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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS - 16-00243 - Crown Castle - Tower Upgrade January 06, 2016 90 Ft Monopole Tower Structural Analysis Report CCI BU No. 857669 Project Number 104138.001.01, Application 327753, Revision 0 Page 2 tnxTower Report - version 6.1.4.1 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 – Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations January 06, 2016 90 Ft Monopole Tower Structural Analysis Report CCI BU No. 857669 Project Number 104138.001.01, Application 327753, Revision 0 Page 3 tnxTower Report - version 6.1.4.1 1) INTRODUCTION This tower is a 90 ft. Monopole tower designed by Ehresmann Engineering, Inc. in November of 2012. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-G. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 89 mph with no ice and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 90.0 93.0 3 Alcatel Lucent B25 RRH4X30 2 1 3/4 3/8 -- 3 Andrew SBNHH-1D65C 1 Raycap DC6-48-60-18-8F Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 90.0 93.0 3 Andrew HBX-9016DS-R2M -- -- 2 3 Andrew E15S09P94 14 1 1 1-5/8 5/16 1/8 1 3 Andrew HBX-6517DS-R2M 3 KMW AM-X-CD-17-65-00T-RET 92.0 3 Alcatel Lucent RRH 700 MHZ 1 Raycap DC6-48-60-18-8F 90.0 1 -- Platform Mount [LP 304-1] Notes: 1) Existing Equipment 2) Equipment To Be Removed; Not Considered in This Analysis Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 86 86 1 Generic 14' Low Profile Platform -- -- 12 KMW AM-X-CD-14-65 70 70 1 Generic 14' Low Profile Platform -- -- 12 KMW AM-X-CD-14-65 55 55 1 Generic 14' Low Profile Platform -- -- 12 KMW AM-X-CD-14-65 45 45 2 Generic 6' Dishes -- -- January 06, 2016 90 Ft Monopole Tower Structural Analysis Report CCI BU No. 857669 Project Number 104138.001.01, Application 327753, Revision 0 Page 4 tnxTower Report - version 6.1.4.1 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source Online Application AT&T Mobility Co-Locate, Revision # 0 327753 CCI Sites Tower Manufacturer Drawing Ehresmann Engineering Inc., Dwg No. 86650E01 5049053 CCI Sites Foundation Drawings Ehresmann Engineering Inc., Dwg No. 86650E01 5049053 CCI Sites Geotech Report Redmond & Associates, Project No. 541.014 4571869 CCI Sites Antenna Configuration Crown CAD Package Date:01/05/2016 CCI Sites 3.1) Analysis Method tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer’s specifications. 2) The tower and structures have been maintained in accordance with the manufacturer’s specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail L1 90 - 45 Pole TP31.25x24x0.188 1 -5.725 989.372 48.4 Pass L2 45 - 0 Pole TP38x30.069x0.25 2 -12.336 1728.750 64.8 Pass Summary Pole (L2) 64.8 Pass Rating = 64.8 Pass January 06, 2016 90 Ft Monopole Tower Structural Analysis Report CCI BU No. 857669 Project Number 104138.001.01, Application 327753, Revision 0 Page 5 tnxTower Report - version 6.1.4.1 Table 6 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft)% Capacity Pass / Fail 1 Anchor Rods Base 57.3 Pass 1 Base Plate Base 60.9 Pass 1 Base Foundation(Structure) Base 31.7 Pass 1 Base Foundation (Soil Interaction) Base 49.7 Pass Structure Rating (max from all components) = 64.8% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. APPENDIX A TNXTOWER OUTPUT B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 104138.001.01 - REXBURG_DT, ID (BU# 857669) Project: Client: Crown Castle Drawn by: Pavan Pai App'd: Code: TIA-222-G Date: 01/06/16 Scale: NTS Path: C:\Users\pavan\Desktop\Compile_104138_857669_Rexburg_DT--Pavan--Nithesh_QCD\Tnx_001_01\104138_001_01_REXBURG_DT_ID.eri Dwg No. E-1 90.0 ft 45.0 ft 0.0 ft REACTIONS - 89 mph WIND TORQUE 1 kip-ft 13 K SHEAR 853 kip-ft MOMENT 12 K AXIAL ARE FACTORED ALL REACTIONS S e c t i o n 1 2 L e n g t h ( f t ) 45 . 0 0 0 50 . 0 0 0 N u m b e r o f S i d e s 12 12 T h i c k n e s s ( i n ) 0. 1 8 8 0. 2 5 0 S o c k e t L e n g t h ( f t ) 5. 0 0 0 T o p D i a ( i n ) 24 . 0 0 0 30 . 0 6 9 B o t D i a ( i n ) 31 . 2 5 0 38 . 0 0 0 G r a d e A5 7 2 - 6 5 W e i g h t ( K ) 2. 5 4. 6 7. 2 SBNHH-1D65C w/ Mount Pipe (P) 90 SBNHH-1D65C w/ Mount Pipe (P) 90 SBNHH-1D65C w/ Mount Pipe (P) 90 DC6-48-60-18-8F (P) 90 B25 RRH4X30 (P) 90 B25 RRH4X30 (P) 90 B25 RRH4X30 (P) 90 HBX-6517DS-R2M w/ Mount Pipe (E) 90 HBX-6517DS-R2M w/ Mount Pipe (E) 90 HBX-6517DS-R2M w/ Mount Pipe (E) 90 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) 90 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) 90 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) 90 RRH 700 MHZ (E) 90 RRH 700 MHZ (E) 90 RRH 700 MHZ (E) 90 E15S09P94 (E) 90 E15S09P94 (E) 90 E15S09P94 (E) 90 DC6-48-60-18-8F (E) 90 6' x 2" Mount Pipe (E-For TME) 90 6' x 2" Mount Pipe (E-For TME) 90 6' x 2" Mount Pipe (E-For TME) 90 Platform Mount [LP 304-1] (E) 90DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION SBNHH-1D65C w/ Mount Pipe (P) 90 SBNHH-1D65C w/ Mount Pipe (P) 90 SBNHH-1D65C w/ Mount Pipe (P) 90 DC6-48-60-18-8F (P) 90 B25 RRH4X30 (P) 90 B25 RRH4X30 (P) 90 B25 RRH4X30 (P) 90 HBX-6517DS-R2M w/ Mount Pipe (E) 90 HBX-6517DS-R2M w/ Mount Pipe (E) 90 HBX-6517DS-R2M w/ Mount Pipe (E) 90 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) 90 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) 90 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) 90 RRH 700 MHZ (E) 90 RRH 700 MHZ (E) 90 RRH 700 MHZ (E) 90 E15S09P94 (E) 90 E15S09P94 (E) 90 E15S09P94 (E) 90 DC6-48-60-18-8F (E) 90 6' x 2" Mount Pipe (E-For TME) 90 6' x 2" Mount Pipe (E-For TME) 90 6' x 2" Mount Pipe (E-For TME) 90 Platform Mount [LP 304-1] (E) 90 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Madison County, Idaho. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.000 ft 7. TOWER RATING: 64.8% B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 104138.001.01 - REXBURG_DT, ID (BU# 857669) Project: Client: Crown Castle Drawn by: Pavan Pai App'd: Code: TIA-222-G Date: 01/06/16 Scale: NTS Path: C:\Users\pavan\Desktop\Compile_104138_857669_Rexburg_DT--Pavan--Nithesh_QCD\Tnx_001_01\104138_001_01_REXBURG_DT_ID.eri Dwg No. E-4 0 0 5 5 10 10 15 15 Global Mast Shear (K) 90.000 45.000 0.000 El e v a t i o n ( f t ) 0 0 500 500 1000 1000 Global Mast Moment (kip-ft) 90.000 45.000 0.000 TIA-222-G - 89 mph Exposure C Maximum Values Vx Vz Mx Mz B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 104138.001.01 - REXBURG_DT, ID (BU# 857669) Project: Client: Crown Castle Drawn by: Pavan Pai App'd: Code: TIA-222-G Date: 01/06/16 Scale: NTS Path: C:\Users\pavan\Desktop\Compile_104138_857669_Rexburg_DT--Pavan--Nithesh_QCD\Tnx_001_01\104138_001_01_REXBURG_DT_ID.eri Dwg No. E-5 TIA-222-G - Service - 60 mph Maximum Values 0 0 5 5 10 10 Deflection (in) 90.000 45.000 0.000 El e v a t i o n ( f t ) 0 0 0.5 0.5 1 1 Tilt (deg) 0 0 0.05 0.05 0.1 0.1 Twist (deg) 90.000 45.000 0.000 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 104138.001.01 - REXBURG_DT, ID (BU# 857669) Project: Client: Crown Castle Drawn by: Pavan Pai App'd: Code: TIA-222-G Date: 01/06/16 Scale: NTS Path: C:\Users\pavan\Desktop\Compile_104138_857669_Rexburg_DT--Pavan--Nithesh_QCD\Tnx_001_01\104138_001_01_REXBURG_DT_ID.eri Dwg No. E-7 Feed Line Distribution Chart 0' - 90' Round Flat App In Face App Out Face Truss Leg Face A 45.000 0.000 90.000 El e v a t i o n ( f t ) (1 4 ) L D F 5 - 5 0 A ( 7 / 8 " ) ( E ) 15 8 3 A ( 1 / 8 " ) ( E ) 92 0 7 ( 5 / 1 6 " ) ( E ) FB - L 9 8 B - 0 0 2 - X X X ( 3 / 8 " ) ( P ) (2 ) W R - V G 8 6 S T - B R D ( 3 / 4 " ) ( P ) Face B Face C 45.000 0.000 90.000 Sa f e t y L i n e 3 / 8 ( E ) ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 1 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai  Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Madison County, Idaho. Basic wind speed of 89 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends √ Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 90.000-45.000 45.000 5.000 12 24.000 31.250 0.188 0.750 A572-65 (65 ksi) L2 45.000-0.000 50.000 12 30.069 38.000 0.250 1.000 A572-65 (65 ksi) ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 2 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 24.847 14.377 1040.538 8.525 12.432 83.698 2108.413 7.076 5.930 31.624 32.352 18.754 2309.683 11.120 16.188 142.683 4680.043 9.230 7.873 41.987 L2 31.951 24.005 2724.460 10.675 15.576 174.914 5520.495 11.814 7.389 29.554 39.340 30.389 5527.550 13.515 19.684 280.814 11200.315 14.956 9.514 38.056 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in L1 90.000-45.000 1 1 1 L2 45.000-0.000 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Type Placement ft Total Number Number Per Row Start/End Position Width or Diameter in Perimeter in Weight klf **/>** Safety Line 3/8 (E) C Surface Ar (CaAa) 90.000 - 0.000 1 1 0.000 0.000 0.375 0.000 **/>** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Component Type Placement ft Total Number CAAA ft2/ft Weight klf LDF5-50A(7/8'') (E) A No Inside Pole 90.000 - 0.000 14 No Ice 0.000 0.000 1583A(1/8'') (E) A No Inside Pole 90.000 - 0.000 1 No Ice 0.000 0.000 9207(5/16'') (E) A No Inside Pole 90.000 - 0.000 1 No Ice 0.000 0.001 FB-L98B-002-XXX( 3/8'') (P) A No Inside Pole 90.000 - 0.000 1 No Ice 0.000 0.000 WR-VG86ST-BRD(3/4'') (P) A No Inside Pole 90.000 - 0.000 2 No Ice 0.000 0.001 **/>** ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 3 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 90.000-45.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.688 0.000 0.000 0.000 0.291 0.000 0.010 L2 45.000-0.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.688 0.000 0.000 0.000 0.291 0.000 0.010 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 90.000-45.000 0.000 0.054 0.000 0.054 L2 45.000-0.000 0.000 0.054 0.000 0.054 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 7 Safety Line 3/8 45.00 - 90.00 1.0000 1.0000 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K **/>** SBNHH-1D65C w/ Mount Pipe (P) A From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 11.588 9.793 0.099 SBNHH-1D65C w/ Mount Pipe (P) B From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 11.588 9.793 0.099 SBNHH-1D65C w/ Mount Pipe (P) C From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 11.588 9.793 0.099 DC6-48-60-18-8F (P) A From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 1.467 1.467 0.019 B25 RRH4X30 (P) A From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 2.567 2.032 0.055 B25 RRH4X30 (P) B From Leg 4.000 0.000 0.000 90.000 No Ice 2.567 2.032 0.055 ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 4 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 3.000 B25 RRH4X30 (P) C From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 2.567 2.032 0.055 HBX-6517DS-R2M w/ Mount Pipe (E) A From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 5.541 5.021 0.045 HBX-6517DS-R2M w/ Mount Pipe (E) B From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 5.541 5.021 0.045 HBX-6517DS-R2M w/ Mount Pipe (E) C From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 5.541 5.021 0.045 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) A From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 11.549 8.938 0.092 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) B From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 11.549 8.938 0.092 AM-X-CD-17-65-00T-RET w/ Mount Pipe (E) C From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 11.549 8.938 0.092 RRH 700 MHZ (E) A From Leg 4.000 0.000 2.000 0.000 90.000 No Ice 2.491 2.205 0.051 RRH 700 MHZ (E) B From Leg 4.000 0.000 2.000 0.000 90.000 No Ice 2.491 2.205 0.051 RRH 700 MHZ (E) C From Leg 4.000 0.000 2.000 0.000 90.000 No Ice 2.491 2.205 0.051 E15S09P94 (E) A From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 0.664 0.367 0.015 E15S09P94 (E) B From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 0.664 0.367 0.015 E15S09P94 (E) C From Leg 4.000 0.000 3.000 0.000 90.000 No Ice 0.664 0.367 0.015 DC6-48-60-18-8F (E) A From Leg 4.000 0.000 2.000 0.000 90.000 No Ice 1.467 1.467 0.019 6' x 2'' Mount Pipe (E-For TME) A From Leg 2.000 0.000 0.000 0.000 90.000 No Ice 1.425 1.425 0.022 6' x 2'' Mount Pipe (E-For TME) B From Leg 2.000 0.000 0.000 0.000 90.000 No Ice 1.425 1.425 0.022 6' x 2'' Mount Pipe (E-For TME) C From Leg 2.000 0.000 0.000 0.000 90.000 No Ice 1.425 1.425 0.022 Platform Mount [LP 304-1] (E) C None 0.000 90.000 No Ice 17.460 17.460 1.349 **/>** ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 5 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+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 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 90 - 45 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 14 -5.725 0.000 -291.267 Max. Mx 8 -5.725 -291.487 0.213 Max. My 2 -5.725 0.000 291.707 Max. Vy 8 8.902 -291.487 0.213 Max. Vx 2 -8.902 0.000 291.707 Max. Torque 8 0.629 L2 45 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 14 -12.336 0.000 -852.598 ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 6 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Mx 8 -12.336 -852.801 0.203 Max. My 2 -12.336 0.000 853.004 Max. Vy 8 13.407 -852.801 0.203 Max. Vx 2 -13.407 0.000 853.004 Max. Torque 8 0.628 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 2 12.348 0.000 13.396 Max. Hx 21 9.261 13.396 0.000 Max. Hz 2 12.348 0.000 13.396 Max. Mx 2 853.004 0.000 13.396 Max. Mz 8 852.801 -13.396 0.000 Max. Torsion 8 0.628 -13.396 0.000 Min. Vert 17 9.261 6.698 -11.601 Min. Hx 8 12.348 -13.396 0.000 Min. Hz 14 12.348 0.000 -13.396 Min. Mx 14 -852.598 0.000 -13.396 Min. Mz 20 -852.801 13.396 0.000 Min. Torsion 20 -0.628 13.396 0.000 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 10.290 0.000 0.000 -0.164 0.000 0.000 1.2 Dead+1.6 Wind 0 deg - No Ice 12.348 0.000 -13.396 -853.004 0.000 0.000 0.9 Dead+1.6 Wind 0 deg - No Ice 9.261 0.000 -13.396 -849.201 0.000 0.000 1.2 Dead+1.6 Wind 30 deg - No Ice 12.348 6.698 -11.601 -738.750 -426.401 -0.314 0.9 Dead+1.6 Wind 30 deg - No Ice 9.261 6.698 -11.601 -735.449 -424.525 -0.313 1.2 Dead+1.6 Wind 60 deg - No Ice 12.348 11.601 -6.698 -426.603 -738.548 -0.544 0.9 Dead+1.6 Wind 60 deg - No Ice 9.261 11.601 -6.698 -424.675 -735.299 -0.541 1.2 Dead+1.6 Wind 90 deg - No Ice 12.348 13.396 -0.000 -0.202 -852.801 -0.628 0.9 Dead+1.6 Wind 90 deg - No Ice 9.261 13.396 0.000 -0.151 -849.049 -0.625 1.2 Dead+1.6 Wind 120 deg - No Ice 12.348 11.601 6.698 426.198 -738.547 -0.544 0.9 Dead+1.6 Wind 120 deg - No Ice 9.261 11.601 6.698 424.374 -735.298 -0.541 1.2 Dead+1.6 Wind 150 deg - No Ice 12.348 6.698 11.601 738.344 -426.400 -0.314 0.9 Dead+1.6 Wind 150 deg - 9.261 6.698 11.601 735.147 -424.524 -0.313 ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 7 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft No Ice 1.2 Dead+1.6 Wind 180 deg - No Ice 12.348 0.000 13.396 852.598 0.000 0.000 0.9 Dead+1.6 Wind 180 deg - No Ice 9.261 0.000 13.396 848.898 0.000 0.000 1.2 Dead+1.6 Wind 210 deg - No Ice 12.348 -6.698 11.601 738.344 426.400 0.314 0.9 Dead+1.6 Wind 210 deg - No Ice 9.261 -6.698 11.601 735.147 424.524 0.313 1.2 Dead+1.6 Wind 240 deg - No Ice 12.348 -11.601 6.698 426.198 738.547 0.544 0.9 Dead+1.6 Wind 240 deg - No Ice 9.261 -11.601 6.698 424.374 735.298 0.541 1.2 Dead+1.6 Wind 270 deg - No Ice 12.348 -13.396 -0.000 -0.202 852.801 0.628 0.9 Dead+1.6 Wind 270 deg - No Ice 9.261 -13.396 0.000 -0.151 849.049 0.625 1.2 Dead+1.6 Wind 300 deg - No Ice 12.348 -11.601 -6.698 -426.603 738.548 0.544 0.9 Dead+1.6 Wind 300 deg - No Ice 9.261 -11.601 -6.698 -424.675 735.299 0.541 1.2 Dead+1.6 Wind 330 deg - No Ice 12.348 -6.698 -11.601 -738.750 426.401 0.314 0.9 Dead+1.6 Wind 330 deg - No Ice 9.261 -6.698 -11.601 -735.449 424.525 0.313 Dead+Wind 0 deg - Service 10.290 0.000 -3.405 -216.358 0.000 0.000 Dead+Wind 30 deg - Service 10.290 1.702 -2.948 -187.394 -108.095 -0.080 Dead+Wind 60 deg - Service 10.290 2.948 -1.702 -108.264 -187.226 -0.138 Dead+Wind 90 deg - Service 10.290 3.405 0.000 -0.169 -216.190 -0.160 Dead+Wind 120 deg - Service 10.290 2.948 1.702 107.926 -187.226 -0.138 Dead+Wind 150 deg - Service 10.290 1.702 2.948 187.057 -108.095 -0.080 Dead+Wind 180 deg - Service 10.290 0.000 3.405 216.021 0.000 0.000 Dead+Wind 210 deg - Service 10.290 -1.702 2.948 187.057 108.095 0.080 Dead+Wind 240 deg - Service 10.290 -2.948 1.702 107.926 187.226 0.138 Dead+Wind 270 deg - Service 10.290 -3.405 0.000 -0.169 216.190 0.160 Dead+Wind 300 deg - Service 10.290 -2.948 -1.702 -108.264 187.226 0.138 Dead+Wind 330 deg - Service 10.290 -1.702 -2.948 -187.394 108.095 0.080 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.000 -10.290 0.000 0.000 10.290 0.000 0.000% 2 0.000 -12.348 -13.396 0.000 12.348 13.396 0.000% 3 0.000 -9.261 -13.396 0.000 9.261 13.396 0.000% 4 6.698 -12.348 -11.601 -6.698 12.348 11.601 0.000% 5 6.698 -9.261 -11.601 -6.698 9.261 11.601 0.000% 6 11.601 -12.348 -6.698 -11.601 12.348 6.698 0.000% 7 11.601 -9.261 -6.698 -11.601 9.261 6.698 0.000% 8 13.396 -12.348 0.000 -13.396 12.348 0.000 0.000% 9 13.396 -9.261 0.000 -13.396 9.261 0.000 0.000% 10 11.601 -12.348 6.698 -11.601 12.348 -6.698 0.000% 11 11.601 -9.261 6.698 -11.601 9.261 -6.698 0.000% 12 6.698 -12.348 11.601 -6.698 12.348 -11.601 0.000% 13 6.698 -9.261 11.601 -6.698 9.261 -11.601 0.000% 14 0.000 -12.348 13.396 0.000 12.348 -13.396 0.000% 15 0.000 -9.261 13.396 0.000 9.261 -13.396 0.000% ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 8 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 16 -6.698 -12.348 11.601 6.698 12.348 -11.601 0.000% 17 -6.698 -9.261 11.601 6.698 9.261 -11.601 0.000% 18 -11.601 -12.348 6.698 11.601 12.348 -6.698 0.000% 19 -11.601 -9.261 6.698 11.601 9.261 -6.698 0.000% 20 -13.396 -12.348 0.000 13.396 12.348 0.000 0.000% 21 -13.396 -9.261 0.000 13.396 9.261 0.000 0.000% 22 -11.601 -12.348 -6.698 11.601 12.348 6.698 0.000% 23 -11.601 -9.261 -6.698 11.601 9.261 6.698 0.000% 24 -6.698 -12.348 -11.601 6.698 12.348 11.601 0.000% 25 -6.698 -9.261 -11.601 6.698 9.261 11.601 0.000% 26 0.000 -10.290 -3.405 0.000 10.290 3.405 0.000% 27 1.702 -10.290 -2.948 -1.702 10.290 2.948 0.000% 28 2.948 -10.290 -1.702 -2.948 10.290 1.702 0.000% 29 3.405 -10.290 0.000 -3.405 10.290 0.000 0.000% 30 2.948 -10.290 1.702 -2.948 10.290 -1.702 0.000% 31 1.702 -10.290 2.948 -1.702 10.290 -2.948 0.000% 32 0.000 -10.290 3.405 0.000 10.290 -3.405 0.000% 33 -1.702 -10.290 2.948 1.702 10.290 -2.948 0.000% 34 -2.948 -10.290 1.702 2.948 10.290 -1.702 0.000% 35 -3.405 -10.290 0.000 3.405 10.290 0.000 0.000% 36 -2.948 -10.290 -1.702 2.948 10.290 1.702 0.000% 37 -1.702 -10.290 -2.948 1.702 10.290 2.948 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00071984 5 Yes 4 0.00000001 0.00042545 6 Yes 4 0.00000001 0.00078764 7 Yes 4 0.00000001 0.00046723 8 Yes 4 0.00000001 0.00009408 9 Yes 4 0.00000001 0.00005687 10 Yes 4 0.00000001 0.00070312 11 Yes 4 0.00000001 0.00041556 12 Yes 4 0.00000001 0.00076594 13 Yes 4 0.00000001 0.00045414 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00076594 17 Yes 4 0.00000001 0.00045414 18 Yes 4 0.00000001 0.00070312 19 Yes 4 0.00000001 0.00041556 20 Yes 4 0.00000001 0.00009408 21 Yes 4 0.00000001 0.00005687 22 Yes 4 0.00000001 0.00078764 23 Yes 4 0.00000001 0.00046723 24 Yes 4 0.00000001 0.00071984 25 Yes 4 0.00000001 0.00042545 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00002179 29 Yes 4 0.00000001 0.00000001 ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 9 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00001972 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00001972 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00002179 37 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 90 - 45 7.883 26 0.710 0.002 L2 50 - 0 2.691 26 0.470 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 90.000 SBNHH-1D65C w/ Mount Pipe 26 7.883 0.710 0.002 37907 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 90 - 45 31.072 2 2.799 0.009 L2 50 - 0 10.610 2 1.854 0.003 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 90.000 SBNHH-1D65C w/ Mount Pipe 2 31.072 2.799 0.009 9654 ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 10 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L1 90 - 45 (1) TP31.25x24x0.188 45.000 0.000 0.0 18.268 -5.725 989.372 0.006 L2 45 - 0 (2) TP38x30.069x0.25 50.000 0.000 0.0 30.389 -12.336 1728.750 0.007 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L1 90 - 45 (1) TP31.25x24x0.188 291.707 610.909 0.477 0.000 610.909 0.000 L2 45 - 0 (2) TP38x30.069x0.25 853.008 1331.250 0.641 0.000 1331.250 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 90 - 45 (1) TP31.25x24x0.188 8.902 494.686 0.018 0.000 1238.733 0.000 L2 45 - 0 (2) TP38x30.069x0.25 13.407 864.377 0.016 0.000 2699.350 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 90 - 45 (1) 0.006 0.477 0.000 0.018 0.000 0.484 1.000 4.8.2 L2 45 - 0 (2) 0.007 0.641 0.000 0.016 0.000 0.648 1.000 4.8.2 ttnnxxTToowweerr Job 104138.001.01 - REXBURG_DT, ID (BU# 857669) Page 11 of 11 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:06:25 01/06/16 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Pavan Pai Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 90 - 45 Pole TP31.25x24x0.188 1 -5.725 989.372 48.4 Pass L2 45 - 0 Pole TP38x30.069x0.25 2 -12.336 1728.750 64.8 Pass Summary Pole (L2) 64.8 Pass RATING = 64.8 Pass  Program Version 6.1.4.1 APPENDIX B BASE LEVEL DRAWING APPENDIX C ADDITIONAL CALCULATIONS TIA Rev G Site Data BU#:853 ft-kips Site Name:12 kips App #:13 kips Other Eta Factor, η 0.5 TIA G (Fig. 4-4) If No stiffeners, Criteria:AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 12 Diam: 1.5 in Rod Material: Other Anchor Rod Results Rigid Strength (Fu): 125 ksi Max Rod (Cu+ Vu/ή):80.8 Kips AISC LRFD Yield (Fy): 105 ksi Allowable Axial, Φ*Fu*Anet:141.0 Kips φ*Tn Bolt Circle: 44 in Anchor Rod Stress Ratio: 57.3%Pass Diam: 50 in Base Plate Results Flexural Check Rigid Thick: 1.5 in Base Plate Stress:27.4 ksi AISC LRFD Grade: 50 ksi Allowable Plate Stress:45.0 ksi φ*Fy Single-Rod B-eff:10.18 in Base Plate Stress Ratio:60.9%Pass Y.L. Length: 22.18 n/a Config: 0 *Stiffener Results Weld Type:Fillet Horizontal Weld : n/a Groove Depth:0.25 <-- Disregard Vertical Weld: n/a Groove Angle:45 <-- Disregard Plate Flex+Shear, fb/Fb+(fv/Fv)^2:n/a Fillet H. Weld:0.3125 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2:n/a Fillet V. Weld:0.3125 in Plate Comp. (AISC Bracket): n/a Width:3 in n/a Height:18 in Pole Results Thick:0.75 in Pole Punching Shear Check:n/a Notch:0.5 in Grade:36 ksi Weld str.:70 ksi Diam: 38 in Thick: 0.25 in Grade: 65 ksi # of Sides: 12 "0" IF Round Fu 80 ksi Reinf. Fillet Weld 0 "0" if None * 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material Reactions Mu: Axial, Pu: Shear, Vu:327753 Revision # 0 Pole Data Anchor Rod Data Plate Data REXBURG_DT, ID in Pole Manufacturer: Stiffener Data (Welding at both sides) Clear Space between 4 857669 CCIplate v2.0 Analysis Date: 06-01-2016 857669 - REXBURG_DT, ID Foundation Analysis 11 Shear: kips Moment: ft-kips Tower Height: ft Tower Weight: kips Pad & Pier Dimensions / Properties: Pole Diameter at Base: in Bearing Depth: ft Pad Width: ft Neglected Depth: ft Thickness: ft Pier Diameter: ft Pier Height Above Grade: ft BP Dist. Above Pier: in Clear Cover: in Pier Rebar Size: Pier Rebar Quanity: Pad Rebar Size: Pad Rebar Quanity: Pier Tie Size: Tie Quanity: Rebar Yield Strength:psi Elevation Overview Concrete Strength:psi Concrete Unit Weight:kcf Seismic Zone: Soil Unit Weight: kcf Ult. Bearing Capacity: ksf Angle of Friction: deg Cohesion: ksf Passive Pressure: ksf Base Friction: Req'd Pier Diam. Overturning ** Notes:Shear Capacity Bearing Pad Shear - 1-way Pad Shear - 2-way Pad Moment Capacity Pier Moment Capacity Monopole Pad & Pier Foundation Analysis PAGE OF PROJECT 2.0 5.5 SUBJECT DATE 01-06-16 Rev. Type:G 17 . 0 F T 38.00 6.0 17.0 4.2 Design Loads: Input factored loads 13.0 853.0 90.0 12.0 0.5 3.0 3.0 10 28 8 18 4 6 60000 4000 0.15 1 Soil Data: Allowable Values 0.110 7.350 32.000 0.000 0.000 0.470 13.5% 21.4% 17.0 FT Summary of Results OK 49.7% 33.4% 31.7% 3.3% 20.8% 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 1/6/2016 Search Results for M ap http://windspeed.atcouncil.or g/index.php?option=com_content&view=article&id=10&dec=1&latitude=43.831111&longitude=­111.778917&risk_categor y_i=105&r …1/1 ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results Query Date: Wed Jan 06 2016 Latitude: 43.8311 Longitude: ­111.7789 ASCE 7­10 Windspeeds  (3­sec peak gust in mph*): Risk Category I: 105 Risk Category II: 115 Risk Category III­IV: 120 MRI** 10­Year: 76 MRI** 25­Year: 84 MRI** 50­Year: 90 MRI** 100­Year: 96 ASCE 7­05 Windspeed:   90 (3­sec peak gust in mph) ASCE 7­93 Windspeed:   73 (fastest mile in mph) *Miles  per hour **Mean Rec urrenc e Interval Users should consult with loc al building officials  to determine if there are community ­specific wind s peed  requirements  that govern.  Print your results   WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report.   Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650) 595­1542 Map data ©2016 Google, INEGI