Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
STRUCTURAL ANALYSIS REPORT
SCANNED BY St. Lucie County Date: August 07, 2019 William Barrett Crown Castle 8000 Avalon Blvd Alpharetta, GA 30009 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear William Barrett, RECEIVED SEP 1312019 ST. Lucie County, Permitting Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Order Number: B+T Group Project Number: lip B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 10126636 South Florida Ridge 5800427 Beth's Song 583755 1778006 500050 Rev. 1 93224.004.01 6425 Russakis Road, Fort Pierce, FL Latitude 270 33' 4.45", Longitude -800 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. The purpose of the analysis is to determine acceptability of the tower stress level. Based pn our analysis we have determined the tower stress level for -the structure.and foundation, under the -following load case, -to -be: _ . _ LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 157 mph as required by the 2017 Florida Building Code, 6th Edition. Applicable Standard references and design criteria are. listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Angela Ashwood Respectfully submitted by: B+T Engineering, Inc. COA: 27496; Expires: 02/28/2021 a W . xE1�y''��-, �. •SCE SF•: i�t * _ 0.6 194 a _ _ OF �rZ73 JAL6N�;o �111 L� John W. Kelly, P.E., S.E. tnxTower Report - version 8.0.5.0 129 Ft Monopole Tower Structural Analysis Project Number 93224.004. 01, Order500050, Revision 1 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Component Stresses vs. Capacity - LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 07, 2019 CC/ BU No 5800427 Page 2 tnxTower Report - version 8.0.5.0 129 Ft Monopole Tower Structural Analysis Project Number 93224.004.01, Order500050, Revision 1 1) INTRODUCTION August 07, 2019 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 TIA-222 Revision: TIA-222-H Risk Category: II , Wind Speed: 157 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed1. Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 9 Commscope SBNHH-1D85B 12 1-5/8 3 Ericsson RRUS 4449 B5/B12 127.0 314 3 Ericsson RRUS 8843 62/1366A_CCIV2 126.0 2 3/8 2 Raycap DC9-48-60-24-8C-EV 3 5/16 126.0 1 Platform Mount [LP 303-1] Table 2 - Other Considered Equipment Center Number Number Feed Mounting . Line of Antenna. Antenna Model of Feed Line Level (ft), Elevation Antennas Manufacturer Lines Size (in) 3 Commscope ATSBT-TOP-FM 6 CSS DBC-7CAP 116.0 115.0 18 1-5/8 6 CSS X7CQAP-665-VRO 115.0 1 T-Arm Mount [TA 602-31 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source Online Order Information AT&T Mobility Co -Locate, Rev# 1 500050 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: 08/06/2019 CCI Sites tnxTower Report - version 8.0.5.0 129 Ft Monopole Tower Structural Analysis Project Number 93224.004. 01, Order500050, Revision 1 3.1) Analysis Method August 07, 2019 CCI BU No 5800427 Page 4 tnxTower (version 8.0.5.0), 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 structures were built and have been maintained in accordance with the manufacturer's specification. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) 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 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type $1Ze critical Element P (K) SF'P_allow (K) % capacity Pass / Fail L1 129-95.75 Pole TP31.197x220.25 1 -7.194 1454.439 27.5 Pass L2 95.75-46.75 Pole TP44.062x29.594.375 2 -17.406 3079.219 35.6 Pass L3 46.75 - 0 Pole TP56.055x41.742x0.438 3 -35.156 4743.994 39.8 Pass Summary Pole (1-3) 39.8 Pass Rating = 39.8 Pass Table 5 - Tower Component Stresses vs. Capacity — LC5 Notes Component Elevation (ft) % Capacity Pass j Fail 1 Anchor Rods Base 34.1 Pass 1 Base Plate Base 21.9 Pass 1 Base Foundation (Structure) Base 30.3 Pass 1 Base Foundation (Soil Interaction) Base 18.8 Pass Structure Rating (max from all components) = 39.8% Notes: 1) See additional documentation in 'Appendix C —Additional Calculations' for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.5.0 APPENDIX A TNXTOWER OUTPUT 8 � a 4 5 N 1291 95.a n 46.6ft 0.0 ft TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 157 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0.000 It 6. TIA-222-H Annex S 7. TOWER RATING: 39.8% ALL REACTIONS AREFACTORED AXIAL 35 K 4EA� MOMENT i K 2470 kip-R TORQUE 2 kip-R REACTIONS - 157 mph WIND UT! vruup aJu4.vuz.u7 - vem-s bong i-L (vufa: oauu4zr) 1717 S. Boulder, Suite 300 PIDJ�: a.T GRP Tulsa, OK 74119 client Crown Castle D' by: Rakshak Appd: Phone: (918) 5874630 1D 0- TIA-222-H 0�:08/07/19 U.W. NTS a W TIA-222-H - 157 mph Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (K) Global Mast Moment (kip-ft) C11 SM 1. 1. 1. I.w 1 I I I I I I I 1 I I 1 I I I 1 I I I I I I I 1 1 I 1 I I I I I I I I 1 I I I I I I 1 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 1 I I I I I I I I 129.000 I I I I 11 1 I 1 I 1 I I I I I I I I I I I I I I II I I I I I I 1 I 11 1 1 � 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 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 I I I I I I I I I I I i i 1 1 I I I I I 1 I I I I I I I I I I I I I i I I I 11 I 1 i i I I I I I I 11 I I I I I I I I I I I I 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 1 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 I I I I I i i I I I 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 I 1 I I I I I I I I 1 1 11 I I 1 1 I 1 I 11 1 I 1-rl r I I I I -rl-rl_ I I I 7_I_1_I_ i I I I __ _I_7__r_I_T_I_ I I I I I I I I r I I I I I I I 1 1 1 1 I I I I I I 1 1 I I I 1 I I 11 1 1 I I I I 1 1 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 1 I I I 1 I I I I I I I I I I I I I I I I 11 1 I 11 I 11 11 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 1 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 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 11 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 11 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 I I I I I I I I I 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 11 I I I I I I I I I I I I I 11 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 i I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I 11 1 11 I I I 11 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 1 I J _Lj_l I_f -I_1J_ _1_1 J_1__1 J_1_1_ 8.759 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II 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 I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I 11 I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I 11 I 1 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 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 1 I I 11 11 I 1 1 1 I 1 I I I I I I 1 I I I I I I I I 11 1 I I I I I I I I 1 I I I I 11 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 1 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 II II I I I I I I 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 11 1 I I I I 909 B+T Group 1717 S. Boulder, Suite a.r CRP Tulsa, OK 74119 Phone: (918) 5874630 TIA-222-H - Service - 60 mph Maximum Values Deflection (in) I I � I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I i I I I i I I I I I I I I I I I � I I I I I I I I I S� W I I I I I I I I I I I I I r_ I I I I I I I I I I i I I I I I I I I I I I I I II Tilt (deg) I I I I I I I I I I I I I I I I I I I I 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 r ",I VIUUF j� 1717 S. Boulder, Suite 300 3-T GRP Tulsa, OK 74119 Phone: (918) 587-0630 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 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 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 1 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 93224.002.01- Beth's Song, FL Feed Line Distribution Chart 0' - 129' Round Flat App In Face _ App 00 Fam p- Face A ------------------------- Face B ------------------- vN 1 ----------------------- Face C ----------------------- r 0T1 vroap yJLL4.VVL.V / - 6BilI S J VO(, m 1717 S. Boulder, Suite 300 Pmjl 3.T GR> Tulsa, OK 74119 Crem: Crown Castle D1dN'n `t*Rakshak Phone:(918) 5874630 JC e: TIA-222-H °nna`08/07/19 tnxTower Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 1 of 11 B+T Group Project Date 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Rakshak FAX.-. (918) 295-0265 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard The following design criteria apply: Tower base elevation above sea level: 18.000 ft. Basic wind speed of 157 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.000 ft. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kcs(F.) = 0.95. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Most Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Aumcalc Torque Arm Areas Add BBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222_H Tension Splice Exemption L Poles 4 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft A ft Sides in in in in Ll 129.000-95.750 33.250 4.000 18 22.000 31.197 0.250 1.000 A572-65 (65 ksi) tnxTower Job 93224.002.01 - Beth's Song, FL (BU# 5800427) Page 2 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 17:47:09 08/07/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Crown Castle Rakshak Section Elevation Section Splice Number Tap Bottom Wall Bend Length Length of Diameter Diameter Thickness Radius 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 (65 ksi) Tapered Pole Properties Section Tip Dia. Area 1 r C l/C J RIQ w w/t in in, in' in in ire in, in, in L1 22301 17.259 1031 A83 7.721 11.176 92.294 2064.324 8.631 3A32 13.728 31.639 24.556 2971.169 10.986 15.848 187.480 5946.248 12.280 5.051 20.202 L2 31.098 34.774 3749.799 10.371 15.032 249.456 7504.533 17.390 4.548 12.128 44.684 51.999 12538.203 15.509 22.384 560.153 25092.904 26.004 7.095 18.92 L3 43.910 57.357 12362.779 14.663 21.205 593.014 24741.826 28.684 6.577 15.032 56.853 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 - - - - - (peer face) - -- - - -- A, - - --- - f - -Spacing - Spacing Spacing - - - Diagonals Horizontals Redundants Ji ft' in in in in 129.000-95.75 0 L2 1 1 1 95.75046.750 L3 1 46.750-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Total Number Clear Width or Perimeter Weight or Shield From Type Number Per Row Spacing Diameter Leg Torque ft in in in k1f Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft ftt/ft klf Calculation LDF7-50A(1-5/8") C No No Inside Pole 127.000 - 0.000 12 No Ice 0.000 0.001 (E) 840 10414(5/16) C No No Inside Pole 127.000 - 0.000 3 No Ice 0.000 0.000 (E) WR-VG86ST-ERD( C No No Inside Pole 127.000-0.000 2 No Ice 0.000 0.001 3X') tnxTower Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 3 of 11 B+T Group Project Date 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Rakshak FAX..- (918) 295-0265 Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ftt/ft Weight kIf (E) WR-VG86ST-BRD( C No No Inside Pole 127.000-0.000 4 No Ice 0.000 0.001 3/4) (P) FB-L98B-235-XXX( C No No Inside Pole 127.000 - 0.000 2 No Ice 0.000 0.000 3/8) (P) ss� AVA7-50(1-5/8") B No No Inside Pole 115.000 - 0.000 18 No Ice 0.000 0.001 (E) Safety Line 3/8 B No No CaAa (Out 129.000 - 0.000 1 No Ice 0.037 0.000 (E) •w Of Face) Feed Line/Linear Appurtenances Section Areas Traver Tower Face Ae Ar CAAA Cyl,, Weight Section Elevation In Face Out Face f+ It' ft' J1' it: K LI 129.000-95.750 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 1.247 0.250 C 0.000 0.000 0.000 0.000 0.427 L2 95.750-46.750 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 1.837 0.628 C 0.000 0.000 0.000 0.000 0.669 L3 46.750-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 1.753 0.599 C 0.000 0.000 0.000 0.000 0.638 Feed Line Center of Pressure Section Elevation CPx CPx CPx CPz Ice Ice ft in in in in LI 129.000-95.750 0.297 0.172 0.172 0.099 L2 95.75OA6.750 0.299 0.173 0.173 0.100 L3 46.750-0.000 0.301 0.174 0.173 0.100 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka tnxTower Job 93224.002.01 - Beth's Song, FL (BU# 5800427) Page 4 of 11 Project Date 17:47:09 08/07/19 B+T Group 1717 S. Boulder, Suite 300 Client Designed by Tulsa, OK 74119 Phone: (918) 5874630 FAX (918) 295-0265 Crown Castle Rakshak Traver Feed Line Description I Feed Line I K. I K Section Record No. Segment Elev. No Ice !ce Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hom Adjustment Front Side Leg Lateral Vert It B P' I12 K R (3) SBNHH-ID85B w/ A From Leg R 4.000 0.000 126.000 No Ice 4.090 3.300 0.068 Mount Pipe 0.000 (P) 1.000 (3) SBNHH-1D85B w/ B From Leg 4.000 0.000 126.000 No Ice 4.090 3.300 0.068 Mount Pipe 0.000 (P) 1.000 (3) SBNHH-ID85B w/ C From Leg 4.000 0.000 126.000 No Ice 4.090 3.300 0.068 Mount Pipe 0.000 (P) 1.000 RRUS 4449 135B12 A From Leg 4.000 0.000 126.000 No Ice 1.968 IA08 0.071 (P) 0.000 1.000 RRUS 4449B5BI2 B. _ _ From Leg_ 4.000 _ _ 0.000 _ 126.000 No Ice - 1.968 - 1.409 _ _ 0.071 --- (P) 0.000 1.000 RRUS 4449 135B12 C From Leg 4.000 0.000 126.000 No Ice 1.968 1.408 0.071 (P) 0.000 1.000 RRUS 8843 A From Leg 4.000 0.000 126.000 No Ice 1.980 1.695 0.075 132B66A_CCIV2 0.000 (I) 1.000 RRUS 8843 B From Leg 4.000 0.000 126.000 No Ice 1.980 1.695 0.075 132B66A_CCIV2 0.000 (P) 1.000 RRUS 8843 C From Leg 4.000 0.000 126.000 No Ice 1.980 1.695 0.075 132/1366A CCIV2 0.000 (P) 1.000 DC948-60-24-8C-EV B From Leg 4.000 0.000 126.000 No Ice 2.737 4.785 0.026 (P) 0.000 1.000 DC9-48-60-24-8C-EV C From Leg 4.000 0.000 126.000 No Ice 2.737 4.785 0.026 (P) 0.000 1.000 8' x 2" Pipe Mount A From Leg 4.000 0.000 126.000 No Ice 1.900 1.900 0.029 (E-For TNfUPhoto) 0.000 0.000 8' x 2" Pipe Mount B From Leg 4.000 0.000 126.000 No Ice 1.900 1.900. 0.029 (E-For TME/Photo) 0.000 0.000 8' x 2" Pipe Mount C From Leg 4.000 0.000 126.000 No Ice 1.900 1.900 0.029 (E-For TNMRhoto) 0.000 0.000 Platform Mount [LP 303-11 C None 0.000 126.000 No Ice 14.690 14.690 1.250 (E) (2) X7CQAP-665-VRO w/ A From Leg 4.000 0.000 115.000 No Ice 9.786 7.587 0.075 Mount Pipe 0.000 (E) 1.000 (2) X7CQAP-665-VRO w/ B From Leg 4.000 0.000 115.000 No Ice 9.786 7.587 0.075 Mount Pipe 0.000 Mx< ower Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 5 of 11 Project Date B+T Group 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Rakshak FAX (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAA CAA,t Weight or Type Hom Adjustment Front Side Leg Lateral Vert R h ft' f+' K ft R (E) 1.000 (2) X7CQAP-665-VRO W/ C From Leg 4.000 0.000 115.000 No Ice 9.786 7.587 0.075 Mount Pipe 0.000 (E) 1.000 (2) DBC-7CAP A From Leg 4.000 0.000 115.000 No Ice 0.613 0.116 0.007 (E) 0.000 1.000 (2) DBC-7CAP B From Leg 4.000 0.000 115.000 No Ice 0.613 0.116 0.007 (E) 0.000 1.000 (2) DBC-7CAP C From Leg 4.000 0.000 115.000 No Ice 0.613 0.116 0.007 (E) 0.000 1.000 ATSBT-TOP-FM A From Leg 4.000 0.000 115.000 No Ice 0.174 0.095 0.002 (E) 0.000 1.000 ATSBT-TOP-FM B From Leg 4.000 0.000 115.000 No Ice 0.174 0.095 0.002 (E) 0.000 1.000 ATSBT-TOP-FM C From Leg 4.000 0.000 115.000 No Ice 0.174 0.095 0.002 (E) 0.000 1.000 (2) 8' x 2" Pipe Mount A From Leg 4.000 0.000 115.000 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 0.000 115.000 No ice 1.900 1.900 0.029 (E-Per Photo) 0.000 0.000 (2) V x 2" Pipe Mount C From Leg 4.000 0.000 115.000 No Ice 1.900 1.900 0.029 (E-Per Photo) 0.000 0.000 T-Arm Mount [TA 602-3] C None 0.000 115.000 No Ice 13.400 13.400 0.774 (E) sss Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg -No Ice 3 0.9 Dead+1.0 Wind 0 deg -No Ice 4 1.2 Dead+1.0 Wind 30 deg -No Ice 5 0.9 Dead+1.0 Wind 30 deg -No Ice 6 12 Dead+1.0 Wind 60 deg -No Ice 7 0.9 Dead+1.0 Wind 60 deg -No Ice 8 12 Dead+1.0 Wind 90 deg -No Ice 9 0.9 Dead+1.0 Wind 90 deg -No Ice 10 12 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg -No Ice 12 12 Dead+1.0 Wind 150 deg -No Ice tnxTower Job 93224.002.01 - Beth's Song, FL (BU# 5800427) Page 6 of 11 Project Date B+T Group 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Rakshak FAX.- (918) 295-0265 Comb. Description No. 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind I80 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+I.0 Wind 210 deg -No Ice 17 0.9 Dead+1.0 Wind 210 deg -No Ice 18 12 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg -No Ice 22 1.2 Dead+1.0 Wmd 300 deg -No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wmd 30 deg - Service 28 Dead+Wind 60 deg -Service 29 Dead+Wmd 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+Wmd 300 deg - service 37 -Mad+Wu-d330 deg - Service - ---- - _ -- ------ --- - - Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jl Type Load Moment Moment Comb. K kip-/1 k�u-jt Ll 129-95.75 Pole Max Tension 2 0.000 0.000 -0.000 Max. Compression 20 -7.206 282.298 -0.119 Max. Mx 8 -7.206 -282.313 -0.119 Max. My 14 -7.194 -0.007 -286.245 Max. Vy 8 I4.403 -282.313 -0.119 Max. Vx 14 14.542 -0.007 -286.245 Max. Torque 20 1.630 L2 95.75 - 46.75 Pale Max Tension 1 0.000 0.000 0.000 Max. Compression 20 -17.413 1121.836 -0.166 Max. Mx 8 -17.413 -1121.895 -0.166 Max. My 14 -17.406 -0.025 -1132.417 Max. Vy 8 21.327 -1121.885 -0.166 Max..Vx 14 21.467 -0.025 -1132.417 Max. Torque 20 1.727 0 46.75 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 20 -35.156 2452.128 -0.185 Max. Mx 8 -35.156 -2452225 -0.185 Max. My 14 -35.156 -0.048 -2470.021 Max. Vy 8 29.179 -2452225 -0.185 Max. Vx 14 29.316 -0.048 -2470.021 Max. Torque 20 1.845 Maximum Reactions tnxTower Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 7 of 11 B+T Group Project Date 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Tulsa, OK 74719 Client Designed by Phone. (918) 587-4630 Crown Castle Rakshak FAX: (918) 295-0265 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 14 35.170 0.000 -29.298 Max. H. 20 35.170 29.161 -0.000 Max. Hz 2 35.170 0.000 29.298 Max. M, 2 2469.646 0.000 29.298 Max. M, 8 2452.225 -29.161 -0.000 Max. Torsion 20 1.845 29.161 -0.000 Min. Vert 23 26.378 25.254 14.649 Min. H. 8 35.170 -29.161 -0.000 Min. H. 14 35.170 0.000 -291298 Min. M. 14 -2470.021 0.000 -29.298 Min. M, 20 -2452.128 29.161 -0.000 Min. Torsion 8 -1.845 -29.161 -0.000 Tower Mast Reaction Summary Load Vertical Shear. Shear: Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip- t kipft k4,-ft Only 29.309 0.000 0.000 0.152 -0.040 0.000 1.2 Dead+1.0 Wind 0 deg -No 35.170 0.000 -29.298 -2469.646 -0.048 0.460 Ice 0.9 Dead+1.0 Wind 0 deg -No 26.378 0.000 -29.298 -2459.532 -0.036 0.460 Ice 1.2 Dead+1.0 Wind 30 deg -No 35.170 14.581 -25.373 -2138.755 -1226.129 1.320 Ice 0.9 Dead+1.0 Wind 30 deg -No 26.378 14.581 -25.373 -2130.003 -1221.080 1.319 Ice 1.2 Dead+1.0 Wind 60 deg -No 35.170 25.254 -14.649 -1234.738 -2123.691 1.827 Ice 0.9 Dead+1.0 Wind 60 deg -No 26.378 25.254 -14.649 -1229.704 -2114.954 1.825 Ice 1.2 Dead+1.0 Wind 90 deg -No 35.170 29.161 0.000 0.184 -2452.225 1.845 Ice 0.9 Dead+1.0 Wind 90 deg - No 26.378 29.161 0.000 0.137 -2442.138 1.844 Ice 1.2 Dead+1.0 Wind 120 deg- 35.170 25.254 14.649 1235.108 -2123.694 1.369 No Ice 0.9 Dead+1.0 Wind 120 deg- 26.378 25.254 14.649 1229.980 -2114.956 1.368 No Ice 1.2 Dead+1.0 Wind 150 deg- 35.170 14.591 25.373 2139.129 -1226.132 0.525 No Ice 0.9 Dead+1.0 Wind 150 deg - 26.378 14.581 25.373 2130.281 -1221.082 0.525 No Ice 1.2 Dead+1.0 Wind 180 deg - 35.170 0.000 29.298 2470.021 -0.048 -0.460 No Ice 0.9 Dead+LO Wind 180 deg - 26.378 0.000 29.298 2459.811 -0.036 -0.460 No Ice 1.2 Dead+1.0 Wind 210 deg- 35.170 -14.581 25.373 2139.128 1226.035 -1.322 No Ice 0.9 Dead+1.0 Wind 210 deg - 26.378 -14.581 25.373 2130.280 1221.010 -1.322 No Ice 1.2 Dead+1.0 Wind 240 deg- 35.170 -25.254 14.649 1235.108 2123.596 -1.829 No Ice 0.9 Dead+1.0 Wind 240 deg- 26.378 -25.254 14.649 1229.979 2114.883 -1.828 No Ice 1.2 Dead+1.0 Wind 270 deg- 35.170 -29.161 0.000 0.184 2452.128 -1.845 No Ice WxTower Job 93224.002.01 - Beth's Song, FL (BU# 5800427) Page8 of 11 Project Date 17:47:09 08/07/19 B+T Group 1717 S. Boulder, Suite 300 Client Designed by Tulsa, OK 74119 Phone: (918)5874630 FAX (918) 295-0265 Crown Castle Rakshak Load VerticalShear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kiq-ft kiy-ft kip-R 0.9 Dead+1.0 Wind 270 deg- 26.378 -29.161 0.000 0.137 2442.065 -1.844 No Ice 1.2 Dead+1.0 Wind 300 deg - 35.170 -25.254 -14.649 -1234.737 2123.594 -1.366 No Ice 0.9 Dead+1.0 Wind 300 deg- 26.378 -25.254 -14.649 -1229.704 2114.881 -1.365 No Ice 1.2 Dead+1.0 Wind 330 deg- 35.170 -14.581 -25.373 -2138.755 1226.032 -0.523 No Ice 0.9 Dead+1.0 Wind 330 deg- 26.378 -14.581 -25.373 -2130.002 1221.008 -0.522 No Ice Dead+Wind 0 deg - Service 29.309 0.000 4.030 -338.761 -0.041 0.063 Dead+Wind 30 deg - Service 29.309 2.006 -3.490 -293.355 -168.297 0.182 Dead+Wind 60 deg - Service 29.309 3.474 -2.015 -169.303 -291.452 0.252 Dead+Wind 90 deg - Service 29.309 4.011 0.000 0.156 -336.534 0.254 Dead+Wind 120 deg - Service 29.309 3.474 2.015 169.614 -291A52 0.189 Dead+Wind 150 deg -Service 29.309 2.006 3.490 293.667 -168287 0.072 Dead+Wind 180 deg -Service 29.309 0.000 4.030 339.073 -0.041 -0.063 Dead+Wind 210 deg -Service 29.309 -2.006 3.490 293.667 168.206 -0.182 Dead+Wind 240 deg - Service 29.309 -3.474 2.015 169.614 291.371 -0.252 Dead+Wind 270 deg - Service 29.309 4.011 0.000 0.156 336.452 -0.254 Dead+Wind 300 deg -Service 29.309 -3.474 -2.015 -169.303 291.371 -0.189 Dead+Wind 330 deg -Service 29.309 -2.006 -3.490 -293.355 168.206 -0.072 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 -29.309 0.000 0.000 29.309 0.000 0.000% 2 0.000 -35.170 -29.298 0.000 35.170 29.299 0.000% 3 0.000 -26.378 -29.298 0.000 26.378 29.298 0.000% 4 14.581 -35.170 -25.373 -14.581 35.170 25.373 0.000% 5 14.581 -26.378 -25.373 -14.581 26.378 25.373 0.000% 6 25.254 -35.170 -14.649 -25.254 35.170 14.649 0.000% 7 25.254 -26.378 -14.649 -25.254 26.378 14.649 0.000% 8 29.161 -35.170 0.000 -29.161 35.170 -0.000 0.000% 9 29.161 -26.378 0.000 -29.161 26.378 0.000 0.000% 10 25.254 -35.170 14.649 -25.254 35.170 -14.649 0.000% 11 25.254 -26.378 .. 14.649 -25.254 26.378 -14.649 0.000% 12 14.581 -35.170 25.373 -14.581 35.170 -25.373 0.000% 13 14.581 -26.378 25.373 -14.581 26.378 -25.373 0.000% 14 0.000 -35.170 29.298 0.000 35.170 -29.298 0.000% 15 0.000 -26.378 29.298 0.000 26.378 -29.298 0.000% 16 -14.581 -35.170 25.373 14.581 35.170 -25.373 0.000% 17 -14.581- -26.379 25.373 14.591 26.378 -25.373 0.000% 18 -25.254 -35.170 14.649 25.254 35.170 -14.649 0.000% 19 -25.254 -26.378 14.649 25.254 26.379 -14.649 0.000% 20 -29.161 -35.170 0.000 29.161 35.170 -0.000 0.000% 21 -29.161 -26.378 0.000 29.161 26.378 0.000 0.000% 22 -25.254 -35.170 -14.649 25.254 35.170 14.649 0.000% 23 -25.254 -26.378 -14.649 25.254 26.378 14.649 0.000% 24 -14.581 -35.170 -25.373 14.581 35.170 25.373 0.000% 25 -14.581 -26.378 -25.373 14.581 26.378 25.373 0.000% 26 0.000 -29.309 -4.030 0.000 29.309 4.030 0.000% 27 2.006 -29.309 -3.490 -2.006 29.309 3.490 0.000% 28 3.474 -29.309 -2.015 -3.474 29.309 2.015 0.000% 29 4.011 -29.309 0.000 -4.011 29.309 0.000 0.000% 30 3.474 -29.309 2.015 -3.474 29.309 -2.015 0.000% WxTower Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 9 of 11 B+T Group Project Date 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Rakshak FAX (918) 295-0265 Sam of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 31 2.006 -29.309 3.490 -2.006 29.309 -3.490 0.000% 32 0.000 -29.309 4.030 0.000 29.309 -4.030 0.000% 33 -2.006 -29.309 3.490 2.006 29.309 -3A90 0.000% 34 -3.474 -29.309 2.015 3.474 29.309 -2.015 0.000% 35 -4.011 -29.309 0.000 4.011 29.309 0.000 0.000% 36 -3.474 -29.309 -2.015 3.474 29.309 2.015 0.000% 37 -2.006 -29.309 -3.490 2.006 29.309 3.490 0.000°% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination Of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00001762 3 Yes 4 0.00000001 0.00001047 4 Yes 4 0.00000001 0.00091537 5 Yes 4 0.00000001 0.00055366 6 Yes 4 0.00000001 0.00080639 7 Yes 4 0.00000001 0.00048530 8 Yes 4 0.00000001 0.00014782 9 Yes 4 0.00000001 0.00009165 10 Yes 4 0.00000001 0.00093229 11 Yes 4 0.00000001 0.00056467 12 Yes 4 0.00000001 0.00083825 13 Yes 4 0.00000001 0.00050473 14 Yes 4 0.00000001 0.00001763 15 Yes 4 0.00000001 0.00001047 16 Yes 4 0.00000001 0.00082702 17 Yes 4 0.00000001 0.00049769 18 Yes 4 0.00000001 0.00094105 19 Yes 4 0.00000001 0.00057027 20 Yes 4 0.00000001 0.00014782 21 Yes 4 0.00000001 0.00009165 22 Yes 4 0.00000001 0.00081162 23 Yes 4 0.00000001 0.00048856 24 Yes 4 0.00000001 0.00090068 25 Yes 4 0.00000001 0.00054433 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind WxTower Job Page 93224.002.01 - Beth's Song, FL (BU# 5800427) 10 of 11 Project Date B+T Group 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Client Designed by Tulsa, OK 74119 Phone. (918) 587-4630 Crown Castle Rakshak FAX (918) 295-0265 Section Elevation _ Harz. Gov. Tilt Twist No. Deflection Load Ll 129 -95.75 5.867 32 0.400 O.OU2 L2 99.75 -46.75 3.533 32 0.339 0.001 L3 52.5-0 0.960 32 0.169 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 126.000 (3)SBNHH-ID85B w/Mount Pipe 32 5.617 0.395 0.002 98995 115.000 (2) X7CQAP-665-VRO w/ Mount 32 4.713 0.375 0.001 35355 Maximum Tower Deflections - Design Wind -Horz.---Gov.- -Tilt- -----Twist------- No. Deflection Load ft in Comb. ° Ll 129-95.75 42.730 14 2.910 0.015 L2 99.75-46.75 25.741 14. 2A73 0.006 L3 52.5 - 0 6.994 14 1.234 0.002 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature n Comb. in p 126.000 (3)SBNHH-ID85B w/Mount Pipe 14 40.913 2.872 0.014 13694 115.000 (2) X7CQAP-665-VRO w/ Mount 14 34.328 2.727 0.010 4890 Pipe Compression Checks Pole Design Data Section Elevation Site - L L„ KUr A P. ¢P„ Ratio No. P. ft ft fl iW K K V. LI 129 -95.75 (1) TP31.197x22xO.25 33.250 0.000 0.0, 23.678 -7.194 1385.180 0.005 L2 95.75 -46.75 TP44.062x29.59xO.375 53.000 0.000 0.0 50.130 -17AO6 2932.590 0.006 (2) L3 46.75 -0 (3) TP56.055x41.742x0.438 52.500 0.000 0.0 77.232-35.156 4518.090 0.008 WxTower Job Page 93224.002.01 -Beth's Song, FL (BU# 5800427) 11 of 11 B+T Group Project Date 1717 S. Boulder, Suite 300 17:47:09 08/07/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Rakshak FAR.- (918) 295-0265 Pole Bending Design Data Ratio Section Elevation Size Ma WM Ratio My rpM,a No. M M,a .h kia-.fr kip-ft OM ktp-ft kipft W Ll 129 -95.75 (1) TP31.197x22x0.25 286.245 1013.167 0.283 0.000 1013.167 0.000 L2 95.75-46.75 TP44.062x29.590.375 1132.417 3082.850 0.367 0.000 3082.850 0.000 (2) L3 46.75-0(3) TP56.055x41.742x0.438 2470.017 6034.741 0.409 0.000 6034.741 0.000 Pole Shear Design Data Ratio Section Elevation Size Actual rpV Ratio Actual ¢T No. 1 u V. T. T. ft K K 6 kip ft kip ft �T L1 129-95.75(1) TP31.197x22x0.25 14.542 415.554 0.035 0.084 1085.950 0.000 L2 95.75-46.75 TP44.062x29.59x0.375 21.467 879.778 0.024 0.254 3244.975 0.000 (2) L3 46.75 - 0 (3) TP56.055x41.742x0.438 29.316 1355.430 0.022 0.460 6601.908 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Ma M� V. T. Stress Stress it AP- AM_ AM-- AV_ AT Ratio Ratio ... ....- ��.� .. 4.8.2 V L2 95.75 - 46.75 0.006 0.367 0.000 0.024 0.000 0.374 1.050 4 8 2 (2) v L3 46.75 - 0 (3) 0.008 0.409 0.000 0.022 0.000 0.418 1.050 4 8 2 v Section Capacity Table Pass Section Elevation Component Size Critical P opol- % NO. ft Type Element K K Capacity Fail Ll 129 -95.75 Pole TP31.197x22x0.25 1 -7.194 1454.439 27.5 Pass L2 95.75-46.75 Pole TP44.062x29.59x0.375 2-17.406 3079.219 35.6 Pass L3 46.75-0 Pole TP56.055x41.742x0.438 3 '-35.156 4743.994 39.8 Pass Summary Pole (L3) 39.8 Pass RATING = 39.8 Pass Program Version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING LZ-V0029:i]Nn SS]Nisno if Bil m.B/S—1 (n) NT if gal , .1/C ((ye)) WM 1 Y[t Olec M m u BLl , .94/S O L[Yldl(gi m50dONd) APPENDIX C ADDITIONAL CALCULATIONS Monopole Base Plate Connection BU # 5800427 Site Name Beth's Song, FL Order# '500050; Rev.1 'nA-222 Revision I H Grout Considered: No lar (in)l 1.75 Moment (kip-R) r1M 2470.02 Axial Force (kips) 35.16 Shear Force (kips) - 29.32 -TIA-222-HSecrion 15.5Applied Anchor Rod Data (22) 2-1/4" 6 bolts (A615-75 N; Fy=75 ksi, Fu=300 ksi) on 63" BC Base Plate Data 69" OD x 3" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 56.0553" x 0.4375" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) CCC CROWN CASTLE Anchor Rod Summary (units of kips, kip -in) Pu_c=87.1 4,Pn_c=243.75 Stress Rating Vu=1.33 $Vn=73.13 34.1% Mu=n/a �Mn=n/a Pass Base Plate Summary Max Stress (ksi): 10.35 (Flexural) Allowable Stress (ksi): 45 Stress Rating: 21.9% Pass CClplate - version 3.6.0 Analysis Date: 8/7/2019 93224_004_01 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 © 1985-2013 by Ensoft,Inc. All Rights Reserved ---------------------- ---------------------- This copy of LPile is used by B+T Grp Tulsa 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 forAnalysis Path to file locations: C:\Users\Regan Gomez\Desktop\Todays\93224_5800427 Beth's J Song_Compile—Rakshak--Deva------ FdnQcd(A.Notes)—Ipile\93224_004_01-Lpile\ Name of input data file: 93224_004_01 LPile (USCS units).lp7d Name of output report file: 93224 004_01 LPile (USCS units).lp7o Name of plot output file: 93224_004_01 LPile (USCS units).lp7p Name of runtime messeage file: 93224_004_01 LPile (USCS units).lp7r Date and Time of Analysis Date: August 7, 2019 Time: 17:38:05 Problem Title Project Name: Beth's Song, FL BU Number: 5800427 Client: CC[ Engineer: Description: Page 1 ASCE Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.00 in. 25 F 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Wed Aug 07 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any dataprovidedherein. Any third -party links provided by this Tool should not be construed as an endorsement, -- ----—affiliation;relationshi p, ,—ors onsomhi "of such -third= a p- p p rtycontenfbybrfrom ASCE-- -- ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httos�l/asce7hamrdtool.online/ Page 3 of 3 Wed Aug 07 2019 ASCE AM MMOYOFCM ENGINEES Seismic Site Soil Class: D - Stiff Soil Results: Ss : 0.058 Sos St 0.03 Sot Fa 1.6 TL F 2.4 PGA: SMs : 0.092 PGA M SM1 : 0.072 FPGA la Seismic Design Category A 0.1^ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 MCER Resoonse Soectmm Sa (9) vs T(S) a 00 0.0. 0.0 0-0 0.0 0.0 0.061 0.048 8 0.027 0.044 1.6 1 Design Response Spectrum Sa (9) vs T(S) Data Accessed: Wed Aug 07 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. httos7flasce7hazardtool.online/ Page 2 of 3 Wed Aug 07 2019 ASCE• Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 18.5 ft (NAVD 88) Risk Category: II Latitude: 27.551236 Soil Class: D - Stiff Soil Longitude: -80.423311 . ut • A. Wind Results: Wind Speed: 156 Vmph 10-year MRI 86 Vmph 25-year MR[ 105 Vmph 50-year MR[ 117 Vmph 100-year MR[ 128 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Wed Aug 07 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MR] = 700 years). Site is in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.10.3. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. hftos://asce7hazardtool.online/ Page 1 of 3 Wed Aug 07 2019 Drilled Pier Foundation BU # : 5800427 Site Name: Beth's .Song, FL. Order Number: 500050, Rev.1 TIA-222 rer Type: Tower Type: -Mono ole Comp. Uplift Moment ki it '2470 Axial Force ki s 35 Shear Force (kips) _ '29 Concrete Stren th, c 41 ksi Reber Strength, F : I 60 ksi r- r. . De th 45 ft Ext. Above Gradel 1 it Pier Section 1 From T above grade to 45'below red. Pier Diameter - 7 ft Reber Quantityl 38 RebarSizel 11 Soil Lateral Ca acf Compression U IIR - D., ftfrom TOC 13.25 - 'SoilSafetyFactor 7.00 MazMoment (kip-ft) 2734.63 - Ratings 18.1% Soil Vertical Capacity Com resslon Uplift Skin .Friction (kips) 341.85 End Bearing 846.27 Weight of Concrete (kips) 199.06 Total Capacity (kips) 1188.13 Axial (kips) 234.06 Rating• 18.8°% Relnfnrced Concrete Canadty Comnression UnIIR Critical'Depthyftfrom TOC) '1 77 - Critical Moment'(kip-ft) 2737.03 'Critical Moment Capacity1 8616.18 Rating- 30.3% CROWN CASTLE A I TIA-222-H Section 15.5: NIA Calculated Calculated Ultimate Skin - Ult. Gross. Top 'Bottom Thickness V,an Ywna,�,. Cohesion Angle of Ultimate Sklm. Ultimate Skim' iFrictlan Comp Ultimate Skin Bearing. SPT Blow Layer '(ft). (ft) I (it). 1: (pcf) (pcf) I (ksf) Friction ,Friction Camp Friction Uplift Override Friction Uplift 'Capacity Count Soil Type j (deHrees) (ksf) (ksf) '(ksf) Override (ksf) '(ksf) 1 0'. 3.5 3.5 115 150 0. 0 0.000 0.000 - - 0.00 0.00 - Cohesionless 2 3.5 6.5 3 - 42.6 87.6 0 25 0.149 0.149 - 4 Cohesionless 3 6.5 28.5 22 42.6 87.6 10. '15 0.062 0.062 1 Cohesionless 4 28.5 34.5 6 52.6 87.6 0 _. 25 0.724 0.724 - 9 Cohesionless 5 34.5 45 10.5 67.6 87.6 0 35 1.387 1.387 - 29.32 27 Cohesionless Version.2.1.1 Modified 93224-004_01 LPile (USCS units).lp7o No. No. y(inches) or in-Ib/rad. Ibs inches in-Ibs Ibs radians -- --------------- ------------------- ---- ---- ------- ------------ 1 1 V = 29000. M = 29640000. 35000. 1.51265195 32844386.-145708.-0.00589267 ----------------------------------------------------------------------- Summary of Warning Messages The following warning was reported 4000 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 16 93224_004_01 LPile (USCS units).lp7o 38.640-0.006357 7930315.-145593.-0.001944 0.000 1.133E+13 127.5340 110741. 0.000 39.100-0.0171 7128959.-144273.-0.001940 0.000 1.134E+13 350.6477 113350. 0.000 39.560-0.0278 6338286.-141695.-0.001937 0.000 1.134E+13 583.4906 115958. 0.000 40.020-0.0385 5565392.-137805.-0.001934 0.000 1.135E+13 826.0814 118567. 0.000 40.480-0.0491 4817669. ° 132548.-0.001931 0.000 1.135E+13 1078.4415 121176. 0.000 40.940-0.0598 4102806.-125872.-0.001929 0.000 1.136E+13 1340.5950 123785. 0.000 41.400-0.0704 3428791.-117721.-0.001927 0.000 1.136E+13 1612.5676 126393. 0.000 41.860-0.0811 2803911.-108162.-0.001926 0.000 1.136E+13 1850.9334 126043. 0.000 42.320-0.0917 2235429.-97700.-0.001925 0.000 1.136E+13 1939.6140 116773. 0.000 42.780-0.1023 1726049.-86768.-0.001924 0.000 1.136E+13 2021.0721 109045. 0.000 43.240-0.1129 1278250.-75405.-0.001923 0.000 1.136E+13 2095.9847 102455. 0.000 43.700-0.1235 894318.-63645.-0.001922 0.000 1.136E+13 2164.8119 96728. 0.000 44.160-0.1342 576347.-51522.-0.001922 0.000 1.136E+13 2227.8668 91672. 0.000 44.620-0.1448 326261.-39065.-0.001922 0.000 1.136E+13 2285.3591 87146. 0.000 45.080-0.1554 145811.-26306.-0.001922 0.000 1.136E+13 2337.4238 83045. 0.000 45.540-0.1660 36582.-13275.-0.001922 0.000 1.136E+13 2384.1415 79291. 0.000 46.000-0.1766 0.000 0.000-0.001922 0.000 1.136E+13 2425.5520 37911. 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 = 1.5126520 inches Computed slope at pile head =-0.0058927 radians Maximum bending moment = 32844386. inch-Ibs Maximum shear force =-145708.lbs Depth of maximum bending moment = 11.9600000 feet below pile head Depth of maximum shear force = 38.1800000 feet below pile head Number of iterations = 91 Number of zero deflection points = 1 Summary of Pile Response(s) Definitions of Pile -head Loading Conditions: Load Type 1: Load 1 = Shear, Ibs, and Load 2 = Moment, in-Ibs Load Type 2: Load 1 = Shear, Ibs, and Load 2 = Slope, radians Load Type 3: Load 1 = Shear, Ibs, and Load 2 = Rotational Stiffness, in-Ibs/radian Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-Ibs 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, red., Loading Deflection in Pile in Pile Rotation Page 15 93224 004 01 Wile (USCS units).lp7o 12.880 0.7554 32824784.-4617.4832-0.003868 0.000 2.414E+12-494.6591 3614.7276 0.000 13.340 0.7342 32792499.-7371.7442-0.003793 0.000 2.414E+12-503.2616 3783.4924 0.000 13.800 0.7135 32744865.-10171.-0.003718 0.000 2.414E+12-510.8677 3952.2571 0.000 14.260 0.6932 32681650.-13009.-0.003643 0.000 2.414E+12-517.5148 4121.0218 0.000 14.720 0.6733 32602653.-15882.-0.003568 0.000 2.414E+12-523.2403 4289.7866 0.000 15.180 0.6538 32507697.-18783.-0.003494 0.000 2.414E+12-528.0811 4458.5513 0.000 15.640 0.6347 32396636.-21709.-0.003420 0.000 2.415E+12-532.0739 4627.3160 0.000 16.100 0.6160 32269348.-24655.-0.003346 0.000 2.415E+12-535.2552 4796.0808 0.000 16.560 0.5978 32125737.-27616.-0.003272 0.000 2.415E+12-537.6608 4964.8455 0.000 17.020 0.5799 31965729.-30589.-0.003199 0.000 2.416E+12-539.3265 5133.6103 0.000 17.480 0.5625 31789273.-33569.-0.003126 0.000 2.416E+12-540.2874 5302.3750 0.000 17.940 0.5454 31596340.-36552.-0.003054 0.000 2.417E+12-540.5782 5471.1397 0.000 18.400 0.5287 31386922.-39535.-0.002982 0.000 2.417E+12-540.2330 5639.9045 0.000 18.860 0.5125 31161029.-42514.-0.002911 0.000 2.418E+12-539.2856 5808.6692 0.000 19.320 0.4966 30918689.-45487.-0.002840 0.000 2.418E+12-537.7691 5977.4339 0.000 19.780 0.4811 30659950.-48450.-0.002769 0.000 2.419E+12-535.7160 6146.1987 0.000 20.240 0.4660 30384875.-51400.-0.002700 0.000 2.420E+12-533.1580 6314.9634 0.000 20.700 0.4513 30093540.-54334.-0.002631 0.000 2.421E+12-530.1266 6483.7281 0.000 21.160 0.4370 29786038.-57251.-0.002563 0.000 2.422E+12-526.6520 6652.4929 0.000 21.620 0.4230 29462477.-60148.-0.002495 0.000 2.422E+12-522.7643 6821.2576 0.000 22.080 0.4095 29122973.-63021.-0.002428 0.000 2.423E+12-518.4923 6990.0223 0.000 22.540 0.3962 28767658.-65871.-0.002362 0.000 2.425E+12-513.8645 7158.7871 0.000 23.000 0.3834 28396673.-68694.-0.002297 0.000 2.426E+12-508.9081 7327.5518 0.000 23.460 0.3709 28010169.-71488.-0.002255 0.000 8.097E+12-503.6498 7496.3166 0.000 23.920 0.3585 27608314.-74252.-0.002239 0.000 1.120E+13-497.7734 7665.0813 0.000 24.380 0.3461 27191290.-76982.-0.002226 0.000 1.120E+13-491.2455 7833.8460 0.000 24.840 0.3339 26759294.-79674.-0.002212 0.000 1.120E+13-484.0715 8002.6108 0.000 25.300 0.3217 26312546.-82324.-0.002199 0.000 1.121E+13-476.2562 8171.3755 0.000 25.760 0.3096 25851284.-84930.-0.602186 0.000 1.121E+13-467.8045 8340.1402 0.000 26.220 0.2976 25375765.-87487.-0.002174 0.000 1.121E+13-458.7211 8508.9050 0.000 26.680 0.2856 24886267.-89992.-0.002161 0.000 1.122E+13 -449.0102 8677.6697 0.000 27.140 0.2737 24383084.-92442.-0.002149 0.000 1.122E+13-438.6761 8846.4344 0.000 27.600 0.2619 23866533.-94834.-0.002137 0.000 1.122E+13-427.7226 9015.1992 0.000 28.060 0.2501 23336946.-97163.-0.002126 0.000 1.123E+13-416.1536 9183.9639 0.000 28.520 0.2384 22794677.-99426.-0.002114 0.000 1.123E+13-403.9724 9352.7286 0.000 28.980 0.2268 22240096.-101621.-0.002103 0.000 1.123E+13-391.1823 9521.4934 0.000 29.440 0.2152 21673594.-103743.-0.002093 0.000 1.124E+13-377.7863 9690.2581 0.000 29.900 0.2037 21095579.-105944.-0.002082 0.000 1.124E+13-419.5922 11371. 0.000 30.360 0.1922 20504776.-108222.-0.002072 0.000 1.125E+13-405.7691 11653. 0.000 30.820 0.1808 19901607.-110421.-0.002062 0.000 1.125E+13-390.8977 11934. 0.000 31.280 0.1695 19286526.-112535.-0.002052 0.000 1.125E+13-374.9829 12215. 0.000 31.740 0.1581 18660017.-114558.-0.002043 0.000 1.126E+13-358.0290 12496. 0.000 32.200 0.1469 18022597.-116484.-0.002034 0.000 1.126E+13-340.0402 12778. 0.000 32.660 0.1357 17374814.-118309.-0.002025 0.000 1.127E+13-321.0200 13059. 0.000 33.120 0.1245 16717248.-120026.-0.002017 0.000 1.127E+13-300.9715 13340. 0.000 33.580 0.1134 16050510.-121629.-0.002009 0.000 1.128E+13-279.8975 13622. 0.000 34.040 0.1024 15375241.-123113.-0.002001 0.000 1.128E+13-257.8004 13903. 0.000 34.500 0.0913 14692116.-124472.-0.001994 0.000 1.129E+13-234.6821 14184. 0.000 34.960 0.0803 14001838.-125701.-0.001987 0.000 1.129E+13-210.5439 14465. 0.000 35.420 0.0694 13305144.-126794.-0.001980 0.000 1.130E+13-185.3870 14747. 0.000 35.880 0.0585 12602800.-130086.-0.001974 0.000 1.130E+13-1007.4001 95088. 0.000 36.340 0.0476 11869759.-135192.-0.001968 0.000 1.130E+13-842.4878 97697. 0.000 36.800 0.0368 11111045.-139360.-0.001962 0.000 1.131E+13-667.8737 100306. 0.000 37.260 0.0259 10331981.-142538.-0.001957 0.000 1.132E+13-483.5647 102914. 0.000 37.720 0.0151 9538180.-144672.-0.001952 0.000 1.132E+13-289.5629 105523. 0.000 38.180 0.004383 8735556.-145708.-0.001948 0.000 1.133E+13-85.8657 108132. 0.000 Page 14 93224_004_01 LPile (USCS units).lp7o 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 -in A2 ---- 1 --- ----- -------- 0.65 ------------- 116789.788 ------ ------ --------- 22.750 75913.360 2349044728.182 1 - 0.70 116789.788 24.500 81752.850 2341456619.179 1 0.75 116789.788 26.250 87592.341 2268941623.988 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 = 29000.0 Ibs Applied moment at pile head = 29640000.0 in-Ibs Axial thrust load on pile head = 35000.0 Ibs 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-Ibs Ibs radians psi* lb -in A2 Win Winch lb/inch - ---------- ------------- ---------- ----- ------ ------------------- ___ 0.00 1.5127 29640000. 29000.-0.005893 0.000 2.422E+12 0.000 0.000 0.000 0.460 1.4803 29801212. 29000.-0.005825 0.000 2.422E+12 0.000 0.000 0.000 0.920 1.4483 29962411. 29000.-0.005757 0.000 2.421E+12 0.000 0.000 0.000 1.380 1.4168 30123596. 28999.-0.005688 0.000 2.421 E+12-0.1827 0.7120 0.000 1.840 1.3855 30284763. 28998.-0.005619 0.000 2.420E+12-0.1814 0.7226 0.000 2.300 1.3547 30445911. 28997.-0.005550 0.000 2.420E+12-0.1800 0.7335 0.000 2.760 1.3243 30607040. 28997.-0.005481 0.000 2.419E+12-0.1787 0.7447 0.000 3.220 1.2942 30768150. 28996.-0.005410 0.000 2.419E+12-0.1773 0.7562 0.000 3.680 1.2645 30929241. 28995.-0.005340 0.000 2.418E+12-0.1759 0.7680 0.000 4.140 1.2353 31090313. 28994.-0.005269 0.000 2.418E+12-0.1746 0.7801 0.000 4.600 1.2064 31251366. 28939.-0.005198 0.000 2.418E+12-19.7560 90.3977 0.000 5.060 1.1779 31411804. 28665.-0.005127 0.000 2.417E+12-79.3086 371.6740 0.000 5.520 1.1498 31569811. 28071.-0.005055 0.000 2.417E+12-136.0040 652.9502 0.000 5.980 1.1221 31723659. 27171.-0.004982 0.000 2.416E+12-189.9030 934.2265 0.000 6.440 1.0948 31871708. 25982.-0.004910 0.000 2.416E+12-241.0668 1215.5027 0.000 6.900 1.0679 32012397. 24517.-0.004837 0.000 2.416E+12-289.5572 1496.7790 0.000 7.360 1.0414 32144249. 22792.-0.004763 0.000 2.415E+12-335.4361 1778.0552 0.000 7.820 1.0153 32265866. 20974.-0.004690 0.000 2.415E+12-323.4031 1758.3261 0.000 8.280 0.9896 32377614. 19128.-0.004616 0.000 2.415E+12-345.4749 1927.0803 0.000 8.740 0.9643 32478821. 17164.-0.004542 0.000 2.414E+12-366.1333 2095.8450 0.000 9.200 0.9394 32568858. 15090.-0.004467 0.000 2.414E+12-385.4143 2264.6098 0.000 9.660 0.9150 32647137. 12913.-0.004393 0.000 2.414E+12-403.3561 2433.3745 0.000 10.120 0.8910 32713110. 10640.-0.004318 0.000 2.414E+12-419.9968 2602.1392 0.000 10.580 0.8673 32766272. 8279.3108-0.004243 0.000 2.414E+12-435.3747 2770.9040 0.000 11.040 0.8441 32806154. 5836.9796-0.004168 0.000 2.414E+12-449.5279 2939.6687 0.000 11.500 0.8213 32832323. 3319.7966-0.004093 0.000 2.414E+12 462.4949 3108.4334 0.000 11.960 0.7989 32844386. 734.2051-0.004018 0.000 2.413E+12-474.3137 3277.1982 0.000 12.420 0.7769 32841981.-1913.5624-0.003943 0.000 2.413E+12-485.0224 3445.9629 0.000 Page 13 93224_004_01 LPile (USCS units).lp7o 0.0001272 113644. 893518926. 16.2065111 0.0020613-0.0086225 3.9953791-60.0000000 CY 0.0001297 113813. 877596813. CY 0.0001322 113981. 862266081. CY 0.0001347 114147. 847493626. CY 0.0001372 114311. 833243549. CY 0.0001522 115245. 757254834. CY 0.0001672 115821. 692761271. CY 0.0001822 116274. 638208936. CY 0.0001972 116647. 591552339. CY 0.0002122 116952. 551170639. CYT 0.0002272 117203. 515888458. CYT 0.0002422 117389. 484701989. CYT 0.0002572 117492. 456834640. CYT 0.0002722 117521. 431763829. _ --- 16.1311065 0.0020920-0.0088017 3.9950117-60.0000000 16.0592374 0.0021228-0.0089809 3.9981070-60.0000000 15.9907156 0.0021537-0.0091600 3.9997346 60.0000000 15.9255856 0.0021848-0.0093390 3.9967310 60.0000000 15.5914309 0.0023728-0.0104109 3.9911512 60.0000000 15.2588950 0.0025511-0.0114927 3.9896986 60.0000000 14.9778578 0.0027288-0.0125750 3.9997488 60.0000000 14.7710486 0.0029127-0.0136511 14.6037420 0.0030987-0.0147250 14.4696963 0.0032873-0.0157964 14.3620421 0.0034783-0.0168654 14.2559121 0.0036664-0.0179373 3.9971614 60.0000000 3.9830958 60.0000000 3.9989734 60.0000000 3.9792275 60.0000000 3.9964559 60.0000000 14.1673037 0.0038562-0.0190076 3.9917000 60.0000000 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. No. kips in -kip Strain --- ------------------------------ 1 35.000 116789.788 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. Page 12 93224 004 01 LPile (USCS units).lp7o 0.0000572 101267. 1770793826. 19.6226921 0.0011222 -0.0036816 3.3017141 -60.0000000 CY 0.0000597 102273. 1713479082. 19.4335117 0.0011599 -0.0038538 3.3652591 -60.0000000 CY 0.0000622 103130. 1658365686. 19.2468599 0.0011969 -0.0040268 3.4245051 -60.0000000 CY 0.0000647 103981. 1607442360. 19,0765756 0.0012340 -0.0041997 3.4810408 -60.0000000 CY 0.0000672 104829. 1560240258. 18.9208576 0.0012712 -0.0043725 3.5348381 -60.0000000 CY 0.0000697 105597. 1515292923. 18.7622458 0.0013075 -0.0045463 3.5843534 -60.0000000 CY 0.0000722 106176. 1470837688. 18.5941722 0.0013423 -0.0047215 3.6291792 -60.0000000 CY 0.0000747 106733. 1429065461. 18.4368325 0.0013770 -0.0048967 3.6714010 -60.0000000 CY 0.0000772 107287. 1389955174. 18.2911738 0.0014118 -0.0050719 3.7112027 -60.0000000 CY 0.0000797 107838. 1353255586. 18.1561154 0.0014468 -0.0052469 3.7485596 -60.0000000 CY 0.0000822 108382. 1318715438. 18.0285027 0.0014817 -0.0054220 3.7832677 -60.0000000 CY 0.0000847 108905. 1285967528. 17.9018100 0.0015161 -0.0055977 3.8148885 -60.0000000 CY 0.0000872 109333, 1253996237. 17.7720265 0.0015495 -0.0057743 3.8432600 -60.0000000 CY 0.0000897 109675. 1222859805. 17.6403212 0.0015821 -0.0059516 3.8686424 -60.0000000 CY 0.0000922 110015. 1193384587. 17.5169165 0.0016148 -0.0061289 3.8918585 -60.0000000 CY 0.0000947 110352. 1165438551. 17.4011684 0.0016477 -0.0063061 3.9128864 -60.0000000 CY 0.0000972 110687. 1138903243. 17.2924996 0.0016806 -0.0064831 3.9317037 -60.0000000 CY 0.0000997 111016. 1113642388. 17.1879345 0.0017134 -0.0066603 3.9481694 -60.0000000 CY 0.0001022 111336. 1089523955. 17.0838737 0.0017458 -0.0068380 3.9621733 -60.0000000 CY 0.0001047 111653. 1066533657. 16.9858394 0.0017782 -0.0070155 3.9740142 -60.0000000 CY 0.0001072 111967. 1044592183. 16.8934242 0.0018108 -0.0071930 3.9836690 -60.0000000 CY 0.0001097 112275. 1023590615. 16.8056672 0.0018434 -0.0073704 3.9911014 -60.0000000 CY 0.0001122 112518. 1002948419. 16.7138923 0.0018751 -0.0075487 3.9961789 -60.0000000 CY 0.0001147 112740. 983015239. 16.6241789 0.0019066 -0.0077272 3.9991278 -60.0000000 CY 0.0001172 112929. 963662807. 16,5349834 0.0019377 -0.0079061 3.9993091 -60.0000000 CY 0.0001197 113116. 945094454. 16.4506306 0.0019689 -0.0080848 3.9947798 -60.0000000 CY 0.0001222 113300. 927261254. 16.3696090 0.0020002 -0.0082636 3.9981953 -60.0000000 CY 0.0001247 113473. 910061897. 16.2858980 0.0020306 -0.0084431 3.9998178 -60.0000000 CY Page 11 93224 004 01 LPile (USCS units).lp7o 0.0000247 58506. 2369853760. 20.9932231 0.0005183 -0.0015555 1.8640890 -44.8082207 C 0.0000253 59940. 2368008769. 21.0008087 0.0005316 -0.0015947 1.9043427 -45.9370378 C 0.0000259 61373. 2366196165. 21.0087299 0.0005449 -0.0016338 1.9442689 -47.0653274 C 0.0000266 62805. 2364413324. 21.0169679 0.0005583 -0.0016730 1.9838661 -48.1930859 C 0.0000272 64235. 2362657858. 21.0255056 0.0005716 -0.0017121 2.0231333 -49.3203094 C 0.0000278 65663. 2360927591. 21.0343277 0.0005850 -0.0017512 2.0620692 -50.4469941 C 0.0000284 67090. 2359220534. 21.0434202 0.0005984 -0.0017903 2.1006725 -51.5731360 C 0.0000291 68516. 2357534863. 21.0527702 0.0006118 -0.0018294 2.1389420 -52.6987312 C 0.0000297 69940. 2355868908. 21.0623662 0.0006253 -0.0018685 2.1768764 -53.8237758 C 0.0000303 71362. 2354221130. 21.0721976 0.0006388 -0.0019075 2.2144744 -54.9482655 C 0.0000309 72783. 2352590110. 21.0822548 0.0006522 -0.0019465 2.2517346 -56.0721963 C 0.0000316 74203, 2350974539. 21.0925288 0.0006657 -0.0019855 2.2886559 -57.1955641 C 0.0000322 75620. 2349373206. 21.1030116 0.0006793-0.0020245 2.3252368-58.3183645 C 0.0000328 77037. 2347784987. 21.1136957 0.0006928 -0.0020635 2.3614760 -59.4405934 C 0.0000334 78451. 2346208839. 21.1245744 0.0007064 -0.0021024 2.3973722 -60.0000000 CY 0.0000341 79864. 2344643792. 21.1356414 0.0007199 -0.0021413 2.4329239 -60.0000000 CY 0.0000347 81271. 2342944633. 21.1464423 0.0007335 -0.0021802 2.4680889 -60.0000000 CY 0.0000353 82591. 2338868033. 21.1498873 0.0007469 -0.0022194 2.5022160 -60.0000000 CY 0.0000359 83748. 2330388206. 21.1393613 0.0007597 -0.0022591 2.5346809 -60.0000000 CY 0.0000366 84801. 2319343784. 21.1204876 0.0007722 -0.0022990 2.5659820 -60.0000000 CY 0.0000372 85723. 2305156038. 21.0910946 0.0007843 -0.0023394 2.5959030 -60.0000000 CY 0.0000397 88981. 2242040142. 20.9492946 0.0008314 -0.0025023 2.7092326 -60.0000000 CY 0.0000422 91618. 2171697295. 20.7765516 0.0008765 -0.0026672 2.8131450 -60.0000000 CY 0.0000447 93906. 2101398704. 20.5982921 0.0009205 -0.0028333 2.9102409 -60.0000000 CY 0.0000472 95698. 2028045860. 20.3896771 0.0009621 -0.0030016 2.9982682 -60.0000000 CY 0.0000497 97413. 1960521071. 20.1980715 0.0010036 -0.0031702 3.0821868 -60.0000000 CY 0.0000522 98796. 1893090623. 19.9964365 0.0010436 -0.0033402 3.1595573 -60.0000000 CY 0.0000547 100039. 1829285517. 19.8034858 0.0010830 -0.0035107 3.2325313 -60.0000000 CY Page 10 93224_004_01 LPile (USCS units).lp7o 0.000009688 27987. 2888971304. 21.0486459 0.0002039-0.0006098 0.8026590-17.5674024 C 0.0000100 27987. 2798690951. 21.0362503 0.0002104-0.0006296 0.8265879-18.1376875 C 0.0000103 27987. 2713882134. 21.0249807 0.0002168-0.0006494 0.8504416-18.7078605 C 0.0000106 27987. 2634062071. 21.0147388 0.0002233-0.0006692 0.8742198-19.2779211 C 0.0000109 27987. 2558803155. 21.0054377 0.0002297-0.0006890 0.8979224-19.8478690 C 0.0000113 27987. 2487725290. 20.9970001 0.0002362-0.0007088 0.9215493-20.4177037 C 0.0000116 28058. 2426667910. 20.9893569 0.0002427-0.0007286 0.9451004-20.9874250 C 0.0000119 28790. 2424436274. 20.9824466 0.0002492-0.0007483 0.9685755-21.5570325 C 0.0000122 29522. 2422292503. 20.9762137 0.0002556-0.0007681 0.9919746-22.1265257 C 0.0000128 30984. 2418242535. 20.9655860 0.0002686-0.0008076 1.0385441-23.2651683 C 0.0000134 32444. 2414472129. 20.9571302 0.0002816-0.0008471 1.0848079-24.4033496 C 0.0000141 33904. 2410943464. 20.9505640 0.0002946-0.0008866 1.1307649-25.5410669 C 0.0000147 35362. 2407625185. 20.9456532 0.0003076-0.0009261 1.1764142-26.6783171 C 0.0000153 36819. 2404491052. 20.9422019 0.0003207-0.0009656 1.2217547-27.8150972 C 0.0000159 38274. 2401518935. 20.9400450 0.0003337-0.0010050 1,2667855-28.9514042 C 0.0000166 39728. 2398690040. 20.9390424 0.0003468-0.0010444 1.3115054-30.0872349 C 0.0000172 41181. 2395988301. 20.9390744 0.0003599-0.0010839 1.3559134-31.2225863 C 0.0000178 42632. 2393399904. 20.9400384 0.0003730-0.0011233 1.4000085-32.3574551 C 0.0000184 44082. 2390912901. 20.9418454 0.0003861-0.0011626 1.4437897-33.4918383 C 0.0000191 45531. 2388516909. 20.9444184 0.0003993-0.0012020 1.4872557-34.6257324 C 0.0000197 46978. 2386202857. 20.9476903 0.0004124-0.0012413 1.5304056-35.7591343 C 0.0000203 48424. 2383962788. 20.9516021 0.0004256-0.0012807 1.5732382-36.8920406 C 0.0000209 49869. 2381789688. 20.9561021 0.0004388-0.0013200 1.6157526-38.0244480 C 0.0000216 51312. 2379677354. 20.9611447 0.0004520-0.0013593 1.6579473-39.1563530 C 0.0000222 52753. 2377620278. 20.9666892 0.0004652-0.0013986 1.6998215 40.2877522 C 0.0000228 54194. 2375613550. 20.9726997 0.0004784-0.0014378 1.7413739-41.4186422 C 0.0000234 55632. 2373652780. 20.9791441 0.0004917-0.0014771 1.7826034 42.5490193 C 0.0000241 57070. 2371734031. 20.9859938 0.0005050-0.0015163 1.8235088 43.6788800 C Page 9 93224_004_01 Wile (USCS units).lp7o 0.000000938 10608. 11314729368. 43.5121534 0.0000408 -0.0000380 0.1695039 1.1715679 0.000001250 14113. 11290765016. 43.1372624 0.0000539 -0.0000511 0.2232587 1.5485008 0.000001563 17604. 11286777660. 42.9123423 0.0000671 -0.0000642 0.2766338 1.9254342 0.000001875 21080. 11242778795. 42.7624074 0.0000802 -0.0000773 0.3296291 2.3023684 0.000002188 24541. 11218773354. 42.6553214 0.0000933 -0.0000904 0.3822447 2.6793032 0.000002500 27987. 11194763803. 42.5750159 0.0001064 -0.0001036 0.4344805 3.0562387 0.000002813 27987. 9950901159. 22.3166613 0.0000628 -0.0001735 0.2569261 -4.9967911 C 0.000003125 27987. 8955811043. 22.1302123 0.0000692 -0.0001933 0.2825652 -5.5688870 C 0.000003438 27987. 8141646402. 21.9767830 0.0000755 -0.0002132 0.3081039 -6.1410707 C 0.000003750 27987. 7463175869. 21.8498594 0.0000819 -0.0002331 0.3335687 -6.7131528 C 0.000004063 27987. 6889085417. 21.7433274 0.0000883 -0.0002529 0.3589596 -7.2851330 C 0.000004375 27987. 6397007888. 21.6528195 0.0000947 -0.0002728 0.3842765 -7.8570110 C 0.000004688 27987. 5970640695. 21.5751331 0.0001011 -0.0002926 0.4095193 -8.4287866 C 1 0.00000.5.0.0.0_ _ 27987. _5597381902.._-21.5078662-0.0001075 -0.0003125-0.4346879 -9:0004594 - C 0.000005313 27987. 5268124143. 21.4491819 0.0001139 -0.0003323 0.4597821 -9.5720291 C 0.000005625 27987. 4975450579. 21.3966849 0.0001204 -0.0003521 0.4847802 -10.1436533 C 0.000005938 27987. 4713684759. 21.3492090 0.0001268 -0.0003720 0.5096779 -10.7153643 C 0.000006250 27987. 4477905521. 21.3070749 0.0001332 -0.0003918 0.5345018 -11.2869677 C 0.000006563 27987. 4264671925. 21.2695212 0.0001396 -0.0004117 0.5592517 -11.85B4630 C 0.000006875 27987. 4070823201. 21.2359249 0.0001460 -0.0004315 0.5839276 -12.4298500 C 0.000007188 27987. 3893830888. 21.2057714 0.0001524 -0.0004513 0.6085293 -13.0011283 C 0.000007500 27987. 3731687934. 21.1786319 0.0001588 -0.0004712 0.6330567 -13.5722975 C 0.000007813 27987. 3582324417. 21.1541461 0.0001653 -0.0004910 0.6575097 -14.1433577 C 0.000008125 27987. 3444542709. 21.1320093 0.0001717 -0.0005108 0.6818882 -14.7143080 C 0.000008438 27987. 3316967053. 21.1119619 0.0001781 -0.0005306 0.7061921 -15.2851482 C 0.000008750 27987. 3198503944. 21.0937813 0.0001846 -0.0005504 0.7304212 -15.8558781 C 0.000009063 27987. 3088210704. 21.0772757 0.0001910 -0.0005702 0.7545755 -16.4264973 C 0.000009375 27987. 2985270348. 21.0622788 0,0001975 -0.0005900 0.7786548 -16.9970055 C Page 8 93224_004_01 LPile (USCS units).lp7o 35 1.41000 1.56000 35.98553-13.09766 36 1.41000 1.56000 37.71321-6.64986 NOTE: The positions of the above rebars were computed by Wile Minimum spacing between any two bars not equal to zero = 5.26526 inches between Bars 24 and 25 Spacing to aggregate size ratio = 7.02034 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 35.000 Definitions of Run Messages and Notes: C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T =ACI 318-OB 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 ACI 318-08, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (El) = 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 3550.7232835 11362314507. 46.5115261 0.0000145-0.0000117 0.0608549 0.4177045 0.000000625 7086.6476785 11338636286. 44.2619733 0.0000277-0.0000248 0.1153693 0.7946358 Page 7 93224_004_01 LPile (USCS units).lp7o Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 5541.76944 sq. in. Total Area of Reinforcing Steel = 56.16000 sq. in. Area Ratio of Steel Reinforcement = 1.01 percent Edge -to -Edge Bar Spacing = 5.26526 in Maximum Concrete Aggregate Size = 0.75000 in Ratio of Bar Spacing to Aggregate Size = 7.02 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 Y Number ------- inches --- sq. in. inches inches 1 ------ 1.41000 1.66000 38.29500 0.00000 2 1.41000 1.56000 37.71321 6.64986 3 1.41000 1.56000 35.98553 13.09766 4 1.41000 1.56000 33.16444 19.14750 5 1.41000 1.56000 29,33567 _24.61555_ 6 _ _ 1.41000 1.56000 24.61555 29.33567 7 1.41000 1.66000 19.14750 33.16444 8 1.41000 1.66000 13.09766 35.98553 9 1.41000 1.56000 6.64986 37.71321 10 1.41000 1.56000 0.00000 38.29500 11 1.41000 1.56000 -6.64986 37.71321 12 1.41000 1.56000 -13.09766 35.98553 13 1.41000 1.56000 -19.14750 33.16444 14 1.41000 1.56000 -24.61555 29.33567 15 1.41000 1.56000 -29.33567 24.61555 16 1.41000 1.56000 -33.16444 19.14750 17 1.41000 1.56000 -35.98553 13.09766 18 1.41000 1.56000 -37.71321 6.64986 19 1.41000 1.56000 -38.29500 0.00000 20 1.41000 1.56000 -37.71321 -6.64986 21 1.41000 1.56000 -35.98553 -13.09766 22 1.41000 1.56000 -33.16444 -19.14750 23 1.41000 1.56000 -29.33567 -24.61555 24 1.41000 1.56000 -24.61555 -29.33567 25 1.41000 1.56000 -19.14760 -33.16444 26 1.41000 1.56000 -13.09766 -36.98553 27 1.41000 1.56000 -6.64986 -37.71321 28 1.41000 1.56000 0.00000 -38.29500 29 1.41000 1.56000 6.64986 -37.71321 30 1.41000 1.56000 13.09766 -35.98553 31 1.41000 1.56000 19.14750 -33.16444 32 1.41000 1.56000 24.61555 -29.33567 33 1.41000 1.56000 29.33567 -24.61555 34 1.41000 1.56000 33.16444 -19.14750 Page 6 93224_004_01 LPile (USCS units).lp7o 7.500 42.600 -- 25.000 — default 3 Sand (Reese, et al.) 7.500 42.600 -- 15.000 — 29.500 42.600 -- 15.000 -- default 4 Sand (Reese, et al.) 29.500 52.600 — 25.000 -- 35.500 52.600 -- 25.000 — default 5 Sand (Reese, et al.) 35.500 67.600 -- 35.000 — 46.000 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, Ibs Top y vs. Pile Length — —— ------ —-------- ----------------------- 1 1 V = 29000. Ibs M = 29640000. in-Ibs 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 = 46.00000 ft Shaft Diameter = 84.00000 in Concrete Cover Thickness = 3.00000 in Number of Reinforcing Bars = 36 bars Yield Stress of Reinforcing Bars = 60000. psi Page 5 default default default 93224 004 01 LPile (USCS units).lp7o NOTE: Internal default values for subgrade k Abe 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 = 7.50000 ft Distance from top of pile to bottom of layer = 29.50000 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. 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 = 29.50000 ft Distance from top of pile to bottom of layer = 35.50000 ft Effective unit weight at top of layer = 52.60000 pcf Effective unit weight at bottom of layer = 62.60000 pcf 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 s_oillayer. Layer 5 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 35.50000 ft Distance from top of pile to bottom of layer = 46.00000 ft Effective unit weight at top of layer = 67.60000 pcf Effective unit weight at bottom of layer = 67.60000 pcf 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 1.000 115.000 0.10000 _ default — 4.500 115.000 0.10000 default 2 Sand (Reese, et al.) 4.500 42.600 25.000 default Page 4 1 0.00000 84.0000000 2 46.000000 84.0000000 Input Structural Properties: Pile Section No. 1: Section Type Section Length Section Diameter 93224_004_01 LPile (USCS units).lp7o = Drilled Shaft (Bored Pile) = 46,00000 ft = 84.00000 in Ground Slope and Pile Batter Angles Ground Slope Angle = 0.000 degrees 0.000 radians Pile BatterAngle = 0.000 degrees = 0.000 radians ----------------------------------------- Soil and Rock Layering Information 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 Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Undrained cohesion at top of layer Undrained cohesion at bottom of layer Epsilon-50 at top of layer = Epsilon-50 at bottom of layer 1.00000 ft 4.50000 ft = 115.00000 pcf = 115.00000 pcf = 0.10000 psf = 0.10000 psf 0.0000 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 = 4.50000 ft Distance from top of pile to bottom of layer = 7.50000 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 = 25.00000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci Page 3 93224_004_01 LPile (USCS units).lp7o Program Options and Settings SCANNED NNED St. Lucie County 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 moment, 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 = 46.00 ft Depth of ground surface below top of pile = 1.00 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 Page 2