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Report ulpgto1 s= 0030 z 10 e c c9,t2 S 7 %Bt/c- Date: September 10, 2015 RECEIVED JACOBS' Cathy Garziano OCT 2 6 2015 Jacobs Engineering Group. Inc. Crown Castle 5449 Bells Ferry Road 5350 North 48th Street, Suite 305 CITY OF TIGARD Acworth, GA 30102 Chandler, AZ 85226 BUILDING DIVISION (770) 701-2500 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Name: POR Villa Ridge Crown Castle Designation: Crown Castle BU Number: 874135 Crown Castle Site Name: West Portland Crown Castle JDE Job Number: 345921 Crown Castle Work Order Number: 1116424 Crown Castle Application Number: 309485 Rev. 0 Engineering Firm Designation: Jacobs Engineering Group, Inc. Project Number: 1116424 Site Data: 10955 SW 65TH AVE,TIGARD,Washington County, OR Latitude 45°26'29.4", Longitude-122°44'38.3" 94 Foot- Monopole Tower Dear Cathy Garziano, Jacobs Engineering Group, Inc. 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 823551, in accordance with application 309485, 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: LC5: Existing + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing loading,respectively. The analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code (OSSC) and the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust speed of 93 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Jacobs Engineering Group, Inc. 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. �p PROF Fs Structural analysis prepared by: `'� E N`t r. s/p.4„ Reviewed by: Arun Nanda Walter M. Prather, P.E. Structural Engineer (�( • EGO �, I-• -1( Vice President of Engineering Al T!iEO tnxTower Report-version 6.1.4.1 EXPIRES:Dec.31,2016 September 10,2015 • 94,Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1116424,Application 309485, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6-Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 September 10,2015 • 94,Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1116424,Application 309485, Revision 0 Page 3 1) INTRODUCTION This tower is a 94-ft Monopole tower designed by SABRE COMMUNICATIONS in March of 2001. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1.25 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Manufacturer Antennas Lines Size(in) (ft) 12 I Commscope f SBNHH-1D65C 12 Ericsson I RRU A2 T 65.0 65.0 __12 I Ericsson RRU-12 4 1-3/32 • _4�- Raycap 1 RCMDC-3315-PF-48 Tower Mounts 1 (Crown) Platform Mount[LP 303-1] Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(In) (ft) 1 1 Kathrein 742-264 w/ Mount Pipe 2 I Kathrein 800 10121 w/Mount Pipe r 2 Kathrein 1 800 10764 w/Mount Pipe r 3 � Kathrein 860 10025 KMW AM-X-CD-16-65-00T-RET 4 1-5/8 94.0 94.0 1 Communications w/Mount Pipe 6 I 7/8 1 Powerwave — 2 3/4 3 Technologies + LGP21401 1 3/8 1 Raycap ( DC6_48-60-18 8F 1 Til-Tek TA-803 w/Mount Pipe j Tower Mounts Platform Mount ! I ._ . �_— . (Crown) �_.-_ _. [LP 1001-1] 1 910 1 Radiowaves HP2-18 1 j Dragonwave ( Horizon DUO i 1 ! Andrew VHLP2-26 90.0 90.0 1 Radiowaves ( HP2-18 3 1/2 1 1 Tower Mounts Side Arm Mount 6 5/16 (Crown) i [SO 101-3] fKathrein 1840 10057 w/Mount Pipe 89.0 - - _ { 3 Nextnet Wireless ! BTS 2500 1 tnxTower Report-version 6.1.4.1 September 10,2015 ' 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1116424,Application 309485, Revision'0 Page 4 • Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) • (ft) 1 �2 _ _ Andrew 1 ETB19G8-12UB r 1 f Kathrein 742-264 w/Mount Pipe 75.0 75.0 C I _ Kathrein 1 860 10025 6 7/8 1 I ._ 2 T Til-Tek TA-803 w/Mount Pipe 1 Tower Mounts Platform Mount[LP 601-1] (Crown) Notes: 1) Existing Equipment Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 94.0 1 99.0 I 12 Swedcom ALP9212 1 12 1 1-5/8 89.0 1- 89.0 J 12 I Swedcom I — ALP9212 -1 12 1 1-5/8 79.0 1 79 0 1 12 Swedcom ALP9212 12 1 1-5/8 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Redmond&Associates 1356168 CCISITES 4-TOWER FOUNDATION Sabre Communications 1354402 CCISITES DRAWINGS/DESIGN/SPECS Corporation 4-TOWER MANUFACTURER Sabre Communications 1354388 CCISITES DRAWINGS Corporation 3.1) Analysis Method tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. tnxTower Report-version 6.1.4.1 September 10,2015 • 94,Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1116424,Application 309485, Revision 0 Page 5 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The existing base plate grout was not considered in this analysis. 5) As the 17' x 17' concrete pad foundation is resting over 2 feet of medium stiff to stiff clayey sandy silt (ML) underlain by dense to very dense moderately weathered and fractured basalt bedrock, the allowable bearing pressure corresponding to this bedrock stratum have been taken in the analysis. This analysis may be affected if any assumptions are not valid or have been made in error. Jacobs Engineering Group, Inc. should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5- Section Capacity(Summary) SectionComponent Critical SP_allow % No. ElElevation(ft) F" Type Size Element P f K) (K) Capacity Pass/Fall Li 94-50 Pole TP25.06x16x0.25 1 -12.47 1420.14 62.8 Pass L2 T 50-0 1 Pole TP34.86x23.8393x0.3125 2 _l -21_66 j 2478.88 I 83.3 I Pass I iSummary1 J Pole(L2) -i 83.3 I Pass I RATING=[ 83.3 T Pass®! Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation(ft) %Capacity Pass/Fail 1 Anchor Rods 0 84.6 Pass 1 Base Plate 0 1 91.0 Pass Base Foundation 1 Structural 0 82.8 Pass 1 Base Foundation 0 84.2 Pass Soil Interaction Structure Rating(max from all components)= 91.0% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 September 10, 2015 • 94 Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1116424,Application 309485, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 • DESIGNED APPURTENANCE LOADING TYPE I ELEVATION TYPE I ELEVATION Lightning Rod 1'x 5'on 5'Pole 94 -6'x2'Mourn Pipe 190 94.0 ft I I Beacon - -. 94 6'x2'Mount Pipe 90 - , 742-264 w/Mount Pipe 94 6'x 2 Mount Pipe 9i) 800 10784 w/Mount Pipe 94 HP2-18 (2)800 10121 w/Mount Pipe .64 HP2-18 90 41' t _800 10764 w/Mount Pipe 94 VHLP2-26 ... 1- 860 1 0 10025. .. •94 (l)8rm Mount Mount P6O1-1] 175 880 10025 94 Platform Mount P 601-1 175 AM-X-CD-16-65-00T-RET w/Mount 94 X75 ' Pipe (4)6'x2'Mount Pipe '75 f ,., - (2)LGP21401 :94 x -- r 8'x Y Mount Pipe 175 LGP21401 94 - _ }_._ (2)ETB19G8-12U8 175 TA-803 w/Mount Pipe X 94 742-264 w/Mount Pipe 175 'DC6-48-60-18-8F 94 -- --- ----- 880 10025 '75 . Platform Mount ILP 1001-1] :94 (4)RRU A2 65 ' ;,. (3)6'x Y Mount Pipe -94 (4)RRU A2 165 H .(2)6'x 2 Mount Pipe 94 (4)RRU A2 165 8 8 g N i, 840 10057 wl Mount Pipe Horizon DUO go (a)RRU-12 ss 4 - vi ro ,� _ (4)RRU-12 65 ��, I840 10057 w/Mount Pipe 90 (4)RRU-12 ;65 ':, 840 10057 w/Mount Pipe g0 (4)RCMDC-331SPF-48 65 BTS2500 .90 Platform Mount[LP 303-1] .65 .BTS-2500 90 (4)SBNHH-1D65C '65 BTS-2500 90 _ SBNHH-1D&SC 65 I Side Arm Mount ISO 101-3] !90 (4)SBNHH-1 D65C _85 MATERIAL STRENGTH GRADE I Fy I Fu I GRADE I Fy I Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 50.0 ft 2. Tower designed for Exposure C to the TIA-222-G Standard. . g ' 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 64. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to a : 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:83.3% . m N N 8 N ALL REACTIONS ARE FACTORED AXIAL 56K SHEAR MOMENT 2 K .! , 204 kip-ft TORQUE 1 kip-ft 30 mph WIND-1.2500 in ICE , AXIAL 22K SHEAR MOMENT 20 KJ y 1450 kip-ft O.O h N. z TORQUE 4 kip-ft a _ REACTIONS-93 mph WIND aiI 6 iE ! 2 , $ S t$ 513 Jacobs Engineering Group,Inc. '°b 94-ft Monopole-West Portland JACOBS 5449 Bells Ferry Road Project:BU874135 W01116424 Acworth, GA 30102 cl1ent'Crown Castle Drawn bfr LeeMH App'd: Phone:(770)701-2500 Code' TIA-222-G Data:09/10/15 Scale: N FAX:(770)701-2501 Path: Dwg No. a4in`LM lr � fawmNM lellws lw'Da WI uw1WCYna el.0 I M E10174138 w01118424 wl tnxTower Job Page • 94-ft Monopole -West Portland 1 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. Basic wind speed of 93 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.2500 in. Ice thickness is considered to increase with height. • Ice density of 56.00 pcf. A wind speed of 30 mph is used in combination with ice. 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 'l Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 'l Use Clear Spans For Wind Area Ignore Redundant Members in FEA J Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression V Use Code Safety Factors-Guys Recension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice ') Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz NI Use Azimuth Dish Coefficients NI Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocaic Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Ni Include Shear-Torsion Interaction Secondary Horizontal Braces Leg \I 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 1IA-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 94.00-50.00 44.00 3.50 18 16.0000 25.0600 0.2500 1.0000 A572-65 (65 ksi) 12 50.00-0.00 53.50 18 23.8393 34.86(X) 0.3125 1.2500 A572-65 (65 ksi) tnxTower Job Page 94-ft Monopole -West Portland 2 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 • Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w wit in in2 in" in in in' in° in2 in LI 16.2468 12.4976 391.6752 5.5912 8.1280 48.1884 783.8657 6.2500 2.3760 9.504 25.4466 19.6867 1530.9629 8.8076 12.7305 120.2596 3063.9403 9.8452 3.9706 15.882 12 24.9392 23.3357 1631.8641 8.3520 12.1104 134.7493 3265.8754 11.6700 3.6457 11.666 35.3978 34.2668 5167.0691 12.2644 17.7089 291.7784 10340.9372 17.1367 5.5854 17.873 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Elevation Area Thickness Aj Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ftz in in in LI 94.00-50.00 1 I I L2 50.00-0.00 1 I 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in plf *65'* RFF-I6SM-808-418-APE( I A Surface Ar 65.00-0.00 4 4 -0.100 1.0900 0.75 3/32") (CaAa) 0.000 *** Safety Line 3/8 A Surface Ar 94.00-0.00 1 I 0.490 0.3750 0.22 (CaAa) 0.500 *** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg .ft ft2/ft Phi *94'* 12 PAIR(3/8") A No Inside Pole 94.00-0.00 I No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 • 2"Ice 0.00 0.08 RLSS 8AWG DC(3/4) A No Inside Pole 94.00-0.00 2 No Ice 0.00 0.49 1/2"Ice 0.00 0.49 I"Ice 0.00 0.49 2"Ice 0.00 0.49 CR 50 1070(7/8") A No Inside Pole 94.00-0.00 6 No Ice 0.00 0.28 1/2"Ice 0.00 0.28 I"Ice 0.00 0.28 2"Ice 0.00 0.28 CR 50 1873(1-5/8") A No Inside Pole 94.00-0.(X) 4 No Ice 0.00 0.83 1/2"Ice 0.00 0.83 1"Ice 0.00 0.83 2"Ice 0.00 0.83 *90'* tnxTower Job Page 94-ft Monopole -West Portland 3 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Allow Component Placement Total C„A4 Weight or Shield Type Number Leg ft f2�ft Pf LDF4-50A(1/2") C No Inside Pole 90.00-0.00 3 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Ice 0.00 0.15 9207(5/16") C No Inside Pole 90.00-0.00 6 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 I"Ice 0.00 0.60 2"Ice 0.00 0.60 2"Rigid Conduit C No Inside Pole 90.00-0.00 2 No Ice 0.00 2.80 I/2"Ice 0.00 2.80 1"Ice 0.00 2.80 2"Ice 0.00 2.80 *75'* CR 50 1070(7/8") A No Inside Pole 75.00-0.00 6 No Ice 0.00 0.28 1/2"Ice 0.00 0.28 I"Ice 0.00 0.28 2"Ice 0.00 0.28 *** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AT CAAA CAAA Weight Section Elevation In Face Out Face ft 1,2 ft2 ft2 ft2 K LI 94.00-50.00 A 0.000 0.000 8.190 0.000 0.36 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.39 L2 50.00-0.00 A 0.000 0.000 23.675 0.000 0.55 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.48 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AT C,,AA C,,AA Weight Section Elevation or Thickness In Face Our Face ft Leg in ft2 ft2 ft2 ft2 K LI 94.00-50.00 A 2.698 0.000 0.000 43.686 0.000 1.10 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.39 L2 50.(X)-0.00 A 2.429 0.000 0.000 89.831 0.000 2.04 B 0.000 0.000 0.000 0.000 0.00 - C 0.000 0.000 0.000 0.000 0.48 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice ft in in in in LI 94.00-50.00 -0.2177 -0.1476 -0.3426 -0.5868 L2 50.00-0.00 -0.5138 -0.2757 -0.7740 -0.7323 J b tnxTower Page 94-ft Monopole -West Portland 4 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Shielding Factor Ka Tower Feed Line Description Feed Line Ka K., Section Record No. .Segment Elev. No Ice Ice LI 13 RFF-I6SM-808-418-APE( 1 50.00-65.00 1.0000 1.0000 3/32") LI 15 Safety Line 3/8 50.00-94.00 1.0000 1.0000 - Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement C,,AA C,AA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 .ft ft2 f12 K ft ft Lightning Rod 1"x 5'on 5' C From Leg 0.00 0.000 94.00 No Ice 2.13 2.13 0.08 Pole 0.00 1/2"Ice 2.96 2.96 0.10 5.00 1"Ice 3.68 3.68 0.13 2"Ice 4.99 4.99 0.21 Beacon C From Leg 0.00 0.000 94.00 No Ice 2.00 2.00 0.02 0.00 1/2"Ice 2.50 2.50 0.03 2.00 1"Ice 3.00 3.00 0.04 2"Ice 4.00 4.00 0.06 *94'* 742-264 w/Mount Pipe C From Leg 4.00 0.000 94.00 No Ice 5.42 4.19 0.06 0.00 1/2"Ice 5.90 4.89 0.10 0.00 1"Ice 6.38 5.55 0.15 2"Ice 7.36 6.97 0.27 800 10764 w/Mount Pipe A From Leg 4.00 0.0(X) 94.00 No Ice 6.20 4.29 0.06 0.00 1/2"Ice 6.69 4.99 0.11 0.00 1"Ice 7.18 5.66 0.17 2"Ice 8.19 7.10 0.30 (2)800 10121 w/Mount Pipe B From Leg 4.00 0.000 94.00 No Ice 5.69 4.60 0.07 0.00 1/2"Ice 6.18 5.35 0.11 0.00 1"Ice 6.68 6.05 0.17 - 2"Ice 7.70 7.53 0.30 800 10764 w/Mount Pipe C From Leg 4.00 0.000 94.00 No Ice 6.20 4.29 0.06 0.00 1/2"Ice 6.69 4.99 0.1 I 0.(X) I"Ice 7.18 5.66 0.17 2"Ice 8.19 7.10 0.30 (2)860 10025 B From Leg 4.00 0.0(X) 94.(X) No Ice 0.16 0.14 0.(X) 0.00 1/2"Ice 0.23 0.20 0.00 0.00 I"Ice 0.30 0.27 0.01 2"Ice 0.48 0.44 0.01 860 10025 C From Leg 4.00 0.0(X) 94.00 No Ice 0.16 0.14 0.00 0.00 1/2"Ice 0.23 0.20 0.00 0.00 I"Ice 0.30 0.27 0.01 2"Ice 0.48 0.44 0.01 AM-X-CD-16-65-OOT-RET B From Leg 4.00 0.000 94.00 No Ice 8.50 6.30 0.07 Job Page tnxTower 94-ft Monopole -West Portland 5 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bels Ferry Road BU874135_W01116424 15:00:00 09/10/15 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Offset Offsets: Azimuth Placement C,AA C,A,4 Weight or TY Pe Hon Adjustment Front Side Leg Lateral Vert ft ° ft ft2 .R' K ft ft w/Mount Pipe 0.00 1/2"Ice 9.15 7.48 0.14 0.00 1"Ice 9.77 8.37 0.21 2"Ice 11.03 10.18 0.38 (2)LGP21401 B From Leg 4.00 0.000 94.00 No Ice 1.29 0.23 0.01 0.00 1/2"Ice 1.45 0.31 0.02 0.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 LGP21401 C From Leg 4.00 0.000 94.00 No Ice 1.29 0.23 0.01 0.00 1/2"Ice 1.45 0.31 0.02 0.00 1"Ice 1.61 0.40 0.03 - 2"Ice 1.97 0.61 0.05 TA-803 w/Mount Pipe B From Leg 4.00 0.000 94.00 No Ice 6.30 4.92 0.05 0.00 1/2"Ice 6.77 5.60 0.10 0.00 1"Ice 7.24 6.28 0.16 2"Ice 8.21 7.71 0.30 DC6-48-60-I8-8F A From Leg 4.00 0.000 94.00 No Ice 1.47 1.47 0.03 0.00 1/2"Ice 1.67 1.67 0.05 0.00 I"Ice 1.88 1.88 0.07 2"Ice 2.33 2.33 0.12 Platform Mount 1 LP 1001-1] C None 0.000 94.00 No Ice 47.70 47.70 3.02 112"Ice 59.50 59.50 3.62 1"Ice 71.30 71.30 4.22 2"Ice 94.90 94.90 5.43 (3)6'x 2"Mount Pipe A From Leg 4.00 0.000 94.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.50 1.50 0.03 0.00 1"Ice 1.57 1.57 0.04 2"Ice 1.71 1.71 0.05 (2)6'x 2"Mount Pipe C From Leg 4.00 0.000 94.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.50 1.50 0.03 0.00 1"Ice 1.57 1.57 0.04 2"Ice 1.71 1.71 0.05 •90.s Horizon DUO B From Face 2.00 0.000 90.00 No Ice 0.55 0.34 0.01 0.00 1/2"Ice 0.65 0.43 0.01 1.00 1"Ice 0.76 0.52 0.02 2"Ice 1.00 0.73 0.04 840 10057 w/Mount Pipe A From Face 2.00 0.000 90.00 No Ice 2.72 2.35 0.03 0.00 1/2"Ice 3.10 2.88 0.05 -1.00 1"Ice 3.48 3.43 0.08 2"Ice 4.29 4.58 0.16 840 10057 w/Mount Pipe B From Face 2.00 0.0(X) 90.00 No Ice 2.72 2.35 0.03 0.00 1/2"Ice 3.10 2.88 0.05 -1.00 1"Ice 3.48 3.43 0.08 2"Ice 4.29 4.58 0.16 840 10057 w/Mount Pipe C From Face 2.(K) 0.000 90.00 No Ice 2.72 2.35 0.03 0.00 1/2"Ice 3.10 2.88 0.05 -1.00 I"Ice 3.48 3.43 0.08 2"Ice 4.29 4.58 0.16 BTS-2500 A From Face 2.00 0.0(X) 90.00 No Ice 2.12 0.96 0.04 0.00 1/2"Ice 2.32 1.12 0.05 -1.00 1"Ice 2.53 1.29 0.06 2"Ice 2.98 1.66 0.10 BTS-2500 B From Face 2.(X) 0.000 90(X) No Ice 2.12 0.96 0.04 0.00 1/2"Ice 2.32 1.12 0.05 -1.00 1"Ice 2.53 1.29 0.06 2"Ice 2.98 1.66 0.10 BTS-2500 C From Face 2.00 0.000 90.00 No Ice 2.12 0.96 0.04 L tnxTower Job Page 94-ft Monopole -West Portland 6 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 • Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 0.00 1/2"Ice 2.32 1.12 0.05 -1.00 I"Ice 2.53 1.29 0.06 2"Ice 2.98 1.66 0.10 Side Arm Mount[SO 101-3] C None 0.000 90.00 No Ice 7.50 7.50 0.25 1/2"Ice 8.90 8.90 0.33 I"Ice 10.30 10.30 0.41 2"Ice 13.10 13.10 0.58 6'x 2"Mount Pipe A From Face 2.00 0.000 90.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.50 1.50 0.03 0.00 1"Ice 1.57 1.57 0.04 2"Ice 1.71 1.71 0.05 6'x 2"Mount Pipe B From Face 2.00 0.000 90.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.50 1.50 0.03 0.00 I"Ice 1.57 1.57 0.04 2"Ice 1.71 1.71 0.05 6'x 2"Mount Pipe C From Face 2.00 0.000 90.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.50 1.50 0.03 0.00 1"Ice 1.57 1.57 0.04 2"Ice 1.71 1.71 0.05 *75'* (2)ETB 19G8-12UB C From Face 4.00 0.000 75.00 No Ice 1.06 0.45 0.02 0.00 1/2"Ice 1.21 0.57 0.03 0.00 1"Ice 1.37 0.71 0.03 2"Ice 1.72 1.00 0.06 742-264 w/Mount Pipe C From Face 4.00 0.000 75.00 No Ice 5.42 4.19 0.06 0.00 1/2"Ice 5.90 4.89 0.10 0.00 1"Ice 6.38 5.55 0.15 2"Ice 7.36 6.97 0.27 860 10025 C From Face 4.00 0.000 75.00 No Ice 0.16 0.14 0.00 0.00 1/2"Ice 0.23 0.20 0.00 0.00 1"Ice 0.30 0.27 0.01 2"Ice 0.48 0.44 0.01 (2)TA-803 w/Mount Pipe C From Face 4.00 0.000 75.00 No Ice 6.30 4.92 0.05 0.00 1/2"Ice 6.77 5.60 0.10 0.00 I"Ice 7.24 6.28 0.16 2"Ice 8.21 7.71 0.30 Platform Mount[LP 601-1] C None 0.000 75.00 No Ice 28.47 28.47 1.12 1/2"Ice 33.59 33.59 1.51 I"Ice 38.71 38.71 1.91 2"Ice 48.95 48.95 2.69 (4)6'x 2"Mount Pipe A From Face 4.00 0.000 75.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.50 1.50 0.03 1 0.00 1"Ice 1.57 1.57 0.04 • 2"Ice 1.71 1.71 0.05 (4)6'x 2"Mount Pipe B From Face 4.00 0.000 75.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.50 1.50 0.03 0.00 1"Ice 1.57 1.57 0.04 2"Ice 1.71 1.71 0.05 6'x 2"Mount Pipe C From Face 4.00 0.0(X) 75.00 No Ice 1.43 1.43 0.02 0.(10 1/2"Ice 1.50 1.50 0.03 0.00 I"Ice 1.57 1.57 0.04 2"Ice 1.71 1.71 0.05 *65'* (4)SBNHH-1D65C A From Face 4.00 0.(XX) 65.00 No Ice 11.39 7.66 0.05 0.00 1/2"Ice 12.01 8.25 0.12 0.00 1"Ice 12.63 8.84 0.19 2"Ice 13.97 10.06 0.36 tnxTower Job Page • 94-ft Monopole -West Portland 7 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 • Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Description Face Offset Offsets: Azimuth Placement CAAA C4A,4 Weight or Type Horz Adjustment Front Side Leg Lateral Vert h 0h ft2 ft2 K ft ft (4)SBNHH-1D65C B From Face 4.00 0.000 65.00 No Ice 11.39 7.66 0.05 0.00 1/2"Ice 12.01 8.25 0.12 0.00 I"Ice 12.63 8.84 0.19 2"Ice 13.97 10.06 0.36 (4)SBNHH-ID65C C From Face 4.00 0.000 65.00 No Ice 11.39 7.66 0.05 0.00 1/2"Ice 12.01 8.25 0.12 0.00 I"Ice 12.63 8.84 0.19 2"Ice 13.97 10.06 0.36 (4)RRU A2 A From Face 4.00 0.000 65.00 No Ice 1.83 0.40 0.02 0.00 1/2"Ice 2.01 0.51 0.02 0.00 1"Ice 2.20 0.62 0.04 2"Ice 2.61 0.88 0.07 (4)RRU A2 B From Face 4.00 0.000 65.00 No Ice 1.83 0.40 0.02 0.00 1/2"Ice 2.01 0.51 0.02 0.00 I"Ice 2.20 0.62 0.04 2"Ice 2.61 0.88 0.07 (4)RRU A2 C From Face 4.00 0.000 65.00 No Ice 1.83 0.40 0.02 0.00 1/2"Ice 2.01 0.51 0.02 0.00 1"Ice 2.20 0.62 0.04 2"Ice 2.61 0.88 0.07 (4)RRU-12 A From Face 4.00 0.000 65.00 No Ice 3.67 1.49 0.05 0.00 1/2"Ice 3.93 1.67 0.07 0.00 I"Ice 4.19 1.87 0.10 2"Ice 4.75 2.28 0.16 (4)RRU-12 B From Face 4.00 0.000 65.00 No Ice 3.67 1.49 0.05 0.00 1/2"Ice 3.93 1.67 0.07 0.00 I"Ice 4.19 1.87 0.10 2"Ice 4.75 2.28 0.16 (4)RRU-I2 C From Face 4.00 0.000 65.00 No Ice 3.67 1.49 0.05 0.00 1/2"Ice 3.93 1.67 0.07 0.00 1"Ice 4.19 1.87 0.10 2"Ice 4.75 2.28 0.16 (4)RCMDC-3315-PF-48 B From Face 4.00 0.000 65.00 No Ice 4.33 2.56 0.02 0.00 1/2"Ice 4.61 2.79 0.05 0.00 1"Ice 4.90 3.04 0.09 2"Ice 5.51 3.56 0.17 Platform Mount ILP 303-1] C None 0.000 65.00 No Ice 14.66 14.66 1.25 1/2"Ice 18.87 18.87 1.48 1"Ice 23.08 23.08 1.71 2"Ice 31.50 31.50 2.18 *** Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Hort, Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ft ft fr2 K *90•* HP2-18 A Paraboloid From 2.00 0.0(X) 90.00 2.00 No Ice 3.14 0.03 Job Page • tnxTower 94-ft Monopole -West Portland 8 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH 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 w/Shroud(HP) Face 0.00 12"Ice 3.41 0.04 1.00 1"Ice 3.68 0.06 2"Ice 4.21 0.10 HP2-18 B Paraboloid From 2.00 -10.000 90.(X) 2.00 No Ice 3.14 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 3.41 0.04 0.00 1"Ice 3.68 0.06 2"Ice 4.21 0.10 VHLP2-26 C Paraboloid From 2.00 64.000 90.0) 2.17 No Ice 3.72 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.05 0.00 I"Ice 4.30 0.07 2"Ice 4.88 0.11 sxs Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+l.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+l.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind l80 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice • 26 1.2 Dead+1.0Ice 27 1.2 Dead+I.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.O Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0Ice 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 31 1.2 Dead+1.0 Wind 120 deg+I.O Ice 32 1.2 Dead+1.0 Wind 150 deg+I.0Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+I.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+I.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+I.0Ice 37 1.2 Dead+1.0 Wind 3(X)deg+I.01ce 38 1.2 Dead+1.0 Wind 330 deg+1.O Ice 39 Dead+Wind 0 deg-Service Job Page • . tnxTower 94-ft Monopole -West Portland 9 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_WO1116424 15:00:00 09/10/15 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Comb. Description No. 40 Death-Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service . Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft TIP(' Load Moment Moment Comb. K kip ft kip ft LI 94-50 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -40.97 -9.40 -8.97 Max.Mx 8 -12.47 -433.66 0.05 Max.My 14 -12.51 0.17 -424.51 Max.Vy 8 17.89 -433.66 0.05 Max.Vx 14 17.66 0.17 -424.51 Max.Torque 4 -4.27 1.2 50-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -55.82 -8.83 -8.46 Max.Mx 8 -21.66 -1449.52 5.76 Max.My 14 -21.66 6.02 -1428.39 Max.Vy 8 19.93 -1449.52 5.76 Max.Vx 14 19.71 6.02 -1428.39 Max.Torque 4 -4.26 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 31 55.82 -2.09 -1.18 Max.H, 20 21.69 19.84 -0.12 Max.Hz 2 21.69 -0.15 19.65 Max.Mn 2 1424.31 -0.15 19.65 • Max.Mz 8 1449.52 -19.89 0.10 Max.Torsion 16 4.11 10.04 -17.05 Min.Vert 25 16.27 9.86 16.97 Min.H, 8 21.69 -19.89 0.10 - Min.Hz 14 21.69 0.10 -19.68 Min.Mn 14 -1428.39 0.10 -19.68 Min.M, 20 -1443.36 19.84 -0.12 Min.Torsion 4 -4.24 -10.02 17.06 Tower Mast Reaction Summary tnxTvwer Job Page • 94-ft Monopole -West Portland 10 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 . Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Load Vertical Shear, Shear; Overturning Overturning Torque Combination Moment,M, Moment.M; K K K kip-ft kip ft kip ft Dead Only 18.08 0.00 0.00 0.74 -0.54 0.00 1.2 Dead+l.6 Wind 0 deg-No 21.69 0.15 -19.65 -1424.31 -11.44 3.27 Ice 0.9 Dead+I.6 Wind O deg-No 16.27 0.15 -19.65 -1407.37 -11.14 3.26 Ice 1.2 Dead+I.6 Wind 30 deg-No 21.69 10.02 -17.06 -1235.74 -729.55 4.24 Ice 0.9 Dead+l.6 Wind 30 deg-No 16.27 10.02 -17.06 -1221.07 -720.57 4.22 Ice 1.2 Dead+1.6 Wind 60 deg-No 21.69 17.27 -9.85 -711.05 -1258.11 4.19 Ice 0.9 Dead+l.6 Wind 60 deg-No 16.27 17.27 -9.85 -702.73 -1242.73 4.16 Ice ' 1.2 Dead+I.6 Wind 90 deg-No 21.69 19.89 -0.10 -5.76 -1449.52 3.05 Ice 0.9 Dead+I.6 Wind 90 deg-No 16.27 19.89 -0.10 -5.94 -1431.81 3.02 Ice 1.2 Dead+1.6 Wind 120 deg- 21.69 17.22 9.69 703.78 -1256.53 1.07 No Ice 0.9 Dead+l.6 Wind 120 deg- 16.27 17.22 9.69 695.05 -1241.14 1.05 No Ice 1.2 Dead+I.6 Wind 150 deg- 21.69 9.87 16.99 1234.52 -720.89 -1.28 No Ice 0.9 Dead+I.6 Wind 150 deg- 16.27 9.87 16.99 1219.38 -711.98 -1.29 No Ice 1.2 Dead+I.6 Wind 180 deg- 21.69 -0.10 19.68 1428.39 6.03 -3.16 No Ice 0.9 Dead+1.6 Wind 180 deg- 16.27 -0.10 19.68 1410.91 6.13 -3.15 No Ice 1.2 Dead+I.6 Wind 210 deg- 21.69 -10.04 17.05 1236.22 730.44 -4.11 No Ice 0.9 Dead+I.6 Wind 210 deg- 16.27 -10.04 17.05 1221.09 721.77 -4.09 No Ice 1.2 Dead+l.6 Wind 240 deg- 21.69 -17.24 9.88 715.81 1253.57 -4.06 No Ice 0.9 Dead+I.6 Wind 240 deg- 16.27 -17.24 9.88 706.97 1238.59 -4.03 No Ice 1.2 Dead+1.6 Wind 270 deg- 21.69 -19.84 0.12 8.82 1443.36 -3.00 No Ice 0.9 Dead+1.6 Wind 270 deg- 16.27 -19.84 0.12 8.50 1426.08 -2.97 No Ice 1.2 Dead+I.6 Wind 300 deg- 21.69 -17.17 -9.68 -700.83 1250.11 -1.08 No Ice 0.9 Dead+I.6 Wind 300 deg- 16.27 -17.17 -9.68 -692.61 1235.15 -1.07 No Ice 1.2 Dead+1.6 Wind 330 deg- 21.69 -9.86 -16.97 -1230.02 718.74 1.23 • No Ice 0.9 Dead+I.6 Wind 330 deg- 16.27 -9.86 -16.97 -1215.41 710.20 1.23 No Ice 1.2 Dead+I.O Ice 55.82 0.00 0.00 8.46 -8.83 0.01 1.2 Dead+I.0 Wind 0 deg+1.0 55.82 0.02 -2.39 -182.19 -10.39 0.43 Ice 1.2 Dead+1.0 Wind 30 deg+I.0 55.82 1.22 -2.08 -157.10 -106.19 0.64 Ice 1.2 Dead+1.0 Wind 60 deg+I.0 55.82 2.10 -1.20 -87.14 -176.52 0.70 Ice 1.2 Dead+l.0 Wind 90 deg+I.0 55.82 2.42 -0.01 7.36 -201.89 0.58 Ice 1.2 Dead+1A Wind 120 55.82 2.09 1.18 102.43 -175.94 0.30 deg+1.0 Ice . tnxTower Job Page • 94-ft Monopole -West Portland 11 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 • Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 • LeeMH Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment.M; K K K kip ft kip ft kip ft 1.2 Dead+1.0 Wind 150 55.82 1.20 2.07 173.32 -104.57 -0.07 deg+1.0 Ice 1.2 Dead+1.0 Wind 180 55.82 -0.01 2.39 199.38 -7.74 -0.40 deg+1.0 Ice 1.2 Dead+I.O Wind 210 55.82 -1.22 2.08 173.92 88.74 -0.62 deg+1.0 Ice 1.2 Dead+I.0 Wind 240 55.82 -2.10 1.20 104.41 158.49 -0.67 deg+1.0 Ice 1.2 Dead+1.0 Wind 270 55.82 -2.41 0.01 9.72 183.69 -0.56 deg+1.0 Ice 1.2 Dead+1.0 Wind 300 55.82 -2.09 -1.18 -85.36 157.71 -0.28 deg+1.0 Ice 1.2 Dead+1.0 Wind 330 55.82 -1.20 -2.07 -156.09 86.78 0.08 deg+1.0 Ice ' Dead+Wind 0 deg-Service 18.08 0.03 -4.57 -328.89 -3.06 0.77 Dead+Wind 30 deg-Service 18.08 2.33 -3.97 -285.28 -169.16 1.00 Dead+Wind 60 deg-Service 18.08 4.02 -2.29 -163.92 -291.42 0.98 Dead+Wind 90 deg-Service 18.08 4.63 -0.02 -0.78 -335.69 0.72 Dead+Wind 120 deg-Service 18.08 4.01 2.26 163.34 -291.04 0.25 Dead+Wind I50 deg-Service 18.08 2.30 3.96 286.09 -167.15 -0.30 Dead+Wind 180 deg-Service 18.08 -0.02 4.58 330.93 0.98 -0.74 Dead+Wind 210 deg-Service 18.08 -2.34 3.97 286.50 168.54 -0.97 Dead+Wind 240 deg-Service 18.08 -4.01 2.30 166.13 289.55 -0.95 Dead+Wind 270 deg-Service 18.08 -4.62 0.03 2.60 333.46 -0.70 Dead+Wind 300 deg-Service 18.08 -4.00 -2.25 -161.56 288.75 -0.25 Dead+Wind 330 deg-Service 18.08 -2.30 -3.95 -283.95 165.83 0.29 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -18.08 0.00 0.00 18.08 0.00 0.000% 2 0.15 -21.69 -19.65 -0.15 21.69 19.65 0.000% 3 0.15 -16.27 -19.65 -0.15 16.27 19.65 0.000% 4 10.02 -21.69 -17.06 -10.02 21.69 17.06 0.000% 5 10.02 -16.27 -17.06 -10.02 16.27 17.06 0.000% 6 17.27 -21.69 -9.85 -17.27 21.69 9.85 0.000% 7 17.27 -16.27 -9.85 -17.27 16.27 9.85 0.000% 8 19.89 -21.69 -0.10 -19.89 21.69 0.10 0.000% 9 19.89 -16.27 -0.10 -19.89 16.27 0.10 0.000% 10 17.22 -21.69 9.69 -17.22 21.69 -9.69 0.000% 11 17.22 -16.27 9.69 -17.22 16.27 -9.69 0.000% 12 9.87 -21.69 16.99 -9.87 21.69 -16.99 0.000% . 13 9.87 -16.27 16.99 -9.87 16.27 -16.99 0.000% 14 -0.10 -21.69 19.68 0.10 21.69 -19.68 0.000% 15 -0.10 -16.27 19.68 0.10 16.27 -19.68 0.000% 16 -10.04 -21.69 17.05 10.04 21.69 -17.05 0.000% " 17 -10.04 -16.27 17.05 10.04 16.27 -17.05 0.000% 18 -17.24 -21.69 9.88 17.24 21.69 -9.88 0.000% 19 -17.24 -16.27 9.88 17.24 16.27 -9.88 0.000% 20 -19.84 -21.69 0.12 19.84 21.69 -0.12 0.000% 21 -19.84 -16.27 0.12 19.84 16.27 -0.12 0.000% 22 -17.17 -21.69 -9.68 17.17 21.69 9.68 0.000% 23 -17.17 -16.27 -9.68 17.17 16.27 9.68 0.000% 24 -9.86 -21.69 -16.97 9.86 21.69 16.97 0.000% 25 -9.86 -16.27 -16.97 9.86 16.27 16.97 0.000% 26 0.00 -55.82 0.00 -0.00 55.82 -0.00 0.000% Job Page tnxTower 94-ft Monopole -West Portland 12 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 . Acworth.GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 27 0.02 -55.82 -2.39 -0.02 55.82 2.39 0.000% 28 1.22 -55.82 -2.08 -1.22 55.82 2.08 0.000% 29 2.10 -55.82 -1.20 -2.10 55.82 1.20 0.000% 30 2.42 -55.82 -0.01 -2.42 55.82 0.01 0.000% 31 2.09 -55.82 1.18 -2.09 55.82 -1.18 0.000% 32 1.20 -55.82 2.07 -1.20 55.82 -2.07 0.000% 33 -0.01 -55.82 2.39 0.01 55.82 -2.39 0.000% 34 -1.22 -55.82 2.08 1.22 55.82 -2.08 0.000% 35 -2.10 -55.82 1.20 2.10 55.82 -1.20 0.000% 36 -2.41 -55.82 0.01 2.41 55.82 -0.01 0.000% 37 -2.09 -55.82 -1.18 2.09 55.82 1.18 0.000% 38 -1.20 -55.82 -2.07 1.20 55.82 2.07 0.000% 39 0.03 -18.08 -4.57 -0.03 18.08 4.57 0.000% 40 2.33 -18.08 -3.97 -2.33 18.08 3.97 0.000% 41 4.02 -18.08 -2.29 -4.02 18.08 2.29 0.000% 42 4.63 -18.08 -0.02 -4.63 18.08 0.02 0.000% 43 4.01 -18.08 2.26 -4.01 18.08 -2.26 0.000% 44 2.30 -18.08 3.96 -2.30 18.08 -3.96 0.000% 45 -0.02 -18.08 4.58 0.02 18.08 -4.58 0.000% 46 -2.34 -18.08 3.97 2.34 18.08 -3.97 0.000% 47 -4.01 -18.08 2.30 4.01 18.08 -2.30 0.000% 48 -4.62 -18.08 0.03 4.62 18.08 -0.03 0.000% 49 -4.00 -18.08 -2.25 4.00 18.08 2.25 0.000% 50 -2.30 -18.08 -3.95 2.30 18.08 3.95 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance I Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00020343 3 Yes 5 0.00000001 0.00009095 4 Yes 6 0.00000001 0.00006351 5 Yes 5 0.00000001 0.00048483 6 Yes 5 0.00000001 0.00086289 7 Yes 5 0.00000001 0.00035640 8 Yes 5 0.00000001 0.00018777 9 Yes 5 0.00000001 0.00008328 10 Yes 6 0.00000001 0.00005689 11 Yes 5 0.00000001 0.00043206 12 Yes 6 0.00000001 0.00005594 13 Yes 5 0.00000001 0.00042516 14 Yes 5 0.00000001 0.00016955 15 Yes 5 0.00000001 0.00007598 16 Yes 5 0.00000001 0.00088336 17 Yes 5 0.00000001 0.00036540 18 Yes 6 0.00000001 0.00006399 19 Yes 5 0.00000001 0.00048800 20 Yes 5 0.00000001 0.00020674 21 Yes 5 0.00000001 0.00009161 22 Yes 5 0.00000001 0.00091705 23 Yes 5 0.00000001 0.00038297 24 Yes 5 0.00000001 0.00093296 25 Yes 5 0.00000001 0.00038993 26 Yes 4 0.00000001 0.00001229 27 Yes 4 0.00077219 0.00050072 Job Page tnxTvwer 94-ft Monopole -West Portland 13 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 • Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH 28 Yes 4 0.0007785I 0.00064274 29 Yes 4 0.00078527 0.00066616 30 Yes 4 0.00079035 0.00077954 31 Yes 4 0.00079238 0.00080289 32 Yes 4 0.00079303 0.00075742 33 Yes 4 0.00079207 0.00072551 34 Yes 4 0.00078762 0.00065072 35 Yes 4 0.00078135 0.00066836 36 Yes 4 0.00077493 0.00055175 37 Yes 4 0.00076877 0.00042778 38 Yes 4 0.00076750 0.00041676 39 Yes 4 0.00000001 0.00023438 40 Yes 4 0.00000001 0.00052102 41 Yes 4 0.00000001 0.00030091 42 Yes 4 0.00000001 0.00024767 43 Yes 4 0.00000001 0.00037111 44 Yes 4 0.00000001 0.00035116 • 45 Yes 4 0.00000001 0.00022252 46 Yes 4 0.00000001 0.00030611 47 Yes 4 0.00000001 0.00052838 48 Yes 4 0.00000001 0.00024633 49 Yes 4 0.00000001 0.00025514 50 Yes 4 0.00000001 0.00026537 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft ft ft in2 K K Op„ LI 94-50(1) TP25.06x16x0.25 44.00 0.00 0.0 19.1149 -12.47 1420.14 0.009 L2 50-0(2) TP34.86x23.8393x0.3125 53.50 0.00 0.0 34.2668 -21.66 2478.88 0.009 Pole Bending Design Data Section Elevation Size M„, $M„., Ratio Al„, OM„, Ratio No. Al,,, A. ft kip-ft kip ft om„, kiP-f► kip ft •M L 1 94-50(1) TP25.06x 16x0.25 433.66 701.72 0.618 0.00 701.72 0.000 L2 50-0(2) TP34.86x23.8393x0.3125 1449.53 1758.96 0.824 0.00 1758.96 0.000 Pole Shear Design Data Section Elevation Size Actual OV„ Ratio Actual 4,T Ratio No. V. V„ T„ T. ft K K 7V kip ft kip ft 4T LI 94-50(I) TP25.06x16x0.25 17.90 710.07 0.025 3.07 1405.16 0.002 L2 50-0(2) TP34.86x23.8393x0.3125 19.93 1239.44 0.016 3.05 3522.21 0.001 tnxToiVer Job Page 94-ft Monopole -West Portland 14 of 14 Jacobs Engineering Group,Inc. Project Date 5449 Bells Ferry Road BU874135_W01116424 15:00:00 09/10/15 Acworth,GA 30102 Client Designed by Phone:(770)701-2500 Crown Castle FAX:(770)701-2501 LeeMH Section Elevation Size Actual (OV Ratio Actual 4T Ratio No. V„ V. T„ T. ft K K OV„ kip ft kip ft OT Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M. V. T Stress Stress ft ip„ 4M. 4W 4T Ratio Ratio LI 94-50(1) 0.009 0.618 0.000 0.025 0.002 0.628 1.000 4.8.2 L2 50-0(2) 0.009 0.824 0.000 0.016 0.001 0.833 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P Oak., % Pass No. ft Type Element K K Capacity Fail LI 94-50 Pole TP25.06x16x0.25 I -12.47 1420.14 62.8 Pass L2 50-0 Pole TP34.86x23.8393x0.3125 2 -21.66 2478.88 83.3 Pass Summary Pole(L2) 83.3 Pass RATING= 83.3 Pass Program Version 6.1.4.1- 12/17/2013 File:C:/Users/LeeMH/Desktop/Matthew Lee/Do Not Use/WO/Analysis/LC/Models/BU874I35 WO III6424.eri September 10, 2015 ' 94•Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1116424,Application 309485, Revision 0 Page 7 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 1 IISAFETY CLIMB 1 / \ / / /1:-.---i------- - :: (44)) 1 3/32'TO 65 FT LEVEL �� // / \\ \ •• / I / I I Q4 Qi 11 `i I Q3 Q2 I I \ / 1 vily, \ / /N. / \ / (INSTALLED6'TO 94 FT LEVEL N III liliglill \ // (6) 7/8'TO 94 FT LEVEL •• (2) 3/4'TO 94 FT LEVEL . \ (I) 3/8'TO 94 FT LEVEL (6) 7/8.TO 75 FT LEVEL ©® (INSTALLED-IN (2) CONDUITS) (3) I/2'TO 90 FT LEVEL (6) 5/16'TO 90 FT LEVEL BUSINESS UNIT: 874135 TOWER ID: C_BASELEVEL September 10,2015 • 94.Ft Monopole Tower Structural Analysis CCI BU No 874135 Project Number 1116424,Application 309485, Revision 0 Page 8 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material . TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions BU#: 874135 Mu: 1450 ft-kips Site Name: West Portland Axial, Pu: 22 kips App#: 309485 Rev. 0 Shear,Vu: 20 kips Pole Manufacturer:I Other Eta Factor, ri 0.5 TIA G (Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Appicable to Unstiffened Cases Qty: 8 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Non-Rigid Strength (Fu): 100 ksi Max Rod (Cu+Vu/ri): 219.9 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial,4)*Fu*Anet: 260.0 Kips cp*Tn Bolt Circle: 41 in Anchor Rod Stress Ratio: 84.6% Pass Plate Data Diam: 47 in Base Plate Results Flexural Check Non-Rigid Thick: 1.75 in Base Plate Stress: 49.1 ksi AISC LRFD ' Grade: 60 ksi Allowable Plate Stress: 54.0 ksi (p*Fy Single-Rod B-eff: 13.84 in Base Plate Stress Ratio: 91.0% Pass Y.L.Length: 17.50 Stiffener Data (Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in** Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H. Weld: <-- Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Fillet V. Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 34.875 in Thick: 0.3125 in o c Grade: 65 ksi v o #of Sides: 18 "0"IF Round Fu 80 ksi , Reinf.Fillet Weld 0 "0"if None , 3 C ..t •0=none, 1 =every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date:9/10/2015 • (Bearing and Stability Checks)Tool for TIA Rev F or G -Application (MP, SST with unitbase) Monopole Base Reaction Forces Site Data TIA Revision: G <--Pull Down BU#: 874135 Factored DL Axial, PDu: 22 kips Site Name: West Portland Factored WL Axial, PWu: 0 kips App#: 309485 Rev. 0 Factored WL Shear,Vu: 20 kips Factored WL Moment, Mu: 1450 ft-kips Loads Alread Factored Load Factor Shaft Factored Loads For P(DL) 1.2 <----Disregard 1.00 1.2D+1.6W, Pu: 22 kips For P,V,and M 0.90 0.9D+1.6W,Pu: 16.5 kips (WL) 1.35 <----Disregard Vu: 20 kips 1.00 Mu: 1450 ft-kips Pad &Pier Data Base PL Dist.Above Pier: 0 in 1.2D+1.6W Load Combination,Bearing Results: Pier Dist.Above Grade: 12 in (No Soil Wedges) 272 86 P1="1.2D+1.6W" Pad Bearing Depth, D: 5.5 ft [Reaction+Conc+Soil] (Kips) Pad Thickness,T: 2.5 ft Factored"1.6W"Overturning 1556.64 ft-kips Pad Width=Length, L: 17 ft Moment(MW-Msoil),M1 Pier Cross Section Shape: Round <--Pull Down Enter Pier Diameter: 5 ft Orthogonal Direction: Concrete Density: 150.0 pcf Pier Cross Section Area: 19.63 ftA2 eccl = M1/P1 = 5.70 ft Pier Height: 4.00 ft Orthogonal qu= 2.87 ksf Soil (above pad) Height: 3.00 ft qu/4)*qn Ratio= 21.27% Pass Soil Parameters Diagonal Direction: Unit Weight,y: 110.0 pcf Ultimate Bearing Capacity,qn: 18.00 ksf ecc2 = (0.707M1)/P1 = 4.03 ft Strength Reduct.factor,4): 0.75 Diagonal qu= 3.42 ksf Angle of Friction, m: 30.0 degrees qu/4)*qn Ratio= 25.33% Pass Undrained Shear Strength, Cu: 0.20 ksf Allowable Bearing:4*qn: 13.50 ksf Run <--Press Upon Completing All Input Passive Pres.Coeff., Kp 3.00 Overturning Stability Check Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination,Bearing Results: Minimum of (rQ"Ultimate Pad Passive Force,Vu): 20.0 kips Pad Force Location Above D: 1.17 ft (w/Soil Wedges) P2="o.9D+1.6W" 216.55 4(Passive Pressure Moment): 23.36 ft-kips [Reaction+Conc+Soil] (Kips) Factored O.T. M(WL),"1.6W": 1580.0 ft-kips Factored OT(MW-Msoil), M1 1556.64 ft-kips Factored"1.6W"Overturning Moment(MW-Msoil)-0.9(M of 1460.48 ft-kips Wedge+M of Cohesion),M2 Resistance due to Foundation Gravity Soil Wedge Projection grade,a: 1.73 ft • Sum of Soil Wedges Wt: 13.23 kips Orthogonal ecc3 = M2/P2= 6.74 ft Soil Wedges ecc, K1: 4.81 ft Ortho Non Bearing Length,NBL= 13.49 ft Ftg+Soil above Pad wt: 209.0 kips Orthogonal qu= 3.63 ksf • Unfactored(Total ftg-soil Wt): 222.27 kips Diagonal qu= 3.89 ksf 1.2D. No Soil Wedges. 272.86 kips 0.9D. With Soil Wedges 216.55 kips Max Reaction Moment(ft-kips) so that qu=cp*qn = 100% Capacity Ratin Resistance due to Cohesion(Vertical) Actual M: 1450.00 4)*(1/2*Cu)(Total Vert. Planes) 9.89 kips M Orthogonal' 1723.20 84.15% Pass Cohesion Force Eccentricity, K2 4.36 ft M Diagonal: 1723.20 84.15% Pass "Bearing/Stability Pier Square Pad"Tool, BSPSQP, Version 3.0- Effective 06/27/2011 Analysis Date:9/10/2015 TQName:, West Portland ® Created On: 6/3/2014 � Ntxn:Ser« 1116424J���BS Revised On: 33 tNtaytb6r: BU#` BU#874135 /4/2015 • Int:. 9/10/2015 Jacobs Engineering Group, Inc. Revision No.: 1.6 Monopole Pad & Pier Foundation Foundation Parameters Structural Checks Load Pad Beam Shear Capacity NEME31111 Code G Pad Beam Shear MTV kips Axial 22 kips Pad Beam Shear Check =' ` : - Shear 20 kips Moment 1450 k-ft P.• B= •n,rUiit lith =Al k-ft Soil Unit Weight 110 pcf Pad Bendi • Moment s_. j k-ft Friction Angle 30 Pad Bending Moment Check - : Cohesion 200 psf Punching Shear Capacit Material Punching Shear (' }� Concrete Strength(Pc) 4000 psi Punching Shear Check BEMZ Concrete Density 150 pcf Rebar Tensile(Fy) 60 ksi 122123112/ •- EZTA. Clear Cover 3 in Pad-Pier Bearing Pad-Pier Bearing Check Pad Thickness 2.5 ft Pier Beam Shear Capacity kips Bearing Depth 5.5 ft Pier Beam Shear , _ �;ki g s Width 17 ft Pier Beam Shear Check Rebar Size 7 Rebar Quantity 18 Pier Bending Moment Capacity k-ft Pier Bending Moment k-ft Pier Pier Bending Moment Check Pier type Circle Diameter 5 ft Height above Grade 1 ft Rebar Size 9 Rebar Quantity 16 Tie Size 4 Tie C/C Spacing 12 in