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Home My WebLink AboutSTRUCTURAL ANALYSIS REPORTr: August 22, 2016 Angela Harris Crown Castle 12725 Morris Road Extension Suite 400 Alpharetta, GA 30004 (678) 366-1275 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Angela Harris, SCANNED B+T GRP BY JP St. Lucie Countv B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918)587-4630 btwo@btgrp.com Structural Analysis Report Verizon Wireless Co -Locate Carrier Site Number: 68887 Carrier Site Name: Crown Beths Song Crown Castle BU Number: 5800427 Crown Castle Site Name: Beth's Song Crown Castle JDE Job Number: 392875 Crown Castle Work Order Number: 1287672 Crown Castle Application Number: 357346 Rev. 0 B+T Group Project Number: 93224.002.01 6426 Russakis Road, Fort Pierce, St. Lucie County, FL Latitude 270 33' 4.45", Longitude -80° 25' 23.92" 129 Foot - Monopole Tower B+T 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 939057, in accordance with application 357346, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Note: See Table land Table 2 for the proposed and existing loading, respectively. Sufficient Capacity This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 157 mph converted to a nominal 3-second gust wind speed of 122 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All 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 B+T Group appreciate the opportunity of providing our continuing professional syo Castle. If you have any questions or need further assistance on this or any other projects pleasgt�ll�e u Respectfully submitted by: B+T Engineering, Inc. Jason Brock, E.I. Project Engineer tnxTower Report - version 7.0.5.1 John W. Kelly, P.E., S.E. Engineer of Record COA: 27496 Expires: 02/28/2017 KEZ moo; �� ENS •-.!i -; No 6 4 : *" OF =4 °'osS�ONAL%�C.``��`� 129 Ft Monopole Tower Structural Analysis Report Project Number 93224.002.01, Application 357346, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 22, 2016 CCI BU No. 5800427 Page 2 tnxTower Report - version 7.0.5.1 129 Ft Monopole Tower Structural Analysis Report Project Number 93224.002.01, Application 357346, Revision 0 1) INTRODUCTION August 22, 2016 CCI BU No. 5800427 Page 3 This tower is a 129 ft. Monopole tower designed by Nello Corporation in December of 2010. The tower was originally designed for a wind speed of 140 mph per TIA-222-G. 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 122 mph with no ice and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. 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) I 6 Commscope ATSBT-TOP-FM 116.0 116.0 6 CSS DBC-7CAP 1 1-1/4 — 6 CSS X7CQAP-665-VRO Table 2 - Existing Antenna and Cable Information Mounting Level ft O C enter Line Elevation Number °f Antennas Antenna Manufacturer Antenna Model of Fes Number of Feed Feed Line S Li (n) Note Andrew 641280-DF �6 Andrew ETD819H-12UB �6 6 Ericsson RRUSA 1 127.0 127.0 12 4 2 1-5/8 3/8 3/4 1 F--6--7 Kathrein 80010122 3 Kathrein 80010765 12 Kathrein 86010025 1 Raycap DC6-48-60-18-8F 1 JPlatform Mount [LP 303-11 116.0 116.0 6 CSS I X7CAP-665 — — 2 1 I T-Arm Mount [TA 602-3] 18 1-5/8 1 Notes: 1) Existing Equipment 2) Equipment To Be Removed; Not Considered In This Analysts Table 3 - Design Antenna and Cable Information Center Number' NumbJ Feed Mounting Line of Antenna, Antenna'Model of FeeLine Level (ft); Elevation Antennas Manufacturer it esize (in) (ft) 129 129 1 Generic I 85 CaAa a 2 -5/ 12 Antel RWA-8001 119 119 12 1-5/8 6 Ericsson KRY 112-71 1 Generic Low Profile Platform 12 Antel RWA-80017 109 109 12 1-5/8 6 Ericsson KRY 112-71 1 Generic Low Profile Platform tnxTower Report - version 7.0.5.1 129 Ft Monopole Tower Structural Analysis Report Project Number93224.002.01, Application 357346, Revision 0 3) ANALYSIS PROCEDURE Table 4 - Documents Provided August 22, 2016 CCI BU No. 5800427 Page 4 '-Document' . Remarks Reference Source Online Application Verizon Wireless Co -Locate, Rev# 0 I 357346 CCI Sites Tower Manufacturer Drawing Nello Corporation, Drawing No. 137923 2888139 CCI Sites Foundation Drawing RWH Engineering Inc., Date: 01/18/2011 2884526 CCI Sites Geotech Report Universal Engineering Sciences, Project No. 1930.1000024.0000 2884524. CCI Sites Antenna Configuration Crown CAD Package Date: 08/18/2016 CCI Sites 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturers 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) Mount areas and weights are assumed based on photographs provided. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section 'No. Elevation (ft Component P. Type ' �- - .. Size ,Element Critical P (K) SF•P allow_ (K) % ' Capacity Pass 1 Fail L1 129-95.75 Pole TP31.197x22x0.25 1 -7.004 1674.040 36.1 Pass L2 95.75-46.75 Pole TP44.062x29.59x0.375 2 -17.228 3609.990 43.8 Pass L3 46.75 -0 Pole TP56.055x41.742x0.438 3 -35.022 5348.550 47.4 Pass Summary Pole (1-3) 47.4 Pass Rating = I47.4 Pass tnxTower Report -version 7.0.5.1 129 Ft Monopole Tower Structural Analysis Report Project Number 93224.002.01, Application 357346, Revision 0 Table 6 - Tower Component Stresses vs. Capacity — LC5 August 22, 2016 CCI BU No. 5800427 Page 5 Notes Component =- Elevation (ft) : _d/o Capacity "' Pa§s; F.Fail 1 Anchor Rods I Base 39.8 Pass 1 Base Plate Base 26.6 Pass 1 Base Foundation (Structure) Base 36.8 Pass 1 Base Foundation (Soil Interaction) Base 21.1 Pass Structure Rating (max from all components) = 47 4% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the final load configuration. No modifications are required at this time. tnxTower Report - version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT a F N 2 N 5 s o E o a o N 5 i r to r ma u 3 I 95.8 0 46.8 it 0.0 8 DESIGNED APPURTENANCE LOADING TYPEP127 TYPE ELEVATION (2)80010122w/Mourx Plpe(E)8' x T Pipe Mount(E-FofTMePhoto) IV (2) 80010122w/ Mount Pipe (E)e' x Y Pipe Mount(E-For7MEIPWo) 127 (2)80010122w/Mount Pip, (E)Platform Mount IIP 3O 1I(e) 127 80010765 wl Mount Pipe (E)(2)X7COPP-66SVR0 wI Mount Pipe 116 80010765 wl Mount Pipe (E)(P) 80010765 wl Mount Pipe (E)(2)X7COAP-66SVR0 (4) B6o 10025 (E) w/ Mount Pipe 116 -- (4)86o 10025(E) (2)X7COAP-66SVRO wl Mount Pipe (P) 116 (4)86010026(E) (2) DBC-7CAP (P) Its (2)641280-DF(E) (2)0BC-7CAP(P) 116 (2)641286DF(E) (2)641280-DF(E) 127 127 (2) 0BC-7CAP (P) 116 (2) ATSBT-TOP{M (P) 116 (2) RRUS-11 (E) 127 (2) ATSBT-TOP-FM (P) 116 (2) RRUsll (E) (2)R (Jsll( (2) ETo819H.12US (E) 127 127 127 (2)ATSBT-TOP-FM (P) 116 (2) sxY Pipe Mount(E-Per Ponta) 116 (2) 8' x T Pipe Mount (E-Per Photo) 116 (2)ETo8191-i-12Ua(E) (2) ETD819H42Ua (E) DC64650.168F(6Hor CRJPhoto) 127 127 127 (2) 8' Pipe Mount (E-Per Photo) 116 T-A^n Mo Mount [rA6D2-31 (E) 116 8' x2"Pipe Mount (E-ForTMIlPhoto) JIN TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 122 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of o.000 ft 7. TOWER RATING: 47.4% ALL REACTIONS AREFACTORED AXIAL 35 K IK- MOMENT 2857 kip-T TORQUE 0 kip-ft REACTIONS -122 mph lMNO �- B+T Group 1717 S. Boulder, Suite 300 i crav Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job. 93224.002.01- Beth's Song, FL (BU# 580042 Prole" Client Crown Castle 6y Ananth Baliga Aped, Coue" TIA-222-G 50; Date:o8/20/1; s`aie: NTS Path: _ Dwg No. E-1 TIA-222-G - 122 mph Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (K) I i I I I I I I I 1 I I I I I I I I 1 I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I 1 I I I 1 I I 95.]5 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I C p 1 I I I Y I 1 I 1 > ' I 1 I I I I I I W I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 a6.>5 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I 1 1 I I I I I 1 I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I I I I I 1 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I nnn 1 1 I I Global Mast Moment (kip-ft) B+T Group 1717 S. Boulder, Suite 300 B-T 6RP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 0°: 93224.002.01- Beth's Song, FL (BUN 580042 POfn" Client. Crown Castle Drawn °yAnanth Bali 9 toes: TIA-222-G Dale: 0820116 style: NITS .:._-_ __ _.._ ..... .9 TIA-222-G - Service - 60 mph Maximum Values SE C O A 4) d W Deflection (in) 95.75 I I I I 11 1 1 I I I I 11 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 1 I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1 I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 i 1 I I I I I I I I I I I I I I I 1 I 1 I I I 1 I I 1 I I I I I I I 1 I I I I I I I 1 I I 1 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 i I I I 1 I I I 1 1 1 I 1 I I I I 1 I I I I I I I i I 1 I I I I I I I I I 1 1 1 I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I I I I I 1 46.75 I I I I I I I I I I I I I I 1 I I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I 1 I 1 I I I 1 I I I 1 I I I 1 I I I I I I I 1 I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I 1 I I I I I I I I I I I I I 1 I 1 I I I I I I 1 1 I I I I I 1 1 I I I I I 1 I I 1 I 1 1 I 1 I I I I I I I I I I I I 1 1 1 I I I 1 I I I I 1 1 1 I 1 I 1 I I I I I I I I 1 I I I I 1 I I I i I I I 1 1 I I I I I 1 I I I I 1 I I I I I I i I I 1 1 I 1 I i i I 5 I I 1 I Tilt (deg) Twist I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 1 1 I II__ I I I I__ I I I I 1 I I 1 1 I 1 I I I 1 I I I 1 I I I I 1 1 I I 1 I I 1 1 I I 1 I 1 I I I I 1 I I 1 I I I I I I I I I I I to I I I I ( I I I. e. im I B+T Group o°: 93224.002.01- Beth's Song, FL BU# 580042 1717 S. Boulder, Suite 300 a *: 11,1P.W: n°nt: orewnfir: npda: e.r GRP Tulsa, OK 74119 Crown Castle Ananth Bali Phone: (918) 5874630 oos: TIA-222-G eata: OSl20/16 scale: NTS FAX: 918 295-0265 Feed Line Distribution Chart 0' - 129' Fount Flat App In Face App ON Face T,uss Leg L Face A Face B Face C 129.000 95750 w [u r. T a � M � c 46.760 0.000 B+T Group =�=3 1717 S. Boulder, Suite 300 U.T GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 o°: 93224.002.01 - Beth's Song, FL (BUN 580042 PtafeC1' cnem: Crown Castle 1:"Path: onawn `j Ananth Baliga Fall: Code ' TIA-222-G Oa"' OS/20116 s4ala: NTS tx No'E-7 tnxTower b Jo93224.002.01 - Beth's Song, FL (BU# 5800427) Page1 of 12 B+T Group Project Date 1717S.. Boulder, Suite 300 12:29:41 08/20/16 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX (918) 295-0265 Tower In ut 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 Saint Lucie County, Florida. Basic wind speed of 122 mph. Structure Class H. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice J Bypass Mast Stability Checks J Consider Feed Line Torque Always Use Max Kz J Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Ann Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination LPoles -� Secondary Horizontal Braces Leg Sort Capacity Reports By Component 4 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 Tapered Pole xtion Elevation Section Length Splice Length Number of Top Diameter Bottom Diameter Wall Thickness /Ijtin3 F7 RN, t � Po,de ft n ft Sides in in in !in ,_� Ll 129.000-95.750 33.250 4.000 18 22.000 31.197 0.250 1.000— 1�-65 ' cF" t ,, ' r f (65 ksi) !' L2 95.75046.750 53.000 5.750 18 29.590 44.062 0.375 1.500 A572-65 (65 ksi) L3 46.750-0.000 52.500 18 41.742 56.055 0.438 1.750 A572-65 MxTower Job Page2 of 12 93224.002.01 - Beth's Song, FL (BU# 5800427) B+T Group Project Date 1717 S. Boulder, Suite 300 12:29:41 08/20/16 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX (918) 295-0265 Tapered Pole Properties LI 22.339 17.259 1031.483 7.721 11.176 92.294 2064.324 8.631 3.432 13.728 31.678 24.556 2971.169 10.986 15.848 187.480 5946.248 12.280 5.051 20.202 L2 31.156 34.774 3749.799 10.371 15.032 249A56 7504.533 17.390 4.548 12.128 44.742 51.999 12538.203 15.509 22,384 560.153 25092.904 26.004 7.095 18.92 L3 43.978 57.357 12362.779 14.663 21.205 583.014 24741.826 28.684 6.577 15.032 56.920 77.232 30183.100 19.744 28.476 1059.945 60405.916 38.623 9.096 20.79 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (perjace) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants it f? in in in in 129.000-95.75 0 L2 1 1 95.750,46.750 L3 1 1 46.750-0.000 Feed tine/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 Safety Line 3/8 B Surface Ar 129.000 - 0.000 1 1 -0.110 0.375 0.000 (E) (CaAa) -0.100 -*AB** Feed Line/Linear Appurtenances Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg It frIlf, klj' LDF7-50A(1-5/8") C No Inside Pole 127.000 - 0.000 12 No Ice 0.000 0.001 (E) FB-L98B-034-XXXXXX C No Inside Pole 127.000 - 0.000 4 No Ice 0.000 0.000 ( 3/8") (E) WRVG86ST-BRD(3/4") C No Inside Pole 127.000-0.000 2 No Ice 0.000 0.001 (E) --ABsz AVA7-50(I-5/8") B No Inside Pole 116.000-0.000 18 No Ice 0.000 0.001 (E) MLE Hybrid B No Inside Pole 116.000 - 0.000 1 No Ice 0.000 0.001 3Power/61'iber RL 2(1-1/4") (P) -*AB** MxTower Job Page 93224.002.01 - Beth's Song, FL (BU# 6800427) 3 of 12 B+T Group Project Date 1717S. Boulder, Suite 300 12:29:41 08/20/16 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX.. (918) 295-0265 Feed Line/Linear Appurtenances Section Areas Tmver Tower Face As Ar CtAA CAAA Weight Section Elevation In Face Out Face LI 129.000-95.750 A 0.000 0.000 0.000 0.000 0,000 B 0.000 0.000 1.247 0.000 0.276 C 0.000 0.000 0.000 0.000 0.350 L2 95.750-46.750 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 1.837 0.000 0.661 C 0.000 0.000 0.000 0.000 0.549 L3 46.750-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0,000 0.000 L753 0.000 0.631 C 0.000 0.000 0.000 0.000 0.524 Feed Line Center of Pressure Section Elevation CPV CPi CP-r CPi Ice Ice ft in in in in LI 129.000-95.750 0.041 -0.037 0.041 -0.037 L2 95.750-46.750 0.041 -0.037 0.041 -0.037 L3 46.750-0.000 0.041 -0.037 0.041 -0.037 Shielding Factor Ka Traver Feed Line Description Feed Ltne K, K. Section Record No. Se meat E1ev. No Ice Ice LI 8 Safety Line 3/8 95.75 - 129.00 I.0000 1.0000 L2 8 Safety Line 318 46.75 - 95.75 1.0001 1.0000 Discrete Tower Loads Description Face Offset Offsets., Azimuth Placement CA, %� ft ,:.Weight or Type Nor_ Adjustment Front It' t4't+C�,_i Le Lateral yirta-�� I j Vert Y ft f? f5 - K �ft ft (2) 800 10122 w/ Mount Pipe A From Leg 4.000 0.000 127.000 No Ice 7.855 6.653 0.086 (E) 0.000 0.000 (2) 800 10122 w/ Mount Pipe B From Leg 4.000 0.000 127.000 No Ice 7.855 6.653 0.086 (E) 0.000 0.000 tnxi Qwer Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 4 of 12 Project Date B+T Group 1717 S. Boulder, Suite 300 12:29:41 08/20/16 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle a Ananth Bali g FAX..- (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert ft fr ft' f? K I _ R (2) 800 10122 w/ Mount Pipe C From Leg 4.000 0.000 I2T000 No Ice 7.855 6,653 0.086 (E) 0.000 0.000 800 10765 w/ Mount Pipe A From Leg 4.000 0.000 127.000 No Ice 8.734 6.721 0.078 (E) 0.000 0.000 800 10765 w/ Mount Pipe B From Leg 4.000 0.000 127.000 No Ice 8.734 6.721 0.078 (E) 0.000 0.000 800 10765 w/ Mount Pipe C From Leg 4.000 0.000 127.000 No Ice 8.734 6.721 0.078 (E) 0.000 0.000 (4) 860 10025 A From Leg 4.000 0.000 127.000 No Ice 0.142 0.121 0.001 (E) 0.000 0.000 (4) 860 10025 B From Leg 4.000 0.000 127.000 No Ice 0.142 0.121 0.001 (E) 0.000 0.000 (4) 860 10025 C From Leg 4.000 0.000 127.000 No Ice 0.142 0.121 0.001 (E) 0.000 0.000 (2) 641280-DF A From Leg 4.000 0.000 127.000 No Ice 0.120 0.158 0.004 (E) 0.000 0.000 (2) 641280-DF B From Leg 4.000 0.000 127.000 No Ice 0.120 0.158 0.004 (E) 0.000 0.000 (2) 641280-DF C From Leg 4.000 0.000 127.000 No Ice 0.120 0.158 0.004 (E) 0.000 0.000 (2) RRUS-I1 A From Leg 4.000 0.000 127.000 No Ice 2.784 1.187 0.049 (E) 0.000 0.000 (2) RRUS-1 I B From Leg 4.000 0.000 127.000 No Ice 2.784 1.187 0.048 (E) 0.000 0.000 (2) RRUS-I I C From Leg 4.000 0.000 127.000 No Ice 2.784 1.187 0.048 (E) 0.000 0.000 (2) ETD819H-12UB A From Leg 4.000 0.000 127.000 No Ice 1.311 0.342 0.019 (E) 0.000 0.000 (2) ETD819H-12UB B From Leg 4.000 0.000 127.000 No fee 1.311 0.342 0.019 (E) 0.000 0.000 (2) ETD8 1911- 12UB C From Leg 4.000 0.000 127.000 No Ice 1.311 0,342 0.019 (E) 0.000 0.000 DC6-48-60-18-8F B From Leg 1.000 0.000 127.000 No Ice 0.917 0.917 0,019 (E-Hor.OffJPhoto) 0.000 0.000 8' x 2" Pipe Mount A From Leg 4.000 0.000 127.000 No Ice 1.900 1.900 0.029 (E-For TME/Photo) 0.000 0.000 8' x 2" Pipe Mount B From Leg 4.000 0.000 127.000 No Ice 1.900 1.900 0.029 (E-For TME/Photo) 0.000 0.000 tnxTower Job Page 93224.002.01 - Beth's Song, FL (BU# 5800427) 5 of 12 Project Date B+T Group 1717S. Boulder, Suite 300 12:29:41 08/20/16 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX.- (918) 295-0265 Description Face or Leg Offset Type Offsets: Horz Lateral Pert jr It t Azimuth Adjustment Placement ft CAAA Front ft' CAAA Side f? Weight K 8' x 2" Pipe Mount C From Leg 4.000 0.000 127.000 No Ice 1.900 1.900 0.029 (E-ForTME/Photo) 0.000 0.000 Platform Mount [LP 303-1] C None 0.000 127.000 No Ice 14,660 14.660 1.250 (E) r*ABrr (2) X7CQAP-665-VRO w/ A From Leg 4.000 0.000 116.000 No Ice 9.786 7.587 0.075 Mount Pipe 0.000 (P) 0.000 (2) X7CQAP-665-VRO w/ B From Leg 4.000 0.000 116.000 No Ice 9.786 7.587 0.075 Mount Pipe 0.000 (P) 0.000 (2) X7CQAP-665-VRO w/ C From Leg 4.000 0.000 116.000 No Ice 9.786 7.587 0.075 Mount Pipe 0.000 (P) 0.000 (2) DBC-7CAP A From Leg 4.000 0.000 116.000 No Ice 0.613 0.116 0.007 (P) 0.000 0.000 (2) DBC-7CAP B From Leg 4.000 0.000 116.000 No Ice 0.613 0.116 0.007 (P) 0.000 0.000 (2) DBC-7CAP C From Leg 4.000 0.000 116.000 No Ice 0.613 0.116 0.007 (P) 0.000 0.000 (2) ATSBT-TOP-FM A From Leg 4,000 0.000 116.000 No Ice 0.174 0.095 0.002 (P) 0.000 0.000 (2) ATSBT-TOP-FM B From Leg 4.000 0.000 116.000 No ice 0.174 0.095 0.002 (P) 0.000 0.000 (2) ATSBT-TOP-FM C From Leg 4.000 0.000 116.000 No Ice 0.174 0.095 0.002 (P) 0.000 0.000 (2) 8' x 2" Pipe Mount A From Leg 4.000 0.000 116.000 No Ice 1.900 1.900 0.029 (E-Per Photo) 0.000 0.000 (2) 8' x 2" Pipe Mount B From Leg 4.000 0.000 116.000 No Ice 1.900 1.900 0.029 (E-Per Photo) 0.000 0.000 (2) 8' x 2" Pipe Mount C From Leg 4.000 0.000 116.000 No Ice 1.900 1.900 0.029 (E-Per Photo) 0.000 0.000 T-Ann Mount [TA 602-3] C None 0.000 116.000 No Ice 11.590 11.590 0.774 A **AB** rr♦ "ru _ Load Combinations M WxTo eY Job 93224.002.01 - Beth's Song, FL (BU# 5800427) Page 6 of 12 Project Date 12:29:41 08/20/16 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX(918) 295-0265 Client Crown Castle Designed by Ananth Bali 9 a' Description 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 I80 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 Dead+Wind0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg -Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg- Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg -Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg -Service 36 Dead+Wind 300 deg -Service 37 Dead+Wind 330 deg- Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis Na. ft Type Load Moment Moment Comb. K kip- tt kip ftt Ll 129-95.75 Pole Max Tension 20 0.000 -0.000 0.000 Max. Compression 20 -7.004 366.088 -0.015 Max. Mx 8 -7.004 -366.179 -0.015 Max. My 14 -7.004 -0.042 -366.150 Max. Vy 8 17.384 -366.179 -0,015 Max. Vx 14 17.384 -0.042 -366.150 - Max. Torque 5 -0.120 L2 95.75'-46.75 'i Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 20 -17.228 1351.712 -0.003 _ Max. Mx 8 -17.228 -1351.832 -0.003 Max. My 14 -17.228 -0.060 -1351.776 Max. Vy 8 24.528 -1351.832 -0.003 Max. Vx 2 -24.528 -0.060 1351.769 Max. Torque 5 -0.120 L3 46.75 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 20 -35.022 2856.560 0.016 ry tnXA over Job Page 93224.002.01 - Beth's Song, FL (BU# 5800427) 7 of 12 B+T Group Project Date 1717 S. Boulder, Suite 300 12:29:41 08/20/16 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-lt kip- tt Max. Mx 8 -35.022 -2856.722 0.016 Max. My 2 -35.022 -0.081 2856.657 Max. Vy 8 32.611 -2856.722 0.016 Max. Vx 2 -32.611 -0.081 2856.657 Max. Torque 5 _ -0.120 Maximum Reactions Horizontal, X Horizontal, Z Location Condition Gov. Vertical Load K K K Comb. Pole Max. Vert 8 35.041 -32.591 0.000 Max. H, 20 35.041 32.591 0.000 Max. H, 2 35.041 0.000 32.591 Max. M, 2 2856.657 0.000 32.591 Max. M, 8 2856.722 -32.591 0.000 Max. Torsion 17 0.119 16.295 -28.225 Min. Vert 17 26.281 16.295 -28.225 Min. H, 8 35.041 -32.591 0.000 Min. H, 14 35.041 0.000 -32.591 Min. M. 14 -2856.625 0.000 -32.591 Min. M. 20 -2856.560 32.591 0.000 Min. Torsion 5 -0.120 -16.295 28.225 Tower Mast Reaction Summary Load Vertical Shear. Shear, Overturning Overturning Torque Combination Moment, M. Moment, M K K K kip-(t kip ftt kip-jt Dead Only 29.201 0.000 0,000 -0.013 -0.066 0.000 1.2 Dead+1.6 Wind 0 deg -No 35.041 0.000-32.591-2856.657 -0.081 0.103 Ice 0.9 Dead+ 1.6 Wind 0 deg -No 26.281 0.000-32.591-2844.512 -0.060 0.103 Ice 1.2 Dead+1.6 Wind 30 deg - No 35.041 16.295-28.225-2473.940-1428.402 0.119 Ice 0.9 Dead+1.6 Wind 30 deg - No 26.281 16.295-28.225-2463.422-1422.311 0.120 Ice 1.2 Dead+1.6 Wind 60 deg- No 35,041 28.225-16.295-1428.337-2474.005 0.103 Ice 0.9 Dead+1.6 Wind 60 deg- No 26.281 28.225-16.295-1422.262-2463.470 0.103 Ice 1.2 Dead+1.6 Wind 90 deg - No 35.041 32.591 0.000 -0.016-2856.722 0.060 Ice 0.9 Dead+1.6 Wind 90 deg - No 26.281 _ 32.591 0.000 -0.012 ((( 18 , . I Ice 1.2 Dead+1.6 Wind 120 de 35.041 28.225 16.295 1428.305 4 ! �,, 00 0 No Ice 8 0.9 Dead+1.6 Wind 120 deg - 26.281 28.225 16.295 1422,238-2463.470 0.000 No Ice 1.2 Dead+1.6 Wind 150 deg - 35.041 16.295 28,225 2473.908-1428.402 -0.060 No ice 0.9 Dead+1.6 Wind 150 deg- 26.281 16,295 28.225 2463.398-1422.311 -0.060 tnxJob .enter Page 8 of 12 93224.002.01 - Beth's Song, FL (BU# 5800427) Project Date B+TGroup 1717 S. Boulder, Suite 300 12:29:41 08/20/16 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX' (918) 295-0265 Load Vertical Shear, Shear. Overturning Overturning Torque Combination Moment, M Moment, M. K K K kip ft Alpfit kip-ft No Ice 1.2 Dead+1.6 Wind 180 deg- 35.041 0.000 32.591 2856.625 -0.081 -0.103 No Ice 0.9 Dead+1.6 Wind 180 deg- 26.281 0.000 32.591 2844.489 -0.060 -0.103 No Ice 1.2 Dead+1.6 Wind 210 deg - 35.041 -16.295 28.225 2473.908 1428.240 -0.119 No Ice 0.9 Dead+1.6 Wind 210 deg- 26.281 -16,295 28.225 2463.398 1422.190 -0.119 No Ice 1.2 Dead+1.6 Wind 240 deg- 35.041 -28.225 16.295 1428.305 2473.843 -0.103 No Ice 0.9 Dead+1.6 Wind 240 deg- 26.281 -28.225 16.295 1422.238 2463.349 -0.104 No Ice 1.2 Dead+1.6 Wind 270 deg - 35.041 -32.591 0.000 -0.016 2856.560 -0.060 No Ice 0.9 Dead+ 1.6 Wind 270 deg- 26.281 -32.591 0.000 -0.012 2844.440 -0.060 No Ice 1.2 Dead+1.6 Wind 300 deg- 35.041 -28.225 -16.295 -1428.337 2473.843 0.000 No Ice 0.9 Dead+1.6 Wind 300 deg- 26.281 -28.225 -16.295 -1422.262 2463.349 0.000 No Ice 1.2 Dead+1.6 Wind 330 deg- 35.041 -16.295 -28.225 -2473+940 1428.239 0.060 No Ice 0.9 Dead+1.6 Wind 330 deg- 26.281 -16.295 -28.225 -2463+422 1422.190 0.060 No Ice Dead+Wind0 deg - Service 29.201 0.000 -4.408 -385.493 -0.068 0.014 Dead+Wind 30 deg - Service 29.201 2.204 -3.818 -333+849 -192.808 0.016 Dead+Wind 60 deg - Service 29.201 3.818 -2.204 -192.753 -333.903 0.014 Dead+Wind 90 deg -Service 29.201 4.408 0.000 -0.013 -385.548 0.008 Dead+Wind 120 deg - Service 29.201 3.818 2.204 192.727 -333.903 -0.000 Dead+Wind 150 deg- Service 29.201 2.204 3.818 333.823 -192.808 -0.008 Dead+Wind 180 deg - Service 29.201 0.000 4.408 385.467 -0.068 -0.014 Dead+Wind 210 deg -Service 29.201 -2.204 3.818 333.823 192.672 -0.016 Dead+Wind 240 deg -Service 29.201 -3.818 2.204 192.727 333.768 -0.014 Dead+Wind 270 deg - Service 29.201 -4.408 0.000 -0.013 385.413 4008 Dead+Wind 300 deg -Service 29.201 -3.818 -2.204 -192.753 333.768 0.000 Dead+Wind 330 deg - Service 29.201 -2.204 -3.818 -333.849 192.672 0.008 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -29.201 0.000 0.000 29.201 0.000 0.000% 2 0.000 -35.041 -32.591 0.000 35.041 32.591 0.000% 3 0.000 -26.281 -31591 0.000 26.281 32.591 0.000% 4 16.295 -35.041 -28.225 -16.295 35.041 28.225 0.000% 5 16.295 -26.281 -28.225 -16.295 26,281 28.225 0.000% 6 28.225 -35.041 -16,295 -28,225 35.041 16.295 0,000% 7 28.225 -26.281 -16.295 -28.225 26.281 16.295 0.000% 8 32.591 -35.041 0.000 -32.591 35.041 0.000 0.000% 9 32.591 -26.281 0.000 -32.591 26.281 0.000 0.000% 10 28.225 -35.041 16.295 -28.225 35.041 -16.295 0.000% 11 28125 -26.281 16.295 -28.225 26.281 -16.295 0.000% 12 16.295 -35.041 28.225 -16.295 35.041 -28.225 0.000% 13 16.295 -26.281 28.225 -16,295 26.281 -28.225 0.000% 14 0.000 -35.041 32.591 0.000 35.041 -32.591 0.000% 15 0.000 -26.281 32.591 0.000 26.281 -32.591 0.000% MxTower Job Page9 93224.002.01 - Beth's Song, FL (BU# 5800427) of 12 B+T Group Project Date 1717 S. Boulder, Suite 300 12:29:41 08/20/16 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX..- (918) 2954265 Sum of Applied Farces Sum of Reactions Load PX PY PZ PX Py PZ %Error Comb. K K K K K K 16 -16.295 -35.041 28.225 16.295 35.041 -28.225 0.000% 17 -16.295 -26.281 28.225 16.295 26.281 -28.225 0.000% 18 -28.225 -35.041 16.295 28.225 35.041 -16.295 0.000% 19 -28.225 -26.281 16.295 28.225 26.281 -16.295 0.000% 20 -32.591 -35.041 0.000 32.591 35.041 0.000 0.000% 21 -32.591 -26.281 0.000 32.591 26.281 0.000 0.000% 22 -28.225 -35.041 -16.295 28.225 35.041 16.295 0.000% 23 -28.225 -26.281 -16.295 28.225 26.281 16.295 0.000% 24 -16.295 -35.041 -28.225 16.295 35.041 28.225 0.000% 25 -16.295 -26.281 -28.225 16.295 26.281 28.225 0.000% 26 0.000 -29.201 -4.408 0.000 29.201 4.408 0.000% 27 2.204 -29.201 -3.818 -2.204 29.201 3.818 0.000% 28 3.818 -29.201 -2.204 -3.818 29.201 1204 0.000% 29 4.408 -29.201 0.000 -4.408 29.201 0.000 0.000% 30 3.818 -29.201 2.204 -3.818 29.201 -2.204 0.000% 31 2.204 -29.201 3.818 -2.204 29.201 -3.818 0.000% 32 0.000 -29.201 4.408 0.000 29.201 4.408 0.000% 33 -2.204 -29.201 3.818 2.204 29.201 -3.818 0.000% 34 -3.818 -29.201 2.204 3.818 29.201 -2.204 0.000% 35 4.409 -29.201 0.000 4.408 29.201 0.000 0.000% 36 -3.818 -29.201 -2.204 3.818 29.201 2.204 0.000% 37 -2.204 -29.201 -3.818 2.204 29.201 3.818 0.000% Non -Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance I Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00001540 3 Yes 4 0.00000001 0.00000881 4 Yes 5 0.00000001 0.00002670 5 Yes 4 0.00000001 0.00080583 6 Yes 5 0.00000001 0.00002646 7 Yes 4 0.00000001 0.00079867 8 Yes 4 0.00000001 0.00001283 9 Yes 4 0.00000001 0.00000719 10 Yes 5 0.00000001 0.00002657 II Yes 4 0.00000001 0.00080198 12 Yes 5 0.00000001 0.00002664 13 Yes 4 0.00000001 0.00080391 14 Yes 4 0.00000001 0.00001540 15 Yes 4 0.00000001 0.00000881 16 Yes 5 0.00000001 0.00002644 17 Yes 4 0.00000001 0.00079807 18 Yes 5 0.00000001 0.00002668 19 Yes 4 0.00000001 0.00080521 20 Yes 4 0.00000001 0.00001283 21 Yes 4 0.00000001 0.00000719 -22 Yes _ _ 5 _ 0.00000601 0.00002657 23 Yes 4 0.00000001 0.00080186 24 Yes 5 0.00000001 0.00002650 25 Yes 4 0.00000001 0.00079994 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000654 28 Yes 4 0.00000001 0.00000630 29 Yes 4 0.00000001 0.00000001 Utz, Z L-1% --i-I tnxTower Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 10 of 12 B+T Group Project Date 1717 S. Boulder, Suite 300 12:29:41 08/20/16 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Ananth Baliga FAX.- (918) 295-0165 30 Yes 4 0.00000001 0.00000641 31 Yes 4 0.00000001 0.00000647 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000628 34 Yes 4 0.00000001 0.00000651 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000640 37 Yes 4 0.00000001 0.00000634 Maximum Tower Deflections -Service Wind Section Elevation Hoe. Gov. Tilt Twist No. Deflection Load jt in Comb. ° LI 129 - 95.75 6.885 29 0.480 0.000 L2 99.75 - 46.75 4.103 29 OA00 0.000 L3 52.5 - 0 1.102 29 0.195 0.000 Ortical Deflections and Radius of Curvature --Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 127.000 (2) 800 10122 w/ Mount Pipe 29 6.686 0.476 0.000 77106 116.000 (2) X7CQAP-665-VRO w/ Mount 29 5.602 0.448 0.000 29656 Pipe Maximum Tower Deflections - Design Wind Section Elevation Hor_. Gov. Tilt Twist No. Deflection Load ft in Comb. ° LI 129-95.75 51.010 8 3.560 0.001 L2 99.75 - 46.75 30.404 8 2.962 0.000 L3 52.5 - 0 8.164 8 1.446 0.000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 127.000 116.000 Pipe w/ 41.509 3.322 0.001 4032 WxTvwer Job 93224.002.01 - Beth's Song, FL (BU# 5800427) Page11 of 12 B+T Croup 1717 S. Boulder, Suite 300 Project Date 12:29:41 08/20/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX (918) 295-0265 Client Crown Castle Designed by Ananth Baliga Compression Checks Pole Design Data Section Elevation Size L L. Kl/r A P. Ratio No. P. ft fi ft in' K K �p LI 129-95.75(1) TP31.197x22x0.25 33.250 0.000 0.0 23.678 -7.004 1674.040 0.004 L2 95.75-46.75 TP44.062x29.590.375 53.000 0.000 0.0 50.130 -17.228 3609.990 0.005 (2) L3 46.75 - 0 (3) TP56.055x41.7420.438 52.500 0.000 0.0 77.232 -35.022 5348.550 0.007 Pole Bending Desi n Data Section Elevation Sce M: ¢M Ratio Mv. Ww Ratio No. M M,n w IZY-9J.n It L2 95.75 - 46.75 (2) L3 46.75 - 0 (3) 7P44.062x29.59x0.375 TP56.055x41.742x0.438 1351.833 3123.250 0.433 0.000 3123.250 0.000 2856.725 6117.017 0.467 0.000 6117.017 0.000 Pole Shear Design Data Section Elevation Size Actual QV Ratio Actual rbT Ratio No. V. V. T. T„ ft K K W. kip ft tap-ft �T Ll 129-95.75(1) TP31.197x22x0.25 17.384 837.022 0.021 0.000 2055.892 0.000 L2 95.75 -46.75 TP44.062x29.590.375 24.528 1804.990 0.014 0.060 6254.133 0.000 (2) L3 46.75 - 0 (3) TP56.055x41.7420.438 32.611 2674.280 0.012 0.060 12249.000 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria Na. P. M. M,v. V. T. Stress Stress it AU A., AAA AV AT Ratio Ratio Li.' N.4 _ L2 95.75-46.75 0.005 0.433 0.000 0.014 0.000 0.438 (2) 6/ L3 46.75 - 0 (3) 0.007 0.467 0.000 0.012 0.000 0.474 1.000 4 8 2 1/ r Wx ower Job 93224.002.01 - Beth's Song, FL (BU# 5800427) Page 12 of 12 B+T Group /7/7 S. Boulder, Suite 300 Project Date 12:29:41 08/20/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Client Crown Castle Designed by a Ananth Bali 9 Section Capacity Table Section Elevation Component Size Critical P OP,na. % Pass No. ft Type Element K K Capacity Fail LI 129 - 95.75 Pole TP31.197x22x0.25 1 -7.004 1674.040 36.1 Pass L2 95.75-46.75 Pole TP44.062x29.59x0.375 2-17.228 3609.990 43.8 Pass L3 46.75-0 Pole TP56.055x41.742x0.438 3-35.022 5348.550 47.4 Pass Summary Pole (L3) 47.4 Pass RATING= 47.4 Pass Program Version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING (MSf ) { 3/8' M 12l R 2 3/4' M 127 R (12) 1-5/e' M 127 BUSINESS UNIT: 5800427 m f 18 R IEVF1. w 115 R IP/EL APPENDIX C ADDITIONAL CALCULATIONS 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 BU#: 5800427 Site Name: Beth's Song, FL A #: 357346 Revision # 0 P01e Manufacturer: I Other Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 22 in ksi ksi in 2.25 A615-J 100 75 63 - Plate Data Diam: Thick: Grade: Single -Rod B-eff: 1 69 lin in ksi In 3 50 8.09 Stiffener Data (Welding at both sides Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: 0 <— Disregard <— Disregard in in in in in in ksi ksi Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 56.0553 in in ksi •o• IF Round ksi "0" if None 0.4375 65 18 80 0 Reactions Mu: 2857 ft-kips Axial, Pu: .35 ki s Shear, Vu: -7 33 ki s Eta Factor, n 1 44 If No stiffeners, Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Rigid Max Rod (Cu+ Vu/rj): 103.5 Kips AISC LRFD Allowable Axial, <D"Fu"Anet: 260.0 Kips 9'Tn Anchor Rod Stress Ratio: 39.8% Pass Base Plate Results Flexural Check Ri id Base Plate Stress: 11.9 ksi AISC LRFD Allowable Plate Stress: 45.o ksi to•Fy Base Plate Stress Ratio: 26.6 % Pass Y.L. Length: 28.75 n/a Stiffener Results Horizontal Weld: n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fvr2: n/a Plate Tension+Shear, fUFt+(fv/Fv)^2: n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: rite 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 112 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date: 8/20/2016 1 CCI Foundation Tool Suite - Monopole Pier BU: 58CM27 Site Name: Beth's Song, FL App Number: 357346: Rev.0 Work Order: 1287672 -Dole Drilled Pier Input TIA Revision: G ACI 318 Revision: 2008 Seismic Category: B Forces Compression 35 kips Shear 33 kips Moment 2857 k-ft Swelling Force 0 kips jFounda6on Dimensions Pier Diameter 7 ft Ext. above grade: 1 it Depth below grade: 45 ft MaseriallPro'perties Number of Reber: 36 Rebar Size: it Tre Size 5 Reber tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.D03 in/in Clear Cover to Res: 4 in Soil Profile: Soil Progenies Date: CROWN , CASTLE . _- Layer Thickness (ft). 'IFrom 'lit) Ta. (ti Unit Weight. _ (Pcn _ • Cohesion (Psf) Friction Angle. (deg) Ultimate Upbf:Skm Friction .I(ksf) Ultimate Comp. Skin Friction - (kst) Ultimate Bearing., ,Capacity SPf'N' (ksR Counts 1 4 0 4 115 0 0 0 0 0 2 3 4 7 42.6 25 0 3 22 7 29 42.6 15 0 4 4 29 33 52.6 25 0 5 12 33 45 67.6 35 17 Analysis Results Soil lateral Capacity Depth to Zero Shear: 12.12 it Max Moment, Mu: 3145.61 k-ft Soil Safety Factor: 6.32 Safety Factor Req'd: 1.33 [RARNG? � -.._ Zia-% Soil Axial Capacity -Skin Friction (k): 230.83 kips End Bearing (k): 266.37 kips Camp. Capacity (k), d Cn: 497.20 kips Camp. (k), Cu: 35.00 kips IRA��__.-__7A%_G Concrete/Steel Check 'Mu (from L Pile) 3130.37 k-ft ,,Mn 8512.09 k-ft ERATING:�_�.W.. 36.BYj .rho provided 1.01 rho required 0.33®l Reber Spacing9y �1 Spacing required I� .d'fL,'K-'�F.+� Dev. Length required 32S5 Dev. Length provided 53.51 OK Overall Foundation Rating: 36.8% Page 1 of 1 93224_LPile (USCS units).lp7o LPile Plus for windows, Version 2013-07.007 Analysis of Individual Piles and Drilled Shafts subjected to Lateral Loading using the p-y Method 0 1985-2013 by Ensoft, Inc. All Rights Reserved This copy of LPile is used by: Serial Number of Security Device: 136081582 This copy of LPile is licensed for exclusive use by: B&T Engineering, Tulsa, OK Use of this program by any entity other than B&T Engineering, Tulsa, OK is forbidden by the software license agreement. -------------------------------------------------------------------- -------------------------------------------------------------------- Files Used for Analysis Path to file locations: C:\Users\indevor3\Desktop\Lpile\ Name of input data file: 93224_LPile (USCS units).lp7d Name of output report file: 93224_LPile (USCS units).lp7o Name of plot output file: 93224_LPile (USCS units).lp7p Name of runtime messeage file: 93224_LPile (Uscs units).lp7r -------------------------------------------------------------------- -------------------------------------------------------------------- Date and Time of Analysis Date: August 20, 2016 Time: 13:18:59 -------------------------------------------------------------------------------- Problem Title -------------------------------------------------------------------------------- Project Name: Beth's Song, FL BU Number: 5800427 client: Crown Castle Engineer: SK Page 1 93224_LPile (USCS units).lp7o Description: -------------------------------------------------------------------------------- Program options and settings -------------------------------------------------------------------------------- Engineering Units of Input Data and Computations: - Engineering units are US Customary Units (pounds, feet, inches) analysis Control options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - Static loading specified Computational Options: - use unfactored loads in computations (conventional analysis) - Compute pile response under loading and nonlinear bending properties of pile (only if nonlinear pile properties are input) - use of p-y modification factors for p-y curves not selected - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile -head foundation stiffness matrix not selected - Push -over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - No p-y curves to be computed and reported for user -specified depths - values of pile -head deflection, bending moments shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 -------------------------------------------------------------------------------- Pile Structural Properties and Geometry -------------------------------------------------------------------------------- Total number of pile sections = 1 Total length of pile = 45.00 ft Depth of ground surface below top of pile = 0.00 ft Pile diameter values used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. Point Depth Pile X Diameter ft in -------------- 1 0.00000 ----------- 84.0000000 2 45.000000 84.0000000 Page 2 93224_LPile (Uscs units).lp7o Input Structural Properties: ---------------------------- Pile Section No. 1: Section Type Section Length Section Diameter -------------------- -------------------- Ground Slope Angle Pile Batter Angle -------------------- -------------------- = Drilled Shaft (Bored Pile) 45.00000 ft = 84.00000 in ------------------------------------ Ground slope and Pile Batter Angles ------------------------------------ ---------------------------------------- Soil and Rock Layering Information ---------------------------------------- 0.000 degrees 0.000 radians 0.000 degrees 0.000 radians The soil profile is modelled using 5 layers Layer 1 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 4.00000 ft Effective unit weight at top of layer = 115.00000 pcf Effective unit weight at bottom of layer = 115.00000 pcf Undrained cohesion at top of layer = 1.00000 psf Undrained cohesion at bottom of layer = 1.00000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 NOTE: Internal default values for Epsilon-50 will be computed for this soil layer. Layer 2 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 4.00000 ft Distance from top of pile to bottom of layer = 7.00000 ft Effective unit weight at top of layer = 42.60000 pcf Effective unit weight at bottom of layer = 42.60000 pcf Friction angle at top of layer = 25.00000 deg. Friction angle at bottom of layer = 2500000 deg. subgrade k at top of layer = 6.0000 pci subgrade k at bottom of layer = 0.0000 pci NOTE: Internal default values for subgrade k will be computed for this soil layer. Layer 3 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 7.00000 ft Distance from top of pile to bottom of layer = 29.00000 ft Effective unit weight at top of layer = 42.60000 pcf Effective unit -,weight at bottom of layer = 42.60000 pcf Friction angle at top of layer = 15.00000 deg. Page 3 93224_LPile (USCS units).lp7o Friction angle at bottom of layer = 15.00000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Internal default values for subgrade k will be computed for this soil layer. Layer 4 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 29.00000 ft Distance from top of pile to bottom of layer = 33.00000 ft Effective unit weight at top of layer = 52.60000 pcf Effective unit weight at bottom of layer = 52.60000 Friction angle at top of layer = 25.00000 deg. Friction angle at bottom of layer = 25.00000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Internal default values for subgrade k will be computed for this soil layer. Layer 5 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 33.00000 ft Distance from top of pile to bottom of layer = 45.00000 ft Effective unit weight at top of layer = 67.60000 pcf Effective unit weight at bottom of layer = 67.60000 Friction angle at top of layer = 35.00000 deg. Friction angle at bottom of layer = 35.00000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Internal default values for subgrade k will be computed for this soil layer. (Depth of lowest soil layer extends 0.00 ft below pile tip) -------------------------------------------------------------------------------- summary of Soil Properties -------------------------------------------------------------------------------- Layer Layer Effective Undrained Angle of Strain Layer Soil Type Depth Unit Wt. cohesion Friction Factor kpy Num. (p-y curve Criteria) ft pcf psf deg. Epsilon 50 pci --------------------------------------------------------------------- ------------------------------ 1 soft clay 0.00 115.000 1.000 -- default -- 4.000 115.000 1.000 -- default -- 2 sand (Reese, et al.) 4.000 42.600 -- 25.000 -- default 7.000 42.600 -- 25.000 -- default 3 Sand (Reese, et al.) 7.000 4�. 15.000 -- default �etpp1 ; 29.000 PY 15.000 -- default ly y^ Page 4 93224_LPile (USCS units).lp7o 4 Sand (Reese, et al.) 29.000 52.600 -- 25.000 -- default 33.000 52.600 -- 25.000 -- default 5 Sand (Reese, et al.) 33.000 67.600 -- 35.000 -- default 45.000 67.600 -- 35.000 -- default ------------- Loading Type ------------- Static loading criteria were used when computing p-y curves for all analyses. -------------------------------------------------------------------------------- Pile-head Loading and Pile -head Fixity conditions -------------------------------------------------------------------------------- Number of loads specified = 1 Load Load condition condition Axial Thrust Compute No. Type 1 2 Force, lbs Top y vs. Pile Length 1 1 V = 33000. lbs M = 34284000. in-lbs 35000. No v = perpendicular shear force applied to pile head M = bending moment applied to pile head y = lateral deflection relative to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applie to pile head Axial thrust is assumed to be acting axially for all pile batter angles. -------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending stiffness -------------------------------------------------------------------------------- Axial thrust force values were determined from pile -head loading conditions Number of Pile sections Analyzed = 1 Pile section No. 1: ------------------- Dimensions and Properties of Drilled shaft (Bored Pile): -------------------------------------------------------- Length of section = 45.00000 ft Shaft Diameter = 84.00000 in Concrete cover Thickness = 4.00000 in Number of Reinforcing Bars = 36 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of shaft = 5541.76944 sq. in. Page 5 93224_LPile (USCS units).lp7o Total Area of Reinforcing Steel = 56.16000 sq. in. Area Ratio of Steel Reinforcement = 1.01 percent Edge -to -Edge Bar Spacing = 5.09095 in Maximum Concrete Aggregate Size = 0.75000 in Ratio of Bar spacing to Aggregate Size = 6.79 offset of Center of Rebar Cage from Center of Pile = 0.0000 in Axial Structural Capacities: ---------------------------- Nom. Axial structural Capacity = 0.85 Fc Ac + Fy As = 22020.673 kips Tensile Load for Cracking of concrete =-2469.414 kips Nominal Axial Tensile capacity =-3369.600 kips Reinforcing Bar Dimensions and Positions Used in computations: Bar Bar Diam. Bar Area x Number inches sq. in. inches -------- 1 ---------- 1.41000 ---------- 1.56000 ---------- 37.29500 2 1.41000 1.56000 36.72841 3 1.41000 1.56000 35.04584 4 1.41000 1.56000 32.29842 5 1.41000 1.56000 28.56963 6 1.41000 1.56000 23.97276 7 1.41000 1.56000 18.64750 8 1.41000 1.56000 12.75564 9 1.41000 1.56000 6.47621 10 1.41000 1.56000 0.00000 11 1.41000 1.56000 -6.47621 12 1.41000 1.56000 -12.75564 13 1.41000 1.56000 -18.64750 14 1.41000 1.56000 -23.97276 15 1.41000 1.56000 -28.56963 16 1.41000 1.56000 -32.29842 17 1.41000 1,56000 -35.04584 18 1.41000 1.56000 -36.72841 19 1.41000 1.56000 -37.29500 20 1.41000 1.56000 -36.72841 21 1.41000 1.56000 -35.04584 22 1.41000 1.56000 -32.29842 23 1.41000 1.56000 -28.56963 24 1.41000 1.56000 -23.97276 25 1.41000 1.56000 -18.64750 26 1.41000 1.56000 -12.75564 27 1.41000 1.56000 -6.47621 28 1.41000 1,56000 0.00000 29 1.41000 1.56000 6.47621 30 1.41000 1.56000 12.75564 31 1.41000 1.56000 18.64750 32 1.41000 1.56000 23.97276 33 1.41000 1.56000 28.56963 34 1.41000 1.56000 32.29842 35 1.41000 1.56000 35.04584 36 1.41000 1.56000 36.72841 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = Bars 22 and 23 Page 6 Y inches 0.00000 6.47621 12.75564 18.64750 23.97276 28.56963 32.29842 35.04584 36.72841 37.29500 36.72841 35.04584 32.29842 28.56963 23.97276 18_64750 12.75564 6.47621 0.00000 -6.47621 -12.75564 -18.64750 -23.97276 -28.56963 -32.29842 -35.04584 -36.72841 -37.29500 -36.72841 -35.04584 -32.29842 -28.56963 -23.97276 -18.64750 -12.75564 -6.47621 5.09095 inches between 93224_LPile (USCS units).lp7o Spacing to aggregate size ratio = 6.78793 Concrete Properties: -------------------- Compressive Strength of Concrete = 4000.00000 psi Modulus of Elasticity of concrete = 3604997. psi Modulus of Rupture of Concrete =-474.34164 psi Compression Strain at Peak Stress = 0.00189 Tensile Strain at Fracture of Concrete =-0.0001154 Maximum Coarse Aggregate Size = 0.75000 in Number of Axial Thrust Force values Determined from Pile -head Loadings = 1 Number Axial Thrust Force kips ------ ------------------ 1 35.000 Definitions of Run Messages and Notes: -------------------------------------- C = concrete in section has cracked in tension. v = stress in reinforcing steel has reached yield stress. T = ACi 318-08 criteria for tension -controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than than 0.003. See AU 318-08, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (Ei) = computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 35.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in -kip kip-in2 in in/in in/in ksi -------------------------- ksi ------------- -------------------------- ------------- -------------------------- 0.000000313 3534.1055789 --- 11309137852. 46.5115290 0.0000145 -0.0000117 0.0608549 0.4177045 0.000000625 7053.3896877 11285423500. 44.2619762 0.0000277 -0.0000248 0.1153693 0.7946358 0.000000938 10558. 11261480431. 43.5121563 0.0000408 -0.0000380 0.1695039 1.1715680 0.000001250 14047. 11237479922. 43.1372654 0.0000539 -0.0000511 0.2232587 1.5485009 0.000001563 17521. 11213456406. 42.9123453 0.0000671 -0.0000642 0.2766338 1.9254344 0.000001875 20980. 11189421381. 42.7624104 0.0000802 -0.0000773 0.3296292 2.3023686 0.000002188 24424. 11165379780. 42.6553244 0.0000933 -0.0000904 0.3822447 c c 2:.6793034 Page 7 93224_LPile (USCS units).lp7o 0.000002500 27853. 11141334068. 42.5750190 0.0001064-0.0001036 0.4344805 3.0562389 0.000002813 27853. 9903408060. 22.3074171 0.0000627-0.0001735 0.2568195-4.9975450 C 0.000003125 27853. 8913067254, 22.1206333 0.0000691-0.0001934 0.2824428-5.5697551 C 0.000003438 27853. 8102788413. 21.9672136 0.0000755-0.0002132 0.3079698-6.1420246 C 0.000003750 27853. 7427556045. 21.8402997 0.0000819-0.0002331 0.3334231-6.7141924 C 0.000004063 27853. 6856205580. 21.7337774 0.0000883-0.0002530 0.3588026-7.2862581 c 0.000004375 27853. 6366476610. 21.6432792 0.0000947-0.0002728 0.3841082-7.8582214 C 0.000004688 27853. 5942044836. 21.5656026 0.0001011-0.0002927 0.4093398-8.4300821 C 0.000005000 27853. 5570667034. 21.4983454 0.0001075-0.0003125 0.4344973-9.0018399 C 0.000005313 27853. 5242980738. 21.4396710 0.0001139-0.0003324 0.4595805-9.5734944 C 0.000005625 27853. 4951704030. 21.3867726 0.0001203-0.0003522 0.4845585-10.1452702 C 0.000005938 27853. 4691088028. 21.3393065 0.0001267-0.0003720 0.5094450-10.7170694 C 0.000006250 27853. 4456533627. 21.2971822 0.0001331-0.0003919 0.5342577-11.2887607 c 0.000006563 27853. 4244317740. 21.2596384 0.0001395-0.0004117 0.5589966-11.8603438 C 0.000006875 27853. 4051394206. 21.2260519 0.0001459-0.0004316 0.5836615-12.4318184 c 0.000007188 27853. 3875246632. 21.1959083 0.0001523-0.0004514 0.6082524-13.0031841 C 0.000007500 27853. 3713778023. 21.1687787 0.0001588-0.0004712 0.6327691-13.5744406 c 0.000007813 27853. 3565226902. 21.1443028 0.0001652-0.0004911 0.6572115-14.1455878 c 0.000008125 27853. 3428102790. 21.1221760 0.0001716-0.0005109 0.6815795-14.7166249 C 0.000008438 27853. 3301136020. 21.1021385 0.0001780-0.0005307 0.7058731-15.2875519 C 0.000008750 27853. 3183238305. 21.0839679 0.0001845-0.0005505 0.7300919-15.8583683 C 0.000009063 27853. 3073471467. 21.0674724 0.0001909-0.0005703 0.7542361-16.4290738 C 0.000009375 27853. 2971022418. 21.0524856 0.0001974-0.0005901 0.7783053-16.9996681 C 0.000009688 27853. 2875182985. 21.0388628 0.0002038-0.0006099 0.8022996-17.5701508 C 0.0000100 27853. 2785333517. 21.0264773 0.0002103-0.0006297 0.8262187-18.1405216 C 0.0000103 27853. 2700929471. 21.0152178 0.0002167-0.0006495 0.8500627-18.7107802 C 0.0000106 27853. 2621490369. 21.0049861 0.0002232-0.0006693 0.8738312-19.2809262 C 0.0000109 27853. 2546590644. 20.9956952 0.0002296-0.0006891 0.8975244-19.8509592 C 0.0000113 27853. 2475852015. 20.9872677 0.0002361-0.0007089 0.9211419-20.4208789 C 0.0000116 27853. 2408937096. 20.9796348 0.0002426-0.0007287 0.9446837-20.9906850 C 0.0000119 28067. 2363573506. 20.9727348 0.0002491-0.0007484 0.9681497-21.5603770 C 0.0000122 28780. 2361427613. 20.9665122 0. 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CY 0.0000341 77787. 2283656586. 21.1267420 0.0007196-0.0021416 2.4321191-60.0000000 CY 0.0000347 79160. 2282098308. 21.1380172 0.0007332-0.0021805 2.4673218-60.0000000 CY 0.0000353 80528. 2280439645. 21.1491228 0.0007468-0.0022194 2.5021458-60.0000000 CY 0.0000359 81810. 2276460280. 21.1529061 0.0007602-0.0022586 2.5359303-60.0000000 CY 0.0000366 82928. 2268113126. 21.1425284 0.0007730-0.0022982 2.5680276-60.0000000 CY 0.0000372 83946. 2257371105. 21.1241775 0.0007856-0.0023382 2.5989927-60.0000000 CY 0.0000397 87307. 2199868192. 20.9995184 0.0008334-0.0025003 2.7140304-60.0000000 CY 0.0000422 90052. 2134561482. 20.8427010 0.0008793-0.0026644 2.8195833-60.0000000 CY 0.0000447 92299. 2065430881. 20.6655645 0.0009235-0.0028303 2.9168857-60.0000000 CY 0.0000472 94190. 1996075613. 20.4743013 0.0009661-0.0029976 3.0067255-60.0000000 CY 0.0000497 95873. 1929522482. 20.2833405 0.0010078-0.0031659 3.0907740-60.0000000 CY 0.0000522 97368. 1865729603. 20.0960205 0.0010488-0.0033350 3.1696304-60.0000000 CY 0.0000547 98593. 1802834847. 19.9037087 0.0010885-0.0035053 3.2426798-60.0000000 CY 0.0000572 99810. 1745318996. 19.7301523 0.0011283-0.0036754 3.3125616-60.0000000 CY 0.0000597 100904. 1690532877. 19.5526213 0.0011670-0.0038467 3.3772134-60.0000000 CY 0.0000622 101753. 1636232563. 19.3669450 0.0012044-0.0040194 3.4364559-60.0000000 CY 0.0000647 102595. 1586013256. 19.1973536 0.0012418-0.0041919 3.4929074-60.0000000 CY 0.0000672 103432. 1539459128. 19.0423448 0.0012794-0.0043643 3.5465685-60.0000000 CY 0.0000697 104231. 1495686561. 18.8964545 0.0013168-0.0045369 3.5970416-60.0000000 CY 0.0000722 104837. 1452283825. 18.7330077 0.0013523-0.0047115 3.6420083-60.0000000 CY 0.0000747 105389. 1411062800. 18.5764584 0.0013874-0.0048863 3.6839554-60.0000000 CY 0.0000772 105937. 1372465044. 18.4316026 0.0014227-0.0050611 3.7234232-60.0000000 CY 0.0000797 106482. 1336242897. 18.2973605 0.0014581-0.0052357 3.7603856-60.0000000 CY 0.0000822 107023. 1302178819. 18.1727840 0.0014936-0.0054102 3.7948163-60.0000000 CY 0.0000847 107560. 1270078089. 18.0568179 0.0015292-0.0055846 3.8266717-60.0000000 CY 0.0000872 107999. 1238699551. 17.9302607 0.0015633-0.0057605 3.8546285-60.0000000 CY 0.0000897 108347. 1208054813. 17.8008191 0.0015965-0.0059372 3.8794727-60.0000000 CY 0.0000922 108684. 1178944692. 17.6784994 0.0016297-0.0061140 3.9019967-60.0000000 CY 0.0000947 109018. 1151342086. 17.5638407 0. 0 1 s-0 0 9 Page 10 p'y 93224_LPile (USCS units).lp7o 3.9222603 -60.0000000 CY 0.0000972 109349. 1125130166. 17.4562674 0.0016965 -0.0064672 3.9402394 -60.0000000 CY 0.0000997 109677. 1100203812. 17.3552620 0.0017301 -0.0066436 3.9559096 -60.0000000 CY 0.0001022 110002. 1076468179. 17.2603584 0.0017638 -0.0068200 3.9692457 -60.0000000 CY 0.0001047 110319. 1053790655. 17.1668659 0.0017972 -0.0069966 3.9800887 -60.0000000 CY 0.0001072 110628. 1032095999. 17.0753279 0.0018303 -0.0071735 3.9885255 -60.0000000 CY 0.0001097 110931. 1011337091. 16.9886346 0.0018634 -0.0073503 3.9946633 -60.0000000 CY 0.0001122 111176. 990983749. 16.8987075 0.0018958 -0.0075279 3.9984135 -60.0000000 CY 0.0001147 111395. 971287671. 16.8102503 0.0019279 -0.0077058 3.9999523 -60.0000000 CY 0.0001172 111579. 952142449. 16.7222021 0.0019596 -0.0078841 3.9937947 -60.0000000 CY 0.0001197 111762. 933777987. 16.6387850 0.0019915 -0.0080623 3.9976600 -60.0000000 CY 0.0001222 111942. 916148032. 16.5596645 0.0020234 -0.0082404 3.9996811 -60.0000000 CY 0.0001247 112119. 899202376. 16.4847883 0.0020554 -0.0084183 3.9962158 -60.0000000 CY 0.0001272 112294. 882900105. 16.4139275 0.0020876 -0.0085961 3.9951446 -60.0000000 CY 0.0001297 112463. 867182127. 16.3431001 0.0021195 -0.0087743 3.9982796 -60.0000000 CY 0.0001322 112626. 852016726. 16.2723352 0.0021510 -0.0089528 3.9998139 60.0000000 CY 0.0001347 112787. 837395006. 16.2052337 0.0021826 -0.0091311 3.9957587 60.0000000 CY 0.0001372 112945. 823289289. 16.1415140 0.0022144 -0.0093093 3.9936445 60.0000000 CY 0.0001522 113827. 747937732. 15.8108176 0.0024062 -0.0103775 3.9965582 60.0000000 CY 0.0001672 114378. 684132906. 15.5088089 0.0025929 -0.0114509 3.9951328 60.0000000 CY 0.0001822 114804. 630144700. 15.2314698 0.0027750 -0.0125288 3.9873608 60.0000000 CY 0.0001972 115207. 584252422. 15.0083507 0.0029595 -0.0136043 3.9999866 60.0000000 CY 0.0002122 115544. 544538302. 14.8434829 0.0031496 -0.0146741 3.9939348 60.0000000 CYT 0.0002272 115830. 509841448. 14.7160064 0.0033433 -0.0157405 3.9919297 60.0000000 CYT 0.0002422 116000. 478969609. 14.6006248 0.0035361 -0.0168077 3.9929124 60.0000000 CYT 0.0002572 116067. 451292057. 14.4773501 0.0037234 -0.0178804 3.9997480 60.0000000 CYT 0.0002722 116067. 426421772. 14.4882688 0.0039435 -0.0189202 3.9851835 60.0000000 CYT ---------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for section 1 ---------------------------------------------------------------------------- Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. Page 11 93224_LPile (USCS units).lp7o No. kips in -kip Strain -------------------------------------------------- 1 35.000 115279.116 0.00300000 Note note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi -factor). In ACI 318-08, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318-08, section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resistance Nominal Ultimate (Factored) Ultimate (Factored) Bending Stiffness Load Factor Moment Capacity Axial Thrust Moment Capacity at Ult. Mom. Cap. No. for Moment in -kip kips in -kip kip-inA2 ---------------------------------- ------------------- ------------------- ------------------- 1 0.65 115279.116 22.750 74931.423 2286925133.710 1 0.70 115279.116 24.500 80695.380 2279920278.947 1 0.75 115279.116 26.250 86459.337 2214374136.887 ------------------------------------------------------ Computed values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 ------------------------------------------------------ Pile-head conditions are shear and Moment (Loading Type 1) Shear force at pile head = 33000.0 lbs Applied moment at pile head = 34284000.0 in-lbs Axial thrust load on pile head = 35000.0 lbs Depth Deflect. Bending shear slope Total Bending soil Res. soil Spr. Distrib. X y Moment Force S stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* lb-inA2 lb/in lb/inch -------------------- lb/inch ---------- ---------- ---------- --- -------------------- 0.00 ---------- 1.7469 34284000. 33000. -0.007061 -0.6532 1.0095 0.000 0.450 1.7090 34463518. 32993. -0.006982 -1.9452 6.1464 0.000 0.900 1.6715 34642963. 32983. -0.006902 -1.9308 6.2379 0.000 Page 12 0.000 2.347E+12 0.000 2.347E+12 93224_LPile (Uscs units).lp7o 1.350 1.6344 34822338. 32972. -0.006822 0.000 2.346E+12 -1.9165 6.3318 0.000 1.800 1.5978 35001641. 32962. -0.006742 0.000 2.346E+12 -1.9020 6.4282 0.000 2.250 1.5616 35180874. 32952. -0.006661 0.000 2.345E+12 -1.8876 6.5272 0.000 2.700 1.5259 35360036. 32941. -0.006580 0.000 2.345E+12 -1.8731 6.6287 0.000 3.150 1.4905 35539129. 32931. -0.006498 0.000 2.344E+12 -1.8585 6.7330 0.000 3.600 1.4557 35718152. 32921. -0.006416 0.000 2.344E+12 -1.8439 6.8401 0.000 4.050 1.4212 35897105. 32767. -0.006334 0.000 2.344E+12 -55.2703 209.9982 0.000 4.500 1.3873 36074431. 32286. -0.006251 0.000 2.343E+12 -123.1016 479.1780 0.000 4.950 1.3537 36248152. 31447. -0.006168 0.000 2.343E+12 -187.6075 748.3578 0.000 5.400 1.3207 36416386. 30268. -0.006084 0.000 2.342E+12 -248.8555 1017.5375 0.000 5.850 1.2880 36577348. 28768. -0.006000 0.000 2.342E+12 -306.9136 1286.7173 0.000 6.300 1.2559 36729344. 26962. -0.005915 0.000 2.342E+12 -361.8502 1555.8971 0.000 6.750 1.2241 36870773. 24868. -0.005830 0.000 2.342E+12 -413.7341 1825.0768 0.000 7.200 1.1929 37000121. 22674. -0.005745 0.000 2.341E+12 -398.8232 1805.3962 0.000 7.650 1.1621 37117823. 20454. -0.005660 0.000 2.341E+12 -423.2851 1966.9040 0.000 8.100 1.1318 37223167. 18107. -0.005574 0.000 2.341E+12 -446.0871 2128.4119 0.000 8.550 1.1019 37315486. 15641. -0.005488 0.000 2.341E+12 -467.2687 2289.9061 0.000 9.000 1.0725 37394163. 13065. -0.005402 0.000 2.340E+12 -486.8774 2451.4130 0.000 9.450 1.0436 37458626. 10387. -0.005315 0.000 2.340E+12 -504.9527 2612.9199 0.000 9.900 1.0151 37508349. 7615.2501 -0.005229 0.000 2.340E+12 -521.5370 2774.4268 0.000 10.350 0.9871 37542848. 4758.0851 -0.005142 0.000 2.340E+12 -536.6723 2935.9336 0.000 10.800 0.9596 37561680. 1822.9874 -0.005056 0.000 2.340E+12 -550.4009 3097.4405 0.000 11.250 0.9325 37564447. -1182.5606 -0.004969 0.000 2.340E+12 -562.7650 3258.9474 0.000 11.700 0.9059 37550787. -4251.3036 -0.004882 0.000 2.340E+12 -573.8065 3420.4543 0.000 12.150 0.8798 37520378. -7376.2128 -0.004796 0.000 2.340E+12 -583.5673 3581.9612 0.000 12.600 0.8541 37472937. -10550. -0.004709 0.000 2.340E+12 -592.0892 3743.4681 0.000 13.050 0.8289 37408213. -13768. -0.004623 0.000 2.340E+12 -599.4136 3904.9750 0.000 13.500 0.8042 37325995. -17021. -0.004537 0.000 2.341E+12 -605.5818 4066.4819 0.000 13.950 0.7799 37226101. -20305. -0.004451 0.000 2.341E+12 -610.6348 4227.9888 0.000 14.400 0.7561 37108385. -23613. -0.004365 0.000 2.341E+12 -614.6133 4389.4957 0.000 14.850 0.7328 36972731. -26940. -0.004279 0.000 2.341E+12 -617.5576 4551.0026 0.000 15.300 0.7099 36819052. -30280. -0.004194 0.000 2.342E+12 Page 13 -619.5077 4712.5095 15.750 0.6875 -620.5031 4874.0164 16.200 0.6655 -620.5829 5035.5233 16.650 0.6440 -619.7856 5197.0302 17.100 0.6229 -618.1494 5358.5371 17.550 0.6023 -615.7117 5520.0440 18.000 0.5822 -612.5096 5681.5509 18.450 0.5624 -608.5791 5843.0578 18.900 0.5431 -603.9561 6004.5646 19.350 0.5243 -598.6755 6166.0715 19.800 0.5059 -592.7714 6327.5784 20.250 0.4879 -586.2774 6489.0853 20.700 0.4703 -579.2262 6650.5922 21.150 0.4532 -571.6495 6812.0991 21.600 0.4364 -563.5786 6973.6060 22.050 0.4201 -555.0434 7135.1129 22.500 0.4041 -546.0733 7296.6198 22.950 0.3886 -536.6967 7458.1267 23.400 0.3734 -526.9409 7619.6336 23.850 0.3587 -516.8323 7781.1405 24.300 0.3443 -506.3963 7942.6474 24.750 0.3303 -495.6574 8104.1543 25.200 0.3166 -484.6388 8265.6612 25.650 0.3033 -473.3629 8427.1681 26.100 0.2904 -461.8509 8588.6750 26.550 0.2776 -449.7468 8750.1819 27.000 0.2648 -436.9934 8911.6868 27.450 0.2521 -423.5945 9073.1957 27.900 0.2395 -409.5538 9234.7025 28.350 0.2269 -394.8745 9396.2094 28.800 0.2144 -379.5598 9557.7163 29.250 0.2020 -420.8598 11249. 93224_LPile (Uscs units).lp7o 0.000 36647293. -33628. -0.004110 0.000 36457424. -36979. -0.004025 0.000 36249443. -40328. -0.003942 0.000 36023373. -43670. -0.003858 0.000 35779262. -47002. -0.003776 0.000 35517181. -50318. -0.003693 0.000 35237224. -53615. -0.003612 0.000 34939506. -56889. -0.003531 0.000 34624161. -60136. -0.003451 0.000 34291344. -63353. -0.003372 0.000 33941226. -66536. -0.003293 0.000 33573998. -69683. -0.003216 0.000 33189865. -72790. -0.003139 0.000 32789048. -75855. -0.003063 0.000 32371784. -78876. -0.002988 0.000 31938320. -81849. -0.002915 0.000 31488918. -84772. -0.002842 0.000 31023853. -87644. -0.002770 0.000 30543409. -90462. -0.002700 0.000 30047881. -93225. -0.002630 0.000 29537574. -95931. -0.002562 0.000 29012800. -98577. -0.002495 0.000 28473881. -101164. -0.002429 0.000 27921147. -103689. -0.002386 0.000 27354942. -106150. -0.002369 0.000 26775619. -108545. -0.002356 0.000 26183552. -110868. -0.002343 0.000 25579129. -113118. -0.002331 0.000 24962762. -115290. -0.002319 0.000 24334878. -117381. -0.002307 0.000 23695924. -119542. -0.002295 0.000 Page 14 0.000 2.342E+12 0.000 2.342E+12 0.000 2.343E+12 0.000 2.343E+12 0.000 2.344E+12 0.000 2.344E+12 0.000 2.345E+12 0.000 2.346E+12 0.000 2.346E+12 0.000 2.347E+12 0.000 2.348E+12 0.000 2.349E+12 0.000 2.350E+12 0.000 2.351E+12 0.000 2.352E+12 0.000 2.353E+12 0.000 2.354E+12 0.000 2.355E+12 0.000 2.356E+12 0.000 2.358E+12 0.000 2.359E+12 0.000 2.361E+12 0.000 2.362E+12 0.000 7.244E+12 0.000 1.114E+13 0.000 1.115E+13 0.000 1.115E+13 0.000 1.116E+13 0.000 1.116E+13 0.000 1.117E+13 93224_LPile (Uscs units).lp7o 29.700 0.1897 23044696. -121770. -0.002284 0.000 1.117E+13 -404.5613 11519. 0.000 30.150 0.1774 22381668. -123908. -0.002273 0.000 1.118E+13 -387.1615 11788. 0.000 30.600 0.1651 21707349. -125949. -0.002262 0.000 1.118E+13 -368.6657 12057. 0.000 31.050 0.1529 21022277. -127887. -0.002252 0.000 1.119E+13 -349.0784 12326. 0.000 31.500 0.1408 20327024. -129716. -0.002242 0.000 1.119E+13 -328.4040 12595. 0.000 31.950 0.1287 19622194. -131430. -0.002232 0.000 1.120E+13 -306.6462 12864. 0.000 32.400 0.1167 18908419. -133025. -0.002223 0.000 1.120E+13 -283.8084 13134. 0.000 32.850 0.1047 18186367. -134493. -0.002214 0.000 1.121E+13 -259.8937 13403. 0.000 33.300 0.0928 17456735. -139237. -0.002205 0.000 1.121E+13 -1497.2842 87146. 0.000 33.750 0.0809 16683441. -146905. -0.002197 0.000 1.122E+13 -1342.8648 89642. 0.000 34.200 0.0691 15870987. -153712. -0.002189 0.000 1.122E+13 -1178.1948 92139. 0.000 34.650 0.0572 15024175. -159602. -0.002182 0.000 1.123E+13 -1003.2971 94635. 0.000 35.100 0.0455 14148106. -164520. -0.002175 0.000 1.124E+13 -818.1887 97132. 0.000 35.550 0.0338 13248177. -168411. -0.002168 0.000 1.124E+13 -622.8816 99628. 0.000 36.000 0.0221 12330084. -171220. -0.002162 0.000 1.125E+13 -417.3821 102125. 0.000 36.450 0.0104 11399819. -172891. -0.002156 0.000 1.125E+13 -201.6914 104622. 0.000 36.900 -0.001220 10463672. -173371. -0.002151 0.000 1.126E+13 24.1943 107118. 0.000 37.350 -0.0128 9528229. -172603. -0.002146 0.000 1.127E+13 260.2837 109615. 0.000 37.800 -0.0244 8600375. -170532. -0.002142 0.000 1.127E+13 506.5896 112111. 0.000 38.250 -0.0360 7687292. -167104. -0.002138 0.000 1.128E+13 763.1292 114608. 0.000 38.700 -0.0475 6796462. -162263. -0.002135 0.000 1.129E+13 1029.9230 117104. 0.000 39.150 -0.0590 5935663. -155953. -0.002132 0.000 1.129E+13 1306.9947 119601. 0.000 39.600 -0.0705 5112976. -148119. -0.002129 0.000 1.129E+13 1594.3703 122098. 0.000 40.050 -0.0820 4336781. -138706. -0.002127 0.000 1.130E+13 1892.0778 124594. 0.000 40.500 -0.0935 3615757. -128182. -0.002125 0.000 1.131E+13 2005.4723 115845. 0.000 40.950 -0.1050 2953214. -117107. -0.002123 0.000 1.131E+13 2096.6666 107878. 0.000 41.400 -0.1164 2351808. -105557. -0.002122 0.000 1.131E+13 2180.9291 101165. 0.000 41.850 -0.1279 1813999. -93570. -0.002121 0.000 1.131E+13 2258.8606 95393. 0.000 42.300 -0.1393 1342057. -81177. -0.002120 0.000 1.131E+13 2330.8747 90344. 0.000 42.750 -0.1508 938084. -68411. -0.002120 0.000 1.131E+13 2397.2551 85861. 0.000 43.200 -0.1622 604015. -55302. -0.002119 0.000 1.131E+13 2458.1926 - 81832:- 0.000 43.650 -0.1737 341626. -41877. -0.002119 0.000 1.131E+13 Page 15 93224_LPile (Uscs units).lp7o 2513.8101 78169. 0.000 44.100 -0.1851 152540. -28167. -0.002119 0.000 1.131E+13 2564.1801 74806. 0.000 44.550 -0.1965 38226. -14198. -0.002119 0.000 1.131E+13 2609.3367 71692. 0.000 45.000 -0.2080 0.000 0.000 -0.002119 0.000 1.131E+13 2649.2849 34392. 0.000 " This analysis computed pile response using nonlinear moment -curvature relationships. values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. stresses in concrete and steel may be interpolated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile -head deflection = Computed slope at pile head = Maximum bending moment = Maximum shear force = Depth of maximum bendingg moment = Depth of maximum shear Force = Number of iterations = Number of zero deflection points = 1.7468883 inches -0.0070610 radians 37564447. inch-lbs -173371. lbs 11.2500000 feet below pile head 36.9000000 feet below pile head 62 1 ----------------------------------------------------------------- summary of Pile Response(s) ----------------------------------------------------------------- Definitions of Pile -head Loading Conditions: Load Type 1: Load 1 = Shear, lbs, and Load 2 = Moment, in-lbs Load Type 2: Load 1 = Shear, lbs, and Load 2 = Slope, radians Load Type 3: Load 1 = shear, lbs, and Load 2 = Rotational stiffness, in-lbs/radian Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs Load Type 5: Load 1 = Top Deflection, inches, and Load 2 = slope, radians Pile -head Pile -head Maximum Maximum Load Load Condition 1 Condition 2 Axial Pile -head Moment Shear Pile -head Case Type V(lbs) or in -lb, rad., Loading Deflection in Pile in Pile Rotation No. Noy(inches) or in-lb/rad. lbs inches in-lbs lbs radians ---- ---------------------------------------------------------- --------------------------------------- 1 1 V = 33000. M_=_ 34284000. 35000. 1.74688826 -37564447.-173371.-0.00706103 ---------------------------------- ------------------- summary of warning Messages 1� ----------- FIEi Page 16 '' 93224_LPile (u5c5 units).lp7o ------------------------------------------------------ The following warning was reported 3038 times **** warning **** An unreasonable value was input for friction angle has been specified for a soil layer defined uisng the sand criteria. The input value is either smaller than 20 degrees or higher than 48 degrees. The input data should be checked for correctness. The analysis ended normally. Page 17