Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report
T Y ll � sAdMP. FORD ANY1965 za,s Date: June 03, 2016 Saleem Dooh Crown Castle Paul J. Ford and Company 2055 S. Stearman Drive 250 East Broad St, Suite 600 Chandler,AZ 85286 Columbus, OH 43215 614.221.6679 Subject: Structural Modification Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PW11 Carrier Site Name: Washington Square Crown Castle Designation: Crown Castle BU Number: Crown Castle Site Name: sh570 Washington Crown Castle JDE Job Number: 361051 Washington Square Mall Crown Castle Work Order Number: 1242792 Crown Castle Application Number: 319959 Rev. 3 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37516-0026.004.7700 Site Data: 9585 SW Washington Sq Rd, TIGARD,Washington County, OR Latitude 45°27'10.7", Longitude-122°46'41.6" 87.5 Foot-Monopole Tower Dear Saleem Dooh, Paul J. Ford and Company is pleased to submit this "Structural Modification 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 906786, in accordance with application 319959, revision 3. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4.7: Modified Structure w/Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code 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 wind speed of 93 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C and Topographic Category 1 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 Paul J. Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: Thomas J. Dehnke, El Project Engineer tdehnke@pjfweb.com tnxTower Report-version 7.0.5.1 r t 87.5 Ft Monopole Tower Structural Analysis Project Number 37516-0026.004.7700,Application 319959, Revision 3 June 03, 2016 CC/BU No 879570 TABLE OF CONTENTS Page 2 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 Components vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 8)APPENDIX D—SEISMIC LOADING Risa 3D Output .4 tnxTower Report-version 7.0.5.1 r T 87.5 Ft MonopoleTower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CC/BU No 879570 1) INTRODUCTION Page 3 This tower is a 87.5 ft Monopole tower designed by ROHN in July of 2000. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code 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 wind speed of 93 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C and Topographic Category 1 were used in this analysis. Table 1 -Proposed Antenna and Cable Information Center Number of Mounting' Line Antenna Number Feed Level(ft) Elevation Manufacturer Antenna Model of Feed: Line Note (ft) Antennas -- Lines Size(in) 3 alcatel lucent RRH4X25-WCS ^� RR 70.0 70.0 3 commscope RV4PX310R-V2 w/Mount Pipe 1 (I) 3/8 2 raycap DC6-48-60-18-8F 2 (I) 3/4 - 4 tower mounts Side Arm Mount[SO 102-1] 3 alcatel lucent RRH2x40-AWS-2100 60.0 60.0 3 commscope RV4PX310R-V2 w/Mount Pipe 3 powerwave TT19-08BP111-001 -- -- 4 tower mounts Side Arm Mount[SO 102-1] 54.0 54.0 3 alcatel lucent RRH2x60-850 1 tower mounts Side Arm Mount[SO 102-3] tnxTower Report-version 7.0.5.1 I r 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959,Revision 3 CCI BU No 879570 Page 4 Table 2 -Existing and Reserved Antenna and Cable Information Center ;Number Number Feed Mounting Line Antenna Level(ft) Elevation ofManufacturer Antenna Model of Feed Line Note Antennas (ft) Lines Size(in) 3 powerwave P90-15-XLPP-RR 84.0 84.0 --3 samsung RRH-C2C w/EXT FILTER 3 (I) 1-7/16 2 I----3---- samsung RRH-P4 6 alcatel lucent , 9442 RRH 700 70.0 70.0 1 raycap DC6-48-60-18-8F 6 (I) 7/8 1 3 kathrein 800 10766 w/Mount Pipe 1 tower mounts Side Arm Mount[SO 102-3] 3 3 1 alcatel lucent 9442 RRH 1 (I) 1/4 1 (I) 3/8 1 3 powerwave LGP214nn 2 (I) 5/8 60.0 60.0 6 (I) 7/8 ++� 9 powerwave 1 LGP214nn j 1_ 3 I alcatel lucent I 9442 RRH 3 I andrew QBXLH-6565A-VTM w/Pipe -- -- 3 1 !tower mounts I Side Arm Mount[SO 102-3] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed (I)Coax mounted internally and shielded from the wind. See coax layout in Appendix B. tnxTower Report-version 7.0.5.1 r t 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 • Project Number 37516-0026.004.7700, Application 319959, Revision 3 CCI BU No Page 879570 5 Table 3-Design Antenna and Cable Information Center Number Mounting Line f Antenna Number Feed Level(ft) `Elevation Manufacturer Antenna Model of Feed Line o Antennas (ft) Lines Size(in) 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks. Reference Source 4-GEOTECHNICAL REPORTS Adapt, OR99-2522, 08/11/1999 1574694 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Rohn, 44583AE, 07/14/2000 1625445 CCISITES 4-TOWER MANUFACTURER DRAWINGS Rohn, 44583AE, 07/14/2000 1626447 CCISITES 4-TOWER MAPPING FDH, 146E111500, 12/22/2014 5486942 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Newave, 01, 09/23/2014 5322083 CCISITES 4-PROPOSED TOWER REINFORCEMENT PJF, 37516-0026.003.7700, DESIGN/DRAWINGS/DATA 03/02/2016 6128827 CCISITES 3.1) Analysis Method tnxTower(version 7.0.5.1) and RISA-3D (version 14.0.1.0), commercially available analysis software packages,were used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from each analysis is included in Appendix A and D. 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 monopole has been analyzed for seismic loading using a modal analysis per ASCE 7-10. See Appendix D for seismic calculations. 5) For existing modifications: monopole was modified in conformance with the referenced modification drawings. 6) For proposed modifications: monopole will be modified in conformance with the referenced proposed modification drawings. 7) For proposed modifications: monopole will be modified in conformance with the attached proposed modification drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 7.0.5.1 , 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CC/BU No Page 879570 6 4)ANALYSIS RESULTS lSectbon Table 5-Section Capacity(Summary) I Elevation(ft)(Component Type( Size CriticalI5F* 0icaI0cjtyI P(K) Pass!Fail L1 87.5-75 Pole P3.5x0.28 1 1.05 89.22 74.6 Pass L2 75-73.25 Pole P30x0.375 2 I -1.79 1520.46 0.8 Pass L3 73.25-56.25 Pole P30x0.375 j 3 ( -6.90 J 1520.46 5.0 Pass I L4 56.25-51.25 Pole P30x0.375 i 4 I -8.69 1520.46 7.0 - Pass L5 51.25-40 Pole P30x0.375 5 -10.62 1520.46 12.2 Pass L6 40-0 Pole ii P30x0.375 6 � � I -16.73 1520.46 ...35.1 i Pass Summary Pole(L1) 74.6 Pass Rating= 74.6 Pass P Table 6-Tower Component Stresses vs. Capacity Notes _Component Elevation(ft) _ °/a Capacity ( Pass/Fail _ 1 Anchor Rods _ _ 0 --.._ 28.8 Pass 1 Base Plate 0 25.5 Pass 1 Base Foundation Soil Interaction 0 20.2 Pass 1 Base Foundation _ Structural Steel 0 20.7 Pass 1 Flange Connection 40 25.5 i Pass 1 Flange Connection 75 47.3 Pass Structure Rating.(max from all components)= 74.6% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The monopole and its foundation will have sufficient capacity to carry the existing, reserved, and proposed loads once the proposed modifications are installed. • Install the proposed modifications per the attached drawings. tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CC/BU No 879570 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 • CCl BU No Project Number 37516-0026.004.7700, Application 319959,Revision 3 Page 879570 8 Tower Input Data 1 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. ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). Basic wind speed of 93 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.0000 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. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. I Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Ai Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Ai Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice ' Bypass Mast Stability Checks \I Consider Feed Line Torque Always Use Max Kz Ai Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Ai Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Include Bolts In Member Capacity Autocalc Torque Arm Areas Exemption 9 Use TIA-222-G Tension Splice Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Exemption Pales Secondary Horizontal Braces Leg Sort Capacity Reports By Component 'I Include Shear Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Pole Section Geometry I Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft L1 87.50-75.00 12.50 P3.5x0.28 A53-B-35 (35 ksi) L2 75.00-73.25 1.75 P30x0.375 A139-52 (52 ksi) L3 73.25-56.25 17.00 P30x0.375 A139-52 (52 ksi) L4 56.25-51.25 5.00 P30x0.375 A139-52 (52 ksi) L5 51.25-40.00 11.25 P30x0.375 A139-52 (52 ksi) L6 40.00-0.00 40.00 P30x0.375 A139-52 (52 ksi) tnxTower Report-version 7.0.5.1 i 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 1. Project Number 37516-0026.004.7700, Application 319959, Revision 3 CC/BU No 879570 Page 9 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing ft Diagonals Horizontals Redundants in L187.50- 1 0 1 in in in 75.00 L2 75.00- 1 1 1 73.25 L3 73.25- 1 0 1 56.25 L4 56.25- 1 0 1 51.25 L5 51.25- 1 1 1 40.00 L6 40.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft plf TYPE 2(1-7/16") C No Inside Pole 84.00-0.00 3 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 irk* 2"Ice 0.00 0.60 CR 50 1070(7/8) C No Inside Pole 70.00-0.00 6 No Ice 0.00 0.28 1/2"Ice 0.00 0.28 1"Ice 0.00 0.28 FB-L98-002-XXX(3/8") C No Inside Pole 70.00-0.00 1 No 2"Ice 0.00 0.00 0.28 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2" WR-VG86ST- C No Inside Pole 70.00-0.00 2 No Ice 0.00 0.00 0.06 0.58 BRD(3/4") 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 ( 2"Ice 0.00 0.58 FB-L986-035- C No Inside Pole 60.00-0.00 1 No Ice 0.00 0.03 XXX(1/4") 1/2"Ice 0.00 0.03 1"Ice 0.00 0.03 FB-L98-002-XXX(3/8") C No Inside Pole 60.00-0.00 1 No Ice Ice 0.00 0.00 0.03 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 WR-VG82ST-BRDA( C No Inside Pole 60.00-0.00 2 2"Ice No Ice 0.00 0.00 0.310.0 5/8) 1/2"Ice 0.00 0.31 1"Ice 0.00 0.31 2"Ice CR 50 1070(7/8) C No Inside Pole 60.00-0.00 6 No Ice 0.00 0.00 0.280.31 1/2"Ice 0.00 0.28 1"Ice 0.00 0.28 2"Ice 0.00 0.28 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft Canister Loadl C None 0.00 87.50 No Ice 4.65 4.65 0.05 1/2" 9.61 9.61 0.11 Ice 9.92 9.92 0.17 tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959,Revision 3 CCI BU No 87 Page 10 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 1"Ice 10.54 10.54 0.29 Canister Load2 C None 2"Ice 0.00 81.30 No Ice 9.38 9.38 0.25 1/2" 19.38 19.38 0.36 Ice 20.00 20.00 0.49 1"Ice 21.25 21.25 0.74 Canister Load3 C None 2"Ice 0.00 75.00 No Ice 4.72 4.72 0.41 1/2" 9.77 9.77 0.47 Ice 10.08 10.08 0.53 1"Ice 10.71 10.71 0.66 _. 2"Ice Canister Load4 C None 0.00 73.25 No Ice 33.15 33.15 0.35 1/2" 67.15 67.15 0.76 Ice 68.00 68.00 1.16 1"Ice 69.70 69.70 1.98 Canister Load5 C None 2"Ice 0.00 56.25 No Ice 33.15 33.15 0.35 1/2" 67.15 67.15 0.76 Ice 68.00 68.00 1.16 1"Ice 69.70 69.70 1.98 2" Side Arm Mount[SO 102- A From Leg 0.00 0.00 73.25 No Ice Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- B From Leg 0.00 -30.00 73.25 No Ice Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- B From Leg 0.00 50.00 73.25 No Ice Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- C From Leg 0.00 30.00 73.25 No Ice Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- A From Leg 0.00 0.00 56.25 No Ice Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- B From Leg 0.00 -30.00 56.25 No Ice Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- B From Leg 0.00 50.00 56.25 No Ice Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- C From Leg 0.00 30.00 56.25 No II Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2"Ice Canister Load6 C None 0.00 56.25 No Ice 9.75 9.75 0.10 ...-- 1/2" 19.75 19.75 0.22 tnxTower Report-version 7.0.5.1 87.5 Ft Monopo% Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700, Application 319959, Revision 3 CCl BU No 87 e 11 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft K ft ° ft Ice 20.00 20.00 0.34 1"Ice 20.50 20.50 0.58 Canister Load? C None 2"Ice 0.00 51.25 No Ice 9.75 9.75 0.10 1/2" 19.75 19.75 0.22 Ice 20.00 20.00 0.34 1"Icee 20.50 20.50 0.58 Side Arm Mount[SO 102- A From Leg 0.00 0.00 56.25 No IIce 0.00 0.00 0.03 1] 0.00 1011 /2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- B From Leg 0.00 -30.00 56.25 No Ile 0.00 0.00 0.03 1[ 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- B From Leg 0.00 50.00 56.25 No IIce 0.00 0.00 0.03 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- C From Leg 0.00 30.00 56.25 No IIce 0.00 0.00 0.03 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- A From Leg 0.00 0.00 51.25 No IIce 0.00 0.00 0.03 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- B From Leg 0.00 -30.00 51.25 No Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" ce Side Arm Mount[SO 102- B From Leg 0.00 50.00 51.25 No II a 0.00 0.00 0.03 1[ 0.00 1/2,, 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- C From Leg 0.00 30.00 51.25 No Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 ... 2"Ice P90-15-XLPP-RR A None 0.00 84.00 No Ice 0.00 0.00 0.04 1/2" 0.00 0.00 0.09 Ice 0.00 0.00 0.14 1"Ice 0.00 0.00 0.27 P90 15-XLPP-RR B None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.04 1/2" 0.00 0.00 0.09 Ice 0.00 0.00 0.14 1"Ice 0.00 0.00 0.27 P90-15-XLPP-RR C None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.04 1/2" 0.00 0.00 0.09 Ice 0.00 0.00 0.14 1"Ice 0.00 0.00 0.27 RRH-C2C w/EXT FILTER A None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.05 1/2" 0.00 0.00 0.09 tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CCI BU No 879570 Pagee1122 Description Face Offset Offsets: Azimuth Placement CAAACAAAor Type Horz Adjustmen Front Side Weight Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.23 RRH-C2C w/EXT FILTER B None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.05 1/2" 0.00 0.00 0.09 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.23 RRH-C2C w/EXT FILTER C None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.05 1/2" 0.00 0.00 0.09 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.23 RRH-P4 A None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.06 1/2" 0.00 0.00 0.08 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 RRH-P4 B None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.06 1/2" 0.00 0.00 0.08 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 RRH-P4 C None 2"Ice 0.00 84.00 No Ice 0.00 0.00 0.06 1/2" 0.00 0.00 0.08 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice *• 9442 RRH 700 A From Leg 1.00 0.00 70.00 No Ice 0.00 0.00 0.04 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.09 1"Ice 0.00 0.00 0.15 2" 9442 RRH 700 B From Leg 1.00 -30.00 70.00 No Ice Ice 0.00 0.00 0.04 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.09 21"IIce 0.00 0.00 0.15 9442 RRH 700 B From Leg 1.00 50.00 70.00 No Ice 0.00 0.00 0.04 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.09 1"Ice 0.00 0.00 0.15 2" DC6-48-60-18-8F B From Leg 1.00 0.00 70.00 No Ice Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.11 2" RV4PX310R-V2 w/Mount A From Leg 1.00 0.00 70.00 No Ice Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2" RV4PX310R-V2 w/Mount B From Leg 1.00 -30.00 70.00 No Ice Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2" RV4PX310R-V2 w/Mount B From Leg 1.00 50.00 70.00 No Ice Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2" RRH4X25-WCS A From Leg 1.00 0.00 70.00 No Ice Ice 0.00 0.00 0.09 0.00 1/2" 0.00 0.00 0.13 tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CCI BU No 879570 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 0.00 Ice 0.00 0.00 0.16 1"Ice 0.00 0.00 0.25 RRH4X25-WCS B From Leg 1.00 -30.00 70.00 No Ice 0.00 0.00 0.09 0.00 1/2" 0.00 0.00 0.13 0.00 Ice 0.00 0.00 0.16 1"Ice 0.00 0.00 0.25 RRH4X25-WCS B From Leg 1.00 50.00 70.00 No Ice 0.00 0.00 0.09 0.00 1/2" 0.00 0.00 0.13 0.00 Ice 0.00 0.00 0.16 1"Ice 0.00 0.00 0.25 2" (2)DC6-48-60-18-8F B From Leg 1.00 0.00 70.00 No Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.11 Side Arm Mount[SO 102- A From Leg 0.00 0.00 70.00 No 2"Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- B From Leg 0.00 -30.00 70.00 No Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- B From Leg 0.00 50.00 70.00 No Ice 0.00 0.00 0.03 11 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- C From Leg 0.00 30.00 ce 70.00 No 2"II a 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 ... 2"Ice 9442 RRH A From Leg 1.00 0.00 60.00 No Ice 0.00 0.00 0.04 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.14 2" 9442 RRH B From Leg 1.00 -30.00 60.00 No Ice 0.00 0.00 0.04 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.14 2" 9442 RRH B From Leg 1.00 50.00 60.00 No IIce 0.00 0.00 0.04 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.14 LGP214nn 2"Ice A From Leg 1.00 0.00 60.00 No Ice 0.00 0.00 0.01 0.00 1 1/2" 0.00 0.00 0.02 0.00 ce 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 LGP214nn B From Leg 1.00 0.00 60.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 LGP214nn C From Leg 1.00 0.00 60.00 No Ice 0.00 0.00 0.01 0.00 1/2" 0.00 0.00 0.02 tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CCI BU No 879570 Page 14 Description Face Offset Offsets. Azimuth Placement or Type Horz Adjust men FroCAAnt SideCAAA Weight Leg Lateral t Front Side Vert ft ft ftK ft 2 2 ft 0.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 TT19-08BP111-001 A From Leg 1.00 0.00 ce 60.00 No lice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 TT19-08BP111-001 B From Leg 1.00 -30.00 ce 60.00 No2"lle 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 TT19-086P111-001 B From Leg 1.00 50.00 ce 60.00 No 2"lice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.02 0.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 RV4PX310R-V2 w/Mount A From Leg 1.00 0.00 ce 60.00 No 2"Ile 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 RV4PX310R-V2 w/Mount B From Leg 1.00 -30.00 60.00 No 2"Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 RV4PX310R-V2 w/Mount B From Leg 1.00 50.00 60.00 No 2"Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 RRH2x40-AWS-2100 A From Leg 1.00 0.00 60.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.07 0.00 Ice 0.00 0.00 0.09 1"Ice 0.00 0.00 0.13 RRH2x40-AWS-2100 B From Leg 1.00 -30.00 60.00 No 2"Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.07 0.00 Ice 0.00 0.00 0.09 1"Ice 0.00 0.00 0.13 2" RRH2x40-AWS-2100 B From Leg 1.00 50.00 60.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.07 0.00 Ice 0.00 0.00 0.09 1"Ice 0.00 0.00 0.13 Side Arm Mount[SO 102- A From Leg 0.00 0.00 60.00 No 2"Ice 0.00 0.00 0.03 1[ 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- B From Leg 0.00 -30.00 60.00 No 2"Ice 0.00 0.00 0.03 1[ 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 Side Arm Mount[SO 102- B From Leg 0.00 50.00 60.00 No 2"Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 1"Ice 0.00 0.00 0.07 2" Side Arm Mount[SO 102- C From Leg 0.00 30.00 60.00 No Ice 0.00 0.00 0.03 1] 0.00 1/2" 0.00 0.00 0.04 0.00 Ice 0.00 0.00 0.04 tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CC/BU No 87 Page 15 15 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 1"Ice 0.00 0.00 0.07 .. 2"Ice RRH2x60-850 A From Leg 1.00 0.00 54.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2" RRH2x60-850 B From Leg 1.00 0.00 54.00 Nolce Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2" RRH2x60-850 C From Leg 1.00 0.00 54.00 No Ice Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.06 0.00 Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 Side Arm Mount[SO 102- A None 2"Ice 0.00 54.00 No Ice 0.00 0.00 0.08 3] 1/2" 0.00 0.00 0.11 Ice 0.00 0.00 0.14 1"Ice 0.00 0.00 0.20 2"Ice Tower Pressures - No Ice I GH=1.100 - Section z Kz q: AG F AF AR A,9 Leg CAAA CAAA Elevation a % In Out ft ft c ft2 Fe Face psf ft2 e ft2 ft2 L1 87.50- 81.25 1.211 25.48 3.646 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 25.00 4.375 A 0.000 4.375 4.375 100.00 0.000 0.000 73.25 B 0.000 4.375 100.00 0.000 0.000 C 0.000 4.375 100.00 0.000 0.000 L3 73.25- 64.75 1.155 24.29 42.500 A 0.000 0.000 0.000 0.00 0.000 0.000 56.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 56.25- 53.75 1.111 23.36 12.500 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L5 51.25- 45.63 1.073 22.57 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 L6 40.00-0.00 20.72 0.909 19.27 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Tower Pressure With Ice GH=1.100 Section z Elevation Kz q2 tz AG F AF AR Ai, Leg CAAA CAAA a % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50-75.00 81.25 1.211 2.65 2.7357 9.345 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 tnxTower Report-version 7.0.5.1 June 03, 2016 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37516-0026.004.7700,Application 319959,Revision 3 Page 16 Section z Kz q: tz AG F AF AR A109 Leg CAAA CAAA Elevation a % In Out c ft ft psf in ft2 e ft2 ft2 ft2 Face Face ft2 ft2 C 0.000 0.000 0.00 0.000 0.000 L2 75.00-73.25 74.13 1.188 2.60 2.7107 5.166 A 0.000 5.166 5.166 100.00 0.000 0.000 B 0.000 5.166 100.00 0.000 0.000 C 0.000 5.166 100.00 0.000 0.000 L3 73.25-56.25 64.75 1.155 2.53 2.6743 50.077 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 56.25-51.25 53.75 1.111 2.43 2.6250 14.687 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L5 51.25-40.00 45.63 1.073 2.35 2.5823 32.967 A 0.000 32.967 32.967 100.00 0.000 0.000 B 0.000 32.967 100.00 0.000 0.000 C 0.000 32.967 100.00 0.000 0.000 L6 40.00-0.00 20.72 0.909 2.01 2.3863 115.909 A 0.000 115.909 115.909 100.00 0.000 0.000 B 0.000 115.909 100.00 0.000 0.000 C 0.000 115.909 100.00 0.000 0.000 Tower Pressure - Service Gy=1.100 Section z Kz qz AG F AF AR A,e9 Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50- 81.25 1.211 9.49 3.646 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 9.31 4.375 A 0.000 4.375 4.375 100.00 0.000 0.000 73.25 B 0.000 4.375 100.00 0.000 0.000 C 0.000 4.375 100.00 0.000 0.000 L3 73.25- 64.75 1.155 9.05 42.500 A 0.000 0.000 0.000 0.00 0.000 0.000 56.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 56.25- 53.75 1.111 8.70 12.500 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L5 51.25- 45.63 1.073 8.40 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 L6 40.00-0.00 20.72 0.909 7.18 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice ., 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice tnxTower Report-version 7.0.5.1 r June 03, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 • Project Number 37516-0026.004.7700,Application 319959, Revision 3 Page 17 Comb. Description No. 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 87.5-75 Pole Max Tension 8 0.00 0.00 0.00 Max.Compression 26 -4.77 -0.05 -0.00 Max.Mx 8 -1.05 -5.60 -0.00 Max.My 14 1.05 -0.00 -5.60 Max.Vy 8 0.68 -1.44 -0.00 Max.Vx 14 0.68 -0.00 -1.44 Max.Torque 33 -0.00 L2 75-73.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -6.05 -0.06 -0.00 Max.Mx 8 -1.79 -7.22 -0.00 Max.My 14 -1.79 -0.00 -7.22 Max.Vy 8 0.98 -7.22 -0.00 Max.Vx 14 0.98 -0.00 -7.22 Max.Torque 33 -0.00 L3 73.25- Pole Max Tension 1 0.00 0.00 0.00 56.25 Max.Compression 26 -22.98 -12.24 -0.71 Max.Mx 8 -6.90 -51.90 -0.14 Max.My 14 -6.90 -2.50 -49.54 Max.Vy 8 2.51 -51.90 -0.14 Max.Vx 14 2.51 -2.50 -49.54 Max.Torque 14 -0.00 L4 56.25- Pole Max Tension 1 0.00 0.00 0.00 51.25 Max.Compression 26 -29.05 -12.55 -0.82 Max.Mx 8 -8.69 -73.53 -0.18 Max.My 14 -8.69 -2.57 -71.13 Max.Vy 8 4.32 -73.53 -0.18 Max.Vx 14 4.32 -2.57 -71.13 Max.Torque 14 -0.00 L5 51.25-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -32.98 -12.91 -0.89 tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 - Project Number 37516-0026.004.7700,Application 319959, Revision 3 CCI BU No 87 Page 18 18 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis _ n ft Load No. Type Comb. K Moment Moment kip-ft kip-ft Max.Mx 8 -10.62 -130.47 -0.20 Max.My 14 -10.62 -2.62 -128.04 Max.Vy 8 5.40 -130.47 -0.20 Max.Vx 14 5.40 -2.62 -128.04 Max.Torque 14 -0.00 L6 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -42.80 -13.37 -0.92 Max.Mx 8 -16.73 -386.88 -0.20 Max.My 14 -16.73 -2.66 -384.42 Max.Vy 8 7.30 -386.88 -0.20 Max.Vx 14 7.30 -2.66 -384.42 Max.Torque 33 -0.00 I Maximum Tower Deflections - Service Wind I Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 87.5-75 3.81 42 0.68 0.00 L2 75-73.25 2.36 42 0.22 0.00 L3 73.25-56.25 2.28 42 0.22 0.00 L4 56.25-51.25 1.53 42 0.21 0.00 L5 51.25-40 1.32 42 0.20 0.00 L6 40-0 0.87 42 0.18 0.00 I Critical Deflections and Radius of Curvature - Service Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of ft Load Curvature Comb. in 87.50 Canister Load1 ° ° ft 84.00 P90-15-XLPP-RR 42 3.31 0.68 0.00 2000 42 3.310.37 0.00 81.30 Canister Load22000 42 2.95 1613 42 2.36 0.22 0.00 75.00 Canister Load30.37 0.00 0 73.25 Canister Load427100 42 70.00 9442 RRH 700 2.280.22 0.00 27 42 2.15 0.22 0.00 47029 60.00 9442 RRH 42 1.70 0.21 0.00 46192 56.25 Canister Load5 42 1.53 0.21 0.00 28917 54.00 RRH2x60-850 42 1.43 0.20 0.00 37324 51.25 Canister Load7 42 1.32 0.20 0.00 59075 I Maximum Tower Deflections - Design Wind I Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 87.5-75 16.10 8 2.93 0.00 L2 75-73.25 9.90 8 0.90 0.00 L3 73.25-56.25 9.58 8 0.90 0.00 L4 56.25-51.25 6.44 8 0.86 0.00 L5 51.25-40 5.55 8 0.83 0.00 L6 40-0 3.67 8 0.75 0.00 I Critical Deflections and Radius of Curvature - Design Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load ft Comb. in Curvature ft 87.50 Canister Load1 ° ° 8 16.10 2.93 0.00 463 84.00 P90-15-XLPP-RR 8 13.93 2.13 81.30 Canister Load2 0.00 463 8 12.39 1.59 0.00 373 tnxTower Report-version 7.0.5.1 , 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700, Application 319959,Revision 3 CC/BU No 879570 Page 19 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of ft Load Curvature Comb. in ft 75.00 Canister Load3 8 9 90 73.25 Canister Load4 0.99 0 0.00 324 70.00 8 9.58 0.90 0.00 625 9442 RRH 700 8 9.00 0.91 60.00 9442 RRH 8 0.00 110704 56.25 7.13 0.88 0.00 11548 Canister Load5 8 6.44 0.86 0.00 54.00 RRH2x60-850 8 6.03 9279 51.25 Canister Load7 0.83 0.00 9279 8 5.55 0.83 0.00 15359 Compression Checks Pole Design Data Section Elevation No. Size L L„ Kl/r A a OP Ratio ft ft fta in2 K K Oa L1 87.5-75(1) P3.5x0.28 12.50 0.00 0.0 2.8325 -1.05 89.22 0.012 L2 75-73.25(2) P30x0.375 1.75 0.00 0.0 34.901 -1.79 1520.46 0.001 L3 73.25-56.25 P30x0.375 17.00 0.00 0.0 34.901 -6.90 1520.46 0.005 (3) 1 L4 56.25-51.25 P30x0.375 5.00 0.00 0.0 34.901 -8.69 1520.46 0.006 (4) 1 L5 51.25-40(5) P30x0.375 11.25 0.00 0.0 34.901 -10.62 1520.46 0.007 L6 40-0(6) P30x0.375 1 40.00 0.00 0.0 34.901 -16.73 1520.46 0.011 1 1 Pole Bending Design Data I Section Elevation No. Size Mux OM. Ratio Muy M x Muy �M„y Ratio ft kip-ft L1 87.5-75(1) P3.5x0.28 P kip-ft A-4 kip-ft kip-ft OM v 5.61 7.64 0.734 0.00 7.64 0.000 L2 75-73.25(2) P30x0.375 7.22 1139.33 0.006 0.00 1139.33 0.000 L3 73.25-56.25 P30x0.375 51.90 1139.33 0.046 0.00 1139.33 0.000 (3) L4 56.25-51.25 P30x0.375 73.53 1139.33 0.065 0.00 1139.33 0.000 (4) L5 51.25-40(5) P30x0.375 130.47 1139.33 0.115 0.00 1139.33 0.000 L6 40-0(6) P30x0.375 386.88 1139.33 0.340 0.00 1139.33 0.000 1 Pole Shear Design Data Section Elevation No. Size Actual 4)14 Ratio Actual 4)T Ratio ft Vu Vu T, T K 71)17,7 kiP-ft kip-ft 4)T„ L1 87.5-75(1) P3.5x0.28 0.65 44.61 0.015 0.00 11.10 0.000 L2 75-73.25(2) P30x0.375 0.98 760.23 0.001 0.00 1853.66 0.000 L3 73.25-56.25 P30x0.375 2.51 760.23 0.003 0.00 1853.66 0.000 (3) L4 56.25-51.25 P30x0.375 4.32 760.23 0.006 0.00 1853.66 0.000 (4) L5 51.25-40(5) P30x0.375 5.40 760.23 0.007 0.00 1853.66 0.000 L6 40-0(6) P30x0.375 7.30 760.23 0.010 0.00 1853.66 0.000 Pole Interaction Design Data 1 tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959,Revision 3 Section Elevation CC/BU No 879570 Page 20 Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. a Mux Tu Stress Stress A,MuY Vu ft OP y Mux WMnv �V Ratio Ratio L1 87.5-75(1) 0.012 0.734 0.000 0.015 0 000 0.746 1.000 ✓ 4.8.2 L2 75-73.25(2) 0.001 L3 73.25-56.25 0.005 (3) L4 56.25-51.25 0.006 (4) 0.006 0.000 0.001 0.000 0.008 1.000 ✓ 4.8.2 0.046 0.000 0.003 0.000 0.050 1.000 ✓ 4.8.2 0.065 0.000 0.006 0.000 0.070 1.000 ✓ 4.8.2 V L5 51.25-40(5) 0.007 0.115 0.000 0.007 0.000 0.122 1.000 4.8.2 V L6 40-0(6) 0.011 0.340 0.000 0.010 0.000 0.351 1.000 p 4.8.2 Section Capacity Table Section Elevation Component Size Critical P gPanow % Pass No. ft 87.5-755-73.25 L3 73.25-56.25 Type Element K K Capacity Fail L1Pole P3.5x0.28 1 -1.05 89.22 74.6 Pass L2 7Pole P30x0.375 2 -1.79 1520.46 0.8 Pass Pole P30x0.375 3 -6.90 1520.46 5.0 Pass L4 56.25-51.25 Pole P30x0.375 4 -8.69 1520.46 7.0 Pass L5 51.25-40 Pole P30x0.375 5 -10.62 1520.46 12.2 1520.46 35.1 Pass L6 40-0 Pole P30x0.375 6 16.73 Pass Summary Pole(L1) 74.6 Pass RATING= 74.6 Pass tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959,Revision 3 CC/BU No 879570 21 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700,Application 319959, Revision 3 CC/BU No 879570 (RESERVED) Page 22 (3) 1-7/16" TO 84 FT LEVEL (INSTALLED-TO BE REMOVED) (6) 1-5/8" TO 84 FT LEVEL -� • 00 (PROPOSED) (1) 3/8" TO 70 FT LEVEL (2) 3/4" TO 70 FT LEVEL (INSTALLED) (1) 1/4" TO 64 FT LEVEL o (1) 3/8" TO 64 FT LEVEL 111 (2) 5/8" TO 64 FT LEVEL joiew (6) 7/8" TO 64 FT LEVEL (6) 7/8" TO 70 FT LEVEL • • tnxTower Report-version 7.0.5.1 87.5 Ft Monopole Tower Structural Analysis June 03, 2016 Project Number 37516-0026.004.7700, Application 319959, Revision 3 CC/BU No 879570 Page 23 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 ' 87.5 ft DESIGNED APPURTENANCE LOADING m TYPE ELEVATION TYPE ELEVATION Na 2 Canister Load1 87.5 LGP214nn 60 P90.15-XLPP-RR 84 LGP214nn 60 P90-15-XLPP-RR 84 LGP214nn 60 P90.15-XLPP-RR 84 TT19-08BP111-001 60 75.0 ft RRH-C2C w/EXT FILTER 84 TT19-08BP111-001 60 N N RRH-C2C w/EXT FILTER 84 TT19-08BP111-001 60 " 73.3 fl RRH-C2C w/EXT FILTER 84 RV4PX310R-V2 w/Mount Pipe 60 o_ RRH-P4 84 RV4PX310R-V2 w/Mount Pipe 60 RRH-P4 84 RV4PX310R-V2 w/Mount Pipe 60 RRH-P4 84 RRH2x40-AWS-2100 60 Canister Load2 81.3 RRH2x40-AWS-2100 60 Canister Load3 75 RRH2x40.AWs-2100 60 Canister Load4 73.25 Side Arm Mount[SO 102-1] 60 Side Arm Mount[SO 102-1] 73.25 Side Arm Mount[SO 102-1] 60 N Side Arm Mount[SO 102-1] 73.25 Side Arm Mount[SO 102-1] 60 o- Side Arm Mount[SO 102-1] 73.25 Side Arm Mount[SO 102-1] 60 Side Arm Mount[SO 102-1] 73.25 Side Arm Mount[SO 102-1] 56.25 9442 RRH 700 70 Side Arm Mount[SO 102-1] 56.25 9442 RRH 700 70 Side Ami Mount[SO 102-1] 56.25 9442 RRH 700 70 Canister Load5 56.25 g DC8-48-60-18-8F 70 Canister Load6 5625 56.3 ft RV4PX310R-V2 w/Mount Pipe 70 Side Arm Mount[SO 102-1] 5625 RV4PX310R-V2 w/Mount Pipe 70 Side Arm Mount[SO 102-1] 5625 o - c RV4PX310R-V2 w/Mount Pipe 70 Side Arm Mount[SO 102-1] ,5625 a RRH4X25-WCS 70 Side Arm Mount[SO 102-1] 56.25 51.3 ft RRH4X25-WCS 70 Side Arm Mount[SO 102-1] 58.25 IIIRRH4X25-WCS 70 (2)DC8-48$018-BF RRH2x60-850 54 70 RRH2x60.850 54 Side Arm Mount[SO 102-1] 70 RRH2x60-850 54 Side Arm Mount[SO 102-1] 70 Side Arm Mount[SO 102-3] 54 Side Arm Mount[SO 102-1] 70 Side Ann Mount[SO 102-1] 51.25 Side Arm Mount[50 102-1] 70 Canister Load7 51.25 9442 RRH 60 Side Arm Mount[SO 102-1] 51.25 9442 RRH 60 Side Arm Mount[SO 102-1] 51.25 9442 RRH 60 Side Arm Mount[SO 102-1] 51.25 40.0 ft MATERIAL STRENGTH GRADE I Fy Fu I GRADE Fy Fu IA53-B-35 135 ksi 60 ksi A139-52 52 ksi 66 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 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:74.6% a ALL REACTIONS a ARE FACTORED AXIAL 37 K _,..- SHEAR SHEAR _ MOMENT 1 K 1 67 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 17K SHEAR MOMENT 7 K f 387 kip-ft 0.0 ft TORQUE 0 kip-ft REACTIONS-93 mph WIND Y 'm 'LI 3 S 3 PJFPaul J. Ford and Company ob:87.5'Monopole;Tigard, OR;Washington Square Mal 250 East Broad St, Suite 600 Project:pJF37516-0026.003/BU 879570 Columbus, OH 43215 Client:Crown Castle Drawn ay:TDehnke App'd: Phone:614.221.6679 code: TIA-222-G Date:06/06/16 Scale: NTS FAX: Path: ., ,.-...,,,,,,,,,,,,,,,.,.,�a...m.,..�-..,,..,m.,.,......, ..�..,�m».�....-Dwg No.E_1 PA u L J� F O R D Date:37516-0 -10: COMPANY PJenf ffe ct BU 87 0026.003 250E Brood St.Ste 600-Columbus,OH 43215 Client Ref.# BU 879570 Phone 614.221.6679 ww '.pouljford.corrw Site Name. Washington Square MaII Description:40'Flange Bolts v4.4-Effective 7-12-13 Owner. CCI Engineer: RMF Asymmetric Bolt Analysis Moment= 130 k-ft Tl Ref. 0 Location= Flange Plate Axial= 10.6 kips ASIF= N/A r)= N/A for BP,Rev.C Sect.4.9.9 Shear= 5.4 kips Max Ratio= 105.0% Threads= X-Excluded for FP,Rev.C Anchor Qty= 23 **For Flange Plates:Prying action is not considered in the bolt loads.** Area Max Net Max Net Load for Capacity Nominal Location, Bolt Circle, Override, Compressio Tension, Capacity Override, Capacity, Capacity Item Bok Dia,in Spec Fy,ksi Fu,ksi degrees in inZ Area,inZ n,kips kips Calc,kips kips kips Ratio 1 1.000 A325 92 120 0.0 26.00 0.00 0.79 11.86 10.93 10.93 0.00 54.54 20.0% 2 1.000 A325 92 120 15.0 26.00 0.00 0.79 11.65 10.72 10.72 0.00 5454. 19.7% 3 1.000 A325 92 120 30.0 26,00 0.00 0.79 11.34 10.42 10.42 0.00 5454 19.1% 4 1.000 *325 92 120 45.0 26.00 0.00 0.79 11.01 10.08 10.08 0.00 54.54 18.5% 5 1.000 *325 92 120 60.0 26.00 0.00 0.79 10.71 9.79 9.79 0.00 54.54 17.9 6 1.000 A325 92 120 75.0 26.00 0.00 0.79 10.51 9.59 9.59 0.00 54.54 17.6% 7 1.000 A325 92 120 90.0 26.00 0.00 0.79 10.44 9.52 9.52 0.00 54.54 17.5% 8 1.000 *325 92 120 105.0 26.00 0.00 0.79 10.50 9.57 9.57 0.00 54.54 17.6% 9 1.000 *325 92 120 120.0 26.00 0.00 0.79 10.64 9.72 9.72 0.00 54.54 17.8% 10 1.000 *325 92 120 135.0 26.00 0.00 0.79 10.80 9.88 9.88 0.00 54.54 18.1% 11 1.000 A325 92 120 150.0 26.00 0.00 0.79 10.93 10.01 10.01 0.00 54.54 18.3% 12 1.000 A325 92 120 165.0 '26.00 0.00 0.79 10.98 10.05 10.05 0.00 54.54 18.4% 13 1.000 A325 92 120 180.0 26.00 0.00 0.79 10.93 10.01 10.01 0.00 54.54 18.3% 14 1.000 A325 92 120 195.0 26.00 0.00 0.79 10.80 9.88 9.88 0.00 54.54 18.1% 15 1.000 *325 92 120 210.0 26.00 0.00 0.79 10.64 9.72 9.72 0.00 54.54 17.8% 16 1.000 *325 92 120 225.0 26.00 0.00 0.79 10.50 9.57 9.57 0.00 54.54 17.6% 17 1.000 *325 92 120 240.0 26.00 0.00 0.79 10.44 9.52 9.52 0.00 54.54 17.5% 18 1.000 A325 92 120 255.0 26.00 0.00 0.79 10.51 9.59 9.59 0.00 54.54 17.6% 19 1.000 A325 92 120 270.0 26.00 0.00 0.79 10.71 9.79 9.79 0.00 54.54 17.9% 20 1.000 *325 92 120 285.0 26.00 0.00 0.79 11.01 10.08 10.08 0.00 54.54 18.5% 21 1'000 *325 92 120 300.0 26.00 0.00 0.79 11.34 10.42 10.42 0.00 54.54 19.1% 22 1.000 A325 92 120 315.0 26.00 0.00 0.79 11.65 10.72 10.72 0.00 54.54 19.7% 23 1.000 A325 92 120 330.0 26.00 0.00 0.79 11.86 10.93 10.93 0.00 54.54 20.0% 18.06 Copyright 2011,Paul J.Ford and Company,all right reserved. Stiffened or Unstiffened, Interior Flange Plate -Any Bolt Material TIA Rev G • Site Data Reactions Bolt Threads: BU#: 879570 Moment: 130 ft-kips Site Name: X-Excluded Axial: 10.6 kips qvn=W(0.55*Ab*Fu) App#: Shear: 5.4 kips Ps �=0.75,cp*Vn(kips): I Exterior Flange Run,T+q: 10.93 kips 38.88 Manufacturer Other Bolt Data Elevation:I 40 I feet Qty: 24 Diam: 1 _ Bolt Fu: 120 Bolt Material: A325 _ Bolt Fy: 92 Interior Flange Bolt Results N/A: <--Disregard Maximum Bolt Tension,Tu: 10.9 Kips, Flangeq N/A: <--Disregard Adjusted cp*Tn(due to Vu=Vu/Qt I Ext. Tu+ Circle: 26 in Bolt Stress Ratio: y)' Kips 20..0/0%o Pass Plate Data Plate Outer Diam: 29.25 in Interior Flange Plate Results Flexural Check Plate Inner Diam: 20 in(Hole @ Ctr) Controlling Bolt Axial Force: Thick: 1.5 in 10.9 Kips,Ext.Flange Tu+q Plate Stress: 8.2 ksi Grade: 36 ksi Allowable Plate Stress, cp*Fy: 32.4 ksi Effective Width: 3.83 in Plate Stress Ratio: o 25.5/o Pass Stiffener Data(Welding at Both Sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld Groove Depth: in** n/a Groove An Vertical Weld: n/a le: g 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: Notch: in n/a Grade: ksi Weld str.: ksi Pole Data r Pole OuterDiam: 30 in Thick: 0.375 in Pole Inner Diam: 29.25 in r4-:i Grade: 52 ksi #of Sides: 0 ^0^IF Round r; Fu 60 ksi *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-Int Flange G 1.2, Effective March 19,2012 Analysis Date: 6/6/2016 • Stiffened or Unstiffened, Interior Flange Plate -Any Bolt Material TIA Rev G Site Data Reactions BU#: 879570 Bolt Threads: Moment: 7.41 ft-kips X-Excluded Site Name: Axial: 1.19 kips App#: 9Vn=x(0.55*Ab*Fu) Shear: 0.86 kips <p=0.75,w*Vn(kips): Exterior Flange Run,T+q: kips 21.87 Manufacturer:! Other Elevation:I 75 I feet Bolt Data Qty: 4 Diam: 0.75 Bolt Fu: 120 Bolt Material: A325 - Bolt Fy: 92 N/A: Disregard N/A: <--Disregard PLATE BENDING CHECK ONLY Circle: 12 in Plate Data Plate Outer Diam: 29.25 in Interior Flange Plate Results Flexural Check Plate Inner Diam: 10 in(Hole @ Ctr) Controlling Bolt Axial Force: 7.7 Kips,Ext.Cu=Interior Cu Thick: 1 in Plate Stress: 11.6 ksi Grade: 36 ksi Allowable Plate Stress, cp*Fy: 32.4 ksi Effective Width: 22.97 in Plate Stress Ratio: 35.7% Pass 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 - w Pole OuterDiam: 30 in Thick: 0.375 in Pole Inner Diam: 29.25 in . Grade: 52 ksi #of Sides: 0 °0°IF Round Fu 60 ksi � z *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-Int Flange G 1.2, Effective March 19,2012 Analysis Date: 6/6/2016 PJFPA U L J. F 0 R D Job Number: 37516-0026.003.7700 Page: 1 /1 & B : RMF COMPANY A N Y Y Date: 6/6/2016 - 250 E Broad St,Ste 600 • Columbus, OH 43215 Site Number: 879570 Version: 0.6 Phone 614.221.6679 www.pauljford.corn Site Name: ;SHINGTON SQUARE MP Effective: 2/1/2016 ©Copyright 2016 by Paul J.Ford&Company,all rights reserved. CODE: TIA-222-G ASIF: 1.00 EEI FLANGE CONCEALMENT CALCULATIONS (75 Ft) FLANGE CONNECTION REACTIONS EEI Kit NumberCustom Moment 7.41 kip*ft Flange Elevation 75.00 Ift Shear 0.86 kips Axial 1.19 kips STIFFENER INFORMATION Overrides Stiffener Quantity 4 4 Max Allowable Capacity 105% Width (in) 4.5 4.50 Electrode(ksi) E80 Height(in) 9 9.00 Thickness(in) 0.5 0.50 Horizontal Fillet Weld 0.25 0.250 IIkVertical Fillet Weld 0.25 6.250 '. Stiffener Grade(ksi) 36 36 J // RING PLATE INFORMATION 'ab Thickness(in) 2 2.00 it I► ID(in) 10 10.00 (u) OD(in) 15 15.00 ��'Z® D0" Ring Plate Grade(ksi) 36 36 i FLANGE CONNECTION RESULTS Bolts 47.3% Passing BOLT INFORMATION Bolt Quantity 4 4 Ring Plate 20.7% Passing Size(in) 0.75 0.75 Bolt Circle(in) 12 12.0 Weld-Stiffener&Ring Plate 31.9% Passing Bolt Specification A325 A325 Weld-Spine&Stiffener 12.1% Passing SPINE INFORMATION Spine Wall Tear Out/Punching Shear 8.8% Passing Size 3.5 3.50 Pipe Grade 35 35.00 Max Tension In Stiffeners 7.1 kips Fy(ksi) 35 35 Max Compression in Stiffeners 7.7 kips Fu(ksi) 60 60 Stiffener Bending 10.8% Passing Pipe OD(in) 3.5 3.50 Stiffener Shear 31.7% Passing Pipe Thickness(in) 0.28 0.280 Stiffener Combined Shear&Bending 44.0% Passing 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#: 879570 Mu: 387 ft-kips Site Name: Axial,Pu: 17 kips App#: Shear,Vu: 7 kips Pole Manufacturer:1 Other Eta Factor, rj 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 14 Diam: 1.5 in Rod Material: Other Anchor Rod Results Rigid Strength(Fu): 125 ksi Max Rod(Cu+Vu/rj): 40.7 Kips AISC LRFD Yield(Fy): 0 ksi Allowable Axial, <p*Fu*Anet: 141.0 Kips cp*Tn Bolt Circle: 34.5 in Anchor Rod Stress Ratio: 28.8% Pass Plate Data Diam: 40.5 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 8.3 ksi AISC LRFD Grade: 36 ksi Allowable Plate Stress: 32.4 ksi W*Fy Single-Rod B-eff: 6.73 in Base Plate Stress Ratio: 25.5% Pass Y.L.Length: 17.04 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: 30 in Thick 0.375 in Grade: 52 ksi #of Sides: 0 "O"IF Round Fu 60 ksi Reinf.Fillet Weld 0 "0"if None *0=none,1=every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date: 6/3/2016 CCI Flagpole Tool V\) A WIE\I Site Data *1 BU#: 879570 Site Name: WASHINGTON SQARE MALL App#: Code Code: TIA-222-G Ice Thickness: 1.25 in CONCEALMENT PANEL ATTACHMENT Windspeed(V): 93 mph � Ice Wind Speed(V): 30 mph i--:-. rA- FLMIGEBOLT HOLES Exposure Category: C .. (7YP) (o it Topographic Feature: N/A / -- Structure Class: 11 b 7 STIFFENER Total Tower Height: 87.5 ft / Base Tower Height: 75 ft SPINE FLANGE PLATE Total Canister Length: 12.5 ft (rYPE 1:SOLIDITY RATIO OAS) Number of Canister Assembly Sections: 2 Mating Mating Canister Canister FlangePlate Canister Canister Section Number of Sides Plate Flange Solidi Number*: Assembly Assembly Canister Section Plate Plate tY Weight Weight Length(ft): Diameter(in): Type Ratio Thickness Diameter (Kip): (Kip) lin)**: (in): 1 6.2 30 Round 3' 0.75 30 0.5 0.150 0.097 2 63 30 Round i 2.00 30 0.45 0.361 0.099 *Sections are numbered from the top of the tower down **Mating Flange Plate Thickness at the bottom of canister section IFlag on Tower: No I Truck Ball on Tower: No I Geometry:Base Tower +Spine 37516-0026.004.7700.eri (last saved 05/25 5:04 pm) Top Bottom Wall Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete 87.5 12.5 0 3.5 3.5 0.28 n/a A53-B-35 [x] 75 1.75 0 30 30 0.375 n/a A139-52 [x] 73.25 17 0 30 30 0.375 n/a A139-52 [x] 56.25 5 0 30 30 0.375 n/a A139-52 [x] 51.25 11.25 0 30 30 0.375 n/a A139-52 [x] ' 40 40 0 30 30 0.375 n/a A139-52 [x] IDiscrete Loads:CFAF for Canister Assembly I Page 1 of 2 CCIFIagpole Tool v1.0 • Canister Apply CFAF at Canister Assembly Canister Loading Elevation(z) CFAF CFAF CFAF CFAF CFAF Assembly Weight (ft) No Ice(ft2) 1/2"Ice(ft2) 1"Ice(ft2) 2"Ice(ft2) 4"Ice(ft2) Weight No /2.Ice Ice(Kip) (Kip) Canister Load 1 87.5 4.650 9.610 9.920 10.540 11.780 0.049 0.106 Canister Load 2 81.3 9.375 19.375 20.000 21.250 23.750 0.249 0.365 Canister Load 3 75 4.725 9.765 10.080 10.710 11.970 0.410 0.469 Deflection Check Required: Yes Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection ***(inchpcl 4.500 1.451 Sufficient ***Relative deflection under service level wind speed Page 2 of 2 CCIFIagpole Tool v1.0 RG MJob Number: 37516-0026.004.7700 Page: 1 250 E Brood St&.SteC600O•PAUL ColumbusJPA, N.Ft4HY 43215 Site Number: 879570 By: RMF Phone 614.221.6679 www.pauljford.com Site Name: WASHINGTON SQUARE MALL Date: 6/3/2016 DRILLED PIER SOIL AND STEEL ANALYSIS -TIA-222-G Factored Base Reactions from RISA Safety Factors/Load Factors/orP Factors - Comp.(+) Tension(-) Tower Type= Moment,Mu= 387.0 k-ft ACI Code= 4CI 318-08 DPe Shear,Vu= 7.0 kips Seismic Design Category= Axial Load,Put= 17.0 kips(from 1.2D+1.6W)* Reference Standard= rIA-222-G Axial Load,Pu2= 12.8 0.0 kips(from 0.9D+1.6W)** Use 1.3 Load Factor? No OTMu= 390.5 0.0 k-ft @ Ground Load Factor= 1.00 *Axial Load,Put will be used for Soil Compression Analysis. **Axial Load,Pu2 will be used for Steel Analysis. Drilled Pier Parameters Diameter= 5 Safety Factor 0 Factor Soil Lateral Resistance= 2.00 0.75 Height Above Grade= 0.5 Skin Friction= 2.00 0.75 Depth Below Grade= 15 End Bearing= 2.00 0.75 fc'= 3 ksi Concrete Wt.Resist Uplift= 1.25 EC= 0.003 in/in L/D Ratio= 3.10 Load Combinations Checked per TIA-222-G Mat Ftdn.Cap Width= I ft 1.(0.75)Ult.Skin Friction+(0.75)Ult.End Bearing +(1.2)Effective Soil Wt.-(1.2)Buoyant Conc.Wt.3 Comp. Mat Ftdn.Cap Length= ft 2.(0.75)Ult.Skin Friction+(0.9)Buoyant Conc.Wt.3 Uplift Depth Below Grade= ft Steel Parameters Soil Parameters Number of Bars= 18 Water Table Depth= Rebar Size= #9 Depth to Ignore Soil= 92.50 1 Rebar Fy= 60 ksi Depth to Full Cohesion= 0 t Rebar MOE= 29000 ksi Full Cohesion Starts at?* 3round Tie Size= #5 Above Full Cohesion Lateral Resistance=4(Cohesion)(Dia)(H) Side Clear Cover to Ties= 3 in Below Full Cohesion Lateral Resistance=8(Cohesion)(Dia)(H) Direct Embed Pole Shaft Parameters Maximum Capacity Ratios Dia @ Grade= in Maximum Soil Ratio= 110.0% Dia @ Depth Below Grade= in Maximum Steel Ratio= 105.0% Number of Sides= Thickness= in *Note:The drilled pier foundation was analyzed using the methodology in the software`PLS- Caisson'(Version 8.10,or newer,by Power Line Systems,Inc.). Per the methods in PLS- Fy= ksi • Backfill Condition= I Caisson,the soil reactions of cohesive soils are calculated using 8CD independent of the depth of the soil layer. The depth of soil to be ignored at the top of the drilled pier is based Define Soil Layers the recommendations of the site specific geotechnical report. In the absence of any recommendations,the frost depth at the site or one half of the drilled pier diameter Note:Cohesion=Undrained Shear Strengh=Unconfined Compressive Strength/2 ,(whichever is preatPc)shall he ignored Friction Ultimate Comp.Ult. Tension Ult. Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth Layer ft pcf psf degrees Soil Type psf psf psf ft 1 21 125 1000 25 Silt 15000 1650 21 2 3 4 5 6 7 8 9 10 11 12 Soil Results: Overturnin Depth to COR= 10.11 ft,from Grade Shear,Vu= I 7.00�Cips ra Bending Moment,Mu= 461.25 k-ft,from COR Resisting Shear,OVn= 34.70 rips Resisting Moment,(Mn= 2286.44 k-ft,from COR P MOMENT RATIO= 20.2% OK SHEAR RATIO= 20.2% OK Soil Results: Uplift Soil Results: Compression Uplift,Tu= I 0.00 kips Compression,Cu= 17.00 Kips Uplift Capacity,cbTn= 41.09 kips Comp.Capacity,ctCn= 453.27 kips UPLIFT RATIO= 0.0% OK COMPRESSION RATIO= 3.8% OK Steel Results(AC/318-08): Minimum Steel Area= 9.42 sq in Axial Load,Pu= 19.05 ips @ 3.50 ft Below Grade Actual Steel Area= 18.00 sq in Moment,Mu= 410.98 -ft @ 3.50 ft Below Grade Moment,cl)Mn= 1983.60 k-ft Axial,OPn(min)= 1 -972.00 kips,Where(1)Mn=0 k-ft Axial,OPn(max)= 4286.91 kips,Where(1)Mn=0 k-ft MOMENT RATIO= 20.7% OK v4.3-Effective:03-14-16 (d Copyright 2016 by Paul J.Ford and Company,all rights reserved. Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 879570 TIA Revision: G Site Name: WASHINGTON SQUARE MALL Max. Factored Shaft Mu: 410.98 ft-kips(*Note) App#: Max. Factored Shaft Pu: 19.05 kips Loads Already Factored equal Maxtothe Axiashlaft Force Type:on momenta * Note: Max Shaft Superimposed Moment does not necessarily top reacti For M(WL) 1 <----Disregard For P(DL) I 1 I <---Disregard Load Factor Shaft Factored Loads 1.00 Mu: 410.98 ft-kips Pier Properties 1.00 Pu: 19.05 {kips Concrete: Pier Diameter=I 5.0 lft Material Properties Concrete Area = 2827.4 in2 Concrete Comp.strength, fc= 3000p si Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00lin Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= 5 J Limiting compressive strain=l 0.003 Vert. Cage Diameter= 4.30 ft ACI 318 Code Vert. Cage Diameter= 51.62 in Select Analysis ACI Code=1 2008 l Vertical Bar Size=l 9 l Seismic Properties Bar Diameter= 1.13 in Seismic Design Category=I D Bar Area= 1 in2 Seismic Risk= High Number of Bars=I 18 l As Total= 18 int ' Solve '<--Press Upon Completing All Input A s/Aconc, Rho: 0.0064 0.64% (Run) ACI 10.5 ,ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 (3)*(Sgrt(f c)/Fy: 0.0027 E• E• 200/Fy: 0.0033 Mu � u �� i►�! \s'i _t_.' -7/ \• ,.__i .2:' Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.38 in Extreme Steel Strain, et: 0.0130 Minimum Rho Check: et>0.0050, Tension Controlled Actual Req'd Min. Rho:' 0.33% 'Flexural Reduction Factor,cp: 0.900 Provided Rho: 0.64% OK Ref. Shaft Max Axial Capacities, Max(Pn or Tn): Max Pu =(p=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 4286.91 (kips For Axial Compression, p Pn = Pu: 19.05 kips at Mu=(4=o.65)Mn= 1848.08 ft-kips Drilled Shaft Moment Capacity, pMn: 1983.60 ft-kips Drilled Shaft Superimposed Mu: 410.98 ft-kips Max Tu, (cp=0.9) Tn = 972 kips at Mu= =(0.90)Mn=' 0.00 'kips ( (Mu/cpMn, Drilled Shaft Flexure CSR: I 20.7% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 6/3/2016 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37516-0026.004.7700,Application 319959, Revision 3 Page 24 APPENDIX D RISA 3-D OUTPUT June 03, 2016 tnxTower Report-version 7.0.5.1 Paul J. Ford and Company SK- 1 TDehnke 87.5' Monopole; Tigard, OR; Washington Square Mall June 3, 2016 at 6:24 PM PJF 37516-0026.003/BU ... 37516-0026.004.7700 With Conce... 6/3/2016 Design Maps Summary Report E Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.453°N, 122.7782°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ..� a . a R 74;•} ,';',,, --?-rp.t . /y x�s y air .1`- f - « ;. ..'''''..r7,.. 10 .-? • � t "c •,,, ' ' i + ;� 4 .' 2,s;. "- ^zo. 3 a ' n` yam r , 9i, ,. {{ 4 a ., °,,,, '' a ; , . USGS-Provided Output SS = 0.981 g SMS = 1.086 g SDS = 0.724 g S1 = 0.426 g SM1 = 0.670 g SUS = 0.447 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.89 1.10 0.20 0.99 0.72 0.28 0.64 0.77 0.56 V 0.66 01 0.49 to 0.55 10 0.40 0.22 0.44 0.33 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period,T(sec) Period, T(sect For PGAM, TL, CRs, and CR1 values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designm aps/us/sum mary.php?tem plate=minimal&latitude=45.453&longitude=-122.7782&siteclass=3&riskcategory=0&editia.. 1/1 Company : Paul J. Ford June 3,2016 r r r Designer TDehnke 6:24 PM Job Number : PJF 37516-0026.003 andCompany/BU 879570 Checked By: T E c H N o L o e l E s Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall • (Global)Model Settings Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs `_ 1:00 .;. Include Shear Deformation? Yes Increase Nailing Capacity.for Wind? Yes. Include Warping? Yes Trans Load'Btwrr:Intersecting Wood'Wall?y Yes Area Load Mesh (in^2) 144 Merge Tolerance(in) P-Delta Analysis Tolerance 0.50% Include-P-Delta for Walls?; '' II' des: `,,° Automatically Iterate Stiffness for Walls? No Max;iterations lor.Wall.Stiffness '' B Gravity Acceleration(ft/sec^2) 32.2 Wall IMesh,Size`(in) E . .12 Eigensolution Convergence Tol. (1.E-) 4 Vertical'Axis:E .. .. : Global Member Orientation Plane XZ Static Solver? Sparse Celerated Dynamic Solver Standard Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? es(Iteretiye) :, a' RISAConnection Code AISC 14th(360-10) LRFD Cold:For.med Steel=Code . . a :` Wood Code None Wood:Temperature wt#kP t iy:; Concrete Code None Maaiiry<Code Aluminum Code None-Building Number of Shear Regions 4 Region Spacing Increment Biaxial Column Method Exact Integration Parnie Beta Factor:(PCA} ry Concrete Stress Block Rectangular Use Cracked Sections? ":' £: Yes .. ::.'., ... >.' Use Cracked Sections Slab? Yes Bad;Framing.Warnings?. Ne Unused Force Warnings? Yes Mm I Bar Diam. Spacing? . : No Concrete Rebar Set REBAR SET ASTMA615 Min%iSteel:forColumn, i_ Max%Steel for Column 8 RISA-3D Version 14.0.1 [G:\...\...\...\...\...\Seismic\37516-0026.004.7700 With Concealment.rt3] Page 1 'FRAN'rip Company : Paul J.Ford and Company June 3,2016 : it Designer : TDehnke 6:24 PM „ 4, Job Number : PJF 37516-0026.003/BU 879570 Checked By: T E c n N o ► o o i E s Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation(ft) .. ; Not-Entered ,` Add Base Weight? Yes Ct X; Ct Z .028 T=X(sec),, 1:158.. T Z(sec) 1.168 RZ 1.5 Ct"EXp X< ...._ Ct Exp.Z .8 SDS .724 Si =.426 TL(sec) 16 Risk Cat "': _ OmZ 1 Oni:X. Rho Z 1 RhOX Hot Rolled Steel Properties ff 29000 Label E fksil G fksil I Nu Therm(\1E Densitvtk/ft..I. Yieldfksil ` Rv Fulksil Rt 2,° 1', A139-152',,. ;s :2 .,., . t 11200 .:.°k .. 9 295 I . . :..49 , f • Member Primary Data Label I Joint J Joint K Joint Rotate(deq) Section/Shape Type Design List Material Design Rules 1 M1 N1 N13 ANT_LEG_L1 ColumnPipe A53-B-35 Typical Column, Pi 3 M3 N15 N14 ANT_LEGColumn Pipe A139-52 Typical L3 A13 i2 T ial ANTLEG_L4 colWmn ° ,, Pipe:` °A1at4482- 5 M5 N37 N32 ANT_LEG_LS Column Pipe A139 52 Typical g;..r M8' h 48 ` , `N3` ';, . .. ANT LEG_Ce Column t: '..Pie ; ,. . � : �A129-5 `,TYf�lcal:: Load Combinations Description So..P... S...BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 Dead Only Y 1 1 2 (12+0.2 SDs)D+ ::Yes Y 3 (1.2+0.2 SDs)D+...Yes y 1 13...S... 1 Dynamics Input Number of Modes 38 Load Combination Number 1-Dead Only Acceleration of Gravity 32.2 (ft/sec^2) Convergence Tolerance : 0.0001 RISA-3D Version 14.0.1 [G:\...\...\...\...\...\Seismic\37516-0026.004.7700 With Concealment.rt3] Page 2 Company Paul J.Ford and Company June 3,2016 Designer : TDehnke 6:24 PM thpisA Job Number PJF 37516-0026.003/BU 879570 Checked By: T E c H N o L o o , E s Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall Response Spectra Data X Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used ,. : A1138 modes', Mode No. for Signs Modal Combination Method`. = C Damping Ratio 5 Percent Z Direction Spectra ASCE 2010, Parametric Design Spectra Modes.Used ., A11,38imodes Mode No. for Signs Modal CombinationMethod: C£ C.': Damping Ratio 5 Percent Frequencies/Participation Mode Number Frequency Period Percent Modal Participation (Hz) (Sec) X Spectra Y Spectra Z Spectra 1 .856 1.168 .002 66.471 2: _; -: '`.856 . ., -1.=1 8 - '.: ' : 66.471 , ` : . `:002 ;' 3 2.032 .492 5.367 ,4 :, ' 2.032 `1-- : `'':.492'' . . 5.367 . 5 7.268 .138 .001 13 19 6. ,,- - 7.268 ,,:......138-- 13.19: .: 001.,. 7 12.999 .077 .459 . :` 12:999 .W .077 459 9 19.787 .051 .001 4.795 :-;; ,.tt}.., `, 19'7" 7 r "i., ;:, w 4.7,95:-, . .028 X001 11 35.499 .099 13 38.23 .026 83.577 14 ' 78 025' ,, '2.661-- i.,.. 15 39.978 .025 2.651 3 16 :. .16.203 . ,,', . : 515 ., : - 1478 :_. _ 17 66.203 .015 1.478 19 93.461 .011 ;.873 . .876 ..,.r = ' :101.709 --=:::01,.2-,-,1- 2:709 21 104.067 .01 .084 :' 22 ,-' . :104.067 .. ._: '-i***--" '' .1 =.-: .- .084 23 124.388 .008 .647 2Z4 :; 424. 88 .008 647 25 140.227 .007 .045 E ::::140:227-_, .007 .t .045 27 147.332 .007 6.112 28-' .. ;:.157.35 -- .mak - ; - ..523 29 157.35 .006 .523 30 i. 196.012 .005 `= : -'.478:;,-'" :. 31 196.012 .005 .478j . 32 224.788 .` '...004 ,. .2.017 33 238.96 .004 .365- .. 34. ` < . - -238,96:-",' . =.004 35 285.367 .004 365 . 285.387 .313 ` .. 313` 37 312.601 .003 .009 _ 38 ` 312.601 .003 .009.,:. Totals: 97.854 94.415 97.854 Spectra Scaling Factor !Scaling Factor Z: .785 I Scaling Factor X: .785 RISA-3D Version 14.0.1 [G:\...\...\...\...\...\Seismic\37516-0026.004.7700 With Concealment.rt3] Page 3 Company Paul J. Ford and ny . , , .IR 0 June 3,2016 r 4, Designer : TDehnke 6:24 PM Job Number PJ37516-0026.003Compa/BU 879570 Checked By: TECHNOLOGIES, Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall Envelope Member Section Forces Member S... Axial[k ... y Shearfkl ... z Shearfkl ... Torauefk... LC v-v Momentfk-ftl ... z-z Momentfk-ft] LC 1 M1 1 •• 1.189 2 .575 2 .575 3 0 2 4.937 3 4.941 2 2 _. 1.189 0.. ": :.3 .;__ .,..0 "0 ;4 _. '.003` . . .; 3 2 .065 2 .065 2 .065 3 0 2 0 2 0 2 4 065- .2 0,`a`,: 3 2 . >0 �2 0 2 0 "24:.. 5 M2 1 2.024 2 .735 2 .735 3 0 2 6.139 3 6.143 2 5 ` ... 2. 4'3:T f:.I= =,3 2 .:F O " �1. ;ij:; .. :;4: 3.: 72 1.74 2 .735 2 .735 3 0 2 4.937 3 4.941 2 lifti8' 1.74 3 =;, 3 .-. ..0 2 0 z:: 2. 0 °:::. .003'. :3 9 M3 1 7.774 2 2.017 2 2.015 3 02 31.324 3 34.293 2 ':.44.1:1Y ',147.,:::.44..„;3•_ .002:: . 3 . 0 t:' , :. 2 .. 0 ., ,2. -.=15. 2 ' 2.8 3; ,3 11 2 2.625 2 .962 2 .961 3 0 2 6.118 3 6.18 2 12 :441:4625rt 0 .:.', : 0`;. .2'..1t....,.:!..<1'.. :'.:.':!1..:::..:.?',, 2 ° -.021 e _ : ..041... 43 13 M4 1 •.. 9.804 2 2.306 2 2.304 3 0 2 42.065 3 45.161 2 14 1: ...9.804. :' _�: ?., 3.-:= , ,: 2 0 `.. . .. -.199< . 22.897' ;3 15 2 •.. 8.647 2 2.168 2 2.165 3 0 2 31.282 3 34.365 2 16 8.647 3 q t 0102 ,.8 0..:; 2 0 ' x.198'' r 2 ... .2.8€ ; 4 3 17 M5 1 •• 11.98 2 2.578 2 2.576 3 0 2 68.75 3 71.933 2 18' : 1198'3 .. ..002 ` . 3 `. 2 0 .: 2 -.222 2 „•.. 2..961`... .. 13Z. 19 2 10.075 2 2.366 2 2.363 3 0 2 42.044 3 45.197 2 20. :' 411 10.075 3 .002 .x: . t., ,.0 ,< 2 0 . r 2 , .22 e .. 2.. = ' 2.934 3 - 21 M6 1 18.75 2 3.025 2 3.025 3 0 2 178.235 3 181.478 2 22.;.. . ., ,18.75 :;< , 6 .,~ ..3. „i,t `.0 ...� 2 .% 0 ,.:. :2 . ,;;2,26 ,,,..27,.,-litifitEhmgazteingivigga >3s<; 23 2 11.98 2 2.607 2 2.605 3 0 2 68.75 3 71.933 2 24 ,-F' 11. 3 .'.002£:', 3 °C 0 20 2 .. -.222 . `' 961` ` .. :: Envelope Joint Reactions Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-fl] LC 1 N48 max 0 3 18.75 3 0 2 .226 2 0 2 3.016 3 2 " ::.,...k .mm =3.028 2 .'118.x.1: 2 -3:0225 3`:.: 1:78.235 3 , }. ..;2 <..a 17 .2:; 3 Totals: max 0 3 18.75 3 0 2 11f• 4 ., t11ii 3026 .2., v. 7s.: 2 -3025.:..3 . Envelope AISC 14th(360-10):LRFD Steel Code Checks • Member Shape Code Check Loc[ft1LC Shear Check Loc[ftlDirLC phi*Pnc...phi*Pnt...phi*Mn...phi*Mn...Cb Ean 1 MlP3 5x0.28 .653 0 2 .021 0 2 89.222 89.222 7.64 7.64 1 H1-lb 2 :- M2 II P 0x0.3"5 0 :=2=' .002 0 2a 1 : .602'633373 4#::41 1,14.1 14 1 f i-lb 3 M3 P30x0.375 .033 0 2 .004 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-1b 4" M4' P30x0.375' .043 '`'; 0 2 .005 , .:!:.:...:::)3'-1:11.!.:;1!,,:',;'T 1521•.6424$0.a.47.411-4014 144140 1 H1hlb 5 M5 P30x0.375 .067 0 2 .005 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-lb 6 ` "M6 ' P30X0.3775' .165`` . 0 2 .006 0 2`1521.6021;633:3731=14114141`141=414:1 H1-lb RISA-3D Version 14.0.1 [G:\...\...\...\...\...\Seismic\37516-0026.004.7700 With Concealment.rt3] Page 4