (Includes 10-ft Proposed Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 5 tnxTower Report - version 7.0.5.1 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source Geotechnical Report Sagamore Environmental Services, Inc. 298718 CCISites Tower Foundation Drawings Pirod 63278 CCISites Tower Manufacturer Drawings Pirod 422174 CCISites 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) The tower and foundation were built in accordance with the manufacturer’s specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer’s specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and “Appendix B – Base Level Drawing”. 4) All tower components are in sufficient condition to carry their full design capacity. 5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 6) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not analyze antennas supporting mounts as part of this structural analysis report. 7) Flange connection at 130-ft is assumed to develop the full capacity of the extension. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) ΦPallow (K) % Capacity Pass / Fail L1 140 - 130 Pole P18x3/8 1 -4.92 654.07 12.3 Pass L2 130 - 100 Pole P24x3/8 2 -15.67 1052.07 52.9 Pass L3 100 - 80 Pole P30x3/8 3 -19.03 1311.06 68.2 Pass L4 80 - 60 Pole P36x3/8 4 -26.72 1490.10 78.4 Pass L5 60 - 40 Pole P42x3/8 5 -31.37 1668.87 81.8 Pass L6 40 - 20 Pole P48x3/8 6 -36.59 1847.49 82.3 Pass L7 20 - 0 Pole P54x3/8 7 -42.38 2026.00 81.5 Pass Summary Pole (L6) 82.3 Pass RATING = 82.3 Pass April 18, 2017 140-ft Monopole Tower (Includes 10-ft Proposed Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 6 tnxTower Report - version 7.0.5.1 Table 6 - Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass / Fail 1,2 Flange Connection 100.0 52.9 Pass 1,2 Flange Connection 80.0 68.8 Pass 1,2 Flange Connection 60.0 80.8 Pass 1,2 Flange Connection 40.0 85.9 Pass 1,2 Flange Connection 20.0 87.5 Pass 1 Anchor Rods - 69.9 Pass 1,2 Base Plate - 81.5 Pass 1 Base Foundation Soil Interaction - 42.0 Pass 1 Base Foundation Structural - 39.1 Pass Structure Rating (max from all components) = 87.5% Notes: 1) See additional documentation in “Appendix C - Additional Calculations” for calculations supporting the % capacity listed. 2) Base and flange plate design methodology of the manufacturer has been reviewed and found to be an acceptable means of designing to resist the full capacity of the bolts and shaft. Base and flange plates have the same capacity as their respective splice bolts or shaft. 4.1) Recommendations 1) If the load differs from that described in Tables 1 and 2 of this report, “Appendix B – Base Level Drawing” or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. April 18, 2017 140-ft Monopole Tower (Includes 10-ft Proposed Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 7 tnxTower Report - version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT Tower Engineering Professionals Tower Engineering Professionals 326 Tryon Rd. Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Job: College Meadows IND085 (BU 811039) Project: TEP No. 59444.116128 Client: Crown Castle Drawn by: JDR App'd: Code: TIA-222-G Date: 04/18/17 Scale: NTS Path: \tep-netapp-01\towers\59444\69478_811039 COLLEGE MEADOWS IND085 SA\tnxTower\811039_LC4.5.eri Dwg No. E-1 140.0 ft 130.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 89 mph WIND TORQUE 1 kip-ft 23 K SHEAR 2311 kip-ft MOMENT 42 K AXIAL 40 mph WIND - 1.000 in ICE TORQUE 0 kip-ft 6 K SHEAR 649 kip-ft MOMENT 92 K AXIAL ARE FACTORED ALL REACTIONS Section 7 6 5 4 3 2 1 Size P54x3/8 P48x3/8 P42x3/8 P36x3/8 P30x3/8 P24x3/8 P18x3/8 Length (ft) 20.00 20.00 20.00 20.00 20.00 30.00 10.00 Grade A53-B-42 A53-B-35 Weight (K) 20.2 4.3 3.8 3.3 2.9 2.4 2.8 0.7 3/(RRUS RRODC-T-2) 4" Arm APX16DWV-JAHH-RRUS 2.x 4" 7' Mount 32 Dia. LR 3315-65C-B2 B4 B13 x [6-TA PF-R3B ft 16DWV-1302-48 w/ Mount 3] S-E-A20 Pipe w/ 140 136 Mount Pipe (2) APX16DWV-16DWV-S-E-A20 w/ 123 Mount Pipe (2) APX16DWV-16DWV-S-E-A20 w/ 123 Mount Pipe ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 1 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR 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 Hamilton County, Indiana. Basic wind speed of 89 mph. Structure Class II. Exposure Category B. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 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 √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ 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 √ 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 Pole Section Geometry Section Elevation ft Section Length ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 2 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Section Elevation ft Section Length ft Pole Size Pole Grade Socket Length ft L3 100.00-80.00 20.00 P30x3/8 A53-B-42 (42 ksi) L4 80.00-60.00 20.00 P36x3/8 A53-B-42 (42 ksi) L5 60.00-40.00 20.00 P42x3/8 A53-B-42 (42 ksi) L6 40.00-20.00 20.00 P48x3/8 A53-B-42 (42 ksi) L7 20.00-0.00 20.00 P54x3/8 A53-B-42 (42 ksi) Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 3 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Description Face or Leg Allow Shield Component Type Placement ft Total Number CAAA ft2/ft Weight plf 1/2'' Ice 1'' Ice 0.00 0.00 0.450 0.450 ASU9325TYP01(1-3/5) B No Inside Pole 123.00 - 0.00 1 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 1.614 1.614 1.614 *104* FB-L98B-034-XXXXXX (3/8) A No Inside Pole 104.00 - 0.00 2 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.050 0.050 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 4 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 140.00-130.00 A B C 2.303 0.000 0.000 0.000 0.000 0.000 0.000 0.000 13.773 0.000 0.000 0.000 0.000 0.00 0.33 0.00 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 5 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L3 2 PiRod Ladder 80.00 - 100.00 1.0000 1.0000 L3 3 Safety Line 3/8 80.00 - 100.00 1.0000 1.0000 L3 5 HCH-6624XXX(1-3/8) 80.00 - 100.00 1.0000 1.0000 L4 2 PiRod Ladder 60.00 - 80.00 1.0000 1.0000 L4 3 Safety Line 3/8 60.00 - 80.00 1.0000 1.0000 L4 5 HCH-6624XXX(1-3/8) 60.00 - 80.00 1.0000 1.0000 L4 17 SPRINT NMP_HYBRID CABLE( 1 1/2") 60.00 - 80.00 1.0000 1.0000 L5 2 PiRod Ladder 40.00 - 60.00 1.0000 1.0000 L5 3 Safety Line 3/8 40.00 - 60.00 1.0000 1.0000 L5 5 HCH-6624XXX(1-3/8) 40.00 - 60.00 1.0000 1.0000 L5 17 SPRINT NMP_HYBRID CABLE( 1 1/2") 40.00 - 60.00 1.0000 1.0000 L6 2 PiRod Ladder 20.00 - 40.00 1.0000 1.0000 L6 3 Safety Line 3/8 20.00 - 40.00 1.0000 1.0000 L6 5 HCH-6624XXX(1-3/8) 20.00 - 40.00 1.0000 1.0000 L6 17 SPRINT NMP_HYBRID CABLE( 1 1/2") 20.00 - 40.00 1.0000 1.0000 L7 2 PiRod Ladder 0.00 - 20.00 1.0000 1.0000 L7 3 Safety Line 3/8 0.00 - 20.00 1.0000 1.0000 L7 5 HCH-6624XXX(1-3/8) 0.00 - 20.00 1.0000 1.0000 L7 17 SPRINT NMP_HYBRID CABLE( 1 1/2") 0.00 - 20.00 1.0000 1.0000 Discrete Tower Loads Description Face or Leg ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 6 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K RRUS 32 B4 A From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B4 B From Leg 3.00 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 7 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K g 1.000 1'' Ice 2.79 1.25 0.09 FRIG B From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 2.39 2.59 2.79 0.97 1.10 1.25 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 8 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 7750.00 w/ Mount Pipe C From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 5.75 6.18 6.61 4.25 5.01 5.71 0.06 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 9 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Platform Mount [LP 404-1] C None 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 32.79 44.63 56.47 32.79 44.63 56.47 2.04 2.48 2.91 ***80*** ET-X-WM-18-65-8P w/ Mount Pipe A From Leg 4.00 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 10 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K -1.000 1'' Ice 3.56 1.72 0.10 RRH-P4 A From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.95 3.17 1.79 1.97 2.16 0.06 0.08 0.11 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 11 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Comb. No. Description 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+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 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 No. ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 12 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vy 8 15.73 -620.78 -4.32 Max. Vx 14 16.10 -5.00 -632.34 Max. Torque 17 0.54 L4 80 - 60 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -67.70 -7.47 -1.98 Max. Mx 8 -26.75 -1005.20 -6.10 Max. My 14 -26.72 -6.92 -1024.37 Max. Vy 8 19.67 -1005.20 -6.10 Max. Vx 2 -20.06 4.08 1023.16 Max. Torque 17 0.54 L5 60 - 40 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -75.29 -9.08 -2.70 Max. Mx 8 -31.38 -1408.30 -7.88 Max. My 14 -31.37 -8.84 -1435.24 Max. Vy 8 20.60 -1408.30 -7.88 Max. Vx 2 -21.00 5.44 1433.76 Max. Torque 17 0.54 L6 40 - 20 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -83.57 -10.61 -3.41 Max. Mx 8 -36.60 -1829.43 -9.64 Max. My 14 -36.59 -10.76 -1864.04 Max. Vy 8 21.47 -1829.43 -9.64 Max. Vx 2 -21.86 6.74 1862.24 Max. Torque 17 0.54 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 13 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 35.32 0.00 0.00 0.85 -1.88 -0.00 1.2 Dead+1.6 Wind 0 deg - No Ice 42.39 -0.08 -22.79 -2308.78 7.98 0.46 0.9 Dead+1.6 Wind 0 deg - No Ice 31.79 -0.08 -22.79 -2286.84 8.48 0.46 1.2 Dead+1.6 Wind 30 deg - No Ice 42.39 11.14 -19.37 -1956.29 -1126.63 0.53 0.9 Dead+1.6 Wind 30 deg - No Ice 31.79 11.14 -19.37 -1937.75 -1115.22 0.54 1.2 Dead+1.6 Wind 60 deg - No Ice 42.39 19.37 -11.14 -1123.05 -1959.98 0.46 0.9 Dead+1.6 Wind 60 deg - No Ice 31.79 19.37 -11.14 -1112.53 -1940.56 0.47 1.2 Dead+1.6 Wind 90 deg - No Ice 42.39 22.41 0.08 11.39 -2268.77 0.27 0.9 Dead+1.6 Wind 90 deg - No Ice 31.79 22.41 0.08 11.00 -2246.38 0.27 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 14 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 92.29 0.01 6.10 648.73 -13.81 -0.09 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 92.29 -2.78 4.82 515.89 282.35 -0.14 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 92.29 -4.82 2.78 298.68 499.58 -0.14 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 92.29 -5.58 -0.01 2.55 579.68 -0.11 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 92.29 -4.84 -2.80 -293.15 501.19 -0.05 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 92.29 -2.80 -4.83 -509.18 285.15 0.02 Dead+Wind 0 deg - Service 35.32 -0.02 -5.79 -582.75 0.66 0.12 Dead+Wind 30 deg - Service 35.32 2.83 -4.92 -493.67 -286.01 0.14 Dead+Wind 60 deg - Service 35.32 4.92 -2.83 -283.14 -496.57 0.12 Dead+Wind 90 deg - Service 35.32 5.70 0.02 3.49 -574.59 0.07 Dead+Wind 120 deg - Service 35.32 4.94 2.86 289.42 -499.18 0.00 Dead+Wind 150 deg - Service 35.32 2.87 4.94 498.04 -290.53 -0.07 ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 15 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 28 2.78 -92.29 -4.82 -2.78 92.29 4.82 0.000% 29 4.82 -92.29 -2.78 -4.82 92.29 2.78 0.000% 30 5.58 -92.29 0.01 -5.58 92.29 -0.01 0.000% 31 4.84 -92.29 2.80 -4.84 92.29 -2.80 0.000% 32 2.80 -92.29 4.83 -2.80 92.29 -4.83 0.000% 33 0.01 -92.29 6.10 -0.01 92.29 -6.10 0.000% 34 -2.78 -92.29 4.82 2.78 92.29 -4.82 0.000% 35 -4.82 -92.29 2.78 4.82 92.29 -2.78 0.000% 36 -5.58 -92.29 -0.01 5.58 92.29 0.01 0.000% 37 -4.84 -92.29 -2.80 4.84 92.29 2.80 0.000% 38 -2.80 -92.29 -4.83 2.80 92.29 4.83 0.000% 39 -0.02 -35.32 -5.79 0.02 35.32 5.79 0.000% 40 2.83 -35.32 -4.92 -2.83 35.32 4.92 0.000% 41 4.92 -35.32 -2.83 -4.92 35.32 2.83 0.000% 42 5.70 -35.32 0.02 -5.70 35.32 -0.02 0.000% 43 4.94 -35.32 2.86 -4.94 35.32 -2.86 0.000% 44 2.87 -35.32 4.94 -2.87 35.32 -4.94 0.000% 45 0.02 -35.32 5.79 -0.02 35.32 -5.79 0.000% 46 -2.83 -35.32 4.92 2.83 35.32 -4.92 0.000% 47 -4.92 -35.32 2.83 4.92 35.32 -2.83 0.000% 48 -5.70 -35.32 -0.02 5.70 35.32 0.02 0.000% 49 -4.94 -35.32 -2.86 4.94 35.32 2.86 0.000% 50 -2.87 -35.32 -4.94 2.87 35.32 4.94 0.000% Non-Linear Convergence Results Load Combination ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 16 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR 29 Yes 6 0.00000001 0.00020112 30 Yes 6 0.00000001 0.00018616 31 Yes 6 0.00000001 0.00020487 32 Yes 6 0.00000001 0.00020412 33 Yes 6 0.00000001 0.00019659 34 Yes 6 0.00000001 0.00019406 35 Yes 6 0.00000001 0.00019303 36 Yes 6 0.00000001 0.00017565 37 Yes 6 0.00000001 0.00019211 38 Yes 6 0.00000001 0.00019296 39 Yes 4 0.00000001 0.00012726 40 Yes 4 0.00000001 0.00042501 41 Yes 4 0.00000001 0.00039195 42 Yes 4 0.00000001 0.00012210 43 Yes 4 0.00000001 0.00041905 44 Yes 4 0.00000001 0.00043111 45 Yes 4 0.00000001 0.00013051 46 Yes 4 0.00000001 0.00038523 47 Yes 4 0.00000001 0.00041710 48 Yes 4 0.00000001 0.00011963 49 Yes 4 0.00000001 0.00041142 50 Yes 4 0.00000001 0.00040053 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K φPn K Ratio ttnnxxTTooww eerr Job College Meadows IND085 (BU 811039) Page 17 of 17 Tower Engineering Professionals 326 Tryon Rd. Project TEP No. 59444.116128 Date 13:08:50 04/18/17 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Crown Castle Designed by JDR Pole Shear Design Data Section No. Elevation ft Size Actual Vu K φVn K Ratio Vu φVn Actual Tu kip-ft φTn kip-ft Ratio Tu φTn L1 140 - 130 (1) P18x3/8 5.89 327.03 0.018 0.23 470.54 0.000 L2 130 - 100 (2) P24x3/8 15.10 526.03 0.029 0.46 1019.71 0.000 L3 100 - 80 (3) P30x3/8 16.10 655.53 0.025 0.46 1598.37 0.000 L4 80 - 60 (4) P36x3/8 20.06 745.05 0.027 0.46 2189.07 0.000 L5 60 - 40 (5) P42x3/8 21.00 834.44 0.025 0.46 2868.84 0.000 L6 40 - 20 (6) P48x3/8 21.86 923.75 0.024 0.46 3637.70 0.000 L7 20 - 0 (7) P54x3/8 22.80 1013.00 0.023 0.46 4495.63 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu φPn Ratio Mux φMnx Ratio April 18, 2017 140-ft Monopole Tower (Includes 10-ft Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 8 tnxTower Report - version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING April 18, 2017 140-ft Monopole Tower (Includes 10-ft Extension) Structural Analysis Report CCI BU No 811039 TEP Project Number 59444.116128, Application 385773, Revision 7 Page 9 tnxTower Report - version 7.0.5.1 APPENDIX C ADDITIONAL CALCULATIONS Reactions Bolt Threads: Site Data Mu 320.12 ft-kips X-Excluded BU#: Axial, Pu: 15.67 kips φVn=φ(0.55*Ab*Fu) Site Name: Shear, Vu: 15.10 kips φ=0.75, φ*Vn (kips): App #: Elevation: 100 feet 38.88 Pole Manufacturer: Pirod If No stiffeners, Criteria: TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Tension Capacity, φ*Tn,B1: 54.54 kips φ*Tn Qty: 20 Adjusted φ*Tn (due to Vu=Vu/Qty), B: 54.53 kips φTn[(1-(Vu/φVn)^2]^0.5 Diameter (in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 27.67 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL "tc" for B cap. w/o Pry: 0.994 in N/A: 100 <-- Disregard Min PL "treq" for actual T w/ Pry: 0.540 in N/A: 75 <-- Disregard Min PL "t1" for actual T w/o Pry: 0.708 in Circle (in.): 27 T allowable w/o Prying: 54.54 kips α'<0 case Prying Force, q: 0.00 kips Total Bolt Tension=Tu+q: 27.67 kips Diam: 30 in Non-Prying Bolt Stress Ratio, Tu/B: 50.7% Pass Thick, t: 1.25 in Grade (Fy): 50 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 65 ksi Compression Side Plate Stress: Rohn/Pirod,OK TIA G Single-Rod B-eff: 3.77 in Allowable Plate Stress: 45.0 ksi φ*Fy Compression Plate Stress Ratio: Rohn/Pirod,OK Comp. Y.L. Length: No Prying 12.37 Config: 0 * Tension Side Stress Ratio, (treq/t)^2:Rohn/Pirod OK Weld Type: Fillet 0.0% Groove Depth: 0.25 <-- Disregard n/a Groove Angle: 45 <-- Disregard Stiffener Results N/A for Rohn / Pirod Fillet H. Weld: 0.3125 in Horizontal Weld : N/A Fillet V. Weld: 0.3125 in Vertical Weld: N/A Width: 3 in Plate Flex+Shear, fb/Fb+(fv/Fv)^2: N/A Height: 18 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/A Thick: 0.75 in Plate Comp. (AISC Bracket): N/A Notch: 0.5 in Pole Results n/a Grade: 36 ksi Pole Punching Shear Check: N/A Weld str.: 70 ksi Diam: 24 in Thick: 0.375 in Grade: 42 ksi # of Sides: 0 "0" IF Round Fu 63 ksi 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 Clear Space between Stiffeners (b): 4 in 811039 College Meadows IND085 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G 385773 Rev. 7 Pole Data Bolt Data Plate Data Stiffener Data (Welding at Both Sides) CCIplate v2.0 Analysis Date: 4/18/2017 Reactions Bolt Threads: Site Data Mu 632.36 ft-kips X-Excluded BU#: Axial, Pu: 19.03 kips φVn=φ(0.55*Ab*Fu) Site Name: Shear, Vu: 16.10 kips φ=0.75, φ*Vn (kips): App #: Elevation: 80 feet 38.88 Pole Manufacturer: Pirod If No stiffeners, Criteria: TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Tension Capacity, φ*Tn,B1: 54.54 kips φ*Tn Qty: 24 Adjusted φ*Tn (due to Vu=Vu/Qty), B: 54.53 kips φTn[(1-(Vu/φVn)^2]^0.5 Diameter (in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 37.53 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL "tc" for B cap. w/o Pry: 1.031 in N/A: 100 <-- Disregard Min PL "treq" for actual T w/ Pry: 0.650 in N/A: 75 <-- Disregard Min PL "t1" for actual T w/o Pry: 0.855 in Circle (in.): 33 T allowable w/o Prying: 54.54 kips α'<0 case Prying Force, q: 0.00 kips Total Bolt Tension=Tu+q: 37.53 kips Diam: 36 in Non-Prying Bolt Stress Ratio, Tu/B: 68.8% Pass Thick, t: 1.25 in Grade (Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 58 ksi Compression Side Plate Stress: Rohn/Pirod,OK TIA G Single-Rod B-eff: 3.93 in Allowable Plate Stress: 32.4 ksi φ*Fy Compression Plate Stress Ratio: Rohn/Pirod,OK Comp. Y.L. Length: No Prying 13.75 Config: 0 * Tension Side Stress Ratio, (treq/t)^2:Rohn/Pirod OK Weld Type: Fillet 0.0% Groove Depth: 0.25 <-- Disregard n/a Groove Angle: 45 <-- Disregard Stiffener Results N/A for Rohn / Pirod Fillet H. Weld: 0.3125 in Horizontal Weld : N/A Fillet V. Weld: 0.3125 in Vertical Weld: N/A Width: 3 in Plate Flex+Shear, fb/Fb+(fv/Fv)^2: N/A Height: 18 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/A Thick: 0.75 in Plate Comp. (AISC Bracket): N/A Notch: 0.5 in Pole Results n/a Grade: 36 ksi Pole Punching Shear Check: N/A Weld str.: 70 ksi Diam: 30 in Thick: 0.375 in Grade: 42 ksi # of Sides: 0 "0" IF Round Fu 63 ksi 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 Clear Space between Stiffeners (b): 4 in 811039 College Meadows IND085 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G 385773 Rev. 7 Pole Data Bolt Data Plate Data Stiffener Data (Welding at Both Sides) CCIplate v2.0 Analysis Date: 4/18/2017 Reactions Bolt Threads: Site Data Mu 1024.40 ft-kips X-Excluded BU#: Axial, Pu: 26.72 kips φVn=φ(0.55*Ab*Fu) Site Name: Shear, Vu: 20.06 kips φ=0.75, φ*Vn (kips): App #: Elevation: 60 feet 38.88 Pole Manufacturer: Pirod If No stiffeners, Criteria: TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Tension Capacity, φ*Tn,B1: 54.54 kips φ*Tn Qty: 28 Adjusted φ*Tn (due to Vu=Vu/Qty), B: 54.53 kips φTn[(1-(Vu/φVn)^2]^0.5 Diameter (in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 44.07 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL "tc" for B cap. w/o Pry: 1.017 in N/A: 100 <-- Disregard Min PL "treq" for actual T w/ Pry: 0.693 in N/A: 75 <-- Disregard Min PL "t1" for actual T w/o Pry: 0.914 in Circle (in.): 39 T allowable w/o Prying: 54.54 kips α'<0 case Prying Force, q: 0.00 kips Total Bolt Tension=Tu+q: 44.07 kips Diam: 42 in Non-Prying Bolt Stress Ratio, Tu/B: 80.8% Pass Thick, t: 1.25 in Grade (Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 58 ksi Compression Side Plate Stress: Rohn/Pirod,OK TIA G Single-Rod B-eff: 4.04 in Allowable Plate Stress: 32.4 ksi φ*Fy Compression Plate Stress Ratio: Rohn/Pirod,OK Comp. Y.L. Length: No Prying 15.00 Config: 0 * Tension Side Stress Ratio, (treq/t)^2:Rohn/Pirod OK Weld Type: Fillet 0.0% Groove Depth: 0.25 <-- Disregard n/a Groove Angle: 45 <-- Disregard Stiffener Results N/A for Rohn / Pirod Fillet H. Weld: 0.3125 in Horizontal Weld : N/A Fillet V. Weld: 0.3125 in Vertical Weld: N/A Width: 3 in Plate Flex+Shear, fb/Fb+(fv/Fv)^2: N/A Height: 18 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/A Thick: 0.75 in Plate Comp. (AISC Bracket): N/A Notch: 0.5 in Pole Results n/a Grade: 36 ksi Pole Punching Shear Check: N/A Weld str.: 70 ksi Diam: 36 in Thick: 0.375 in Grade: 42 ksi # of Sides: 0 "0" IF Round Fu 63 ksi 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 Clear Space between Stiffeners (b): 4 in 811039 College Meadows IND085 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G 385773 Rev. 7 Pole Data Bolt Data Plate Data Stiffener Data (Welding at Both Sides) CCIplate v2.0 Analysis Date: 4/18/2017 Reactions Bolt Threads: Site Data Mu 1435.27 ft-kips X-Excluded BU#: Axial, Pu: 31.37 kips φVn=φ(0.55*Ab*Fu) Site Name: Shear, Vu: 21.00 kips φ=0.75, φ*Vn (kips): App #: Elevation: 40 feet 38.88 Pole Manufacturer: Pirod If No stiffeners, Criteria: TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Tension Capacity, φ*Tn,B1: 54.54 kips φ*Tn Qty: 32 Adjusted φ*Tn (due to Vu=Vu/Qty), B: 54.53 kips φTn[(1-(Vu/φVn)^2]^0.5 Diameter (in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 46.86 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL "tc" for B cap. w/o Pry: 1.006 in N/A: 100 <-- Disregard Min PL "treq" for actual T w/ Pry: 0.765 in N/A: 75 <-- Disregard Min PL "t1" for actual T w/o Pry: 0.933 in Circle (in.): 45 T allowable w/o Prying: 54.54 kips α'<0 case Prying Force, q: 0.00 kips Total Bolt Tension=Tu+q: 46.86 kips Diam: 48 in Non-Prying Bolt Stress Ratio, Tu/B: 85.9% Pass Thick, t: 1.25 in Grade (Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 58 ksi Compression Side Plate Stress: Rohn/Pirod,OK TIA G Single-Rod B-eff: 4.12 in Allowable Plate Stress: 32.4 ksi φ*Fy Compression Plate Stress Ratio: Rohn/Pirod,OK Comp. Y.L. Length: No Prying 16.16 Config: 0 * Tension Side Stress Ratio, (treq/t)^2:Rohn/Pirod OK Weld Type: Fillet 0.0% Groove Depth: 0.25 <-- Disregard n/a Groove Angle: 45 <-- Disregard Stiffener Results N/A for Rohn / Pirod Fillet H. Weld: 0.3125 in Horizontal Weld : N/A Fillet V. Weld: 0.3125 in Vertical Weld: N/A Width: 3 in Plate Flex+Shear, fb/Fb+(fv/Fv)^2: N/A Height: 18 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/A Thick: 0.75 in Plate Comp. (AISC Bracket): N/A Notch: 0.5 in Pole Results n/a Grade: 36 ksi Pole Punching Shear Check: N/A Weld str.: 70 ksi Diam: 42 in Thick: 0.375 in Grade: 42 ksi # of Sides: 0 "0" IF Round Fu 63 ksi 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 Clear Space between Stiffeners (b): 4 in 811039 College Meadows IND085 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G 385773 Rev. 7 Pole Data Bolt Data Plate Data Stiffener Data (Welding at Both Sides) CCIplate v2.0 Analysis Date: 4/18/2017 Reactions Bolt Threads: Site Data Mu 1864.07 ft-kips X-Excluded BU#: Axial, Pu: 36.59 kips φVn=φ(0.55*Ab*Fu) Site Name: Shear, Vu: 21.86 kips φ=0.75, φ*Vn (kips): App #: Elevation: 20 feet 38.88 Pole Manufacturer: Pirod If No stiffeners, Criteria: TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Tension Capacity, φ*Tn,B1: 54.54 kips φ*Tn Qty: 36 Adjusted φ*Tn (due to Vu=Vu/Qty), B: 54.53 kips φTn[(1-(Vu/φVn)^2]^0.5 Diameter (in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 47.72 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL "tc" for B cap. w/o Pry: 0.998 in N/A: 100 <-- Disregard Min PL "treq" for actual T w/ Pry: 0.789 in N/A: 75 <-- Disregard Min PL "t1" for actual T w/o Pry: 0.934 in Circle (in.): 51 T allowable w/o Prying: 54.54 kips α'<0 case Prying Force, q: 0.00 kips Total Bolt Tension=Tu+q: 47.72 kips Diam: 54 in Non-Prying Bolt Stress Ratio, Tu/B: 87.5% Pass Thick, t: 1.25 in Grade (Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 58 ksi Compression Side Plate Stress: Rohn/Pirod,OK TIA G Single-Rod B-eff: 4.19 in Allowable Plate Stress: 32.4 ksi φ*Fy Compression Plate Stress Ratio: Rohn/Pirod,OK Comp. Y.L. Length: No Prying 17.23 Config: 0 * Tension Side Stress Ratio, (treq/t)^2:Rohn/Pirod OK Weld Type: Fillet 0.0% Groove Depth: 0.25 <-- Disregard n/a Groove Angle: 45 <-- Disregard Stiffener Results N/A for Rohn / Pirod Fillet H. Weld: 0.3125 in Horizontal Weld : N/A Fillet V. Weld: 0.3125 in Vertical Weld: N/A Width: 3 in Plate Flex+Shear, fb/Fb+(fv/Fv)^2: N/A Height: 18 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/A Thick: 0.75 in Plate Comp. (AISC Bracket): N/A Notch: 0.5 in Pole Results n/a Grade: 36 ksi Pole Punching Shear Check: N/A Weld str.: 70 ksi Diam: 48 in Thick: 0.375 in Grade: 42 ksi # of Sides: 0 "0" IF Round Fu 63 ksi 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 Clear Space between Stiffeners (b): 4 in 811039 College Meadows IND085 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G 385773 Rev. 7 Pole Data Bolt Data Plate Data Stiffener Data (Welding at Both Sides) CCIplate v2.0 Analysis Date: 4/18/2017 TIA Rev G Site Data BU#: 2310.95 ft-kips Site Name: 42.38 kips App #: 22.80 kips Pirod Eta Factor, η 0.5 TIA G (Fig. 4-4) If No stiffeners, Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 48 Diam: 1 in Rod Material: Other Anchor Rod Results Rigid Strength (Fu): 125 ksi Max Rod (Cu+ Vu/ή): 42.4 Kips AISC LRFD Yield (Fy): 105 ksi Allowable Axial, Φ*Fu*Anet: 60.6 Kips φ*Tn Bolt Circle: 57 in Anchor Rod Stress Ratio: 69.9% Pass Diam: 60.125 in Base Plate Results Flexural Check Rigid Thick: 1.25 in Base Plate Stress: Rohn/Pirod, OK AISC LRFD Grade: 36 ksi Allowable Plate Stress: 32.4 ksi φ*Fy Single-Rod B-eff: 3.53 in Base Plate Stress Ratio: Rohn/Pirod, OK Y.L. Length: 18.25 n/a Config: 0 * Stiffener Results N/A for Rohn / Pirod Weld Type: Fillet Horizontal Weld : N/A Groove Depth: 0.25 <-- Disregard Vertical Weld: N/A Groove Angle: 45 <-- Disregard Plate Flex+Shear, fb/Fb+(fv/Fv)^2: N/A Fillet H. Weld: 0.3125 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/A Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): N/A Width: 3 in n/a Height: 18 in Pole Results Thick: 0.75 in Pole Punching Shear Check: N/A Notch: 0.5 in Grade: 36 ksi Weld str.: 70 ksi Diam: 54 in Thick: 0.375 in Grade: 42 ksi # of Sides: 0 "0" IF Round Fu 63 ksi 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 Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material Reactions Mu: Axial, Pu: 385773 Rev. 7 Shear, Vu: Pole Data Anchor Rod Data Plate Data College Meadows IND085 in Pole Manufacturer: Stiffener Data (Welding at both sides) Clear Space between 4 811039 CCIplate v2.0 Analysis Date: 4/18/2017 JOB: SHEET NUMBER: 1 OF 2 CALCULATED BY: TLI DATE 4/18/2017 CHECKED BY: JDR DATE 4/18/2017 qa , ALLOWABLE SOIL PRESS. (ksf) 3.09 F' c (ksi) 4 NET or GROSS NET F'y (ksi) 60 SAFETY FACTOR IN qa 2 ffff*q n = 4.6 ksf SOIL DENSITY (pcf) 130 1.2D + 1.6W Base Reaction LC 2: 0.9D + 1.6W 2311.0 M (k-ft) 2311.0 42.0 Pt (k) 31.5 23.0 H (k) 23.0 Try: 24.5 24.5 2.50 5 7.50 6.00 5.50 Round Wm, Weight of Mat (k) = 225.1 Concrete Vol. (cu yd) 61.34 Wp, Weight of Pier (k) = 23.3 Ws, Weight of Soil (k) = 371.8 CHECK BEARING PRESSURE for LC1: 1.2D + 1.6W 786.2 k 3.17 ft L/6 = 4.08 ft 24.50 ft 1.35 ksf 0.99 ksf Capacity: 29.2% CHECK BEARING STABILITY FOR LC2: 0.9D +1.6W Mffffqn 1 = 5957.0 k-ft Mot /Mffffqn = 0.42 Mffffqn = 5937.9 k-ft Mot /Mffffqn = 0.42 Capacity: 42.0% 1 Mffffqn is the overturning moment at which qmax = ffffqn CHECK OVERTURNING: LC2 CONTROLS 7223.6 k-ft 2495.0 k-ft 0.35 Capacity: 34.5% Soil depth to TOP of mat (ft.) Mst= P * (L/2) + (Vf+s * L/2) = College Meadows IND085 (BU 811039); TEP No. 59444.116128 L (ft.) B (ft.) Pier Height, h (cu.ft.) Pad and Pier Foundation for Monopole - TIA-222-G H, HORIZONTAL SHEAR (k) Pier dia./width (ft.) Base Reactions LC1: Pier Shape JOB: SHEET NUMBER: 2 OF 2 CALCULATED BY: TLI DATE 4/18/2017 CHECKED BY: JDR DATE 4/18/2017 CHECK ONE WAY SHEAR Vu = 146.6 k Vc = 721.7 k Capacity: 20.3% CHECK TWO WAY SHEAR: PUNCHING + UNBALANCED MOMENT v u = 32.3 psi fv c = 189.7 psi Capacity: 17.0% CALCULATE REINFORCING REQUIRED F'c = 4.0 ksi F'y = 60.0 ksi 0.32 in^2/ft (ACI 318 Sec. 10.5.4) BOTTOM REINFORCING Bar Size = 9 Bar Spacing, c-c: 11.3 d = 25.3 in. Mu= Solution: As,req = 0.33 in^2/ft Check, As = 1.06 in^2/ft Capacity: 31.4% TOP REINFORCING Bar Size = 9 Bar Spacing, c-c: 11.3 d= 25.3 in. Mu= fMn=0.9*As*Fy*d(1-0.59*As*Fy/(b*d*F'c)) Solution: As,req = 0.24 in^2/ft Check, As = 1.06 in^2/ft Capacity: 23.0% As,temp controls 331.2 in-k/ft College Meadows IND085 (BU 811039); TEP No. 59444.116128 fMn=0.9*As*Fy*d(1-0.59*As*Fy/(b*d*F'c)) Temp & Shrinkage reinforcing, As,t = 450.9 in-k/ft PASS PASS College Meadows IND085 (BU 811039) LC1 LC2 TEP #: N/A N/A Analysis: TLI 4/18/2017 Drilled Caisson Tool - Pier check 39.1% 10.8% Check: JDR 4/18/2017 Code Revisions: TIA-222-G ACI 318-11 Tower Type: Monopole LC1 LC2 Moment: 2,437.50 682.00 kip-ft Diameter: 6.00 ft Axial (download): 42.00 92.00 kip Projection: 0.50 ft Shear: 23.00 6.00 kip Caisson Length: 5.50 ft Axial (uplift): kip f'c: 4.000 ksi Max εc: 0.003 in/in Tie Bar Size: 4 (fy = 60.0 ksi) Clear Cover to Tie: 3.00 in (Cage Ø = 63.59in) Tie Bar Spacing: 12.00 in Vertical Bar Size: 11 Vertical Bar Quantity: 31 (ρ =1.188%) fy: 60.0 ksi E: 29,000 ksi from to Download Uplift 1 Clay 0.00 3.25 0 2 Sand 3.25 14.00 19.5 Notes: 1) Neglect lateral soil strength to a depth of: i) 1/2 Pier Ø = 6.00ft / 2 = 3.00ft ii) Frost Depth = 3.3in / (12in/ft) = 0.28ft iii) Geotech Recommendation = 6.00ft 2) Groundwater = 16.00ft Shaft Information Cage 1 Reinforcement 59444.116128 Soil Interaction: Foundation Structural: Results Summary: Design Parameters Soil Type Eff. Unit Weight (pcf) Friction Angle φ (°) Cohesion (psf) Soil Depth (ft) Layer 130.0 125.0 All. Skin Friction (psf) College Meadows IND085 (BU 811039) TEP #: Analysis: TLI 4/18/2017 Reinforcement Capacity Check: JDR 4/18/2017 LC1 LC2 Vu = 23.0 6.0 kip Vc = 517.7 520.8 kip fy,tie = 60.0 Vs = 135.3 135.3 kip φVn = 489.7 492.1 kip Capacity = 4.7% 1.2% PASS PASS LC1 LC2 Mu = 2437.5 682.0 kip-ft φMn = 6236.9 6331.1 kip-ft Capacity = 39.1% 10.8% PASS PASS 59444.116128 -3.5 -2.5 -1.5 -0.5 0.5 1.5 2.5 3.5 -3.5 -2.5 -1.5 -0.5 0.5 1.5 2.5 3.5 Soil depth to BOT. of mat (ft.) M , MOMENT (k-ft) t (ft.) Mot = M+H*(t+h) = Pt , TOTAL DOWNLOAD (k) P = Pt + Wf + Ws = e = M / P = 90° Axis Diag. Axis Diag. Axis: qmax = Mot/Mst = Width of Wedge, L' = 90° Axis: qmax = Muy φMny Ratio Vu φVn Ratio Tu φTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 140 - 130 (1) 0.008 0.115 0.000 0.018 0.000 0.123 1.000 4.8.2 L2 130 - 100 (2) 0.015 0.513 0.000 0.029 0.000 0.529 1.000 4.8.2 L3 100 - 80 (3) 0.015 0.667 0.000 0.025 0.000 0.682 1.000 4.8.2 L4 80 - 60 (4) 0.018 0.765 0.000 0.027 0.000 0.784 1.000 4.8.2 L5 60 - 40 (5) 0.019 0.799 0.000 0.025 0.000 0.818 1.000 4.8.2 L6 40 - 20 (6) 0.020 0.803 0.000 0.024 0.000 0.823 1.000 4.8.2 L7 20 - 0 (7) 0.021 0.793 0.000 0.023 0.000 0.815 1.000 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 140 - 130 Pole P18x3/8 1 -4.92 654.07 12.3 Pass L2 130 - 100 Pole P24x3/8 2 -15.67 1052.07 52.9 Pass L3 100 - 80 Pole P30x3/8 3 -19.03 1311.06 68.2 Pass L4 80 - 60 Pole P36x3/8 4 -26.72 1490.10 78.4 Pass L5 60 - 40 Pole P42x3/8 5 -31.37 1668.87 81.8 Pass L6 40 - 20 Pole P48x3/8 6 -36.59 1847.49 82.3 Pass L7 20 - 0 Pole P54x3/8 7 -42.38 2026.00 81.5 Pass Summary Pole (L6) 82.3 Pass RATING = 82.3 Pass Program Version 7.0.5.1 - 2/1/2016 File://tep-netapp-01/towers/59444/69478_811039 COLLEGE MEADOWS IND085 SA/tnxTower/811039_LC4.5.eri Pu φPn L1 140 - 130 (1) P18x3/8 10.00 0.00 0.0 20.764 -4.92 654.07 0.008 L2 130 - 100 (2) P24x3/8 30.00 0.00 0.0 27.833 -15.67 1052.07 0.015 L3 100 - 80 (3) P30x3/8 20.00 0.00 0.0 34.901 -19.03 1311.06 0.015 L4 80 - 60 (4) P36x3/8 20.00 0.00 0.0 41.970 -26.72 1490.10 0.018 L5 60 - 40 (5) P42x3/8 20.00 0.00 0.0 49.038 -31.37 1668.87 0.019 L6 40 - 20 (6) P48x3/8 20.00 0.00 0.0 56.107 -36.59 1847.49 0.020 L7 20 - 0 (7) P54x3/8 20.00 0.00 0.0 63.175 -42.38 2026.00 0.021 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft φMnx kip-ft Ratio Mux φMnx Muy kip-ft φMny kip-ft Ratio Muy φMny L1 140 - 130 (1) P18x3/8 35.14 305.83 0.115 0.00 305.83 0.000 L2 130 - 100 (2) P24x3/8 320.12 623.72 0.513 0.00 623.72 0.000 L3 100 - 80 (3) P30x3/8 632.36 947.86 0.667 0.00 947.86 0.000 L4 80 - 60 (4) P36x3/8 1024.40 1338.81 0.765 0.00 1338.81 0.000 L5 60 - 40 (5) P42x3/8 1435.27 1796.56 0.799 0.00 1796.56 0.000 L6 40 - 20 (6) P48x3/8 1864.07 2321.11 0.803 0.00 2321.11 0.000 L7 20 - 0 (7) P54x3/8 2310.95 2912.46 0.793 0.00 2912.46 0.000 Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00071305 3 Yes 4 0.00000001 0.00039896 4 Yes 5 0.00000001 0.00095880 5 Yes 5 0.00000001 0.00045965 6 Yes 5 0.00000001 0.00092801 7 Yes 5 0.00000001 0.00044391 8 Yes 4 0.00000001 0.00078172 9 Yes 4 0.00000001 0.00045576 10 Yes 5 0.00000001 0.00096910 11 Yes 5 0.00000001 0.00046280 12 Yes 5 0.00000001 0.00098008 13 Yes 5 0.00000001 0.00046831 14 Yes 5 0.00000001 0.00005177 15 Yes 4 0.00000001 0.00065560 16 Yes 5 0.00000001 0.00092209 17 Yes 5 0.00000001 0.00044145 18 Yes 5 0.00000001 0.00095250 19 Yes 5 0.00000001 0.00045698 20 Yes 4 0.00000001 0.00057441 21 Yes 4 0.00000001 0.00028973 22 Yes 5 0.00000001 0.00096415 23 Yes 5 0.00000001 0.00046146 24 Yes 5 0.00000001 0.00095356 25 Yes 5 0.00000001 0.00045617 26 Yes 4 0.00000001 0.00028895 27 Yes 6 0.00000001 0.00019397 28 Yes 6 0.00000001 0.00020022 Dead+Wind 180 deg - Service 35.32 0.02 5.79 584.51 -4.55 -0.12 Dead+Wind 210 deg - Service 35.32 -2.83 4.92 495.43 282.12 -0.14 Dead+Wind 240 deg - Service 35.32 -4.92 2.83 284.90 492.68 -0.12 Dead+Wind 270 deg - Service 35.32 -5.70 -0.02 -1.73 570.70 -0.07 Dead+Wind 300 deg - Service 35.32 -4.94 -2.86 -287.66 495.29 -0.00 Dead+Wind 330 deg - Service 35.32 -2.87 -4.94 -496.28 286.64 0.07 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 1 0.00 -35.32 0.00 0.00 35.32 0.00 0.000% 2 -0.08 -42.39 -22.79 0.08 42.39 22.79 0.000% 3 -0.08 -31.79 -22.79 0.08 31.79 22.79 0.000% 4 11.14 -42.39 -19.37 -11.14 42.39 19.37 0.000% 5 11.14 -31.79 -19.37 -11.14 31.79 19.37 0.000% 6 19.37 -42.39 -11.14 -19.37 42.39 11.14 0.000% 7 19.37 -31.79 -11.14 -19.37 31.79 11.14 0.000% 8 22.41 -42.39 0.08 -22.41 42.39 -0.08 0.000% 9 22.41 -31.79 0.08 -22.41 31.79 -0.08 0.000% 10 19.45 -42.39 11.27 -19.45 42.39 -11.27 0.000% 11 19.45 -31.79 11.27 -19.45 31.79 -11.27 0.000% 12 11.27 -42.39 19.44 -11.27 42.39 -19.44 0.000% 13 11.27 -31.79 19.44 -11.27 31.79 -19.44 0.000% 14 0.08 -42.39 22.79 -0.08 42.39 -22.79 0.000% 15 0.08 -31.79 22.79 -0.08 31.79 -22.79 0.000% 16 -11.14 -42.39 19.37 11.14 42.39 -19.37 0.000% 17 -11.14 -31.79 19.37 11.14 31.79 -19.37 0.000% 18 -19.37 -42.39 11.14 19.37 42.39 -11.14 0.000% 19 -19.37 -31.79 11.14 19.37 31.79 -11.14 0.000% 20 -22.41 -42.39 -0.08 22.41 42.39 0.08 0.000% 21 -22.41 -31.79 -0.08 22.41 31.79 0.08 0.000% 22 -19.45 -42.39 -11.27 19.45 42.39 11.27 0.000% 23 -19.45 -31.79 -11.27 19.45 31.79 11.27 0.000% 24 -11.27 -42.39 -19.44 11.27 42.39 19.44 0.000% 25 -11.27 -31.79 -19.44 11.27 31.79 19.44 0.000% 26 0.00 -92.29 0.00 -0.00 92.29 -0.00 0.000% 27 -0.01 -92.29 -6.10 0.01 92.29 6.10 0.000% 1.2 Dead+1.6 Wind 120 deg - No Ice 42.39 19.45 11.27 1143.05 -1970.29 -0.00 0.9 Dead+1.6 Wind 120 deg - No Ice 31.79 19.45 11.27 1131.79 -1950.75 0.00 1.2 Dead+1.6 Wind 150 deg - No Ice 42.39 11.27 19.44 1968.72 -1144.51 -0.27 0.9 Dead+1.6 Wind 150 deg - No Ice 31.79 11.27 19.44 1949.52 -1132.90 -0.27 1.2 Dead+1.6 Wind 180 deg - No Ice 42.39 0.08 22.79 2310.91 -12.68 -0.46 0.9 Dead+1.6 Wind 180 deg - No Ice 31.79 0.08 22.79 2288.42 -11.96 -0.46 1.2 Dead+1.6 Wind 210 deg - No Ice 42.39 -11.14 19.37 1958.41 1121.93 -0.53 0.9 Dead+1.6 Wind 210 deg - No Ice 31.79 -11.14 19.37 1939.32 1111.74 -0.54 1.2 Dead+1.6 Wind 240 deg - No Ice 42.39 -19.37 11.14 1125.18 1955.29 -0.46 0.9 Dead+1.6 Wind 240 deg - No Ice 31.79 -19.37 11.14 1114.10 1937.08 -0.47 1.2 Dead+1.6 Wind 270 deg - No Ice 42.39 -22.41 -0.08 -9.27 2264.08 -0.27 0.9 Dead+1.6 Wind 270 deg - No Ice 31.79 -22.41 -0.08 -9.43 2242.90 -0.27 1.2 Dead+1.6 Wind 300 deg - No Ice 42.39 -19.45 -11.27 -1140.93 1965.60 0.00 0.9 Dead+1.6 Wind 300 deg - No Ice 31.79 -19.45 -11.27 -1130.21 1947.27 -0.00 1.2 Dead+1.6 Wind 330 deg - No Ice 42.39 -11.27 -19.44 -1966.60 1139.81 0.27 0.9 Dead+1.6 Wind 330 deg - No Ice 31.79 -11.27 -19.44 -1947.94 1129.42 0.27 1.2 Dead+1.0 Ice+1.0 Temp 92.29 0.00 0.00 4.12 -12.05 -0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 92.29 -0.01 -6.10 -640.40 -10.57 0.09 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 92.29 2.78 -4.82 -507.56 -306.72 0.14 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 92.29 4.82 -2.78 -290.35 -523.95 0.14 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 92.29 5.58 0.01 5.78 -604.06 0.11 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 92.29 4.84 2.80 301.48 -525.57 0.05 1.2 Dead+1.0 Wind 150 92.29 2.80 4.83 517.51 -309.52 -0.02 L7 20 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -92.29 -12.05 -4.12 Max. Mx 8 -42.38 -2268.77 -11.39 Max. My 14 -42.38 -12.68 -2310.91 Max. Vy 8 22.42 -2268.77 -11.39 Max. Vx 2 -22.80 7.98 2308.78 Max. Torque 17 0.54 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 26 92.29 -0.00 -0.00 Max. Hx 20 42.39 22.41 0.08 Max. Hz 2 42.39 0.08 22.79 Max. Mx 2 2308.78 0.08 22.79 Max. Mz 8 2268.77 -22.41 -0.08 Max. Torsion 17 0.54 11.14 -19.37 Min. Vert 19 31.79 19.37 -11.14 Min. Hx 8 42.39 -22.41 -0.08 Min. Hz 15 31.79 -0.08 -22.79 Min. Mx 14 -2310.91 -0.08 -22.79 Min. Mz 20 -2264.08 22.41 0.08 Min. Torsion 5 -0.54 -11.14 19.37 Tower Mast Reaction Summary Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 140 - 130 Pole Max Tension 2 0.00 0.00 -0.00 Max. Compression 26 -17.49 -1.01 0.37 Max. Mx 8 -4.93 -34.85 -0.05 Max. My 2 -4.92 -0.04 35.14 Max. Vy 8 5.82 -34.85 -0.05 Max. Vx 14 5.89 -0.26 -35.01 Max. Torque 24 -0.27 L2 130 - 100 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -45.64 -4.41 -1.23 Max. Mx 8 -15.71 -314.98 -2.64 Max. My 14 -15.67 -3.12 -320.11 Max. Vy 8 14.81 -314.98 -2.64 Max. Vx 14 15.10 -3.12 -320.11 Max. Torque 17 0.54 L3 100 - 80 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -51.28 -5.86 -1.32 Max. Mx 8 -19.05 -620.78 -4.32 Max. My 14 -19.03 -5.00 -632.34 RRH-P4 B From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.95 3.17 1.79 1.97 2.16 0.06 0.08 0.11 RRH-P4 C From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.95 3.17 1.79 1.97 2.16 0.06 0.08 0.11 (2) 2.4'' Dia. x 6-ft A From Centroid-Le g 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 (2) 2.4'' Dia. x 6-ft B From Centroid-Le g 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 (2) 2.4'' Dia. x 6-ft C From Centroid-Le g 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 2.4'' Dia. x 4-ft A From Centroid-Le g 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.87 1.12 1.37 0.87 1.12 1.37 0.01 0.02 0.03 2.4'' Dia. x 4-ft B From Centroid-Le g 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.87 1.12 1.37 0.87 1.12 1.37 0.01 0.02 0.03 2.4'' Dia. x 4-ft C From Centroid-Le g 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.87 1.12 1.37 0.87 1.12 1.37 0.01 0.02 0.03 Platform Mount [LP 404-1] C None 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 32.79 44.63 56.47 32.79 44.63 56.47 2.04 2.48 2.91 Load Combinations Comb. No. Description 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 0.000 2.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 6.92 7.40 7.87 4.43 5.32 6.08 0.06 0.11 0.17 ET-X-WM-18-65-8P w/ Mount Pipe B From Leg 4.00 0.000 2.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 6.92 7.40 7.87 4.43 5.32 6.08 0.06 0.11 0.17 ET-X-WM-18-65-8P w/ Mount Pipe C From Leg 4.00 0.000 2.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 6.92 7.40 7.87 4.43 5.32 6.08 0.06 0.11 0.17 P65-16-XLPP-RR w/ Mount Pipe A From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 8.37 8.93 9.46 6.36 7.54 8.43 0.07 0.14 0.21 P65-16-XLPP-RR w/ Mount Pipe B From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 8.37 8.93 9.46 6.36 7.54 8.43 0.07 0.14 0.21 P90-15-XLPP-RR w/ Mount Pipe C From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 8.37 8.93 9.46 6.36 7.54 8.43 0.07 0.13 0.21 2.5GHz 8T8R RRH A From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 2.66 2.87 3.08 1.43 1.59 1.76 0.06 0.08 0.11 2.5GHz 8T8R RRH B From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 2.66 2.87 3.08 1.43 1.59 1.76 0.06 0.08 0.11 2.5GHz 8T8R RRH C From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 2.66 2.87 3.08 1.43 1.59 1.76 0.06 0.08 0.11 OPTIC FIBER JUNCTION CYLINDER A From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.39 0.48 0.57 0.39 0.48 0.57 0.00 0.01 0.01 OPTIC FIBER JUNCTION CYLINDER B From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.39 0.48 0.57 0.39 0.48 0.57 0.00 0.01 0.01 OPTIC FIBER JUNCTION CYLINDER C From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.39 0.48 0.57 0.39 0.48 0.57 0.00 0.01 0.01 POWER JUNCTION CYLINDER A From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.37 0.45 0.55 0.37 0.45 0.55 0.00 0.01 0.01 POWER JUNCTION CYLINDER B From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.37 0.45 0.55 0.37 0.45 0.55 0.00 0.01 0.01 POWER JUNCTION CYLINDER C From Leg 4.00 0.000 0.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 0.37 0.45 0.55 0.37 0.45 0.55 0.00 0.01 0.01 RRH-C2A w/EXT FILTER A From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 3.11 3.33 3.56 1.38 1.55 1.72 0.06 0.08 0.10 RRH-C2A w/EXT FILTER B From Leg 4.00 0.000 -1.000 0.000 80.00 No Ice 1/2'' Ice 1'' Ice 3.11 3.33 3.56 1.38 1.55 1.72 0.06 0.08 0.10 RRH-C2A w/EXT FILTER C From Leg 4.00 0.000 0.000 80.00 No Ice 1/2'' Ice 3.11 3.33 1.38 1.55 0.06 0.08 0.10 0.16 RRUS 11 B12 A From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 RRUS 11 B12 B From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 RRUS 11 B12 C From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 RRUS 32 B2 A From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 B From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 C From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B30 A From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.96 3.19 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B30 B From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.96 3.19 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B30 C From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.96 3.19 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B66 A From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.96 3.19 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B66 B From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.96 3.19 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B66 C From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.74 2.96 3.19 1.67 1.86 2.05 0.05 0.07 0.10 (2) LGP21404 A From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 1.10 1.24 1.38 0.35 0.44 0.54 0.01 0.02 0.03 (2) LGP21404 B From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 1.10 1.24 1.38 0.35 0.44 0.54 0.01 0.02 0.03 (2) LGP21404 C From Centroid-Fa ce 4.00 0.000 1.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 1.10 1.24 1.38 0.35 0.44 0.54 0.01 0.02 0.03 1/2'' x 4' LRod C From Centroid-Fa ce 4.00 0.000 9.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 0.20 0.61 0.95 0.20 0.61 0.95 0.00 0.01 0.01 2.4'' Dia x 6-ft Pipe C From Centroid-Fa ce 4.00 0.000 0.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.93 2.30 1.43 1.93 2.30 0.02 0.03 0.05 2.4'' Dia. x 10-ft Mount Pipe C From Centroid-Fa ce 4.00 0.000 7.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 2.38 3.40 4.45 2.38 3.40 4.45 0.04 0.05 0.08 0.06 0.07 0.09 FRIG C From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 2.39 2.59 2.79 0.97 1.10 1.25 0.06 0.07 0.09 RNSNDC-7771-PF-48 A From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.94 3.15 1.03 1.17 1.32 0.01 0.03 0.06 (2) E15S08P77 A From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 0.46 0.55 0.64 0.20 0.27 0.34 0.01 0.01 0.02 (2) E15S08P77 B From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 0.46 0.55 0.64 0.20 0.27 0.34 0.01 0.01 0.02 (2) E15S08P77 C From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 0.46 0.55 0.64 0.20 0.27 0.34 0.01 0.01 0.02 (2) FXFB B From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 3.54 3.77 4.01 1.02 1.17 1.33 0.06 0.08 0.10 Platform Mount [LP 403-1] C None 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 18.85 24.30 29.75 18.85 24.30 29.75 1.50 1.80 2.09 ***104*** DC6-48-60-18-8F A From Leg 0.50 0.000 0.000 0.000 104.00 No Ice 1/2'' Ice 1'' Ice 0.92 1.46 1.64 0.92 1.46 1.64 0.02 0.04 0.06 DC6-48-60-18-8F B From Leg 0.50 0.000 0.000 0.000 104.00 No Ice 1/2'' Ice 1'' Ice 0.92 1.46 1.64 0.92 1.46 1.64 0.02 0.04 0.06 ***101*** EPBQ-652L8H8 w/ Mount Pipe A From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 12.15 12.86 13.57 9.52 11.05 12.61 0.10 0.18 0.28 EPBQ-652L8H8 w/ Mount Pipe B From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 12.15 12.86 13.57 9.52 11.05 12.61 0.10 0.18 0.28 EPBQ-652L8H8 w/ Mount Pipe C From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 12.15 12.86 13.57 9.52 11.05 12.61 0.10 0.18 0.28 EPBQ-654L8H8 w/ Mount Pipe A From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 11.69 12.41 13.14 11.33 12.86 14.41 0.13 0.23 0.33 EPBQ-654L8H8 w/ Mount Pipe B From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 11.69 12.41 13.14 11.33 12.86 14.41 0.13 0.23 0.33 EPBQ-654L8H8 w/ Mount Pipe C From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 11.69 12.41 13.14 11.33 12.86 14.41 0.13 0.23 0.33 7750.00 w/ Mount Pipe A From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 5.75 6.18 6.61 4.25 5.01 5.71 0.06 0.10 0.16 7750.00 w/ Mount Pipe B From Centroid-Fa ce 4.00 0.000 2.000 0.000 101.00 No Ice 1/2'' Ice 1'' Ice 5.75 6.18 6.61 4.25 5.01 5.71 0.06 0.10 0.16 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B4 C From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 (2) RRUS B13 A From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 (2) RRUS B13 B From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 (2) RRUS B13 C From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 RRODC-3315-PF-48 A From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 3.79 4.04 4.30 2.51 2.73 2.95 0.03 0.06 0.10 RRODC-3315-PF-48 B From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 3.79 4.04 4.30 2.51 2.73 2.95 0.03 0.06 0.10 T-Arm Mount [TA 1302-3] C None 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 51.71 69.65 87.59 51.71 69.65 87.59 2.22 3.39 4.55 (2) 2.4'' Dia. x 6-ft A From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 (2) 2.4'' Dia. x 6-ft B From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 (2) 2.4'' Dia. x 6-ft C From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 1.43 1.92 2.29 1.43 1.92 2.29 0.02 0.03 0.05 ***123*** (2) APX16DWV-16DWV-S-E-A 20 w/ Mount Pipe A From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 6.82 7.28 7.72 3.49 4.26 4.96 0.06 0.11 0.16 (2) APX16DWV-16DWV-S-E-A 20 w/ Mount Pipe B From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 6.82 7.28 7.72 3.49 4.26 4.96 0.06 0.11 0.16 (2) APX16DWV-16DWV-S-E-A 20 w/ Mount Pipe C From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 6.82 7.28 7.72 3.49 4.26 4.96 0.06 0.11 0.16 LNX-6515DS-A1M W/ Mount Pipe A From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 11.69 12.40 13.11 10.29 11.81 13.16 0.10 0.20 0.30 LNX-6515DS-A1M W/ Mount Pipe B From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 11.69 12.40 13.11 10.29 11.81 13.16 0.10 0.20 0.30 LNX-6515DS-A1M W/ Mount Pipe C From Centroid-Le g 4.00 0.000 1.000 0.000 123.00 No Ice 1/2'' Ice 1'' Ice 11.69 12.40 13.11 10.29 11.81 13.16 0.10 0.20 0.30 FRIG A From Centroid-Le 4.00 0.000 0.000 123.00 No Ice 1/2'' Ice 2.39 2.59 0.97 1.10 0.06 0.07 Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 3/4'' x 7' LR C From Leg 0.00 0.000 3.500 0.000 140.00 No Ice 1/2'' Ice 1'' Ice 0.53 1.24 1.97 0.53 1.24 1.97 0.01 0.01 0.02 *** (2) JAHH-65C-R3B w/ Mount Pipe A From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 13.05 13.75 14.46 10.61 12.13 13.67 0.11 0.21 0.32 (2) JAHH-65C-R3B w/ Mount Pipe B From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 13.05 13.75 14.46 10.61 12.13 13.67 0.11 0.21 0.32 (2) JAHH-65C-R3B w/ Mount Pipe C From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 13.05 13.75 14.46 10.61 12.13 13.67 0.11 0.21 0.32 RRUS 32 B2 A From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 B From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 C From Leg 3.00 0.000 0.000 0.000 136.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 L2 130.00-100.00 A B C 2.266 0.000 0.000 0.000 0.000 0.000 0.000 0.000 47.954 0.000 0.000 0.000 0.000 0.01 1.35 0.00 L3 100.00-80.00 A B C 2.211 0.000 0.000 0.000 0.000 0.000 0.000 0.000 31.311 0.000 0.000 0.000 0.000 0.10 0.89 0.00 L4 80.00-60.00 A B C 2.156 0.000 0.000 0.000 0.000 0.000 0.000 0.000 30.652 22.031 0.000 0.000 0.000 0.10 0.86 0.36 L5 60.00-40.00 A B C 2.085 0.000 0.000 0.000 0.000 0.000 0.000 0.000 29.796 21.674 0.000 0.000 0.000 0.10 0.83 0.35 L6 40.00-20.00 A B C 1.981 0.000 0.000 0.000 0.000 0.000 0.000 0.000 28.550 21.155 0.000 0.000 0.000 0.10 0.78 0.33 L7 20.00-0.00 A B C 1.775 0.000 0.000 0.000 0.000 0.000 0.000 0.000 26.077 20.125 0.000 0.000 0.000 0.10 0.68 0.29 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 140.00-130.00 0.264 0.000 1.009 0.000 L2 130.00-100.00 0.347 0.000 1.276 0.000 L3 100.00-80.00 0.349 0.000 1.386 0.000 L4 80.00-60.00 0.308 0.572 1.066 0.768 L5 60.00-40.00 0.314 0.584 1.134 0.826 L6 40.00-20.00 0.318 0.594 1.176 0.873 L7 20.00-0.00 0.322 0.602 1.167 0.902 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 2 PiRod Ladder 130.00 - 140.00 1.0000 1.0000 L1 3 Safety Line 3/8 130.00 - 140.00 1.0000 1.0000 L1 5 HCH-6624XXX(1-3/8) 130.00 - 136.00 1.0000 1.0000 L2 2 PiRod Ladder 100.00 - 130.00 1.0000 1.0000 L2 3 Safety Line 3/8 100.00 - 130.00 1.0000 1.0000 L2 5 HCH-6624XXX(1-3/8) 100.00 - 130.00 1.0000 1.0000 0.050 RLSS 8AWG DC(3/4) A No Inside Pole 104.00 - 0.00 4 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.487 0.487 0.487 2'' Flexible Conduit A No Inside Pole 104.00 - 0.00 2 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.340 0.340 0.340 *101* ATCB-B01-001(5/16) A No Inside Pole 101.00 - 0.00 1 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.075 0.075 0.075 LDF5-50A(7/8) A No Inside Pole 101.00 - 0.00 6 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.330 0.330 0.330 *** Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 140.00-130.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.799 0.000 0.000 0.000 0.000 0.00 0.04 0.00 L2 130.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.167 0.000 0.000 0.000 0.000 0.01 0.28 0.00 L3 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.778 0.000 0.000 0.000 0.000 0.10 0.21 0.00 L4 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.778 9.000 0.000 0.000 0.000 0.10 0.21 0.06 L5 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.778 9.000 0.000 0.000 0.000 0.10 0.21 0.06 L6 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.778 9.000 0.000 0.000 0.000 0.10 0.21 0.06 L7 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.778 9.000 0.000 0.000 0.000 0.10 0.21 0.06 Feed Line/Linear Appurtenances Section Areas - With Ice in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 140.00-130.00 1 1 1 L2 130.00-100.00 1 1 1 L3 100.00-80.00 1 1 1 L4 80.00-60.00 1 1 1 L5 60.00-40.00 1 1 1 L6 40.00-20.00 1 1 1 L7 20.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Type Placement ft Total Number Number Per Row Start/End Position Width or Diameter in Perimeter in Weight plf *misc* PiRod Ladder B Surface Ar (CaAa) 140.00 - 0.00 1 1 0.250 0.250 0.540 2.000 Safety Line 3/8 B Surface Ar (CaAa) 140.00 - 0.00 1 1 0.250 0.250 0.375 0.220 *136* HCH-6624XXX(1-3/8) B Surface Ar (CaAa) 136.00 - 0.00 2 1 0.250 0.250 1.474 1.885 *80* SPRINT NMP_HYBRID CABLE( 1 1/2'') C Surface Ar (CaAa) 80.00 - 0.00 3 3 0.000 0.000 1.500 1.000 *** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Component Type Placement ft Total Number CAAA ft2/ft Weight plf *123* AVA6-50(1-1/4'') B No Inside Pole 123.00 - 0.00 6 No Ice 0.00 0.450 ft Pole Size Pole Grade Socket Length ft L1 140.00-130.00 10.00 P18x3/8 A53-B-35 (35 ksi) L2 130.00-100.00 30.00 P24x3/8 A53-B-42 (42 ksi) LNX-FRIG RNSNDC-(Platform DC6-EPBQ-7750.RRUS 1/2.ET-P65-P90-OPTIC POWER RRH-2) 2" 4" 5GHz E15S08P77 FXFB LGP21404 2.X-x Dia Dia. 16-15-4" 6515DS-48-00 C2A P4 WM-4' 11 32 652L8H8 654L8H8 FIBER Dia. XLPP-8T8R 60-LRod x w/ Mount x JUNCTION B12 B2 B30 B66 6-7771-w/18-10-4-Mount 18-ft x EXT ft 65-A1M ft 6-Pipe RRH RR 8F JUNCTION [Mount ft PF-LP w/ 8P FILTER Pipe w/ W/ Mount 48 403-404-w/ Mount CYLINDER Pipe Mount Mount 1] Pipe CYLINDER Pipe Pipe Pipe DESIGNED 123 104 101 80 APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 3/4" x 7' LR 140 (2) JAHH-65C-R3B w/ Mount Pipe 136 (2) JAHH-65C-R3B w/ Mount Pipe 136 (2) JAHH-65C-R3B w/ Mount Pipe 136 RRUS 32 B2 136 RRUS 32 B2 136 RRUS 32 B2 136 RRUS 32 B4 136 RRUS 32 B4 136 RRUS 32 B4 136 (2) RRUS B13 136 (2) RRUS B13 136 (2) RRUS B13 136 RRODC-3315-PF-48 136 RRODC-3315-PF-48 136 T-Arm Mount [TA 1302-3] 136 (2) 2.4" Dia. x 6-ft 136 (2) 2.4" Dia. x 6-ft 136 (2) 2.4" Dia. x 6-ft 136 (2) APX16DWV-16DWV-S-E-A20 w/ Mount Pipe 123 (2) APX16DWV-16DWV-S-E-A20 w/ Mount Pipe 123 (2) APX16DWV-16DWV-S-E-A20 w/ Mount Pipe 123 LNX-6515DS-A1M W/ Mount Pipe 123 LNX-6515DS-A1M W/ Mount Pipe 123 LNX-6515DS-A1M W/ Mount Pipe 123 FRIG 123 FRIG 123 FRIG 123 RNSNDC-7771-PF-48 123 (2) E15S08P77 123 (2) E15S08P77 123 (2) E15S08P77 123 (2) FXFB 123 Platform Mount [LP 403-1] 123 DC6-48-60-18-8F 104 DC6-48-60-18-8F 104 EPBQ-652L8H8 w/ Mount Pipe 101 EPBQ-652L8H8 w/ Mount Pipe 101 EPBQ-652L8H8 w/ Mount Pipe 101 EPBQ-654L8H8 w/ Mount Pipe 101 EPBQ-654L8H8 w/ Mount Pipe 101 EPBQ-654L8H8 w/ Mount Pipe 101 7750.00 w/ Mount Pipe 101 7750.00 w/ Mount Pipe 101 7750.00 w/ Mount Pipe 101 RRUS 11 B12 101 RRUS 11 B12 101 RRUS 11 B12 101 RRUS 32 B2 101 RRUS 32 B2 101 RRUS 32 B2 101 RRUS 32 B30 101 RRUS 32 B30 101 RRUS 32 B30 101 RRUS 32 B66 101 RRUS 32 B66 101 RRUS 32 B66 101 (2) LGP21404 101 (2) LGP21404 101 (2) LGP21404 101 1/2" x 4' LRod 101 2.4" Dia x 6-ft Pipe 101 2.4" Dia. x 10-ft Mount Pipe 101 Platform Mount [LP 404-1] 101 ET-X-WM-18-65-8P w/ Mount Pipe 80 ET-X-WM-18-65-8P w/ Mount Pipe 80 ET-X-WM-18-65-8P w/ Mount Pipe 80 P65-16-XLPP-RR w/ Mount Pipe 80 P65-16-XLPP-RR w/ Mount Pipe 80 P90-15-XLPP-RR w/ Mount Pipe 80 2.5GHz 8T8R RRH 80 2.5GHz 8T8R RRH 80 2.5GHz 8T8R RRH 80 OPTIC FIBER JUNCTION CYLINDER 80 OPTIC FIBER JUNCTION CYLINDER 80 OPTIC FIBER JUNCTION CYLINDER 80 POWER JUNCTION CYLINDER 80 POWER JUNCTION CYLINDER 80 POWER JUNCTION CYLINDER 80 RRH-C2A w/EXT FILTER 80 RRH-C2A w/EXT FILTER 80 RRH-C2A w/EXT FILTER 80 RRH-P4 80 RRH-P4 80 RRH-P4 80 (2) 2.4" Dia. x 6-ft 80 (2) 2.4" Dia. x 6-ft 80 (2) 2.4" Dia. x 6-ft 80 2.4" Dia. x 4-ft 80 2.4" Dia. x 4-ft 80 2.4" Dia. x 4-ft 80 Platform Mount [LP 404-1] 80 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A53-B-35 35 ksi 60 ksi A53-B-42 42 ksi 63 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 40 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 0.00 ft 8. TOWER RATING: 82.3% Platform Mount [LP 404-1] 80.0 82.0 3 KMW Communications ET-X-WM-18-65-8P w/ Mount Pipe 3 1-1/2 1 80.0 3 Samsung Telecomm. 2.5GHz 8T8R RRH 3 Samsung Telecomm. Optic Fiber Junction Cylinder 3 Samsung Telecomm. Power Junction Cylinder 1 Tower Mounts Platform Mount [LP 404-1] 79.0 2 Powerwave Technologies P65-16-XLPP-RR w/ Mount Pipe 1 Powerwave Technologies P90-15-XLPP-RR w/ Mount Pipe 3 Samsung Telecomm. RRH-C2A w/EXT Filter 3 Samsung Telecomm. RRH-P4 Notes: 1) Existing equipment Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 120.0 120.0 9 Allgon 7200.01 9 1-1/4 100.0 100.0 9 Allgon 7125 9 1-1/4 90.0 90.0 6 Allgon 7200.01 6 1-1/4 80.0 80.0 1 Unknown Fire Siren 1 1/2 50.0 50.0 6 Celwave AP199014 6 7/8 Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 123.0 124.0 6 RFS Celwave APX16DWV-16DWV-S- E-A20 w/ Mount Pipe 6 1 1-1/4 1-3/5 1 3 Andrew LNX-6515DS-A1M w/ Mount Pipe 3 Nokia FRIG 1 Raycap RNSNDC-7771-PF-48 6 Andrew E15S08P77 2 Nokia FXFB 123.0 1 Tower Mounts Platform Mount [LP 403-1]