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Report , i t -0 631 Date: December 13, 2013 RECEIVED , Cathy Garziano Tower Engineering Professionals Crown Castle MAR 312014 3703 Junction Blvd. 5350 North 48th Street, Suite 305 Raleigh, NC 27603 Chandler, AZ 85226 CITY OF TIGARD (919) 661-6351 (480) 735-6952 BUILDING DIVISION crown @tepgroup.net Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Scenario 2.5B Carrier Site Number: PO54XC011 Carrier Site Name: Barrows Rd. Crown Castle Designation: Crown Castle BU Number: 879602 Crown Castle Site Name: Barrows Rd. Crown Castle JDE Job Number: 251998 Crown Castle Work Order Number: 684018 Crown Castle Application Number: 206130 Rev. 0 Engineering Firm Designation: TEP Project Number: 37855.12577 Site Data: 16744 SW Scholls Ferry Rd., Beaverton,Washington County, OR 97007 Latitude 45°25'34.61", Longitude -122°50'53.85" 100 Foot- Monopole Tower Dear Cathy Garziano, 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 600764, in accordance with application 206130, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading, respectively. 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 and the 2010 Oregon Structural Specialty Code (2009 International Building Code) based upon a wind speed of 95 mph 3-second gust and exposure category C. 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: Jarred Wallace, E.I. / RRG RED PRo e 6NGINF , Ss, Respectfully submitted by: 44:` 563PE� oZr OREGON William H. Martin, P.E., S.E. o1,L H 13�P ��� M13 H.EXPIRES: t2 5%'I 4' December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577,Application 206130, Revision 0 Page 2 TABLE OF CONTENTS • 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved Antenna and Cable Information Table 3- Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 5- Section Capacity (Summary) Table 6 -Tower Component Stresses vs. Capacity Table 7- Dish Twist/Sway Results for 60 mph Service Wind Speed 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report-version 6.1.3.1 I December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577, Application 206130, Revision 0 Page 3 1) INTRODUCTION This tower is a 100-ft monopole tower designed by Paul J. Ford & Company in April of 2001. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F 1996 for the appurtenances listed in Table 3. TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas — Addendum 2 using a 3-second gust wind speed of 95 mph with no ice, 30 mph with 1.00 inch ice thickness and 60 mph under service loads with the following design criteria: 1) Type of Analysis: Rigorous Structural Analysis 2) Classification of Structure: Class II Definition: Structures used for services that due to height. use or location represent a significant hazard to human life and/or damage to property in the event of failure and/or used for services that may be provided by other means. 3) Exposure Category: Exposure C Definition: Open terrain with scattered obstructions having heights generally less than 30-ft. This category includes flat, open country, grasslands and shorelines in hurricane prone regions. 4) Topographic Category: Category 1 Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed-up consideration shall be required. 5) Earthquake Category: Not Considered Commentary: Earthquake effects may be ignored per this standard for site locations where Ss does not exceed 1.0. (Site Location Ss = 0.909). Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note' Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 KMW ET-X-WM-18-65-8P Communications w/ Mount Pipe 3 Powerwave P65-16-XLPP-RR Technologies w/ Mount Pipe 1 Andrew VHLP2-18 1 Dragonwave Horizon Compact Plus- , Samsung 3 2.5GHz RRH-V3 98.0 100.0 Telecommunications _ 3 1-7/16 1 Samsung Optic Fiber Junction 1 13/64 3 T elecommunications Cylinder 3 Samsung Power Junction Cylinder 'Telecommunications; Samsung r 3 Telecommunications RRH-C2C w/ Ext Filter Samsung 3 RRH-P4 Telecommunications Notes: 1) See"Appendix B—Base Level Drawing"for assumed feed line configuration. tnxTower Report-version 6.1.3.1 December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577, Application 206130, Revision 0 Page 4 Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 100.0 6 EMS Wireless RR65 19 02DP I 6 1-1/4 1 98.0 w/Mount Pipe J 98.0 1 Tower Mounts Platform Mount[LP 714-1] - _ - 2• 6 Andrew TMBXX-6516-R2M w/Mount Pipe 3 Andrew ETW200VS12UB 3 Nokia FRIG I 1 1-1/4 3 90.0 90.0 2 Nokia FXFB , 1 Raycap _ RNSDC-7771-PF-48 I I 3 Andrew TMBX-6516-R2M w/Mount Pipe 18 I 7/8 2 1 Tower Mounts T-Arm Mount[TA 602-3] ( J 4 Clearwire Type IV BTS 85.0 4 Kathrein 840 10057 w/Mount Pipe I 5/16 85.0 1 Tower Mounts Pipe Mount[PM 601-3] ' 5 2 1/2 f 1 Radiowaves HP2-23 82.0 1 Trimble ACUTIME 2000 Notes: 1) Existing equipment:to be removed 2) Existing equipment 3) Reserved equipment Table 3- Design Antenna and Cable Information _ Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line ' Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 100.0 100.0 12 EMS Wireless RV90-17-00DP I - - 90.0 90.0 12 EMS Wireless RV90-17-00DP - - 80.0 I 80.0 12 EMS Wireless RV90-17-00DP - - 3) ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source Geotechnical Report ADaPT Engineering, Inc. 1574203 CCISites Tower Foundation Drawings Paul J. Ford&Company 1486071 I CCISites Tower Manufacturer Drawings Paul J. Ford&Company _ 1625431 CCISites J Previous Structural Analysis Tower Engineering Professionals 3351584 CCISites 3.1) Analysis Method tnxTower (version 6.1.3.1), 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. tnxTower Report-version 6.1.3.1 December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577,Application 206130, Revision 0 Page 5 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) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by the standard. 5) All tower components are in sufficient condition to carry their full design capacity. 6) 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. See Table 7. 7) 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 perform a site visit to verify the size,condition or capacity of the antenna mounts and did not analyze antennas supporting mounts as part of this structural analysis report. 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 I I Component I I Critical I 1Caclty1 Elevation(tt) Slze P(K) (Wm.,(K) ��/Fall L1 100-72.75 Pole TP26.088x22x0.188 1 -6.544 1023.680 41.2 Pass L2 72.75-36 Pole TP31.227x25.225x0.219 2 -10.651 1415.830 80.6 Pass L3 36-0 Pole TP36.19x30.189x0.25 3 -16.913 1886.610 98.1 Pass Summary Pole(L3) 98.1 Pass RATING= 98.1 Pass Table 6-Tower Component Stresses vs. Capacity Notes I Component I Elevation(ft) I %Capacity I Pass/Fall 1 Anchor Rods - 77.0 Pass 1 Base Plate - 76.4 Pass 1 Base Foundation Soil Interaction - 44.1 Pass 1 Base Foundation Structural - 46.9 Pass Structure Rating (max from all components) = 98.1% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed. tnxTower Report-version 6.1.3.1 December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577,Application 206130, Revision 0 Page 6 Table 7- Dish Twist/Sway Results for 60 mph Service Wind Speed Elevation Beam Deflection (ft) Dish Model Deflection (in) Tilt(deg) I Twist(deg) 100.0 , Andrew VHLP2-18 ) 16.798 I 1.325 i 0.004 82.0 r Radiowaves HP2-23 11.892 F 1.245 1 0.004 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 existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.3.1 December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577,Application 206130, Revision 0 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.3.1 100.011 DESIGNED APPURTENANCE LOADING TYPE ELEVATION__ TYPE_ ELEVATION 5/8"x 3'Lightning Rod 100 TMBX-6516-R2M wi mount pipe 90 3'(12'Dia.)Monopole Top Mount 100 (2)TMBXX-6516-R2M w/Mount Pips 90 P6S-16-XLPP-RR w/Mount Pipe 98 (2)TMBXX-8518-R2M w/Mount Pipe 90 P65-16-XLPP-RR w/Mount Pipe 98 (2)TMBXX-6516-R2M w/Mount Pipe 90 S m 2 $ § § M P65-16-XLPP-RR w/Mount Pipe 98 FRIG 90 ci ni gi ET-X-WM-18.65.8P wi Mount Pipe 98 FRIG 90 ET X-WM-18-65-8P w/Mount Pipe 98 FRIG 90 _ •ET-X-WM-18.65.8Pw/Mount Pipe 98 FXFB 90 RRH-C2C w/EXT FILTER 98 FXFB 90 RRH-C2C wIEXT FILTER 98 ETW200VS12UB 90 IT RRH-C2C w/EXT FILTER 98 ETW200VS12UB 90 RRH-P4 98 ETW200VS12UB 90 RRH-P4 98 RNSDC-7771-PF-48 90 / RRH-P4 98 -8'0 2"Mount Pipe 90 _ 72.8 8 2.5GHz RRM-V3 98 8'z 2"Mount Pipe 90 2.5GHz RRH-V3 98 8'x2"Mount Pipe 90 2.5GHz RRH-V3 98 T-km Mount[TA 602-3) 90 OPTIC FIBER JUNCTION CYLINDER 98 TMBX-6516-R2M w/mount pipe 90 OPTIC FIBER JUNCTION CYLINDER 98 840 10057 wl Mount Pipe 85 - OPTIC FIBER JUNCTION CYLINDER 98 840 10057 WI Mount Pipe 85 POWER JUNCTION CYLINDER 98 840 10057 wl Mount Pips 85 POWER JUNCTION CYLINDER 98 /4CUTIME 2000 85 POWER JUNCTION CYLINDER 98 Type IV BTS 65 HORIZON COMPACT PLUS 98 Type IV BTS 85 (2)6'x2'Mount Pips 9B Type IV BTS 85 (2)6'0 2"Mount Pipe 9e Type IV BTS _ 85 (2)8'x7'Mount Pips 98 Pipe Mount[PM 601-31 85 § Q Platform Mount[LP 714.11 98 840 10057 w/Mount Pipe as 0 0 2i. ��yl ^y VHLP2.18 98 l-P2-23 85 N ~ O /Y `: �i H TMBX-6516-R2M W/mount pipe 90 c N ei MATERIAL STRENGTH O GRADE Fy Fu GRADE 1 Fy I Fu A607.65 65 kat 80 kIt 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 95 mph basic wind in accordance with the TIA-222-G Standard. -/ 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 36.09 5 Deflections are based upon a 60 mph wind. r 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TOWER RATING:98.1% ALL REACTIONS ARE FACTORED $ m $ AXIAL $ M 41K 0 SHEAR MOMENT 2 K ( j 180 kip-ft TORQUE 0 kip-ft 30 mph WIND-1 000 in ICE AXIAL 17K SHEA MOMENT 17 17 K ( i 1356 kip-ft 0.0 8 e TORQUE 1 kip-ft REACTIONS-95 mph WIND iR J 2 � 8 � U' Tower Engineering Professionals,Inc."D Barrows Rd(BU 879602) A 3703 Junction Blvd. Prot.7FPNo.37855.12517 chant. Crown Castle Dr's"�'rgrahn 40'_ Raleigh, NC 27603 �9 Phone:(919)681-6351 Code' 11A-222-G Data'12/11/13 i1s' NTS FAX:(919)661-6340 Path'C 1 Use's 4Qehn\Desktop\Barrows Rd QA1870602 LC7 en Dw'9 No.E-1 Page tnxTower Job Barrows Rd (BU 879602) 1 of 15 tect Tower Engineering Pro Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh.NC 27603 Client Designed by • Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn v 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 95 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 1.000 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.000°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals / Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification '/ Use Clear Spans For Wind Area Ignore Redundant Members in FEA I Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression I Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice d Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients J Consider Feedline Torque Use Special Wind Profile I,/ Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends -4 Include Shear-Torsion Interaction Secondary Horizontal Braces Leg J Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption 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 100.000-72.750 27.250 3.250 18 22.000 26.088 0.188 0.750 A607-65 (65 ksi) L2 72.750-36.000 40.000 4.000 18 25.225 31.227 0.219 0.875 A607-65 (65 ksi) Job e g Pa tnxTower Barrows Rd (BU 879602) 2 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by . Phone:(919)661-6351 Crown Castle FAX::(919)661-6340 rgrahn r Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L3 36.000-0.000 40.000 18 30.189 36.190 0.250 1.000 A607-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J lt/Q w w/t in in2 in. in in in3 in' in2 in L1 22.339 12.981 780.301 7.743 11.176 69.819 1561.628 6.492 3342 18.891 26.490 15.414 1306.382 9.195 13.253 98.575 2614.482 7.708 4.261 22.728 L2 26.110 17.366 1372.011 8.877 12.815 107.067 2745.828 8.685 4.055 18.531 31.709 21.534 2615.901 11.008 15.863 164.903 5235.245 10.769 5.111 23.359 L3 31.264 23.757 2690.338 10.628 15.336 175.425 5384.216 11.881 4.873 19.493 36.748 28.518 4653.917 12.759 18.385 253.143 9313.957 14.262 5.929 23.718 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mutt. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in Ll I I 1 100.000-72.75 0 L2 1 I 1 72.750-36.000 L3 1 I 1 36.000-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight or Shield Type Number Per Row Spacing Diameter Leg ft in in in klf ::: Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C.A. Weight or Shield Type Number Leg ft ft2/ft klf :1: Step Pegs(5/8"SR)7-in. A No CaAa(Out Of 100.000-0.000 1 No Ice 0.015 0.000 w/30"step Face) 1/2"Ice 0.115 0.001 I"Ice 0.215 0.002 Safety Line 3/8 A No CaAa(Out Of 100.000-0.000 I No Ice 0.037 0.000 Face) 1/2"Ice 0.137 0.001 . 1"Ice 0.238 0.001 :1s CATEGORY 5e(13/64") A No Inside Pole 98.000-0.000 I No Ice 0.000 0.000 12"Ice 0.000 0.000 Job Page tnxTower Barrows Rd (BU 879602) 3 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by fr Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Description Face Allow Component Placement Total CAA, Weight or Shield Type Number Leg ft -- 'ft2(t klf 1"Ice 0.000 0.000 TYPE 2(1-7/16) A No Inside Pole 98.000-0.000 3 No Ice 0.000 0.001 12"Ice 0.000 0.001 1"Ice 0.000 0.001 */* LDF5-50A(7/8") C No Inside Pole 90.000-0.000 18 No Ice 0.000 0.000 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 ASU9323TYP01(1-1/4) C No Inside Pole 90.000-0.000 1 No Ice 0.000 0.001 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 LDF4-50A(1/2") C No Inside Pole 85.000-0.000 1 No Ice 0.000 0.000 112"Ice 0.000 0.000 1"Ice 0.000 0.000 9207(5/16") C No Inside Pole 85.000-0.000 5 No Ice 0.000 0.001 1/2"Ice 0.000 0.001 I"Ice 0.000 0.001 *** 2"Rigid Conduit C No CaAa(Out Of 85.000-0.000 1 No Ice 0.200 0.003 Face) 1/2"Ice 0.300 0.004 I"Ice 0.400 0.006 2"Rigid Conduit C No CaAa(Out Of 85.000-0.000 1 No Ice 0.000 0.003 Face) 1/2"Ice 0.000 0.004 l"Ice 0.000 0.006 *5* Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft .f2 ft2 ft2 ft2 K LI 100.000-72.750 A 0.000 0.000 0.000 1.420 0.059 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 2.450 0.228 L2 72.750-36.000 A 0.000 0.000 0.000 1.915 0.084 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 7.350 0.578 L3 36.000-0.000 A 0.000 0.000 0.000 1.876 0.082 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 7.200 0.567 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 .ft' ft2 ft2 K LI 100.000-72.750 A 2.201 0.000 0.000 0.000 25.411 0.306 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 7.842 0.515 L2 72.750-36.000 A 2.101 0.000 0.000 0.000 34.270 0.418 B 0.000 0.000 0.000 0.000 0.000 . C 0.000 0.000 0.000 23.527 1.441 L3 36.000-0.000 A 1.883 0.000 0.000 0.000 32.136 0.379 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 22.330 1.342 Job Page tnxTower Barrows Rd (BU 879602) 4 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by . Phone:(919)661-6351 Crown Castle FAX::(919)661-6340 rgrahn r Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice ft in in in in L1 100.000-72.750 -0.113 -0.007 -0.217 -0.649 U 72.750-36.000 -0.232 0.064 -0.454 -0.501 L3 36.000-0.000 -0.235 0.065 -0.479 -0.519 Shielding Factor Ka I ITower Feed Line I Description Feed Line K A Section Record No. Segment Elev. No Ice I, Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ° ft ft2 ft2 K ft 5/8"x 3'Lightning Rod C From Leg 0.000 0.000 100.000 No Ice 0.188 0.188 0.004 0.000 1/2"Ice 0.480 0.480 0.006 4.500 I"Ice 0.669 0.669 0.010 3'(12"Dia.)Monopole Top C From Leg 0.000 0.000 100.000 No Ice 2.400 2.400 0.071 Mount 0.000 1/2"Ice 2.672 2.672 0.098 1.500 1"Ice 2.956 2.956 0.129 *1* P65-16-XLPP-RR w/Mount A From 4.000 20.000 98.000 No Ice 8.637 6.362 0.075 Pipe Centroid-Le -2.500 1/2"Ice 9.290 7.538 0.140 g 2.000 1"Ice 9.910 8.427 0.214 P65-16-XLPP-RR w/Mount B From 4.000 60.000 98.000 No Ice 8.637 6.362 0.075 Pipe Centroid-Le -2.500 1/2"Ice 9.290 7538 0.140 g 2.000 1"Ice 9.910 8.427 0.214 P65-16-XLPP-RR w/Mount C From 4.000 50.000 98.000 No Ice 8.637 6.362 0.075 Pipe Centroid-Le -2.500 1/2"Ice 9.290 7.538 0.140 g 2.000 1"Ice 9.910 8.427 0.214 ET-X-WM-18-65-8P w/ A From 4.000 20.000 98.000 No Ice 7.354 4.431 0.059 Mount Pipe Centroid-Le 7.000 1/2"Ice 7.917 5.324 0.111 g 2.000 1"Ice 8.464 6.081 0.171 ET-X-WM-18-65-8P w/ B From 4.000 60.000 98.000 No Ice 7.354 4.431 0.059 Mount Pipe Centroid-Le 7.000 1/2"Ice 7.917 5.324 0.111 g 2.000 1"Ice 8.464 6.081 0.171 ET-X-WM-I8-65-8P w/ C From 4.000 50.000 98.000 No Ice 7.354 4.431 0.059 Mount Pipe Centroid-Le 7.000 1/2"Ice 7.917 5.324 0.111 g 2.000 1"Ice 8.464 6.081 0.171 . RRH-C2C w/EXT FILTER A From 4.000 20.000 98.000 No Ice 5.542 3.084 0.052 Centroid-Le -2.500 1/2"Ice 5.859 3.343 0.090 g 2.000 I"Ice 6.185 3.610 0.132 RRH-C2C w/EXT FILTER B From 4.000 60.000 98.000 No Ice 5.542 3.084 0.052 Page tnxTower Job Barrows Rd (BU 879602) 5 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by " Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn I Description Face Offset Offsets: Azimuth Placement C,,A,, ( 0, lt'(r¢hr or Type Hon Adjustment Front Side Leg Lateral Vert ft ft f2 ft2 K ft ft Centroid-Le -2.500 1/2"Ice 5.859 3.343 0.090 g 2.000 1"Ice 6.185 3.610 0.132 RRH-C2C w/EXT FILTER C From 4.000 50.000 98.000 No Ice 5.542 3.084 0.052 Centroid-Le -2.500 112"Ice 5.859 3.343 0.090 g 2.000 1"Ice 6.185 3.610 0.132 RRH-P4 A From 4.000 20.000 98.000 No Ice 3.191 2.075 0.060 Centroid-Le -2.500 1/2"Ice 3.439 2.292 0.083 g 2.000 1"Ice 3.696 2.517 0.109 RRH-P4 B From 4.000 60.000 98.000 No Ice 3.191 2.075 0.060 Centroid-Le -2.500 1/2"Ice 3.439 2.292 0.083 g 2.000 1"Ice 3.696 2.517 0.109 RRH-P4 C From 4.000 50.000 98.000 No Ice 3.191 2.075 0.060 Centroid-Le -2.500 1/2"Ice 3.439 2.292 0.083 g 2.000 1"Ice 3.696 2.517 0.109 2.5GHz RRH-V3 A From 4.000 20.000 98.000 No Ice 2.803 1.424 0.060 Centroid-Le 7.000 1/2"Ice 3.028 1.590 0.081 g 2.000 1"Ice 3.262 1.765 0.105 2.5GHz RRH-V3 B From 4.000 60.000 98.000 No Ice 2.803 1.424 0.060 Centroid-Le 7.000 1/2"Ice 3.028 1.590 0.081 g 2.000 1"Ice 3.262 1.765 0.105 . 2.5GHz RRH-V3 C From 4.000 50.000 98.000 No Ice 2.803 1.424 0.060 Centroid-Le 7.000 1/2"Ice 3.028 1.590 0.081 g 2.000 1"Ice 3.262 1.765 0.105 OPTIC FIBER JUNCTION A From 4.000 20.000 98.000 No Ice 0.447 0.447 0.002 CYLINDER Centroid-Le 7.000 1/2"Ice 0.552 0.552 0.006 g 2.000 1"Ice 0.666 0.666 0.012 OPTIC FIBER JUNCTION B From 4.000 60.000 98.000 No Ice 0.447 0.447 0.002 CYLINDER Centroid-Le 7.000 1/2"Ice 0.552 0.552 0.006 g 2.000 1"Ice 0.666 0.666 0.012 OPTIC FIBER JUNCTION C From 4.000 50.000 98.000 No Ice 0.447 0.447 0.002 CYLINDER Centroid-Le 7.000 1/2"Ice 0.552 0.552 0.006 g 2.000 1"Ice 0.666 0.666 0.012 POWER JUNCTION A From 4.000 20.000 98.000 No Ice 0.426 0.426 0.003 CYLINDER Centroid-Le 7.000 1/2"Ice 0.528 0.528 0.007 g 2.000 1"Ice 0.638 0.638 0.013 POWER JUNCTION B From 4.000 60.000 98.000 No Ice 0.426 0.426 0.003 CYLINDER Centroid-Le 7.000 1/2"Ice 0.528 0.528 0.007 g 2.000 1"Ice 0.638 0.638 0.013 POWER JUNCTION C From 4.000 50.000 98.000 No Ice 0.426 0.426 0.003 CYLINDER Centroid-Le 7.000 1/2"Ice 0.528 0.528 0.007 g 2.000 1"Ice 0.638 0.638 0.013 HORIZON COMPACT C From 4.000 33.000 98.000 No Ice 0.812 0.373 0.008 PLUS Centroid-Le 2.500 1/2"Ice 0.935 0.466 0.013 g 2.000 1"Ice 1.067 0.567 0.021 (2)6'x 2"Mount Pipe A From 4.000 0.000 98.000 No Ice 1.425 1.425 0.022 Centroid-Le -2.000 1/2"Ice 1.925 1.925 0.033 g 2.000 1"Ice 2.294 2.294 0.048 (2)6'x 2"Mount Pipe B From 4.000 0.000 98.000 No Ice 1.425 1.425 0.022 Centroid-Le -2.000 1/2"Ice 1.925 1.925 0.033 • g 2.000 1"Ice 2.294 2.294 0.048 (2)6'x 2"Mount Pipe C From 4.000 0.000 98.000 No Ice 1.425 1.425 0.022 Centroid-Le -2.000 1/2"Ice 1.925 1.925 0.033 g 2.000 1"Ice 2.294 2.294 0.048 " Platform Mount[LP 714-1j C None 0.000 98.000 No Ice 37.470 37.470 1.600 1/2"Ice 44.230 44.230 2.040 I"Ice 50.990 50.990 2.480 */* Job Page tnxTower Barrows Rd (BU 879602) 6 of 15 Tower Engineering Project Date Tower No. 37855.12577 14:52:02 12/11/13 Professionals,Inc. 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by - Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Description Face Offset Offsets: Azimuth Phu emeta CAA, CAA,, t Egli Wei or Type Horz Adjustment Front Side Leg Lateral Vert ft ft f+2 ft2 K h ft TMBX-6516-R2M w/mount B From Face 4.000 0.000 90.000 No Ice 3.980 3371 0.029 pipe 6.000 1/2"Ice 4.362 4.237 0.065 0.000 1"Ice 4.751 4.915 0.106 TMBX-6516-R2M w/mount C From Face 4.000 -30.000 90.000 No Ice 3.980 3.571 0.029 pipe 6.000 1/2"Ice 4.362 4.237 0.065 0.000 1"Ice 4.751 4.915 0.106 TMBX-6516-R2M w/mount A From Face 4.000 -30.000 90.000 No Ice 3.980 3371 0.029 pipe 6.000 1/2"Ice 4.362 4.237 0.065 0.000 1"Ice 4.751 4.915 0.106 (2)TMBXX-6516-R2M w/ B From Face 4.000 0.000 90.000 No Ice 7.092 5.474 0.066 Mount Pipe -4.000 1/2"Ice 7.592 6.186 0.124 0.000 I"Ice 8.102 6.915 0.190 (2)TMBXX-6516-R2M w/ C From Face 4.000 -30.000 90.000 No Ice 7.092 5.474 0.066 Mount Pipe -4.000 1/2"Ice 7.592 6.186 0.124 0.000 I"Ice 8.102 6.915 0.190 (2)TMBXX-6516-R2M w/ A From Face 4.000 -30.000 90.000 No Ice 7.092 5.474 0.066 Mount Pipe -4.000 1/2"Ice 7.592 6.186 0.124 0.000 I"Ice 8.102 6.915 0.190 FRIG B From Face 4.000 0.000 90.000 No Ice 2.793 1.103 0.057 -6.000 I/2"Ice 3.018 1.268 0.075 . 0.000 1"Ice 3.252 1.443 0.095 FRIG C From Face 4.000 -30.000 90.000 No Ice 2.793 1.103 0.057 -6.000 1/2"Ice 3.018 1.268 0.075 0.000 1"Ice 3.252 1.443 0.095 FRIG A From Face 4.000 -30.000 90.000 No Ice 2.793 1.103 0.057 -6.000 1/2"Ice 3.018 1.268 0.075 0.000 1"Ice 3.252 1.443 0.095 FXFB B From Face 4.000 0.000 90.000 No Ice 4.128 1.123 0.055 -6.000 1/2"Ice 4.400 1.304 0.077 0.000 1"Ice 4.681 1.493 0.103 FXFB C From Face 4.000 -30.000 90.000 No Ice 4.128 1.123 0.055 -6.000 1/2"Ice 4.400 1.304 0.077 0.000 1"Ice 4.681 1.493 0.103 ETW200VS12UB B From Face 4.000 0.000 90.000 No Ice 0.472 0.202 0.011 6.000 1/2"Ice 0.567 0.269 0.015 0.000 I"Ice 0.670 0.344 0.020 ETW200VSI2UB C From Face 4.000 -30.000 90.000 No Ice 0.472 0.202 0.011 6.000 1/2"Ice 0.567 0.269 0.015 0.000 1"Ice 0.670 0.344 0.020 ETW200VS12UB A From Face 4.000 -30.000 90.000 No Ice 0.472 0.202 0.011 6.000 1/2"Ice 0.567 0.269 0.015 0.000 1"Ice 0.670 0.344 0.020 RNSDC-7771-PF-48 B From Face 4.000 0.000 90.000 No Ice 3.708 1.376 0.020 -6.000 1/2"Ice 3.965 1.557 0.043 0.000 1"Ice 4.231 1.746 0.069 6'x 2"Mount Pipe B From Face 4.000 0.000 90.000 No Ice 1.425 1.425 0.022 2.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe C From Face 4.000 0.000 90.000 No Ice 1.425 1.425 0.022 • 2.000 1/2"Ice 1.925 1.925 0.033 0.000 I"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe A From Face 4.000 0.000 90.000 No Ice 1.425 1.425 0.022 2.000 1/2"Ice 1.925 1.925 0.033 - 0.000 1"Ice 2.294 2.294 0.048 T-Arm Mount[TA 602-31 C None 0.000 90.000 No Ice 11.590 11.590 0.774 1/2"Ice 15.440 15.440 0.990 1"Ice 19.290 19.290 1.206 I Job Page tnxTower Barrows Rd (BU 879602) 7 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC27603 Client Designed by • Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Y Description Face Offset Offsets: Azimuth Placement C,,A,t CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft ■/s 840 10057 w/Mount Pipe B From Face 1500 -30.000 85.000 No Ice 2.889 2.655 0.039 0.000 1/2"Ice 3.297 3.217 0.069 0.000 1"Ice 3.715 3.797 0.104 840 10057 w/Mount Pipe B From Leg 1.500 -22.000 85.000 No Ice 2.889 2.655 0.039 0.000 1/2"Ice 3.297 3.217 0.069 0.000 I"Ice 3.715 3.797 0.104 840 10057 w/Mount Pipe C From Leg 1.500 30.000 85.000 No Ice 2.889 2.655 0.039 0.000 1/2"Ice 3.297 3.217 0.069 0.000 1"Ice 3.715 3.797 0.104 840 10057 w/Mount Pipe A From Face 1.500 -24.000 85.000 No Ice 2.889 2.655 0.039 0.000 1/2"Ice 3.297 3.217 0.069 0.000 I"Ice 3.715 3.797 0.104 ACUTIME 2000 C From Leg 1.500 0.000 85.000 No Ice 0.297 0.297 0.001 0.000 1/2"Ice 0.374 0.374 0.005 -3.000 1"Ice 0.459 0.459 0.010 Type IV BTS B From Face I.500 -30.000 85.000 No Ice 3.033 2.275 0.045 0.000 1/2"Ice 3.284 2.506 0.068 0.000 1"Ice 3.543 2.746 0.094 Type IV BTS B From Leg 1.500 -22.000 85.000 No Ice 3.033 2.275 0.045 . 0.000 1/2"Ice 3.284 2.506 0.068 0.000 1"Ice 3.543 2.746 0.094 Type IV BTS C From Leg 1.500 30.000 85.000 No Ice 3.033 2.275 0.045 0.000 1/2"Ice 3.284 2.506 0.068 0.000 1"Ice 3.543 2.746 0.094 Type IV BTS A From Face 1.500 -24.000 85.000 No Ice 3.033 2.275 0.045 0.000 1/2"Ice 3.284 2.506 0.068 0.000 1"Ice 3.543 2.746 0.094 Pipe Mount[PM 601-31 C None 0.000 85.000 No Ice 4.390 4.390 0.195 1/2"Ice 5.480 5.480 0.237 1"Ice 6.570 6.570 0.280 *sr Dishes I Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K VHLP2-18 C Paraboloid From 4.000 33.000 98.000 2.000 No Ice 3.140 0.031 w/Radome Centroid 2.500 1/2"Ice 3.410 0.049 -Leg 2.000 1"Ice 3.680 0.066 sws HP2-23 B Paraboloid From 2.000 -16.000 85.000 2.042 No Ice 3.270 0.027 w/Shroud(HP) Face 0.000 1/2"Ice 3.550 0.045 -3.000 1"Ice 3.820 0.062 Page tnxTower Job Barrows Rd (BU 879602) 8 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Load Combinations 1 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9Dead+l.6 Wind 0 deg-NoIce 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+l.6 Wind 60 deg-No Ice 8 1.2 Dead+l.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+l.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+I.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+I.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+I.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+I.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Section Elevation Component Condition Gov. 1 r,/ Major Axis Minor Axis No. ft Type Load Moment Moment Comb. h kip-ft kip-ft Job e g Pa tnxTower Barrows Rd (BU 879602) 9 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. - Raleigh,NC27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip-ft Ll 100-72.75 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -22.292 -0.522 1.916 Max.Mx 8 -6.565 -212.508 1.350 Max.My 2 -6.555 -1.751 216.788 Max.Vy 8 12.160 -212.508 1.350 Max.Vx 14 12.205 0.461 -216.360 Max.Torque 20 -1.412 L2 72.75-36 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -30.289 0.605 1.876 Max.Mx 8 -10.663 -699.623 5.554 Max.My 14 -10.655 4.860 -705.404 Max.Vy 8 14.872 -699.623 5.554 Max.Vx 14 14.915 4.860 -705.404 Max.Torque 8 1.363 L3 36-0 Pole Max Tension I 0.000 0.000 0.000 Max.Compression 26 -40.580 1.970 1.598 Max.Mx 8 -16.914 -1344.695 10.039 Max.My 14 -16.914 9.741 -1352.612 Max.Vy 8 17.246 -1344.695 10.039 Max.Vx 14 17.285 9.741 -1352.612 Max.Torque 6 1.283 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal.Z Load K K K Comb. Pole Max.Vert 27 40.580 -0.010 2.256 Max.H. 20 16.937 17.221 -0.138 Max.H, 3 12.703 -0.131 17.230 Max.M. 2 1350.028 -0.131 17.230 Max.M. 8 1344.695 -17.223 0.113 Max.Torsion 6 1.283 -14.949 8.715 Min.Vert 11 12.703 -14.894 -8.561 Min.H. 8 16.937 -17.223 0.113 Min.H, 14 16.937 0.112 -17.262 Min.M. 14 -1352.612 0.112 -17.262 Min.M, 20 -1344.625 17.221 -0.138 Min.Torsion 18 -1.208 14.941 -8.722 Tower Mast Reaction Summary Load Vertical Shear, 111rur, Overturning Overturning Torque Combination Moment,M, Moment,M, K K A kip ft kip-ft kip ft Dead Only 14.114 0.000 0.000 -0.072 0.263 0.000 1.2 Dead+1.6 Wind 0 deg-No 16.937 0.131 -17.230 -1350.028 -11.526 -0.292 Ice 0.9 Dead+I.6 Wind 0 deg-No 12.703 0.131 -17.230 -1336.159 -11.483 -0.293 . Ice 1.2 Dead+1.6 Wind 30 deg-No 16.937 8.676 -14.974 -1174.139 -677.924 -0.897 Ice 0.9 Dead+1.6 Wind 30 deg-No 12.703 8.676 -14.974 -1162.073 -671.066 -0.896 I Job Page tnxTower Barrows Rd (BU 879602) 10 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M; K K K kip ft kip ft kip ft Ice 1.2 Dead+l.6 Wind 60 deg-No 16.937 14.949 -8.715 -684.420 -1167.495 -1.283 Ice 0.9 Dead+1.6 Wind 60 deg-No 12.703 14.949 -8.715 -677.375 -1155.629 -1.281 Ice 1.2 Dead+1.6 Wind 90 deg-No 16.937 17.223 -0.113 -10.038 -1344.695 -1.180 Ice 0.9 Dead+1.6 Wind 90 deg-No 12.703 17.223 -0.113 -9.911 -1331.017 -1.177 Ice 1.2 Dead+1.6 Wind 120 deg- 16.937 14.894 8.561 670.607 -1162.553 -0.873 No Ice 0.9 Dead+1.6 Wind 120 deg- 12.703 14.894 8.561 663.752 -1150.740 -0.869 No Ice 1.2 Dead+1.6 Wind 150 deg- 16.937 8.512 14.930 1170.063 -663.427 -0.332 No Ice 0.9 Dead+1.6 Wind 150 deg- 12.703 8.512 14.930 1158.090 -656.719 -0.329 No Ice 1.2 Dead+1.6 Wind 180 deg- 16.937 -0.112 17.262 1352.612 9.741 0.301 No Ice 0.9 Dead+1.6 Wind 180 deg- 12.703 -0.112 17.262 1338.775 9.567 0.302 No Ice • 1.2 Dead+1.6 Wind 210 deg- 16.937 -8.664 14.987 1174.660 676.767 0.863 No Ice 0.9 Dead+1.6 Wind 210 deg- 12.703 -8.664 14.987 1162.644 669.774 0.862 No Ice 1.2 Dead+1.6 Wind 240 deg- 16.937 -14.941 8.722 684.447 1166.700 1.208 No Ice 0.9 Dead+1.6 Wind 240 deg- 12.703 -14.941 8.722 677.454 1154.695 1.205 No Ice 1.2 Dead+1.6 Wind 270 deg- 16.937 -17.221 0.138 11.983 1344.625 1.128 No Ice 0.9 Dead+1.6 Wind 270 deg- 12.703 -17.221 0.138 11.884 1330.797 1.124 No Ice 1.2 Dead+1.6 Wind 300 deg- 16.937 -14.857 -8.536 -668.328 1159.338 0.846 No Ice 0.9 Dead+1.6 Wind 300 deg- 12.703 -14.857 -8.536 -661.449 1147.405 0.842 No Ice 1.2 Dead+I.6 Wind 330 deg- 16.937 -8.485 -14.900 -1167.227 661.014 0.410 No Ice 0.9 Dead+1.6 Wind 330 deg- 12.703 -8.485 -14.900 -1155.234 654.179 0.407 No Ice 1.2 Dead+1.O lce+1.0 Temp 40.580 -0.000 -0.000 -1.598 1.970 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 40.580 0.010 -2.256 -180.132 1.014 -0.114 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 40.580 1.131 -1.958 -156.634 -87.397 -0.267 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 40.580 1.953 -1.136 -91.672 -152.307 -0.350 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+I.0 40.580 2.253 -0.009 -2.462 -175.913 -0.325 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 40.580 1.950 1.124 87.297 -151.944 -0.223 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 40.580 1.119 1.955 153.084 -86.229 -0.063 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 40.580 -0.008 2.259 177.103 2.778 0.114 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 40.580 -1.130 1.959 153.408 91.247 0.261 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 40.580 -1.953 1.136 88.400 156.190 0.341 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 40.580 -2.252 0.011 -0.629 179.865 0.321 Job Page tnxTower Barrows Rd (BU 879602) 11 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by • Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Load Vertical Shear Shear= Overturning Overturning Torque Combination Moment,ht, Moment,M; K K K kip ft kip ft kip-f deg+1.0 Ice+1.0 Temp 1.2 Dead+I.0 Wind 300 40.580 -1.946 -1.122 -90.352 155.604 0.224 deg+1.0 Ice+1.0 Temp 1.2 Dead+l.0 Wind 330 40.580 -1.116 -1.953 -156.085 89.962 0.072 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 14.114 0.029 -3.843 -299.735 -2.364 0.098 Dead+Wind 30 deg-Service 14.114 1.935 -3.340 -260.696 -150.291 -0.082 Dead+Wind 60 deg-Service 14.114 3.335 -1.944 -151.988 -258.963 -0.243 Dead+Wind 90 deg-Service 14.114 3.842 -0.025 -2.291 -298.290 -0.303 Dead+Wind 120 deg-Service 14.114 3.322 1.910 148.792 -257.859 -0.309 Dead+Wind I50 deg-Service 14.114 1.899 3.330 259.661 -147.070 -0.233 Dead+Wind 180 deg-Service 14.1 14 -0.025 3.851 300.191 2.357 -0.096 Dead+Wind 210 deg-Service 14.114 -1.933 3.343 260.689 150.425 0.069 Dead+Wind 240 deg-Service 14.114 -3.333 1.946 151.868 259.176 0.220 Dead+Wind 270 deg-Service 14.114 -3.841 0.031 2.597 298.662 0.292 Dead+Wind 300 deg-Service 14.114 -3.314 -1.904 -148.408 257.529 0.308 Death-Wind 330 deg-Service 14.114 -1.893 -3.324 -259.150 146.920 0.256 . Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -14.114 0.000 0.000 14.114 0.000 0.000% 2 0.131 -16.937 -17.230 -0.131 16.937 17.230 0.000% 3 0.131 -12.703 -17.230 -0.131 12.703 17.230 0.000% 4 8.676 -16.937 -14.974 -8.676 16.937 14.974 0.000% 5 8.676 -12.703 -14.974 -8.676 12.703 14.974 0.000% 6 14.949 -16.937 -8.715 -14.949 16.937 8.715 0.000% 7 14.949 -12.703 -8.715 -14.949 12.703 8.715 0.000% 8 17.223 -16.937 -0.113 -17.223 16.937 0.113 0.000% 9 17.223 -12.703 -0.113 -17.223 12.703 0.113 0.000% 10 14.894 -16.937 8.561 -14.894 16.937 -8.561 0.000% 11 14.894 -12.703 8.561 -14.894 12.703 -8.561 0.000% 12 8.512 -16.937 14.930 -8.512 16.937 -14.930 0.000% 13 8.512 -12.703 14.930 -8.512 12.703 -14.930 0.000% 14 -0.112 -16.937 17.262 0.112 16.937 -17.262 0.000% 15 -0.112 -12.703 17.262 0.112 12.703 -17.262 0.000% 16 -8.664 -16.937 14.987 8.664 16.937 -14.987 0.000% 17 -8.664 -12.703 14.987 8.664 12.703 -14.987 0.000% 18 -14.941 -16.937 8.722 14.941 16.937 -8.722 0.000% 19 -14.941 -12.703 8.722 14.941 12.703 -8.722 0.000% 20 -17.221 -16.937 0.138 17.221 16.937 -0.138 0.000% 21 -17.221 -12.703 0.138 17.221 12.703 -0.138 0.000% 22 -14.857 -16.937 -8.536 14.857 16.937 8.536 0.000% 23 -14.857 -12.703 -8.536 14.857 12.703 8.536 0.000% 24 -8.485 -16.937 -14.900 8.485 16.937 14.900 0.000% 25 -8.485 -12.703 -14.900 8.485 12.703 14.900 0.000% 26 0.000 -40.580 0.000 0.000 40.580 0.000 0.000% 27 0.010 -40.580 -2.256 -0.010 40.580 2.256 0.000% - 28 1.131 -40.580 -1.958 -1.131 40.580 1.958 0.000% 29 1.953 -40.580 -1.136 -1.953 40.580 1.136 0.000% 30 2.253 -40.580 -0.009 -2.253 40.580 0.009 0.000% 31 1.950 -40.580 1.124 -1.950 40.580 -1.124 0.000% - 32 1.119 -40.580 1.955 -1.119 40.580 -1.955 0.000% 33 -0.008 -40.580 2.259 0.008 40.580 -2.259 0.000% 34 -1.130 -40.580 1.959 1.130 40.580 -1.959 0.000% 35 -1.952 -40.580 1.136 1.953 40.580 -1.136 0.000% ' Job Page tnxTower Barrows Rd (BU 879602) 12 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by • Phone:(919)661-6351 Crown Castle FAX::(919)661-6340 rg rah n Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 36 -2.252 -40.580 0.011 2.252 40.580 -0.011 0.000% 37 -1.946 -40.580 -1.122 1.946 40.580 1.122 0.000% 38 -1.116 -40.580 -1.953 1.116 40.580 1.953 0.000% 39 0.029 -14.114 -3.843 -0.029 14.114 3.843 0.000% 40 1.935 -14.114 -3.340 -1.935 14.114 3.340 0.000% 41 3.335 -14.114 -1.944 -3.335 14.114 1.944 0.000% 42 3.842 -14.114 -0.025 -3.842 14.114 0.025 0.000% 43 3.322 -14.114 1.910 -3.322 14.114 -1.910 0.000% 44 1.899 -14.114 3.330 -1.899 14.114 -3.330 0.000% 45 -0.025 -14.114 3.851 0.025 14.114 -3.851 0.000% 46 -1.933 -14.114 3.343 1.933 14.114 -3.343 0.000% 47 -3.333 -14.114 1.946 3.333 14.114 -1.946 0.000% 48 -3.841 -14.114 0.031 3.841 14.114 -0.031 0.000% 49 -3.314 -14.114 -1.904 3.314 14.114 1.904 0.000% 50 -1.893 -14.114 -3.324 1.893 14.114 3.324 0.000% I Non-Linear Convergence Results I Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00006192 3 Yes 4 0.00000001 0.00081992 4 Yes 6 0.00000001 0.00007977 5 Yes 5 0.00000001 0.00074850 6 Yes 6 0.00000001 0.00008544 7 Yes 5 0.00000001 0.00080381 8 Yes 5 0.00000001 0.00019283 9 Yes 5 0.00000001 0.00008183 10 Yes 6 0.00000001 0.00007676 11 Yes 5 0.00000001 0.00072053 12 Yes 6 0.00000001 0.00008300 13 Yes 5 0.00000001 0.00078116 14 Yes 4 0.00000001 0.00062291 15 Yes 4 0.00000001 0.00030944 16 Yes 6 0.00000001 0.00008332 17 Yes 5 0.00000001 0.00078342 18 Yes 6 0.00000001 0.00007800 19 Yes 5 0.00000001 0.00073174 20 Yes 5 0.00000001 0.00010427 21 Yes 5 0.00000001 0.00004483 22 Yes 6 0.00000001 0.00008389 23 Yes 5 0.(x1000001 0.00079000 24 Yes 6 0.00000001 0.00007750 25 Yes 5 0.00000001 0.00072769 26 Yes 4 0.00000001 0.00006405 27 Yes 5 0.00000001 0.00039750 28 Yes 5 0.00000001 0.00045563 29 Yes 5 0.00000001 0.00046277 30 Yes 5 0.00000001 0.00038960 31 Yes 5 0.00000001 0.00043442 32 Yes 5 0.00000001 0.00043764 33 Yes 5 0.000000W 0.00038238 34 Yes 5 0.00000001 0.00044694 35 Yes 5 0.00000001 0.00044259 36 Yes 5 0.00000001 0.00039390 ill! Job Page tnxTower Barrows Rd (BU 879602) 13 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by • Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn 37 Yes 5 0.00000001 0.00046137 38 Yes 5 0.00000001 0.00045591 39 Yes 4 0.00000001 0.00010916 40 Yes 4 0.00000001 0.00079927 41 Yes 4 0.00000001 0.00094772 42 Yes 4 0.00000001 0.00027891 43 Yes 4 0.00000001 0.00071242 44 Yes 4 0.00000001 0.00091601 45 Yes 4 0.00000001 0.00008163 46 Yes 4 0.00000001 0.00085279 47 Yes 4 0.00000001 0.00075099 48 Yes 4 0.00000001 0.00024077 49 Yes 4 0.00000001 0.00094913 50 Yes 4 0.00000001 0.00071284 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° LI 100-72.75 16.798 40 1.325 0.004 L2 76-36 10.338 40 1.199 0.003 L3 40-0 3.020 40 0.680 0.001 Critical Deflections and Radius of Curvature- Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. _ in f1 100.000 VHLP2-18 40 16.798 1.325 0.004 30005 98.000 P65-16-XLPP-RR w/Mount Pipe 40 16.245 1.318 0.004 30005 90.000 TMBX-6516-R2M w/mount pipe 40 14.043 1.288 0.004 15002 85.000 840 10057 w/Mount Pipe 40 12.690 1.263 0.004 10001 82.000 HP2-23 40 11.892 1.245 0.004 8334 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Ll 100-72.75 75.530 4 5.966 0.016 L2 76-36 46.522 4 5.399 0.013 L3 40-0 13.604 4 3.066 0.005 . Critical Deflections and Radius of Curvature - Design Wind Job e g Pa tnxTower Barrows Rd (BU 879602) 14 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by • Phone:(919)661-6351 Crown Castle FAX::(919)661-6340 rg rah n Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 100.000 VHLP2-18 4 75.530 5.966 0.017 6831 98.000 P65-16-XLPP-RR w/Mount Pipe 4 73.045 5.936 0.017 6831 90.000 TMBX-6516-R2M w/mount pipe 4 63.162 5.798 0.016 3415 85.000 840 10057 w/Mount Pipe 4 57.089 5.688 0.015 2275 82.000 HP2-23 4 53.506 5.606 0.015 1895 Compression Checks Pole Design Data Section Elevation Size L L. KUr A P. $P. Ratio No. P. ft ft ft in2 K K $P. LI 100-72.75(1) TP26.088x22x0.188 27.250 0.000 0.0 15.124 -6.544 1023.680 0.006 • L2 72.75-36(2) TP31.227x25.225x0.219 40.000 0.000 0.0 21.118 -10.651 1415.830 0.008 L3 36-0(3) TP36.19x30.189x0.25 40.000 0.000 0.0 28.518 -16.913 1886.610 0.009 Pole Bending Design Data Section Elevation Size M. •M, Ratio M., $M, Ratio No. M. M,, ft kip ft kip ft $M„. kip-ft kill-ft $M„. LI 100-72.75(1) TP26.088x22x0.188 216.885 535.202 0.405 0.000 535.202 0.000 L2 72.75-36(2) TP31.227x25.225x0.219 707.239 885.883 0.798 0.000 885.883 0.000 1-3 36-0(3) TP36.19x30.189x0.25 1355.800 1395.533 0.972 0.000 1395333 0.000 Pole Shear Design Data Section Elevation Size Actual $V Ratio Actual $T Ratio No. V V T. T ft K K $y kip-f kip ft $T LI 100-72.75(I) TP26.088x22x0.188 12.250 511.839 0.024 0.435 1071.717 0.000 L2 72.75-36(2) TP31.227x25.225x0.219 14.960 707.914 0.021 0.652 1773.933 0.000 L3 36-0(3) TP36.19x30.189x0.25 17.330 943.303 0.018 0.897 2794.483 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M.y V. T Stress Stress ft $P„ $M,, OM., $V $T Ratio Ratio Job e g Pa tnxTower Barrows Rd (BU 879602) 15 of 15 Tower Engineering Project Date Professionals,Inc. TEP No. 37855.12577 14:52:02 12/11/13 3703 Junction Blvd. Raleigh,NC 27603 Client Designed by • Phone:(919)661-6351 Crown Castle FAX:(919)661-6340 rgrahn Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„, M,,, V. T Stress Stress ft OP„ --- @M„, $M, $y„ ¢T,, Ratio Ratio - L 1 100-72.75(1) 0.006 0.405 0.000 0.024 0.000 0.412 1.000 4.8.2 L2 72.75-36(2) 0.008 0.798 0.000 0.021 0.000 0.806 1.000 4.8.2 L3 36-0(3) 0.009 0.972 0.000 0.018 0.000 0.981 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P ©P,il,,,„ % Pass No. ft Type Element K K Capacity Fail Ll 100-72.75 Pole TP26.088x22x0.188 1 -6.544 1023.680 41.2 Pass L2 72.75-36 Pole TP31.227x25.225x0.219 2 -10.651 1415.830 80.6 Pass L3 36-0 Pole TP36.19x30.189x0.25 3 -16.913 1886.610 98.1 Pass Summary Pole(L3) 98.I Pass • RATING= 98.1 Pass Program Version 6.1.3.1-7/25/2013 File:C:/Users/rgrahn/Desktop/Barrows Rd QA/879602_LC7.eri December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577,Application 206130, Revision 0 Page 8 APPENDIX B BASE LEVEL DRAWING tnxTower Report -version 6.1.3.1 / f I'/ / - - - / V N \ (PROPOSED) / (1) 13/64" TO 98 FT LEVEL / / \ \ (3) 1-7/16" TO 98 FT LEVEL / \ (INSTALLED-TO BE REMOVED) .• / \ 1 (6) 1-1/4" TO 98 FT LEVEL p4 • 03 0� 0 \ \ 02 I I (INSTALLED-INSIDE 2" CONDUITS) \ \ (1) 1/2" TO 85 FT LEVEL / (5) 5/16" TO 85 FT LEVEL 0 \\ \\\ // / \ ■ / -- / (RESERVED) ��?. ;(1) 1-1/4" TO 90 FT LEVEL `� (INSTALLED) (18) 7/8" TO 90 FT LEVEL BUSINESS UNIT: 879602 TOWER 10: C_BASELEVEL December 13, 2013 100-ft Monopole Tower Structural Analysis CCI BU No 879602 TEP Project Number 37855.12577,Application 206130, Revision 0 Page 9 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.3.1 Conterminous 48 States 2009 International Building Code Latitude = 45.42628100000001 Longitude = -122.848292 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.909 (Ss, Site Class B) 1.0 0.335 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 45.42628100000001 Longitude = -122.848292 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.136 ,Fv = 1.729 Period Sa (sec) (g) 0.2 1.033 (SMs, Site Class D) 1.0 0.580 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 45.42628100000001 Longitude = -122.848292 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.136 ,Fv = 1.729 Period Sa (sec) (g) 0.2 0.688 (SDs, Site Class D) 1.0 0.387 (SD1 , Site Class D) 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#: 879602 TIA Revision: G Site Name: Barrows Rd. Factored Moment, Mu: 1356 ft-kips App#: 206130 Rev. 0 Factored Axial, Pu: 17 kips Anchor Rod Data Factored Shear, Vu:_ 17 kips Eta Factor, r) 0.5 TIA G(Fig.4-4) Qty: 8 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G-->Max Rod(Cu+Vu/r)): 200.1 Kips Yield, Fy: 75 ksi Axial Design Strength, c'Fu'Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 77.0% Pass Bolt Circle: 42 in Anchor Spacing: 6 in Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 41 in Base Plate Stress: 37.8 ksi Yield Line(in): Thick: 2.25 in PL Design Bending Strength, 1*Fy: 49.5 ksi 21.79 Grade: 55 _ksi Base Plate Stress Ratio: 76.4% Pass Max PL Length: Clip Distance: 6 in 21.79 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 corners t= BASE PL at earner= Grade: ksi Oty/4 ' THICKNESS Weld str.: ksi 4411M111110,1 Anchor, Typ. STIFFENED CONFIGURATION Pole Data `Q ASSUMED I40, B.0 Diam:__ 36.19 in [' Thick: 0.25 in t 4— • Input Clear Space Grade: 65 ksi at B.C. for Single Anchor Case #of Sides: 18 ,"o„IF Round " .� `rOL 1111 Pole o D Anchor r Spacing ing Some As Stiffener Scing, ' 1t Except for pa SiTnle Corner Anchor (Input Clear Space) Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Square Base F-G 1.2,Effective March 19,2012 Analysis date: 12/13/2013 il ' PASS PASS Barrows Rd.(BU 879602) '' Results Summary: LC1 LC2 TEPA: 37855.12577 Soil Interaction: 44.1% 5.7% Analysis: kW 12/13/2013 Drilled Caisson Tool-Input Foundation Structural: 46.9% 6.1% Check: RRG 12/13/2013 Code Revisions: TIA-222-G ACI 318-08 Tower Type: Monopole LC1 LC2 Shaft Information Moment: 1,356.00 180.00 kip ft Diameter: 6.00 ft Axial(download): 17.00 41.00 kip Projection: 0.50 ft Shear: 17.00 2.00 kip Caisson Length: 21.00 ft Axial(uplift): 0.00 0.00 kip f'c: 3.000 ksi Max cc: 0.003 in/in Cage 1 Reinforcement Tie Bar Size: 4 (fy=40.0 ksi) Clear Cover to Tie: 4.00 in(Cage 0=61.59in) Tie Bar Spacing: 8.00 in Vertical Bar Size: 11 Vertical Bar Quantity: 16 (p=0.613%) fy: 60.0 ksi E: 29,000 ksi Design Parameters Soil Depth(ft) Eff.Unit Weight Cohesion Friction Angle¢ All.Skin Friction(psf) Soil Type Layer from to (Pcf) (Psf) h) Download Uplift 1 Clay 0.00 2.00 100.0 0jj�rAVj/ 2 Sa n i 2.00 8.00 100.0 j��A 30.0 j jjj//A 3 Sand 8.00 20.50 100.0 j j 33.8 j j/ j�/ r Ajj A A jjj//jjAj/��/.j A A j/. Av AV %%%/%///%//%% O%%/ %///%%/% %% %''/// ////� %%A //. ce%%%/ ��%%%//// %%///%%��%%%%%% %%%%%/ %%�//A 7. /%'%/ %% A ice%%%r %i% %% A /V A %% A'%/ A AV %/ %ice %/O /%//%%A Notes: 1)Neglect lateral soil strength to a depth of: i) - . ii) •oo t-w=10,0ia-/-(T2in/ft)-=083ft iii)Geotech Recommendation=2.00ft 2)Groundwater=N/A Barrows Rd.(BU 879602) / TEP#: 37855.12577 Analysis: JLW 12/13/2013 Soil Interaction:LC1 Check: RRG 12/13/2013 Shear Diagram (k) Moment Diagram (k-ft) ----a- 0 -250 200 150 100 50 0 50 0 500 1(100 1500 -1 -1 -2 -2 3 -3 -4 -4 -5 -5 -6 -7 — -- ---8- -8 — — 4 -9 -10- -10 -11 -11 -12 -12 -13 -13 -14 -14 -15 - -15 -16 -16 -17 - -17 -18 -18 -14--- -19 -20 -21 -21 -22 -22 Max Unfactored Moment: 1425.6 kip-ft @ 4.80 ft below grade Additional Factor of Safety: 3.02 Capacity= 44.1% PASS \ ' Barrows Rd.(BU 879602) �� TEP#: 37855.12577 Analysis: JLW 12/13/2013 Soil Interaction:LC2 Check: RRG 12/13/2013 Shear Diagram (k) Moment Diagram (k-ft) -0- - 0 -30 -25 -20 15 10 -5 0 5 0 50 100 150 200 -1 -1 -2 -2 -3 -3 -4 -4 -5 -5 -6 -7 -7 -8 -8 --9 -9 -- -19 -10 - -11 -11 -12 -12 -13 -13 -14 • -14 -15 -15 -16 -16 47 -17 -18 -18 -i4 - -19 -20 -21 -21 -22 -22 Max Unfactored Moment: 187.9 kip-ft @ 4.60 ft below grade Additional Factor of Safety: 23.21 Capacity= 5.7% PASS y /SE� Barrows Rd.(BU 879602) FZe TEP It: 37855.12577 Analysis: JLW 12/13/2013 Reinforcement Capacity Check: RRG 12/13/2013 3.5 2.5 • • • • 1.5 - • • 0.5 - • • - .5 -2.5 -1.5 -0.5 0.5 1.5 2.5 3 5 -0.5 • • • -1.5 • • • -2.5 • • 3.5 LC1 LC2 Vu= 203.9 26.7 kip Vc= 446.9 448.3 kip fy,tie= 10.0 Vs= 132.4 132.4 kip �Vn= 434.5 435.5 kip Capacity= 46.9% 6.1% PASS PASS LC1 LC2 Mu= 1425.6 187.9 kip-ft ctiMn= 3288.9 3337.3 kip-ft Capacity= 43.3% J 5.6% I PASS PASS