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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTRECEIVED ,A a sTe c FEB 15 ?019 Date: February 14, 2019 Network Solutions STLucie county, Permitting . Shelia Turnipseed MasTec Network Solutions Crown Castle 507 Airport Blvd, Suite 111 12725 Morris Road Extension, Suite 400 Morrisville, NC 27560 Alpharetta, GA 30004 (919) 674-5866 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: 10070112 Carrier Site Name: FP38 Crown Castle Designation: Crown Castle BU Number: 800642 Crown Castle Site Name: FL WEST MIDWAY CC[ 800642 Crown Castle JDE Job Number: 534694 Crown Castle Work Order Number: 1676169 Crown Castle Order Number: 461345 Rev. 6 Engineering Firm Designation: MasTec Network Solutions Project Number: 17325-SARI Site Data: 16800 Okeechobee Road, Fort Pierce, St. Lucie County, FL 34945 Latitude 27° 22' 53.30", Longitude -80° 29' 48.40" 245 Foot - Self -Supporting Tower Dear Shelia Turnipseed, MasTec Network Solutions 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 on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 155 mph as required by the 2017 Florida Building Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: ML Respectfully submitted by: SCANNED BYEL MIO St. Lucie County\�P'..... -- ti Raphael I. Mohamed, P.E., P.Eng. Senior Director of Engineering p FL PE License No. 82846 N°• 82846 _ FL COA No. 32141 =-U : �0 * STATE OF �'� //0NAL ENG`�Ji4/ZoI 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SARI, Order 461345, Revision 6 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 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations January 3, 2019 CCI BU No 800642 Page 2 tnxTower Report - version 8.0.4.0 245-H Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SARI, Order 461345, Revision 6 1) INTRODUCTION This tower is a 245-ft self-supporting tower designed by Trylon Tsf. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 155 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 0.00 in Wind Speed with Ice: 30 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration January 3, 2019 CCI BU No 800642 Page 3 Mounting`' Level (ft) Center Line Elevation ;Antennas (ft) Number ( of Antenna Manufacturer ; Antenna Model Number' of Feed : Lines Feed Line Size' (in) I 3 Kathrein 800 10723 w/ Mount Pipe 4 CCI Antennas HPA-33R-BUU-H6-K w/ Mount Pipe 3 Commscope SBNHH-1 D85C w/ Mount Pipe 1 Kathrein 800 10865 w/ Mount Pipe 3 Ericsson RRUS-11 3 5/16 6 Triasx TBC0020FlVl 200.0 203.0 6 12 3/4 1-5/8 1 Raycap DC6-48-60-18-8F 6 Commscope E15Z01P19 2 Raycap DC6-48-60-18-8C 5 Ericsson RRUS 32 5 KW Commun ations KFTDR00110030 3 Ericsson RRUS 4415 B25 1 Ericsson RRUS 4426 B66 200.0 1 Tower Mounts Sector Mount [SM 502-3] Table 2 - Other Considered Equipment Mounting Level (ft) Center' ' Line Elevation, (ft) Number 1 of Antennas; Antenna Manufacturer 1 Antenna Model, I i ; Number, of Feed Lines Feed Line,Size (in) 1 Antel BSA-185025/12 2 Antel BSA-185065/12x2 250.0 4 JMA Wireless X7CQAP-FRO-645-VRO 249.0 2 JMA Wireless X7CQAP-665-VRO 12 1-5/8 6 JMA Wireless DBC-67C-U-2SF 249.0 1 Crown Mounts Platform Mount [LP 603-1] tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SARI, Order 461345, Revision 6 January 3, 2019 CCI BU No 800642 Page 4 Mounting Center ; Lineof Number Antenna Number Feed Level (ft) Elevation Manufacturer Antenna Model of Feed Line Size' ft Antennas' Lines (in) 3 Andrew ADFD1820-3333B-XDM w/ Mount Pipe 3 Commscope FFHH-65C-R3 w/ Mount 1 223.0 Pipe 3 Nokia AHLOA 220.0 3 1-1/4 3 Nokia FRIJ 3 Nokia AHFIB 3 Raycap ASU9338TYP01 220.0 3 Nokia FXFB 1 Crown Mounts Sector Mount ISM 1302-31 3 RFS Celwave APXVSPP18-C w/ Mount Pipe 3 Commscope TTTT65AP-1XR w/ Mount Pipe 3 Ericsson RRUS-1 I 800MHz 3 Ericsson 80OMHZ SMR FILTER 128.0 128.0 3 7/8 3 Ericsson RRUS 31 B25 3 Ericsson RRUS 82 W/SOLAR SHIELD 1 Tower Mounts (3) Connect -It V-Frame P/N: PVFM(fw)-3-n-mh-2 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source Geotechnical Report PSI, Inc. 369766 CCISites Tower Foundation Drawings Morrison Hershfield Corp. (Mapping) 2293716 CCISites Tower Manufacturer Drawings Trylon - TSF 1 366603 CCISites 3.1) Analysis Method tnxTower (version 8.0.4.0), 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, 2, and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. MasTec Network Solutions should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SARI, Order 461345, Revision 6 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) (Self -Supporting Tower) January 3, 2019 CC/ BU No 800642 Page 5 Section Component Critical r ' No. Elevation (ft) -Type - Size Element P (FQ I I mP,,,,„, (IQ CapaciTy - Pass /Fail - T1 245-240 Leg 21/2 3 -12.55 118.23 10.6 Pass T2 240-220 Leg 21/2 15 -61.69 118.23 52.2 Pass T3 220-200 Leg 15TL1.5x1/2x518 45 -117.94 222.84 52.9 Pass T4 200 - 180 Leg 15TL1.75x112x518 63 -158.97 312.87 74.3 Pass T5 180 - 160 Leg 15TL1.75x1/2x518 78 -271.04 312.87 86.6 Pass T6 160- 140 Leg 18TL2x5/8x3/4 93 -308.89 381.04 81.1 Pass T7 140 - 120 Leg 18TL2.25x518x314 102 -384.86 499.88 77.0 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 ill -447.69 499.88 89.6 Pass T9 100-80 Leg 18TL2.5x5/8x3/4 120 -518.28 633.19 81.9 Pass T10 80-60 Leg 18TL2.75x5/8x3/4 129 -583.61 780.85 74.7 Pass Tll 60-40 Leg 18TL2.75x5/8x3/4 138 -647.14 780.85 82.9 Pass T12 40 - 20 Leg 18TL2.75x5/8x3/4 147 -712.08 780.85 91.2 Pass T13 20- 0 Leg 18TL3x5/8x3/4 156 -767.99 940.35 81.7 Pass T1 245-240 Diagonal L2 1/2x2 1/2xl/4 11 -4.35 35.08 12.4 Pass 30.0 (b) T2 240-220 Diagonal L2 112x2 1/2xl/4 23 -6.90 35.08 19.7 Pass 47.6 (b) T3 220 - 200 Diagonal L3x3xl/4 53 -11.70 34.25 4 99 1b) Pass 434.1 T4 200 - 180 Diagonal L3x3x1/4 68 -15.31 28.40 53.9 Pass 58.6 (b) T5 180-160 Diagonal L31/2x31/2xl/4 89 -16.69 38.40 Pass 54357.6 T6 160-140 Diagonal L5x5x3/8 98 -27.57 61.93 5 Pass 66.0 T7 140-120 Diagonal L5x5x3/8 108 -24.93 56.94 43.8 Pass 60.1 (b) T8 120- 100 Diagonal L5x5x3/8 116 -28.78 52.26 55.1 Pass 68.9 (b) T9 100-80 Diagonal L5x5x3/8 125 -27.51 47.92 57.4 Pass 65.9 (b) T10 80- 60 Diagonal L5x5x3/8 134 -28.29 43.93 64.4 Pass 67.8 (b) Tll 60 -40 Diagonal L5x5x3/8 143 -30.04 40.28 74.6 Pass T12 40-20 Diagonal L5x5x3/8 153 -27.81 36.97 75.2 Pass T13 20-0 Diagonal L6x6x7/l6 158 -35.07 64.55 Pass 8403 T1 245-240 Top Girt L6x6x7/16 4 -1.30 163.39 Pass 92'�b) T2 240 - 220 Top Girt L6x6x7/16 17 0.26 182.41 0.1 Pass 1.8 T3 220-200 Top Girt L3x3x114 46 -0.16 33.08 Pass 065 Summary Leg (T12) 91.2 Pass Diagonal 84.0 Pass (T13) .Top Girt 9.2 Pass (Ti) Bolt 84.0 Pass tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SARI, Order 461345, Revision 6 January 3, 2019 CCI BU No 800642 Page 6 Elevation ft Critical Section O Component, - Size P (K) mP,v,., (K) I Pass /Fail No.- Type � Element � Capacity_ Checks RATING = 1 91.2 Pass Table 5 - Tower Component Stresses vs. Capacity (Self -Supporting Tower) - LC7 Notes Component Elevation (ft) % Capacity Pass t Fail 1,2 Anchor Rods 68.2 Pass 1,2 Base Foundation Soil Interaction 72.5 Pass 1,2 Base Foundation Structural 52.4 Pass Structure Rating (max from all components) a 91.2% Notes: 1) Rating per TIA-222-H Section 15.5. 2) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. 1 tnxTower Report - version 8.0.4.0 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SAR1, Order 461345, Revision 6 APPENDIX A TNXTOWER OUTPUT January 3, 2019, CC/ BU No 800642 Page 7 tnxTower Report - version 8.0.4.0 4 C � _ S•i 9 g1 "^ i C n F � 3 aryl F s C C d r 3 c 2 5 2450 fifl 240.0 0 1$00 oft 1600 oft 140_0 R 1 1200 fl 100oR 60.0 H 40_0 0 TOWER DESIGN NOTES 1. Tower is located in Autauga County, Alabama. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 155 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category H. 6. Topographic Category 1 with Crest Height of 0.00 It 7. TIA-222-H Annex S 8. TOWER RATING: 91.2% I A ALL REACTIONS AREFACTORED MAX. CORNER REACTIONS AT BASE'' DOWN. 803 K SHEAR: 86K UPLIFT: -710 K SHEAR: 76 K AXIAL 1006 K SHEAR/ \ MOMENT 136 K ��� ���... ` 19018 kip-ft TORQUE 285 kip-R REACTIONS -155 mph WIND Mastec Network Solution ;M sTe c 507 Airport Blvd, Suite 111 Netiroh5olutrom Morrisville, NC 25760 Phone: FAX lob: 800642 FL West Midway Pro1": 16266-SARI Client Crown Castle 0 nby*marialo ez Av" Cade: TIA-222-H oae 01/03/19 seal¢: ITS Path: 0«9 No. E-1 WXTOW Job 800642 FL West Midway PageeP 1 of 32 Project Date Mastee Network Solutions 507Airport Blvd Suite III 16266-SARI 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle marialopez FAX. Tower Input Data The main tower is a 3x free standing tower with an overall height of 245.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 28.00 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Autauga County, Alabama. Tower base elevation above sea level: 18.55 ft. Basic wind speed of 155 mph. Risk Category H. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height 0.00 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 tower member design is 1.05. 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 Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KUry 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 Include dShear-Torsion Interaction w 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 MxTower Job Page 800642 FL West Midway 2 of 32 Project Date Mastec Network Solutions 507 Airpon Blvd, Suite III 16266-SARI 13:18:13 01 /03119 Morrisville, NC 25760 Client Designed by Phone: Crown Castle Blaflal0P BZ FAX.' Wind 180 Lea A Wind 90 It - Leg 2: Leg 6 Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections It ft ft TI 245.00-240.00 6.00 1 5.00 12 240.00-220.00 6.00 1 20.00 T3 220.00-200.00 6.00 1 20.00 T4 200.00-180.00 8.00 1 20.00 T5 180.00-160.00 10.00 1 20.00 T6 160.00-140.00 12.00 1 20.00 77 140.00-120.00 14.00 1 20.00 T8 120.00-100.00 16.00 1 20.00 T9 100.00-80.00 18.00 1 20.00 T10 80.00-60.00 20.00 1 '20.00 T11 60.0040.00 22.00 1 20.00 T12 40.00-20.00 24.00 1 20.00 T13 20.00-0.00 26.00 1 20.00 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Boaom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End it it Panels in in TI 245.00-240.00 5.00 XBruce No No 0.0000 0.0000 T2 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 taxTower Jab Page 800642 FL West Midway 3 of 32 Project Date Mastec Network Solutions 507 Airport Blvd, Suite 111 16266-SAR1 13:18:13 01 /03/19 Client Designed by Morrisville, NC 25760 Phone: . Crown Castle 133arialopez FAX. Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End jt It Panels in in T3 220.00-200.00 10.00 X Brace No No 0.0000 0.0000 T4 200.00-180.00 10.00 XBrace No No 0.0000 0.0000 T5 180.00-160.00 10.00 XBrace No No 0.0000 0.0000 T6 160.00-140.00 20.00 XBrace No No 0.0000 0.0000 T7 140.00-120.00 20.00 XBrace No No 0.0000 0.0000 T8 120.00-100.00 20.00 XBrace No No 0.0000 0.0000 T9 100.00-80.00 20.00 X Brace No No 0.0000 0.0000 TIO 80.00-60.00 20.00 XBrace No No 0.0000 0.0000 T11 60.0040.00 20.00 XBrace No No 0,0000 HOW T12 40.00-20.00 20.00 XBrace No No 0.0000 0.0000 T13 20.00-0.00 20.00 XBrace No No 0.0000 0.0000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade it T1245.00-240.00 Solid Round 21/2 A572-50 Equal Angle L212x21/2xl/4 300W (50 ksi) (44 ksi) T2 240.00-220.00 Solid Round 2 12 A572-50 Equal Angle L2 I/W 12xl/4 300W (50 ksi) (44 ksi) T3 220.00-200.00 Truss Leg 15TL1.5xl2x5/8 A572-50 Equal Angle L3x3x1/4 300W (50 ksi) (44 ksi) T4200.00-I80.00 Truss Leg 15TL1.75xl2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T5180.00-160.00 Truss Leg 15TL1.75xl2x5/8 A572-50 Equal Angle L31/2012xl/4 300W (50 ksi) (44 ksi) T6160.00-140.00 Truss Leg ISTL2x5/8x3/4 350W Equal Angle L5x5x3/8 30OW (51 ksi) (44 ksi) T7 140.00-120.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T8 120.00-100.00 Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T9 100.00-80.00 Truss Leg 18TL2.5x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) TIO 80,00-60.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1160.00-40.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T1240.00-20.00 Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T13 20.00-0.00 Truss Leg 18TL3x5/8x3/4 350W Equal Angle L6x6x7/16 300W (51 ksi) (44 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade it T1245.00-240.00 Equal Angle L6x6x7/16 300W Solid Round A36 (44 ksi) (36 ksi) T2240.00-220.00 Equal Angle L6x6x7/16 300W Solid Round A36 MxTbwer Job 800642 FL West Midway Page 4 of 32 MastecNetwork Solutions Project Date 507Airport Blvd, Suite Ill 16266-SARI 13:18:13 01/03/19 Morrisville,NC25760 Phone: FAX. Client Crown Castle Designed by marialopez Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade (44 ksi) (36 ksi) T3 220.00-200.00 Equal Angle L3x3xl/4 30OW Solid Round A36 (44 ksi) (36 ksi) Tower Section Geometry cont'd Double Angle Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weighi Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants It fi2 in in in in T1 0.00 0.0000 A36 1 1 1 36:0000 36.0000 36.0000 245.00-240.00 (36 ksi) 72 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 240.00-220.00 (36 ksi) T3 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 220.00-200.00 (36 ksi) T4 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36,0000 200.00-180.00 (36 ksi) T5 0.00 0.0000 A36 1 1 I 36.0000 36.0000 36.0000 180.00-160.00 (36 ksi) T6 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 160.00-140.00 (36 ksi) 77 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36,0000 140.00-120.00 (36 ksi) T8 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T9 0.00 0.0000 A36 1 1 1 36.0000 36M00 36.0000 100.00-80.00 (36 ksi) T10 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 80.00-60.00 (36 ksi) Tll 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 60.0040.00 (36 ksi) T12 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T13 20.00-0.00 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 Tower Section Geometry cont'd KFactors' Tower Calc Cale Legs X K Single Girls Hartz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft y y Y P y y y TI Yes No 1 1 1 l 1 1 1 1 245.00-240.00 1 1 1 1 1 1 1 72 Yes No 1 1 1 1 1 1 1 I 240.00-220.00 1 1 1 1 1 1 I T3 Yes No 1 1 1 1 1 l 1 1 220M-200.00 1 1 1 1 1 1 1 WXT©wer Job Page 800642 FL West Midway 5 of 32 Project Date Mastec Network Solutions 507 Airport Blvd, Suite III 16266-SARI 13:18:13 01 /03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle marialopez FAX KFactors' Tower Calc Cale Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T4 Yes No 1 1 1 1 1 1 1 1 200.00-180.00 1 1 1 1 1 1 1 T5 Yes No 1 1 1 1 1 1 1 1 180.00-160,00 1 1 1 1 1 1 1 T6 Yes No 1 1 1 1 1 1 1 1 160.00-140.00 1 I 1 1 1 1 l 77 Yes No I 1 1 1 1 1 1 l 140.00-120.00 1 1 1 1 1 1 1 T8 Yes No I l 1 1 1 I 1 I 120.00-100.00 1 1 1 1 l I 1 T9 Yes No 1 1 1 1 1 1 1 1 100.00-80.00 1 1 1 1 I l 1 T10 Yes No 1 1 1 1 l l l 1 80.00-60.00 1 1 1 1 1 1 1 Tll Yes No 1 1 1 1 1 1 I 1 60.00-40.00 1 1 1 1 1 1 1 T12 Yes No 1 1 1 1 I 1 1 1 40.00-20.00 1 1 1 1 1 1 1 T13 Yes No 1 1 1 1 1 1 1 1 segment the overall length. Tower Section Geometry cont'd KFactors Kfactor in the out -of -plane direction applied to Elevation Panels Brace Brace Panels Brace Brace ft Diagonals Diagonals Diagonals Diagonals 73 1 0.5 0.7 1 0.5 0.85 0.5 0.7 1 0.5 0.85 T5 1 0.5 0.7 1 0.5 0.85 180.00-160.00 T6 1 0.5 0.7 1 0.5 0.85 160.00-140.00 T7 1 0.5 0.7 1 0.5 0.85 140.00-120.00 T8 1 0.5 0.7 1 0.5 0.85 T9 1 0.5 0.7 1 0.5 0.85 100.00-80.00 T10 1 0.5 0.7 1 0.5 0.85 80.00-60.00 TII 1 0.5 0.7 1 0.5 0.85 0.5 0.7 I 0.5 T13 1 0.5 0.7 Wx ower Job 800642 FL West Midway Page 6 of 32 Project 16266-SARI Date 13:18:13 01/03/19 Mastee Network Solutions 507Airport Blvd, Suite III Morrisville, NC 25760 Phone:Crown Client Castle Designed by marialopez Tower Section Geometry cont'd Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Ner Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in Tl 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 245M-240.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 T3 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 220.00-200.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200.00-180.00 T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 - 0.75 180.00-160.00 T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 035 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 T9 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 TIO 0.0000 1 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00-60.00 Tll 0.0000 _1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60M-40.00 T12 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00-20.00 T13 20.00-0.001 0.0000 1 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 Tower Section Geometry cont'd Tower Elevation ft Leg Connection Type Leg Bolt Site No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 245.00-240:00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 240.00-220.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 18 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 220.00-200.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.8750 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.8750 18 0.7500 2 0,6250 0 0.6250 0 0.6250 0 0,6250 0 0.6250 0 160,00-140.00 A325N A325N A325N A325N A325N A325N A325N T7 Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N i WxTower Job Page 800642 FL West Midway 7 of 32 Project Date Mastec Network Solutions 507Airpori Blvd, Suite 111 16266-SARI 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle I1larIalOP eZ FAX' Tower Elevation fi Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Ball Size No. Bolt Size No. in in in in in in in T8 Flange 0.8750 18 0.7500 2 0.6250 0 0,6250 0 0.6250 0 0.6250 0 0.6250 0 120,00-100.00 A325N A325N A325N A325N A325N A325N A325N T9 Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N TIO Flange 1.0000 18 0,7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 80M-60.00 A325N A325N A325N A325N A325N A325N A325N T11 Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 60.00-40.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.1250 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 40M-20.00 A325N A325N A325N A325N A325N A325N A325N >1" T13 20M-0.00 Flange 2.0000 0 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 waliams A325N A325N A325N A325N A325N A325N High Tensile Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Face lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Raw in in in ply, Calculation xaa AVA7-50(1-5/ C No No Ar(CaAa) 245.00- 0.0000 OA 6 6 0.5000 2.0100 0.70 8) 6.00 LDF7-50A(1- C No No At (CaAa) 245.00- 2.0000 0.4 6 6 0.5000 1.9800 0.82 5/8) 6.00 Feedline C. No No Af (CaAa) 245.00- 0.0000 OA 1 1 1.5000 1.5000 4.20 Ladder (At) 1.5" kkk ASU9323TYP A No 01(1-1/4) Feedline A No Ladder (Af) 1.5" kkk LDF7-SOA(1- A No 5/8) WR-VG86ST- A No BRD(3/4) F13-1,9813-034- A No XXX(3/8) 840 A No 10414(5/16) Feedline A No Ladder (Af) L5" k LDF5-50A(7/ C No 8") T-Brackets «kk C No 6.00 No At (CaAa) 220.00 - OMOO 0.4 3 3 0.5000 1.2400 1.05 6M No At(CaAa) 220.00- OMOO 0.4 1 1 1.5000 1.5000 4.20 6M No At (CaAa) 200.00 - 0.0000 44 12 10 0.5000 1.9800 0.82 6.00 No At (CaAa) 200M - 0.0000 -0.36 6 6 0.5000 0.7740 0.59 6.00 No At (CaAa) 200.00 - 1.5000 -0.4 3 3, 0.3937 0.3937 0.06 6.00 No At (CaAa) 200.00- 1.5000 -0.38 3 3 0.3150 0.3150 0,06 6.00 No At (CaAa) 200.00 - 0.0000 44 1 1 1.5000 1.5000 4.20 6.00 No At (CaAa) 128.00 - 0.0000 44 3 2 1.0900 1.0900 0.33 6.00 No Af (CaAa) 245M - 0.0000 -0.5 1 1 1.0000 1.0000 8.40 6M Z72xTower Job e Page 800642 FL West Midway 8 of 32 Project Date MastecNetwork Solutions 507Airport Blvd, Suite III 16266-SAR1 13:18:13 01 /03119 Morrisville, NC 25760 Phone: Client / Designed by FAX Crown Castle marialo ez P Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FWJ Row in in , in plf 3/8 C No No At (CaAa) 245.00 - 0.0000 -0.5 1 1 0.3750 0.3750 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ar CAA1 CAAAA Weight Section Elevation In Face Out Face fi ft' It: ft: it, K Tl 245.00-240.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0,000 0,000 0.000 0.00 C 0.000 0.000 14.241 0.000 0.11 T2 240.00-220.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 13 220.00-200.00 A 0.000 0.000 12,440 0.000 0.15 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 OA4 T4 200.00-180.00 A 0.000 0.000 78.500 0.000 0.51 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 OA4 T5 180.00-160M A 0.000 0.000 78.500 0.000 0.51 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 OA4 T6 160.00-140M A 0.000 0.000 78.500 0,000 0.51 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 56.963 0.000 0.44 T7 140.00-120.00 A 0.000 0.000 78.500 0.000 0.51 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 59.579 0A00 0.45 T8 120.00-100M A 0.000 0.000 78.500 0.000 0.51 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 63.503 0,000 0.46 T9 100.00-80.00 A 0.000 0.000 78.500 0.000 0.51 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 63.503 0.000 0.46 TIO 80.00-60.00 A 0.000 0.000 78,500 0.000 0.51 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 63.503 0.000 0.46 TII 60.00-40.00 A 0.000 0.000 78.500 0.000 0.51 B 0.000 0.000 0.000 0.000 0:00 C 0.000 0.000 63.503 0.000 0.46 T12 40.00-20.00 A 0.000 0.000 78.500 0.000 0.51 B 0,000 0.000 0.000 0.000 0A0 C 0.000 0.000 63.503 0.000 0.46 T13 20.00-0.00 A 0.000 0.000 54,950 0.000 0.35 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 44.452 0.000 0.32 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPi Ice Ice it in in in in Job Page 6nxTower 800642 FL West Midway 9 of 32 Project Date Mastee Network Solutions 507Airport Blvd, Suite III 16266-SARI 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle Illaflal0P @Z FAX' Section Elevation CPx CPz CPx CPi Ice Ice jt in in in in T1 245M-240.00 -8.0045 3,1741 -8.0009 3.1720 T2 240.00-220M -9.5595 3.9563 -9.5542 3.9530 T3 220.00-200M -9.0169 -0.2110 -9.0169 -0.2110 T4 200.00-180M -17,3976 6.0311 -17,3976 6.0311 T5 180.00-160M -19.5477 6.8754 -19.5477 6.8754 T6 160.00-140.00 -21.3535 7.5647 -21.3535 7.5647 T7 140M-120.00 -22.6950 8.8843 -22.6950 8.8843 T8 120.00-100.00 -23.5190 10.5177 -23.5190 10.5177 T9 100.00-80.00 -25.2599 1L3249 -25.2599 11.3249 T10 80.00-60.00 -26.8684 12.0720 -26.8684 12.0720 Tll 60.00-40.00 -28.6453 12.9082 -28.6453 12.9082 T12 40.00-20.00 -30.3347 13.7064 -30.3347 13.7064 T13 20.00-0.00 -24.2969 11.1702 -24.2969 11.1702 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K" No Ice I:" Ice TI 2 AVA7-50(1-5/8) 240.00- 0.6000 0,6000 245.00 Tl 3 LDF7-50A(1-5/8) 240.00- 0.6000 0.6000 245.00 TI 4 Feedline Ladder (Af) 1.5" 240.00- 0.6000 0.6000 245M Tl 17 T-Brackets 240.00- 0.6000 0,6000 245.00 TI 19 Safety Line 3/8 240.00- 0.6000 0.6000 245.00 T2 2 AVA7-50(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 3 LDF7-50A(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 4 Feedline Ladder (At) 1.5" 220.00- 0.6000 0.6000 240.00 T2 17 T-Brackets 220.00- 0.6000 0.6000 240.00 12 19 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T3 2 AVA7-50(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 3 LDF7-50A(l-5/8) 20000- 0,6000 0,6000 220.00 T3 4 Feedline Ladder (Af) 1.5" 200.00- 0,6000 0.6000 220.00 T3 6 ASU9323TYP01(1-1/4) 200.00- 0.6000 0.6000 220.00 T3 7 Feedline Ladder (Af) 15' 200.00- 0.6000 0.6000 220.00 T3 17 T-Brackets 200.00- 0,6000 0,6000 220.00 T3 19 Safety Line 3/8 200.00- 0.6000 0.6000 220.00 T4 2 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 3 LDF7-SOA(1-5/8) 180.00- 0.6000 0.6000 F(Fhj MxTower Job 800642 FL West Midway Page 10 of 32 Project Date Mastec Network Solutions 507Airport Blvd, Suite III 16266-SARI 13:18:13 01/03/19 Morrisville, NC 25760 Phone: FAX. Client Crown Castle Designed by ❑larlalope2: Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice I. Ice 200.00 T4 4 Feedline Ladder (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 6 ASU9323TYPO 1(1-1/4) 180.00- 0.6000 0.6000 200.00 T4 7 Feedline Ladder (At) 1.5" 180.00 - 0.6000 0.6000 200.00 T4 9 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 10 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 200.00 T4 11 FB-L98B-034-XX'Y(3/8) 180.00- 0.6000 0.6000 200.00 T4 12 84010414(5/16) 180.00- 0.6000 0.6000 200.00 T4 13 Feedline Ladder (At) 1.5" 180.00- 0.6000 0.6000 200.00 T4 17 T-Brackets 180.00- 0.6000 0.6000 200.00 T4 19 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 T5 2 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 3 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 4 Feedline Ladder (Al) 1.5" 160.00 - 0.6000 0.6000 180.00 T5 6 ASU9323TYP01(1-1/4) 160.00- 0.6000 0.6000 180.00 T5 7 Feedline Ladder (At) 1.5" 160.00- 0.6000 0.6000 180.00 TS 9 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 TS 10 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T5 11 FB-L98B-034-XXX(3/8) 160.00- 0.6000 0.6000 180.00 T5 12 84010414(5/16) 160.00- 0.6000 0.6000 150.00 TS 13 Feedline Ladder (At) 1 Y 160.00- 0.6000 0.6000 180.00 T5 17 T-Brackets 160.00- 0.6000 0.6000 180.00 T5 19 Safety Line 3/8 160.00- 0.6000 M000 180.00 T6 2 AVA7-50(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 3 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 4 Feedline Ladder (At) 1.5" MOM - 0.6000 0.6000 160.00 T6 6 ASU9323TYP01(1-1/4) 140.00- 0.6000 0.6000 160.00 T6 7 Feedline Ladder (AI) 1.5" 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(I-5/8) 140.00- 0.6000 0.6000 160M T6 10 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 I 1 FB-L98B-034-XXX(3/8) 140.00 - 0.6000 0.6000 160.00 T6 121 84010414(5/16) 140.00- 0.6000 0.6000 t"XTOWer Job 800642 Fl- West Midway Page11 of 32 Mastec Network Solutions Project Date 507Airportelvd, Suite III 16266-SAR1 13:18:13 01/03/19 Morrisville, NC 25760 Client Designed by Phone:Crown Castle marialopez Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice & Ice 160.00 T6 13 Feedline Ladder (At) 1.5" 140M - 0.6000 0.6000 160.00 T6 17 T-Brackets 140.00- 0.6000 0.6000 160.00 T6 19 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T7 2 AVA7-50(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 3 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 4 Feedline Ladder(Af) 1.5" 120.00- 0.6000 0.6000 140.00 T7 6 ASU9323TYP01(1-1/4) 120.00- 0.6000 0.6000 140.00 T7 7 Feedline Ladder (AI) LS' 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(I-5/8) 120M- 0.6000 0.6000 140.00 T7 10 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 11 FB-L98B-034-XXX(3/8) 120.00- 0.6000 0.6000 140M 77 12 84010414(5/16) 120.00- 0.6000 0.6000 140.00 77 13 Feedline Ladder (At) I.5" 120.00. 0.6000 0.6000 140.00 T7 15 LDF5-50A(7/8") 120.00- 0.6000 0.6000 128,00 T7 17 T-Brackets 120M- 0,6000 0.6000 140.00 17 19 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T8 2 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 3 LDF7-50A(I-5/8) 100.00- 0.6000 0.6000 120.00 T8 4 Feedline Ladder (AO LS' 100.00- 0.6000 0.6000 120.00 T8 6 ASU9323TYP01(1-1/4) 100.00- 0.6000 0.6000 120.00 T8 7 Feedline Ladder (AO LS' 100.00- 0.6000 0.6000 120.00 T8 9 LDF7-50A(I-5/8) 100.00- 0.6000 0.6000 120.00 T8 10 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 11 FB-L98B-034-XXX(3/8) 100.00- 0.6000 0.6000 120.00 T8 12 840 10414(5/16) 100.00- 0.6000 0.6000 120.00 T8 13 Feedline Ladder(Af) LS' 100,00- 0.6000 0.6000 120.00 T8 IS LDF5-50A(7/8") 100.00- 0.6000 0.6000 120.00 T8 17 T-Brackets 100.00- 0.6000 0.6000 120.00 T8 19 Safety Line 3/8 100.00 - 0.6000 0.6000 120.00 T9 2 AVA7-50(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 3 LDF7-50A(I-5/8) 80.00-]00.00 0.6000 0.6000 T9 4 Feedline Ladder (Al) I.5" 80.00 - 100.00 0.6000 0.6000 tnxTower Job Page12 800642 FL West Midway of 32 Project Date Mastec Network Solutions 507 Airport Blvd, Suite III 16266-SARI 13:18:13 01/03/19 Morrisville, NC 25760 Client Designed by Phone: Crown Castle marialo ez P FAX - Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice Ka Ice T9 6 ASU9323TYP01( 1-1/4) 80.00- 100.00 0.6000 0.6000 T9 7 Feedline Ladder (At)1.5" 80.00 - 100.00 0.6000 0.6000 T9 9 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 10 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T9 I I FB-L98B-034-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T9 12 840 10414(5/16) 80.00 - 100.00 0.6000 0.6000 T9 13 Feedline Ladder (AI) 1.5" 80.00- 100.00 0.6000 0.6000 T9 15 LDF5-50A(7/8") 80.00 - 100.00 0.6000 0.6000 T9 17 T-Brackets 80.00 - 100.00 0.6000 0.6000 T9 19 Safety Line 318 80.00- 100.00 0.6000 0.6000 T10 2 AVA7-50(1-5/8) 60.00-80.00 0.6000 0.6000 T10 3 LDF7-50A(I-5/8) 60.00-80.00 0.6000 0.6000 T10 4 Feedline Ladder (Ai) 1.5" 60.00 - 80.00 0.6000 0.6000 TIO 6 ASU9323TYPOl(1-1/4) 60.00-80.00 0.6000 0.6000 TIO 7 Feedline Ladder (Af)1.5" 60.00 - 80.00 0.6000 0.6000 TIO 9 LDF7-50A(1-5/8) 60M-80.00 0.6000 0.6000 TIO 10 WR-VG86ST-BRD(3/4) 60.00-80.00 0.6000 0.6000 TIO I I FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 TIO 12 84010414(5/16) 60.00-80.00 0.6000 0.6000 TIO 13 Feedline Ladder (Af) 1.5' 60.00 - 80.00 0.6000 0.6000 T10 15 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T10 17 T-Brackets 60.00 - 80.00 0.6000 0.6000 T10 19 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 Tll 2 AVA7-50(1-5/8) 40.00-60.00 0.6000 0.6000 Tll 3 LDF7-SOA(1-5/8) 40.00-60.00 0.6000 0.6000 TII 4 Feedline Ladder(M) LF 40.00-60.00 0.6000 0.6000 Tit 6 ASU9323TYP01(1-1/4) 40.00-60.00 0.6000 0.6000 Tl 1 7 Feedline Ladder (AI) 1.5" 40.00 - 60.00 0.6000 0.6000 Tll 9 LDF7-50A(1-5/8) 40.00-60.00 0.6000 0.6000 Tll 10 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 Tll 11 FB-L98B-034-XXX(3/8) 40.00-60.00 0.6000 M000 T11 12 84010414(5/16) 40.00-60.00 0.6000 0.6000 Tll 13 Feedline Ladder(Af) 1.5" 40.00-60.00 0.6000 0.6000 TII 15 LDF5-50A(7/8") 40.00-60.00 0.6000 0.6000 Tll 17 T-Brackets 40.00-60.00 0.6000 0.6000 Tll 19 Safety Line3/8 40.00-60.00 0.6000 0.6000 T12 2 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T12 3 LDF7-50A(1-5/8) 20.00-40.00 0.6000 0.6000 T12 4 Feedline Ladder (At) 1.5" 20.00-40.00 0.6000 0.6000 T12 6 ASU9323TYPOI(1-1/4) 20.00-40.00 0.6000 0.6000 T12 7 Feedline Ladder(Af) 1.5' 20.00-40.00 0.6000 0.6000 T12 9 LDF7-50A(I-5/8) 20.00-40.00 0.6000 0.6000 T12 10 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 T12 11 FB-L98B-034-XXX(3/8) 20.00-40.00 0.6000 0.6000 T12 12 84010414(5/16) 20.00-40.00 0.6000 0.6000 T12 13 Feedline Ladder (AI) L5' MOO -40.00 0.6000 0.6000 T12 15 LDF5-50A(7/8") 20.00-40.00 0.6000 0.6000 T12 17 T-Brackets 20.00-40.00 0.6000 0.6000 T12 19 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T13 2 AVA7-50(1-5/8) 6.00-20.00 0.6000 0.6000 T13 3 LDF7-50A(I-5/8) 6.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder(M) 1.5" 6.00-20.00 0.6000 0.6000 T13 6 ASU9323TYP01(1-1/4) 6.00-20.00 0.6000 0.6000 T13 7 Feedline Ladder (At) 1.5" 6.00 - 20.00 0.6000 0.6000 T13 9 LDF7-50A(I-5/8) 6.00-20.00 0.6000 0.6000 T13 10 WR-VG86ST-BRD(3/4) 6.00-20.00 0.6000 0.6000 T13 11 FB-L98B-034-XXX(3/8) 6.00-20.00 0.6000 0.6000 T13 12 84010414(5/16) 6.00-20.00 0.6000 0.6000 T13 l3 Feedline Ladder (Af)1.5° 6.00-20.00 0.6000 06000 T13 15 LDF5-50A(7/8") 6.00 - 20.00 0.6000 0.60M T13 17 T-Brackets 6.00 - 20.00 0.6000 0.6000 T13 19 Safe Line 3/8 E00 - 20.00 0.6000 0.6000 WxT©wer Job Page 800642 FL West Midway 13 of 32 Mastec Network Solutions Project Date 507AirportBlvd, Suite /11 16266-SAR1 13:18:13 01/03/19 Morrisville, NC 25760 Client Designed by Phone: Crown Castle I13arialopeZ FAX., Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustment Front Side Leg Lateral Vert ftt ftt JP K f= tt Beacon B From Leg 0.00 0.0000 245.00 No Ice 2.00 2.00 0.02 0.00 6.00 Lightning Rod C From Leg 0100 0.0000 245.00 No Ice 0.20 0.20 0.03 0.00 2.00 Platform Extension C None 0.0000 242.50 - 245.00 No Ice 10.93 10.93 0.20 Sidemarker B From Leg 1.00 0.0000 125.00 No Ice 0.38 0,38 0.01 0.00 0.00 Sidemarker C From Leg 1.00 0.0000 125.00 No Ice 0.38 0.38 0.01 0.00 0.00 BSA-185025/12 w/ Mount A From Leg 4.00 0.0000 249.00 No Ice 8.76 3.61 0.06 Pipe 0.00 1.00 BSA-185065/12x2 w/ Mount B From Leg 4.00 0.0000 249.00 No Ice 5.02 3.61 0.04 Pipe 0.00 1.00 BSA-185065/12x2 w/ Mount C From Leg 4.00 0.0000 249.00 No Ice 5.02 3.61 0.04 Pipe 0.00 1.00 (2)X7CQAP-FRO-645-VRO A From Leg 4.00 0.0000 249.00 No Ice 12.07 8.81 0.08 w/ Mount Pipe 0.00 1.00 (2) X7CQAP-665-VRO w/ B From Leg 4.00 0.0000 249.00 No Ice 9.79 7.12 0.07 Mount Pipe 0.00 1.00 (2) X7CQAP-FRO-645-VRO C From Leg 4.00 0.0000 249.00 No Ice 12.07 8.81 0.08 w/ Mount Pipe 0.00 1.00 (2) DBC-67C-U-2SF A From Leg 4.00 0.0000 249.00 No Ice 0.16 0.11 0.01 0.00 1.00 (2) DBC-67C-U-2SF B From Leg 4.00 0.0000 249.00 No Ice 0.16 0.11 0.01 0.00 1.00 (2) DBC-67C-U-2SF C From Leg 4.00 0.0000 249.00 No Ice 0.16 0.11 0.01 0.00 1.00 Platform Mount [LP 603-11 C None 0.0000 249.00 No Ice 42.10 42.10 2.06 Empty Mount Pipe A From Leg 4.00 0.0000 249.00 No Ice 1.20 1.20 0.02 0.00 0.00 Wx ower 6 l Job 800642 FL West Midway Page 14 of 32 Project Date Mastec Network Solutions 507 Airport Blvd, Suite 111 16266-SAR1 13:18:1301/03/19 Morrisville, NC 25760 Phone: FAX. Client Crown Castle Designed by marialopez Description Face Offset Offsets: Azimuth Placement C,y1s CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vera ft 0 ft ft' fF K Empty Mount Pipe B From Leg 4.00 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0.00 0.00 ...220s» ADFD1820-3333B-XDM w/ A From Leg 4.00 Mount Pipe 0.00 3.00 ADFD1820-3333B-XDM w/ B From Leg 4.00 Mount Pipe 0.00 3.00 ADFD1820-3333B-XDMw/ C From Leg 4.00 Mount Pipe 0.00 3.00 FFHH-65C-R3 w/ Mount A From Leg 4.00 Pipe 0.00 3.00 FFHHfi5C-R3 w/ Mount B From Leg 4.00 Pipe 0.00 3.00 FFHH-65C-R3 w/ Mount C From Leg 4.00 Pipe 0.00 3.00 AHLOA A From Leg 4.00 0.00 3.00 AHLOA B From Leg 4.00 0.00 3.00 AHLOA C From Leg 4.00 0.00 3.00 FRIJ A From Leg 4.00 0.00 3.00 (2) FRIJ B From Leg 4.00 0.00 3.00 AHFIB A From Leg 4.00 0.00 3.00 (2) AHFIB B From Leg 4.00 0.00 3.00 ASU9338TYP0I A From Leg 4.00 0.00 0.00 ASU9338TYP0I B From Leg 4.00 0.00 0.00 ASU9338TYP0I C From Leg 4.00 0.00 0.00 FXFB A From Leg 4.00 0.00 0.0000 249.00 No Ice 1.20 1.20 0.02 0.0000 220.00 No Ice 10.81 4.43 0.06 0.0000 220.00 No Ice 10.81 4.43 0.06 0.0000 220.00 No Ice 10.81 4.43 0.06 0.0000 220.00 No Ice 21.38 11.50 0.16 0.0000 220.00 No Ice 21.38 11.50 0.16 0.0000 220.00 No Ice 21.38 11.50 0.16 0.0000 220.00 No Ice 2.23 1.39 0.08 0,0000 220.00 No Ice 2.23 1.39 0.08 0.0000 220.00 No Ice 2.23 1.39 0.08 0.0000 220.00 No Ice 2.42 1.52 0.07 0.0000 220.00 No Ice 2.42 1.52 0.07 0.0000 220.00 No Ice 3.68 2.31 0.09 0.0000 220.00 No Ice 3.68 2.31 0.09 0.0000 220.00 No Ice 3.20 1.03 0.02 0.0000 220.00 No Ice 3.20 1.03 0.02 0.0000 220.00 No Ice 3.20 1.03 0.02 0.0000 220.00 No Ice 3.54 1.02 0.06 taxT©Wer Job Page 800642 FL West Midway 15 of 32 Project Date Mastec Network Solutions 507 Airport Blvd Suite III 16266-SAR1 13:18:13 01 /03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Caste marialopez FAX. Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft I f n' K ft ft 0.00 FXFB B From Leg 4.00 0.0000 220.00 No Ice 3.54 1.02 0.06 0.00 0.00 FXFB C From Leg 4.00 0.0000 220.00 No Ice 3.54 L02 0.06 0.00 0.00 Empty Mount Pipe A From Leg 4.00 0.0000 220.00 No Ice 1.20 L20 0.02 0.00 0.00 Empty Mount Pipe B From Leg 4.00 0.0000 220.00 No Ice 1.20 L20 0.02 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0,0000 220.00 No Ice 1.20 1.20 0.02 0.00 0.00 Sector Mount [SM 1302-3] •rs C None 0.0000 220.00 No Ice 39.23 39.23 142 RRUS-11 C From Leg 4.00 0,0000 200.00 No Ice 2.78 1.19 0.05 0.00 3.00 (2) RRUS-I1 C From Leg 4.00 0.0000 200.00 No Ice 2.78 1.19 0.05 0.00 3.00 (2)TBC002GFlVl B From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 3.00 TBC0020FlVl A From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 3.00 (3) TBC0020F I V 1 C From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 001 0.00 3.00 800 10723 w/ Mount Pipe A From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 0.00 3.00 800 10723 w/ Mount Pipe B From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 0.00 3.00 800 10723 w/ Mount Pipe C From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 0.00 3.00 DC6-48-60-18-8F B From Leg 4.00 0.0000 200.00 No Ice 0.79 0.79 0.02 0.00 3.00 (2) HPA-33R-BUU-H6-K w/ A From Leg 4.00 0.0000 200.00 No Ice 14.52 8.11 0.11 Mount Pipe 0.00 3.00 (2) HPA-33R-BUU-H6-K w/ C From Leg 4.00 0.0000 200.00 No Ice 14.52 8.11 0.11 Mount Pipe 0.00 3.00 SBNHH-ID85C w/ Mount A From Leg 4.00 0.0000 200.00 No Ice 11.63 9.79 0.08 Pipe 0.00 3.00 SBNHH-ID85C w/ Mount B From Leg 4.00 0.0000 200.00 No Ice 11.63 9.79 0.08 Pipe 0.00 3.00 WxTower Jab 800642 FL West Midway Page 16 of 32 Project Date Mostee Network Solutions 507 Airport Blvd, Suite 111 16266-SAR1 13:18:13 01 /03119 Morrisville, NC 25760 Phone: FAX. Client Crown Castle Designed by tllarlaiopeZ Descriphon Face Offset Offsets: Azimuth Placement C,yh CtAA Weight or Type Horn Adjustment Front Side Leg Lateral Vert ft fi fit f,2 Lc fi (t SBNHH-ID85C w/Mount C From Leg 4.00 0.0000 200.00 No Ice 11.63 9.79 0.08 Pipe 0.00 3.00 800 10865 w/ Mount Pipe B From Leg 4.00 0.0000 200.00 No Ice 10.92 7.43 0.09 0.00 3.00 (2) El5ZOIP19 A From Leg 4.00 0.0000 200.00 No Ice 0.78 0.34 0.01 0.00 3.00 (4)E15ZOIP19 B From Leg 4.00 0.0000 200.00 No Ice 0.78 0.34 0.01 0.00 3.00 DC648-60-18-SC A From Leg 4.00 0.0000 200.00 No Ice 1.14 1.14 0.03 0.00 3.00 DC648-60-18-SC C From Leg 4.00 0.0000 200.00 No Ice 1.14 1.14 0.03 0.00 3.00 (5) RRUS 32 A From Leg 4.00 0.0000 200.00 No Ice 2.86 1.78 0.06 0.00 3.00 KF1DR00110030 A From Leg 4.00 0.0000 200.00 No Ice 0.91 0.42 0.03 0.00 3.00 (4) KF-IDR00110030 C From Leg 4.00 0.0000 200.00 No Ice 0.91 0.42 0.03 0.00 3.00 (2) RRUS 4415 B25 A From Leg 4.00 0.0000 200.00 No Ice 1.86 0.82 0.05 0.00 3.00 RRUS 4415 B25 B From Leg 4.00 0.0000 200.00 No Ice 1.86 0.82 0.05 0.00 3.00 RRUS 4426 B66 B From Leg 4.00 0.0000 200.00 No Ice 1.64 0.73 0.05 0.00 3.00 Sector Mount ISM 502-3] A None 0.0000 200.00 No Ice 33.02 33.02 1.67 ter APXVSPPI8-Cw/Mount A From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPI8-C w/ Mount B From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPIS-Cw/Mount C From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 RRUS-I 1800MIh A From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 Ho RRUS-11 800MHz B From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz C From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 800MHZ SMR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.65 0.22 0.01 WxTower Job Page 800642 FL West Midway 17 of 32 Project Date Mastec Network Solutions 507AirportBlvd Suite III 16266-SAR1 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 PF.ix Crown Castle marialopez Description Face or Leg Offset Type Offsets: Hon Lateral Vert ft ft ft Azimuth Adjustment Placement n C,yh Front ft' CAAA Side ft: Weight K 0.00 0.00 800MHZ SMR FILTER B From Leg 4.00 0,0000 128.00 No Ice 0.65 0.22 0.01 0.00 0.00 80OMHZ SMR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.65 0.22 0.01 0.00 0.00 RRUS 31 B25 A From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 TTTT65AP-IXRw/Mount A From Leg 4.00 0.0000 128.00 No Ice 7.22 4.78 0.06 Pipe 0.00 0.00 11 SAP-IXRw/Mount B From Leg 4.00 0.0000 128.00 No Ice 7.22 4.78 0.06 Pipe 0.00 0.00 TTTT65AP-IXRw/Mount C From Leg 4.00 0.0000 128.00 No Ice 7.22 4.78 0.06 Pipe 0.00 0.00 RRUS 82 W/SOLAR A From Leg 4.00 0,0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR B From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR C From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0-06 SHIELD 0.00 0.00 (2) Empty Mount Pipe A From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (2) Empty Mount Pipe B From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (2) Empty Mount Pipe C From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0:02 0.00 0.00 (3) Connect -It V-Frame P/N: C None 0.0000 128.00 No Ice 33.02 33.02 1.67 PVFM(rW)-3-n-mh-2 Truss -Leg Properties WxTower Job Page18 800642 FL West Midway of 32 Project Date Mastec Network Solutions 507Airport Blvd, Suite 111 16266-SAR1 13:18:13 01/03/19 Morrisville, NC 25760 Client Designed by Phone: Crown Castle 113arialopeZ FAX, Section Area Area Self Ice Equiv. Equiv. Leg Designation Ice Weight Weight Diameter Diameter Area Ice in' in' K K in in in2 15TL1.5xl/2x5/8 2501.4163 2501.4163 0.76 0.00 8.6855 8.6855 5.3014 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9A265 9.1265 7.2158 18TL2x5/8x3/4 2861.5800 2861.5800 1.07 0.00 9.9360 9.9360 9.4248 18TL2.25x5/8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.25x5/8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.5x5/8x3/4 3121.1404 3121.1404 1.43 0.00 10.8373 10.8373 14.7262 I STL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 1 L2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 I8TL3x5/8x3/4 2421.7359 2421.7359 1.59 0.00 8.4088 8.4088 21.2058 Force Totals Load Case Vertical Forces K Sam of Forces X K Sum of Forces Z K Sum of Overturning Moments, M la' t Sum of Overturning Moments, M ki - t Sam of Torques ki - t Leg Weigh[ 41*37 Bracing Weight 21.9898 Total Member Self -Weight 65.35 21.11 32.19 Total Weight 88.39 21.11 32.19 Wind deg -No Ice 0.17 -132.70 -18519.33 -4.56 -188.58 Wind 30 deg -No Ice 60.47 -105.19 -14946.50 -8552.67 -79.02 Wind 60 deg -No Ice 100.99 -58.77 -8308.38 -14223.21 -9.65 Wind 90 deg -No Ice 121.40 -0.17 -15.64 -16811.34 63:94 Wind 120 deg -Noice 114.71 66.49 9188.49 -15747.98 180.40 Wind 150 deg -No Ice 1 67.90 118.40 16446.47 -9351.87 284.79 Wind 180 deg -No Ice -0.17 125.89 17786.73 68.94 188.58 Wind 210 deg -No Ice -60.47 105.19 14988.72 8617.05 79.02 Wind 240 deg -No Ice -106.90 62.17 8738.01 14958.60 9.65 Wind 270 deg -No Ice -I21.40 0.17 57.86 16875.72 -63.94 Wind 300 deg -No Ice -I08.81 -63.08 -8758.86 15141.34 -180.40 Wind 330 deg -No Ice -67.90 -118.40 -16404.26 9416.24 -284.79 Total Weight 88.39 21.11 32.19 Wind deg - Service 0.03 -19.88 -2780.80 -5.33 -28.26 Wind 30 deg - Service 9.06 -15.76 -2245.43 -1286.21 -11.84 Wind 60 deg - Service 15.13 -8.81 -I250.75 -2135.90 -1.45 Wind 90 deg - Service 18.19 -0.03 -8.13 -2523.72 9.58 Wind 120 deg - Service 17.19 9.96 1371.05 -2364.38 2T03 Wind 150 deg - Service 10.17 17.74 2458.62 -I405.96 42.67 Wind 180 deg - Service -0.03 18.86 2659A5 5.69 28.26 Wind 210 deg - Service -9.06 15.76 2240.18 1286.57 11.84 Wind 240 deg - Service -16.02 9.32 1303.55 2236.81 1.45 Wind 270 deg - Service -18.19 0.03 2.88 2524.08 -9.58 Wind 300 deg - Service -16.30 -9.45 -1318.25 2264.20 -27.03 Wind330 de -Service 11 -10.17 -17.74 -2463.86 1406.32 -42.67 Comb. Dead Only Load Combinations Description i7b xTower Jo Page19 800642 FL West Midway of 32 Project Date Mastec Network Solutions 507Airport Blvd Suite III 16266-SARI 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 Phone: Crowd Castle p marialo ez PAX Comb. Description No. 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 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg -No Ice 11 0.9 Dead+1.0 Wind 120 deg -No Ice 12 1.2 Dead+1.0 Wind 150 deg -No Ice 13 0.9 Dead+1.0 Wind 150 deg -No Ice 14 1.2 Dead+1.0 Wind 180 deg -No Ice 15 0.9 Dead+1.0 Wind 180 deg -No Ice 16 1.2 Dead+1.0 Wind 210 deg -No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 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 Wind 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+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 dee- Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Tl 245 - 240 Leg Max Tension 15 10.31 0.05 -0.13 Max. Compression 2 -12.55 -0.05 0.14 Max. Mx 8 8.04 0.19 -0.00 Max. My 2 4.37 0.02 -0.22 Max. Vy 20 2.94 0.00 -0.00 Max. Vx 14 -3.13 0.00 0.00 Diagonal Max: Tension 17 4A5 0.00 0.00 Max. Compression 4 -4.35 0.00 0.00 Max. Mx 2 0.71 0.03 -0.00 Max. My 2 0.33 0.03 0.00 Max. Vy 2 0.01 0.03 -0.00 Max. Vx 2 0.00 0.00 0.00 Top Girt Max Tension 2 1.34 0.00 0.00 Max. Compression 15 -1.30 0.00 0.00 Max. Mx 22 -1.24 -0.09 0.00 Max. My 12 0.26 0.00 0.00 Max. Vy 22 -0.06 0.00 0.00 M `o O N m Cl) � 77 cO N O. O a m d .ca Cam_ G N Q l0 � U U (D (D C LL C O v00 U O O v c � 1 U fi o h ry V Z e ? m �e E N 1C� • [. O�NONOg000�00000000^, N!mq�P000�00000000^.'t�f �!� C51 6600�000Aa� O� 66 6 0�;goQc0000000RoR000000000�o�000g00000000RoR�o�+000g00000,., Q.�oogRg v �OOO�ODOO�OOON^�b+ffOMOO�O.�i000�000bN�M�NOO�O O O O O O O O O O O O O R O O O br� r� O b 0 6 6 0 0 O O. 0 0 6 0 O NPibObti� W � V hOON, ".N OO Op baa W W ybjN�Mb00 �^OOOO�rNbO00�O�Op� Or Vai ybj C���^M Vl� Oybj �p N�pO N ROO.�.�-rrSO��... W li QOOROOOOr�rrth th Vf .�-�O.M-IRON NN?ON.�-. ^1��00 R �O �? h000000 �V 0 0 0 0 0 0 0 0 0 0 Cry CvCry C'n C'.-il Cvi Cw C'y Cw C'vi ,�vimv T T k- ,�rram ,,%,�% a2,:» a2 » c. »"2o n2� »va n»on »wag » o. » 0 F'o F'o H FC F" o,� OF" ogH0 9 1 F o0 F' o 0 u 0 q F q F q A N O W b ~ o 0 0 0 z C H H F tnxTowei Job Page 800642 FL West Midway 21 of 32 Project Date Afastec Network Solutions 507Airpori Blvd, Suite 111 16266-SARI 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle marialopez FAX Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft T6 160 - 140 Leg Max Tension 15 282.52 -13.55 -1.00 Max. Compression 2 -308.89 17.11 1.03 Max. Mx 14 279.77 -17.47 -1.17 Max. My 24 -10.95 -0.62 25.31 Max. Vy 6 0.81 -16.59 0.24 Max. Vx 12 1.49 -0.41 -25.30 Diagonal Max Tension 15 25.02 0.00 0.00 Max. Compression 2 -27.57 0.00 0.00 Max. Mx 14 17.14 0.86 -0.04 Max. My 2 -27.41 -0.57 0.19 Max. Vy 2 -0.12 0.83 0.03 Max Vx 14 0.02 0.00 0.00 T7 140 - 120 Leg Max Tension 15 349.08 -17.31 -1.16 Max. Compression 2 -384.86 22.68 0.91 Max: Mx 2 -384.86 22.68 0.91 Max_ My 24 -12.56 -0.62 25.31 Max. Vy 14 L85 -21.88 -0.92 Max. Vx 24 117 -0.62 25.31 Diagonal Max Tension 2 25.10 0.00 0.00 Max. Compression 14 -24.93 0.00 0.00 Max. Mx 2 16.48 0.82 0.07 Max. My 25 -18.74 -0.38 0.15 Max. Vy 2 -0.12 0.82 0.07 Max. Vx 13 0.01 -0.39 -0.15 T8 120 - 100 Leg Max Tension 15 404.67 -21.86 -0.92 Max. Compression 2 A47.69 15.47 0.88 Max. Mx 2 A46.32 22.68 0.91 Max. My 12 -23.18 -0.52 -23.82 Max. Vy 2 0.96 22.68 0.91 Max. Vx 12 L43 -0.52 -23.82 Diagonal Max Tension 14 26.31 0.00 0.00 • Max. Compression 2 -28.78 0.00 0.00 Max. Mx 2 14.62 0.78 0.05 Max. My 12 -16.13 0.19 -0.15 Max. Vy 2-0.12 0.78 0.05 Max. Vx 12 0.02 0.00 0.00 T9 100-80 Leg Max Tension 15 4%83 -15.68 -0.99 Max. Compression 2 -518.28 20.68 0.78 Max. Mx 2 -518.28 20.68 0.78 Max. My 12 -24.80 -0.52 -23.82 Max. Vy 2 -0.87 20.68 0.78 Max. Vx 12 -1.45 -0.52 -23.82 Diagonal Max Tension 2 26.13 0.00 0.00 Max. Compression 2 -27.51 0.00 0.00 Max. Mz 2 16.81 0.73 0.06 Max. My 24 -19.31 0.21 0.13 Max. Vy 2 -0.12 0.73 0.06 Max. Vx 24 -0.01 0.00 0.00 TIO 80-60 Leg Max Tension 15 523.58 -19.42 -0.82 Max. Compression 2 -583.60 17.79 0.74 Max. Mx 2 -581.75 20.68 0.78 Max. My 12 -30.07 -0.66 -23.11 Max. Vy 2 0.74 20.68 0.78 Max. Vx 12 1.39 -0.66 -23.11 Diagonal Max Tension 2 26.21 0.00 0.00 Max. Compression 2 -28.29 0.00 0.00 Max Mx 2 16.59 0.65 0.05 Max. My 12 -19.36 0.28 -0.15 Max. Vy 14 0.12 0.64 -0.06 Max. Vx 12 0.01 0.00 0.00 Tll 60-40 Leg Max Tension 15 578.63 -18.13 -0.82 WxTower Job 800642 FL West Midway Page 22 of 32 Mastec Network Solutions Project Date 507AirportBlvd, Suite H] 16266-SARI 13:18:13 01/03/19 Moirtsville, NC 25760 Phone: FAX. Client Crown Castle Designed by marialopeZ Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K MajorAsis Moment ko-/t Minor Axis Moment ko-ft Max. Compression 2 -647.14 20.82 0.42 Max. Mx 2 -647.14 20.82 0.42 Max. My 12 -31.06 -0.66 -23.11 Max. Vy 2 -0.71 20.82 0.42 Max. Vx 12 -1.55 -0.66 -23.11 Diagonal Max Tension 14 27.50 0.00 0.00 Max. Compression 2 -30.04 0.00 0.00 Max. Mx 14 17.55 0.68 -0.06 Max. My 24 -23.61 0.05 0.16 Max. Vy 14 0.13 0.68 -0.06 Max. Vx 24 -0.01 0.00 0.00 T12 40-20 Leg Max Tension 15 634.27 -19.09 -0.52 Max. Compression 2 -712M 19.33 1.47 Max. Mx 2 -710.24 20.82 0.42 Max. My 12 -37.21 -1.24 -41.98 Mac Vy 6 0.65 -19.46 0.21 Max. Vx 12 2.40 -1.24 -41.98 Diagonal Max Tension 10 28.45 0.00 0.00 Max. Compression 14 -27.81 0.00 0.00 Max. Mx 14 15.06 0.72 -0.06 Max. My 12 -22.61 0.40 -0.20 Max. Vy 14 0.14 0.72 -0.06 Max. Vx 12 0.02 0.00 0.00 T13 20-0 Leg Max Tension 15 681.86 -20.39 -1.52 Max, Compression 2 -767.98 0.00 -0.00 Max. Mx 14 675.11 -20.73 -1.54 Max. My 12 -37.81 -1.24 41.98 Max. Vy 14 -1.43 -20.73 .1.54 Max. Vx 12 -2.68 -1.24 -41.98 Diagonal Max Tension 23 31.26 0.00 0.00 Max. Compression 10 -35.07 0.00 0.00 Max. Mx 24 16.89 1.28 -0.10 Max. My 13 -23.49 -0.06 -0.25 Max. Vy 24 -0.21 1.28 -0.10 Max. Vx 13 0.02 -0.06 -0.25 Maximum Reactions Location Condition Gov. vertical Horizontal, X Horizontal, Z Load K K K, Leg Max. Vert 18 753.83 69.18 40.16 Max. H. 18 753.83 69.18 -40.16 Max. H, 7 -655.60 -61.05 35.47 Min. Veil 7 -655.60 -61.05 35.47 Min. H. 7 -655.60 -61.05 35.47 Min. H. 18 753.83 69.18 -40.16 Leg Max. Vert 10 790.99 -75.65 -39.40 Max. H, 23 -697.57 67.68 34.74 Max. 14 23 -697.57 67.68 34.74 Min. Vert 23 -697.57 67.68 34.74 Min. H. 10 790.99 -75.65 -39.40 Min. H. 10 790.99 -75.65 -39.40 Leg Max. Vert 2 802.89 -3.86 85.52 Max. H, 19 -335.15 4.88 -36.63 Max. H,, 2 802.89 -3.86 85.52 Min. Vert 15 -709.78 3.92 -76.29 WxTQWer Job Page 800642 FL West Midway 23 of 32 Project Date Mastec Network Solutions 507 Airport Blvd Suite 111 16266-SAR1 13:18:13 01 /03119 Morrimile, NC 25760 Client Designed by FaY Crown Castle marialopez Location Condition Gov. Vertical .Horizontal, X Horizontal, Z Load K K K Comb. Min. H. 7 370.59 -4.65 38.77 Min. H. 15-709.78 3.92 -76.29 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, A Moment, M K K K tip-tt kip-jt kip-tt Dead Only 88.39 0.00 -0.00 21.11 32.19 0.00 1.2 Dead+1.0 Wind 0 deg - No 106.07 0.17 -132.70 -18611.79 248 -188.88 Ice 0.9 Dead+1.0 Wind 0 deg - No 79.55 0.17 -132.70 -18593.56 -7.20 -188.80 Ice 1.2 Dead+1.0 Wind 30 deg -No 106.07 60.47 -105.18 -15021.54 -8591.19 -78.97 Ice 0.9 Dead+1.0 Wind 30 deg -No 79.55 60.47 -105.18 -15007.79 -8589.37 -78.92 Ice 1.2 Dead+1.0 Wind 60 deg -No 106,07 100.99 -58.77 -8348.39 -14292.15 -9.67 Ice 0.9 Dead+1.0 Wind 60 deg - No 79.55 100.99 -58.76 -8343.28 -14282.28 -9.67 Ice 1.2 Dead+1.0 Wind 90 deg - No 106.07 121.39 -0.17 -11.38 -16892.26 63.90 Ice 0.9 Dead+1.0 Wind 90 deg -No 79.55 121.40 -0.17-17.67 -16879.77 63.86 Ice 1.2 Dead+1.0 Wind 120 deg - 106.07 114.71 66.49 9240.72 -15822.51 180.73 No Ice 0.9 Dead+LO Wind 120 deg - 79.55 114.71 66.49 9222.30 -15811.57 IK64 No Ice L2 Dead+1.0 Wind 150 deg - 106.07 67.90 118.40 16536.27 -9392.82 285.46 No Ice 0.9 Dead+1.0 Wind 150 deg - 79.55 67.90 118.40 16508.24 -9390.27 285.36 No Ice 1.2 Dead+LO Wind 180 deg - 106.07 -0.17 125.89 17885.00 76.39 18&89 No Ice 0.9 Dead+LO Wind 180 deg - 79.55 -0.17 125.88 17854+20 66.60 188.81 No Ice 1.2 Dead+1.0 Wind 210 deg - 106.07 -60.47 105.18 15072.16 8669.26 78.94 No Ice 0.9 Dead+1.0 Wind 210 deg- 79.55 -60.47 105.18 15045+62 8648.01 78.90 No Ice 1.2 Dead+1.0 Wind 240 deg- 106.07 -106.89 62.17 8788.05 15043.36 9.63 No Ice 0.9 Dead+1.0 Wind 240 deg- 79.55 -106.90 62.17 8770.05 15013.80 9.63 No Ice 1.2 Dead+1.0 Wind 270 deg- 106.07 -121.39 0.17 62.60 16969.89 -63.92 No Ice 0.9 Dead+1.0 Wind 270 deg- 79.55 -12L40 0.17 56.18 16937.92 -63.88 No Ice 1 2 Dead+1.0 Wind 300 deg- 106.07 -108.81 -63.08 -8800.03 1522TI9 -180.69 No Ice 0.9 Dead+1.0 Wind 300 deg- 79.55 -108.81 -63.08 -8794.48 15196.96 -180.61 No Ice 11 Dead+1.0 Wind 330 deg- 106.07 -67.90 -118.40 -16484A3 9472.13 -285.41 No Ice 0.9 Dead+LO Wind 330 deg- 79.55 -67.90 -118.40 -16469A9 9450.04 -285.31 No Ice WxTower Jab 800642 FL West Midway Page 24 of 32 Project 16266-SAR1 Date 13:18:13 01 /03119 Mastec Network Solutions 507 Airport Blvd Suite III Morrisville,NC25760 Phone: FAX. Client Crown Castle Designed by ❑larlalopeZ Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M Dead+Wind 0 deg - Service 88.39 0.03 -19.88 -2769.26 26.82 -28.30 Dead+Wind 30 deg -Service 88.39 9.06 -15.76 -2231.60 -1259.75 -11.86 Dead+Wind 60 deg- Service 88.39 15.13 -8.81 -1232.48 -2113.22 -1.45 Dead+Wind 90 deg- Service 88.39 18.19 -0.03 15.67 -2502.57 9.60 Dead+Wind 120 deg - Service 88.39 17.19 9.96 1400.89 -2342.54 27.08 Dead+Wind 150 deg - Service 88.39 10.17 17.74 2493.17 -1379.92 42.73 Dead+Wind 180 deg - Service 88.39 -0.03 18.86 2695.03 37.87 28.30 Dead+Wind 210 deg - Service 88.39 -9.06 15.76 2273.94 1324.43 11.86 Dead+Wind 240 deg -Service 88.39 -16.02 9.32 1333.17 2278.88 1.45 Dead+Wind 270 deg- Service 88.39 -18.19 0.03 26.74 2567+21 -9.60 Dead+Wind 300 deg- Service 88.39 -16.30 -9.45 -1300.18 2306.23 -27.07 Dead+Wind 330 deg- Service 88.39 -10.17 -17.74 -2450.78 1444.60 -42.73 Solution Summary Sum ojAppliedForces Sum ojReactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -88.39 0.00 -0.00 88.39 0,00 0.000% 2 0.17 -106.07 -132.70 -0.17 106.07 132.70 0.002% 3 0.17 -79.55 -132.70 -0.17 79.55 132.70 0.001% 4 60.47 -106.07 -105.19 -60.47 106.07 105.18 0.002% 5 60.47 -79.55 -105A9 -60.47 79.55 105.18 0.002% 6 100.99 -106.07 -58.77 -100.99 106.07 58.77 0.001% 7 100.99 -79.55 -58.77 -100.99 79.55 58.76 0.002% 8 121.40 -106.07 -0.17 -121.39 106.07 0.17 0.002% 9 121.40 -79.55 -0.17 -121.40 79.55 0.17 0.002% 10 114.71 -106.07 66.49 -114.71 106.07 -66.49 0.002°% 11 114.71 -79.55 66.49 -114.71 79.55 -66.49 0.001% 12 67.90 -106.07 118.40 -67.90 106.07 -118.40 0.002°% 13 67.90 -79.55 118.40 -67.90 79.55 -118.40 0.002% 14 -0.17 -106.07 125.89 0.17 106.07 -125.89 0.001% 15 -0.17 -79.55 125.89 0.17 79.55 -125.88 0.002% 16 -60.47 -106.07 105.19 60.47 106.07 -105.18 0.002% 17 -60.47 -79.55 105A9 60.47 79.55 -105.18 0.002% 18 -106.90 -106.07 62.17 106.89 106.07 -62.17 0,002% 19 -106.90 -79.55 62.17 106.90 79.55 -6117 0.001% 20 -121.40 -106.07 0.17 121.39 106.07 -0.17 0.002% 21 -121.40 -79.55 0.17 121.40 79.55 -0.17 0.002% 22 -108.81 -106.07 -63.08 108.81 106.07 63.08 0.001% 23 -108.81 -79.55 -63.08 108.81 79.55 63.08 0.002% 24 -67.90 -106.07 -118.40 67.90 106.07 118.40 0.002% 25 -67.90 -79.55 -118.40 67.90 79.55 118.40 0.002% 26 0.03 -88.39 -19.88 -0.03 88.39 19.88 0.000% 27 9.06 -88.39 -15.76 -9.06 88.39 15.76 0.000% 28 15.13 -88.39 -8.81 -15.13 88.39 8.81 0.000% 29 18.19 -88.39 -0.03 -18.19 88.39 0.03 0.000% 30 17.19 -88.39 9.96 -17.19 88.39 -9.96 0.000% 31 10.17 -88.39 17.74 -10.17 88.39 -17.74 0.000% 32 -0.03 -88.39 18.86 0.03 88.39 -18.86 0.000% 33 -9.06 -88.39 15.76 9.06 88.39 -15.76 0.000% 34 -16.02 -89.39 9.32 16.02 88.39 -9.32 0.000% 35 -18.19 -88.39 0.03 18.19 88.39 -0.03 0.000% 36 -16.30 -88.39 -9.45 16.30 88.39 9.45 0.000% 37 -10.17 -88.39 -17.74 10.17 88.39 17.74 0.000% tit weer. Job Pa e g A 800642 FL West Midway 25 of 32 Project Date Mastec Network Solutions 507Airpori Blvd, Suite 111 16266-SARI 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle marialopez FAX Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0,00000001 0.00000001 2 Yes 9 0.00000001 0.00010689 3 Yes 9 0.00000001 0.00007197 4 Yes 9 0.00000001 0.00014229 5 Yes 9 0.00000001 0.00010733 6 Yes 10 0.00000001 0.00004520 7 Yes 9 0.00000001 0.00013103 8 Yes 9 0.00000001 0,00014105 9 Yes 9 0.00000001 0.00010630 10 Yes 9 0.00000001 0.00010743 11 Yes 9 0.00000001 0,00007271 12 Yes 9 0.00004052 0.00014208 13 Yes 9 0.00000001 0.00010739 14 Yes 10 0.00000001 0.00004572 is Yes 9 0.00000001 0.00013287 16 Yes 9 0.00000001 0.00014298 17 Yes 9 0.00000001 0.00010801 18 Yes 9 0.00000001 0.00010899 19 Yes 9 0.00000001 0.00007402 20 Yes 9 0.00000001 0.00014058 21 Yes 9 0.00000001 0.00010585 22 Yes 10 0.00000001 0.00004513 23 Yes 9 0.00000001 0.00013094 24 Yes 9 0.00000001 0.00014088 25 Yes 9 0.00000001 0.00010623 26 Yes 9 0.00000001 0.00010465 27 Yes 9 0.00000001 0.00010894 28 Yes 9 0.00000001 0.00011193 29 Yes 9 0.00000001 0,00010733 30 Yes 9 0.00000001 0.00010380 31 Yes 9 0,00000001 0.00010882 32 Yes 9 0.00000001 0.00011314 33 Yes 9 0.00000001 0.00010914 34 Yes 9 0.00000001 0.00010435 35 Yes 9 0.00000001 0.00010751 36 Yes 9 0.00000001 0.00011199 37 Yes 9 0.00000001 0.00010872 Maximum Tower Deflections - Service Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load jt in Comb. ° TI 245-240 5.927 31 0.2394 0.0528 T2 240-220 5.674 31 0.2384 0.0525 73 220 - 200 4.689 37 0.2247 0.0489 T4 200 - 180 3.779 37 0.1998 0.0436 T5 180 - 160 2.970 31 0.1745 0.0372 T6 160 - I40 2.279 31 0.1442 0.0308 17 140 - 120 1.709 31 0.1197 0.0258 T8 120 - 100 1.238 31 0.0990 0.0212 T9 100 - 80 0.851 31 0.0775 0.0170 Tl0 80 - 60 0.549 31 0.0595 0.0130 WxTower Job 800642 FL West Midway Page 26 of 32 Project 16266-SAR1 Date 13:18:13 01/03/19 Master; Network Solutions 507Airport Elvd, Suite III Momisville, NC 25760 Phone: FAX. Client Crown Castle Designed by lllaflal0P eZ Section Elevation Horz. Gov. Tilt Twist No. Deflection Load it in Comb. TI 1 60 - 40 0.315 31 0.0443 0.0093 T12 40 - 20 0.143 31 0.0288 0.0057 T13 20 - 0 0.035 31 0.0131 0.0023 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fi Comb. in 0ft 249.00 BSA-185025/12 w/ Mount Pipe 31 5.927 0.2394 0.0528 246105 245.00 Beacon 31 5.927 0.2394 0.0528 246105 243.75 - Platform Extension 31 5.864 0.2392 0.0527 246105 242.50 Platform Extension 31 5.800 0.2390 0.0527 246105 220.00 ADFD I820-3333B-XDM w/ Mount 37 4.689 0.2247 0.0489 55863 Pipe 200.00 RRUS-11 37 3.779 OA998 0.0436 46701 128.00 APXVSPP18-C w/ Mount Pipe 31 1.416 0.1073 0.0230 55563 125.00 Sidemarker 31 1.347 0.1042 0.0223 57264 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load n in Comb. ° Tl 245-240 39.598 12 1.6009 0.3527 T2 240 - 220 37.914 12 1.5944 0.3512 T3 220 - 200 31.323 24 1.5017 0.3272 T4 200 - 180 25.246 12 1.3331 0.2918 T5 180 - 160 19.841 12 1.1652 0.2489 T6 160 - 140 15.220 12 0.9636 0.2063 T7 140 - 120 I L411 12 0.7998 0.1727 T8 120-100 8.264 12 0.6615 0.1419 T9 100 - 80 5.681 12 0.5176 0.1137 TIO 80 - 60 3.667 12 0.3973 0.0872 Tit 60 - 40 2.100 12 0.2957 0.0622 T12 40-20 0.956 12 0.1925 0.0383 T13 20 - 0 0.233 24 0.0874 0.0157 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fl Comb. in 0ft 249.00 BSA-185025/12 w/ Mount Pipe 12 39.598 1.6009 0.3527 38532 245.00 Beacon 12 39.598 L6009 0.3527 38532 243.75 Platform Extension 12 39.177 1.5996 0.3524 38532 24250 Platform Extension 12 38.756 1.5981 0.3521 38532 220.00 ADFD I820-3333B-XDM w/ Mount 24 31.323 1.5017 0.3272 8400 Pipe WxTvwer Job Page 800642 FL West Midway 27 of 32 Mastec Network Solutions Project Date 507AirportBlvd, Suite III 16266-SAR1 13:18:13 01/03/19 Morrisville, NC25760 Client Designed by Phone:Crown Castle marialopez Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 200.00 RRUS-l1 12 25.246 1.3331 0.2918 7005 128.00 APXVSPP18-C w/ Mount Pipe 12 9.453 0.7169 0.1540 8324 125.00 Sidemarker 12 8.996 0.6964 0.1494 8578 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Cruena No. Type Grade Of Load Load Load Ratio jf in Bolts per Bolt per Bolt Allowable K K TI 245 Leg A325N 0.8750 6 1.72 41.56 0.041 1.05 Bolt Tension Diagonal A325N 0.6250 1 4.35 13.81 0.315 1.05 Bolt Shear Top Girt A325N 0.6250 1 1.34 13.81 0.097 1.05 Bolt Shear 12 240 Leg A325N 0.8750 6 9.40 41.56 0.226 1.05 Bolt Tension Diagonal A325N 0.6250 1 6.90 13.81 0.500 1.05 Bolt Shear Top Girt A325N 0.6250 I 0.26 13.81 0.019 1.05 Bolt Shear T3 220 Leg A325N 0.7500 18 5.93 30.10 0.197 1.05 Bolt Tension Diagonal A325N 0.6250 2 5.77 12.24 0.472 1.05 Member Block Shear Top Girt A325N 0.6250 2 0.07 12.24 0.006 1.05 Member Block Shear T4 200 Leg A325N 0.7500 18 9.90 30.10 0.329 1.05 Bolt Tension Diagonal A325N 0.6250 2 7.53 12.24 0.615 1.05 Member Block Shear T5 ISO Leg A325N 0.8750 18 13.70 41.56 0.330 1.05 Bolt Tension Diagonal A325N 0.6250 2 8.34 13.81 0.604 1.05 Bolt Shear T6 160 Leg A325N 0.8750 18 15.70 41.56 0.378 1.05 Bolt Tension Diagonal A325N 0.7500 2 13.78 19.88 0.693 1.05 Bolt Shear T7 140 Leg A325N 0.8750 18 19.39 41.56 0.467 1.05 Bolt Tension Diagonal A325N 0.7500 2 12.55 19.88 0.631 1.05 Bolt Shear T8 120 Leg A325N 0.8750 18 22.48 41.56 0.541 1.05 Bolt Tension Diagonal A325N 0.7500 2 14.39 19.88 0.724 1.05 Bolt Shear T9 100 Leg A325N _ LOOOO 18 25.93 54.52 0.476 1.05 Bolt Tension Diagonal A325N 0.7500 2 13.76 19.88 0.692 1.05 Bolt Shear TIO 80 Leg A325N LOOOO 18 29.09 54.52 0.534 1.05 Bolt Tension Diagonal A325N 0.7500 2 14.15 19.88 0.712 1.05 Bolt Shear TI1 60 Leg A325N LOOOO 18 32.15 54.52 0.590 1.05 Bolt Tension Diagonal A325N 0.7500 2 15.02 19.88 0.756 1.05 Bolt Shear TI2 40 Leg A325N L1250 18 35.24 60A1 0.586 1.05 Bolt Tension >I.. Diagonal A325N 0.7500 2 14.23 19.88 0.716 1.05 Bolt Shear TI3 20 Diagonal A325N 0.7500 2 17.54 19.88 0.882 1.05 Bolt Shear Compression Checks Leg Design Data (Compression) Wx r�+ ower Job 800642 FL West Midway Pa e g 28 of 32 Project 16266-SARI Date 13:18:13 01 /03/19 Mastec Network Solutions 507Airport Blvd, Suite III Morrisville, NC 25760 Phone: FAX. Client Crown Castle Designed by marialopez Section Elevation Size L L„ KUr A P„ ¢P„ Ratio Na. P. ft Jt ft in' K K V. T1 245-240 21/2 5.00 5.00 96.0 4.9087 -12.55 112.60 0.111' K=1.00 T2 240-220 21/2 20.00 5.00 96.0 4.9087 -61.69 112.60 0.548' K=1.00 T3 220-200 15TLL5x1/2x5/8 20.03 10.02 40.0 53014 -117.94 212.23 0.556' K=1.00 T4 200-180 15TL1.75xl/2x5/8 20.03 10.02 34.3 T2158 -197.32 297.97 0.662' K=1.00 TS 180-160 15TL1.75x1/2x5/8 20.03 M02 34.3 T2158 -271.04 297.97 0.910' K=1.00 T6 160-140 18TL2x5/8x3/4 20.03 20.03 48.0 9A248 -308.89 362.90 0.851' K=1.00 17 140-120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -384.86 476.08 0.808' K=1.00 T8 120-100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 -44T69 476.08 0.940' K=1.00 T9 100-80 18TL2.5x5/8x3/4 20.03 20.03 38A 14.7262 -518.28 603.04 0.859' K=1.00 T10 80-60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -583.61 743.67 0.785' K-1.00 Tll 60-40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -647.14 743.67 0.870' K=1.00 T12 40-20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 -712.08 743.67 0.958' K=1.00 T13 20-0 18TL3x5/8x3/4 20.03 20.03 32.5 21.2057 -767.99 895.57 0.858' K=1.00 t P u / �P„ controls Truss -Leg Diagonal Data Stress Section Elevation Diagonal Size Le KUr V. A V. mV No. ft ft K in' K K Ratio T3 220-200 0.5 L68 113.0 238.57 0.1963 1.56 4.18 0.374 T4 200 - 180 0.5 1.67 112.1 324.71 0.1963 3.30 4.24 0.780 T5 180 - 160 0.5 1.67 112.1 324.71 0.1963 2.09 4.24 0.494 T6 160- 140 0.625 2.40 129.2 430.59 0.3068 1.49 4.32 0.345 T7 140 - 120 0.625 2.39 128.6 544.96 0.3068 2.18 4.36 0.500 T8 120 - 100 0.625 2.39 128.6 544.96 0.3068 1.44 4.36 0.330 T9 100 - 80 0.625 2.38 128.0 672.79 0.3068 1.46 4.40 0.331 T10 80 - 60 0.625 2.37 127.4 814.08 0.3068 1.39 4.44 0.314 T11 60 - 40 0.625 2.37 127.4 814.08 0.3068 1.56 4.44 0.351 T12 40-20 0.625 2.37 127.4 814.08 0.3068 2A1 4.44 0.542 T13 20 - 0 0.625 2.36 126.8 968.83 0.3068 2.68 4.48 0.598 Diagonal Design Data (Compression) Ratio Section Elevation Size L L KUr A P. No. P. ft ft ft inT K K tp� TI 245-240 L2 I/2x21/2x1/4 7.81 3.63 96.6 1.1900 4.35 33.41 0.130' K=L09 0 WxTower Job Page 800642 FL West Midway 29 of 32 Project Date Mastec Network Solutions 507 Airport Blvd Suite III 16266-SARI 13:18:13 01 /03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle ❑larlalope2: PAX. Section No. Elevation Size L L. KI/r A irk P. K ryP„ K Ratio P 0P„ T2 240-220 L2 1/2x2 1/2x1/4 T81 3.63 96.6 1.1900 -6.90 33.41 0.206' K=1.09 T3 220-200 L3x3xl/4 12.50 5.41 112.3 1.4400 -11.70 32.62 0.359' K=1.02 T4 200-180 L3x3xl/4 13.80 6.14 123.4 1.4400 -15.31 27.05 0.566' K=0.99 T5 180-160 L31/201/2xl/4 14.50 6.56 115.0 1.6900 -16.69 36.57 0.456' K=1.01 T6 160-140 L5x5x3/8 23.86 11.23 132.4 3.6100 -27.57 58.98 0.467' K=0.97 T7 140 - 120 L5x5x3/8 25.01 11.85 138.0 3.6100 -24.93 54.23 0 460 1 K=0.96 T8 120-100 L5x5x3/8 26.26 12.50 144.1 3.6100 -28.78 49.77 0.578' K=0.95 T9 100 - 80 L5x5x3/8 27.59 13.19 150.5 3.6100 -27.51 45.64 .0.603' K=0.94 T10 80-60 L5x5x3/8 29.01 13.92 157.2 3.6100 -28.29 41.84 0.676' K=0.93 T11 60-40 L5x5x3/8 30.49 14.67 164.1 3.6100 -30.04 38.36 0.783' K=0.92 T12 40-20 L5x5x3/8 32.02 15.45 171.3 3.6100 -27.81 35.21 0.790' K=0.91 T13 20-0 L6x6x7/16 33.61 16.25 153.5 5.0600 -35.07 61.48 0.570' K=0.94 1 P � / r P, controls Top Girt Design Data (Compression) Ratio Section Elevation Size L L. Kl/r A P. rpP, No. P ft ft f in' K K �p TI 245-240 L6x6x7/16 6.00 5.52 87.8 5.0600 -1.30 155.61 0.008' K=1.58 T2 240 - 220 L6x6x7/16 6.00 5.52 87.8 5.0600 -0.11 155.61 0.001 ' K=1.58 T3 220-200 L3x3xl/4 6.00 5.36 114.4 1A400 -0.16 31.51 0.005' K=1.05 I P � / r P, controls Tension Checks Leg Design Data Tension Ratio Section Elevation Size L L. Ki/r A P. No. P jt ft ft in, K K �p TI 245-240 21/2 5.00 5.00 96.0 4.9087 10.31 220.89 0.047' WxT'o wer Job Page30 800642 FL West Midway of 32 Project Date Mastec Network Solutions 507 Airport Blvd, Suite III 16266-SARI 13:18:13 01 /03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle marialoP ez FAX., Section Elevation Site L L. KUr A P. r P. Ratio No. P. It ft ft in2 K K 4P T2 240-220 21/2 20.00 5.00 96.0 4.9087 56.39 220.89 0.255' T3 220-200 15TL1.5x1/2x518 20.03 10.02 40.0 5.3014 106.69 238.57 0.447' T4 200-180 15TL1.75xl/2x5/8 20.03 10.02 34.3 T2158 178.14 324.71 0.549' T5 180-160 15TL1.75xl/2x5/8 20.03 10.02 34.3 T2158 246.52 324.71 0.759' T6 160-140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 28252 430.59 0.656' 77 140 - 120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 349.08 544.96 0.641 ' T8 120 - 100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.9282 404.67 544.96 0.743' T9 100 - 80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.7262 466.83 672.79 0.694' T10 80-60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 523.58 814.08 0.643' T11 60 - 40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 578.63 814.08 0.711 ' T12 40-20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.8187 634.26 814.08 0.779' T13 20-0 18TL3x5/8x3/4 20.03 20.03 32.5 21.2057 681.86 968.83 0.704' t P. / �P„ controls Truss -Leg Diagonal Data Section No. Elevation ft Diagonal Site La ft KUr V. K A in2 ! u K W. K Stress Ratio 13 220-200 0.5 1.68 113.0 238.57 0.1963 1.56 4AS 0.374 T4 200 - 180 0.5 1.67 112A 324.71 0.1963 3.30 4.24 0.780 T5 180 - 160 0.5 1.67 112.1 324.71 0.1963 2.09 4.24 0.494 T6 160 - 140 0.625 2.40 129.2 430.59 0.3068 L49 4.32 0.345 T7 140 - 120 0.625 2.39 128.E 544.96 0.3068 2.18 4.36 0.500 T8 120 - 100 0.625 2.39 128.6 544.96 0.3068 1.44 4.36 0.330 T9 100-80 0.625 2.38 12&0 67179 0.3068 L46 4.40 0.331 T10 80 - 60 0.625 2.37 127.4 814.08 0.3068 1.39 4.44 0.314 Tll 60-40 0.625 2.37 127.4 814.08 0.3068 L56 4.44 0.351 T12 40 - 20 0.625 2.37 127.4 814.08 0.3068 2.41 4.44 0.542 T13 20 - 0 0.625 2.36 126.8 968.83 0.3068 2.69 4.48 0.598 Diagonal Design Data Tension Section Elevation Size L L. Kl/r A P. �P„ Ratio No. P. ft fi It in' K K 6p� Tl 245-240 L21/2x21/2xl/4 7.81 163 58.8 0.7519 4.15 36.80 0.113' T2 240-220 L21/2x21/2xl/4 7.81 3.63 58.8 0.7519 6.81 36.80 0.185' T3 220-200 L3x3xl/4 12.50 SA1 72.6 0.9394 1L55 45.98 0.251' T4 200-180 L3x3xl/4 13.13 5.83 78.0 0.9394 15.06 45.98 0.327' T5 180- 160 L3 1/20 1/2xl/4 14.50 6.56 74.5 1.1269 15.70 55.16 0.285' T6 160-140 L5x5x3/8 23.86 11.23 88.3 2.4614 25.02 120.49 0.208' T7 140-120 L5x5x3/8 25.01 11.85 93.0 2.4614 25.10 120.49 0.208' T8 120 - 100 LSx5x3/8 26.26 12.50 98.0 2.4614 26.31 120.49 0.218' T9 100 - 80 L5x5x3/8 27.59 13.19 103.3 2.4614 26.13 120.49 0.217' TIO 80-60 L5x5x3/8\ 29.01 13.92 108.9 2.4614 26.21 120.49 0.218' T11 60-40 L5x5x3/8 30.49 14.67 114.7 2.4614 27.50 120.49 0.228' T12 40-20 L5x5x3/8 32.02 15A5 120.7 2.4614 28.45 120.49 0.236' T13 20-0 L6x6x7/16 33.61 1615 105.8 3.5079 31.26 171.71 0.182' WxTower Job Page 800642 FL West Midway 31 of 32 Project Date Master: Network Solutions 507Airport Blvd, Suite III 16266-SARI 13:18:13 01/03/19 Client Designed by Morrisville, NC 25760 Phone: Crown Castle marlalopeZ P.AX. 1 P. / �P„ controls Top Girt Design Data Tension Section Elevation Size L L. Mr A P. 4)1`„ Ratio No. P ft ft ft in' K K 4Pn Tl 245 - 240 L6x6x7/16 6.00 5.52 37.2 3.5489 1.34 173.72 0.008, T2 240 - 220 L6x6x7/16 6.00 5.52 37.2 3.5489 0.26 173.72 0.002, T3 220-200 L3x3xl/4 6.00 5.36 74.7 0.9394 0.15 45.98 0.003' 1 P„ / �P„ controls Section Capacity Table Section Elevation Component Size Critical P OP.,,- % Pass No. f Type Element K K Capacity Fail TI 245-240 Leg 21/2 3 -12.55 118.23 10.6 Pass T2 240-220 Leg 21/2 Is -61.69 118.23 52.2 Pass T3 220-200 Leg 15TL1.5xl/2x5/8 45 -11T94 22184 529 Pass T4 200-180 Leg 15TL1.75xl2x5/8 63 -158.97 312.87 74.3 Pass T5 I80-160 Leg 15TL1.75xl/2x5/8 78 -271.04 312.87 86.6 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 93 -308.89 381.04 81.1 Pass T7 140-120 Leg 18TL2.25x5/8x3/4 102 -384.86 49M8 77.0 Pass T8 120 - 100 Leg 18TL2.25x5/8x3/4 ill -447.69 499.88 89.6 Pass T9 100 - 80 Leg I8TL2.5x5/8x3/4 120 -518.28 633.19 81.9 Pass TIO 80-60 Leg 18TL2.75x5/8x3/4 129 -583.61 780.85 74.7 Pass Tll 60-40 Leg 18TL2.75x5/8x3/4 138 -647.14 780.85 82.9 Pass T12 40-20 Leg 18TL2.75x5/8x3/4 147 -712.08 780M 91.2 Pass T13 20-0 Leg 18TL3x5/8x3/4 156 -76T99 940.35 81.7 Pass Tl 245-240 Diagonal L2 1/2x2 1/2xl/4 11 -4.35 35.08 12A Pass 30o (b) T2 240-220 Diagonal L212x21/2xl/4 23 -6.90 35.08 19.7 Pass 47.6 (b) T3 220-200 Diagonal L3x3xl/4 53 -11.70 34.25 34A Pass 44.9 (b) T4 200-180 Diagonal L3x3xl/4 68 -15.31 28.40 53.9 Pass 58.6 (b) T5 180-160 Diagonal L31/201/2xl/4 89 -16.69 38.40 43.5 Pus 57.6 (b) T6 160-140 Diagonal L5x5x3/8 98 -27.57 61.93 44.5 Pus 66.0 (b) T7 140 - 120 Diagonal L5x5x3/8 108 -24.93 56.94 43.8 Pus 60.1 (b) T8 120 - 100 Diagonal L5x5x3/8 116 -28.78 52.26 55.1 Pus 68.9 (b) T9 100-80 Diagonal L5x5x3/8 125 -2T51 47.92 57.4 Pass 65.9 (b) TIO 80-60 Diagonal L5x5x3/8 134 -28.29 43.93 64.4 Pass 6T8 (b) Tll 60-40 Diagonal L5x5x3/8 143 -30.04 40.28 74.6 Pass T12 40-20 Diagonal L5x5x3/8 153 -27.81 36.97 75.2 Pass T13 20-0 Diagonal L6x6x7/16 158 -35.07 64.55 54.3 Pass 84.0 (b) TI 245-240 Top Girt L6x6x7/16 4 -1.30 163.39 0.8 Pus 9.2 (b) tnxT PW'er Job 800642 FL West Midway Page 32 of 32 Project 16266-SARI Data 13:18:13 01/03/19 Mastec Network Solutions 507Airpori Blvd Suite III Client Crown Castle Designed by P marialo ez Morrisville, NC 25760 Phone: FAX Section Elevation Component Size Critical P Op."- % Pass No ft Type Element K K Capacity Fail 72 240 - 220 Top Girt L6x6x7/16 17 0.26 182.41 0.1 Pass 1.8 (b) T3 220 -200 Top Girt L3x3xl/4 46 -0.16 33.08 0.5 Pass 0.6 (b) Summary Leg (T12) 91.2 Pass Diagonal 84.0 Pass (T13) Top Girt 9.2 Pass (TO Bolt Checks 84.0 Pass RATING= 91.2 Pass Program Version 8.0.4.0 - 8/15/2018 File://U036-OIDC00664/Data/Engineering/Structural/MmTee-Production/Structara]Analysis/17325-800642 - WO 1676169 BU 800642 FL WEST MIDWAY - SAIUAnalysis/tnx/800642.eri 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SARI, Order 461345, Revision 6 APPENDIX B BASE LEVEL DRAWING January 3, 2019 CCI BU No 800642 Page 8 tnxTower Report- version 8.0.4.0 125 FT TOWER UGNIING 149 9 TOWER LIGNRNG euswps =. m 2 m 0: � 245-ft Self -Supporting Tower Structural Analysis Report MNS Project Number 17325-SAR1, Order 461345, Revision 6 APPENDIX C ADDITIONAL CALCULATIONS January 3, 2019 M BU No 800642 Page 9 tnxTower Report - version 8.0.4.0 ccophft Project Information BU # 800642 Site Name I FL West Midway Order # 461345, Rev. 6 Jower Information TowerTypel Self Supp TIA-222 Revj H Q Apply TIA-222-H Section 15.5 �Applied Loads Comp. 0 lift Axial k 803.00 710.00 Shear k 86.00 76.00 Rod Data Quantity: 6 Diameter (in): 2 Material Grade: A325 Grout Considered: lar (in): 1.125 Eta Factor Thread Type: N-Included Conti uration: Symmetrical Rod . Axial, Pu c (kips) 133.83 Shear, Vu (kips) 14.33 Moment, Mu (kip -in) - Axial Cap., (pPn c (kips) 202.50 Shear Cap., (�Vn (kips) 60.75 Moment Cap., c�Mn (kip -in) - Stress Rating 68.2% Fy=81 ksi Fu=105 ksi Not Considered, lar<=1(d) Pass CClplate - version 3.5.0 Analysis Date: 1/3/2019 Drilled Pier Foundation 9U O: 800642 Site Name: Fl- WEST MIDWAY Order Number: 461345, Rev. 5 TIA-222 : � Towerer Type: Self Su rt • Comp. Uplift Moment ki ft Axial Force (kips) 8031 710 Shear Foroe (kips) 861 76 Concrete Stren lh, fc 4 ksi Reber Strength, F : I 60 ksi DepthDepthl 50 ft 6d. Above Grade 1 0.8 it Pier Section 1 21m0.6'eeove r red. coto50'Mi Pier Diameter 6 ft Reber Quanbtyl 26 Reber Sizel 9 Soil Lateral Capacity Compression Uplift - D„a ftfrom TOCI 27.66 27.66 ,Soil SafetyFactor 14.49 16.39 Max Moment (kip-ft)l 1571.47 11388.74 " - Hating -I 8.7% 1 7.7% Soil Vertical Capacity Compression Uplift ' Skin Friction (kips) 1 1035.26 1 808.93 - :End_Bearing (kips) 786.95 ,Weight of Cohttete:(kips) 165.38 124.04 `^ Total Capacity (kips) 1 1822.21 932,97 Axial (kips)l 968.38 1 710.00 - Ratinel 50.6% 1 72.5% Reinforced Concrete Capacity Compression Uplift Critical 'Depth ,(ft from TOC) 28.45 24.69 'Critical Moment :(kip-ft) 1568.85 1358.03 'Critical Moment Capacity 4874.38 2469.62 " . Rating*l 30.7% 1 52.4% CROWN y CASTLE Pier Deflection from LPfle Analysis: Max Deflection = 0.24" 0.24" < 1.5" OK :., layer 'TOP- - - s(ft) „ 'Bottom Ift) 'Thkkness (ft) . , - .. yens - - _ (p2f(, y e (pd) r'„ •- i. CofiesTom . (ksf) .`Angle of Fnction - .' (degrees) , ... _, Calculated, s Ultimate Skin .Friction Comp (ksf) ' Calculated. . 9Ultlmate Skin . - Friction Uplift; (ksf),-, Ultimate Skin' -.Ultimate jFrlction Comp, Override (kif) ... Skim • . Friction Uplift' Override;(ksf)' Ult Gross(.' Bearing Capacity ' . (ksf), iSP7 Blow Count -'- `S Soil Type ' [: • . -_ 4 0 3 3 110 150 0 0 . .`0.000 0.000 0.00 0.00 803 Cohesionless 2 3 4 1 115 150 0 31 .0.000 0.000 0.29 0.22 Cohesionless 3 4 6 2 110 150 0 30 0.000 0.000 0.69 0.53 Cohesionless 4 6 12 6 47.6 87.6 0.8 0 , 0.440 0.440 0.69 0.69 Cohesive 5 12 17 5 47.6 87.6 0 29 0.000 0.000 0.50 0.38 Cohesionless - 61 17 23 61 47.61 87.61 0.81 0 0.440 '. --- 0.440 0.69 0.69 Cohesive ' 7 23 28 5 62.6 87.6 0 36 0.00. .. 0.00 1.86 1.40 Cohesionless 8 281 33 5 67.6 87.6 0 38 --.0.00 - 0.00 - 2.38 1.79 Cohesionless 9 33 38 5 67.6 87.6 0 38 "'0.00 , "" - :0.00 2:53 1.90 Cohesionless . 1C 38 43 5 67.6 87.6 0 38 . .. _f0:00 '0.00 2.67 -2:00 Cohesionless - _ 41 431 48 51 57.61 87.6 01 33 -. A0.00 . .0.001 1,78 Cohesionless -12 481 50 21 62.6 87.6 01 36' -"k0:00-. '... 0.00 2.441 1.81.33 3 37.11 Cohesionless Version 2.0.2 LPile-Analysis.lp90 LPile for windows, Version 2016-09.010 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method © 1985-2016 by Ensoft, Inc. All -Rights Reserved This copy of LPile is being used by: MasTec Network Solutions 507 Airport Blvd, suite 111, Morrisville, Nc 27560 Serial Number -,of security Device: 139306406 This Copy of LPile is licensed for exclusive use by: MasTec Network Solutions, Cary, Use of this program by any entity other than MasTec Network Solutions, Cary, is a violation of the software license agreement. -----------------------------------------Y ----------------------- Files Used for Analysis -------------------------------------------------------------------------------- Path to file locations: \\u036-OlDcOO664\Data\Engineering\Structur 325-800642 - Wo 1676169 BU 800642 FL WEST Name of input data file: LPile-Analysis.lp9d Name of output report file: LPile-Analysis.lp90 Name of plot output file: LPile-Analysis.lp9p Name of runtime message file: LPile-Analysis.lp9r al\MasTec-Production\StructuralAnalysis\17 MIDWAY - SAR\Analysis\CalCs\Lpile\ --------------------- ------------------------------------------ Date and Time of Analysis ------------------------------------------------------------------------- Date: January 3, 2019 Time: 13:46:42 ------------------------------------------------------------------------- Problem Title ------------------------------------------------------------------ Project Name: 800642 FL West Midway Page 1 Job Number: w01676169 LPile-Analysis.lp90 client: crown Engineer: ML Description: ------------------------------------------------------------------------ Program options and Settings ------------------------------------------------------------------------ Computational Options: - use unfactored loads in computations (conventional analysis) Engineering units Used for Data input and computations: - Us Customary System 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 - use of p-y modification factors for p-y curves not selected - No distributed lateral loads are entered - 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: - Output files use decimal points to denote decimal symbols. - 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 - No p-y curves to be computed and reported for user -specified depths - Print using wide report formats --------------------------------------- Pile Structural Properties and Geometry Number of pile sections defined = 1 Total length of pile = 50.800 ft Depth of ground surface below top of pile = 0.8000 ft Page 2 LPile-Analysis.lp90 Pile diameters 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. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches ----- 1 ------------- 0.000 ----------- 72.0000 2 50.800 72.0000 Input Structural Properties for Pile sections: ---------------------------------------------- Pile Section No. 1: section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 50.800000 ft shaft Diameter = 72.000000 in shear capacity of section = 0.0000 lbs --- ------------------------------------------------ Ground slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground slope Angle Pile Batter Angle 0.000 degrees = 0.000 radians = 0.000 degrees = 0.000 radians --------------------------------------------------- soil and Rock Layering Information --------------------------------------------------- The soil profile is modelled using 12 layers Layer 1 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 0.800000 ft Distance from top of pile to bottom of layer = 3.800000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf Friction angle at top of layer = 0.0010000 deg. Friction angle at bottom of layer = 0.0010000 deg. Subgrade k at top of layer = 0.0000 pci subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 2 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 3.800000 ft Distance from top of pile to bottom of layer = 4.800000 ft Effective unit weight at top of layer = 115.000000 pcf Effective unit weight at bottom of layer = 115.000000 pcf Page 3 LPile-Analysis.lp90 Friction angle at top of layer = 31.000000 deg. Friction angle at bottom of layer = 31.000000 deg. Subgrade k at top of layer = 0.0000 pcI Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 3 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 4.800000 ft Distance from top of pile to bottom of layer = 6.800000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 Friction angle at top of layer = 30.000000 deg. Friction angle at bottom of layer = 30.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 4 is stiff clay with user -defined k-value Distance from top of pile to top of layer = 6.800000 ft Distance from top of pile to bottom of layer = 12.800000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Undrained cohesion at top of layer = 800.000000 psf Undrained cohesion at bottom of layer = 800.000000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for Epsilon-50 will be computed for this layer. NOTE: Default values for subgrade k will be computed for this layer. Layer 5 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 12.800000 ft Distance from top of pile to bottom of layer = 17.800000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Friction angle at top of layer = 29.000000 deg. Friction angle at bottom of layer = 29.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 6 is stiff clay with user -defined k-value Distance from top of pile to top of layer = 17.800000 ft Distance from top of pile to bottom of layer = 23.800000 ft Effective unit weight at top of layer _ = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Undrained cohesion at top of layer = 800.000000 psf Undrained cohesion at bottom of layer = 800.000000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE:. Default values for Epsilon-50 will be computed for this layer. Page 4 LPile-analysis.lp90 NOTE: Default values for subgrade k will be computed for this layer., Layer 7 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 23.800000 ft Distance from top of pile to bottom of layer = 28.800000 ft Effective unit weight at top of layer = 62.600000 pcf Effective unit weight at bottom of layer = 62.600000 pcf Friction angle at top of layer = 36.000000 deg. Friction angle at bottom of layer = 36.000000 deg. subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 8 is, sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 28.800000 ft Distance from top of pile to bottom of layer = 33.800000 ft Effective unit weight at top of layer = 67.600000 pcf Effective unit weight at bottom of layer = 67.600000 pcf Friction angle at top of layer = 38.000000 deg. Friction angle at bottom of layer = 38.000000 deg. subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 9 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 33.800000 ft Distance from top of pile to bottom of layer = 38.800000 ft Effective unit weight at top of layer = 67.600000 pcf Effective unit weight at bottom of layer = 67.600000 pcf Friction angle at top of layer = 38.000000 deg. Friction angle at bottom of layer = 38.000000 deg. Subgrade k at top of layer = 0.0000 pci subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 10 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 38.800000 ft Distance from top of pile to bottom of layer = 43.800000 ft Effective unit weight at top of layer = 67.600000 pcf Effective unit weight at bottom of layer = 67.600000 pcf Friction angle at top of layer = 38.000000 deg. Friction angle at bottom of layer = 38.000000 deg. subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 11 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer - = 43.800000 ft Distance from top of pile to bottom of layer = 48.800000 ft Effective unit weight at top of layer = 57.600000 pcf Effective unit weight at bottom of layer = 57.600000 pcf Friction angle at top of layer = 33.000000 deg. Friction angle at bottom of layer = 33.000000 deg. Subgrade k at top of layer = 0.0000 pci Page 5 LPile-Analysis.lp90 subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 12 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 48.800000 ft Distance from top of pile to bottom of layer = 50.800000 ft Effective unit weight at top of layer = 62.600000 pcf Effective unit weight at bottom of layer = 62.600000 pcf Friction angle at top of layer = 36.000000 deg. Friction angle at bottom of layer = 36.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. (Depth of the lowest soil layer extends 0.000 ft below the pile tip) -------------------------------- Summary of Input Soil Properties Layer Soil Type Layer Effective Undrained Angle of E50 Layer Name Depth Unit Wt. Cohesion Friction or kpy Num. (p-y Curve Type) ft pcf psf deg. krm pci ---------- 1 ---------- sand 0.8000 110.0000 -- 0.00100 -- default (Reese, et al.) 3.8000 110.0000 -- 0.00100 -- default 2 sand 3.8000 115.0000 -- 31.0000 -- default (Reese, et al.) 4.8000 115.0000 -- 31.0000 -- default 3 Sand 4.8000 110.0000 -- 30.0000 -- default (Reese, et al.) 6.8000 110.0000 -- 30.0000 -- default 4 stiff Clay w/o 6.8000 47.6000 800.0000 -- default default Free Water, using k 12.8000 47.6000 800.0000 -- default default 5 sand 12.8000 47.6000 -- 29.0000 -- default (Reese, et al.) 17.8000 47.6000 -- 29.0000 -- default 6 stiff Clay w/o 17.8000 47.6000 800.0000 -- default default Free water, using k 23.8000 47.6000 800.0000 -- default default 7 sand 23.8000 62.6000 -- 36.0000 -- default (Reese, et al.) 28.8000 62.6000 -- 36.0000 -- default 8 sand 28.8000 67.6000 -- 38.0000 -- default Page 6 LPile-Analysis.lp90 (Reese, et al.) 33.8000 67.6000 -- 38.0000 -- default 9 Sand 33.8000 67.6000 -- 38.0000 -- default (Reese, et al.) 38.8000 67.6000 -- 38.0000 -- default 10 sand 38.8000 67.6000 -- 38.0000 -- default (Reese, et al.) 43.8000 67.6000 -- 38.0000 -- default 11 sand 43.8000 57.6000 -- 33.0000 -- default (Reese, et al.) 48.8000 57.6000 -- 33.0000 -- default 12 sand 48.8000 62.6000 -- 36.0000 -- default (Reese, et al.) 50.8000 62.6000 -- 36.0000 -- default --------------------------------------------------------- Static 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 = 2 Load Load condition condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length ----- -------------------------------------------------------------- --------------- 1 1 V = 86000. lbs M = 0.0000 in-lbs 803000. No 2 1 V = 76000. lbs M = 0.0000 in-lbs-710000. NO v = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force 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 Page 7 Pile-Analysis.lp90 Pile Section No. 1: Dimensions and Properties of Drilled shaft (Bored Pile): Length of section = 50.800000 ft shaft Diameter = 72.000000 in Concrete Cover Thickness = 2.900000 in Number of Reinforcing Bars = 26 bars Yield stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 4072 sq. in. Total Area of Reinforcing Steel = 26.000006 sq. in. Area Ratio of steel Reinforcement = 0.64 percent Edge -to -Edge Bar Spacing = 6.715563 in Maximum concrete Aggregate Size = 0.750000 in Ratio of Bar spacing to Aggregate Size = 8.95 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 = 15314.714 kips Tensile Load for Cracking of concrete =-1769.553 kips Nominal Axial Tensile capacity =-1560.000 kips Reinforcing Bar Dimensions and Positions used in Computations: Bar Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Bar Diam. inches 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 1.128000 Bar Area X Y sq. in. inches inches --------- 1.000000 ---------- 32.536000 ---------- 0.00000 1.000000 31.590563 7.786374 1.000000 28.809197 15.120233 1.000000 24.353546 21.575359 1.000000 18.482555 26.776603 1.000000 11.537425 30.421688 1.000000 3.921781 32.298776 1.000000 -3.921781 32.298776 1.000000 -11.537425 30.421688 1.000000 -18.482555 26.776603 1.000000 -24.353546 21.575359 1.000000 -28.809197 15.120233 1.000000 -31.590563 7.786374 1.000000 -32.536000 0.00000 1.000000 -31.590563 -7.786374 1.000000 -28.809197 -15.120233 1.000000 -24.353546 -21.575359 1.000000 -18.482555 -26.776603 1.000000 -11.537425 -30.421688 1.000000 -3.921781 -32.298776 1.000000 3.921781 -32.298776 1.000000 11.537425 -30.421688 1.000000 18.482555 -26.776603 1.000000 24.353546 -21.575359 1.000000 28.809197 -15.120233 1.000000 31.590563 -7.786374 NOTE: The positions of the above rebars were computed by LPile Page 8 Pile-Analysis.lp90 Minimum spacing between any two bars not equal to zero = 6.716 inches between bars 22 and 23. Ratio of bar spacing to maximum aggregate size = 8.95 Concrete Properties: Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete =-474.341649 psi Compression Strain at Peak stress = 0.001886 Tensile Strain at Fracture of concrete =-0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force values Determined from Pile -head Loadings = 2 Number Axial Thrust Force kips ------ ------------------ 1-710.000 2 803.000 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 criteria for tension -controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. see ACI 318, 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 =-710.000 kips Bending Bending Max Conc Max steel Curvature Moment Stress Stress rad/in. in -kip ksi ksi ------------------------- 4.16667E-07 2424 -0.1062082 -1.5924091 8.33333E-07 4849 -0.0440044 -2.0243225 0.00000125 7273 0.0185261 -2.4570764 0.00000167 9694 0.0807077 -2.8905303 0.00000208 9694 Bending Depth to Max Comp Max Tens Run stiffness N Axis Strain Strain Msg kip-in2 in in/in in/in 5818545265.-60.1455839-0.00002506-0.00005506 5818412493.-12.1250678-0.00001010-0.00007010 5818169422. 3.8585808 0.00000482-0.00008518 5816212662. 11.8359236 0.00001973-0.0001003 4652970130.-415.9892319-0.0008666-0.0010166 Page 9 0 wile-Analysis.lp90 0.00000 -29.4609328 C 0.00000250 9694. 3877475108. -340.6576669 -0.0008516 -0.0010316 0.00000 -29.8915808 C 0.00000292 9694. 3323550093. -286.8494062 -0.0008366 -0.0010466 0.00000 -30.3222289 C 0.00000333 9694. 2908106331. -246.4932106 -0.0008216 -0.0010616 0.00000 -30.7528770 C 0.00000375 9694. 2584983405. -215.1050586 -0.0008066 -0.0010766 0.00000 -31.1835250 C 0.00000417 9694. 2326485065. -189.9945369 -0.0007916 -0.0010916 0.00000 -31.6141732 C 0.00000458 9694. 2114986423. -169.4495646 -0.0007766 -0.0011066 0.00000 -32.0448213 C 0.00000500 9694. 1938737554. -152.3287544 -0.0007616 -0.0011216 0.00000 -32.4754694 C 0.00000542 9694. 1789603896. -137.8419150 -0.0007466 -0.0011366 0.00000 -32.9061175 C 0.00000583 9694. 1661775046. -125.4246240 -0.0007316 -0.0011516 0.00000 -33.3367656 C 0.00000625 9694. 1550990043. -114.6629719 -0.0007166 -0.0011666 0.00000 -33.7674136 C 0.00000667 9694. 1454053166. -105.2465263 -0.0007016 -0.0011816 0.00000 -34.1980617 C 0.00000708 9694. 1368520626. -96.9378978 -0.0006866 -0.0011966 0.00000 -34.6287098 C 0.00000750 9694. 1292491703. -89.5524502 -0.0006716 -0.0012116 0.00000 -35.0593579 C 0.00000792 9694. 1224465824. -82.9444182' -0.0006566 -0.0012266 0.00000_ -35.4900060 C ,0.00000833 9694. 1163242532. -76.9971894 -0.0006416 -0.0012416 0.00000 -35.9206541 C 0.00000875 9694. 1107850031. -71.6163633 -0.0006266 -0.0012566 0.00000 -36.3513022 C 0.00000917 9694. 1057493211. -66.7247033 -0.0006116 -0.0012716 0.00000 -36.7819504 C 0.00000958 9694. 1011515246. -62.2584050 -0.0005966 -0.0012866 0.00000 -37.2125983 C 0.00001000 9694. 969368777. -58.1642982 -0.0005816 -0.0013016 0.00000 -37.6432465 C 0.00001042 9694. 930594026. -54.3977199 -0.0005666 -0.0013166 0.00000 -38.0738948 C 0.00001083 9694. 894801948. -50.9208785 -0.0005516 -0.0013316 0.00000 -38.5045425 C 0.00001125 9694. 861661135. -47.7015808 -0.0005366 -0.0013466 0.00000 -38.9351908 C 0.00001167 9694. 830887523. -44.7122330 -0.0005216 -0.0013616 0.00000 -39.3658389 C 0.00001208 9694. 802236229. -41.9290471 -0.0005066 -0.0013766 0.00000 -39.7964868 C 0.00001250 9694. 775495022. -39.3314069 -0.0004916 -0.0013916 0.00000 -40.2271350 C 0.00001292 9694. 750479053. -36.9013564 -0.0004766 -0.0014066 0.00000 -40.6577831 C 0.00001333 9694. 727026583. -34.6231841 -0.0004616 -0.0014216 0.00000 -41.0884312 C 0.00001375 9694. 704995474. -32.4830828 -0.0004466 -0.0014366 0.00000 -41.5190792 C 0.00001417 9694. 684260313. -30.4688699 -0.0004316 -0.0014516 0.00000 -41.9497273 C 0.00001458 9694. 664710019. -28.5697548 -0.0004166 -0.0014666 0.00000 -42.3803754 C 0.00001500 9694. 646245851. -26.7761461 -0.0004016 -0.0014816 0.00000 -42.8110235 C Page 10 0 Pile-Analysis.lp90 0.00001542 9694. 628779747. -25.0794892 -0.0003866 -0.0014966 0.00000 -43.2416717 C 0.00001583 9694. 612232912. -23.4721301 -0.0003716 -0.0015116 0.00000 -43.6723197 C 0.00001625 9694. 596534632. -21.9471996 -0.0003566 -0.0015266 0.00000 -44.1029678 C 0.00001708 9694. 567435382. -19.1204992 -0.0003266 -0.0015566 0.00000 -44.9642640 C 0.00001792 9694. 541043038. -16.5567477 -0.0002966 -0.0015866 0.00000 -45.8255602 C 0.00001875 9694. 516996681. -14.2208853 -0.0002666 -0.0016166 0.00000 -46.6868564 C 0.00001958 9694. 494996822. -12.0838196 -0.0002366 -0.0016466 0.00000 -47.5481524 C 0.00002042 9694. 474792870. -10.1212082 -0.0002066 -0.0016766 0.00000 -48.4094487 C 0.00002125 9694. 456173542. -8.3125272 -0.0001766 -0.0017066 0.00000 -49.2707448 C 0.00002208 9694. 438959446. -6.6403504 -0.0001466 -0.0017366 0.00000 -50.1320411 C 0.00002292 9694. 422997285. -5.0897865 -0.0001166 -0.0017666 0.00000 -50.9933371 C 0.00002375 9694. 408155275. -3.6480340 -0.00008664 -0.0017966 0.00000 -51.8546334 C 0.00002458 9809. 399006788. -2.3040275 -0.00005664 -0.0018266 0.00000 -52.7159295 C 0.00002542 10141. 399006639. -1.0481526 -0.00002664 -0.0018566 0.00000 -53.5772258 C 0.00002625 10474. 399006499. 0.1279843 0.00000336 -0.0018866 0.00000 -54.4385219 C 0.00002708 10835. 400075160. 1.1918118 0.00003228 -0.0019177 0.0949756 -55.3311811 C 0.00002792 11261. 403396234. 2.1036834 0.00005873 -0.0019513 0.2037871 -56.2954435 C 0.00002875 11742. 408421704. 2.8880411 0.00008303 -0.0019870 0.3023147 -57.3219457 C 0.00002958 12266. 414637347. 3.5685236 0.0001056 -0.0020244 0.3924383 -58.3996541 C 0.00003042 12823. 421563607. 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0.0010052 -0.0080848 3.0348287 -60.0000000 CY 0.0001296 25509. 196855529. 7.9268908 0.0010272 -0.0083028 3.0777527 -60.0000000 CY 0.0001329 1 25580. 192451556. 7.8942322 0.0010493 -0.0085207 3.1197884 -60.0000000 CY 0.0001363 25651. 188261520. 7.8634991 0.0010714 -0.0087386 3.1609303 -60.0000000 CY 0.0001396 25721. 184270080. 7.8345567 0.0010936 -0.0089564 3.2011730 -60.0000000 CY 0.0001429 25791. 180463327. 7.8072828 0.0011158 -0.0091742 3.2405109 -60.0000000 CY 0.0001462 25861. 176828619. 7.7815664 0.0011381 -0.0093919 3.2789383 -60.0000000 CY 0.0001496 25931. 173354440. 7.7573064 0.0011604 -0.0096096 3.3164496 -60.0000000 CY 0.0001529 26000. 170030278. 7.7344106 0.0011827 -0.0098273 3.3530388 -6M000000 CY 0.0001562 26050. 166722838. 7.7047114 0.0012039 -0.0100461 3.3866043 -60.0000000 CY 0.0001596 26099. 163542373. 7.6758466 0.0012249 -0.0102651 3.4191710 -60.0000000 CY 0.0001629 26135. 160418185. 7.6433785 0.0012452 -0.0104848 3.4496238 -60.0000000 CY 0.0001662 26163. 157369477. 7.6090440 0.0012650 -0.0107050 3.4784503 -60.0000000 CY 0.0001696 26190. 154439883. 7.5762684 0.0012848 -0.0109252 3.5065543 -60.0000000 CY 0.0001729 26217. 151618733. 7.5425763 0.0013042 -0.0111458 3.5333339 -60.0000000 CY 0.0001762 26244. 148899764. 7.5078801 0.0013233 -0.0113667 3.5588011 -60.0000000 CY 0.0001796 26270. 146281125. 7.4746651 0.0013423 -0.0115877 3.5836012 -60.0000000 CY 0.0001829 26296. 143757332. 7.4428517 0.0013614 -0.0118086 3.6077304 -60.0000000 CY 0.0002029 26449. 130344332. 7.2776186 0.0014768 -0.0131332 3.7381974 -60.0000000 CY 0.0002229 26598. 119319506. 7.1480204 0.0015934 -0.0144566 3.8434976 -60.0000000 CY 0.0002429 26743. 110092022. 7.0455548 0.0017115 -0.0157785 3.9226886 -60.0000000 CY 0.0002629 26883. 102250745. 6.9643412 0.0018310 -0.0170990 3.9747456 -60.0000000 CY 0.0002829 26976. 95349573. 6.8775057 0.0019458 -0.0184242 3.9979827 -60.0000000 CY 0.0003029 27027. 89221149. 6.7773155 0.0020530 -0.0197570 3.9819282 -60.0000000 CY 0.0003229 27062. 83805262. 6.6798843 0.0021570 -0.0210930 3.9931646 -60.0000000 CY 0.0003429 27096. 79015281. 6.5971870 0.0022623 -0.0224277 3.9982240 60.0000000 CY 0.0003629 27126. 74745349. 6.5278547 0.0023691 -0.0237609 3.9715175 60.0000000 CY 0.0003829 27156. 70918122. 6.4680462 0.0024767 -0.0250933 3.9890264 60.0000000 CY 0.0004029 27184. 67467516. 6.4164469 0.0025853 -0.0264247 3.9992267 60.0000000 CY 0.0004229 27210. 64338182. 6.3729243 0.0026952 -0.0277548 Page 13 Pile-Analysis.lp90 3.9850465 60.0000000 CY 0.0004429 27234. 61488500. 6.3354169 0.0028061 -0.0290839 3.9615805 60.0000000 cY 0.0004629 27258. 58883313. 6.3025936 0.0029176 -0.0304124 3.9794366 60.0000000 CY 0.0004829 27281. 56492172. 6.2739314 0.0030298 -0.0317402 3.9939374 60.0000000 cYT 0.0005029 27303. 54289465. 6.2489959 0.0031427 -0.0330673 3.9998665 60.0000000 CYT 0.0005229 27323. 52251936. 6.2284578 0.0032570 -0.0343930 3.9834009 60.0000000 cYT 0.0005429 27343. 50363344. 6.2105190 0.0033718 -0.0357182 3.9632006 60.0000000 CYT 0.0005629 27362. 48608170. 6.1946773 0.0034871 -0.0370429 3.9440767 60.0000000 cYT 0.0005829 27381. 46972657. 6.1807451 0.0036029 -0.0383671 3.9667172 60.0000000 CYT 0.0006029 27394. 45435015. 6.1629249 0.0037157 -0.0396943 3.9827166 60.0000000 CYT 0.0006229 27405. 43994735. 6.1465318 0.0038288 -0.0410212 3.9935502 60.0000000 cYT Axial Thrust Force = 803.000 kips Bending Bendin Bending Depth to Max Comp Max Tens Max conc 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 ------------- -------------------------- ------------- ------------- ------------- 4.16667E-07 ------------- 2418. --- 5802944911. 144.8830333 0.00006037 0.00003037 0.2513180 1.7463200 8.33333E-07 4836. 5802822207. 90.4939426 0.00007541 0.00001541 0.3122187 2.1782369 0.00000125 7253. 5802610303. 72.3875466 0.00009048 4.84433E-07 0.3727384 2.6109986 0.00000167 9670. 5801725061. 63.3508063 0.0001056 -0.00001442 0.4328672 3.0445556 0.00000208 12080. 5798193988. 57.9375018 0.0001207 -0.00002930 0.4925658 3.4786407 0.00000250 14480. 5791980950. 54.3328842 0.0001358 -0.00004417 0.5518024 3.9130341 0.00000292 16869. 5783752800. 51.7604748 0.0001510 -0.00005903 0.6105610 4.3476235 0.00000333 19247. 5774075297. 49.8325742 0.0001661 -0.00007389 0.6688327 4.7823488 0.00000375 21613. 5763348448. 48.3340314 0.0001813 -0.00008875 0.7266126 5.2171759 0.00000417 23966. 5751846518. 47.1358653 0.0001964 -0.0001036 0.7838977 5.6520837 0.00000458 23966. 5228951380. 40.9215226 0.0001876 -0.0001424 0.7496089 5.3913024 C 0.00000500 23966. 4793205432. 39.5316936 0.0001977 -0.0001623 0.7875438 5.6798956 C 0.00000542 23966. 4424497322. 38.3102846 0.0002075 -0.0001825 0.8243268 5.9613571 C 0.00000583 23966. 4108461799. 37.2261315 0.0002172 -0.0002028 0.8600820 6.2365206 C 0.00000625 23966. 3834564345. 36.2556973 0.0002266 -0.0002234 0.8949146 6.5060950 c Page 14 e LPile-nnalysis.lp90 0.00000667 23966. 3594904074. 35.3799916 0.0002359 -0.0002441 0.9288946 -7.0102683 C 0.00000708 23966: 3383439128. 34.5864873 0.0002450 -0.0002650 0.9621425 -7.6114091 C 0.00000750 23966. 3195470288. 33.8627783 0.0002540 -0.0002860 0.9947029 -8.2165457 C 0.00000792 23966. 3027287641. 33.1994762 0.0002628 -0.0003072 1.0266313 -8.8253036 C 0.00000833 23966. 2875923259. 32.5892536 0.0002716 -0.0003284 1.0579876 -9.4372637 C 0.00000875 23966. 2738974532. 32.0263726 0.0002802 -0.0003498 1.0888366 -10.0519579 C 0.00000917 23966. 2614475690. 31.5009717 0.0002888 -0.0003712 1.1190712 -10.6702917 C 0.00000958 23966. 2500802834. 31.0130800 0.0002972 -0.0003928 1.1488675 -11.2908982 C 0.00001000 23966. 2396602716. 30.5603782 0.0003056 -0.0004144 1.1783140 -11.9130903 C 0.00001042 23971. 2301202466. 30.1328851 0.0003139 -0.0004361 1.2072014 -12.5386076 C 0.00001083 24391. 2251456412. 29.7343983 0.0003221 -0.0004579 1.2357921 -13.1653432 C 0.00001125 24804. 2204841375. 29.3585981 0.0003303 -0.0004797 1.2639661 -13.7943073 C 0.00001167 25214. 2161206784. 29.0052909 0.0003384 -0.0005016 1.2918187 -14.4247432 C 0.00001208 25619. 2120159939. 28.6708395 0.0003464 -0.0005236 1.3192976 -15.0571100 C 0.00001250 26021. 2081663250. 28.3565117 0.0003545 -0.0005455 1.3465426 -15.6902645 C 0.00001292 26417. 2045199544. 28.0558854 0.0003624 -0.0005676 1.3733564 -16.3258829 C 0.00001333 26813. 2010990670. 27.7744579 0.0003703 -0.0005897 1.4000528 -16.9613429 C 0.00001375 27203. 1978435869. 27.5033844 0.0003782 -0.0006118 1.4262992 -17.5994755 C 0.00001417 27592. 1947677517. 27.2468949 0.0003860 -0.0006340 1.4523473 -18.2381673 C 0.00001458 27980. 1918655569. 27.0054246 0.0003938 -0.0006562 1.4782806 -18.8767058 C 0.00001500 28362. 1890823805. 26.7698384 0.0004015 -0.0006785 1.5037028 -19.5185203 C 0.00001542 28744. 1864468086. 26.5471370 0.0004093 -0.0007007 1.5290040 -20.1602675 C 0.00001583 29125. 1839480772. 26.3364806 0.0004170 -0.0007230 1.5541933 -20.8018659 C 0.00001625 29502. 1815514051. 26.1317043 0.0004246 -0.0007454 1.5789896 -21.4457844 C 0.00001708 30252. 1770860671. 25.7491645 0.0004399 -0.0007901 1.6280383 -22.7350847 C 0.00001792 30997. 1730049764. 25.3973893 0.0004550 -0.0008350 1.6763060 -24.0268898 C 0.00001875 31735. 1692535653. 25.0714092 0.0004701 -0.0008799 1.7237491 -25.3216712 C 0.00001958 32470. 1658061900. 24.7715872 0.0004851 -0.0009249 1.7706046 -26.6173527 C 0.00002042 33198. 1626039323. 24.4888655 0.0005000 -0.0009700 1.8165010 -27.9174008 C 0.00002125 33925. 1596478888. 24.2292173 0.0005149 -0.0010151 1.8619793 -29.2168948 C 0.00002208 34647. 1568926854. 23.9847434 0.0005297 -0.0010603 1.9066794 -30.5192206 C M0002292 35365. 1543198213. 23.7547591 0.0005444 -0.0011056 Page 15 LPile-Analysis.lp90 1.9506784 -31.8237329 C 0.00002375 36082. 1519232335. 23.5417092 0.0005591 -0.0011509 1.9942668 -33.1276977 C 0.00002458 36796. 1496781204. 23.3415017 0.0005738 -0.0011962 2.0372697 -34.4328044 C 0.00002542 37505. 1475601897. 23.1495741 0.0005884 -0.0012416 2.0794444 -35.7414847 C 0.00002625 38213. 1455729914. 22.9705472 0.0006030 -0.0012870 2.1212156 -37.0496208 C 0.00002708 38920. 1437044352. 22.8032340 0.0006176 -0.0013324 2.1625818 -38.3572099 C 0.00002792 39625. 1419402300. 22.6451159 0.0006322 -0.0013778 2.2034245 -39.6654415 C 0.00002875 40325. 1402622911. 22.4917144 0.0006466 -0.0014234 2.2434487 -40.9773830 C 0.00002958 41025. 1386756515. 22.3475935 0.0006611 -0.0014689 2.2830744 -42.2887770 C 0.00003042 41723. 1371727875. 22.2119936 0.0006756 -0.0015144 2.3223003 -43.5996206 C 0.00003125 42421. 1357469780. 22.0842365 0.0006901 -0.0015599 2.3611246 -44.9099106 C 0.00003208 43117. 1343921997. 21.9637145 0.0007047 -0.0016053 2.3995460 -46.2196439 C 0.00003292 43810. 1330925745. 21.8447869 0.0007191 -0.0016509 2.4371182 -47.5336806 C 0.00003375 44501. 1318540105. 21.7321403 0.0007335 -0.0016965 2.4742803 -48.8473176 C 0.00003458 45191. 1306724003. 21.6254828 0.0007479 -0.0017421 2.5110454 -50.1603927 C 0.00003542 45880. 1295437086. 21.5243951 0.0007623 -0.0017877 2.5474119 -51.4729025 C 0.00003625 46568. 1284642691. 21.4284961 0.0007768 -0.0018332 2.5833783 -52.7848434 C 0.00003708 47256. 1274307452. 21.3374394 0.0007913 -0.0018787 2.6189430 -54.0962119 C 0.00003792 47942. 1264400934. 21.2509090 0.0008058 -0.0019242 2.6541045 -55.4070046 C 0.00003875 48625. 1254839425. 21.1652142 0.0008202 -0.0019698 2.6885409 -56.7210406 C 0.00003958 49307. 1245648550. 21.0831399 0.0008345 -0.0020155 2.7225323 -58.0350622 C 0.00004042 49988. 1236813260. 21.0049516 0.0008490 -0.0020610 2.7561253 -59.3484962 C 0.00004125 50668. 1228311864. 20.9304170 0.0008634 -0.0021066 2.7893183 -60.0000000 CY 0.00004208 51347. 1220124381. 20.8593224 0.0008778 -0.0021522 2.8221097 -60.0000000 CY 0.00004292 52025. 1212232378. 20.7914706 0.0008923 -0.0021977 2.8544978 -60.0000000 CY 0.00004375 52662. 1203709832. 20.7223248 0.0009066 -0.0022434 2.8860547 -60.0000000 CY 0.00004458 53211. 1193522427. 20.6466822 0.0009205 -0.0022895 2.9162771 -60.0000000 CY 0.00004542 53715. 1182722380. 20.5693671 0.0009342 -0.0023358 2.9456441 760.0000000 CY 0.00004625 54150. 1170812139. 20.4862067 0.0009475 -0.0023825 2.9737502 -60.0000000 CY 0.00004708 54572. 1159061438. 20.4027830 0.0009606 -0.0024294 3.0011567 -60.0000000 CY 0.00004792 54994. 1147706406. 20.3226113 0.0009738 -0.0024762 3.0282273 -60.0000000 CY 0.00004875 55388. 1136159720. 20.2422917 0.0009868 -0.0025232 3.0546357 -60.0000000 CY Page 16 LPile-Analysis.lp90 0.00004958 55719. 1123742684. 20.1578454 0.0009995 -0.0025705 3.0799919 -60.0000000 CY 0.00005292 56964. 1076479483. 19.8413763 0.0010499 -0.0027601 3.1774327 -60.0000000 CY 0.00005625 58011. 1031312176. 19.5318077 0.0010987 -0.0029513 3.2662966 -60.0000000 CY 0.00005958 58870. 988021445. 19:2376946 0.0011462 -0.0031438 3.3481269 -60.0000000 CY 0.00006292 59715. 949119204. 18.9719963 0.0011937 -0.0033363 3.4248419 -60.0000000 CY 0.00006625 60377. 911354346. 18.7055244 0.0012392 -0.0035308 3.4940106 -60.0000000 CY 0.00006958 60934. 875691088. 18.4549295 0.0012842 -0.0037258 3.5578028 -60.0000000 CY 0.00007292 61476. 843095193. 18.2212628 0.0013286 -0.0039214 3.6167257 -60.0000000 CY 0.00007625 62007. 813205145. 18.0048627 0.0013729 -0.0041171 3.6711441 -60.0000000 CY 0.00007958 62510. 785461905. 17.8057183 0.0014170 -0.0043130 3.7213202 -60.0000000 CY 0.00008292 62869. 758216902. 17.6030505 0.0014596 -0.0045104 3.7656854 -60.0000000 CY 0.00008625 63189. 732624101. 17.4035920 0.0015011 -0.0047089 3.8052025 -60.0000000 CY 0.00008958 63505. 708898534. 17.2210919 0.0015427 -0.0049073 3.8412327 -60.0000000 CY 0.00009292 63819. 686838357. 17.0537563 0.0015846 -0.0051054 3.8737267 -60.0000000 CY 0.00009625 64127. 666252451. 16.8984207 0.0016265 -0.0053035 3.9025305 -60.0000000 CY 0.00009958 64421. 646903905. 16.7453776 0.0016676 -0.0055024 3.9271494 -60.0000000 CY 0.0001029 64712. 628776771. 16.6041444 0.0017088 -0.0057012 3.9482851 -60.0000000 CY 0.0001063 64968. 611464894. 16.4682566 0.0017498 -0.0059002 3.9656617 -60.0000000 CY 0.0001096 65165. 594658936. 16.3325852 0.0017898 -0.0061002 3.9792242 -60.0000000 CY 0.0001129 65337. 578625956. 16.2028503 0.0018296 -0.0063004 3.9893459 -60.0000000 CY 0.0001163 65494. 563389311. 16.0712350 0.0018683 -0.0065017 3.9959744 -60.0000000 CY 0.0001196 65649. 548979026. 15.9482604 0.0019071 -0.0067029 3.9994472 -60.0000000 CY 0.0001229 65801. 535326628. 15.8336234 0.0019462 -0.0069038 3.9950791 -60.0000000 CY 0.0001263 65949. 522371735. 15.7266833 0.0019855 -0.0071045 3.9984503 -60.0000000 CY 0.0001296 66096. 510064593. 15.6266680 0.0020250 -0.0073050 3.9999982 -60.0000000 CY 0.0001329 66239. 498346232. 15.5335502 0.0020647 -0.0075053 3.9958369 -60.0000000 CY 0.0001363 66376. 487161414. 15.4427483 0.0021041 -0.0077059 3.9991531 -60.0000000 CY 0.0001396 66506. 476459230. 15.3523332 0.0021429 -0.0079071 3.9983042 60.0000000 CY 0.0001429 66633. 466234483. 15.2678222 0.0021820 -0.0081080 3.9953382 60.0000000 CY 0.0001462 66758. 456464596. 15.1882237 0.0022213 -0.0083087 3.9987351 60.0000000 cY 0.0001496 66882. 447118911. 15.1132283 0.0022607 -0.0085093 3.9999928 60.0000000 CY 0.0001529 67002. 438160004. 15.0431556 0.0023003 -0.0087097 Page 17 LPile-Analysis.lp90 3.9925561 60.0000000 Cy 0.0001562 67099. 429432825. 14.9718771 0.0023394 -0.0089106 3.9968224 60.0000000 Cy 0.0001596 67182. 420981744. 14.9014524 0.0023780 -0.0091120 3.9992805 60.0000000 cy 0.0001629 67253. 412807082. 14.8324075 0.0024164 -0.0093136 3.9992709 60.0000000 Cy 0.0001662 67315. 404900118. 14.7656735 0.0024548 -0.0095152 3.9909287 60.0000000 Cy 0.0001696 67369. 397262983. 14.6950203 0.0024920 -0.0097180 3.9951340 60.0000000 Cy 0.0001729 67422. 389912895. 14.6270307 0.0025293 -0.0099207 3.9980391 60.0000000 Cy 0.0001762 67475. 382836857. 14.5622234 0.0025666 -0.0101234 3.9996506 60.0000000 Cy 0.0001796 67527. 376017676. 14.5006142 0.0026041 -0.0103259 3.9979158 60.0000000 Cy 0.0001829 67577. 369438906. 14.4422687 0.0026417 -0.0105283 3.9902460 60.0000000 Cy 0.0002029 67836. 334306683. 14.1552077 0.0028723 -0.0117377 3.9885856 60.0000000 Cy 0.0002229 68016. 305117759. 13.9459231 0.0031088 -0.0129412 3.9941190 60.0000000 CYT 0.0002429 68166. 280612933. 13.7722985 0.0033455 -0.0141445 3.9991560 60.0000000 CYT 0.0002629 68271. 259669024. 13.6547367 0.0035901 -0.0153399 3.9899470 60.0000000 CYT 0.0002829 68323. 241494536. 13.5618278 0.0038369 -0.0165331 3.9951572 60.0000000 CYT ------------------------------------------------------------------- summaryof Results for Nominal (Unfactored) Moment capacityfor 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 ---------------- -710.000 ------------------ 27274.921 ----------- 0.00300000 2 803.000 67933.285 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi -factor). In ACI 318, 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, 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 Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. stiff. Load Factor Moment Cap Ax. Thrust Moment cap at Ult Mom No. for Moment in -kips kips in -kips kip-inA2 ----------------- 1 0.65 ------------ 27275. ------------------------ -461.500000 ------------ 17729. 451509654. Page 18 LPile-Analysis.lp90 2 0.65 67933. 521.950000 44157. 1.3247E+09 1 0.70 27275.-497.000000 19092. 438426045. 2 0.70 67933. 562.100000 47553. 1.2700E+09 1 0.75 27275.-532.500000 20456. 416135795. 2 0.75 67933. 602.250000 50950. 1.2249E+09 -------------------------------------------------------------------------------- Layering ------------------------------------------------------------- correction Equivalent Depths of Soil & Rock Layers Top of Equivalent Layer Top Depth Same Layer Layer is FO F1 Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs ----- 1 ---------- 0.8000 ------------------------------ 0.00 N.A. No ---------- 0.00 ---------- 67.7995 2 3.8000 3.0000 Yes No 67.7995 22253. 3 4.8000 4.0000 Yes No 22321. 62253. 4 6.8000 4.9625 No No 84574. 134591. 5 12.8000 10.2274 No No 219164. 279705. 6 17.8000 21.4956 No No 498869. 193120. 7 23.8000 15.8136 No No 691989. 685936. 8 28.8000 20.8136 Yes No 1377925. 993319. 9 33.8000 25.8136 Yes No 2371244. 1347822. 10 38.8000 30.8136 Yes No 3719066. 1770031. 11 43.8000 35.8136 Yes No 5489097. 1480806. 12 48.8000 40.8136 Yes No 6969904. N.A. Notes: The FO integral of Layer n+1 equals the sum of the FO and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow -depth and deep -depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non -liquefied sands, and cemented c-phi soil. ------------------------------------------------------------------------ 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 = 86000.0 lbs Applied moment at pile head = 0.0 in-lbs Axial thrust load on pile head = 803000.0 lbs Depth Deflect. Bending shear Slope Total Bending Res. Soil Spr. Distrib. x y Moment Force S stress Stiffness ES^h Lat. Load feet inches in-lbs lbs radians psi* in-lbA2 lb/inch lb/inch lb/inch ---------------------------------------- ---------- -------------------- ------------------------------ 0.00 0.1987 -2.04E-04 86000. -7.72E-04 0.00 5.80E+12 0.00 0.00 0.00 Page 19 Soil N 0 LPile-Analysis.lp90 0.5080 0.1940 528034. 86000. -7.72E-04 0.00 5.80E+12 0.00 0.00 0.00 1.0160 0.1893 1056066. 86000. -7.71E-04 0.00 5.80E+12 -1.81E-04 0.00583 0.00 1.5240 0.1846 1584092. 86000. -7.69E-04 0.00 5.80E+12 -5.92E-04 0.01956 0.00 2.0320 0.1800 2112110. 86000. -7.67E-04 0.00 5.80E+12 -9.82E-04 0.03328 0.00 2.5400 0.1753 2640117. 86000. -7.65E-04 0.00 5.80E+12 -0.00135 0.04700 0.00 3.0480 0.1706 3168111. 86000. -7.62E-04 0.00 5.80E+12 -0.00170 0.06072 0.00 3.5560 0.1660 3696088. 86000. -7.58E-04 0.00 5.80E+12 -0.00203 0.07444 0.00 4.0640 0.1614 4224046. 84748. -7.54E-04 0.00 5.80E+12 -410.8349 15518. 0.00 4.5720 0.1568 4736715. 82089. -7.49E-04 0.00 5.80E+12 -461.2919 17934. 0.00 5.0800 0.1522 5232218. 79547. -7.44E-04 0.00 5.80E+12 -372.9448 14933. 0.00 5.5880 0.1477 5713835. 77176. -7.38E-04 0.00 5.80E+12 -404.8247 16705. 0.00 6.0960 0.1432 6180379. 74619. -7.32E-04 0.00 5.80E+12 -434.1874 18477. 0.00 6.6040 0.1388 6630755. 71890. -7.25E-04 0.00 5.80E+12 -461.0746 20250. 0.00 7.1120 0.1344 7063964. 69150. -7.18E-04 0.00 5.80E+12 -437.8909 19861. 0.00 7.6200 0.1300 7480864. 66469. -7.11E-04 0.00 5.80E+12 -441.6457 20702. 0.00 8.1280 0.1257 7881313. 63766. -7.03E-04 0.00 5.80E+12 -445.2270 21585. 0.00 8.6360 0.1215 8265177. 61041. -6.94E-04 0.00 5.80E+12 -448.6321 22513. 0.00 9.1440 0.1173 8632326. 58297. -6.85E-04 0.00 5.80E+12 -451.8582 23488. 0.00 9.6520 0.1131 8982639. 55533. -6.76E-04 0.00 5.80E+12 -454.9025 24513. 0.00 10.1600 0.1090 9316001. 52751. -6.66E-04 0.00 5.80E+12 -457.7623 25593. 0.00 10.6680 0.1050 9632305. 49953. -6.56E-04 0.00 5.80E+12 -460.4347 26731. 0.00 11.1760 0.1010 9931448. 47138. -6.46E-04 0.00 5.80E+12 -462.9166 27931. 0.00 11.6840 0.09713 1.02E+07 44309. -6.36E-04 0.00 5.80E+12 -465.2050 29198. 0.00 12.1920 0.09328 1.05E+07 41467. -6.25E-04 0.00 5.80E+12 -467.2968 30537. 0.00 12.7000 0.08951 1.07E+07 38613. -6.13E-04 0.00 5.80E+12 -469.1886 31954. 0.00 13.2080 0.08580 1.10E+07 35966. -6.02E-04 0.00 5.80E+12 -398.9714 28345. 0.00 13.7160 0.08217 1.12E+07 33804. -5.90E-04 0.00 5.80E+12 -310.4614 23033. 0.00 14.2240 0.07861 1.14E+07 31917. -5.79E-04 0.00 5.80E+12 -308.6779 23938. 0.00 14.7320 0.07512 1.16E+07 30043. -5.67E-04 0.00 5.80E+12 -306.1321 24844. 0.00 15.2400 0.07170 1.17E+07 28187. -5.54E-04 0.00 5.80E+12 -302.8619 25750. 0.00 15.7480 0.06836 1.19E+07 26353. -5.42E-04 0.00 5.80E+12 -298.9054 26656. 0.00 16.2560 0.06509 1.21E+07 24544. -5.29E-04 0.00 5.80E+12 Page 20 Pile-Analysis.lp90 -294.3009 27562. 0.00 16.7640 0.06190 1.22E+07 22766. -5.17E-04 0.00 5.80E+12 -289.0873 28468. 0.00 17.2720 0.05879 1.24E+07 21022. -5.04E-04 0.00 5.80E+12 -283.3036 29374. 0.00 17.7800 0.05576 1.25E+07 19314. -4.91E-04 0.00 5.80E+12 -276.9891 30280. 0.00 18.2880 0.05281 1.26E+07 16906. -4.77E-04 0.00 5.80E+12 -512.9980 59212. 0.00 18.7960 0.04994 1.27E+07 13783. -4.64E-04 0.00 5.80E+12 -511.6671 62452. 0.00 19.3040 0.04716 1.28E+07 10669. -4.51E-04 0.00 5.80E+12 -510.0730 65938. 0.00 19.8120 0.04445 1.28E+07 7565. -4.37E-04 0.00 5.80E+12 -508.2096 69697. 0.00 20.3200 0.04183 1.29E+07 4473. -4.24E-04 0.00 5.80E+12 -506.0701 73758. 0.00 20.8280 0.03928 1.29E+07 1396. -4.10E-04 0.00 5.80E+12 -503.6474 78154. 0.00 21.3360 0.03683 1.29E+07 -1666. -3.97E-04 0.00 5.80E+12 -500.9336 82924. 0.00 21.8440 0.03445 1.29E+07 -4711. -3.83E-04 0.00 5.80E+12 -497.9199 88111. 0.00 22.3520 0.03216 1.28E+07 -7736. -3.70E-04 0.00 5.80E+12 -494.5967 93766. 0.00 22.8600 0.02994 1.28E+07 -10740. -3.56E-04 0.00 5.80E+12 -490.9531 99950. 0.00 23.3680 0.02781 1.27E+07 -13721. -3.43E-04 0.00 5.80E+12 -486.9770 106732. 0.00 23.8760 0.02577 1.26E+07 -17305. -3.29E-04 0.00 5.80E+12 -689.0340 163023. 0.00 24.3840 0.02380 1.25E+07 -21388. -3.16E-04 0.00 5.80E+12 -650.4298 166612. 0.00 24.8920 0.02191 1.24E+07 -25235. -3.03E-04 0.00 5.80E+12 -611.7454 170201. 0.00 25.4000 0.02010 1.22E+07 -28846. -2.90E-04 0.00 5.80E+12 -573.0965 173789. 0.00 25.9080 0.01837 1.20E+07 -32223. -2.77E-04 0.00 5.80E+12 -534.5920 177378. 0.00 26.4160 0.01672 1.18E+07 -35365. -2.65E-04 0.00 5.80E+12 -496.3348 180967. 0.00 26.9240 0.01514 1.16E+07 -38275. -2.53E-04 0.00 5.80E+12 -458.4206 184556. 0.00 27.4320 0.01364 1.13E+07 -40955. -2.41E-04 0.00 5.80E+12 -420.9389 188145. 0.00 27.9400 0.01221 1.11E+07 -43409. -2.29E-04 0.00 5.80E+12 -383.9719 191733. 0.00 28.4480 0.01085 1.08E+07 -45638. -2.17E-04 0.00 5.80E+12 -347.5953 195322. 0.00 28.9560 0.00956 1.05E+07 -47879. -2.06E-04 0.00 5.80E+12 -387.6295 247225. 0.00 29.4640 0.00834 1.02E+07 -50110. -1.95E-04 0.00 5.80E+12 -344.1322 251685. 0.00 29.9720 0.00718 9916465. -52078. -1.85E-04 0.00 5.80E+12 -301.5983 256146. 0.00 30.4800 0.00608 9594272. -53790. -1.74E-04 0.00 5.80E+12 -260.0862 260606. 0.00 30.9880 0.00505 9262365. -55252. -1.64E-04 0.00 5.80E+12 -219.6453 265067. 0.00 31.4960 0.00408 8922248. -56471. -1.55E-04 0.00 5.80E+12 -180.3166 269527. 0.00 32.0040 0.00316 8575384. -57454. -1.46E-04 0.00 5.80E+12 -142.1323 273988. 0.00 Page 21 Pile-Analysis.lp90 32.5120 0.00230 8223195. -58208. -1.37E-04 0.00 5.80E+12 -105.1163 278448. 0.00 33.0200 0.00149 7867057. -58739. -1.28E-04 0.00 5.80E+12 -69.2845 282909. 0.00 33.5280 7.35E-04 7508303. -59056. -1.20E-04 0.00 5.80E+12 -34.6448 287369. 0.00 34.0360 2.50E-05 7148224. -59165. -1.13E-04 0.00 5.80E+12 -1.1979 291830. 0.00 34.5440 -6.39E-04 6788063. -59074. -1.05E-04 0.00 5.80E+12 31.0629 296290. 0.00 35.0520 -0.00126 6429022. -58790. -9.84E-05 0.00 5.80E+12 62.1508 300751. 0.00 35.5600 -0.00184 6072257. -58320. -9.19E-05 0.00 5.80E+12 92.0856 305211. 0.00 36.0680 -0.00238 5718883. -57671. -8.57E-05 0.00 5.80E+12 120.8930 309672. 0.00 36.5760 -0.00288 5369972. -56849. -7.99E-05 0.00 5.80E+12 148.6042 314132. 0.00 37.0840 -0.00335 5026556. -55862. -7.44E-05 0.00 5.80E+12 175.2557 318593. 0.00 37.5920 -0.00379 4689627. -54716. -6.93E-05 0.00 5.80E+12 200.8884 323053. 0.00 38.1000 -0.00420 4360139. -53416. -6.45E-05 0.00 5.80E+12 225.5477 327514. 0.00 38.6080 -0.00458 4039010. -51969. -6.01E-05 0.00 5.80E+12 249.2826 331974. 0.00 39.1160 -0.00493 3727124. -50379. -5.60E-05 0.00 5.80E+12 272.1452 336435. 0.00 39.6240 -0.00526 3425332. -48653. -5.23E-05 0.00 5.80E+12 294.1905 340895. 0.00 40.1320 -0.00557 3134455. -46795. -4.88E-05 0.00 5.80E+12 315.4755 345356. 0.00 40.6400 -0.00586 2855285. -44809. -4.57E-05 0.00 5.80E+12 336.0591 349816. 0.00 41.1480 -0.00613 2588589. -42700. -4.28E-05 0.00 5.80E+12 356.0010 354277. 0.00 41.6560 -0.00638 2335109. -40471. -4.02E-05 0.00 5.80E+12 375.3617 358737. 0.00 42.1640 -0.00662 2095566. -38125. -3.79E-05 0.00 5.80E+12 394.2014 363198. 0.00 42.6720 -0.00684 1870661. -35666. -3.58E-05 0.00 5.80E+12 412.5799 367658. 0.00 43.1800 -0.00705 1661079. -33096. -3.40E-05 0.00 5.80E+12 430.5556 372119. 0.00 43.6880 -0.00726 1467488. -30418. -3.23E-05 0.00 5.80E+12 448.1851 376579. 0.00 44.1960 -0.00745 1290544. -28286. -3.09E-05 0.00 5.80E+12 251.0942 205526. 0.00 44.7040 -0.00763 1122925. -26727. -2.96E-05 0.00 5.80E+12 260.3157 207932. 0.00 45.2120 -0.00781 964974. -25113. -2.85E-05 0.00 5.80E+12 269.4345 210338. 0.00 45.7200 -0.00798 817030. -23443. -2.76E-05 0.00 5.80E+12 278.4773 212744. 0.00 46.2280 -0.00815 679431. -21718. -2.68E-05 0.00 5.80E+12 287.4703 215149. 0.00 46.7360 -0.00831 552511. -19938. -2.62E-05 0.00 5.80E+12 296.4387 217555. 0.00 47.2440 -0.00846 436604. -18103. -2.56E-05 0.00 5.80E+12 305.4067 219961. 0.00 47.7520 -0.00862 332044. -16214. -2.52E-05 0.00 5.80E+12 314.3971 222367. 0.00 48.2600 -0.00877 239166. -14270. -2.49E-05 0.00 5.80E+12 Page 22 LPile-Analysis.lp90 323.4315 224773. 0.00 48.7680 -0.00892 158305.-12271. -2.47E-05 0.00 5.80E+12 332.5293 227179. 0.00 49.2760 -0.00907 89801. -9704. -2.46E-05 0.00 5.80E+12 509.7144 342464. 0.00 49.7840 -0.00922 40239. -6554. -2.45E-05 0.00 5.80E+12 523.5507 346053. 0.00 50.2920 -0.00937 10131. -3320. -2.45E-05 0.00 5.80E+12 537.5483 349642. 0.00 50.8000 -0.00952 0.00 0.00 -2.45E-05 0.00 5.80E+12 551.7181 176615. 0.00 * This analysis computed pile response using nonlinear moment -curvature rela- tionships. 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 inter- polated 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 bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.19874485 inches -0.00077187 radians 12884032. inch-lbs 86000. lbs 21.33600000 feet below pile head 0.50800000 feet below pile head 11 1 --------------------------------------------------- computed values of Pile Loading and Deflection for Lateral Loading for Load Case Number 2 -------------------------------------------------------------------------------- Pile-head conditions are shear and Moment (Loading Type 1) shear force at pile head = Applied moment at pile head = Axial thrust load on pile head = Depth Deflect. Bending shear slope Res. soil spr. Distrib. x y Moment Force 5 5 ES*h Lat. Load feet inches in-lbs lbs radians lb/inch ---------- lb/inch ---------- lb/inch -------------------- ---------- --- ---------- 0.00 ---------- 0.2388 ---------- 4.61E-04 76000. -0.00101 0.00 0.00 0.00 0.5080 0.2327 458926. 76000. -0.00101 0.00 0.00 0.00 1.0160 0.2265 917854. 76000. -0.00101 -2.17E-04 0.00583 0.00 1.5240 0.2204 1376787. 76000. -0.00101 -7.07E-04 0.01956 0.00 2.0320 0.2143 1835725. 76000. -0.00101 -0.00117 0.03328 0.00 2.5400 0.2081 2294672. 76000. -0.00100 Page 23 76000.0 lbs 0.0 in-lbs -710000.0 lbs Total Bending soil tress stiffness Dsi= in-lbA2 0.00 5.82E+12 0.00 5.82E+12 0.00 5.82E+12 0.00 5.82E+12 0.00 5.82E+12 0.00 5.82E+12 0 LPile-Analysis.lp90 -0.00160 0.04700 0.00 3.0480 0.2020 2753629. 76000. -0.00100 0.00 5.82E+12 -0.00201 0.06072 0.00 3.5560 0.1959 3212599. 76000. -9.98E-04 0.00 5.82E+12 -0.00239 0.07444 0.00 4.0640 0.1899 3671583. 74527. -9.94E-04 0.00 5.82E+12 -483.3030 15518. 0.00 4.5720 0.1838 4112624. 71406. -9.90E-04 0.00 5.82E+12 -540.7269 17934. 0.00 5.0800 0.1778 4533589. 68430. -9.86E-04 0.00 5.82E+12 -435.4868 14933. 0.00 5.5880 0.1718 4938391. 65668. -9.81E-04 0.00 5.82E+12 -470.7500 16705. 0.00 6.0960 0.1658 5325723. 62701. -9.75E-04 0.00 5.82E+12 -502.6234 18477. 0.00 6.6040 0.1599 5694400. 59550. -9.70E-04 0.00 5.82E+12 -531.1426 20250. 0.00 7.1120 0.1540 6043365. 56550. -9.63E-04 0.00 5.82E+12 -453.0531 17933. 0.00 7.6200 0.1482 6375522. 53779. -9.57E-04 0.00 5.82E+12 -456.2750 18774. 0.00 8.1280 0.1423 6690752. 50988. -9.50E-04 0.00 5.82E+12 -459.2460 19668. 0.00 8.6360 0.1366 6988946. 48180. -9.43E-04 0.00 5.82E+12 -461.9560 20620. 0.00 9.1440 0.1308 7270005. 45357. -9.35E-04 0.00 5.82E+12 -464.3936 21636. 0.00 9.6520 0.1252 7533839. 42519. -9.28E-04 0.00 5.82E+12 -466.5465 22723. 0.00 10.1600 0.1195 7780370. 39670. -9.20E-04 0.00 5.82E+12 -468.4011 23888. 0.00 10.6680 0.1140 8009530. 36810. -9.11E-04 0.00 5.82E+12 -469.9423 25140. 0.00 11.1760 0.1084 8221263. 33941. -9.03E-04 0.00 5.82E+12 -471.1533 26491. 0.00 11.6840 0.1029 8415524. 31066. -8.94E-04 0.00 5.82E+12 -472.0152 27951. 0.00 12.1920 0.09752 8592283. 28187. -8.85E-04 0.00 5.82E+12 -472.5068 29536. 0.00 12.7000 0.09215 8751522. 25307. -8.76E-04 0.00 5.82E+12 -472.6041 31264. 0.00 13.2080 0.08684 8893239. 22635. -8.67E-04 0.00 5.82E+12 -403.7791 28345. 0.00 13.7160 0.08158 9019990. 20465. -8.57E-04 0.00 5.82E+12 -308.2441 23033. 0.00 14.2240 0.07638 9135328. 18611. -8.48E-04 0.00 5.82E+12 -299.9538 23938. 0.00 14.7320 0.07124 9239560. 16812. -8.38E-04 0.00 5.82E+12 -290.3564 24844. 0.00 15.2400 0.06616 9333045. 15075. -8.29E-04 0.00 5.82E+12 -279.4806 25750. 0.00 15.7480 0.06114 9416186. 13409. -8.19E-04 0.00 5.82E+12 -267.3554 26656. 0.00 16.2560 0.05618 9489434. 11819. -8.09E-04 0.00 5.82E+12 -254.0098 27562. 0.00 16.7640 0.05128 9553286. 10315. -7.99E-04 0.00 5.82E+12 -239.4728 28468. 0.00 17.2720 0.04644 9608283. 8903. -7.87E-04 0.00 4.43E+12 -223.7733 29374. 0.00 17.7800 0.04168 9655021. 7590. -7.65E-04 0.00 1.89E+12 -207.0361 30280. 0.00 18.2880 0.03711 9694200. 5528. -7.17E-04 0.00 9.21E+ll -469.6189 77140. 0.00 Page 24 LPile-Analysis.lp90 18.7960 0.03293 9716205. 2691. -6.36E-04 0.00 5.97E+11 -460.9887 85329. 0.00 19.3040 0.02936 9721508. -94.5198 -5.28E-04 0.00 5.12E+ll -452.9881 94054. 0.00 19.8120 0.02649 9710478. -2836. -4.19E-04 0.00 5.78E+ll -446.4373 102732. 0.00 20.3200 0.02425 9683301. -5542. -3.34E-04 0.00 8.55E+ll -441.5204 111006. 0.00 20.8280 0.02242 9640016. -8222. -2.81E-04 0.00 1.66E+12 -437.7356 119005. 0.00 21.3360 0.02082 9580617. -10880. -2.57E-04 0.00 4.22E+12 -434.3314 127198. 0.00 21.8440 0.01929 9505138. -13517. -2.45E-04 0.00 5.82E+12 -430.7181 136098. 0.00 22.3520 0.01783 9413696. -16131. -2.35E-04 0.00 5.82E+12 -426.7840 145915. 0.00 22.8600 0.01643 9306437. -18719. -2.25E-04 0.00 5.82E+12 -422.5138 156784. 0.00 23.3680 0.01509 9183520. -21281. -2.15E-04 0.00 5.82E+12 -417.8899 168871. 0.00 23.8760 0.01380 9045114. -23680. -2.06E-04 0.00 5.82E+12 -369.0804 163023. 0.00 24.3840 0.01257 8893034. -25852. -1.96E-04 0.00 5.82E+12 -343.6910 166612. 0.00 24.8920 0.01141 8728222. -27870. -1.87E-04 0.00 5.82E+12 -318.4440 170201. 0.00 25.4000 0.01029 8551617. -29735. -1.78E-04 0.00 5.82E+12 -293.4097 173789. 0.00 25.9080 0.00923 8364146. -31449. -1.69E-04 0.00 5.82E+12 -268.6539 177378. 0.00 26.4160 0.00823 8166730. -33012. -1.61E-04 0.00 5.82E+12 -244.2372 180967. 0.00 26.9240 0.00727 7960275. -34427. -1.52E-04 0.00 5.82E+12 -220.2160 184556. 0.00 27.4320 0.00637 7745672. -35698. -1.44E-04 0.00 5.82E+12 -196.6416 188145. 0.00 27.9400 0.00552 7523797. -36826. -1.36E-04 0.00 5.82E+12 -173.5606 191733. 0.00 28.4480 0.00471 7295507. -37816. -1.28E-04 0.00 5.82E+12 -151.0150 195322. 0.00 28.9560 0.00395 7061638. -38765. -1.21E-04 0.00 5.82E+12 -160.3849 247225. 0.00 29.4640 0.00324 6821840. -39662. -1.13E-04 0.00 5.82E+12 -133.8270 251685. 0.00 29.9720 0.00257 6577101. -40399. -1.06E-04 0.00 5.82E+12 -108.0561 256146. 0.00 30.4800 0.00194 6328376. -40982. -9.97E-05 0.00 5.82E+12 -83.1008 260606. 0.00 30.9880 0.00136 6076591. -41415. -9.32E-05 0.00 5.82E+12 -58.9844 265067. 0.00 31.4960 8.08E-04 5822642. -41703. -8.69E-05 0.00 5.82E+12 -35.7245 269527. 0.00 32.0040 2.97E-04 5567392. -41853. -8.10E-05 0.00 5.82E+12 -13.3333 273988. 0.00 32.5120 -1.79E-04 5311671. -41869. -7.53E-05 0.00 5.82E+12 8.1820 278448. 0.00 33.0200 -6.21E-04 5056279. -41756. -6.98E-05 0.00 5.82E+12 28.8191 282909. 0.00 33.5280 -0.00103 4801980. -41520. -6.47E-05 0.00 5.82E+12 48.5805 287369. 0.00 34.0360 -0.00141 4549509. -41166. -5.98E-05 0.00 5.82E+12 67.4730 291830. 0.00 34.5440 -0.00176 4299566. -40700. -5.51E-05 0.00 5.82E+12 Page 25 wile-analysis.lp90 85.5078 296290. 0.00 35.0520 -0.00208 4052819. -40126. -5.08E-05 0.00 5.82E+12 102.6997 300751. 0.00 35.5600 -0.00238 3809908. -39450. -4.66E-05 0.00 5.82E+12 119.0674 305211. 0.00 36.0680 -0.00265 3571438. -38677. -4.28E-05 0.00 5.82E+12 134.6329 309672. 0.00 36.5760 -0.00290 3337988. -37811. -3.92E-05 0.00 5.82E+12 149.4212 314132. 0.00 37.0840 -0.00313 3110106. -36857. -3.58E-05 0.00 5.82E+12 163.4603 318593. 0.00 37.5920 -0.00334 2888312. -35820. -3.26E-05 0.00 5.82E+12 176.7804 323053. 0.00 38.1000 -0.00353 2673101. -34704. -2.97E-05 0.00 5.82E+12 189.4141 327514. 0.00 38.6080 -0.00370 2464940. -33513. -2.70E-05 0.00 5.82E+12 201.3957 331974. 0.00 39.1160 -0.00386 2264275. -32251. -2.46E-05 0.00 5.82E+12 212.7612 336435. 0.00 39.6240 -0.00400 2071527. -30921. -2.23E-05 0.00 5.82E+12 223.5475 340895. 0.00 40.1320 -0.00413 1887095. -29527. -2.02E-05 0.00 5.82E+12 233.7928 345356. 0.00 40.6400 -0.00424 1711360. -28072. -1.83E-05 0.00 5.82E+12 243.5355 349816. 0.00 41.1480 -0.00435 1544682. -26559. -1.66E-05 0.00 5.82E+12 252.8145 354277. 0.00 41.6560 -0.00445 1387407. -24991. -1.51E-05 0.00 5.82E+12 261.6684 358737. 0.00 42.1640 -0.00453 1239862. -23370. -1.37E-05 0.00 5.82E+12 270.1354 363198. 0.00 42.6720 -0.00461 1102361. -21699. -1.25E-05 0.00 5.82E+12 278.2529 367658. 0.00 43.1800 -0.00469 975205. -19979. -1.14E-05 0.00 5.82E+12 286.0570 372119. 0.00 43.6880 -0.00475 858684. -18212. -1.04E-05 0.00 5.82E+12 293.5826 376579. 0.00 44.1960 -0.00481 753077. -16822. -9.58E-06 0.00 5.82E+12 162.2796 205526. 0.00 44.7040 -0.00487 653503. -15821. -8.85E-06 0.00 5.82E+12 166.0901 207932. 0.00 45.2120 -0.00492 560105. -14798. -8.21E-06 0.00 5.82E+12 169.8009 210338. 0.00 45.7200 -0.00497 473019. -13752. -7.67E-06 0.00 5.82E+12 173.4278 212744. 0.00 46.2280 -0.00501 392380. -12683. -7.22E-06 0.00 5.82E+12 176.9861 215149. 0.00 46.7360 -0.00506 318320. -11594. -6.85E-06 0.00 5.82E+12 180.4907 217555. 0.00 47.2440 -0.00510 250969. -10483. -6.55E-06 0.00 5.82E+12 183.9557 219961. 0.00 47.7520 -0.00514 190454. -9351. -6.32E-06 0.00 5.82E+12 187.3944 222367. 0.00 48.2600 -0.00518 136905. -8198. -6.14E-06 0.00 5.82E+12 190.8191 224773. 0.00 48.7680 -0.00521 90447. -7025. -6.03E-06 0.00 5.82E+12 194.2411 227179. 0.00 49.2760 -0.00525 51208. -5534. -5.95E-06 0.00 5.82E+12 294.8584 342464. 0.00 49.7840 -0.00528 22926. -3721. -5.91E-06 0.00 5.82E+12 299.9983 346053. 0.00 50.2920 -0.00532 5793. -1876. -5.90E-06 0.00 5.82E+12 305.1724 349642. 0.00 Page 26 LPile-Analysis.lp90 50.8000-0.00536 0.00 0.00 -5.89E-06 0.00 5.82E+12 310.3867 176615. 0.00 * This analysis computed pile response using nonlinear moment -curvature rela- tionships. 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 inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. output summary for Load Case No. 2: Pile -head deflection = Computed slope at pile head = Maximum bending moment = Maximum shear force = Depth of maximum bendin moment = Depth of maximum shear ?orce = Number of iterations = Number of zero deflection points = 0.23884546 inches -0.00100964 radians 9721508. inch-lbs 76000. lbs 19.30400000 feet below pile head 0.000006 feet below pile head 162 1 -------------------------------------------------------------------------------- summary of Pile -head Responses for conventional Analyses -------------------------------------------------------------------------------- Definitions of Pile -head Loading Conditions: Load Type 1: Load 1 = shear, v, lbs, and Load 2 = Moment, M, in-lbs Load Type 2: Load 1 = shear, V, lbs, and Load 2 = slope, s, radians Load Type 3: Load 1 = shear, V, lbs, and Load 2 = Rot. stiffness, R, in-lbs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = slope, s, radians Load Load Shear Max Moment Case Type Pile -head Pile in Pile No. 1 Load 1 in-lbs ---- --------------- -------------------- 1 V, lb 86000. 86000. 1.29E+07 2 v, lb 76000. 76000. 9721508. Load Axial Pile -head Pile -head Max Type Pile -head Loading Deflection Rotation in 2 Load 2 lbs inches radians M, in -lb M, in -lb 0.00 803000 0.00-710000 ---------------- 0.1987 -7.72E-04 0.2388-0.00101 Maximum pile -head deflection = 0.2388454608 inches Maximum pile -head rotation =-0.0010096391 radians =-0.057848 deg. -------------------------------------------------------------------------------- summary of warning Messages -------------------------------------------------------------------------------- The following warning was reported 972 times **** warning **** An unreasonable value was input for friction angle has been specified Page 27 lbs wile-Analysis.lp90 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 28 SCE Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 18.55 ft (NAVD 88) Risk Category: II Latitude: 27.3815 Soil Class: D - Stiff Soil Longitude:-80.4968 ;a K31 3g' a ~ Y 2 � I : Wind Results: Wind Speed: 154 Vmph 10-year MRI 86 Vmph 25-year MRI 105 Vmph 50-year MRI 116 Vmph 100-year MRI 127 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 Jan 02 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, MRI = 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. I https://asce7hazardtool.onlinel Page 1 of 3 Wed Jan 02 2019 ASC Ah1lilMSMENDFOW NGINEls Seismic Site Soil Class: D - Stiff Soil Results: Ss : 0.057 SDs 0.046 S1 0.029 Sal 0.033 Fa 1.2 TL F 1.7 PGA: 0.027 SMs PGA M : 0.033 SM1 : FPGA 1.2 la 1 Seismic Design Category A o. 0 0 0, 0. 0, 0. 07— IvwcR roes onse a ectrum as- 05 04- -+--•c I J 02_ 01 µ '3 _ _. 1 2 4 5 6 7 8._.-c Oa 191 vs its/ 0.050 uesl n Kesponse s ectrum t , 0.040 0.035 — 0.030 0.025 i 0.010 1 2 4 5 6 7 8 E Ja(9) vs I isl Data Accessed: Wed Jan 02 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. httos://asee7hazardtool.online/ Page 2 of 3 Wed Jan 02 2019 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 Jan 02 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 7 Hazard 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 data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -parry content by or from 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://asce7hazardtool.online/ Page 3 of 3 Wed Jan 02 2019 February 8, 2019 Saint Lucie County Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 a, PA ENGINEERING GROUP Subject: Special Inspection Letter of Intent AT&T Site: FP38 ]FA# 10070112] Site Address: 16800 Okeechobee Road, Fort Pierce, Saint Lucie County, FL 34945 APX Project: 18-0163.19 Dear Sir or Madam: APX Engineering Group, LLC (APX) understands that Saint Lucie County requires that, as special inspector for the subject construction project, APX supplies specifications setting forth the procedures to be taken for the required inspections. The purpose of these inspections will be to determine if the installation of the antenna equipment is in substantial accordance with the approved construction drawings prepared by APX dated February 8, 2019. Such special inspections will be performed in accordance with Section 110 of the Florida Building Code and will include, but not be limited to, the following: 1. Inspect anchoring, spacing and mounting of the proposed antennas to the existing antenna mounts. 2. Inspect mounting of proposed remote radio units (RRUs) and proposed peripheral equipment to existing antenna mounts. This will be a one-time inspection performed at the completion of construction. The final letter of compliance will be provided to the building department. This letter has been prepared for the purpose of fulfilling the requirements of Saint Lucie County with respect to the specific installation described. It is intended for the exclusive use of Saint Lucie County and AT&T. The information, assumptions and recommendations contained in this letter should not be used by others for any purpose without express written authorization from APX. Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact the undersigned. Sincerely, APX Engineering Group, LLC Eliezer Diaz, P.E. Senior Engineer Florida License #85219 �%�%''EZER �p//i��� E%NS 8 19 A If'�e .'o.OR10P�j���• ���nnnuno aw February 12, 2019 FEB 15 2019 Dennis Demarco I ST Lucie County, Permitting MasTec Network Solutions, LLC 6100 Broken Sound Parkway, Suite 6 Boca Raton, FL 33487 ax E N G IN E E R ING G R O UP Subject: Structural Analysis - Antenna Mount (3C) Sr, d)C9 Carrier Designation: AT&T: FP38 (FTPIFL-FP38) [FA# 10070112] 0 APX Project: 18-0163.19 L Site Information: 16800 Okeechobee Road Fort Pierce, Saint Lucie County, FL 34945 Latitude 27.3814700 N, Longitude 80.496659° W Existing Antenna Mount (Worst Case) Dear Mr. Demarco: APX Engineering Group, LLC (APX) is pleased to submit this Structural Analysis to determine whether the subject existing worst -case antenna mount is able to support certain proposed loads. It is our understanding that AT&T, who retained MasTec Network Solutions (MNS), desires to install new telecommunication equipment on the subject mount. This analysis was based on the supporting information listed in Table 2. Our services were performed in accordance with the terms and conditions of the master service agreement between APX and MNS. This report summarizes the results of our findings. The purpose of this analysis is to determine the suitability of the aforementioned structure to support the loading indicated in the attached calculations. This analysis has been performed in accordance with the Florida Building Code based upon an ultimate 3-second gust wind speed of 154 mph using hand calculations. Based on our analysis, subject to the assumptions and recommendations noted, it is our opinion that the subject structure will support the proposed loading. Existing Members: Pass at 44.7%, Existing Connections: Pass at 73.4% This report has been prepared for the purpose of providing a structural evaluation of the subject structure for the loading conditions indicated. It is intended for the exclusive use of AT&T and MNS. The information, assumptions, and recommendations contained in this report should not be used by others for any purpose without express written authorization from APX. We appreciate the opportunity to provide our professional services to you and look forward to continuing our relationship. If we can be of any further assis ance, please do Sincerely, not hesitate to contact us. ,;1 _ `,� C APX Engineering Group, LLC Eliezer Diaz, P.E. Michael A. Phillips, P.E. Senior Engineer Chief Engineer Florida License #68312 No TEV . AT&T: FP38 (FTPIFL-FP38) IFA# 100701121 Structural Analysis Report Table 1: Analysis Criteria Criterion Building Code Description Florida Building Code, 6th Edition (2017) Standard - Loads TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas FBC 3108.1 Standard - Steel AISC LRFD 14th Edition Risk Category II Ultimate Wind Speed 154 mph, 3-Second Gust (FBC Figure 1609.3(1)) Nominal Wind Speed 119 mph, 3-Second Gust (FBC 1609.3.1) Exposure Category C Structure Class II (1 = 1.0) Topo. Category 1 Crest Height Zero Feet Structure Type Mount January 29, 2019 TARP Mount Technical Directive — R12 AT&T October 11, 2018 Radio Frequency Data Sheet (RFDS) AT&T Various Miscellaneous Information AT&T/MNS Analysis Assumptions and Limitations 1. Information in the supporting documentation that could not be verified by APX personnel is assumed to be correct. 2. All structural components are assumed to be in adequate condition to carry their full design capacity. 3. The configuration of equipmentlappurtenances is assumed to be as specified in this report. 4. Emergency/essential communication equipment will not be supported by this assembly. If any of the above assumptions are not valid or have been made in error, these calculations may be affected, and APX should be allowed to review any new information to determine its effect on the structural integrity of the subject structure. Recommendations 1. Check all bolts for proper tightening in accordance with AISC "Snug -Tight" method prior to installation of proposed equipment. APX Engineering Group, LLC Wind Load - Appurtenance In Accordance With The TIA-222-G Standard AT&T APX Engineering Group, LLC FP38 (FA# 10070112), 18-0163.19 3400 Lakeside Drive, #525, Miramar, FL 33027 E.Diaz, January 2019 E„ o,,„ a e,a,:„ O 'GROUP Design Parameters Page 1 of 1 Wind Speed, Vasa = 119 mph (TIA 2.6.1 and Annex B) I = 1.0 (TIA Table 2-3) Kz,mi„ = 0.85 (TIA Table 2-4) Exposure = C- (TIA 2.6.5) Gh = 1.00 (TIA 2.6.9) Ke = 1.0 (TIA Table 2-4) f = N/A (TIA Table 2-5) Structure Class = 11 (TIA Table 2-1) Z9 = 900 (TIA Table 2-4) Kt = N/A (TIA Table 2-5) e = 2.72 (Nat. Log Base) Topo Category 1 (TIA 2.6.6.2) ot = 9.5 (TIA Table 2-4) Kh = N/A (TEA 2.6.6.4) Ka = e<io. (TIA 2.6.9.2) H = N/A ft (Crest Height Above Surrounding Terrain) Structure Type =Mount C„ = ee,ow (Force Coefficient, TIA Table 2-6) Skew 1, 91 = (TIA Figure 2 4) 03 qz = 0.00256KzKnKdV21 (Velocity Pressure, TIA 2.6.9.6) Skew 2, 02 = 00 (TIA Figure 2-4) F = gzGn(EPA)A (TIA 2.6.9.2) Wind Load Appurtenance Type z H W D Round Ka Kz Kzt qz Ca Ca FFron, Fside Skew of 81 Skew of 82 Wt. (ft) (ft) (ft) (ft) ? (psf) Front Side (Ibs) (Ibs) Frront Fside Front I Fside (Ibs) Kathrein/Scala 800-10723 Panel 1,203 203` 203 203 203 203 203 203 203 203 203 7.77 0.981 0.5 N -:.1.0 1.0' t"10 ` `°=1.0 1'.0 1.0 1:0 .1i0 r 10' 1.0 1.'0 1.47 1.0 0.95 50.6 1.43 1.68 553 331 553 331 553 1 331 72.8 49.6 79.4 54.0 46.0 50.6 20.0 13.0 11.0 26.1 66.1 CommScope SBNHH-1 D85C Panel 8 0.99 0.59 N 1.47 1.0 0.95 50.6 1.44 1.62 576 387 576 387 576 387 CCI HPA-33R-BUU-1-16 Panel 6 1.94 0.75 N 1.47 1.0 0.95 50.6 1.23 1.43 723 326 723 326 723 326 Ericsson RRUS-11 Radio 1.42 1.48 0.77 N 1.47 1.0 0.95 50.6 1.20 1.20 128 66 128 66 128 65.9 Ericsson RRU 4415 B25 Radio 1.25 1.1 0.45 N 1.47 1.0 0.95 50.6 1.20 1.21 83 35 1 83 35 83 34.5 Ericsson RRUS-32 (Side) Radio 2.27 0.58 1.01' N 1.47 1.0 0.95 50.6 1.26 1.20 84 139 84 139 84 139 Raycap DC6-48-60-18-8F squid OVP 2 0.92 0.92 Y 1.47 1.0 0.95 50.6 0.70 0.70 65 65 65 65 65 64.9 KaelusTBC002OFlV5x-1 Triplexer 0.78 0.55 0.27 N 1.47 1.0 0.95 50.6 1.20 1.22 26 13 26 13 26 12.7 CommScope E15Z01P19 TMA 1.08 0.6 0.24 N 1.47 1.0 0.95 50.6 1.20 1.29 39 17 39 17 39 17.1 KMW KFTDR00110030 Filter 0.87 0.86 0.4 N 1.47 1.0 0.95 50.6 1.20 1.20 45 21 45 21 45 21.3 Kathrein/Scala 800-10865 Panel 6.53 1.23 0.55 N 1.47 1.0 0.95 50.6 1.32 1.56 539 285 539 285 539 285 Mount YP Type z (EPA)N (EPA)T (EPA)A K z K z Kd q2 K. a F,f Fside - FF.., Fside - (ft) (ft2) (ft2) (ft2) (psf) (Ibs) (Ibs) (Pl0 (Pit) 12' V-Frame (round) Frame 203 15.35 14 1.47 1.0 0.95 50.6 1.0' 777 708 32.4 35.4 - Dish Type z D A CA Cs CM K2 Krt Kd qz FAM FsM MM Wt. (ft) (ft) (ft2) (pst) (Ibs) (Ibs) (lb-ft) (lbs) Definitions: Panel = Panel or Directional Antenna, Omni = Omni -Directional Antenna, Dish = Microwave Dish Antenna, Radio = Remote Radio Unit (RRU), TMA = Tower Mounted Amplifier A Z X APX Engineednq Group, ...I I SK -1 I E.Diaz I 18-0163.19 FP38 - Antenna Mount Analysis 3D RENDERED VIEW I FP38-Antenna Mount Analysis.r3d APX Engineering Group, E.Diaz 18-0163.19 FP38 - Antenna Mount Analysis JOINT NUMBERS SK-2 FP38 - Antenna Mount Analysis.r3d A z x APX Engine I E.Diaz I 18-0163.19 FP38 - Antenna Mount Analysis MEMBER NUMBERS SK-3 FP38 - Antenna Mount Analysis.Y3d A Z X APX Engineering Group, ...I I SK - 4 I E.Diaz I FP38 - Antenna Mount Analysis 18-0163.19 1 MEMBER SIZES I FP38-Antenna MountAnalysis.r3d A z X Member Length (ft) Displayed Envelope Only solution F10 SK-5 E.Diaz FP38 - Antenna Mount Analysis 18-0163.19 MEMBER LENGTHS I FP38 - Antenna Mount Analysis.r3d z x -50.61b .I N-201t 81 -541b 4 Ib -50.6lb -25.11 1---L -131 -09.61 -221 25.1lb 1 Loads: BLC 1, Dead Load Envelope Only Solubon APX Engineering Group, ... SK - 6 E.Diaz FP38 - Antenna Mount Analysis 18-0163.19 DL FP38 - Antenna Mount Analysis.r3d Z X -250lb Loads: BLO 2, Live Load Envelope Only Solution APX Engineering Group, ... SK - 7 E.Diaz FP38 - Antenna Mount Analysis 18-0163.19 LL FP38 - Antenna Mount Analysis.r8d Loads: BLC 3, Wind Front APX Engineering Group, I E.Diaz I 18-0163.19 FP38 - Antenna Mount Analysis WIND AT FRONT SK-8 FP38 - Antenna Mount Analysis.r3d A Z X Loads: SLC 4, Wind Side Envelope Only Solution APX SK-9 E.Diaz FP38 - Antenna Mount Analysis 18-0163.19 WIND AT SIDE I FP38-Antenna MountAnalysis.fdd Cade Chedc ( Ery ) No Cal > 7.0 z X .so-7.o •4� 1 1 .26 n 1 v 'Os c Od o r N 3� .27 1 N 34 r 0 m Member Code Checks Displayed (Enveloped) Envelope Only Solution APX Engineering Group, ... SK -10 E.Dlaz FP38 - Antenna Mount Analysis 18-0163.19 UNITY CHECK FP38-Antenna MountAnalysis.r3d Shear Check •Y (Em ) B 'oo 1 1 08 v I I 09 0 n 0 m 1ti .07 I 0 1rt 0 e Member Shear Checks Displayed (Enveloped) Envelope Only Solubon APX Engineering Group, ... SK -11 E.Diaz FP38-Antenna Mount Analysis 18-0163.19 SHEAR CHECK FP38-Antenna MountAnalysis.r3d Company APX IMI ���� Job Nn ber E.Diaz Bring Group, LLC Checked By: M. Phillips TECH NO L.o c'.i [ s Model Name FP38-Antenna Mount Analysis (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh inA2 144 Mer a Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations'for Wall Stiffness 3 Gravity Acceleration fUsecA2 32.2 Wall Mesh Size in 12 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis _ Y Global Member Orientation Plane XZ Static 901ver 5 arse Accelerated Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : LRFD Ad'ust Stiffness? Yes Iterative RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature <"10OF Concrete Code None Masonry Code None Aluminum Code None - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Reber Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 14.0.1 [T:\... \... \... \...\3C installation [2018]\FP38 - Antenna Mount Analysis.r3d] Page 1 Company APX Engineering Group, LLC Checked By: M. Phillips ���� Job Nu ber 1 B-0 63.19 T E C x x O t 0 0 1 E S Model Name FP38 - Antenna Mount Analysis (Global) Model Settinos. Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? No Ct X .035 - Ct Z .035 T X sec Not Entered T Z sec Not Entered R X 8.5 - R Z 8.5 Ct Exp. X - .75- Ct Exp. Z .75 SD1 1 SDS 1 S1 1. TL sec Not Entered Risk Cat I ordl Om Z 1 mX Rho Z 1 Rho X 1 Envelope A/SC 14th(360-10): LRFD Steel Code Checks RAnrnhnr Chem r..A- rhun4 i nnf i r cheer rhen4 i -T nM rnhl•nn nhi•nnt nhi•nnn nWRAM rh Fnn 1 Mi PIPE 3.5 .163 5 12 .313 4.5 111168001... 78750 95445 95445 1.. H1-1b 2 M6 PIPE_2.5 .265 0 10 .077 5.836 1038377... 50715 43155 43155 3.. H1-1b 3 M7 PIPE_2.5 .269 0 4 .068 5.836 1738377... 50715 43155 43155 3.. H1-1b 4 M8 PIPE_2.5 212 0- 3 .055 0 2738377... 50715 43155 431554.. H1-1b 5 M9 PIPE_2.5 .231 0 4 .051 0 2738377... 50715 43155 43155 4.. H1-1b M10 PIPE_2.5 .371 11-1.. 7 .121 2.531 2 12481... 50715 43155 431554.. H1-1b 7 M11 PIPE_2.5 .341 .391 1 .116 10.9. 7 12481... 50715 43155 43155 4.. H1-1b 8 M10A PIPE 2.5 .067 .255 27 .014 .255 2745877... 50715 43155 431552.. H1-1b 9 M11A PIPE_2.5 .447 1.75 10 .114 1.75 1045877... 150715 43155 43155 1.. 1-11-1b 10 M16 PIPE_2.5 .035 3 27 .013 0 9 47114.•• 50715 43155 43155 2.. H1-1b 11 M17 PIPE_2.5 .063 0 27 .022 0 2747114••• 50715 43155 43155 2.. 1-11-1b 12 M18 PIPE_2.6 .040 0 25 .015 0 2747114... 50715 43155 431552.. 1-11-115 13 M19 PIPE_2.5 .045 3 11 .013 0 15.47114... 50715 43155 43155 1.. H1-1b 14 M20 SR'5/8 .076 0 27 .014 0- - 4 1823.7..9940.1.. 1242.5.. 1242.5..2.. H1-1b 15 M21 SR 5/8 .073 0 27 .004 0 2 1923.6.. 9940.1.. 1242.5.. 1242.5.. 2.. 1-11-115 16 M22 -'SR 5/8 .. .063 -1905 10 : 17- - 0 .. 4 1823.7..9940.1.. 1242.5.. 1242.5.. 1.. 1-11-1b 17 M23 SR 5/8 .083 0 11 .005 3.802 6 1923.6.. 9940.1.. 1242.5.. 1242.5..2.. H1-1b 18 M25 PIPE_2.0 - -.316 - 3.5 - 1 .138 5 414916... 32130 22459.5 22459.5 2.. 1-11-1b 19 M26 PIPE_2.0 .267 3.5 19 .059 2 614916... 32130 22469.5 22459.5 2.. H1-1b 20 M27 PIPE_2.0 .267 3.5 6 .050 2 8 14916... 32130 22459.5 22459.5 2.. H1-1b 21 1 M28 PIPE_2.0 .316 3.5 1 .138 5 1014916... 32130 22459.5 22459.5 2.. 1-11-1b 22 M29 - -PIPE_2.0 - .412 - 6.76 10 .002 .062 258129.4.: 32130 22459.522459.51.. H1-1a 23 M32 PIPE_2.0 .137 2 1 .114 2 2 28843... 32130 22459.522459.61.. 1-11-1b 24 M33 PIPE 2.0 .040 2 5 1 .017 2- 4 28843... 32130 22459.522459.51.. H1-1b Load Combinations RISA-3D Version 14.0.1 [T:\... \... \... \... \3C installation [2018]\FP38 - Antenna Mount Analysis.r3d] Page 2 Company APX Engineering Group, LLC Nu Checked By: M. Phillips ���� Job Number 8 0163.tg T E c x x 0 L 0 0 1 E s Model Name FP38-Antenna Mount Analysis Load Combinations (Continued) nocrrin}inn B P 3 R Pe R Pe R W. R P� R P. R Po R Pm R P. R Pn R P� ® � � •'• {e©gym®�®iic��������������� MEN Mo. Joint Loads and Enforced Displacements (BLC I: Dead Load) .Ininf I h.1 I n nA nirorlinn Monnih,A=rrlh ih-in1 /in rnrh 116•cA 1 N58 L Y -72.8 2 N55 L Y -79.4 3 N56 L Y -79.4 4 N61 L Y -50.6 5 N62 L Y -50.6 6 N70 L Y 4 7 N68 L Y -20 8 N72 L Y -13 9 N73 L Y -25.1 10 N74 L Y -25.1 11 N75 L Y -22 12 N57 L Y -49.6 131 N71 L Y -46 Joint Loads and Enforced Displacements (BLC 2 : Live Load) JointLabel L D Dire i Ma nilu 1 1= d Ib's^... 1 N27 L Y 250 RISA-3D Version 14.0.1 [f:\... \... \... \... \3C installation [201 BDFP38 - Antenna Mount Analysis.r3d] Page 3 Company APX Bring Group, LLC 111 Designer Checked By: M. Phillips RISA Job N a Number .Dl 63.19 r e c x x a I. a g e s Model Name FP38-Antenna Mount Analysis Joint Loads and Enforced Displacements (BLC 3: Wind Front) Joint Label L D M Direction Ma nitude Ib Ib-in i rad I ' A... 1 N58 L X 553 2 N55 L X _ 723 3 N56 L X 723 4 N61 L X . 84 _ 5 N62 L X 84 6 N70 L X 128 7 N68 L X 65 8 N72 L X -26__ 9 N73 L X 45 10 N74 L _ x 45- 11 N75 L X 39 12 N57 L - -X 576 13 1 N71 L X 83 Joint Loads and Enforced Displacements (BLC 4: Wind Side) WM I ahnl I n M nirwntinn Mannihldefllh_lh-inl_ fin.mdl. tlb•sA... 1 N58 L z 331 2 N55 L z _ 326 3 N56 L z 326 4 N61 L z 139 5 N62 L z 139 6 N70 L z 66 ' 7 N68 L z 65 8 N72 L z 13 9 N73 L z 21 10 N74 L z 24 11 N75 L z 34 12 1 N57 L z 387 _ 13 1 N71 I L z 35 Member Distributed Loads (BLC 3: Wind Front) Member Distributed Loads (BLC 4: Wind Side) Envelope Member Section Forces eAcmhcr Auc AvialOhl I r: v Shaarflhl 1 C v Rhaarflhl 1 CTnrn.--I Cv-v Mnmentllh_LCz-z Moment... LC 1 M1 1 m.• 0 11 0 1 0 11 0 111 0 1 0 1 2 nin 0 11 0 1 0 11 0 11 0 1 0 1 3 2 m.. 628.371 27 2034.005 24 1061.616 2211270..101 5835.461 27 10856.774 6 4 in 132.029 26 -4200.343 6 -1 56.918 16 -128... 4 -1398.768 16 -5391.693 24 5 3 'n.. 241.554 27 654.246 12 582.684 22 5301.. 4 6699.977 27 5271.275 12 6 nin -207.09 6 -560.269 18 -610.333 4 -500...22 -5906.104 22 -4982.43 6 7 4 m.. -149.222 26 2269.566 18 1217.717 4 1462..16 5648.101 22 5998.563 18 8 in -699.144 27 -4439A03 12 -1222.819 10 -144.- 22 -6192.162 4 -11467.393 12 9 5 m.. 0 1 0 1 0 1 0 1 0 1 0 1 10 in 0 1 0 1 0 1 0 1 0 1 0 1 11 M2 1 m.. 2269.656 18 714.457 27 1203.433 221165..16 p 101424. g33 6 RISA-3D Version 14.0.1 [T:\... \...\... \... \3C installation [2018ffP38 - Antenna Mount Analysis.r3d] Page 4 Company APX ����B�A Job Number : 18-0163.19 Engineering Group, LLC Checked By: M. Phillips YEE H NO L O GIES Model Name FP38-Antenna Mount Analysis Envelope Member Section Forces (Continued) Member Sec Axialnbl LC v Shearrlbl LC z Shear Ib LC Tor ... LC v-v Moment b..LC z-z Moment... LC 12 1 1 laiin -4439.714 12 149.222 26 -1218.667 16 -450... 27 0 18 -8095.252 24 13 2 m.. 2269.656 18 714.457 27 1203.433 221165.. 16 3610.298 22 12909.293 6 14 min -4439.714 12 149.222 26 -1218.667 16-450...27 -3656 16 -9667.045 24 15 3 m.. 2269.656 18 714.457 27 1203.433 221165.. 16 7220.596 22 11568.654 6 16 min -4439.714 12 149.222 26 -1218.667 16-450...27 -7312 16 -11238.838 24 17 4 m.. 2269.656 18 714.457 27 1203.433 221165..16 10830,894 22 10601.385 18 18 min -4439.714 12 149.222 26 -1218.667 16-450...27 -10968 16 -13180.7 _ 12 195 m.. 2269.656 18 714.457 27 1203.433 221165.. 16 14441.191 22 9677.117 18 20 nin 4439.714 12 149.222 126 -1218.667 16-450...27 -14624 16 -15169.022 12 21 M3 1 m.. 4200.072 6 643.684 27 1058.867 10 5380.. 22 0 16 12628.201 12 22 nin -2033.935 24 132.029 26 -1073.473 4 -588... 4 0 21 -7714.415 18 23 2 m.. 4200.072 6 643.684 27 1058.867 10 5380.. 22 3176.601 10 11441.355 12 24 nin -2033.936 24 132.029 26 -1073.473 4 -588... 4 -3220.417 4 -9170.56 18 25 3 m.. 4200.072 6 643.684 27 1058,867 10 5380.. 22 6353.202 10 10303.245 24 26 in -2033.935 24 132.029 26 -1073.473 4 -588... 4 -6440.835 4 -10678.864 6 27 4 m.. 4200.072 6 643.684 27 1058.867 105380..22 9529.804 10 9493.637 24 28 min, -2033.935 24 132.029 26 -1073.473, 4 -588... 4 -9661.253 4 -12512.075 6 29 5 m.. 4200.072 6 643.684 27 1058.867 105380..22 12706.405 10 8684.029 24 30 nin_ -2033.935 24 132.029 26 -1073.473 4 -588... 4 -12881.67 4 -14345.285 6 31 M6 1 m.. 2646.504 17 431.67 11 83.445 4 632.... 22 9360.115 101 3668.59 12 .32 nin -4298.636 11 -27.426 26 -107.389 11 -698... 4 -9325.249 4 -263.929 26 33 2 m.. 2977.876 18 31.668 10 124.34 16 860.... 22 6888.129 22 302.7 5 `34 min -3709.563 12 -6.016 16 -133.344 10-9212 4 -7095.058 16 -264.547 23 35 3 m.. 2890.838 18 123.533 5 215.855 16 860.... 22 3613.518 22 710.519 23 36 nin -3622:537 12 -104.091 23 -212.957 10-921.2 4 -3809.3 4 -1090.552 5 37 4 m.• 3128.279 18 323.932 11M24762 161933..11 886.436 15 1173.598 5 38 in -3179.921 12 -280.08 17 10 -192...17 -917.931 9 -1034.688 23 39 5 m.. 3107.656 18 314.339 11 161933.. 11 5314.758 16 6121.234 17 40 in -31 .2 12 -287.274 17 10 -192...17 -5327.848 10 - 2 11 41 M7 1 m.. 3933.629 6 367.755 7 16108....22 9559.034 22 3259.91 7 42 in -2253.974 24 -25.05 264 22 -559... 27 -9557.576 16 -254,213 26 43 2 m.. 3834.116 6 76.122 5 4 122....17 7040.68 22 154.005 10 44 n -2286.816 24 3.108 269 22-385 ... 27 -7273.468 4 -62.564 16 45 3 m.. 3780.298 6 94.262 23 248.625 4 122....17 3488.1 10 618.906 17 46 min, -2232.985 24 -101.825 5 -239.111 22 -385... 27 -3653.648 4 -1025.741 -11 47 4 m.. 3306.627 6 338.867 151 296.648 4 1476..171 823.178 3 1308.038 11 48 nin -2610.116 24 -295.275 23 -281.586 22-153...11 -803.685 21 -1037.081 17 49 1 5 m.. 3286.004 6 329.275 5 335.467 4 1476.. 17 6254.718 4 1 6501.547 23 50 nin -2589.494 24 -302.469 23 -320.405 22 -153... 11 -6009.608 22 -6846.876 5 51 M8 1 m.. 1800.562 19 614.238 27 87.777 15 450.... 22 8041.557 10 5148.231 27 52 nin -3475.031 1 218.353 19 -107.666 8 -568...27 -8051.136 16 1695.966 19 53 2 m.. 2210.577 19 51.197 25 81.088 14 398.... 22 6310.691 22 160.09 18 54 nin -2926.923 1 3.899 26 -111.701 8 -427... 4 -6586.305 4 -219.745 12 55 3 m.. 2065.874 191 41.039 19 179.247 5 398.... 122 3871.888 23 189.323 13 56 nin -2759.845 1 -57.29 11 -154.225 23 -427... 4 -4192.088 5 -606.675 _ 7 57 4 m.. 2333.98 19 131.852 1 171.743 5 633.... g 1 1226.37 10 504.008 7 58 1 nin -2394.235 1 -86.861 19 -147.212 23-624 ... 14 -1193.708 16 -336.889 13 59 5 m•• 2333.98 19 122.26 1 171.743 5 633.... 8 2364.042 6 2063.967 19 60 in -2394.235 1 -94.055 19 -147.212 23 -624...14 -1927.643 24 -2537.874 1 61 M9 1 m.. 3235.458 7 554.183 27 146.863 3 318.... 22 8148.051 22 4798.781 27 62 Tin -1556.731 13 166.678 24 -112.301 22 -550... 27 -8629.141 4 1259.19 24 63 2 m.. 3141.474 7 105.003 27 149.179 4 411....23 6510.314 10 111.106 1 27 64 min, -1615.824 13 27.756 126 -114.798 21 -413... 117 -6554.94 16 -20.617 1 7 65 3 m.. 3051.614 7 16.03 13 166.481 17 411.... 23 3822.496 10 83.47 19 66 n -1548.317 13 -56.634 17 1 -174.548 10-413 ... 17 -3774.689 16 -533.127 1 67 4 m..j 2556.766 7 154.435 171 176.519 171687 .... 1121 1156.008 122, 629.615 1 68 in -1912.17 13 -112.326 1131 -178.44 10-592 ... 18 -1156.125 141 -326.404 1 19 RISA-3D Version 14.0.1 [T:\... \... \... \...\3C installation [2018]1FP38 - Antenna Mount Analysis.r3d] Page 5 Company APX Engineering Group, LLC IRRHSA Designer E.Diaz Checked By: M. Phillips 1JobNumber 18-0163.19 r e c x x a L o s r e s Model Name FP38-Antenna Mount Analysis Envelope Member Section Forces (Continued) I I c6.....nu I! Tn 1 r.._„ 69 1 5 m• 2556.766 7 ........�... 144.842 _.. 71 �...,...., 176.519 _., 17 .... ...__ 687.... 12 ..._..._..,._..____..._..._...... 2104.616 17 2615.949 __ 13 70 1 MIN -1912.17 13 _ _-119.52 13 -178.44 10-592...18 -2105.547 11 -2902.808 7 71 M10 1 m.-I 0 1 0 1 0 1 0 1 0 1 0 1 72 minj 0 1 0 1 0 1 .0 1 0 1 0 1 73 2 m.. 2046.104 24 501.855 11 636.963 1 3060..20 3853.594 6 2290.459 10 74 min -2160.283 6- -350.06 17 --626.347 19 -320... 2 -3761.856 24 -1887.657 16 75 3 m• 1950.892 24 6.049 15 53.318 22 958.... 22 2687.546 1 197.528 17 76 min :-2042.069 '6 -30.039 27 -56.082 5 -996-- 4 -2543.045 19 -593.311 11 77 4 m.. 1805.9 241 103.052 18 631.187 2730.. 1 3620.644 20 1771.763 4 78 _ in -1924.803-. 6 -252.169 _ _ 12 -647.203 -262.. 19 -3609.916, 2 -1264.423 22 79 5 m.. 0 1 400 27 0 0 1 0 1 0 1 80 __ min 0_. 1 0 1 0_ 0 1 0 1 0 1 81 M11 1 m•- 0 1 0 1 0 [13 0 1 0 1 0 1 82 - min 0: 1 0 _ 1 0 0 1' 0_ 1__ 0 1 83 2 m-. 2093.226 12 444.4 5 664.395 2415..14 3557.396 18 1195.034 4 84 in -1994.76 18 -289.531 23 -668.778 -265.. 8 -3491.217 12 -795.23 22 85 3 m.. 1910.007 12 70.613 22 44.823 .... 15 2850.031 13 162.326 23 86 Win -1834.495 - 18 -74.013 _ - 4 -46.064.-:- 17 -325... 27 -2731.961 7 --533.523 - 5 87 4 m.- 1722.235 12 147.651 23 678.53 7 2513.. 7 3491.016 8 1228.036 27 88 nin -1618.861 18 -293.285 5 -672.802 13 -232... 13 -3390.33 14 -376.627 15 89 5 m.- 0 1 0 1 0 1 0 1 0 1 0 1 90 nin, . 0 ,.: 1 0 1 0' 1 0 1- -0 - 1 0 1 91 M10A 1 m•• 0 1 0 6 .001 27 0 1 0 1 0 1 92 in __ 0 1 -.001 121 0_ 10 0 1, 0 1 0 1 93 2 m• 332.055 27 10.145 21 129.025 27259.... 17 -12.185 15 1601.198 19 94 ' in 57.101 17 -64.988 27 13.648 ` 15 -274.,. 11 -1426.615 27 -2219.043 1 " 95 3 m.- 326.303 27 10.145 21 129.025 27259....17 143.711 2 1695.917 19 96 min '52:787 17 -64.988 27 . 13.648 15 -274... 11 -135.92 __ 20 -1817.945 1 97 4 m-- 320.551 27 10.145 21 129.025 27 259.... 17 1282.902 27 1843.798 7 98 in 48.473 17 64.988 27 13.648 15-274...11 206.782 18 -1469-568 13 99 5 m-. 0 1 0 8 0 10 0 1 0 1 0 1 100 in 0 1 0 2 -.001 27 0' 1-. 0 1 - 0 1- 101 M11A 1 In-, 0 1 .002 5 0 27 0 1 0 1 0 1 102 in _ 0 1 -.002 11 0 10 0 1 0 1 0 1 103 2 Ti.. 388.106 11 1530.844 22 234.282 16 289.... 27 853.331 5 2805.427 17 04 in 17.898 26 1580.9 4 -295.191 10 -275... 21-176.77 23 -3418.675 11 105 3 m.- 382.354 11 1584.486 16 266.493 22 289.... 27 3170.245 16 18737.879 16 106 nin _17.898 26 -1630.354 10 -335.789 14 -275..- 21 -3135.706 :10 -18839.388 10 107 4 m•• 358.144 11 1584.486 16 266.493 22 289--.. 27 -251.425 17 2722.305 5 108 in -17.898_ 26 .-1630.354 1Q -335.789 4 -275... 21 -704.359 27 -2330.605 23 109 5 m-- 0 1 .003 5 0 10 0 1 0 1 0 1 110 in 0 1' - -.002 _ 11 0 4 0 1 0 1 0 1: 111 M12 1 m.. 1532.566 19 670.075 11 2351.172 245735.. 5 5523.226 16 5831.538 9 112 n -1531.838 1 -282.514 17 -2380.452 6 486.:.23 -5533.597 10U4558.1681 07 15 113 2 m - 1532.566 19 670.075 11 2351.172 24 5735.. 5 4978.579 1508 9 114 in -1531.838 1 282.514 17 .-2380,452 6 -486...23 -5118.196 942 -15 115 3 m•• 1532.566 19 670.075 11 2351.172 24 5735.. 5 4878.285 1427 21 116 in =1531.838 ..1 _ -282.514- 17 -2380.452 6 -486_.23 -5105.85 811 3 117 4 m-. 1532.566 19 670.075 11 2351.172 24 5735.. 5 5408.537 1413 21 118 . in -1531.838 1 -282.514 17 -2380.452 _ 6 -486... 23 -5650.996 . 884 3 - - 119 5 m.. 1532.566 19 670.075 11 2351.172 24 5735.. 5 6555.117 1368 20120 in __ -1531.838 1 -282.514 17 -2380.452 6 -486...23 -6785.635 7 .631 2 121 M13 1 m.. 1479.326 7 610.86 5 2164.72 12 5546- 11 6068.109 4 5808.022 3 122 in -1476.868 13 224:998 23 -2151.057 ' 18 -469... 17 =5826.457 22 =4968.888 21 123 2 m . 1479.326 7 610.86 5 2164.72 12 5546.. 11 4972.848 4 5550.336 2 124 in -1476.868 13 -224.998 23 -21'51:057 18 -469...17 -4819.053 21 -5002.378 20 125 3 m- 1479.326 7 610.86 5 2164.72 12 5546.. 11 4625.14 3 5368.19A 2 RISA-3D Version 14.0.1 [TA ... \... \... \... \3C installation [2018]\FP38 - Antenna Mount Analysis.r3d] Page 6 Company IRRRSA Designer Job Number TECH NO L o G 1 ES Model Name APX Engineering Group, LLC E.Diaz 18-0163.19 FP38 -Antenna Mount Analysis Envelope Member Section Forces (Continued) Checked By: M. Phillips Memher Sec Azialflhl 1 C vShpnrflhl I C v Bhparflhl I r`Tnrn I C v_v Mnmpnfflh I C ov RAnm.nf 1 r. 1261 1 hinj-1476.868 13 -224.998 23 -2151.057 18 -469...17 -4471.506 21 -5107.597 20 127 4 m.. 1479,326 7 610.86 5 2164.72 12 5546- 11 4699.615 2 5189.01 14 128 nin -1476.868 13 -224.998 23 -2151.057 18 -469...17 -4607.649 20 -5216.373 8 129 5 m.. 1479.326 7 610.86 5 2164.72 125546..11 5223.527 2 5047.898 14 130 nin -1476.868 13 -224.998 23 -2151.057 18-469...17 -5114.53 20 -5362.78 8 131 M14 1 'n.. 1487.682 7 553.547 27 1622.629 191014.. 19 1845.046 17 4767.634 1 132 in -1485.388 13 -65.182 - 24 -1646.878 T -296...27 -1831.099 11 -3906.958 19 133 2 m.. 1487.682 7 553.547 27 1622.629 191014.. 19 2632.455 18 4732.568 1 134 nin -1485.388 13, -65.182 24 -1646.878 1 -296... 27 -2638.78 12 -4151.842 _ 1 19 135 3 Im., 1487.682 7 553.547 27 1622.629 191014.. 19 3784.7 18 4697.502 1 136 1 hid -1485.388 13 -65.182 24 -1646.878 1 -296...27 -3804.579 12 4396.726 19 137 4 m.. 1487.682 7 553.547 27 1622.629 19 1014.. 19 4936.946 18 4662.436 1 138 nin _ -1485.388 13 -65.182 24 -1646.878 1 -296...27 4970.378 12 -4641.61 19 139 5 'n.. 1487.682 7 553.547 27 1622.629 191014.. 19 6089.191 18 4664.078 13 140 in -1485,388 13 -65.182 24 -1646.878 1 -296... 27 -6136.177 12 -4923.219 7 141 M15 1 m.. 1537.544 19 404.802 12 1801.574 7 900.... 13 2611.769 6 3735.139 7 142 nin -1543.142 1 25.774 18 -1772.478 13 -243.. 27 -2192.109 24 -3323.625 13 143 2 'n.. 1537.544 19 404.802 12 1801.574 7 900.... 13 3816.901 161 3692.96 7 144 in -1643.142 -25.774 18 -1772.478 13-243 ... 27 -3371.492 24 -3566.966 13 145 3 m.. 1537.544 404.802 12 1801.574 7 900.... 13 5022.032 6 3674.198 19 146 in -1543.142 -25.774 _ .18 -1772.478 13-243 ... 27 -4550.875 24 -3834.349 1 147 4 m.. 1537.544 404.802 12 1801.574 7 900.... 13 6230.133 7 3672.697 19 148 in --1543.142 [27 -25.774 18 -1772.478 13-243.:.27 -5868.098 13 -4118.313 1 149 5 m.. 1537.544 404.802 12 1801.574 7 900....13 7581.314 7 3671.196 19 150 - in -1543.142 _ -..-25.774 18 -1772.478 13-243 ... 27 -7197.457 13 -4402.278 1 151 M16 1 m.. 944.01 -5.035 24 40.962 27314....16 299.666 13 -149.697 22 152 in 194.615 -40.476 27 8,536 13-412...10 -901.845 7 -709.009 27 153 2 'n.. 939.079 27 -5.035 24 40.962 27 314.... 16 376.488 13 -34.495 20 154 min 190.918 20 -40.476 27 8.536 13 -412.-10 -655.272 7 -344.726 27 155 3 Im.. 934.149 27 -5.035 24 40.962 27 314.... 16 459.8 1 170.987 7 156 An 187.22 20 -40.476 27 8.536 13 -412..: 10 -415.183 19 -165.555 13 157 4 m.. 929.218 27 -5.035 24 40.962 27 314.... 16 582.731 1 455.781 7 158 An 183.522 20 -40.476 27 8.536 13-412...10 -214.935 19 -97.841 13 169 5 m.. 924.287 27 -5.035 24 40.962 27 314.... 161 790.784 27 755.808 6 160 nin, 179.824 20 -40.476 27 8.536 13 -412...10 -14.686 19 -45.846 24 161 M17 1 Tij 439.604 27 -38.002 23 95.729 27486....27 -560.733 26 -689.07 26 162 nin 113.725 23 -102.06 27 31.268 26 -323... 23 -1717.71 27 -1836.978 27 163 2 m.. 434.673 27 -38.002 23 95.729 27 486.... 27 -243.262 24 -345.065 26 164 nin 110.027 23 -102.06 27 31.268 26 -323-. 23 -856.152 27 -918.437 27 165 3 m.. 429.743 27 -38.002 23 95.729 27 486.... 27 133.645 12 95.033 7 166 in 106.329 23 -102.06 - 27 31.268 26 -323... 23 -128.05 18 -92.858 1 13 167 4 'n.. 424.812 27 -38.002 23 95.729 27 486.... 27 866.964 27 918.644 27 168 in 102.631 23 -102.06 27 31.268 26-323 ... 23 283.491 26 251.984 24 169 5 Im.. 419.881 27 -38.002 23 95.729 27 486.... 27 1728.522 27 1837.184 27 170 nin, 98.933 23 -102.06 . 27 31.268 26-323 ... 23 564.899 26 594.458 24 171 M18 1 m.. 302.796 8 9.695 26 -2.552 26409....27 1231.211 6 176.201 26 172 nin -21.943 26 -60.317 25 -64.367 25 -323... 22 4T.531 26 -1135.106 10 173 2 m.. 297.865 8 9.695 26 -2.552 26 409.... 27 728.444 5 88.949 26 174 nin -21.943 _26 -60.317 25 -64.367 25-323 ... 22 24.568 26 -652.917 11 175 3 m.. 292.934 8 9.695 26 -2.552 26 409.... 27 229.658 17 196.356 5 176 nin -21.943 26 -60.317 25 -64.367 25-323 ... 22 -232.293 11 -193.468 23 177 4 'n.. 288.004 8 9.695 26 -2.552 26409....27 -21.36 26 666.438_ 5 178 in -21.943 26 -60.317 25 -64.367 25 -323... 22 7.31 1 -85.556 21 179 5 m.. 283.073 8 9.695 26 -2.552 2s 409....324 26 1156.305 6 180 in -21.943 26�-60.317 25 64.367 25 -323....327 L-122 11 -172.80826181 M19 1 m.. gg2.722 117.834 26 59 26403.....73 5 208.291 16 182 in -110.440 1727.515 8 -39.537 6 -329....581 23 -937.728 1 10 RISA-31D Version 14.0.1 [f:\... \... \... \... W installation 12018]\FP38-Antenna MountAnalysis.r3d] Page 7 APX Bring Group, LLC OHMCompany Desi E&0iaz Checked By: M. Phillips Job ber �� 163.19 r E c x x a L u c.r E s Model Name FP38-Antenna Mount Analysis Envelope Member Section Forces (Continued) _...�..._ c..,, n-;-,nu I r - ch-rl6, I r . C6md161 1 C Tnrn i c.._,, nnnn,enrnr. i s �_� nnn,,,onr i r. 1831 12 Im.-I 977.791 11 7.834 26 -.59 26 403.... 4 1523.111 5 358.545 1 17 184 nin -114.147 17 -27.515 8 -39.537 6 -329... 22 .-1139.24 23 -717,093 11 185 3 m-. 972.861 11 7.834 26 -.59 26403.... 4 1186.149 17 520.967 5 186 in -117.845 17__ -27.515 8. -39.537 6-329...22 -1226.741 11 -510.842 23 _ 187 4 m.. 967.93 11 7.834 26 _.59 26 403.... 4 902.604 17 736.088 5 188 _ min _-121.543 17 -27.515 8 -39.537 - 6 -329... 22 -1368.327 11 -355.891 23 189 5 m.. 962.999 11 7.834 26 _.59 26 403.... 4 619.058 17 951.21 5 190 in -125.241 - 17 -27.515 8. _-39.537 6 -329... 22 -1510,524 10 -200.94 23' 191 M20 1 m.. -460.904 22 1.967 25 .329 4 12.81541 10.191 17 16.603 25 192 in -1266.601 - 27 .062 26 -.262 _ 21 -12.4- 22 -11.317 11 1.138 -26 193 2 m.. -461.608 22 1.053 25 .329 4 12.8154 13.042 17 .417 26 194 in -1267.54 27 .062 26 -.262 21 -12.4.. 22 -13.225 11 -1.902 1 195 3 m.. -462.313 22 .186 27 .329 4 12.8154 16.126 16 -.304 26 196' - in -1268.48 27 .06 24 -.262 21 -12.4.. 22 _ -15.776 22 -8.076 . 25 197 4 m.. -463.018 22 .062 26 .329 4 12.8154 19.973 4 -1.025 26 198 min -1269.419 27 -.774 _ 25 -.262 21 -12.4.. 22 -18.773 22 -4.834 27 199 5 m.. -463.722 22 .062 26 .329 4 12.8154 23.823 4 10.051 25 200 - in .-1270.359 27 -1.687. 25 -.--.262 21 -12.4.. 22 -21.771 22 -1.747 _ _ 26 201 M21 1 m.. -321.467 21 2.045 1 .397 15 3.565121 8.779 1 1 202 in -1133.728 27 _ .203 26 -.412 _ 9 -3.58720 -9.087 9 19 203 2 m.. -322.171 21 1.314 1 .397 15 3.565 2 4.915 2 1 204 _._ in -1134.668 27 .141 . 19 -.412 9 -3.58720 -5.588 2 19 _ 205 3 m•. -322.876 21 .582 1 .397 15 3.565 2 3.914 2 R23 26 206. ih -1135;607 27 407 _ . 19 412 9 '3.58720 4:623 _ 2 7 207 4 m•• -323.681 21 .203 26 .397 15 3.565 2 6.895 2 19 208 n -1136.547 27 1.114 7 412 9 3.58720 7.578 4 1 209 5 m.. -324.286 21 .203 26 •397 15 3.565 2 10.847 93 7 210 An -1137.487 27 . -1.846 - 7 -.412 9 -3.58720 -11 536 10 -3.37 26 211 M22 1 m.. 64,186 26 1.954 25 .576 16 15.02 4 2.031 1 18.205 5 212 An -818.394 25 -.009 26 -:573 _ 22 -14.4.. 22 .-1.301 20 -.245 26 , 213 2 Im.. 64.186 26 1.04 25 .576 16 15.02 4 7.53 4 2.12 17 214 in _ -819.491 25 _ -.009 26 -.573 --22 -14.4.. 22 -6.47 22 -3 496 11 215 3 'n.. 64.186 26 .215 5 .576 16 15.02 4 14.258 4 -.025 26 216 nin -820.587 25 -.024 23 -.573 22 -14.4.. 22 -13.18 22, -8.115 11 217 4 m.. 64.186 26 -.009 26 .576 16 15.02 4 20.985 4 .084 26 218 nin -821.683 25 -.786 25 - -.573 22 -14.4.. 22 -19.89 22 -3.9 25 219 5 m.. 64.186 26 -.009 26 .576 16 15.02 4 27.712 4 10.665 25 220 in -822.779 25 -1.7 _ 25 -.573 22 -14.4.. 22 -26.6 22 .194 26 221 M23 1 n.. 46.579 26 2.768 11 1.25 5 14.124 181 40.114 10 47.394 11 222 pin -668.084 25 -.022 17 -1.212 22 -4.0512 -40.372 16 -23.264 17 223 2 m.. 46.579 26 2.036 11 1.25 514.124 181 26.318 10 19.997 11 224 _ nin --669.18 25 -;57 - 17 -1.212 22-4.0512 -26.205 -16 -19.887 17 225 3 m.. 46.579 26 1.304 11 1.25 5 4.12418 12.522 10 2.271 23 226 in -670.277 25 -1.119 17 -1212 22 -4.0512 -12.037 16 -11.575 5 227 4 m• 46.579 26 •728 23 1.25 5 4.12418 2.785 27 5.649 17 228 in -671.373 25 -1.824 5 -1.212 22 .4.0512 -1.565 23 -9.758 11 229 5_ m • 46.579 26 .179 23 1.25 5 4.124 18 16.816 5 30.035 5 230 in -672.469 25 -2.556 5 -1.212 22 -4.0512 -15.335 23 -14.343 23 231 M24 1 m.. 1164.867 6 459.517 27 659.832 22 5910.. 22 0 24 7653.626 27 232 nin --1144.09 24 93.75 26 -66 .631 16-133...27 0 22 1793.348 26 233 2 'n.. 1164.867 6 459.517 27 659.832 22 5910.. 22 1979.495 22 6275.076 27 234 nin -1144.09 24 93.75 - 26 -668.631 16-133...27 -2005.892 16 1512.1 26 235 3 m. 1164.867 6 459.517 27 659.832 22 5910.. 22 3958.991 22 4896.525 27 236 in -1144.09 - 24 93.75' 26 -668.631 ,16 -133.::27 -4011.784 16 1230.851 --26 237 4 m.. 1164.867 6 459.517 27 659.832 22 5910.. 22 5938.487 22 3517.975 27 238 in -1144.09 24 93.75 - 26 -668.631 16 -133... 27 _ _6017:675 16 949.603 26 239 5 m•. 1164.867 6 459.517 27 659.832 22 5910.. 22 7g17.983 22 2139.424 27 RISA-3D Version 14.0.1 [TA ... \... \... \... \3C installation [2018]\FP38 - Antenna Mount Analysis.r3d] Page 8 Company APX Bring Group, LLC Nn Checked By: M. Phillips ���� Job Number 8 0163.19 r e e x x o L o ci e s Model Name FP38-Antenna Mount Analysis Envelope Member Section Forces (Continued) Member Sec Axialnbl LC v Shearllbl LC z ShearrIbI LC Tor LC - Moment Ib LC z-z Moment LC 240 1 1 hin -1144.09 24 93.75 26 -668.631 16 -133... 27 -8023.567 116 661.818 19 241 M25 1 m.. 0 1 .004 7 .004 27 0 1 0 1 0 1 242 in 0 1 -.005 1 -.001 10 0 1 0 1 0 1 243 2 m.. 367.113 27 568.695 1 252.898 10 341.... 9 658.736 16 3202.494 13 244 min 29.668 13 -561.626 19 -168.587 16 -319:.: 15 -3227.564 27 -3274.294 7 245 3 m.. 277.218 26 596.371 7 365.198 4 341.... 9 1402.112 27 3273.5 19 246 min -56.068 1 -589.117 13 -280.88 22-319 ... 15 -257.302 16 -3515.648 1 247 4 m.. 80.558 25 134.348 13 222.57 10 2001.. 10 1335.994 4 395.248 13 248 nin _ 0 26 -134.385 17 -222.628 _ 4 -200...16 -1335.6 10 -1352.122 7 249 5 m.. 0 1 0 26 .01 110. 0 1 1 0 11 0 1 250 nin 0 1 -.004 27 -.013 4 0 11 0 1 0 1 251 M26 1 'n.. 0 - 1 .008 6 .003 27 0 1 0 1 0 1 252 In 0 1 -.01 12 -,003 9 0 1 0 1 0 1 253 2 m.. 215.499 6 504.501 13 389.936 22168.... 5 3867.748 4 2430.595 13 254 min -126.965 24 -515.316_ 7 -417,885 4 -147.-23 -3367.579 22 -2654.208 7 255 3 'n.. 132.353 18 470.786 19 259.777 16168.... 5 1296.367 22 3054.228 7 256 min, -208.771 12 -480.313 1 =287.638 10 -147... 23 -1466.116 4 -3028.945 13 257 4 m.. 9.718 25 .014 7 .003 12 0 1 .103 27 .328 7 258 min 0 26 _ -.012 1 -.004 _ 27 0 _ 1 -.061 12 -.297 1 259 5 m.. 0 1 .014 7 .003 12 0 11 1 0 1 0 1 260 min . 0 _ 1 -.012 1 -.004 27 0 11 0 1 0 1 261 M27 1 m.. 0 1 .004 6 .003 4 0 1 0 1 0 1 262 in 0 1 -.005_ 12 -.002 10 _ _0 1 0' 1 __0 - 1 263 2 m.. 465.876 5 436.14 13 325.521 10147.... 115 2427.959 16 2636.857 14 264 in .-384.936 23 -445.354 7 -303.638 _ 16 -149... 9 -2828.346 10 -2832.739 8 265 3 m.. 383.343 17 441.223 19 230.069 4 147.... 15 1810.67 10 3163.271 6 266 nin 469.924 11 449.272 1 -206.587 22 -149... 9 -1677.01 16 -3136.37 _ 24 ' 267 4 m.. 9.718 25 .019 6 .002 5 0 1 .107 27 .447 1 6 268 in 0 26 -.017 12 -.004 27 0 1 -.051 5 -.4 12 269 5 m.. 0 1 .019 6 .002 5 0 1 0 1 0 1 270 in 0 1 -.017 12 -.004 27 0 1 0 1 0 1 271 M28 1 'n.. 0 1 .005 6 .001 127 0 1 0 1 0 1 272 nin, 0 1 -.006 12 -.002 10 0 1 0 1 0 1 273 2 'n.. 105.414 5 569.147 1 169.398 22 18.7523 2452.294 4 3381.102 14 274 nin -38.45 11 -562.412 19 -253.969 4 -341... 5 -930.961 22 -3460.966 8 275 3 m.. 9.805 17 595.525 7 279.854 16318.7523 33.632 21 3509.079 18 276 in -66.55 11 -588.618 13 -364.382 10 -341... 5 -542.711 31-3742.1971 12 277 4 m.. 80.558 25 134.343 13 222.644 10 2001.. 22 1335.788 4 395.102 13 2781 min 0 26 -134.373 19 -222.597 4 -200... 141 -1336.104 10 -1352.26 7 279 5 m.. 0 1 .004 4 .013 10 0 1 0 1 0 1 280 nin 0 1 -.009 10 -.011_ 4 0 1 0 1 0 1 281 M29 1 11M.-I 0 1 0 1 0 1 0 1 0 1 0 1 282 An 0 1 0 1 0 1 0 1 0 1 0 1 283 2 m.. 3200.627 22 19.302 25 0 1 0 1 0 1 0 26 284 nin -3207.65 16 0 26 0 1 0 1 0 1-73.495 25 285 3 m.. 3200.627 22 5.939 25 0 1 0 1 0 1 0 26 286 nin -3207.65 16 0 26 0 1 0 1 0 1-489.909 25 287 4 'n.. 3200.627 22 0 26 0 1 0 1 0 1 0 26 288 nin -3207.65 16 -7.424 25 0 1 1 0 1 1 0 1 -465.41.1 . 25 289 5 'n.. 3200.627 22 0 26 0 1 0 1 0 1 0 1 290 min, -3207.65 16 -20.786 _ 25 0 1 0 1 0 1 0 1 291 M30 1 m..j 134.399 1 0 26 222.4 4 0 1 .004 10 0 16 292 n -134.399 7 -70.84 25 -222.4 10 0 1 -.002 9 -.001 5 293 2 m•. 134.399 1 0 26 222.4 4 0 1 500.399 4 159.39 25 294 in -134.399 7 -70.84 25 -222.4 10 0 1 -500.4 22 0 26 295 3 m..L 134.399 1 0 26 222.4 4 0 1 1000.798 14 318.78 25 296 n -134.399 7 -70.84 25 -222.4 10 0 1 -1000.8 122 0 26 RISA-3D Version 14.0.1 [f:\... \... \... \...\3C installation [2018]\FP38 - Antenna Mount Analysis.r3d] Page 9 Company APX Engineering Group, LLC INMRJob Designer E.Diaz Checked By: M. Phillips OSA Number 18-0163.19 r e e x x o L o s I e s Model Name FP38 - Antenna Mount Analysis Envelope Member Section Forces (Continued) nnnmhcr Spr Avi.mhl I C v Rh.aKlhl I C .ghpnrrlhl I C Tnrn _._ I C v-v Mnmpntrlh_ LC 7-7 Mnment._ LC 2971 4 m 134.399 1 0 26 222.4 41 0 11 1501.198 41 478.17 25 298 nin -134.399 7 -70.84_:- _ 25 _ -222.4 10 _:0 1. -1501.2 22 0 26 299 5 m.. 134.399 1 0 26 222.4 4 0 1 2001.597 4 637.56 25 300 _ in -134.399 7 70.84 25 222.4 10. 0 '1 -2001:6 22 0 _ 26 301 M31 1 m.. 134.4 1 0 26 222.4 4 0 1 .003 17 0 11 302 in -134.4 7 -70.84 .. 25 -222.4 10 0 1 -.002 - 6 0 - 21 303 2 m.. 134.4 1 0 26 222.4 4 0 1 500.401 4 159.39 25 304 _ in -134.4 7 -70.84 25.- _-222.4' 10 0 1 -500.4- 10 0 .26 305 3 m. 134.4 1 0 26 222.4 4 0 1 1000.801 4 318.78 25 306 in _-134.4 7 -70.84 _ _ 25 -222.4 10 0 1 -1000.8- 10 0 26 307 4 m 134.4 1 0 26 222.4 4 0 1 1501.201 4 478.17 25 308 nin -134.4 7 -70.84 _ 25 -222.4' 10 0 1 -1501.2 10 0 26 309 5 m.- 134.4 1 0 26 222.4 4 0 1 2001.601 4 637.56 25 310 nin --134:4 7 _ _ -70.84 25 -222.4 10 0 1 -2001.6 10 0 26 311 M32 1 m- 133.309 7 123.523 1 81.806 101004.. 7 0 1 0 1 312 in 15.747 26 -104.307 19 -32.956 16-983...13 0 1 0 1 313 2 m • 130.185 7 123.523 1 81.806 101004.. 7 736.25 10 938.762 19 314 1 nin .15.747- _ 26-- _=104.307 19 -32.956 16 -983... 113 -296.603 16 -1111.711 1,. -` 315 3 m•• 127.061 7 123.523 1 81.806 101004.. 7 1472.5 10 1877.524 19 316 in 15.747 26 _-104.307 19 -32.956 _ 16 -983...13 --593.206 16 -2223.421 1 317 4 m.. 15.747 26 236.152 7 135.674 4 1858.. 2 781.263 22 2125,366 7 318 in -84:953 1 -216.737 13 _ _ .-86.807 22 -183... 20 -1221.063 4' -1950.629 13 319 5 m 15.747 26 236.152 7 135.674 4 1858.. 2 0 1 0 1 320 in -88076 1 -216.737 13 -86.807 22 -183... 20 0 1 0 1 321 M33 1 m.. 168.181 5 34.661 1 34.647 10192.72 4 0 1 0 1 322 in -93575 23 -34.681 7 -34.702 4-157..22 0 1 0 1 323 2 m.• 165.057 5 34.661 1 34.647 10192.72 4 311.819 10 312.128 7 324 in -95.918 23 1- -34.681 7 _-34.702 4 -157...22 -312.321_ 4 -311.945 1 325 3 m•• 161.934 5 34.661 1 34.647 10192.72 4 623.638 10 624.256 7 326 in _ -98 26 1 23 -34.681 7 -34.702 4 -157... 22 -624.642 4 -623.891 1 327 4 m.. 134.81 5 69.362 7 69.405 4 192.724 623.638 10 624,256 7 328 in --118.603 23 -69.321 1 -69.293 10 -157... 22 _-624.642 4 -623.891 1 329 5 m 131.686 5 69.362 7 69.405 4 192.72 4 0 1 0 1 330 in -120.946 23 -69.321 1 -69.293 10-157...22 0 1 0 1 331 M34 1 m.. 189.28 23 0 26 317.517 13 0 26 158.211 17 0 3 332 nin -189.28 17 -140 25 '--316.965 . 19 -33.6 25 '-157.931 23 0 19 333 1 2 m.. 189.28 23 0 26 317.517 13 0 26 686.771 14 315 25 334 in -189.28 17 _ -140 25 -316.965 19 -33.6 25 -686.07 8 _ 0 26 335 3 m. 189.28 23 0 26 317.517 13 0 26 1367.343 14 630 25 336 in -189.28 17 -140 25 _-316.965 19 -33.6 25 -1366.493 81 0 26 337 4 m. 189.28 23 0 26 317.517 13 0 26 2069.849 13 945 25 338 nin -189.28 17 ____..-140 25 -316.965 19 -33.6 25 -2065.15_ 19 0 26 339 5 m.• 189.28 23 0 26 317.517 13 0 26 2784.263 13 1260 25 340' in -189.28 17 -140 25 -316.965 19 -33.6 25. -2778.32 19 0 26 341 M35 1 m.• 192.453 13 75.6 25 121.143 17 0 16 362.485 23 226.8 25 342 nin -192.45 -- 191 0 26 -120.827 11 - 0 3 -363.429 5 0 26 343 1 2 m. 192.453 13 75.6 25 121.143 17 0 16 271.866 23 170.1 25 3441 pin,-192.45 19 0 26 -120.827 11 0 3 -272:574 5 0 26_ 345 3 m.. 192.453 13 75.6 25 121.143 17 0 16 181.247 23 113.4 25 346 nin -192.45 19 0 26 -120.827 11 0 3 -181.72- 5 0 26 347 4 'n.. 192.453 13 75.6 25 121.143 17 0 16 90.628 23 56.7 25 348 nin 7192.45 19 0 26 -120.827 11 0 3 -90.865 5 0 26 349 5 m.. 192.453 13 75.6 25 121.143 17 0 116 .008 23 0 11 350 nin -192.45 19 0 26 -120.827 11 0' 3 -.015 12 -.001 27 351 M36 1 m 124.792 7 64.4 25 68.19 11 0 5 205.2281171193.2 25 352 in -124.792 1 0 26 68.408 5 0 16 -204.563- 11 0 26 353 2 m 124.' 7 64.4 25 68.19 11 0 5 153.923 1171 144.9 1 25 RISA-3D Version 14.0.1 [TA ... \... \... \... W installation [2018]\FP38 - Antenna Mount Analysis.r3d] Page 10 Company APX eying Group, LLC 11HRISAJob N Number 8 0163.19 TECH NO EC E l E s Model Name FP38-Antenna Mount Analysis Checked By: M. Phillips Envelope Member Section Forces (Continued) nne.n6n, cnn i t „Ch-ri6t I r -i Q6--n61 i t 7-- r r „_„ nb.n,n-.nk 1 r- - RA- wnnl r 354 vin -124.792 1 0 26 -68.408 5 0 16 -153.42 11 0 26 355 3 m.. 124.792 7 64.4 25 68.19 11 0 5 102.618 17 96.6 25 356 in -124.792 1 0 26 -68.408 5 0 16 -102.279 23 0 26. 357 4 m.. 124.792 7 64.4 25 68.19 11 0 5 51.313 17 48.3 25 358 nin -124.792 1 0 26 -68.408 5 0 16 -51.139 23 0 26 359 5 m•• 124.792 7 64.4 25 68.19 11 0 5 .009 11 0 3 360 inin -124.792 1 0 26 -68.408 5 0 16 -.008 15 -_001 _ 27 Envelope Joint Reactions Jninf Y nhl i t Y nhl I r 7 nhl i r: MY rlh-inl i t MY ❑h-Iol l r nn7 nti_lol i t 1 N5 Tlax 4200.072 6 643.684 27 1061.563 22 5380.346 221 0 11 12628.201 12 2 min -2033.935 24 132.029 26 -1056.844 16 -5889.036 4 0 1 -7714.415 18 3 N6 nax 2269.656 18 714.457 27 1222.856 10 1165.806 16 0 1 14249.933 6 4 min -4439.714 12 149.222 26 _-1217.739 4 -4503.075 27 0 1 -8095.252 24 5 N40 Tiax 1164.867 6 459.517 27 663.482 22 5910.386 22 0 1 7653.626 27 6 min -1144.09 24 93.75 26 -664.782 16 -13389,022 27 0 1 1793.348 26 7 N76 nax 3152.65 22 32.664 25 552.107 22 0 1 0 1 0 1 8 min -315826 16 0 26 -560.738 16 0 1 0 1: 0 1 9 Totals a 64%1081 19 1845.655 27 3497.931 10 10 min 6478.081 1 375. 26 34 7.931 16 RISA-3D Version 14.0.1 [T:\... \... \... \... \3C installation [2018]\FP38 - Antenna Mount Analysis.r3d] Page 11 Standoff Connection Check In Accordance With AISC LRFD 14th Edition AT& APX Engineering Group, LLC FP38 (FA# 10070112), 18-0163.1 3400 Lakeside Drive, #525, Miramar, FL 33027 E.Diaz, January 201 Loads and Dimensions (worstcase) Reactions (Factored) R. = 4,500 Ibs RY=1 720 Ilbs Rz= Ljj250 Ibs Mx = 4,600 lb -in my = 0 lb -in Mz= 14,300 lb -in Connection Dimensions d, = 3.0 in d2= 2.0 in Maximum Bolt Shear (Max Member Tension, x-axis) (Max Member Shear, y-axis) (Max Member Shear, z-axis) (Max Member Torque, z-axis) (Max Member Bending, y-axis) (Max Member Bending, z-axis) (Horizontal Bolt Separation) (Vertical Bolt Separation) VN = (Ry/4) + (Rz/4) + [Mx / d, +d2 2 ] V = 999 Ibs per bolt Maximum Bolt Tension Tu = (Rx/4) + (My/d1/2) + (Mz/d2/2) TN = 4,700 Ibs per bolt Bolt Capacity ASTM A36, 1/2" 0 Base Plate d2 = 4 Bolts N a, FNG{.N!lII ING GROUP 1 of 1 d,=3in Member Local Axes Rz 41 �Tn = 6,406 Ibs (Bolt Design Tensile Strength, AISC Eq. J3-1) \ OVn = 3,844 Ibs (Bolt Design Shear Strength, AISC Eq. J3-1) Rx f,„ = 5,086 psi (Bolt Required Shear Stress, AISC J3.7) F rt = 1.3Fnt - (Fnt/oFnv)fry > Fn, = 43,500 psi (Modified Nominal Tensile Stress, AISC Eq. J3-3a) = 45,249 psi (Thus, Fnt Governs) IfIR, = 6,406 0 (Bolt Available Tensile Strength, AISC Eq. J3.2) Tv 5 �Rn OK Mz Ry 73.4% Stressed In Tension, 26% Stressed In Shear, 73.4% Stressed Combined