Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
19060191 Structural Analysis
tnxTower Report - version 8.0.5.0 Date: June 19, 2019 Thomas Simpkins Aero Solutions LLC Crown Castle 5555 Central Ave., Suite 100 2000 Corporate Drive Boulder, CO 80301 Canonsburg, PA 15317 Phone: 720-304-6882 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: IN0475 Carrier Site Name: Carmel Hazel Dell Crown Castle Designation: Crown Castle BU Number: 873708 Crown Castle Site Name: Carmel Hazel Dell Crown Castle JDE Job Number: 577102 Crown Castle Work Order Number: 1749061 Crown Castle Order Number: 494881 Rev. 1 Engineering Firm Designation: Aero Solutions LLC Project Number: 003-19-0047 Site Data: 10851 HAZEL DELL PKY, CARMEL, Hamilton County, IN Latitude 39° 56' 54.2'', Longitude -86° 4' 19.3'' 120 Foot - Monopole Tower Dear Thomas Simpkins, Aero 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2012 the International Building Code based upon an ultimate 3-second gust wind speed of 115 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Calculations Prepared by: Muhsen Sassi, Ph.D. Respectfully submitted by: Mikko Ahola Structural Engineer IN PE #PE11900115 Expires: 07/31/2020 June 19, 2019 120 Ft Monopole Tower Structural Analysis CCI BU No 873708 Project Number 003-19-0047, Order 494881, Revision 1 Page 2 tnxTower Report - version 8.0.5.0 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 June 19, 2019 120 Ft Monopole Tower Structural Analysis CCI BU No 873708 Project Number 003-19-0047, Order 494881, Revision 1 Page 3 tnxTower Report - version 8.0.5.0 1) INTRODUCTION This tower is a 120 ft Monopole tower designed by Pirod Manufactures Inc. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 115 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 0.75 in Wind Speed with Ice: 40 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 98.0 99.0 1 Raycap DC6-48-60-18-8F 4 2 13/16 3/8 97.0 100.0 3 Ericsson RRUS 32 B2 14 1 1 7/8 5/16 3/8 3 Ericsson RRUS 32 B66 98.0 6 Ace XXQLH-654L8H8-IVT w/ Mount Pipe 97.0 2 Powerwave Technologies RA21.7750.00 w/ Mount Pipe 4 Powerwave Technologies RA21.7770.00 w/ Mount Pipe 3 Ericsson RRUS 4449 B5/B12 3 Ericsson RRUS 4478 B14 12 Powerwave Technologies LGP21404 2 Raycap DC6-48-60-18-8F 1 Tower Mounts Platform Mount [LP 302-1] Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 118.0 120.0 9 Decibel DB844H90E-XY w/ Mount Pipe 9 7/8 118.0 1 Tower Mounts Platform Mount [LP 403-1] 101.0 101.0 1 Tower Mounts Side Arm Mount [SO 104-3] - - June 19, 2019 120 Ft Monopole Tower Structural Analysis CCI BU No 873708 Project Number 003-19-0047, Order 494881, Revision 1 Page 4 tnxTower Report - version 8.0.5.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source Geotechnical Reports PSI Engineering 1348361 CCISITES Tower Foundation Drawings Pirod 1348497 CCISITES Tower Manufacturer Drawings Pirod 1348477 CCISITES 3.1) Analysis Method tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) 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. This analysis may be affected if any assumptions are not valid or have been made in error. Aero Solutions LLC should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) Φ*P_allow (K) % Capacity Pass / Fail L1 120 - 100 Pole P36x3/8 1 -5.93 1564.60 5.1 Pass L2 100 - 80 Pole P42x3/8 2 -14.25 1752.31 16.1 Pass L3 80 - 60 Pole P48x3/8 3 -19.20 1939.86 24.1 Pass L4 60 - 40 Pole P54x3/8 4 -24.69 2127.30 29.8 Pass L5 40 - 20 Pole P60x3/8 5 -30.84 2314.65 34.2 Pass L6 20 - 0 Pole P60x1/2 6 -38.84 3281.97 32.9 Pass Summary Pole (L5) 34.2 Pass RATING = 34.2 Pass Table 5 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Flange Connection 100 4.7 Pass 1 Flange Connection 80 16.7 Pass 1 Flange Connection 60 26.0 Pass 1 Flange Connection 40 27.3 Pass 1 Flange Connection 20 31.1 Pass 1 Anchor Rods 0 31.7 Pass June 19, 2019 120 Ft Monopole Tower Structural Analysis CCI BU No 873708 Project Number 003-19-0047, Order 494881, Revision 1 Page 5 tnxTower Report - version 8.0.5.0 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Base Plate 0 25.4 Pass 1 Base Foundation 0 36.9 Pass 1 Base Foundation Soil Interaction 0 20.9 Pass Structure Rating (max from all components) = 36.9% Notes: 1) 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 loads configuration. No modifications are required at this time. June 19, 2019 120 Ft Monopole Tower Structural Analysis CCI BU No 873708 Project Number 003-19-0047, Order 494881, Revision 1 Page 6 tnxTower Report - version 8.0.5.0 APPENDIX A TNXTOWER OUTPUT Comptek 5555 Central Ave., Suite 100 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Job: Carmel Hazel Dell (BU 873708) Project: AERO#003-19-0047 Client: Crown Castle Drawn by: M.Sassi App'd: Code: TIA-222-H Date: 06/20/19 Scale: NTS Path: P:\004_CCI_SITES\873708 Carmel Hazel Dell\003-19-0047\Engineering\Aero Calculations\Working RISA\873708 Carmel Hazel Dell.eri Dwg No. E-1 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 115 mph WIND TORQUE 2 kip-ft 20 K SHEAR 1618 kip-ft MOMENT 39 K AXIAL 40 mph WIND - 1.4250 in ICE TORQUE 0 kip-ft 5 K SHEAR 351 kip-ft MOMENT 59 K AXIAL ARE FACTORED ALL REACTIONS Section123456 SizeP36x3/8P42x3/8P48x3/8P54x3/8P60x3/8P60x1/2 Length (ft)20.0020.0020.0020.0020.0020.00 GradeA53-B-42 Weight (K)2.93.33.84.34.86.425.5MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A53-B-42 42 ksi 63 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 115 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 40 mph basic wind with 1.43 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TIA-222-H Annex S 9. TOWER RATING: 34.2% ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 1 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: • Tower is located in Hamilton County, Indiana. • Tower base elevation above sea level: 749.00 ft. • Basic wind speed of 115 mph. • Risk Category II. • Exposure Category C. • Simplified Topographic Factor Procedure for wind speed-up calculations is used. • Topographic Category: 1. • Crest Height: 0.00 ft. • Nominal ice thickness of 1.4250 in. • Ice thickness is considered to increase with height. • Ice density of 56 pcf. • A wind speed of 40 mph is used in combination with ice. • Temperature drop of 50 °F. • Deflections calculated using a wind speed of 60 mph. • TIA-222-H Annex S. • A non-linear (P-delta) analysis was used. • Pressures are calculated at each section. • Stress ratio used in pole design is 1.05. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options √ Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Pole Section Geometry ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 2 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Section Elevation ft Section Length ft Pole Size Pole Grade Socket Length ft L1 120.00-100.00 20.00 P36x3/8 A53-B-42 (42 ksi) L2 100.00-80.00 20.00 P42x3/8 A53-B-42 (42 ksi) L3 80.00-60.00 20.00 P48x3/8 A53-B-42 (42 ksi) L4 60.00-40.00 20.00 P54x3/8 A53-B-42 (42 ksi) L5 40.00-20.00 20.00 P60x3/8 A53-B-42 (42 ksi) L6 20.00-0.00 20.00 P60x1/2 A53-B-42 (42 ksi) 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 Double Angle Stitch Bolt Spacing Redundants in L1 120.00-100.00 1 1 1 L2 100.00-80.00 1 1 1 L3 80.00-60.00 1 1 1 L4 60.00-40.00 1 1 1 L5 40.00-20.00 1 1 1 L6 20.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude From Torque Calculation Component Type Placement ft Total Number Number Per Row Start/End Position Width or Diameter in Perimeter in Weight plf Climbing ladder rungs(8 per sec.) B No Surface Ar (CaAa) 120.00 - 0.00 1 1 0.250 0.250 0.7500 1.03 ** 98/97 ** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight plf ** 118 ** LDF5-50A(7/8'') C No No Inside Pole 118.00 - 0.00 9 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.33 0.33 0.33 0.33 ** 98/97 ** **** LDF5-50A(7/8) B No No Inside Pole 97.00 - 0.00 12 No Ice 0.00 0.33 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 3 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight plf 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.33 0.33 0.33 PWRT-606-S(7/8) C No No Inside Pole 97.00 - 0.00 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.89 0.89 0.89 0.89 ATCB-B01(5/16'') B No No Inside Pole 97.00 - 0.00 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.07 0.07 0.07 0.07 FB-L98B-034-XXX( 3/8) C No No Inside Pole 97.00 - 0.00 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.06 0.06 0.06 0.06 RFFT-36SM-001-X XM(3/8) C No No Inside Pole 98.00 - 0.00 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.09 0.09 0.09 0.09 PWRT-608-S(13/16) C No No Inside Pole 98.00 - 0.00 4 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.62 0.62 0.62 0.62 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 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 0.000 0.000 0.000 0.000 0.00 0.02 0.05 L2 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 0.000 0.000 0.000 0.000 0.00 0.09 0.14 L3 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 0.000 0.000 0.000 0.000 0.00 0.10 0.15 L4 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 0.000 0.000 0.000 0.000 0.00 0.10 0.15 L5 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 0.000 0.000 0.000 0.000 0.00 0.10 0.15 L6 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 0.000 0.000 0.000 0.000 0.00 0.10 0.15 Feed Line/Linear Appurtenances Section Areas - With Ice ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 4 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 120.00-100.00 A B C 1.607 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.929 0.000 0.000 0.000 0.000 0.00 0.11 0.05 L2 100.00-80.00 A B C 1.575 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.802 0.000 0.000 0.000 0.000 0.00 0.18 0.14 L3 80.00-60.00 A B C 1.536 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.645 0.000 0.000 0.000 0.000 0.00 0.19 0.15 L4 60.00-40.00 A B C 1.485 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.442 0.000 0.000 0.000 0.000 0.00 0.18 0.15 L5 40.00-20.00 A B C 1.411 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.146 0.000 0.000 0.000 0.000 0.00 0.18 0.15 L6 20.00-0.00 A B C 1.265 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.559 0.000 0.000 0.000 0.000 0.00 0.16 0.15 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 120.00-100.00 0.7350 0.0000 1.6872 0.0000 L2 100.00-80.00 0.7371 0.0000 1.6998 0.0000 L3 80.00-60.00 0.7386 0.0000 1.6973 0.0000 L4 60.00-40.00 0.7399 0.0000 1.6783 0.0000 L5 40.00-20.00 0.7409 0.0000 1.6346 0.0000 L6 20.00-0.00 0.7409 0.0000 1.5136 0.0000 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 1 Climbing ladder rungs(8 per sec.) 100.00 - 120.00 1.0000 1.0000 L2 1 Climbing ladder rungs(8 per sec.) 80.00 - 100.00 1.0000 1.0000 L3 1 Climbing ladder rungs(8 per sec.) 60.00 - 80.00 1.0000 1.0000 L4 1 Climbing ladder rungs(8 per sec.) 40.00 - 60.00 1.0000 1.0000 L5 1 Climbing ladder rungs(8 per sec.) 20.00 - 40.00 1.0000 1.0000 L6 1 Climbing ladder rungs(8 per sec.) 0.00 - 20.00 1.0000 1.0000 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 5 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi 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 1/2'' x 4' LRod C From Leg 0.00 0.00 2.00 0.0000 120.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.20 0.61 0.95 1.46 0.20 0.61 0.95 1.46 0.00 0.01 0.01 0.03 ** 118 ** (3) DB844H90E-XY w/ Mount Pipe A From Centroid-Fa ce 4.00 0.00 2.00 0.0000 118.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.30 3.67 4.03 4.80 4.80 5.42 6.04 7.34 0.03 0.07 0.12 0.23 (3) DB844H90E-XY w/ Mount Pipe B From Centroid-Fa ce 4.00 0.00 2.00 0.0000 118.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.30 3.67 4.03 4.80 4.80 5.42 6.04 7.34 0.03 0.07 0.12 0.23 (3) DB844H90E-XY w/ Mount Pipe C From Centroid-Fa ce 4.00 0.00 2.00 0.0000 118.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.30 3.67 4.03 4.80 4.80 5.42 6.04 7.34 0.03 0.07 0.12 0.23 Platform Mount [LP 403-1] C None 0.0000 118.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 18.85 24.30 29.75 40.65 18.85 24.30 29.75 40.65 1.50 1.80 2.09 2.69 ** 101 ** Side Arm Mount [SO 104-3] C None 0.0000 101.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.30 4.13 4.96 6.62 3.30 4.13 4.96 6.62 0.29 0.32 0.35 0.41 ** 98 ** DC6-48-60-18-8F B From Centroid-Le g 4.00 -2.00 0.00 0.0000 98.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.20 2.40 2.60 3.04 2.20 2.40 2.60 3.04 0.02 0.04 0.07 0.13 ** 97 ** (2) XXQLH-654L8H8-IVT A From Leg 4.00 0.00 1.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.15 17.77 18.40 19.69 7.97 8.56 9.16 10.38 0.11 0.20 0.30 0.53 (2) XXQLH-654L8H8-IVT B From Leg 4.00 0.00 1.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.15 17.77 18.40 19.69 7.97 8.56 9.16 10.38 0.11 0.20 0.30 0.53 (2) XXQLH-654L8H8-IVT C From Leg 4.00 0.00 1.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.15 17.77 18.40 19.69 7.97 8.56 9.16 10.38 0.11 0.20 0.30 0.53 (2) RA21.7770.00 A From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 6.53 6.93 7.35 3.51 3.90 4.30 0.04 0.07 0.12 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 6 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi 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 2'' Ice 8.19 5.13 0.22 (2) RA21.7750.00 B From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.74 7.15 7.57 8.44 3.63 4.03 4.44 5.28 0.03 0.07 0.11 0.22 (2) RA21.7770.00 C From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.53 6.93 7.35 8.19 3.51 3.90 4.30 5.13 0.04 0.07 0.12 0.22 RRUS 32 B2 A From Centroid-Le g 4.00 -2.00 3.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.73 2.95 3.18 3.66 1.67 1.86 2.05 2.46 0.05 0.07 0.10 0.16 RRUS 32 B2 B From Centroid-Le g 4.00 -2.00 3.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.73 2.95 3.18 3.66 1.67 1.86 2.05 2.46 0.05 0.07 0.10 0.16 RRUS 32 B2 C From Centroid-Le g 4.00 -2.00 3.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.73 2.95 3.18 3.66 1.67 1.86 2.05 2.46 0.05 0.07 0.10 0.16 RRUS 32 B66 A From Centroid-Le g 4.00 7.00 3.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.74 2.96 3.19 3.68 1.67 1.86 2.05 2.46 0.05 0.07 0.10 0.16 RRUS 32 B66 B From Centroid-Le g 4.00 7.00 3.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.74 2.96 3.19 3.68 1.67 1.86 2.05 2.46 0.05 0.07 0.10 0.16 RRUS 32 B66 C From Centroid-Le g 4.00 7.00 3.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.74 2.96 3.19 3.68 1.67 1.86 2.05 2.46 0.05 0.07 0.10 0.16 RRUS 4449 B5/B12 A From Leg 4.00 0.00 0.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.97 2.14 2.33 2.72 1.41 1.56 1.73 2.07 0.07 0.09 0.11 0.16 RRUS 4449 B5/B12 B From Leg 4.00 0.00 0.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.97 2.14 2.33 2.72 1.41 1.56 1.73 2.07 0.07 0.09 0.11 0.16 RRUS 4449 B5/B12 B From Leg 4.00 0.00 0.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.97 2.14 2.33 2.72 1.41 1.56 1.73 2.07 0.07 0.09 0.11 0.16 (3) LGP21404 A From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.10 1.24 1.38 1.69 0.35 0.44 0.54 0.77 0.01 0.02 0.03 0.05 (4) LGP21404 B From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.10 1.24 1.38 1.69 0.35 0.44 0.54 0.77 0.01 0.02 0.03 0.05 (4) LGP21404 C From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.10 1.24 1.38 1.69 0.35 0.44 0.54 0.77 0.01 0.02 0.03 0.05 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 7 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi 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 DC6-48-60-18-8F A From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.20 2.40 2.60 3.04 2.20 2.40 2.60 3.04 0.02 0.04 0.07 0.13 DC6-48-60-18-8F B From Centroid-Le g 4.00 -2.00 0.00 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.20 2.40 2.60 3.04 2.20 2.40 2.60 3.04 0.02 0.04 0.07 0.13 RRUS 4478 B14 A From Leg 4.00 0.00 0.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.84 2.01 2.19 2.57 1.06 1.20 1.34 1.66 0.06 0.08 0.09 0.14 RRUS 4478 B14 A From Leg 4.00 0.00 0.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.84 2.01 2.19 2.57 1.06 1.20 1.34 1.66 0.06 0.08 0.09 0.14 RRUS 4478 B14 B From Leg 4.00 0.00 0.00 60.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.84 2.01 2.19 2.57 1.06 1.20 1.34 1.66 0.06 0.08 0.09 0.14 Platform Mount [LP 302-1] C None 0.0000 97.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 33.03 44.60 56.17 79.31 33.03 44.60 56.17 79.31 1.71 2.19 2.68 3.65 ** *** Ice Guard B From Leg 0.00 0.00 0.00 30.0000 77.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.50 2.00 2.50 3.50 1.50 2.00 2.50 3.50 0.05 0.07 0.09 0.13 ** Ice Guard B From Leg 0.00 0.00 0.00 -30.0000 36.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.50 2.00 2.50 3.50 1.50 2.00 2.50 3.50 0.05 0.07 0.09 0.13 ** Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 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 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 8 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Comb. No. Description 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 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 120 - 100 Pole Max Tension 36 0.00 -0.00 -0.00 Max. Compression 26 -10.04 -0.13 0.07 Max. Mx 8 -5.93 -65.75 0.02 Max. My 2 -5.93 -0.04 65.74 Max. Vy 8 4.34 -65.75 0.02 Max. Vx 2 -4.34 -0.04 65.74 Max. Torque 24 0.01 L2 100 - 80 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -26.09 -3.29 1.51 Max. Mx 8 -14.25 -285.90 1.20 Max. My 2 -14.25 -1.85 285.25 Max. Vy 8 12.62 -285.90 1.20 Max. Vx 2 -12.62 -1.85 285.25 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 9 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Torque 12 1.70 L3 80 - 60 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -33.05 -3.70 1.50 Max. Mx 8 -19.20 -559.03 1.77 Max. My 2 -19.20 -2.60 558.19 Max. Vy 8 14.63 -559.03 1.77 Max. Vx 2 -14.63 -2.60 558.19 Max. Torque 12 1.76 L4 60 - 40 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -40.60 -3.91 1.62 Max. Mx 8 -24.69 -871.88 2.39 Max. My 2 -24.69 -3.25 871.01 Max. Vy 8 16.64 -871.88 2.39 Max. Vx 2 -16.64 -3.25 871.01 Max. Torque 12 1.76 L5 40 - 20 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -48.95 -4.38 1.60 Max. Mx 8 -30.84 -1225.51 2.94 Max. My 2 -30.84 -4.03 1224.41 Max. Vy 8 18.66 -1225.51 2.94 Max. Vx 2 -18.66 -4.03 1224.41 Max. Torque 12 1.83 L6 20 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -58.84 -4.57 1.71 Max. Mx 8 -38.84 -1615.43 3.56 Max. My 2 -38.84 -4.67 1614.30 Max. Vy 8 20.31 -1615.43 3.56 Max. Vx 2 -20.31 -4.67 1614.30 Max. Torque 12 1.83 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 26 58.84 0.00 0.00 Max. Hx 20 38.84 20.31 -0.03 Max. Hz 2 38.84 -0.03 20.31 Max. Mx 2 1614.30 -0.03 20.31 Max. Mz 8 1615.43 -20.31 0.03 Max. Torsion 12 1.83 -10.13 -17.58 Min. Vert 9 29.13 -20.31 0.03 Min. Hx 8 38.84 -20.31 0.03 Min. Hz 14 38.84 0.03 -20.31 Min. Mx 14 -1612.91 0.03 -20.31 Min. Mz 20 -1611.82 20.31 -0.03 Min. Torsion 24 -1.83 10.13 17.58 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 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 10 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 32.37 0.00 0.00 -0.57 -1.48 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 38.84 0.03 -20.31 -1614.30 -4.67 1.69 0.9 Dead+1.0 Wind 0 deg - No Ice 29.13 0.03 -20.31 -1610.17 -4.21 1.68 1.2 Dead+1.0 Wind 30 deg - No Ice 38.84 10.18 -17.60 -1399.55 -811.10 1.10 0.9 Dead+1.0 Wind 30 deg - No Ice 29.13 10.18 -17.60 -1395.95 -808.66 1.09 1.2 Dead+1.0 Wind 60 deg - No Ice 38.84 17.61 -10.18 -809.98 -1400.68 0.21 0.9 Dead+1.0 Wind 60 deg - No Ice 29.13 17.61 -10.18 -807.82 -1396.80 0.21 1.2 Dead+1.0 Wind 90 deg - No Ice 38.84 20.31 -0.03 -3.56 -1615.43 -0.73 0.9 Dead+1.0 Wind 90 deg - No Ice 29.13 20.31 -0.03 -3.38 -1611.03 -0.73 1.2 Dead+1.0 Wind 120 deg - No Ice 38.84 17.58 10.13 803.63 -1397.81 -1.48 0.9 Dead+1.0 Wind 120 deg - No Ice 29.13 17.58 10.13 801.84 -1393.94 -1.47 1.2 Dead+1.0 Wind 150 deg - No Ice 38.84 10.13 17.58 1395.30 -806.14 -1.83 0.9 Dead+1.0 Wind 150 deg - No Ice 29.13 10.13 17.58 1392.06 -803.71 -1.82 1.2 Dead+1.0 Wind 180 deg - No Ice 38.84 -0.03 20.31 1612.91 1.06 -1.69 0.9 Dead+1.0 Wind 180 deg - No Ice 29.13 -0.03 20.31 1609.14 1.51 -1.68 1.2 Dead+1.0 Wind 210 deg - No Ice 38.84 -10.18 17.60 1398.16 807.49 -1.10 0.9 Dead+1.0 Wind 210 deg - No Ice 29.13 -10.18 17.60 1394.92 805.97 -1.09 1.2 Dead+1.0 Wind 240 deg - No Ice 38.84 -17.61 10.18 808.59 1397.07 -0.21 0.9 Dead+1.0 Wind 240 deg - No Ice 29.13 -17.61 10.18 806.79 1394.10 -0.21 1.2 Dead+1.0 Wind 270 deg - No Ice 38.84 -20.31 0.03 2.17 1611.82 0.73 0.9 Dead+1.0 Wind 270 deg - No Ice 29.13 -20.31 0.03 2.34 1608.33 0.73 1.2 Dead+1.0 Wind 300 deg - No Ice 38.84 -17.58 -10.13 -805.01 1394.20 1.48 0.9 Dead+1.0 Wind 300 deg - No Ice 29.13 -17.58 -10.13 -802.87 1391.24 1.47 1.2 Dead+1.0 Wind 330 deg - No Ice 38.84 -10.13 -17.58 -1396.68 802.52 1.83 0.9 Dead+1.0 Wind 330 deg - No Ice 29.13 -10.13 -17.58 -1393.09 801.01 1.82 1.2 Dead+1.0 Ice+1.0 Temp 58.84 0.00 0.00 -1.71 -4.57 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 58.84 0.00 -4.51 -347.04 -5.09 0.29 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 58.84 2.26 -3.91 -300.98 -177.69 0.20 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 58.84 3.91 -2.26 -174.74 -303.93 0.06 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 58.84 4.51 -0.00 -2.16 -349.99 -0.10 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 58.84 3.91 2.25 170.54 -303.53 -0.23 1.2 Dead+1.0 Wind 150 58.84 2.25 3.91 297.06 -177.00 -0.30 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 11 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 58.84 -0.00 4.51 343.52 -4.30 -0.29 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 58.84 -2.26 3.91 297.46 168.30 -0.20 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 58.84 -3.91 2.26 171.23 294.54 -0.06 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 58.84 -4.51 0.00 -1.36 340.60 0.10 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 58.84 -3.91 -2.25 -174.06 294.14 0.23 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 58.84 -2.25 -3.91 -300.58 167.61 0.30 Dead+Wind 0 deg - Service 32.37 0.01 -4.95 -392.95 -2.20 0.41 Dead+Wind 30 deg - Service 32.37 2.48 -4.29 -340.73 -198.30 0.27 Dead+Wind 60 deg - Service 32.37 4.29 -2.48 -197.37 -341.66 0.05 Dead+Wind 90 deg - Service 32.37 4.95 -0.01 -1.27 -393.88 -0.18 Dead+Wind 120 deg - Service 32.37 4.28 2.47 195.01 -340.96 -0.36 Dead+Wind 150 deg - Service 32.37 2.47 4.28 338.88 -197.09 -0.44 Dead+Wind 180 deg - Service 32.37 -0.01 4.95 391.80 -0.80 -0.41 Dead+Wind 210 deg - Service 32.37 -2.48 4.29 339.58 195.29 -0.27 Dead+Wind 240 deg - Service 32.37 -4.29 2.48 196.22 338.66 -0.05 Dead+Wind 270 deg - Service 32.37 -4.95 0.01 0.12 390.88 0.18 Dead+Wind 300 deg - Service 32.37 -4.28 -2.47 -196.16 337.96 0.36 Dead+Wind 330 deg - Service 32.37 -2.47 -4.28 -340.03 194.09 0.44 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 0.00 -32.37 0.00 0.00 32.37 0.00 0.000% 2 0.03 -38.84 -20.31 -0.03 38.84 20.31 0.000% 3 0.03 -29.13 -20.31 -0.03 29.13 20.31 0.000% 4 10.18 -38.84 -17.60 -10.18 38.84 17.60 0.000% 5 10.18 -29.13 -17.60 -10.18 29.13 17.60 0.000% 6 17.61 -38.84 -10.18 -17.61 38.84 10.18 0.000% 7 17.61 -29.13 -10.18 -17.61 29.13 10.18 0.000% 8 20.31 -38.84 -0.03 -20.31 38.84 0.03 0.000% 9 20.31 -29.13 -0.03 -20.31 29.13 0.03 0.000% 10 17.58 -38.84 10.13 -17.58 38.84 -10.13 0.000% 11 17.58 -29.13 10.13 -17.58 29.13 -10.13 0.000% 12 10.13 -38.84 17.58 -10.13 38.84 -17.58 0.000% 13 10.13 -29.13 17.58 -10.13 29.13 -17.58 0.000% 14 -0.03 -38.84 20.31 0.03 38.84 -20.31 0.000% 15 -0.03 -29.13 20.31 0.03 29.13 -20.31 0.000% 16 -10.18 -38.84 17.60 10.18 38.84 -17.60 0.000% 17 -10.18 -29.13 17.60 10.18 29.13 -17.60 0.000% 18 -17.61 -38.84 10.18 17.61 38.84 -10.18 0.000% 19 -17.61 -29.13 10.18 17.61 29.13 -10.18 0.000% 20 -20.31 -38.84 0.03 20.31 38.84 -0.03 0.000% 21 -20.31 -29.13 0.03 20.31 29.13 -0.03 0.000% 22 -17.58 -38.84 -10.13 17.58 38.84 10.13 0.000% 23 -17.58 -29.13 -10.13 17.58 29.13 10.13 0.000% 24 -10.13 -38.84 -17.58 10.13 38.84 17.58 0.000% 25 -10.13 -29.13 -17.58 10.13 29.13 17.58 0.000% 26 0.00 -58.84 0.00 0.00 58.84 0.00 0.000% 27 0.00 -58.84 -4.51 -0.00 58.84 4.51 0.000% ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 12 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 28 2.26 -58.84 -3.91 -2.26 58.84 3.91 0.000% 29 3.91 -58.84 -2.26 -3.91 58.84 2.26 0.000% 30 4.51 -58.84 -0.00 -4.51 58.84 0.00 0.000% 31 3.91 -58.84 2.25 -3.91 58.84 -2.25 0.000% 32 2.25 -58.84 3.91 -2.25 58.84 -3.91 0.000% 33 -0.00 -58.84 4.51 0.00 58.84 -4.51 0.000% 34 -2.26 -58.84 3.91 2.26 58.84 -3.91 0.000% 35 -3.91 -58.84 2.26 3.91 58.84 -2.26 0.000% 36 -4.51 -58.84 0.00 4.51 58.84 -0.00 0.000% 37 -3.91 -58.84 -2.25 3.91 58.84 2.25 0.000% 38 -2.25 -58.84 -3.91 2.25 58.84 3.91 0.000% 39 0.01 -32.37 -4.95 -0.01 32.37 4.95 0.000% 40 2.48 -32.37 -4.29 -2.48 32.37 4.29 0.000% 41 4.29 -32.37 -2.48 -4.29 32.37 2.48 0.000% 42 4.95 -32.37 -0.01 -4.95 32.37 0.01 0.000% 43 4.28 -32.37 2.47 -4.28 32.37 -2.47 0.000% 44 2.47 -32.37 4.28 -2.47 32.37 -4.28 0.000% 45 -0.01 -32.37 4.95 0.01 32.37 -4.95 0.000% 46 -2.48 -32.37 4.29 2.48 32.37 -4.29 0.000% 47 -4.29 -32.37 2.48 4.29 32.37 -2.48 0.000% 48 -4.95 -32.37 0.01 4.95 32.37 -0.01 0.000% 49 -4.28 -32.37 -2.47 4.28 32.37 2.47 0.000% 50 -2.47 -32.37 -4.28 2.47 32.37 4.28 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 0.00006150 3 Yes 4 0.00000001 0.00004037 4 Yes 4 0.00000001 0.00014049 5 Yes 4 0.00000001 0.00009210 6 Yes 4 0.00000001 0.00011941 7 Yes 4 0.00000001 0.00007748 8 Yes 4 0.00000001 0.00003554 9 Yes 4 0.00000001 0.00002212 10 Yes 4 0.00000001 0.00010705 11 Yes 4 0.00000001 0.00006913 12 Yes 4 0.00000001 0.00015848 13 Yes 4 0.00000001 0.00010471 14 Yes 4 0.00000001 0.00006055 15 Yes 4 0.00000001 0.00003973 16 Yes 4 0.00000001 0.00010879 17 Yes 4 0.00000001 0.00007039 18 Yes 4 0.00000001 0.00012155 19 Yes 4 0.00000001 0.00007925 20 Yes 4 0.00000001 0.00003467 21 Yes 4 0.00000001 0.00002152 22 Yes 4 0.00000001 0.00015027 23 Yes 4 0.00000001 0.00009916 24 Yes 4 0.00000001 0.00010707 25 Yes 4 0.00000001 0.00006930 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00031309 28 Yes 4 0.00000001 0.00031843 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 13 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi 29 Yes 4 0.00000001 0.00031995 30 Yes 4 0.00000001 0.00031745 31 Yes 4 0.00000001 0.00031631 32 Yes 4 0.00000001 0.00031270 33 Yes 4 0.00000001 0.00030792 34 Yes 4 0.00000001 0.00030633 35 Yes 4 0.00000001 0.00030471 36 Yes 4 0.00000001 0.00030337 37 Yes 4 0.00000001 0.00030716 38 Yes 4 0.00000001 0.00031086 39 Yes 4 0.00000001 0.00000533 40 Yes 4 0.00000001 0.00000593 41 Yes 4 0.00000001 0.00000523 42 Yes 4 0.00000001 0.00000447 43 Yes 4 0.00000001 0.00000565 44 Yes 4 0.00000001 0.00000681 45 Yes 4 0.00000001 0.00000529 46 Yes 4 0.00000001 0.00000526 47 Yes 4 0.00000001 0.00000519 48 Yes 4 0.00000001 0.00000441 49 Yes 4 0.00000001 0.00000637 50 Yes 4 0.00000001 0.00000589 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 120 - 100 3.194 41 0.2029 0.0008 L2 100 - 80 2.352 41 0.1969 0.0008 L3 80 - 60 1.563 41 0.1748 0.0005 L4 60 - 40 0.900 41 0.1379 0.0003 L5 40 - 20 0.407 41 0.0942 0.0002 L6 20 - 0 0.104 41 0.0476 0.0001 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 120.00 1/2'' x 4' LRod 41 3.194 0.2029 0.0008 410212 118.00 (3) DB844H90E-XY w/ Mount Pipe 41 3.109 0.2027 0.0008 410212 101.00 Side Arm Mount [SO 104-3] 41 2.393 0.1975 0.0008 105973 98.00 DC6-48-60-18-8F 41 2.270 0.1955 0.0007 86139 97.00 (2) XXQLH-654L8H8-IVT 41 2.229 0.1947 0.0007 80319 77.00 Ice Guard 41 1.454 0.1700 0.0005 34483 36.00 Ice Guard 41 0.330 0.0851 0.0002 24905 Maximum Tower Deflections - Design Wind ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 14 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 120 - 100 13.071 6 0.8294 0.0031 L2 100 - 80 9.629 6 0.8045 0.0031 L3 80 - 60 6.403 6 0.7152 0.0021 L4 60 - 40 3.688 6 0.5650 0.0013 L5 40 - 20 1.668 6 0.3862 0.0008 L6 20 - 0 0.428 6 0.1953 0.0003 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 120.00 1/2'' x 4' LRod 6 13.071 0.8294 0.0031 101007 118.00 (3) DB844H90E-XY w/ Mount Pipe 6 12.724 0.8283 0.0032 101007 101.00 Side Arm Mount [SO 104-3] 6 9.798 0.8070 0.0032 26099 98.00 DC6-48-60-18-8F 6 9.292 0.7990 0.0031 21226 97.00 (2) XXQLH-654L8H8-IVT 6 9.125 0.7959 0.0030 19797 77.00 Ice Guard 6 5.957 0.6958 0.0020 8500 36.00 Ice Guard 6 1.352 0.3487 0.0007 6081 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K φPn K Ratio Pu φPn L1 120 - 100 (1) P36x3/8 20.00 0.00 0.0 41.9697 -5.93 1490.10 0.004 L2 100 - 80 (2) P42x3/8 20.00 0.00 0.0 49.0383 -14.25 1668.87 0.009 L3 80 - 60 (3) P48x3/8 20.00 0.00 0.0 56.1069 -19.20 1847.49 0.010 L4 60 - 40 (4) P54x3/8 20.00 0.00 0.0 63.1755 -24.69 2026.00 0.012 L5 40 - 20 (5) P60x3/8 20.00 0.00 0.0 70.2440 -30.84 2204.43 0.014 L6 20 - 0 (6) P60x1/2 20.00 0.00 0.0 93.4624 -38.84 3125.69 0.012 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft φMnx kip-ft Ratio Mux φMnx Muy kip-ft φMny kip-ft Ratio Muy φMny L1 120 - 100 (1) P36x3/8 65.76 1338.81 0.049 0.00 1338.81 0.000 L2 100 - 80 (2) P42x3/8 286.51 1796.56 0.159 0.00 1796.56 0.000 L3 80 - 60 (3) P48x3/8 560.12 2321.11 0.241 0.00 2321.11 0.000 L4 60 - 40 (4) P54x3/8 873.48 2912.46 0.300 0.00 2912.46 0.000 L5 40 - 20 (5) P60x3/8 1227.58 3570.61 0.344 0.00 3570.61 0.000 L6 20 - 0 (6) P60x1/2 1618.02 4860.41 0.333 0.00 4860.41 0.000 ttnnxxTToowweerr Job Carmel Hazel Dell (BU 873708) Page 15 of 15 Comptek 5555 Central Ave., Suite 100 Project AERO#003-19-0047 Date 10:22:20 06/20/19 Boulder, CO 80301 Phone: Phone: 720-304-6882 FAX: FAX: 720-304-6883 Client Crown Castle Designed by M.Sassi Pole Shear Design Data Section No. Elevation ft Size Actual Vu K φVn K Ratio Vu φVn Actual Tu kip-ft φTn kip-ft Ratio Tu φTn L1 120 - 100 (1) P36x3/8 4.34 461.10 0.009 0.00 1110.24 0.000 L2 100 - 80 (2) P42x3/8 12.64 479.94 0.026 0.01 1350.22 0.000 L3 80 - 60 (3) P48x3/8 14.66 496.79 0.030 0.10 1599.09 0.000 L4 60 - 40 (4) P54x3/8 16.67 512.08 0.033 0.10 1855.98 0.000 L5 40 - 20 (5) P60x3/8 18.69 526.12 0.036 0.21 2120.20 0.000 L6 20 - 0 (6) P60x1/2 20.34 1002.96 0.020 0.21 4033.36 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu φPn Ratio Mux φMnx Ratio Muy φMny Ratio Vu φVn Ratio Tu φTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 120 - 100 (1) 0.004 0.049 0.000 0.009 0.000 0.053 1.050 4.8.2 L2 100 - 80 (2) 0.009 0.159 0.000 0.026 0.000 0.169 1.050 4.8.2 L3 80 - 60 (3) 0.010 0.241 0.000 0.030 0.000 0.253 1.050 4.8.2 L4 60 - 40 (4) 0.012 0.300 0.000 0.033 0.000 0.313 1.050 4.8.2 L5 40 - 20 (5) 0.014 0.344 0.000 0.036 0.000 0.359 1.050 4.8.2 L6 20 - 0 (6) 0.012 0.333 0.000 0.020 0.000 0.346 1.050 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 120 - 100 Pole P36x3/8 1 -5.93 1564.60 5.1 Pass L2 100 - 80 Pole P42x3/8 2 -14.25 1752.31 16.1 Pass L3 80 - 60 Pole P48x3/8 3 -19.20 1939.86 24.1 Pass L4 60 - 40 Pole P54x3/8 4 -24.69 2127.30 29.8 Pass L5 40 - 20 Pole P60x3/8 5 -30.84 2314.65 34.2 Pass L6 20 - 0 Pole P60x1/2 6 -38.84 3281.97 32.9 Pass Summary Pole (L5) 34.2 Pass RATING = 34.2 Pass Program Version 8.0.5.0 - 11/28/2018 File:P:/004_CCI_SITES/873708 Carmel Hazel Dell/003-19-0047/Engineering/Aero Calculations/Working RISA/873708 Carmel Hazel Dell.eri June 19, 2019 120 Ft Monopole Tower Structural Analysis CCI BU No 873708 Project Number 003-19-0047, Order 494881, Revision 1 Page 7 tnxTower Report - version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING June 19, 2019 120 Ft Monopole Tower Structural Analysis CCI BU No 873708 Project Number 003-19-0047, Order 494881, Revision 1 Page 8 tnxTower Report - version 8.0.5.0 APPENDIX C ADDITIONAL CALCULATIONS Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 42" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)41.25" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 36" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi)42" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips)2.68 Allowable (kips)54.54 Stress Rating:4.7%Pass Top Plate Capacity Bottom Plate Capacity -- -- Pirod OK Pirod OK Pirod OK Pirod OK Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Bottom Plate - InternalTop Plate - External Allowable Stress (ksi):Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): (28) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 39" BC Shear Force (kips) 4.34 TIA-222 Revision H Elevation = 100 ft. Order # 494881 Rev. 1 Axial Force (kips) 5.92 BU # 873708 Applied Loads Site Name Carmel Hazel Dell Moment (kip-ft) 65.81 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.6.0 Analysis Date: 6/20/2019 Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 48" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)47.25" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 42" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi)48" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips)9.58 Allowable (kips)54.54 Stress Rating:16.7%Pass Top Plate Capacity Bottom Plate Capacity -- -- Pirod OK Pirod OK Pirod OK Pirod OK Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Bottom Plate - InternalTop Plate - External Allowable Stress (ksi):Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): (32) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 45" BC Shear Force (kips) 13.47 TIA-222 Revision H Elevation = 80 ft. Order # 494881 Rev. 1 Axial Force (kips) 14.48 BU # 873708 Applied Loads Site Name Carmel Hazel Dell Moment (kip-ft) 300.99 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.6.0 Analysis Date: 6/20/2019 Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 54" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)53.25" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 48" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi)54" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips)14.91 Allowable (kips)54.54 Stress Rating:26.0%Pass Top Plate Capacity Bottom Plate Capacity -- -- Pirod OK Pirod OK Pirod OK Pirod OK Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Bottom Plate - InternalTop Plate - External Allowable Stress (ksi):Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): (36) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 51" BC Shear Force (kips) 15.48 TIA-222 Revision H Elevation = 60 ft. Order # 494881 Rev. 1 Axial Force (kips) 19.46 BU # 873708 Applied Loads Site Name Carmel Hazel Dell Moment (kip-ft) 591.22 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.6.0 Analysis Date: 6/20/2019 Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 60" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)59.25" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 54" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi)60" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips)15.64 Allowable (kips)54.54 Stress Rating:27.3%Pass Top Plate Capacity Bottom Plate Capacity -- -- Pirod OK Pirod OK Pirod OK Pirod OK Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Bottom Plate - InternalTop Plate - External Allowable Stress (ksi):Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): (48) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 57" BC Shear Force (kips) 17.49 TIA-222 Revision H Elevation = 40 ft. Order # 494881 Rev. 1 Axial Force (kips) 24.98 BU # 873708 Applied Loads Site Name Carmel Hazel Dell Moment (kip-ft) 921.13 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.6.0 Analysis Date: 6/20/2019 Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 59.25" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi)59.25" ID x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 60" x 0.375" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi)60" x 0.5" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi) Max Load (kips)17.79 Allowable (kips)54.54 Stress Rating:31.1%Pass Top Plate Capacity Bottom Plate Capacity -- -- Pirod OK Pirod OK Pirod OK Pirod OK Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Bottom Plate - InternalTop Plate - Internal Allowable Stress (ksi):Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): (64) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 53" BC Shear Force (kips) 19.51 TIA-222 Revision H Elevation = 20 ft. Order # 494881 Rev. 1 Axial Force (kips) 31.16 BU # 873708 Applied Loads Site Name Carmel Hazel Dell Moment (kip-ft) 1291.78 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.6.0 Analysis Date: 6/20/2019 Monopole Base Plate Connection *TIA-222-H Section 15.5 Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (52) 1-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 67" BC Pu_c = 24.15 φPn_c = 72.68 Stress Rating Vu = 0.41 φVn = 21.8 31.7% Base Plate Data Mu = n/a φMn = n/a Pass 70" OD x 1.25" Plate (A36; Fy=36 ksi, Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress (ksi):1.93 (Shear) (52) 10"H x 5"W x 1"T, Notch: 0.5"Allowable Stress (ksi):21.6 plate: Fy= 50 ksi ; weld: Fy= 70 ksi Stress Rating:8.5%Pass horiz. weld: 0.3125" groove, 45° dbl bevel, 0.5" fillet vert. weld: 0.5" fillet Stiffener Summary Horizontal Weld:25.4%Pass Pole Data Vertical Weld:10.6%Pass 60" x 0.5" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi)Plate Flexure+Shear:3.6%Pass Plate Tension+Shear:9.0%Pass Plate Compression:13.6%Pass Pole Summary Punching Shear:5.8%Pass 39.18 21.15 Adjusted Pole Reactions BU # 873708 Applied Loads Site Name Carmel Hazel Dell Order # 494881 Rev. 1 Analysis Considerations Site Info TIA-222 Revision H Grout Considered:No Analysis ResultsConnection Properties Iar (in) 0 Moment (kip-ft) 1698.60 Axial Force (kips) 39.18 Shear Force (kips) 21.15 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 CCIplate - version 3.6.0 Analysis Date: 6/20/2019 TIA-222 Revison:Check Pier Capacity only at location of Max Moment?No Tower Type: Soil Lateral Capacity Compression Uplift Comp.Uplift 9.49 - 1618.01 10.21 - 38.84 1776.90 - 20.34 12.4%- Soil Vertical Capacity Compression Uplift 819.84 - 3 ksi 265.89 - 60 ksi 199.20 - 1085.73 - 238.04 - 32 ft 20.9%- 0.5 ft Reinforced Concrete Capacity Compression Uplift 9.57 - 1776.88 - 7 ft 4581.56 - 28 36.9%- 9 3 in 5 *Rating per TIA-222-H Section 15.5 23 ft # of Layers 3 FALSE 1 0 5 5 115 150 0.000 0.000 0.00 6.00 20 FALSE 2 5 23 18 115 150 0 31 1.602 1.602 37 FALSE 3 23 32 9 63 87.6 0 31 2.320 2.320 9.212 19 Check Limitation Apply TIA-222-H Section 15.5: Pier Diameter Rebar Quantity Rebar Strength, Fy: End Bearing (kips) Total Capacity (kips) Axial (kips) Depth Ext. Above Grade Critical Depth (ft from TOC) Critical Moment (kip-ft) Critical Moment Capacity Rating* Pier Section 1 From 0.5' above grade to 32' below grade Rebar Size Clear Cover to Ties Tie Size Rating* Ultimate Skin Friction Uplift Override (ksf) Groundwater Depth Soil Profile Soil TypeSPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Cohesion (ksf) Angle of Friction (degrees) Calculated Ultimate Skin Friction Uplift (ksf) Calculated Ultimate Skin Friction Comp (ksf) Layer Top (ft) Bottom (ft) Thickness (ft) Ultimate Skin Friction Comp Override (ksf) Analysis Results Drilled Pier Foundation BU # : Site Name: Order Number: Monopole Applied Loads Material Properties Pier Design Data H 873708 Carmel Hazel Dell 494881 Rev. 1 Moment (kip-ft) Axial Force (kips) Shear Force (kips) Concrete Strength, f'c: Dv=0 (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating* Skin Friction (kips) Weight of Concrete (kips) 20.9% 36.9% Soil Interaction Rating* Structural Foundation Rating* N/A Cohesionless Cohesionless Cohesionless Version 2.1.1 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-10 Risk Category:II Soil Class:D - Stiff Soil Elevation:749.32 ft (NAVD 88) Latitude: Longitude: 39.948389 -86.072028 Wind Results: Data Source: Date Accessed: Wind Speed: 115 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014 Wed Jun 19 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 not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. Page 1 of 3https://asce7hazardtool.online/Wed Jun 19 2019 SS : 0.146 S1 : 0.081 F a : 1.6 F v : 2.4 SMS : 0.234 SM1 : 0.195 SDS : 0.156 SD1 : 0.13 T L : 12 PGA : 0.067 PGA M : 0.107 F PGA : 1.6 Ie : 1 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil B Data Accessed: Date Source: Wed Jun 19 2019 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. Page 2 of 3https://asce7hazardtool.online/Wed Jun 19 2019 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.75 in. Concurrent Temperature: 5 F Gust Speed: 40 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Wed Jun 19 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-party 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. Page 3 of 3https://asce7hazardtool.online/Wed Jun 19 2019