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Report RECEivEi Date: May 21, 2015 JUN 3 0 2 015 00 ssoeT r;� Sophia Yun CIT y SSOE Group Crown Castle OF TIGAHp 320 Seven Springs Way, Suite 220 12725 Morris Road Extension, Suite 400 UILDING DIM!' Brentwood, TN 37027 Alpharetta, GA 30004 (615) 661-7585 (678) 259-2254 jshaikh @ssoe.com Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: P001373B Carrier Site Name: Greenburg Crown Castle Designation: Crown Castle BU Number: 824338 Crown Castle Site Name: Greenburg Crown Castle JDE Job Number: 334334 Crown Castle Work Order Number: 1062031 Crown Castle Application Number: 290281 Rev. 1 Engineering Firm Designation: SSOE Group Project Number: 015-00428-00 BC 0733 Site Data: 11744 SW Pacific Hwy, Tigard, OR 97223, Washington County Latitude 45°26'6.17", Longitude -122° 45'33.14" 130 Foot—Valmont Monopole Tower Dear Ms. Sophia Yun, SSOE Group 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 788263, in accordance with application 290281, revision 1. 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/reserved loading.respectively. The analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 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 We at SSOE Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Junaid I. Shaikh ,�p. •z Respectfully submitted by: ,, OFF•P,c) # GINE /0 /41,\4. 80746 OREGON ,s, Sean B. Smith, SE Department Manager 1`s eH 1� � 5 1115 ... tiC tnxTower Report-version 6.1.4.1 'c1A/ 8 5� May 21, 2015 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 015-00428-00, Application 290281, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3- Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 5—Section Capacity (Summary) Table 6—Tower Component Stresses vs. Capacity 4.1) Recommendations 5) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8) APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 May 21, 2015 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 015-00428-00, Application 290281, Revision 1 Page 3 1) INTRODUCTION The existing 130' monopole has twelve sides and is evenly tapered from 41" (flat-flat) at the base to 14.76" (flat- flat) at the top. It has three major sections, connected with slip joints. The structure is galvanized and has no tower lighting. The tower was originally designed for Western Wireless by Valmont Industries, Inc. of West Highway, Nebraska for a 85 mph wind speed with 0.5" radial ice in accordance with EIA/TIA-222-E. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 85 mph with no ice, 30 mph with 1" ice thickness and 60 mph under service loads, exposure category C. The design of the existing structure meets the requirements of TIA-222-G and ASCE 7-05 for wind loading and the seismic provisions of the 2014 Oregon Structural Specialty Code (OSSC), TIA-222-G and ASCE 7-05. Seismic loads were considered utilizing the TIA-222-G standard. Based on TIA-222-G, the seismic effects may be ignored due to the earthquake spectral response acceleration at short periods (Ss) for this site being less than or equal to 1.00. The wind effects control the maximum tower loading. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 127.0 131.0 3 RFS Celwave APXVFWW24X-C-NA20 2 7/8 1 w/Mount Pipe I I Notes: 1) See Appendix B for the proposed coax layout. Table 2-Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 134.0 1 GPS GPS_A 3 Andrew TMBXX-6517-R2M w/ 16 1-5/8 Mount Pipe 1 1-1/4 3 Nokia FRIG 1 1/2 1 Raycap RNSNDC-7771-PF-48 132.0 3 Andrew TMBX0(-6517-R2M w/ Mount Pipe 127.0 3 Andrew TMBX-6517-R2M w/ Mount Pipe 2 I Raycap RNSNDC-7771-PF-48 8 1-5/8 1 r 6 1 Andrew E15S08P78 131.0 3 RFS Celwave IAPXI7DWV-17DWV-S-E- A20 w/Mount Pipe 2 Nokia FXFB 127.0 1 (Platform Mount[LP 713-1] tnxTower Report-version 6.1.4.1 May 21, 2015 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 015-00428-00, Application 290281, Revision 1 Page 4 ' Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer (ft) Lines Size(in) 119.0 6 Jaybeam wireless PCSS065-19-2 w/Mount 118.0 Pipe 6 1-5/8 118.0 1 1 I T-Arm Mount[TA 602-3] 114.0 I 1 Radiowaves I SP1-5.2 113.0 I 2 Radiowaves I HP2-23 2 1/2 109.0 3 Kathrein 1840 10057 w/Mount Pipe 1 3/8 110.0 3 3/8 3 Nextnet wireless r BTS-2500 3 1/4 109.0 1 Pipe Mount[PM 601-3] 2 Amphenol BXA-171063-8CF-EDIN-X w/Mount Pipe 1 Antel BXA-185063/12CF w/ Mount Pipe 1 Antel BXA-185085/12CF w/ Mount Pipe 2 Antel BXA-70040/8CF w/Mount Pipe 1 Antel BXA-70063-8CF-EDIN-X w/Mount Pipe - 90.0 90.0 BXA-70063/8CF w/ Mount 13 1-5/8 2 Antel Pipe 1 1/2 1 Antel BXA-70080-8CF-EDIN-0 w/Mount Pipe 1 CSS FAXP19-45-0 w/Mount Pipe 1 CSS XP20-45-0D w/Mount Pipe I 3 Ericsson 1 RRU-11 I 1 I Raycap I RCMDC-3315-PF-48 I 1 I 1 T-Arm Mount[TA 602-3] Notes: 1) Existing equipment to be removed;not considered in this analysis. Table 3 - Design Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 130 130 12 Generic D8978H90 1 I Mini Platform 110 110 I 12 Generic I D8978H90 1 I Mini Platform 100 100 I 1 Generic I 4'6GHz Dish 80 I 80 I 1 I Generic I 4'6GHz Dish I I tnxTower Report-version 6.1.4.1 May 21, 2015 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 015-00428-00, Application 290281, Revision 1 Page 5 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source Geotechnical Reports Dames& Moore Doc ID#: 3512100 Crown DMZ Job#: 32140- 001-016, dated 6/18/96 1 T Tower Foundation Drawings Miller Consulting Engineers Job#: 960455, dated 6/28/96 Doc ID#: 3675342 Crown DMZ Tower Manufacturer Valmont Order#: 13135-96, Doc ID#: 3675330 Crown DMZ Drawings dated 6/17/96 Previous Structural GPD Associates, LLC Analysis Project#: 2013777.824338.01 Doc ID#: 4023237 Crown DMZ dated 6/11/12 3.1) Analysis Method tnxTower(version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and foundation were constructed in accordance with their original design and maintained per the manufacturer's specifications, are in good condition, and the tower is twist free and plumb. 2) All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. 3) All equipment model numbers, quantities, and centerline elevations are as provided in the CCI CAD package, dated 05/15/15 with any adjustments as noted below. a. Per recent site photos, the coax at the 90' level are shown in an incorrect location and configuration. The base level drawing has been updated accordingly. This analysis may be affected if any assumptions are not valid or have been made in error. SSOE Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 -Section Capacity (Summary) Section Component Critical SF`P_allow No. Elevation(ft) Type Size Element P(K) (K) (Capacity Pass/Fail L1 130-80.9167 Pole TP25.07x14.76x0.219 1 -9.80 1146.98 71.8 Pass L2 80.9167 Pole TP32.16x23.7743x0.313 2 -16.47 2196.08 72.5 Pass 45.0834 L3 45.0834-0 Pole TP41x30.5011x0.375 3 -29.23 3341.22 74.1 Pass •Summary Pole(L3) 74.1 Pass I Rating= 74.1 Pass tnxTower Report-version 6.1.4.1 May 21, 2015 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 015-00428-00, Application 290281, Revision 1 Page 6 Table 6 -Tower Component Stresses vs. Capacity— LC5 Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods 65.8% Pass 1 Base Plate 37.3% Pass 1 Base Foundation (Structure) 68.4% Pass 1 Base Foundation (Soil Interaction) 71.9% Pass Structure Rating (max from all components) = 74.1% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The existing tower and its foundations are sufficient for the proposed loads and do not require modifications. 5) DISCLAIMER OF WARRANTIES SSOE Group has not performed a site visit to the tower to verify member sizes or antenna/coax loading. SSOE Group shall be contacted immediately if the existing conditions are not as represented on the tower elevation contained in this report in order to evaluate the significance of the discrepancy. SSOE Group has not performed a condition assessment of the tower foundation. This report does not replace a full tower inspection The engineering services rendered by SSOE Group in connection with this structural analysis are limited to an analysis of the tower structure and theoretical capacity of its main structural members. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as part of our work. We recommend that material of suitable size and strength be purchased from a reputable tower manufacturer. SSOE Group makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. SSOE Group will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data contained in this report. The maximum liability of SSOE Group pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report-version 6.1.4.1 May 21, 2015 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 015-00428-00,Application 290281, Revision 1 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 I ■ 130.0 ft I DESIGNED APPURTENANCE LOADING IIIJ I TYPE ELEVATION TYPE _ ELEVATION (2)Beacon UgM(5.5"Dlam x9"Tall) 127 840 10057 w/Mourn Pipe 109 TMBXX-6517-R2M w/Maud Pipe 127 _ BTS-2500 109 FRIG 127 840 10057 w/Mount Pipe 109 BTS-2500 4X-C-w R PIS MBX)G51 Mou'Pipe 127 HP2- [PM 601-31 109 FRIG 127 HP2-23 109 P FXFB 127 SP1-5.2 109 APXVFVVW24X-C-NA20 w/Maud Pipe 127 BXA•70080•8CF-EDIN-0 w/Moot Pipe 90 TMBXX-65l7-R2M w/Mood Pipe 127 RRU-11 90 GPS_A 127 RCMDC-3315-PF-48 90 O ,, p `-`i o r FRIG 127 (2)BXA-70040/8CF w/Mount Pipe 90 m v APXVFWW24X-C•NA20 w/Maul Pipe 127 AXP19-45-0 Wl Mount Pipe 90 RNSNDC-7771-PF-48 127 XP20.45.00 w/Mount Pipe 90 (2)6'x2"mount pipe 127 RRU-11 90 (2)6 x2"mount pipe 127 BXA-171063-8CF-EDIN-X w/Mount 90 (2)6 x 2"mount pipe 127 Pipe Platform Mount[LP 713.1] 127 BXA-185083/12CF w/Mount Pipe 90 (2)PCSS065-19-2 w/Mount Pipe 118 BXA-70063/BCF w/Mount Pipe 90 (2)PCSS065.19.2 w/Mout Pipe 118 BXA-70063-8CF-EDIN-X w/Mount 90 (2)PCSS065.19-2 w/Mount Pipe 118 Pipe 6 x2"moult pipe 118 RRU-11 90 Is — 6 z 2"mount pipe 118 1 T-Arm Mount[TA 802-3] 90 6 z 2"mount pipe 118 BXA-171063-8CF-EDIN•X wl Mout 90 / 80.9 ft Pipe T•Aml Mourn(TA 602.3( 118 BXA-185085/12CF w/Mount Pipe 90 840 10057 wl Moot Pipe 108 BXA-70063/8CF w/Mount Pipe 90 BTS-2500 109 MATERIAL STRENGTH GRADE Fy Fu GRADE—T-- ---1 Fu A572-65 65 ksi 80 Imi N TOWER DESIGN NOTES N m 0 1. Tower is located in Washington County,Oregon. nt – a M 2. Tower designed for Exposure C to the TIA-222-G Standard. o H M 3. Tower designed for a 85 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 ■7 8. TOWER RATING:74.1% / 45.1 ft �11 ALL REACTIONS ARE FACTORED 8 AXIAL E N E g _8 67 K o SHEAR MOMENT 3 K / 310 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 29 K 3K I MOMENT 2 23 K � 2023 kip-ft 0.0ft 74 I TORQUE 1 kip-ft s REACTIONS-85 mph WIND ▪ E c I o° s 1 .s onn -I z t- a r m c3 3 /►/►A Al SSOE GROUP lob:BU 824338 55Qb320 Seven Springs Way,Suite 350 P`°pa'015-0028.00 Brentwood,TN 37027 c"":ccl Drawn by.15264AP": Phone:(815)309-1994 Code' TIA-222-G Date:05/21/15 ScB1e: NTS FAX:(615)661-7569 Path:c.1d:n1d15328931B11.824338.ed Dw9 Na-E-1 Feed Line Distribution Chart I 0' - 130' nand Fit ...c ar • ,3000 Face A Face B Face C 13900 127.00 127.00 ..------- 118.00 118.00 109.00 10.00 W moo 90.00 80.92 _.. ._. ._. ._. .........80.92 m a 4 a N LL -U 9 - W ? ? • - F z. U LL 45.09 . s ..._... _. __ ._.._._ _. ....__... :.. ............ 45.08 8.00 8.00 0.00 0.00 • r SSOE GROUP Job BU 824338 ��990e 320 Seven Springs Way,Suite 350 "01°4'015.00428.00 )� Brentwood,TN 37027 al":CCi Drawnby.1528414*d' Phone:(615)309-1994 code: TIA-222-G,Date:05/21/15 sc81e: NTS FAX:(615)661-7569 Path c:ldgn1d153289318U-824338.ed Dw9 No.E-7 Page trtxTower Job BU 824338 1 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN37027 Client Designed by Phone:(615)309-1994 COI FAX:(615)661-7569 15264 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 85 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 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. - Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals 4 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients J Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends 1 Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation Section Splice Nambrr Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft f! ft Sides in in in in Ll I30.00-80.92 49.08 4.08 12 14.7600 25.0700 0.2190 0.8760 A572-65 (65 ksi) L2 80.92-45.08 39.92 4.92 12 23.7743 32.1600 0.3130 1.2520 A572-65 (65 ksi) Job Page tnxTower BU 824338 2 of 14 • SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN37027 Client Designed by Phone:(615)309-1994 CCI FAX. (615)661-7569 15264 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius if ft ft Sides in in in in L3 45.08-0.00 50.00 12 30.5011 41.0000 0.3750 1.5000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area / r C UC J It/Q w wit in in2 in' in in in3 in' in2 in LI 15.2807 10.2540 276.7380 5.2057 7.6457 36.1953 560.7462 5.0467 3.3688 15.382 25.9544 17.5244 1381.3939 8.8967 12.9863 106.3735 2799.0786 8.6250 6.1318 27.999 L2 25.5010 23.6457 1661.2778 8.3991 12.3151 134.8978 3366.1993 11.6377 5.5327 17.676 33.2945 32.0973 4155.1982 11.4012 16.6589 249.4284 8419.5581 15.7973 7.7800 24.856 L3 32.6459 36.3773 4214.0784 10.7852 15.7996 266.7209 8538.8653 17.9038 7.1693 19.118 42.4463 49.0547 10333.6372 14.5437 21.2380 486.5636 20938.7506 24.1432 9.9830 26.621 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in • LI 1 1 1 130.00-80.92 L2 80.92-45.08 1 1 1 L3 45.08-0.00 1 I I 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 LDF7-50A(1-5/8") A Surface Ar 1 18.00-8.00 6 6 0.150 1.9800 0.82 (CaAa) 0.350 LDF7-50A(1-5/8") C Surface Ar 90.00-8.00 6 6 0.300 1.9800 0.82 (CaAa) 0.450 W BC-600(1/2") B Surface Ar 90.00-8.00 1 1 -0.400 0.5900 0.13 (CaAa) -0.400 LDF7-50A(1-5/8") B Surface Ar 90.00-8.00 7 6 -0.350 1.9800 0.82 (CaAa) -0200 Safety Line(3/8") C Surface Ar 130.00-8.00 1 1 0.000 0.3750 0.22 (CaAa) 0.000 Step Pegs C Surface Ar 130.00-8.00 1 1 0.000 0.8000 2.72 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAA, Weight or Shield Type Number Leg .t fi2/fi Pf • 1/2"Power Cable C No Inside Pole 130.00-8.00 I No Ice 0.00 0.50 1/2"Ice 0.00 0.50 Page tnxTower Job BU 824338 3 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCl _ FAX-(615)661-7569 15264 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg .R f(Ik pl 1"Ice 0.00 0.50 7/16"Ground Cable C No Inside Pole 130.00-8.00 1 No Ice 0.00 0.55 1/2"Ice 0.00 0.55 1"Ice 0.00 0.55 LDF4-50A(1/2") C No Inside Pole 127.00-8.00 1 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 LDF7-50A(1-5/8") C No Inside Pole 127.00-8.00 16 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 ASU9323TYP01(1-1/4) C No Inside Pole 127.00-8.00 I No Ice 0.00 1.05 1/2"Ice 0.00 1.05 1"Ice 0.00 1.05 LDF5-50A(7/8") C No Inside Pole 127.00-8.00 2 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 LDF4-50A(1/2") C No Inside Pole 127.00-8.00 1 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 LDF7-50A(1-5/8") C No Inside Pole 127.00-8.00 16 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 . 1"Ice 0.00 0.82 LDF1-50A(1/4") C No Inside Pole 109.00-8.00 3 No Ice 0.00 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 • LDF2-50(3/8") C No Inside Pole 109.00-8.00 3 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 LDF4-50A(l/2") C No Inside Pole 109.00-8.00 2 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 I"Ice 0.00 0.15 100266(7/16") C No Inside Pole 109.00-8.00 1 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 7/16"Ground Cable C No Inside Pole 109.00-8.00 1 No Ice 0.00 0.55 1/2"Ice 0.00 0.55 1"Ice 0.00 0.55 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ar CAAA CAAA 11'eight Section Elevation In Face Out Face ft .12 ft2 ft2 .112 K LI 130.00-80.92 A 0.000 0.000 44.055 0.000 0.18 B 0.000 0.000 11.327 0.000 0.05 C 0.000 0.000 16.558 0.000 1.58 L2 80.92-45.08 A 0.000 0.000 42.570 0.000 0.18 B 0.000 0.000 44.684 0.000 0.21 C 0.000 0.000 46.780 0.000 1.38 L3 45.08-0.00 A 0.000 0.000 44.055 0.000 0.18 B 0.000 0.000 46.243 0.000 0.22 C 0.000 0.000 48.412 0.000 1.43 Feed Line/Linear Appurtenances Section Areas - With Ice . tnxTower Job Page BU 824338 4 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCI • FAX: (615)661-7569 15264 Tower Tower Face Ice AR AF C.44 C.A4 Weight Section Elevation or Thickness In Face Out Face f Leg in .112 ft2 ft2 fie K LI 130.00-80.92 A 2.242 0.000 0.000 75.858 0.000 1.31 B 0.000 0.000 23.191 0.000 0.43 C 0.000 0.000 68.376 0.000 2.62 L2 80.92-45.08 A 2.132 0.000 0.000 73.301 0.000 1.27 B 0.000 0.000 91.487 0.000 1.69 C 0.000 0.000 109.654 0.000 3.03 L3 45.08-0.00 A 1.925 0.000 0.000 74.833 0.000 1.25 B 0.000 0.000 92.832 0.000 1.65 C 0.000 0.000 110.812 0.000 3.02 Feed Line Center of Pressure Section Elevation CPx CP/ CPx CPz Ice Ice Jt in in in in LI 130.00-80.92 -0.4550 -0.6787 -0.3815 -0.2912 L2 80.92-45.08 -0.5200 -0.7722 -0.4058 -0.5213 L3 45.08-0.00 -0.5295 -0.7720 -0.4561 -0.5765 Shielding Factor Ka Tower Feed Line Description Feed Line K K Section Record No. Segment Elev. No Ice Ice LI 10 LDF7-50A(1-5/8") 80.92-118.00 1.0000 1.0000 LI 15 LDF7-50A(1-5/8") 80.92-90.00 1.0000 1.0000 LI 16 WBC-600(112") 80.92-90.00 1.0000 1.0000 LI 17 LDF7-50A(I-5/8") 80.92-90.00 1.0000 1.0000 LI 18 Safety Line(3/8") 80.92-130.00 1.0000 1.0000 LI 19 Step Pegs 80.92-130.00 1.0000 1.0000 L2 10 LDF7-50A(1-5/8") 45.08-80.92 1.0000 1.0000 L2 15 LDF7-50A(1-5/8") 45.08-80.92 1.0000 1.0000 L2 16 WBC-600(1/2") 45.08-80.92 1.0000 1.0000 L2 17 LDF7-50A(1-5/8") 45.08-80.92 1.0000 1.0000 L2 18 Safety Line(3/8") 45.08-80.92 1.0000 1.0000 L2 19 Step Pegs 45.08-80.92 1.0000 1.0000 Discrete Tower Loads Job Page tnxTower BU 824338 5 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCI . FAX. (615)661-7569 15264 Description Face Offset Offsets: Azimuth Placement CAAA Ck44 Weight or Type Hor- Adjustment Front Side Leg Lateral Vert ft ` ft fi2 fi2 K .t ft (2)Beacon Light(5.5"Diam B From Leg 4.00 0.0000 127.00 No Ice 0.28 0.28 0.01 x 9"Tall) 0.00 1/2"Ice 0.36 0.36 0.01 4.00 1"Ice 0.46 0.46 0.02 TMBXX-6 6517-R2M w/ A From Leg 3.86 15.0000 127.00 No Ice 8.98 6.96 0.07 Mount Pipe 1.04 1/2"Ice 9.65 8.18 0.14 5.00 1"Ice 10.29 9.14 0.22 FRIG A From Leg 3.86 15.0000 127.00 No Ice 2.79 1.10 0.06 1.04 1/2"Ice 3.02 1.27 0.07 5.00 1"Ice 3.25 1.44 0.09 FXFB A From Leg 3.86 15.0000 127.00 No Ice 4.13 1.12 0.06 1.04 1/2"Ice 4.40 1.30 0.08 0.00 1"Ice 4.68 1.49 0.10 APXVFWW24X-C-NA20 w/ A From Leg 3.86 15.0000 127.00 No Ice 11.31 9.70 0.09 Mount Pipe 1.04 l/2"Ice 11.93 10.80 0.18 4.00 1"Ice 12.55 11.77 0.27 TMBXX-65 1 7-R2M w/ B From Leg 3.86 15.0000 127.00 No Ice 8.98 6.96 0.07 Mount Pipe 1.04 1/2"Ice 9.65 8.18 0.14 . 5.00 I"Ice 10.29 9.14 0.22 FRIG B From Leg 3.86 15.0000 127.00 No Ice 2.79 1.10 0.06 1.04 1/2"Ice 3.02 1.27 0.07 5.00 1"Ice 3.25 1.44 0.09 . FXFB B From Leg 3.86 15.0000 127.00 No Ice 4.13 1.12 0.06 1.04 1/2"Ice 4.40 1.30 0.08 0.00 1"Ice 4.68 1.49 0.10 APXVFWW24X-C-NA20 w/ B From Leg 3.86 15.0000 127.00 No Ice 11.31 9.70 0.09 Mount Pipe 1.04 1/2"Ice 11.93 10.80 0.18 4.00 1"Ice 12.55 11.77 0.27 TMBXX-6 6517-R2M w/ C From Leg 3.86 15.0000 127.00 No Ice 8.98 6.96 0.07 Mount Pipe 1.04 1/2"Ice 9.65 8.18 0.14 5.00 1"Ice 10.29 9.14 0.22 GPS_A C From Leg 3.86 15.0000 127.00 No Ice 0.30 0.30 0.00 1.04 1/2"Ice 0.37 0.37 0.00 7.00 1"Ice 0.46 0.46 0.01 FRIG C From Leg 3.86 15.0000 127.00 No Ice 2.79 1.10 0.06 1.04 1/2"Ice 3.02 1.27 0.07 5.00 1"Ice 3.25 1.44 0.09 APXVFWW24X-C-NA20 w/ C From Leg 3.86 15.0000 127.00 No Ice 11.31 9.70 0.09 Mount Pipe 1.04 1/2"Ice 11.93 10.80 0.18 4.00 1"Ice 12.55 1 1.77 0.27 RNSNDC-7771-PF-48 C From Leg 3.86 15.0000 127.00 No Ice 3.19 1.16 0.01 1.04 1/2"Ice 3.43 1.33 0.03 5.00 1"Ice 3.68 1.51 0.06 (2)6'x 2"mount pipe A From Leg 3.86 0.0000 127.00 No Ice 1.44 1.44 0.02 1.04 1/2"Ice 1.93 1.93 0.03 0.00 1"Ice 2.30 2.30 0.05 (2)6'x 2"mount pipe B From Leg 3.86 0.0000 127.00 No Ice 1.44 1.44 0.02 1.04 1/2"Ice 1.93 1.93 0.03 0.00 1"Ice 2.30 2.30 0.05 (2)6'x 2"mount pipe C From Leg 3.86 0.0000 127.00 No Ice 1.44 1.44 0.02 1.04 1/2"Ice 1.93 1.93 0.03 0.00 I"Ice 2.30 2.30 0.05 Platform Mount[LP 713-1] C None 0.0000 127.00 No Ice 31.27 31.27 1.51 1/2"Ice 39.68 39.68 1.93 1"Ice 48.09 48.09 2.35 (2)PCSS065-19-2 w/Mount A From Face 4.00 -30.0000 1 18.00 No Ice 6.24 3.35 0.04 Pipe 0.00 1/2"Ice 6.81 4.80 0.09 ` 1.00 1"Ice 7.36 5.99 0.14 ZnxTower Job Page BU 824338 6 of 14 - SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCI - FAX:(615)661-7569 15264 Description Face Offset Offsets: Azimuth Placement C4A4 CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert fi ° .R .1i2 1t2 K it .1 (2)PCSS065-19-2 w/Mount B From Face 4.00 -30.0000 118.00 No Ice 6.24 3.35 0.04 Pipe 0.00 1/2"Ice 6.81 4.80 0.09 1.00 1"Ice 7.36 5.99 0.14 (2)PCSS065-19-2 w/Mount C From Face 4.00 -60.0000 118.00 No Ice 6.24 3.35 0.04 Pipe 0.00 1/2"Ice 6.81 4.80 0.09 1.00 1"Ice 7.36 5.99 0.14 6'x 2"mount pipe A From Leg 3.86 0.0000 118.00 No Ice 1.44 1.44 0.02 1.04 1/2"Ice 1.93 1.93 0.03 0.00 I"Ice 2.30 2.30 0.05 6'x 2"mount pipe B From Leg 3.86 0.0000 118.00 No Ice 1.44 1.44 0.02 1.04 1/2"Ice 1.93 1.93 0.03 0.00 1"Ice 2.30 2.30 0.05 6'x 2"mount pipe C From Leg 3.86 0.0000 118.00 No Ice 1.44 1.44 0.02 1.04 1/2"Ice 1.93 1.93 0.03 0.00 1"Ice 2.30 2.30 0.05 T-Arm Mount[TA 602-3] C None 0.0000 118.00 No Ice 11.59 11.59 0.77 1/2"Ice 15.44 15.44 0.99 1"Ice 19.29 19.29 1.21 840 10057 w/Mount Pipe A From Face 1.00 -20.0000 109.00 No Ice 3.50 3.34 0.05 0.00 1/2"Ice 4.10 4.17 0.09 1.00 1"Ice 4.64 4.87 0.13 BTS-2500 A From Face 1.00 -20.0000 109.00 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 0.06 840 10057 w/Mount Pipe B From Face 1.00 -20.0000 109.00 No Ice 3.50 3.34 0.05 0.00 1/2"Ice 4.10 4.17 0.09 1.00 1"Ice 4.64 4.87 0.13 BTS-2500 B From Face 1.00 -20.0000 109.00 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 0.06 840 10057 w/Mount Pipe C From Face 1.00 -10.0000 109.00 No ke 3.50 3.34 0.05 0.00 1/2"Ice 4.10 4.17 0.09 1.00 1"Ice 4.64 4.87 0.13 BTS-2500 C From Face 1.00 -10.0000 109.00 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 Pipe Mount[PM 601-3] C None 0.0000 109.00 No Ice 4.39 4.39 0.20 1/2"Ice 5.48 5.48 0.24 1"Ice 6.57 6.57 0.28 BXA-171063-8CF-EDIN-X A From Face 4.00 25.0000 90.00 No Ice 3.16 3.33 0.03 w/Mount Pipe 0.00 1/2"Ice 3.53 3.94 0.06 0.00 1"Ice 3.94 4.56 0.10 BXA-185085/12CF w/Mount A From Face 4.00 25.0000 90.00 No Ice 5.01 5.31 0.04 Pipe 0.00 1/2"Ice 5.56 6.48 0.08 0.00 1"Ice 6.08 7.37 0.14 BXA-70063/8CF w/Mount A From Face 4.00 25.0000 90.00 No Ice 10.89 7.63 0.06 Pipe 0.00 1/2"Ice 11.60 9.11 0.13 0.00 1"Ice 12.32 10.61 0.22 BXA-70080-8CF-EDIN-0 w/ A From Face 4.00 25.0000 90.00 No Ice 8.44 8.70 0.06 Mount Pipe 0.00 1/2"Ice 9.13 10.20 0.13 0.00 1"Ice 9.83 11.70 0.21 • RRU-11 A From Face 4.00 25.0000 90.00 No Ice 1.91 1.47 0.04 0.00 1/2"Ice 2.10 1.65 0.06 0.00 1"Ice 2.30 1.83 0.08 RCMDC-3315-PF-48 A From Face 4.00 25.0000 90.00 No Ice 4.33 2.56 0.03 - 0.00 1/2"Ice 4.61 2.79 0.06 0.00 I"Ice 4.90 3.04 0.10 Page tnxTower Job BU 824338 7 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCI . FAX. (615)661-7569 15264 Description Face Offset Offsets: Azimuth Placement CARA CAAA Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert ft ft ft' ft1 K f it (2)BXA-70040/8CF w/ B From Face 4.00 20.0000 90.00 No Ice 22.27 10.18 0.08 Mount Pipe 0.00 1/2"Ice 23.14 11.69 0.21 0.00 1"Ice 24.03 13.21 0.36 AXP19-45-0 w/Mount Pipe B From Face 4.00 20.0000 90.00 No Ice 4.91 3.25 0.03 0.00 1/2"Ice 5.34 3.84 0.07 0.00 1"Ice 5.79 4.45 0.11 XP20-45-0D w/Mount Pipe B From Face 4.00 20.0000 90.00 No Ice 7.12 4.75 0.04 0.00 1/2"Ice 7.74 5.85 0.09 0.00 1"Ice 8.33 6.69 0.15 RRU-11 B From Face 4.00 20.0000 90.00 No Ice 1.91 1.47 0.04 0.00 1/2"Ice 2.10 1.65 0.06 0.00 1"Ice 2.30 1.83 0.08 BXA-171063-8CF-EDIN-X C From Face 4.00 -20.0000 90.00 No Ice 3.16 3.33 0.03 w/Mourn Pipe 0.00 1/2"Ice 3.53 3.94 0.06 0.00 1"Ice 3.94 4.56 0.10 BXA-185063/12CF w/Mount C From Face 4.00 -20.0000 90.00 No Ice 5.01 5.31 0.04 Pipe 0.00 1/2"Ice 5.56 6.48 0.09 . 0.00 1"Ice 6.08 7.37 0.14 BXA-70063/8CF w/Mount C From Face 4.00 -20.0000 90.00 No Ice 10.89 7.63 0.06 Pipe 0.00 1/2"Ice 11.60 9.11 0.13 0.00 1"Ice 12.32 10.61 0.22 . BXA-70063-8CF-EDIN-X w/ C From Face 4.00 -20.0000 90.00 No Ice 10.91 8.18 0.06 Mount Pipe 0.00 1/2"Ice 11.61 9.67 0.14 0.00 1"Ice 12.33 11.17 0.22 RRU-11 C From Face 4.00 -20.0000 90.00 No Ice 1.91 1.47 0.04 0.00 1/2"Ice 2.10 1.65 0.06 0.00 1"Ice 2.30 1.83 0.08 T-Arm Mount[TA 602-3] C None 0.0000 90.00 No Ice 11.59 11.59 0.77 1/2"Ice 15.44 15.44 0.99 I"Ice 19.29 19.29 1.21 Dishes I Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Hor_ Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ° ft ft fit K HP2-23 B Paraboloid From 1.00 -70.0000 109.00 2.04 No Ice 3.27 0.03 w/Radome Face 0.00 1/2"Ice 3.55 0.05 4.00 1"Ice 3.82 0.03 HP2-23 C Paraboloid From 1.00 40.0000 109.00 2.04 No Ice 3.27 0.03 w/Radome Face 0.00 1/2"Ice 3.55 0.05 4.00 I"Ice 3.82 0.03 SP1-5.2 C Paraboloid From 1.00 30.0000 109.00 1.00 No Ice 0.79 0.02 w/Radome Face 0.00 1/2"Ice 0.92 0.02 5.00 1"Ice 1.06 0.02 Job Page tnxTower BU 824338 8 of 14 SSOE GROUP Project Date • 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN37027 Client Designed by Phone:(615)309-1994 C C I FAX (615)661-7569 15264 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+l.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 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+l.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+l.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+l.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft 1)pe Load Moment Moment Comb. K kip ft kip-ft Job Page . tnxTower BU 824338 9 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCl . FAX (615)661-7569 15264 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip;fl kip-fl LI 130-80.9167 Pole Max Tension 8 0.00 0.00 -0.00 Max.Compression 26 -32.25 -1.95 2.52 Max.Mx 8 -9.80 -396.66 -0.00 Max My 2 -9.98 -0.74 382.36 Max Vy 8 15.19 -396.66 -0.00 Max.Vx 2 -14.13 -0.74 38236 Max.Torque 6 1.25 L2 80.9167- Pole Max Tension 1 0.00 0.00 0.00 45.0834 Max.Compression 26 -45.42 -1.07 4.24 Max Mx 8 -16.47 -987.05 0.72 Max My 2 -16.61 -1.73 926.96 Max Vy 8 18.60 -987.05 0.72 Max Vx 2 -16.98 -1.73 926.96 Max.Torque 6 1.25 L3 45.0834-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -66.93 0.34 6.39 Max.Mx 8 -29.23 -2022.73 1.71 Max.My 2 -29.23 -3.11 1872.63 Max.Vy 8 22.60 -2022.73 1.71 Max.Vx 2 -20.67 -3.11 1872.63 . Max.Torque 6 1.24 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Hori=ontal,Z Load K K K Comb. Pole Max Vert 26 66.93 0.00 -0.00 Max.H, 21 21.94 22.50 -0.03 Max.H, 3 21.94 -0.03 20.64 Max.M, 2 1872.63 -0.03 20.63 Max.M, 8 2022.73 -22.56 0.01 Max.Torsion 6 1.24 -18.54 10.32 Min.Vert 9 21.94 -22.56 0.01 Min.Hz 9 21.94 -22.56 0.01 Min.H, 15 21.94 0.02 -20.61 Min.M, 14 -1868.47 0.02 -20.61 Min.M, 20 -2015.33 22.50 -0.03 Min.Torsion 18 -1.20 18.51 -10.33 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M K K K kip-.1t kip-.11 tapJt Dead Only 24.38 -0.00 0.00 -0.54 0.03 -0.00 1.2 Dead+1.6 Wind 0 deg-No 29.25 0.03 -20.63 -1872.63 -3.11 -0.48 Ice 0.9 Dead+1.6 Wind 0 deg-No 21.94 0.03 -20.64 -1848.93 -3.08 -0.48 Ice 1.2 Dead+1.6 Wind 30 deg-No 29.25 10.72 -17.88 -1622.07 -975.68 -0.97 - Ice tnxTower Job Page BU 824338 10 of 14 • SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCI • FAX(615)661-7569 15264 Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment,M Moment,M K K K lap-/t kep J1 kip ft 0.9 Dead+1.6 Wind 30 deg-No 21.94 10.72 -17.88 -1601.26 -963.29 -0.97 Ice 1.2 Dead+1.6 Wind 60 deg-No 29.25 18.54 -10.32 -935.73 -1687.30 -1.24 Ice 0.9 Dead+l.6 Wind 60 deg-No 21.94 18.54 -10.32 -923.66 -1665.89 -1.24 Ice 1.2 Dead+1.6 Wind 90 deg-No 29.25 22.56 -0.01 -1.71 -2022.73 -1.12 Ice 0.9 Dead+1.6 Wind 90 deg-No 21.94 22.56 -0.01 -1.53 -1997.64 -1.12 Ice 1.2 Dead+1.6 Wind 120 deg- 29.25 19.34 10.75 953.63 -1725.47 -0.71 No Ice 0.9 Dead+1.6 Wind 120 deg- 21.94 19.34 10.75 941.80 -1703.80 -0.71 No Ice 1.2 Dead+1.6 Wind 150 deg- 29.25 10.87 18.15 1636.08 -984.34 -0.11 No Ice 0.9 Dead+1.6 Wind 150 deg- 21.94 10.87 18.15 1615.53 -971.90 -0.11 No Ice 1.2 Dead+1.6 Wind 180 deg- 29.25 -0.02 20.61 1868.47 2.23 0.47 No Ice 0.9 Dead+1.6 Wind 180 deg- 21.94 -0.02 20.61 1845.16 2.21 0.47 No Ice 1.2 Dead+1.6 Wind 210 deg- 29.25 -10.72 17.89 1622.12 975.47 0.96 No Ice ▪ 0.9 Dead+1.6 Wind 210 deg- 21.94 -10.72 17.89 1601.65 963.09 0.96 No Ice 1.2 Dead+1.6 Wind 240 deg- 29.25 -18.51 10.33 935.97 1684.11 1.20 No Ice 0.9 Dead+1.6 Wind 240 deg- 21.94 -18.51 10.33 924.23 1662.74 1.20 No Ice 1.2 Dead+1.6 Wind 270 deg- 29.25 -22.50 0.03 2.74 2015.33 1.12 No Ice 0.9 Dead+l.6 Wind 270 deg- 21.94 -22.50 0.03 2.87 1990.34 1.12 No Ice 1.2 Dead+1.6 Wind 300 deg- 29.25 -1927 -10.75 -955.17 1717.95 0.71 No Ice 0.9 Dead+1.6 Wind 300 deg- 21.94 -19.27 -10.75 -942.98 1696.39 0.71 No Ice 1.2 Dead+1.6 Wind 330 deg- 29.25 -10.84 -18.17 -1639.25 981.33 0.13 No Ice 0.9 Dead+1.6 Wind 330 deg- 21.94 -10.84 -18.17 -1618.32 968.93 0.13 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 66.93 -0.00 0.00 -6.39 0.34 0.00 1.2 Dead+l.0 Wind 0 deg+1.0 66.93 0.02 -2.53 -271.41 -1.23 0.04 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 66.93 1.30 -2.19 -236.46 -136.02 -0.03 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 66.93 2.24 -1.27 -139.84 -234.34 -0.10 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 66.93 3.14 -0.01 -7.84 -309.61 -0.13 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 66.93 2.49 1.40 131.41 -245.32 -0.13 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 66.93 1.33 2.27 227.61 -137.05 -0.09 deg+1.0 Ice+l.0 Temp • 1.2 Dead+1.0 Wind 180 66.93 -0.01 2.52 257.99 1.78 -0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 66.93 -1.30 2.19 223.56 136.63 0.03 deg+1.0 Ice+1.0 Temp • 1.2 Dead+1.0 Wind 240 66.93 -2.24 1.27 126.97 234.58 0.09 deg+1.0 Ice+1.0 Temp Job Page tnxTower BU 824338 11 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN37027 Client Designed by Phone:(615)309-1994 CCI FAX:(615)661-7569 15264 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip f kip f} hip ft 1.2 Dead+1.0 Wind 270 66.93 -3.13 0.02 4.93 309.34 0.13 deg+1.0 Ice+l.0 Temp 1.2 Dead+1.0 Wind 300 66.93 -2.48 -1.40 -144.50 245.05 0.13 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 66.93 -1.33 -2.27 -240.90 137.34 0.10 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 24.38 0.01 -5.75 -518.45 -0.85 -0.14 Death-Wind 30 deg-Service 24.38 2.98 -4.98 448.94 -269.80 -0.27 Dead+Wind 60 deg-Service 24.38 5.16 -2.87 -259.16 466.63 -0.35 Dead+Wind 90 deg-Service 24.38 6.28 -0.00 -0.85 -559.77 -0.32 Dead+Wind 120 deg-Service 24.38 5.38 2.99 263.38 -477.23 -0.20 Dead+Wind 150 deg-Service 24.38 3.03 5.05 452.08 -272.21 -0.03 Dead+Wind 180 deg-Service 24.38 -0.01 5.74 516.54 0.63 0.13 Dead+Wind 210 deg-Service 24.38 -2.98 4.98 448.20 269.77 0.27 Dead+Wind 240 deg-Service 24.38 -5.15 2.88 258.47 465.77 0.34 Dead+Wind 270 deg-Service 24.38 -6.27 0.01 0.38 557.73 0.31 Dead+Wind 300 deg-Service 24.38 -5.37 -2.99 -264.56 475.17 0.20 Dead+Wind 330 deg-Service 24.38 -3.02 -5.06 -453.71 271.40 0.04 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 -24.38 0.00 0.00 24.38 -0.00 0.000% 2 0.03 29/5 -20.64 -0.03 29.25 20.63 0.023% 3 0.03 -21.94 -20.64 -0.03 21.94 20.64 0.018% 4 10.72 -29.25 -17.88 -10.72 29.25 17.88 0.001% 5 10.72 -21.94 -17.88 -10.72 21.94 17.88 0.001% 6 18.54 -29.25 -10.32 -18.54 29.25 10.32 0.001% 7 18.54 -21.94 -10.32 -18.54 21.94 10.32 0.001% 8 22.57 -29.25 -0.01 -22.56 29.25 0.01 0.024% 9 22.57 -21.94 -0.01 -22.56 21.94 0.01 0.019% 10 19.34 -29.25 10.75 -19.34 29.25 -10.75 0.001% 11 19.34 -21.94 10.75 -19.34 21.94 -10.75 0,001% 12 10.87 -29.25 18.15 -10.87 29.25 -18.15 0.001% 13 10.87 -21.94 18.15 -10.87 21.94 -18.15 0.001% 14 -0.02 -29.25 20.62 0.02 29.25 -20.61 0.023% 15 -0.02 -21.94 20.62 0.02 21.94 -20.61 0.018% 16 -10.72 -29.25 17.89 10.72 29.25 -17.89 0.001% 17 -10.72 -21.94 17.89 10.72 21.94 -17.89 0.001% 18 -18.51 -29.25 10.33 18.51 29.25 -10.33 0.001% 19 -18.51 -21.94 10.33 18.51 21.94 -10.33 0.001% 20 -22.51 -29.25 0.03 22.50 29.25 -0.03 0.024% 21 -22.51 -21.94 0.03 22.50 21.94 -0.03 0.019% 22 -19.27 -29.25 -10.75 19.27 29.25 10.75 0.001% 23 -19.27 -21.94 -10.75 19.27 21.94 10.75 0.001% 24 -10.84 -29.25 -18.17 10.84 29.25 18.17 0.001% 25 -10.84 -21.94 -18.17 10.84 21.94 18.17 0.001% 26 0.00 -66.93 0.00 0.00 66.93 -0.00 0.001% 27 0.02 -66.93 -2.53 -0.02 66.93 2.53 0.004% 28 1.30 -66.93 -2.20 -1.30 66.93 2.19 0.004% 29 2.24 -66.93 -1.27 -2.24 66.93 1.27 0.004% 30 3.14 -66.93 -0.01 -3.14 66.93 0.01 0.004% 31 2.49 -66.93 1.40 -2.49 66.93 -1.40 0.004% 32 1.33 -66.93 2.27 -1.33 66.93 -2.27 0.004% • 33 -0.01 -66.93 2.53 0.01 66.93 -2.52 0.004% 34 -1.30 -66.93 2.20 1.30 66.93 -2.19 0.004% Job Page tnxTower BU 824338 12 of 14 • SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCU • FAX: (615)661-7569 15264 Sum ofApplied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 35 -2.24 66.93 1.28 2.24 66.93 -1.27 0.004% 36 -3.13 -66.93 0.02 3.13 66.93 -0.02 0.004% 37 -2.48 -66.93 -1.40 2.48 66.93 1.40 0,004% 38 -1.33 -66.93 -2.27 1.33 66.93 2.27 0.004% 39 0.01 -24.38 -5.75 -0.01 24.38 5.75 0.020% 40 2.99 -24.38 -4.98 -2.98 24.38 4.98 0.021% 41 5.17 -24.38 -2.87 -5.16 24.38 2.87 0.021% 42 6.29 -24.38 -0.00 -6.28 24.38 0.00 0.022% 43 5.39 -24.38 2.99 -5.38 24.38 -2.99 0.021% 44 3.03 -24.38 5.06 -3.03 24.38 -5.05 0.021% 45 -0.01 -24.38 5.75 0.01 24.38 -5.74 0.020% 46 -2.99 -24.38 4.98 2.98 24.38 4.98 0.021% 47 -5.16 -24.38 2.88 5.15 24.38 -2.88 0.021% 48 6.27 -24.38 0.01 6.27 24.38 -0.01 0.021% 49 -5.37 -24.38 -2.99 5.37 24.38 2.99 0.021% 50 -3.02 -24.38 -5.06 3.02 24.38 5.06 0.021% • Non-Linear Convergence Results Load Converged? Number Displacement Force • Combination of Cycles Tolerance Tolerance I Yes 4 0.00000001 0.00000001 2 Yes 6 0.00031640 0.00056541 3 Yes 6 0.00020748 0.00042283 4 Yes 9 0.00000001 0.00063461 5 Yes 9 0.00000001 0.00044699 6 Yes 9 0.00000001 0.00066339 7 Yes 9 0.00000001 0.00046685 8 Yes 6 0.00031279 0.00075630 9 Yes 6 0.00020497 0.00057010 10 Yes 9 0.00000001 0.00064817 II Yes 9 0.00000001 0.00045384 12 Yes 9 0.00000001 0.00064919 13 Yes 9 0.00000001 0.00045715 14 Yes 6 0.00031652 0.00058632 15 Yes 6 0.00020756 0.00044065 16 Yes 9 0.00000001 0.00065545 17 Yes 9 0.00000001 0.00046270 18 Yes 9 0.00000001 0.00063025 19 Yes 9 0.00000001 0.00044292 20 Yes 6 0.00031310 0.00071210 21 Yes 6 0.00020519 0.00053528 22 Yes 9 0.00000001 0.00066202 23 Yes 9 0.00000001 0.00046433 24 Yes 9 0.00000001 0.00064601 25 Yes 9 0.0000000I 0.00045478 26 Yes 5 0.00000001 0.00002811 27 Yes 7 0.00095123 0.00020949 28 Yes 7 0.00095094 0.00024223 29 Yes 7 0.00095093 0.00024388 30 Yes 7 0.00094693 0.00023200 31 Yes 7 0.00094819 0.00023635 32 Yes 7 0.00094970 0.00023163 33 Yes 7 0.00095122 0.00019771 34 Yes 7 0.00094958 0.00022713 35 Yes 7 0.00094865 0.00022800 Page tnxTower Job BU 824338 13 of 14 SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client I Designed by Phone:(615)309-1994 CCI • FAX:(615)661-7569 15264 36 Yes 7 0.00094446 0.00022778 37 Yes 7 0.00094590 0.00024491 38 Yes 7 0.00094843 0.00024019 39 Yes 5 0.00069499 0.00048567 40 Yes 5 0.00069305 0.00067604 41 Yes 5 0.00069268 0.00084556 42 Yes 5 0,00069288 0.00053270 43 Yes 5 0.00069167 0.00072288 44 Yes 5 0.00069256 0.00073842 45 Yes 5 0.00069503 0.00048391 46 Yes 5 0.00069294 0.00078966 47 Yes 5 0.00069246 0.00066991 48 Yes 5 0.00069262 0.00052777 49 Yes 5 0.00069142 0.00081187 50 Yes 5 0.00069241 0.00072717 Compression Checks Pole Design Data Section Elevation Size L L. Kl/r A P. +P„ Ratio • No. P. ft ft ft in' K K 4)P. LI 130-80.9167 TP25.07x14.76x0.219 49.08 0.00 0.0 16.9196 -9.80 1146.98 0.009 (1) L2 80.9167- TP32.16x23.7743x0.313 39.92 0.00 0.0 31.0563 -16.47 2196.08 0.007 45.0834(2) L3 45.0834-0(3) TP41 x30.5011 x0.375 50.00 0.00 0.0 49.0547 -29.23 3341.22 0.009 Pole Bending Design Data Section Elevation Size Al.,, 4 M.r Ratio Al,. Wm, Ratio No. M„. M_ t kip f kip ft 4,M,,, kip-ft kiPf 4A1„„ LI 130-80.9167 TP25.07x14.76x0.219 396.66 559.98 0.708 0.00 559.98 0.000 (1) L2 80.9167- TP32.16x23.7743x0.313 987.05 1375.58 0.718 0.00 1375.58 0.000 45.0834(2) 1.3 45.0834-0(3) TP41 x30.5011 x0.375 2022.72 2761.74 0.732 0.00 2761.74 0.000 Pole Shear Design Data Section Elevation Size Actual +V„ Ratio Actual ;T„ Ratio No. V V. T T. . ft K K i v„ kip II kiPf 4)T LI 130-80.9167 TP25.07x14.76x0.219 15.19 573.49 0.026 1.13 1135.47 0.001 (1) L2 80.9167- TP32.16x23.7743x0.313 18.60 1098.04 0.017 1.12 2789.23 0.000 45.0834(2) Job Page tnxTower BU 824338 14 of 14 - SSOE GROUP Project Date 320 Seven Springs Way,Suite 350 015-00428-00 16:12:09 05/21/15 Brentwood,TN 37027 Client Designed by Phone:(615)309-1994 CCU • FAX: (615)661-7569 15264 Section Elevation Si:e Actual 4)V Ratio Actual 4T Ratio No. V. V„ T„ T fi K K 01/, k+P f kip f OT L3 45.0834-0(3) TP41x30.5011x0.375 22.59 1670.61 0.014 1.12 5599.95 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M, V, T Stress Stress Jt OP. OM •M,,, 4Vn 4T Ratio Ratio LI 130-80.9167 0.009 0.708 0.000 0.026 0.001 0.718 1.000 482 ✓ (1) V L2 80.9167- 0.007 0.718 0.000 0.017 0.000 0.725 1.000 482 ✓ 45.0834(2) 4/ +, L3 45.0834-0(3) 0.009 0.732 0.000 0.014 0.000 0.741 1.000 482 y V Section Capacity Table Section Elevation Component Sire Critical P oPdm,. % Pass No. ft Type Element K K Capacity Fail LI 130-80.9167 Pole TP25.07x14.76x0.219 1 -9.80 1146.98 71.8 Pass L2 80.9167- Pole TP32.16x23.7743x0.313 2 -16.47 2196.08 72.5 Pass 45.0834 13 45.0834-0 Pole TP41x30.5011x0.375 3 -29.23 3341.22 74.1 Pass Summary ELC: Existing/Pro posed(LC5) Pole(L3) 74.1 Pass Rating= 74.1 Pass Program Version 6.1.4.1-12/17/2013 File:c:/dgn/d1532893BU-824338.eri May 21, 2015 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 015-00428-00, Application 290281, Revision 1 Page 8 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 13A313SV8-3:01 213h101 8ffPL9 WWI SS3NISf18 enn3 A133VS /M S93d ONIOIIID_\ -- 13$.31 1.1 06 01.11/G-1 (9) ':1.:',"1:11114!Itik (031WISM) M ----- •8 . . . • .. 13A31 11 LZ l 01.9/0-1 (91) •o • /— f 13$.31 Li LZI 01 J/1-1 (l) 13A31 1i LZ1 01.Z/t (1) \ ` (a71sNp 13$.31 1i LZl 01.8/S-t (9l) 13A31 Li Lzl o1.6/9-0-t (e) ( ( Zo CO \ 13$.31 li LZl 01.Z/1 (t) (a3AAN3H 38 ol-a311v1SM) 13$.3113 LZ1 01.9/1 (z) I I to t0 I I (03TNiSM) (03SOdONd) \ \ / 1 NO3V38 li act 0l.0/1 (l) 13/31 Li 001 at owomo.9l/L (t) 13A31 Li 601 01.z/t (z) \ \ / / (a3TNiSM) 13A31 Li 601 01.9l/L (1) \ _i / 13A31 li 601 01 ONA08O.91/L (l) \ 13131 li 601 01.9/f(f) \ 13$.31 li 601 0l.t/t (f) ■(Q371V1SM) _ 13A3)13 06 01.8/0-t (L) 13/91 Li 8l1 OL.8/S-1 (9) • 13$.31 1.1 06 01.0/1 (1) (ar1HLSM) (0311v1SM) 1 f0M Ir May 21, 2015 130 Ft Monopole Tower Structural Analysis CC/BU No 824338 Project Number 015-00428-00, Application 290281, Revision 1 Page 9 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#: 824338 Mu: 2022.73 ft-kips Site Name: Greenburg Axial, Pu: 29.25 .kips App#: 290281 Rev. 1 Shear.Vu:, 22.56 kips Pole Manufacturer:I Other Eta Factor, n 0.55 TIA G(Fig. 4-4) Anchor Rod Data If No stiffeners,Criteria I AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 12 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength (Fu): 100 ksi Max Rod (Cu+Vu/rj): 171.1 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, D'Fu"Anet: 260.0 Kips cp'Tn Bolt Circle: 48.95 in Anchor Rod Stress Ratio: 65.8% Pass Plate Data Diam: 54.95 in Base Plate Results Flexural Check Rigid Thick: 2.75 in Base Plate Stress: 20.1 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp`Fy Single-Rod B-eft 10.99 in Base Plate Stress Ratio: 37.3% Pass Y L Length: 26.74 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: 41 in Thick: 0.375 in Grade: 65 ksi #of Sides: 12 "0"IF Round Fu 80 ksi Reinf. Fillet Weld 0 "0" if None n *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: 5/21/2015 88 ssoeM Caisson Analysis(G) 824338 015-00428-00 Moment= 2022.73 k*ft Axial= 29.25 k Shear= 22.56 k Foundation Data Diameter= 5.5 ft Length= 28 ft Rebar Size= #10 #of bars= 20 Tie Size= #3 Clear Cover= 3 in f'c= 4 ksi Soil Capacity From Caisson Program Usina Additional Safety Factors Additional Safety Factor from Caisson= 1.85 Phi(Soil)= 0.75 Capacity= 1/phi(soil) 1.33 71.9% O.K. Additional Safety Factor 1.85 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not s__piral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 824338 TIA Revision: G Site Name: Greenburg Max. Factored Shaft Mu: 2155.96 ft-kips(*Note) App#: 290281 Max. Factored Shaft Pu: 29.25 kips Max Axial Force Type: Comp. (*)Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) 1.3 <----Disregard For P(DL) 1.3 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 2155.96 ft-kips Pier Properties 1.00 Pu: 29.25 kips Concrete: Pier Diameter= 5.5 ft Material Properties Concrete Area = 3421.2 in2 Concrete Comp. strength, fc= 4000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= 3 Limiting compressive strain =I 0.003 Vert. Cage Diameter= 4.83 ft ACI 318 Code Vert. Cage Diameter= 57.98 in Select Analysis ACI Code=1 2008 Vertical Bar Size= 10 Seismic Properties Bar Diameter= 1.27 in Seismic Design Category= D • Bar Area = 1.27 in2 Seismic Risk = High Number of Bars = 20 As Total= 25.4 in2 Solve <--Press Upon Completing All Input A s/Aconc, Rho: 0.0074 0.74% (Run) ACI 10.5 ,ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1 (3)*(Sgrt(fc)/Fy: 0.0032 200/Fy: 0.0033 � Mu i ��. Mu � ��t 8 ■ i Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.58 in Extreme Steel Strain, Et: 0.0146 Minimum Rho Check: et>0.0050, Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,cp: 0.900 Provided Rho: 0.74% OK Ref. Shaft Max Axial Capacities, 4 Max(Pn or Tn): Max Pu = 4=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 6796.24 kips For Axial Compression, cp Pn = Pu: 29.25 kips at Mu=(4=0.65)Mn= 3239.23 ft-kips Drilled Shaft Moment Capacity, cpMn: 3154.12 ft-kips Drilled Shaft Superimposed Mu: 2155.96 ft-kips Max Tu, 4=0.9) Tn = 1371.6 kips at Mu=4=(0.90)Mn= 0.00 ft-kips (Mu/cpMn,Drilled Shaft Flexure CSR: l 68.4% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 -Effective 04/01/2010 Analysis Date: 5/21/2015 CAISSON Version 12.10 4:14:21 PM Thursday, May 21, 2015 SSOE Group ************************************************************************************************** * * * CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2011 * * * ************************************************************************************************** Project Title: BU# 824338 Project Notes: Greenburg Calculation Method: Full 8CD ******* I N P U T D A T A Pier Properties Diameter Distance Concrete Steel of Top of Pier Strength Yield above Ground Strength (ft) (ft) (ksi) (ksi) 5.50 1.00 4.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI of Layer (ft) (ft) (lbs/ft^3) (psf) (deg) 1 Clay 3.00 0.00 115.0 2 Sand 9.00 3.00 115.0 3.000 30.00 3 Clay 16.00 12.00 120.0 600.0 Design (Factored) Loads at Top of Pier Moment Axial Shear Additional Safety Load Load Factor Against Soil Failure (ft-k) (kips) (kips) SSOE Group Page 1/4 2022.7 29.3 22.56 1.85 ******* R E S U L T S 2925 Idp* 26.a.Kies V2200064 T77 11(S4 1==.1414.2odgmc Agolg al ly t .) . ................... ' 31 WES .?S:roP AOL1efDl151iAClltlpff4 5' (1: 3e'_':I6" j .a r' 26.40 psn 5431.t6;ps., IESAAM r: I IF ___ ._ .5 !29.0 (aP%' yr __-\ SOIL REACTIONS OK6RAM SIBR Ci:.CiR.%fl C.610 CiAG AA1:' f ) Calculated Pier Properties Length Weight Pressure Pressure Total Due To Due To End-Bearing Axial Load Weight Pressure (ft) (kips) (psf) (psf) (psf) 28.000 99.785 1231.2 4200.0 5431.2 Ultimate Resisting Forces Along Pier Type Distance of Top of Layer Thickness Density CU KP Force Arm SSOE Group Page 2/4 to Top of Pier (ft) (ft) (lbs/ft^3) (psf) (kips) (ft) Clay 1.00 3.00 115.0 0.00 2.50 Sand 4.00 9.00 115.0 3.000 384.24 9.40 Clay 13.00 1.02 120.0 600.0 26.98 13.51 Clay 14.02 13.98 120.0 600.0 -369.02 21.01 Shear and Moments Along Pier Distance below Shear Moment Shear Moment Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor) (ft) (kips) (ft-k) (kips) (ft-k) 0.00 42.2 3777.1 22.8 2041.7 2.80 42.2 3895.3 22.8 2105.6 5.60 7.6 3987.7 4.1 2155.5 8.40 -88.0 3885.5 -47.6 2100.2 11.20 -228.3 3453.0 -123.4 1866.5 14.00 -368.4 2587.2 -199.2 1398.5 16.80 -295.7 1655.8 -159.8 895.0 19.60 -221.8 931.4 -119.9 503.5 22.40 -147.8 414 .0 -79.9 223.8 25.20 -73.9 103.5 -40.0 55.9 28.00 -0.0 -0.0 -0.0 -0.0 Reinforcement and Capacity Total Reinforcement Usable Usable Reinforcement Area Axial Moment Percent Capacity Capacity (in^2) (kips) (ft-k) 0.54 18.47 29.3 2226.5 US Standard Re-Bars (Select one of the following) Quantity Name Area Diameter Spacing (in^2) (in) (in) 93 #4 0.20 0.500 1.89 60 #5 0.31 0.625 2.93 42 #6 0.44 0.750 4.19 SSOE Group Page 3/4 31 #7 0.60 0.875 5.68 24 #8 0.79 1.000 7.33 19 #9 1.00 1.128 9.26 15 #10 1.27 1.270 11.73 12 #11 1.56 1.410 14.66 9 #14 2.25 1.693 19.55 SSOE Group Page 4/4