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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORT - 19-00081 - 344 W 4th S - ID6 Ricks - Verizon Cell Tower J5 INFRASTRUCTURE PARTNERS 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA ID6 RICKS ERICSSON RRH INSTALLATION PROJECT STRUCTURAL ANALYSIS REVISION 0 ANSI TIA-222-G SDS=0.426 V=115 MPH (3-SEC. GUST – IBC 2015) V=50 MPH (1/4” RADIAL ICE)  STRUCTURE CLASS II  TOPOGRAPHY 1  EXPOSURE C 69’-3” MONOPOLE TOWER REXBURG, ID MADISON COUNTY N43º49’05.9” W111º47’37.1” FEBRUARY 10, 2019 MAXIMUM ANTICIPATED STRESS LEVEL REVISION CHART LOAD COMBINATION RESULTS REVISION DATE ISSUED DESCRIPTION Monopole Tower 48% 0 02/10/2019 Ericsson RRH Installation Project Antenna Mounts Pass J5 INFRASTRUCTURE PARTNERS 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA February 10, 2019 Verizon RE: Structural Analysis Results for the ID6 Ricks 69’-3” Monopole Tower - Ericsson RRH Installation Project To Whom It May Concern: J5 Infrastructure Partners is pleased to present the following Structural Analysis report for the ID6 Ricks 69’-3” monopole tower located in Rexburg, Idaho. It was a pleasure assisting you with this project and we look forward to providing you with our Structural Engineering Services in the future. If you have any questions concerning the content of this report please do not hesitate to contact me at (949) 247-7767. Thank you, J5 Infrastructure Partners Danh Ho, E.I.T. Structural Engineer-in-Training Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Page 1 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA PURPOSE At the request of Verizon, J5 Infrastructure Partners performed a Structural Analysis of the ID6 Ricks 69’-3” monopole tower located in Rexburg, Idaho. The analysis was performed to determine the monopole tower’s capability of supporting Verizon’s proposed antenna modifications. EXECUTIVE SUMMARY J5 Infrastructure Partners concludes that the existing 69’-3” monopole tower structure is capable of supporting Verizon’s proposed antenna modifications. Please refer to the “Conclusion & Recommendations” portion of this report for further information. TOWER & ANTENNA DESCRIPTIONS The original manufacturer of the structure is Unknown. The monopole tower consists of two 18-sided tapering steel pipe sections with a slip-splice connection. Currently the tower supports the following antennas: EXISTING ANTENNAS: Notes: 1. Azimuths stated in chart are approximate (magnetic north) and sufficient for analysis purposes. VERIZON ANTENNA MODIFICATIONS: Verizon proposes the following:  Remove (3) existing B4 RRH2x60 Remote Radio Head Units at the 65’-6” level.  Remove (3) existing 700m RRH Remote Radio Head Units at the 65’-6” level.  Relocate (6) existing Mast Pipes at the 65’-6” level.  Relocate (6) existing Panel Antennas at the 65’-6” level.  Install (6) proposed Ericsson Radio 4449 at the 65’-6” level.  Install (6) proposed Ericsson Radio 8843 at the 65’-6” level.  Install (1) proposed Main OVP at the 65’-6” level.  Install (1) proposed Hybrid Trunk to the 65’-6” level. ATTACH LEVEL (COR) AZIMUTH 1 (deg., MN) ANTENNA TYPE ANTENNA QUANTITY MOUNT TYPE COAX (QTY.) SIZE (Nominal) 65’-6” 60° 185° 300° Amphenol CWWX063X19G00 6’ Panel Antenna 6 Low-Profile Platform w/ Hand Rail (1) Hybrid Trunk - Alcatel-Lucent 700m RRH Remote Radio Head 3 - Alcatel-Lucent B4 RRH2x60-4R Remote Radio Head 3 - Raycap RHSDC-3315-PF-48 Main OVP 1 Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Page 2 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA This will result in the following final Verizon antenna configuration on the tower: Notes: 1. New Verizon appurtenances are shown in “BOLD”. STRUCTURAL ANALYSIS TOWER ANALYSIS: Our Structural Analysis was performed in accordance with the requirements set forth in the ANSI TIA-222-G – Structural Standard for Antenna Supporting Structures and Antennas. Our analysis results are based on field gathered information obtained during a site visit conducted on December 4, 2018 by Daniel Bencomo and Pat Knight (all of J5 Infrastructure Partners). Due to limited data and access to the existing monopole tower, J5 Infrastructure Partners made certain assumptions regarding the structural analysis. All existing structural elements of the monopole tower structure are presumed to be properly fastened and in good and reliable structural condition without structural damages at the time of the analysis. Should any existing structural elements be deemed to not be in good and reliable structural condition, J5 Infrastructure Partners shall not be held liable for any structural deficiencies. As such, J5 Infrastructure Partners shall be notified of the structural deficiencies in which any necessary upgrades or remedies can be determined as required at that time. The design wind speed used for our analysis was 115 mph without ice (3-second gust) and 50 mph with 1/4” radial ice implementing Structure Class II, Topography Category 1 and Exposure C design parameters. The design spectral response acceleration (SDS) used for our analysis is 0.426. Our analysis wind speed and spectral response acceleration are consistent with wind speed requirements and seismic requirements, respectively, set forth in the ANSI TIA-222-G – Structural Standard for Antenna Supporting Structures and Antennas and the IBC 2015. Jurisdiction Design Parameters: ATTACH LEVEL (COR) AZIMUTH (deg., MN) ANTENNA TYPE ANTENNA QUANTITY MOUNT TYPE COAX (QTY.) SIZE (Nominal) 65’-6” 90° 210° 320° Amphenol CWWX063X19G00 6’ Panel Antenna 6 Low-Profile Platform w/ Hand Raid (1) Hybrid Trunk ● (1) Hybrid Trunk - Ericsson Radio 4449 Remote Radio Head 3 - Ericsson Radio 8843 Remote Radio Head 3 - Raycap RHSDC-3315-PF-48 Main OVP 1 - Main OVP 1 JURISDICTION CONTACT RESULT City of Rexburg, ID Building and Safety Department (208) 372-2166 IBC 2015 / TIA-222-G Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Page 3 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA Analysis Wind Speed and Seismic Code Reference Chart: The following chart outlines the applicable wind and seismic design code and section. Maximum Base Shear Chart The following chart outlines the maximum anticipated base shear from wind and seismic loading as a result of the associated Load Combination. Maximum seismic base shear resulting from this analysis was found to be less than the wind base shear. Therefore, the analysis shall be conducted using the design wind speed parameters. CODE REFERENCED SECTION COMMENTS IBC 2015  §1609  §1613  §3108.1  Referenced Standards Towers shall be designed to resist wind loads in accordance with TIA-222-G. Note: Exceptions related to seismic design listed in Section 2.7.3 of TIA-222-G shall not apply. TIA-222-G  §2.7.7  §Annex B The total seismic shear shall be in accordance with Section 2.7.7.1 of TIA-222-G. U.S. County Listings of Design Criteria (Normative). Note: For sites located within special wind regions, local authorities have been contacted to obtain design wind speeds. LOAD COMBINATION MAXIMUM SEISMIC BASE SHEAR MAXIMUM WIND BASE SHEAR Existing Antennas 1.8 k 5.6 k Existing Antennas + Verizon Antenna Modifications 1.8 k 5.7 k Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Page 4 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA Stress Usage Chart: The following chart outlines the maximum anticipated tower stresses (expressed as a percentage of overall capacity) as a result of the associated Load Combination. Stress usage in excess of 104% represents a condition in which the applied tower loading exceeds the code-allowable tower loading limits. Stress usage at or below 104% represents a structurally safe and allowable condition. ANTENNA MOUNT ANALYSIS: The mount in question is a platform mount with handrails at the 64’-0” level. Our analysis concludes the existing mount at the 64’-0” level is capable of supporting Verizon’s proposed appurtenance modifications without causing an overstressed condition. FOUNDATION ANALYSIS: Information pertaining to the existing tower foundation was not made available to J5 Infrastructure Partners at the time of our analysis. It is accepted engineering practice that foundation systems be conservatively designed to resist the maximum allowable tower forces. Due to the remaining capacity available in the structural members, it is our opinion that the existing foundation has excess capacity beyond the structure base reactions resulting from this analysis. Therefore, the existing foundation appears to be adequate to support Verizon’s proposed antenna modifications. Due to the lack of information about the existing foundation, the opinion on the existing foundation is offered based on the accepted engineering practice. It should not be used as a substitution for obtaining a true allowable capacity through in-depth investigation and structural analysis. Should foundation information become available please forward the information to our office for review and analysis. LOAD COMBINATION % USAGE MAXIMUM MEMBER STRESS TOWER MEMBER (SECTION) Existing Antennas 36% Pole (Section 2) 48% Baseplate & Anchor Bolts Existing Antennas + Verizon Antenna Modifications 36% Pole (Section 2) 48% Baseplate & Anchor Bolts Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Page 5 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA ANALYSIS ASSUMPTIONS  All tower components including tower members, bolts, connections and welds in good and reliable structural condition with no damage.  All tower components, including any modifications were properly designed, detailed, fabricated, erected and maintained throughout the lifetime of the tower.  Structural members and materials used for construction in accordance with original design documents.  Foundation installed in accordance with original design documents.  All new antennas and coax to be installed according to recommendations (if any).  All new coax to be installed internally. MATERIAL PROPERTIES: *Without original tower and foundation design drawings one is unable to determine the steel grades of the tower members. Therefore, conservative assumptions have been used in this analysis. It should be noted that if the tower members are of higher steel grades than what was assumed for this analysis, additional capacity may exist. DOCUMENTS PROVIDED: CONCLUSION & RECOMMENDATIONS J5 Infrastructure Partners concludes that the existing ID6 Ricks 69’-3” monopole tower located in Rexburg, Idaho is capable of supporting Verizon’s proposed appurtenance modifications. No structural upgrades will be required. ITEM MATERIAL PROPERTIES SOURCE Tower Steel Grades  Pole: Fy = 65 ksi.  Base plate: Fy = 50 ksi.  Anchor bolts: ASTM A615, Grade 75. Assumed for the Purpose of this Structural Analysis* DOCUMENT REMARKS SOURCE Field Notes & Tower Mapping Site Visits December 4, 2018 J5 Infrastructure Partners RFDS Ali, Yassin November 1, 2018 Verizon Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Photo Page 1 of 5 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA Photo 1 – Overall Elevation View of the Monopole. Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Photo Page 2 of 5 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA Photo 2 – View of the Upper Portion of the Monopole. Photo 3 – Base of the Monopole. Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Photo Page 3 of 5 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA Photo 4 – Coax and Cable Bridge. Photo 5 – Baseplate, Anchor Bolts, and Foundation. Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Photo Page 4 of 5 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA Photo 6 – View Looking Up on the Tower Face. Photo 7 – View of Platform Mount Attached to the Monopole. Verizon Ericsson RRH Installation Project 69’-3” Monopole Tower – ID6 Ricks Rexburg, ID J5 INFRASTRUCTURE PARTNERS Photo Page 5 of 5 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA Photo 8 – View of Platform Face Connection to the Stand-Off. Photo 9 – View of Mast Pipe Attachment to top Rail.   J5 INFRASTRUCTURE PARTNERS 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA                       APPENDIX A STRUCTURAL ANALYSIS J5 Infrastructure Partners 2030 Main Street, Suite 200 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Job: ID6 Ricks Project: Structural Analysis - Rev-0 Client: Verizon Drawn by: Danh Ho App'd: Code: TIA-222-G Date: 02/07/19 Scale: NTS Path: C:\Users\danh\Desktop\VZW_RICK ID4\Rev-0\ID6 Ricks_Rev-0_01-7-2019.eri Dwg No. E-1 69.3 ft 50.8 ft 0.0 ft REACTIONS - 115 mph WIND TORQUE 1 kip-ft 5651 lb SHEAR 286 kip-ft MOMENT 7596 lb AXIAL 50 mph WIND - 0.2500 in ICE TORQUE 0 kip-ft 1681 lb SHEAR 80 kip-ft MOMENT 9675 lb AXIAL ARE FACTOREDALL REACTIONS S e c t i o n 1 2 L e n g t h ( f t ) 18 . 5 0 52 . 8 0 N u m b e r o f S i d e s 18 18 T h i c k n e s s ( i n ) 0.2 5 0 0 0.2 5 0 0 S o c k e t L e n g t h ( f t ) 2.0 0 T o p D i a ( i n ) 16 . 1 9 4 0 18 . 0 5 3 1 B o t D i a ( i n ) 18 . 8 3 9 0 26 . 1 0 1 0 G r a d e A5 7 2 - 6 5 W e i g h t ( l b ) 86 2 . 5 31 1 1 . 8 39 7 4 . 3 Lightning Rod 1"x5' 69.3 ANTEL CWWX063X19x00 65.5 Ericsson Radio 4449 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 8843 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 4449 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 8843 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 4449 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 8843 65.5 RAYCAP RxxDC-3315-PF-48 65.5 RAYCAP RxxDC-3315-PF-48 65.5 Platform 12' w/ Rails 64DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION Lightning Rod 1"x5' 69.3 ANTEL CWWX063X19x00 65.5 Ericsson Radio 4449 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 8843 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 4449 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 8843 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 4449 65.5 ANTEL CWWX063X19x00 65.5 Ericsson Radio 8843 65.5 RAYCAP RxxDC-3315-PF-48 65.5 RAYCAP RxxDC-3315-PF-48 65.5 Platform 12' w/ Rails 64 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 115 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 0.25 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. Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications. 9. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 10. Welds are fabricated with ER-70S-6 electrodes. 11. TOWER RATING: 36.2% ttnnxxTToowweerr Job ID6 Ricks Page 1 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho  Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Madison County, Idaho. ASCE 7-10 Wind Data is used. Basic wind speed of 115 mph. Risk Category II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 50 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with ER-70S-6 electrodes.. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals 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-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G 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 ttnnxxTToowweerr Job ID6 Ricks Page 2 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho 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 69.30-50.80 18.50 2.00 18 16.1940 18.8390 0.2500 1.0000 A572-65 (65 ksi) L2 50.80-0.00 52.80 18 18.0531 26.1010 0.2500 1.0000 A572-65 (65 ksi) 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 16.4053 12.6516 406.3275 5.6601 8.2266 49.3922 813.1897 6.3270 2.4101 9.641 19.0911 14.7504 643.9505 6.5991 9.5702 67.2870 1288.7483 7.3766 2.8757 11.503 L2 18.6025 14.1267 565.6762 6.3201 9.1710 61.6813 1132.0967 7.0647 2.7373 10.949 26.4651 20.5128 1731.8745 9.1771 13.2593 130.6158 3466.0279 10.2583 4.1538 16.615 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 69.30-50.80 1 1 1 L2 50.80-0.00 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 * EXISTING * 5/8'' Step Bolts / Rungs B No Surface Ar (CaAa) 69.00 - 0.00 1 1 0.000 0.000 0.3750 0.22 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 3/8 Safety Line B No No CaAa (Out Of Face) 69.00 - 0.00 1 No Ice 1/2'' Ice 0.04 0.14 0.22 0.75 LDF6-50A (1-1/4 FOAM) C No No Inside Pole 0.00 - 0.00 1 No Ice 1/2'' Ice 0.16 0.25 0.66 1.91 *PROPOSED* LDF6-50A (1-1/4 FOAM) C No No Inside Pole 0.00 - 0.00 1 No Ice 1/2'' Ice 0.16 0.25 0.66 1.91 ttnnxxTToowweerr Job ID6 Ricks Page 3 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho 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 lb L1 69.30-50.80 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.683 0.000 0.000 0.683 0.000 0.00 8.01 0.00 L2 50.80-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.905 0.000 0.000 1.905 0.000 0.00 22.35 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight lb L1 69.30-50.80 A B C 0.531 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.614 0.000 0.000 2.614 0.000 0.00 28.93 0.00 L2 50.80-0.00 A B C 0.487 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.296 0.000 0.000 7.296 0.000 0.00 80.75 0.00 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 69.30-50.80 0.5471 -0.0033 1.0025 -0.0061 L2 50.80-0.00 0.5619 -0.0027 1.0535 -0.0051 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 2 5/8" Step Bolts / Rungs 50.80 - 69.00 1.0000 1.0000 Discrete Tower Loads ttnnxxTToowweerr Job ID6 Ricks Page 4 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight lb * EXISTING * *EXISTING+PROPOSED* Lightning Rod 1''x5' C From Face 0.00 0.00 2.50 0.0000 69.30 No Ice 1/2'' Ice 0.50 1.02 0.50 1.02 20.00 24.68 Platform 12' w/ Rails C From Face 0.00 0.00 0.00 0.0000 64.00 No Ice 1/2'' Ice 20.00 25.00 20.00 25.00 1500.00 2000.00 ANTEL CWWX063X19x00 A From Face 3.00 -1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 8.60 9.07 5.56 6.03 51.00 103.25 Ericsson Radio 4449 A From Face 3.00 -1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 1.98 2.16 1.41 1.57 70.00 88.55 ANTEL CWWX063X19x00 A From Face 3.00 1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 8.60 9.07 5.56 6.03 51.00 103.25 Ericsson Radio 8843 A From Face 3.00 1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 1.98 2.16 1.70 1.86 75.00 95.54 ANTEL CWWX063X19x00 B From Face 3.00 -1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 8.60 9.07 5.56 6.03 51.00 103.25 Ericsson Radio 4449 B From Face 3.00 -1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 1.98 2.16 1.41 1.57 70.00 88.55 ANTEL CWWX063X19x00 B From Face 3.00 1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 8.60 9.07 5.56 6.03 51.00 103.25 Ericsson Radio 8843 B From Face 3.00 1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 1.98 2.16 1.70 1.86 75.00 95.54 ANTEL CWWX063X19x00 C From Face 3.00 -1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 8.60 9.07 5.56 6.03 51.00 103.25 Ericsson Radio 4449 C From Face 3.00 -1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 1.98 2.16 1.41 1.57 70.00 88.55 ANTEL CWWX063X19x00 C From Face 3.00 1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 8.60 9.07 5.56 6.03 51.00 103.25 Ericsson Radio 8843 C From Face 3.00 1.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 1.98 2.16 1.70 1.86 75.00 95.54 RAYCAP RxxDC-3315-PF-48 C From Leg 0.00 0.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 3.01 3.23 1.96 2.15 32.00 58.19 RAYCAP RxxDC-3315-PF-48 B From Leg 0.00 0.00 0.00 0.0000 65.50 No Ice 1/2'' Ice 3.01 3.23 1.96 2.15 32.00 58.19 ttnnxxTToowweerr Job ID6 Ricks Page 5 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight lb * EXISTING * 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 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 ttnnxxTToowweerr Job ID6 Ricks Page 6 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Comb. No. Description 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Reactions Location Condition Gov. Load Comb. Vertical lb Horizontal, X lb Horizontal, Z lb Pole Max. Vert 33 9675.35 -0.00 -1672.67 Max. Hx 21 5696.69 5650.56 -0.00 Max. Hz 3 5696.69 -0.00 5607.57 Max. Mx 2 282.07 -0.00 5607.57 Max. Mz 8 286.35 -5650.56 -0.00 Max. Torsion 20 0.70 5650.56 -0.00 Min. Vert 25 5696.69 2825.28 4856.30 Min. Hx 8 7595.58 -5650.56 -0.00 Min. Hz 15 5696.69 -0.00 -5607.57 Min. Mx 14 -284.80 -0.00 -5607.57 Min. Mz 20 -286.30 5650.56 -0.00 Min. Torsion 8 -0.70 -5650.56 -0.00 Tower Mast Reaction Summary Load Combination Vertical lb Shearx lb Shearz lb Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 6329.65 0.00 0.00 1.13 -0.02 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 7595.58 0.00 -5607.57 -282.07 -0.03 0.07 0.9 Dead+1.0 Wind 0 deg - No Ice 5696.69 0.00 -5607.57 -280.73 -0.02 0.07 1.2 Dead+1.0 Wind 30 deg - No Ice 7595.58 2825.28 -4856.30 -244.10 -143.19 0.41 0.9 Dead+1.0 Wind 30 deg - No Ice 5696.69 2825.28 -4856.30 -242.98 -142.33 0.41 1.2 Dead+1.0 Wind 60 deg - No Ice 7595.58 4893.53 -2803.79 -140.35 -247.99 0.64 0.9 Dead+1.0 Wind 60 deg - No Ice 5696.69 4893.53 -2803.79 -139.86 -246.50 0.63 1.2 Dead+1.0 Wind 90 deg - No Ice 7595.58 5650.56 0.00 1.37 -286.35 0.70 0.9 Dead+1.0 Wind 90 deg - No Ice 5696.69 5650.56 0.00 1.01 -284.64 0.69 1.2 Dead+1.0 Wind 120 deg - No Ice 7595.58 4893.53 2803.79 143.09 -247.99 0.57 0.9 Dead+1.0 Wind 120 deg - No Ice 5696.69 4893.53 2803.79 141.89 -246.50 0.57 1.2 Dead+1.0 Wind 150 deg - No Ice 7595.58 2825.28 4856.30 246.83 -143.19 0.29 0.9 Dead+1.0 Wind 150 deg - No Ice 5696.69 2825.28 4856.30 245.01 -142.33 0.29 1.2 Dead+1.0 Wind 180 deg - No Ice 7595.58 0.00 5607.57 284.80 -0.03 -0.07 0.9 Dead+1.0 Wind 180 deg - 5696.69 0.00 5607.57 282.76 -0.02 -0.07 ttnnxxTToowweerr Job ID6 Ricks Page 7 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Load Combination Vertical lb Shearx lb Shearz lb Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft No Ice 1.2 Dead+1.0 Wind 210 deg - No Ice 7595.58 -2825.28 4856.30 246.83 143.13 -0.41 0.9 Dead+1.0 Wind 210 deg - No Ice 5696.69 -2825.28 4856.30 245.01 142.29 -0.41 1.2 Dead+1.0 Wind 240 deg - No Ice 7595.58 -4893.53 2803.79 143.09 247.94 -0.64 0.9 Dead+1.0 Wind 240 deg - No Ice 5696.69 -4893.53 2803.79 141.89 246.46 -0.63 1.2 Dead+1.0 Wind 270 deg - No Ice 7595.58 -5650.56 0.00 1.37 286.30 -0.70 0.9 Dead+1.0 Wind 270 deg - No Ice 5696.69 -5650.56 0.00 1.01 284.59 -0.69 1.2 Dead+1.0 Wind 300 deg - No Ice 7595.58 -4893.53 -2803.79 -140.35 247.94 -0.57 0.9 Dead+1.0 Wind 300 deg - No Ice 5696.69 -4893.53 -2803.79 -139.86 246.46 -0.57 1.2 Dead+1.0 Wind 330 deg - No Ice 7595.58 -2825.28 -4856.30 -244.10 143.13 -0.29 0.9 Dead+1.0 Wind 330 deg - No Ice 5696.69 -2825.28 -4856.30 -242.98 142.29 -0.29 1.2 Dead+1.0 Ice+1.0 Temp 9675.35 0.00 0.00 1.80 -0.09 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 9675.35 0.00 -1672.67 -76.22 -0.09 0.05 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 9675.35 840.53 -1448.58 -65.76 -39.39 0.14 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 9675.35 1455.83 -836.34 -37.20 -68.16 0.19 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 9675.35 1681.05 0.00 1.81 -78.69 0.19 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 9675.35 1455.83 836.34 40.82 -68.16 0.14 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 9675.35 840.53 1448.58 69.39 -39.39 0.05 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 9675.35 0.00 1672.67 79.84 -0.09 -0.05 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 9675.35 -840.53 1448.58 69.39 39.21 -0.14 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 9675.35 -1455.83 836.34 40.82 67.98 -0.19 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 9675.35 -1681.05 0.00 1.81 78.51 -0.19 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 9675.35 -1455.83 -836.34 -37.20 67.98 -0.14 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 9675.35 -840.53 -1448.58 -65.76 39.21 -0.05 Dead+Wind 0 deg - Service 6329.65 0.00 -1365.77 -67.64 -0.02 0.02 Dead+Wind 30 deg - Service 6329.65 688.12 -1182.79 -58.43 -34.76 0.10 Dead+Wind 60 deg - Service 6329.65 1191.86 -682.88 -33.25 -60.19 0.16 Dead+Wind 90 deg - Service 6329.65 1376.24 0.00 1.13 -69.50 0.17 Dead+Wind 120 deg - Service 6329.65 1191.86 682.88 35.52 -60.19 0.14 Dead+Wind 150 deg - Service 6329.65 688.12 1182.79 60.70 -34.76 0.07 Dead+Wind 180 deg - Service 6329.65 0.00 1365.77 69.91 -0.02 -0.02 Dead+Wind 210 deg - Service 6329.65 -688.12 1182.79 60.70 34.71 -0.10 Dead+Wind 240 deg - Service 6329.65 -1191.86 682.88 35.52 60.15 -0.16 Dead+Wind 270 deg - Service 6329.65 -1376.24 0.00 1.13 69.45 -0.17 Dead+Wind 300 deg - Service 6329.65 -1191.86 -682.88 -33.25 60.15 -0.14 Dead+Wind 330 deg - Service 6329.65 -688.12 -1182.79 -58.43 34.71 -0.07 ttnnxxTToowweerr Job ID6 Ricks Page 8 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX lb PY lb PZ lb PX lb PY lb PZ lb 1 0.00 -6329.65 0.00 0.00 6329.65 -0.00 0.000% 2 0.00 -7595.58 -5607.57 -0.00 7595.58 5607.57 0.000% 3 0.00 -5696.69 -5607.57 -0.00 5696.69 5607.57 0.000% 4 2825.28 -7595.58 -4856.30 -2825.28 7595.58 4856.30 0.000% 5 2825.28 -5696.69 -4856.30 -2825.28 5696.69 4856.30 0.000% 6 4893.53 -7595.58 -2803.79 -4893.53 7595.58 2803.79 0.000% 7 4893.53 -5696.69 -2803.79 -4893.53 5696.69 2803.79 0.000% 8 5650.56 -7595.58 0.00 -5650.56 7595.58 -0.00 0.000% 9 5650.56 -5696.69 0.00 -5650.56 5696.69 -0.00 0.000% 10 4893.53 -7595.58 2803.79 -4893.53 7595.58 -2803.79 0.000% 11 4893.53 -5696.69 2803.79 -4893.53 5696.69 -2803.79 0.000% 12 2825.28 -7595.58 4856.30 -2825.28 7595.58 -4856.30 0.000% 13 2825.28 -5696.69 4856.30 -2825.28 5696.69 -4856.30 0.000% 14 0.00 -7595.58 5607.57 -0.00 7595.58 -5607.57 0.000% 15 0.00 -5696.69 5607.57 -0.00 5696.69 -5607.57 0.000% 16 -2825.28 -7595.58 4856.30 2825.28 7595.58 -4856.30 0.000% 17 -2825.28 -5696.69 4856.30 2825.28 5696.69 -4856.30 0.000% 18 -4893.53 -7595.58 2803.79 4893.53 7595.58 -2803.79 0.000% 19 -4893.53 -5696.69 2803.79 4893.53 5696.69 -2803.79 0.000% 20 -5650.56 -7595.58 0.00 5650.56 7595.58 -0.00 0.000% 21 -5650.56 -5696.69 0.00 5650.56 5696.69 -0.00 0.000% 22 -4893.53 -7595.58 -2803.79 4893.53 7595.58 2803.79 0.000% 23 -4893.53 -5696.69 -2803.79 4893.53 5696.69 2803.79 0.000% 24 -2825.28 -7595.58 -4856.30 2825.28 7595.58 4856.30 0.000% 25 -2825.28 -5696.69 -4856.30 2825.28 5696.69 4856.30 0.000% 26 0.00 -9675.35 0.00 -0.00 9675.35 -0.00 0.000% 27 0.00 -9675.35 -1672.67 -0.00 9675.35 1672.67 0.000% 28 840.52 -9675.35 -1448.57 -840.53 9675.35 1448.58 0.000% 29 1455.83 -9675.35 -836.34 -1455.83 9675.35 836.34 0.000% 30 1681.05 -9675.35 0.00 -1681.05 9675.35 -0.00 0.000% 31 1455.83 -9675.35 836.34 -1455.83 9675.35 -836.34 0.000% 32 840.52 -9675.35 1448.57 -840.53 9675.35 -1448.58 0.000% 33 0.00 -9675.35 1672.67 -0.00 9675.35 -1672.67 0.000% 34 -840.52 -9675.35 1448.57 840.53 9675.35 -1448.58 0.000% 35 -1455.83 -9675.35 836.34 1455.83 9675.35 -836.34 0.000% 36 -1681.05 -9675.35 0.00 1681.05 9675.35 -0.00 0.000% 37 -1455.83 -9675.35 -836.34 1455.83 9675.35 836.34 0.000% 38 -840.52 -9675.35 -1448.57 840.53 9675.35 1448.58 0.000% 39 0.00 -6329.65 -1365.77 -0.00 6329.65 1365.77 0.000% 40 688.12 -6329.65 -1182.79 -688.12 6329.65 1182.79 0.000% 41 1191.86 -6329.65 -682.88 -1191.86 6329.65 682.88 0.000% 42 1376.24 -6329.65 0.00 -1376.24 6329.65 -0.00 0.000% 43 1191.86 -6329.65 682.88 -1191.86 6329.65 -682.88 0.000% 44 688.12 -6329.65 1182.79 -688.12 6329.65 -1182.79 0.000% 45 0.00 -6329.65 1365.77 -0.00 6329.65 -1365.77 0.000% 46 -688.12 -6329.65 1182.79 688.12 6329.65 -1182.79 0.000% 47 -1191.86 -6329.65 682.88 1191.86 6329.65 -682.88 0.000% 48 -1376.24 -6329.65 0.00 1376.24 6329.65 -0.00 0.000% 49 -1191.86 -6329.65 -682.88 1191.86 6329.65 682.88 0.000% 50 -688.12 -6329.65 -1182.79 688.12 6329.65 1182.79 0.000% Non-Linear Convergence Results ttnnxxTToowweerr Job ID6 Ricks Page 9 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00006144 3 Yes 4 0.00000001 0.00003786 4 Yes 5 0.00000001 0.00007859 5 Yes 5 0.00000001 0.00003743 6 Yes 5 0.00000001 0.00005802 7 Yes 5 0.00000001 0.00002748 8 Yes 5 0.00000001 0.00003600 9 Yes 4 0.00000001 0.00078353 10 Yes 5 0.00000001 0.00008970 11 Yes 5 0.00000001 0.00004240 12 Yes 5 0.00000001 0.00006415 13 Yes 5 0.00000001 0.00002995 14 Yes 4 0.00000001 0.00006251 15 Yes 4 0.00000001 0.00003832 16 Yes 5 0.00000001 0.00006332 17 Yes 5 0.00000001 0.00002956 18 Yes 5 0.00000001 0.00009091 19 Yes 5 0.00000001 0.00004300 20 Yes 5 0.00000001 0.00003599 21 Yes 4 0.00000001 0.00078340 22 Yes 5 0.00000001 0.00005813 23 Yes 5 0.00000001 0.00002752 24 Yes 5 0.00000001 0.00007667 25 Yes 5 0.00000001 0.00003648 26 Yes 4 0.00000001 0.00002867 27 Yes 4 0.00000001 0.00060325 28 Yes 4 0.00000001 0.00067718 29 Yes 4 0.00000001 0.00068087 30 Yes 4 0.00000001 0.00065577 31 Yes 4 0.00000001 0.00074285 32 Yes 4 0.00000001 0.00072900 33 Yes 4 0.00000001 0.00066112 34 Yes 4 0.00000001 0.00072869 35 Yes 4 0.00000001 0.00074495 36 Yes 4 0.00000001 0.00065400 37 Yes 4 0.00000001 0.00067710 38 Yes 4 0.00000001 0.00067146 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00006520 41 Yes 4 0.00000001 0.00005682 42 Yes 4 0.00000001 0.00007866 43 Yes 4 0.00000001 0.00009251 44 Yes 4 0.00000001 0.00004108 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00004361 47 Yes 4 0.00000001 0.00009572 48 Yes 4 0.00000001 0.00007860 49 Yes 4 0.00000001 0.00005392 50 Yes 4 0.00000001 0.00006009 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 69.3 - 50.8 4.896 45 0.5382 0.0044 ttnnxxTToowweerr Job ID6 Ricks Page 10 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L2 52.8 - 0 3.072 45 0.5009 0.0032 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 69.30 Lightning Rod 1''x5' 45 4.896 0.5382 0.0044 17480 65.50 ANTEL CWWX063X19x00 45 4.453 0.5327 0.0041 17480 64.00 Platform 12' w/ Rails 45 4.280 0.5303 0.0040 16491 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 69.3 - 50.8 19.829 10 2.1573 0.0180 L2 52.8 - 0 12.498 10 2.0253 0.0129 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 69.30 Lightning Rod 1''x5' 10 19.829 2.1573 0.0180 4417 65.50 ANTEL CWWX063X19x00 10 18.051 2.1399 0.0168 4417 64.00 Platform 12' w/ Rails 10 17.356 2.1321 0.0163 4167 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn L1 69.3 - 68.2687 TP18.839x16.194x0.25 18.50 0.00 0.0 12.7686 -75.77 948640.00 0.000 68.2687 - 67.2375 12.8856 -128.83 957332.00 0.000 67.2375 - 66.2062 13.0025 -182.37 966024.00 0.000 66.2062 - 65.175 13.1195 -1129.57 974716.00 0.001 ttnnxxTToowweerr Job ID6 Ricks Page 11 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn 65.175 - 64.1437 13.2365 -1182.70 983408.00 0.001 64.1437 - 63.1125 13.3535 -3007.33 992101.00 0.003 63.1125 - 62.0812 13.4705 -3063.05 1000790.00 0.003 62.0812 - 61.05 13.5875 -3119.35 1009480.00 0.003 61.05 - 60.0187 13.7045 -3176.24 1018180.00 0.003 60.0187 - 58.9875 13.8215 -3233.71 1026870.00 0.003 58.9875 - 57.9562 13.9385 -3291.78 1035560.00 0.003 57.9562 - 56.925 14.0555 -3350.43 1044250.00 0.003 56.925 - 55.8937 14.1725 -3409.67 1052950.00 0.003 55.8937 - 54.8625 14.2895 -3469.50 1061640.00 0.003 54.8625 - 53.8312 14.4065 -3529.92 1070330.00 0.003 53.8312 - 52.8 14.5235 -3590.93 1079020.00 0.003 52.8 - 50.8 14.7504 -1938.27 1095880.00 0.002 L2 52.8 - 50.8 TP26.101x18.0531x0.25 52.80 0.00 0.0 14.3686 -1887.70 1067520.00 0.002 50.8 - 48.1263 14.6920 -3984.40 1091540.00 0.004 48.1263 - 45.4526 15.0154 -4148.93 1115570.00 0.004 45.4526 - 42.7789 15.3387 -4316.73 1139590.00 0.004 42.7789 - 40.1053 15.6621 -4489.82 1163620.00 0.004 40.1053 - 37.4316 15.9855 -4667.15 1187640.00 0.004 37.4316 - 34.7579 16.3089 -4848.73 1211670.00 0.004 34.7579 - 32.0842 16.6323 -5034.54 1235690.00 0.004 32.0842 - 29.4105 16.9556 -5224.56 1259720.00 0.004 29.4105 - 26.7368 17.2790 -5418.78 1283740.00 0.004 26.7368 - 24.0632 17.6024 -5617.19 1307770.00 0.004 24.0632 - 21.3895 17.9258 -5819.78 1331790.00 0.004 21.3895 - 18.7158 18.2491 -6026.53 1355820.00 0.004 18.7158 - 16.0421 18.5725 -6237.43 1379840.00 0.005 16.0421 - 13.3684 18.8959 -6452.48 1403870.00 0.005 13.3684 - 10.6947 19.2193 -6671.64 1427900.00 0.005 10.6947 - 8.02105 19.5426 -6894.93 1451920.00 0.005 8.02105 - 5.34737 19.8660 -7122.31 1475640.00 0.005 5.34737 - 2.67368 20.1894 -7353.76 1493530.00 0.005 ttnnxxTToowweerr Job ID6 Ricks Page 12 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu lb Pn lb Ratio Pu Pn 2.67368 - 0 20.5128 -7589.34 1511220.00 0.005 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 69.3 - 68.2687 TP18.839x16.194x0.25 0.11 311.52 0.000 0.00 311.52 0.000 68.2687 - 67.2375 0.20 317.30 0.001 0.00 317.30 0.000 67.2375 - 66.2062 0.32 323.14 0.001 0.00 323.14 0.000 66.2062 - 65.175 1.16 329.02 0.004 0.00 329.02 0.000 65.175 - 64.1437 3.41 334.96 0.010 0.00 334.96 0.000 64.1437 - 63.1125 7.71 340.95 0.023 0.00 340.95 0.000 63.1125 - 62.0812 10.94 347.00 0.032 0.00 347.00 0.000 62.0812 - 61.05 14.21 353.09 0.040 0.00 353.09 0.000 61.05 - 60.0187 17.52 359.25 0.049 0.00 359.25 0.000 60.0187 - 58.9875 20.88 365.45 0.057 0.00 365.45 0.000 58.9875 - 57.9562 24.29 371.71 0.065 0.00 371.71 0.000 57.9562 - 56.925 27.73 378.02 0.073 0.00 378.02 0.000 56.925 - 55.8937 31.23 384.38 0.081 0.00 384.38 0.000 55.8937 - 54.8625 34.77 390.80 0.089 0.00 390.80 0.000 54.8625 - 53.8312 38.35 397.27 0.097 0.00 397.27 0.000 53.8312 - 52.8 41.98 403.79 0.104 0.00 403.79 0.000 52.8 - 50.8 25.58 416.59 0.061 0.00 416.59 0.000 L2 52.8 - 50.8 TP26.101x18.0531x0.25 23.58 395.17 0.060 0.00 395.17 0.000 50.8 - 48.1263 59.04 413.28 0.143 0.00 413.28 0.000 48.1263 - 45.4526 69.22 431.80 0.160 0.00 431.80 0.000 45.4526 - 42.7789 79.71 450.72 0.177 0.00 450.72 0.000 42.7789 - 40.1053 90.53 470.05 0.193 0.00 470.05 0.000 40.1053 - 37.4316 101.63 489.78 0.208 0.00 489.78 0.000 37.4316 - 34.7579 113.02 509.92 0.222 0.00 509.92 0.000 34.7579 - 32.0842 124.69 530.47 0.235 0.00 530.47 0.000 32.0842 - 29.4105 136.65 551.42 0.248 0.00 551.42 0.000 29.4105 - 26.7368 148.88 572.78 0.260 0.00 572.78 0.000 ttnnxxTToowweerr Job ID6 Ricks Page 13 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny 26.7368 - 24.0632 161.40 594.54 0.271 0.00 594.54 0.000 24.0632 - 21.3895 174.19 616.71 0.282 0.00 616.71 0.000 21.3895 - 18.7158 187.26 639.28 0.293 0.00 639.28 0.000 18.7158 - 16.0421 200.60 662.27 0.303 0.00 662.27 0.000 16.0421 - 13.3684 214.22 685.65 0.312 0.00 685.65 0.000 13.3684 - 10.6947 228.10 709.45 0.322 0.00 709.45 0.000 10.6947 - 8.02105 242.25 733.64 0.330 0.00 733.64 0.000 8.02105 - 5.34737 256.68 758.09 0.339 0.00 758.09 0.000 5.34737 - 2.67368 271.38 779.90 0.348 0.00 779.90 0.000 2.67368 - 0 286.36 801.90 0.357 0.00 801.90 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu lb Vn lb Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 69.3 - 68.2687 TP18.839x16.194x0.25 62.19 474320.00 0.000 0.00 625.27 0.000 68.2687 - 67.2375 102.98 478666.00 0.000 0.00 636.85 0.000 67.2375 - 66.2062 144.13 483012.00 0.000 0.00 648.54 0.000 66.2062 - 65.175 2141.55 487358.00 0.004 0.00 660.34 0.000 65.175 - 64.1437 2215.83 491704.00 0.005 0.06 672.25 0.000 64.1437 - 63.1125 3107.77 496050.00 0.006 0.01 684.26 0.000 63.1125 - 62.0812 3150.14 500396.00 0.006 0.01 696.38 0.000 62.0812 - 61.05 3192.76 504742.00 0.006 0.01 708.60 0.000 61.05 - 60.0187 3235.64 509088.00 0.006 0.01 720.93 0.000 60.0187 - 58.9875 3278.78 513434.00 0.006 0.01 733.37 0.000 58.9875 - 57.9562 3322.17 517781.00 0.006 0.01 745.91 0.000 57.9562 - 56.925 3365.81 522127.00 0.006 0.01 758.56 0.000 56.925 - 55.8937 3409.70 526473.00 0.006 0.01 771.32 0.000 55.8937 - 54.8625 3453.85 530819.00 0.007 0.01 784.18 0.000 54.8625 - 53.8312 3498.24 535165.00 0.007 0.01 797.15 0.000 53.8312 - 52.8 3542.87 539511.00 0.007 0.02 810.22 0.000 52.8 - 50.8 1911.70 539511.00 0.004 0.01 835.88 0.000 ttnnxxTToowweerr Job ID6 Ricks Page 14 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho Section No. Elevation ft Size Actual Vu lb Vn lb Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L2 52.8 - 50.8 TP26.101x18.0531x0.25 1723.77 533758.00 0.003 0.01 792.94 0.000 50.8 - 48.1263 3756.75 545771.00 0.007 0.32 829.25 0.000 48.1263 - 45.4526 3865.30 557784.00 0.007 0.32 866.36 0.000 45.4526 - 42.7789 3995.22 569796.00 0.007 0.57 904.29 0.001 42.7789 - 40.1053 4102.86 581809.00 0.007 0.57 943.03 0.001 40.1053 - 37.4316 4210.01 593821.00 0.007 0.57 982.59 0.001 37.4316 - 34.7579 4316.65 605834.00 0.007 0.57 1022.96 0.001 34.7579 - 32.0842 4422.75 617847.00 0.007 0.57 1064.13 0.001 32.0842 - 29.4105 4528.31 629859.00 0.007 0.57 1106.13 0.001 29.4105 - 26.7368 4633.30 641872.00 0.007 0.57 1148.93 0.000 26.7368 - 24.0632 4737.71 653885.00 0.007 0.57 1192.55 0.000 24.0632 - 21.3895 4841.51 665897.00 0.007 0.57 1236.98 0.000 21.3895 - 18.7158 4944.69 677910.00 0.007 0.57 1282.22 0.000 18.7158 - 16.0421 5047.24 689922.00 0.007 0.57 1328.28 0.000 16.0421 - 13.3684 5149.14 701935.00 0.007 0.57 1375.15 0.000 13.3684 - 10.6947 5250.36 713948.00 0.007 0.57 1422.83 0.000 10.6947 - 8.02105 5350.90 725960.00 0.007 0.57 1471.33 0.000 8.02105 - 5.34737 5450.73 737821.00 0.007 0.57 1520.33 0.000 5.34737 - 2.67368 5560.56 746766.00 0.007 0.70 1564.01 0.000 2.67368 - 0 5658.94 755612.00 0.007 0.70 1608.10 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 69.3 - 68.2687 0.000 0.000 0.000 0.000 0.000 0.000 1.000 4.8.2 68.2687 - 67.2375 0.000 0.001 0.000 0.000 0.000 0.001 1.000 4.8.2 67.2375 - 66.2062 0.000 0.001 0.000 0.000 0.000 0.001 1.000 4.8.2 66.2062 - 65.175 0.001 0.004 0.000 0.004 0.000 0.005 1.000 4.8.2 65.175 - 64.1437 0.001 0.010 0.000 0.005 0.000 0.011 1.000 4.8.2 ttnnxxTToowweerr Job ID6 Ricks Page 15 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho 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 64.1437 - 63.1125 0.003 0.023 0.000 0.006 0.000 0.026 1.000 4.8.2 63.1125 - 62.0812 0.003 0.032 0.000 0.006 0.000 0.035 1.000 4.8.2 62.0812 - 61.05 0.003 0.040 0.000 0.006 0.000 0.043 1.000 4.8.2 61.05 - 60.0187 0.003 0.049 0.000 0.006 0.000 0.052 1.000 4.8.2 60.0187 - 58.9875 0.003 0.057 0.000 0.006 0.000 0.060 1.000 4.8.2 58.9875 - 57.9562 0.003 0.065 0.000 0.006 0.000 0.069 1.000 4.8.2 57.9562 - 56.925 0.003 0.073 0.000 0.006 0.000 0.077 1.000 4.8.2 56.925 - 55.8937 0.003 0.081 0.000 0.006 0.000 0.085 1.000 4.8.2 55.8937 - 54.8625 0.003 0.089 0.000 0.007 0.000 0.092 1.000 4.8.2 54.8625 - 53.8312 0.003 0.097 0.000 0.007 0.000 0.100 1.000 4.8.2 53.8312 - 52.8 0.003 0.104 0.000 0.007 0.000 0.107 1.000 4.8.2 52.8 - 50.8 0.002 0.061 0.000 0.004 0.000 0.063 1.000 4.8.2 L2 52.8 - 50.8 0.002 0.060 0.000 0.003 0.000 0.061 1.000 4.8.2 50.8 - 48.1263 0.004 0.143 0.000 0.007 0.000 0.147 1.000 4.8.2 48.1263 - 45.4526 0.004 0.160 0.000 0.007 0.000 0.164 1.000 4.8.2 45.4526 - 42.7789 0.004 0.177 0.000 0.007 0.001 0.181 1.000 4.8.2 42.7789 - 40.1053 0.004 0.193 0.000 0.007 0.001 0.197 1.000 4.8.2 40.1053 - 37.4316 0.004 0.208 0.000 0.007 0.001 0.211 1.000 4.8.2 37.4316 - 34.7579 0.004 0.222 0.000 0.007 0.001 0.226 1.000 4.8.2 34.7579 - 32.0842 0.004 0.235 0.000 0.007 0.001 0.239 1.000 4.8.2 32.0842 - 29.4105 0.004 0.248 0.000 0.007 0.001 0.252 1.000 4.8.2 29.4105 - 26.7368 0.004 0.260 0.000 0.007 0.000 0.264 1.000 4.8.2 26.7368 - 24.0632 0.004 0.271 0.000 0.007 0.000 0.276 1.000 4.8.2 24.0632 - 21.3895 0.004 0.282 0.000 0.007 0.000 0.287 1.000 4.8.2 21.3895 - 18.7158 0.004 0.293 0.000 0.007 0.000 0.297 1.000 4.8.2 18.7158 - 16.0421 0.005 0.303 0.000 0.007 0.000 0.307 1.000 4.8.2 ttnnxxTToowweerr Job ID6 Ricks Page 16 of 16 J5 Infrastructure Partners 2030 Main Street, Suite 200 Project Structural Analysis - Rev-0 Date 12:28:35 02/07/19 Irvine, CA 92614 Phone: (949) 247-7767 FAX: Client Verizon Designed by Danh Ho 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 16.0421 - 13.3684 0.005 0.312 0.000 0.007 0.000 0.317 1.000 4.8.2 13.3684 - 10.6947 0.005 0.322 0.000 0.007 0.000 0.326 1.000 4.8.2 10.6947 - 8.02105 0.005 0.330 0.000 0.007 0.000 0.335 1.000 4.8.2 8.02105 - 5.34737 0.005 0.339 0.000 0.007 0.000 0.343 1.000 4.8.2 5.34737 - 2.67368 0.005 0.348 0.000 0.007 0.000 0.353 1.000 4.8.2 2.67368 - 0 0.005 0.357 0.000 0.007 0.000 0.362 1.000 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P lb øPallow lb % Capacity Pass Fail L1 69.3 - 50.8 Pole TP18.839x16.194x0.25 1 -3590.93 1079020.00 10.7 Pass L2 50.8 - 0 Pole TP26.101x18.0531x0.25 2 -7589.34 1511220.00 36.2 Pass Summary Pole (L2) 36.2 Pass RATING = 36.2 Pass  Program Version 8.0.5.0 - 11/28/2018 File:C:/Users/danh/Desktop/VZW_RICK ID4/Rev-0/ID6 Ricks_Rev-0_01-7-2019.eri J5 Infrastructure Partners Danh Ho, E.I.T. ID6 Ricks Baseplate Model SK - 1 Feb 7, 2019 at 12:32 PM Baseplate Model-ID6 Rick.r3d 5.7k -7.6k -286k-ft Y XZ Loads: LC 2, PROPOSED Company : J5 Infrastructure Partners Feb 7, 2019 12:31 PMDesigner : Danh Ho, E.I.T. Job Number : ID6 Ricks Checked By: Eric Rawlins, P.E., S.E.Model Name : Baseplate Model Joint Reactions (By Combination) LC Joint Label X [k]Y [k]Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 2 N1819 -4.089 -108.808 0 0 0 022N17951.302 1.9 .063 0 0 0 3 2 N1771 -4.216 112.608 0 0 0 0 4 2 N1747 1.302 1.9 -.063 0 0 0 5 2 Totals:-5.7 7.6 0 6 2 COG (in):X: 0 Y: 1 Z: 0 RISA-3D Version 17.0.1 Page 164 [C:\...\danh\Desktop\VZW_RICK ID4\Rev-0\Baseplate Model-ID6 Rick.r3d] Company : J5 Infrastructure Partners Feb 7, 2019 12:31 PMDesigner : Danh Ho, E.I.T. Job Number : ID6 Ricks Checked By: Eric Rawlins, P.E., S.E.Model Name : Baseplate Model Plate Principal Stresses (By Combination) LC Plate Label Loc Sigma1[...Sigma2[... Tau Max[ksi] Angle[rad] Von Mises[ksi] 1 2 P1177 T -7.794 -35.254 13.73 -.078 32.0752B35.285 8.363 13.461 1.493 31.936 3 2 P1176 T -7.794 -35.254 13.73 .078 32.075 4 B 35.285 8.363 13.461 1.649 31.936 5 2 P1225 T 34.106 7.447 13.33 1.493 31.059 6 B -7.997 -34.117 13.06 -.078 30.90472P1224T34.106 7.447 13.33 1.649 31.059 8 B -7.997 -34.117 13.06 .078 30.904 9 2 P1273 T -4.698 -32.898 14.1 -.102 30.819 10 B 31.875 5.025 13.425 1.467 29.684 11 2 P1272 T -4.698 -32.898 14.1 .102 30.81912B31.875 5.025 13.425 1.674 29.684 13 2 P1178 T -8.52 -33.894 12.687 -.222 30.539 14 B 33.991 9.071 12.46 1.349 30.485 15 2 P1175 T -8.52 -33.894 12.687 .222 30.539 16 B 33.991 9.071 12.46 1.792 30.485172P1321T31.818 4.456 13.681 1.469 29.841 18 B -4.777 -30.825 13.024 -.103 28.736 19 2 P1320 T 31.818 4.456 13.681 1.673 29.841 20 B -4.777 -30.825 13.024 .103 28.736 21 2 P1226 T 32.789 8.151 12.319 1.35 29.56822B-8.685 -32.863 12.089 -.221 29.496 23 2 P1223 T 32.789 8.151 12.319 1.792 29.568 24 B -8.685 -32.863 12.089 .221 29.496 25 2 P1274 T -6.114 -32.053 12.97 -.279 29.476 26 B 31.226 6.406 12.41 1.287 28.567272P1271T-6.114 -32.053 12.97 .279 29.476 28 B 31.226 6.406 12.41 1.854 28.567 29 2 P1322 T 30.996 5.829 12.583 1.292 28.532 30 B -6.116 -30.192 12.038 -.283 27.646 31 2 P1319 T 30.996 5.829 12.583 1.849 28.53232B-6.116 -30.192 12.038 .283 27.646 33 2 P1081 T -8.295 -31.553 11.629 -.069 28.331 34 B 31.612 8.831 11.391 1.502 28.252 35 2 P1080 T -8.295 -31.553 11.629 .069 28.331 36 B 31.612 8.831 11.391 1.64 28.252372P1179T-9.265 -31.576 11.155 -.341 28.113 38 B 31.744 9.79 10.977 1.229 28.156 39 2 P1174 T -9.265 -31.576 11.155 .341 28.113 40 B 31.744 9.79 10.977 1.913 28.156 41 2 P1753 T 29.88 24.503 2.689 .089 27.58742B-23.585 -29.608 3.011 1.775 27.103 43 2 P1752 T 29.88 24.503 2.689 -.089 27.587 44 B -23.585 -29.608 3.011 1.367 27.103 45 2 P1275 T -7.62 -30.569 11.475 -.413 27.561 46 B 29.999 7.859 11.07 1.149 26.944472P1270T-7.62 -30.569 11.475 .413 27.561 48 B 29.999 7.859 11.07 1.992 26.944 49 2 P1129 T 30.506 7.92 11.293 1.502 27.417 50 B -8.439 -30.543 11.052 -.069 27.319 51 2 P1128 T 30.506 7.92 11.293 1.64 27.41752B-8.439 -30.543 11.052 .069 27.319 53 2 P1227 T 30.545 8.875 10.835 1.231 27.215 54 B -9.383 -30.69 10.653 -.341 27.238 55 2 P1222 T 30.545 8.875 10.835 1.91 27.215 56 B -9.383 -30.69 10.653 .341 27.238 RISA-3D Version 17.0.1 Page 83 [C:\...\danh\Desktop\VZW_RICK ID4\Rev-0\Baseplate Model-ID6 Rick.r3d] Company : J5 Infrastructure Partners Feb 7, 2019 12:31 PMDesigner : Danh Ho, E.I.T. Job Number : ID6 Ricks Checked By: Eric Rawlins, P.E., S.E.Model Name : Baseplate Model Plate Principal Stresses (By Combination) (Continued) LC Plate Label Loc Sigma1[...Sigma2[... Tau Max[ksi] Angle[rad] Von Mises[ksi] 57 2 P1082 T -8.669 -30.472 10.902 -.2 27.194 58 B 30.571 9.188 10.692 1.371 27.168592P1079T-8.669 -30.472 10.902 .2 27.194 60 B 30.571 9.188 10.692 1.771 27.168 61 2 P1800 T -23.667 -28.945 2.639 1.484 26.7 62 B 28.675 22.78 2.948 -.202 26.229 63 2 P1801 T -23.667 -28.945 2.639 1.658 26.764B28.675 22.78 2.948 .202 26.229 65 2 P1323 T 29.555 7.291 11.132 1.16 26.668 66 B -7.526 -29.002 10.738 -.42 26.067 67 2 P1318 T 29.555 7.291 11.132 1.982 26.668 68 B -7.526 -29.002 10.738 .42 26.067692P1130T29.459 8.283 10.588 1.371 26.314 70 B -8.785 -29.536 10.375 -.199 26.269 71 2 P1127 T 29.459 8.283 10.588 1.77 26.314 72 B -8.785 -29.536 10.375 .199 26.269 73 2 P1657 T 29.286 18.155 5.565 -.473 25.60574B-19.99 -28.922 4.466 1.072 25.65 75 2 P1656 T 29.286 18.155 5.565 .473 25.605 76 B -19.99 -28.922 4.466 2.07 25.65 77 2 P1276 T -8.168 -28.378 10.105 -.511 25.303 78 B 28.042 8.35 9.846 1.047 24.938792P1269T-8.168 -28.378 10.105 .511 25.303 80 B 28.042 8.35 9.846 2.094 24.938 81 2 P1180 T -9.372 -28.643 9.636 -.437 25.295 82 B 28.853 9.868 9.493 1.13 25.4 83 2 P1173 T -9.372 -28.643 9.636 .437 25.29584B28.853 9.868 9.493 2.011 25.4 85 2 P1083 T -9.055 -28.55 9.748 -.313 25.27 86 B 28.7 9.548 9.576 1.257 25.314 87 2 P1078 T -9.055 -28.55 9.748 .313 25.27 88 B 28.7 9.548 9.576 1.885 25.314892P985T-8.479 -28.277 9.899 -.062 25.134 90 B 28.357 8.977 9.69 1.509 25.102 91 2 P984 T -8.479 -28.277 9.899 .062 25.134 92 B 28.357 8.977 9.69 1.632 25.102 93 2 P1704 T -17.543 -28.356 5.407 2.04 24.78794B27.998 19.324 4.337 .495 24.825 95 2 P1705 T -17.543 -28.356 5.407 1.101 24.787 96 B 27.998 19.324 4.337 -.495 24.825 97 2 P1228 T 27.707 8.982 9.362 1.136 24.484 98 B -9.46 -27.893 9.216 -.438 24.569992P1221T27.707 8.982 9.362 2.006 24.484 100 B -9.46 -27.893 9.216 .438 24.569 101 2 P1324 T 27.433 7.825 9.804 1.062 24.477 102 B -8.004 -27.106 9.551 -.521 24.121 103 2 P1317 T 27.433 7.825 9.804 2.079 24.477104B-8.004 -27.106 9.551 .521 24.121 105 2 P1131 T 27.599 8.658 9.471 1.259 24.448 106 B -9.135 -27.725 9.295 -.313 24.472 107 2 P1126 T 27.599 8.658 9.471 1.883 24.448 108 B -9.135 -27.725 9.295 .313 24.4721092P1033T27.314 8.089 9.613 1.509 24.302 110 B -8.569 -27.371 9.401 -.061 24.25 111 2 P1032 T 27.314 8.089 9.613 1.632 24.302 112 B -8.569 -27.371 9.401 .061 24.25 113 2 P986 T -8.661 -27.407 9.373 -.18 24.265 RISA-3D Version 17.0.1 Page 84 [C:\...\danh\Desktop\VZW_RICK ID4\Rev-0\Baseplate Model-ID6 Rick.r3d] Company : J5 Infrastructure Partners Feb 7, 2019 12:31 PMDesigner : Danh Ho, E.I.T. Job Number : ID6 Ricks Checked By: Eric Rawlins, P.E., S.E.Model Name : Baseplate Model Plate Principal Stresses (By Combination) (Continued) LC Plate Label Loc Sigma1[...Sigma2[... Tau Max[ksi] Angle[rad] Von Mises[ksi] 114 B 27.512 9.145 9.183 1.391 24.268 115 2 P983 T -8.661 -27.407 9.373 .18 24.265116B27.512 9.145 9.183 1.75 24.268 117 2 P1034 T 26.473 8.265 9.104 1.392 23.459 118 B -8.732 -26.554 8.911 -.179 23.441 119 2 P1031 T 26.473 8.265 9.104 1.75 23.459 120 B -8.732 -26.554 8.911 .179 23.4411212P1369T1.988 -22.199 12.093 -.154 23.257 122 B 21.106 -1.594 11.35 1.414 21.946 123 2 P1368 T 1.988 -22.199 12.093 .154 23.257 124 B 21.106 -1.594 11.35 1.728 21.946 125 2 P1084 T -9.058 -26.065 8.503 -.407 22.92126B26.249 9.524 8.363 1.162 23.016 127 2 P1077 T -9.058 -26.065 8.503 .407 22.92 128 B 26.249 9.524 8.363 1.98 23.016 129 2 P987 T -8.831 -25.821 8.495 -.285 22.731 130 B 25.959 9.294 8.333 1.286 22.7821312P982T-8.831 -25.821 8.495 .285 22.731 132 B 25.959 9.294 8.333 1.856 22.782 133 2 P1370 T -.675 -23.042 11.183 -.393 22.712 134 B 22.27 .941 10.664 1.169 21.814 135 2 P1367 T -.675 -23.042 11.183 .393 22.712136B22.27 .941 10.664 1.972 21.814 137 2 P1277 T -7.71 -25.543 8.917 -.587 22.692 138 B 25.392 7.836 8.778 .968 22.521 139 2 P1268 T -7.71 -25.543 8.917 .587 22.692 140 B 25.392 7.836 8.778 2.174 22.5211412P1417T21.474 -2.002 11.738 1.417 22.542 142 B 1.615 -20.413 11.014 -.156 21.267 143 2 P1416 T 21.474 -2.002 11.738 1.724 22.542 144 B 1.615 -20.413 11.014 .156 21.267 145 2 P1371 T -3.482 -24.012 10.265 -.546 22.474146B23.57 3.633 9.968 1.013 21.979 147 2 P1366 T -3.482 -24.012 10.265 .546 22.474 148 B 23.57 3.633 9.968 2.129 21.979 149 2 P889 T -8.431 -25.377 8.473 -.055 22.386 150 B 25.471 8.89 8.291 1.516 22.3911512P888T-8.431 -25.377 8.473 .055 22.386 152 B 25.471 8.89 8.291 1.625 22.391 153 2 P1181 T -8.712 -25.336 8.312 -.517 22.296 154 B 25.557 9.175 8.191 1.048 22.424 155 2 P1172 T -8.712 -25.336 8.312 .517 22.296156B25.557 9.175 8.191 2.093 22.424 157 2 P1132 T 25.196 8.663 8.266 1.166 22.172 158 B -9.111 -25.355 8.122 -.407 22.246 159 2 P1125 T 25.196 8.663 8.266 1.975 22.172 160 B -9.111 -25.355 8.122 .407 22.2461612P1418T22.278 .583 10.848 1.18 21.992 162 B -.844 -21.528 10.342 -.4 21.118 163 2 P1415 T 22.278 .583 10.848 1.962 21.992 164 B -.844 -21.528 10.342 .4 21.118 165 2 P1035 T 24.939 8.43 8.255 1.287 21.972166B-8.875 -25.053 8.089 -.284 22.001 167 2 P1030 T 24.939 8.43 8.255 1.854 21.972 168 B -8.875 -25.053 8.089 .284 22.001 169 2 P1325 T 24.689 7.384 8.652 .987 21.949 170 B -7.509 -24.543 8.517 -.6 21.782 RISA-3D Version 17.0.1 Page 85 [C:\...\danh\Desktop\VZW_RICK ID4\Rev-0\Baseplate Model-ID6 Rick.r3d] Company : J5 Infrastructure Partners Feb 7, 2019 12:31 PMDesigner : Danh Ho, E.I.T. Job Number : ID6 Ricks Checked By: Eric Rawlins, P.E., S.E.Model Name : Baseplate Model Plate Principal Stresses (By Combination) (Continued) LC Plate Label Loc Sigma1[...Sigma2[... Tau Max[ksi] Angle[rad] Von Mises[ksi] 171 2 P1316 T 24.689 7.384 8.652 2.155 21.949 172 B -7.509 -24.543 8.517 .6 21.7821732P1372T-4.851 -23.949 9.549 -.639 21.93 174 B 23.74 4.938 9.401 .917 21.696 175 2 P1365 T -4.851 -23.949 9.549 .639 21.93 176 B 23.74 4.938 9.401 2.224 21.696 177 2 P1848 T 25.157 12.404 6.376 -.145 21.787178B-11.844 -25.023 6.59 1.397 21.681 179 2 P1849 T 25.157 12.404 6.376 .145 21.787 180 B -11.844 -25.023 6.59 1.745 21.681 181 2 P1419 T 23.204 3.305 9.95 1.028 21.741 182 B -3.455 -22.775 9.66 -.556 21.2591832P1414T23.204 3.305 9.95 2.114 21.741 184 B -3.455 -22.775 9.66 .556 21.259 185 2 P890 T -8.509 -24.672 8.081 -.16 21.706 186 B 24.781 8.957 7.912 1.411 21.734 187 2 P887 T -8.509 -24.672 8.081 .16 21.706188B24.781 8.957 7.912 1.731 21.734 189 2 P937 T 24.485 8.033 8.226 1.516 21.618 190 B -8.476 -24.555 8.04 -.055 21.602 191 2 P936 T 24.485 8.033 8.226 1.625 21.618 192 B -8.476 -24.555 8.04 .055 21.6021932P1229T24.508 8.346 8.081 1.056 21.582 194 B -8.792 -24.705 7.956 -.52 21.689 195 2 P1220 T 24.508 8.346 8.081 2.085 21.582 196 B -8.792 -24.705 7.956 .52 21.689 197 2 P1420 T 23.137 4.633 9.252 .935 21.204198B-4.72 -22.933 9.107 -.651 20.976 199 2 P1413 T 23.137 4.633 9.252 2.207 21.204 200 B -4.72 -22.933 9.107 .651 20.976 201 2 P1896 T -11.979 -24.378 6.199 1.427 21.113 202 B 24.245 11.437 6.404 -.173 21.0082032P1897T-11.979 -24.378 6.199 1.715 21.113 204 B 24.245 11.437 6.404 .173 21.008 205 2 P938 T 23.802 8.108 7.847 1.411 20.959 206 B -8.54 -23.887 7.674 -.16 20.965 207 2 P935 T 23.802 8.108 7.847 1.731 20.959208B-8.54 -23.887 7.674 .16 20.965 209 2 P988 T -8.755 -23.731 7.488 -.373 20.786 210 B 23.894 9.192 7.351 1.196 20.876 211 2 P981 T -8.755 -23.731 7.488 .373 20.786 212 B 23.894 9.192 7.351 1.946 20.8762132P1373T-4.986 -22.706 8.86 -.703 20.669 214 B 22.656 5.032 8.812 .853 20.606 215 2 P1364 T -4.986 -22.706 8.86 .703 20.669 216 B 22.656 5.032 8.812 2.289 20.606 217 2 P891 T -8.557 -23.364 7.404 -.256 20.474218B23.495 8.987 7.254 1.315 20.533 219 2 P886 T -8.557 -23.364 7.404 .256 20.474 220 B 23.495 8.987 7.254 1.827 20.533 221 2 P1085 T -8.531 -23.247 7.358 -.484 20.368 222 B 23.442 8.968 7.237 1.082 20.4882232P1076T-8.531 -23.247 7.358 .484 20.368 224 B 23.442 8.968 7.237 2.059 20.488 225 2 P1036 T 22.917 8.355 7.281 1.199 20.088 226 B -8.776 -23.056 7.14 -.374 20.156 227 2 P1029 T 22.917 8.355 7.281 1.942 20.088 RISA-3D Version 17.0.1 Page 86 [C:\...\danh\Desktop\VZW_RICK ID4\Rev-0\Baseplate Model-ID6 Rick.r3d] EX I S T I N G : AN C H O R  BO L T  DE S I G N B A S E P L A T E  DE S I G N QU A N T I T Y 4 T H I C K N E S S  (i n ) 2 DI A M E T E R  (i n ) 2 . 2 5 S T E E L  GR A D E  (K S I ) 5 0 UL T I M A T E  ST R E N G T H  (k s i ) 1 0 0 M A X  ST R E S S  (K S I ) 3 2 . 1 MA X  TE N S I O N  (K ) 1 0 8 . 9 A D J U S T M E N T  PL A S T I C  SE C T I O N 2 1 . 4 EF F E C T I V E  AR E A  (i n ^ 2 ) 3 . 1 8 0 8 6 3 A L L O W A B L E  ST R E S S  (K S I ) 4 5 AL L O W A B L E  TE N S I O N  (K ) 2 5 4 . 4 6 9 P L A T E  ST R E S S 4 7 . 5 5 5 5 6 η  = 0. 5 5  (G R O U T E D ) ;  0. 5 0  (E L E V A T E D ) 0 . 5 TO T A L  SH E A R  (K ) 5 . 6 SH E A R  PE R  BO L T  (K ) 1 . 4 (P u  + Vu / η )/ØR n t 0 . 4 3 8 9 5 3 EX I S T I N G  + PR O P O S E D : AN C H O R  BO L T  DE S I G N B A S E P L A T E  DE S I G N QU A N T I T Y 8 T H I C K N E S S  (i n ) 2 . 5 DI A M E T E R  (i n ) 2 . 2 5 S T E E L  GR A D E  (K S I ) 5 0 UL T I M A T E  ST R E N G T H  (k s i ) 1 0 0 M A X  ST R E S S  (K S I ) 3 2 . 1 MA X  TE N S I O N  (K ) 1 0 8 . 8 A D J U S T M E N T  PL A S T I C  SE C T I O N 2 1 . 4 EF F E C T I V E  AR E A  (i n ^ 2 ) 3 . 1 8 0 8 6 3 A L L O W A B L E  ST R E S S  (K S I ) 4 5 AL L O W A B L E  TE N S I O N  (K ) 2 5 4 . 4 6 9 P L A T E  ST R E S S 4 7 . 5 5 5 5 6 η  = 0. 5 5  (G R O U T E D ) ;  0. 5 0  (E L E V A T E D ) 0 . 5 TO T A L  SH E A R  (K ) 5 . 7 SH E A R  PE R  BO L T  (K ) 0 . 7 1 2 5 (P u  + Vu / η )/ØR n t 0 . 4 3 3 1 5 7   J5 INFRASTRUCTURE PARTNERS 2030 Main Street, Suite 200, Irvine, CA 92614 (949) 247-7767 Albuquerque, NM ● Boise, ID ● El Paso, TX ● Las Vegas, NV ● Denver, CO ● Irvine, CA                       APPENDIX B ANTENNA MOUNT ANALYSIS Project Name:Prepared by: Reviwer: ID6 Rick Danh Ho Eric Rawlins 2030 Main Street, Suite 200 Project Discription:Date: Irvine, CA 92614 Antenna Mount Analysis 2/7/2019 0. General Code Reference: 1. Existing & Proposed Appurtenance Spec Appurtenace Qty Height (in) Width (in) Depth (in) Weight (lbs)Volume (FT3) Antel CWWX063X19x00 6 75 12.1 7 36 3.68 Ericsson Radio 8843 6 18 13.2 11.3 75 1.55 Ericsson Radio 4449 3 18 13.2 9.4 70 1.29 _RayCap RxxDC-3315-PF-48 2 19.18 15.73 10.25 32 1.79 PIPE 2 STD - 96 2.375 2.375 -0.31 PIPE 1.5 STD - 150 1.875 1.875 -0.31 C5x3x3/16 - 60 5 3 -0.52 C4.5x3x3/16 - 64 4.5 3 -0.50 2. Determine Wind Velocity Pressure Tower Type Monopole Exposure Category ( TIA-222-G Addendum 2 - Section 2.6.5 Exposure Categories)C Topographic Category ( TIA-222-G Addendum 2 - Section 2.6.6 Topgraphic Effects)1 Structure Class ( TIA-222-G Addendum 2 - Table 2-1)I = II Height Above Ground z = 65.50 ft Height of Crest Above Surrounding Terrain (H=0 for topographic category 1)H = 0 ft Topographic Factor Kzt = 1.00 (unitless) Velocity pressure qz = 0.00256 KzKztKdV2I = 37.24 lb/ft2 Velocity Pressure Coefficient Kz = 1.16 (unitless) Directionality Factor Kd = 0.95 (unitless) Basic Wind Speed Vult =115 MPH Gust Affect Factor ( TIA-222-G Addendum 2 - Section 2.6.9 Design Wind Load)Gh = 1.00 (Unitless) 2.1 Wind Design Force for the Appurtenance F=(qz)(Gh)(EPA)F= 37.2 *(EPA) IBC 2015/ TIA‐222‐G Appendix B:  Antenna Mount Calculation Project Name:Prepared by: Reviwer: ID6 Rick Danh Ho Eric Rawlins 2030 Main Street, Suite 200 Project Discription:Date: Irvine, CA 92614 Antenna Mount Analysis 2/7/2019 3. Determine Seismic Force Structure Class = II Site Class =D Seismic Design Category = 3.1 Design Spectral Response Accelerations Spectral Response Acceleration at short period Ss =0.442 g Max Considered Earthquake Spectral Response acceleration S1 =0.156 g at 1 second Acceleration‐based site coefficient at short periods Fa =1.446 Velocity‐based site coefficient at 1.0 seconds Fv =2.175 Design Spectral Response Acceleration at short SDS = (2/3)FaSs = 0.426 (unitless) periods Design Spectral Response Acceleration at SD1 = (2/3)FvS1 = 0.226 (unitless) a 1.0 sec period *SDS & SD1 values can be obtained without calculation, using outputs from USGS website, U.S. seismic design map tool (attached). 3.2 Seismic Design Force for Appurtenance Importance Factor ( TIA-222-G Addendum 2 - Table 2-3 Importance Factor)I =1.00 Response Modification Coefficient ( TIA-222-G Addendum 2 - Section 2.7.7.1)Rp =1.5 Component Amplification Factor ap =1 z = 65.50 ft h = 69.30 ft z/h= 0.95 (ASCE 7-10, 13.3.1) Fp =0.33 *Wp **( Ss<1 , Seismic can be ignored per TIA‐222‐G, Section 2.7.3) ** Project Name:Prepared by: Reviwer: ID6 Rick Danh Ho Eric Rawlins 2030 Main Street, Suite 200 Project Discription:Date: Irvine, CA 92614 Antenna Mount Analysis 2/7/2019 4.Lateral Force Calculation Distributed  Wind Force Seismic Force  (lbs) Front Side Front Side Front/Side Front/Side 8.60 5.56 320 207 N/A N/A 1.98 1.70 74 63 N/A N/A 1.98 1.41 74 53 N/A N/A 2.51 1.64 94 61 N/A N/A 1.90 1.90 71 71 9 lb/ft N/A 2.34 2.34 87 87 7 lb/ft N/A 3.26 2.29 122 85 24 lb/ft N/A 3.28 2.50 122 93 23 lb/ft N/A Appurtenance Antel CWWX063X19x00 C5x3x3/16 PIPE 1.5 STD PIPE 2 STD _RayCap RxxDC‐3315‐PF‐48 Ericsson Radio 4449 EPA (ft2)Wind Force (lbs) Ericsson Radio 8843 C4.5x3x3/16 TowerCom Technologies Danh Ho, EIT SK - 1 Feb 7, 2019 at 12:34 PM ID6 Ricks Platform-Mount.r3d Y XZ TowerCom Technologies Danh Ho, EIT SK - 2 Feb 7, 2019 at 12:35 PM ID6 Ricks Platform-Mount.r3d A5 3 G r 3 5 A5 3 G r 3 5 A36 Gr.36 A36 Gr.36 A 3 6 G r .3 6 A36 Gr.36 A 3 6 G r .3 6 A 5 0 0 G r. 4 6 A36A36 A36 Gr.36 A5 3 G r 3 5 A5 3 G r 3 5 A 5 0 0 G r. 4 6 A36 Gr.36 A 3 6 G r .3 6 A36 A36 Gr.36 A36 Gr.36 A36A 5 0 0 G r. 4 6 A53 Gr 35 A36 Gr.36 A36 Gr.36 A36 A 5 3 G r 3 5 A5 3 G r 3 5 A 3 6 G r .3 6 A36 Gr.36 A53 Gr 35 A36A36 G r .3 6 A 3 6 G r .3 6 A 5 3 G r 3 5 A5 3 G r 3 5 A36 Gr.36 A5 3 G r 3 5 A 5 0 0 G r. 4 6 A36 Gr.36 A5 3 G r 3 5 A 3 6 G r .3 6 A 3 6 G r .3 6 A5 3 G r 3 5 A36 Gr.36 A 3 6 G r .3 6 A5 3 G r 3 5 A36 Gr.36 A36 Gr.36 A53 Gr 35 A 3 6 G r .3 6 A36 Gr.36 A36 Gr.36 A36 Gr.36 A 3 6 G r .3 6 A5 3 G r 3 5 A5 3 G r 3 5 A 5 3 G r 3 5 A 3 6 A5 3 G r 3 5 A 3 6 G r .3 6 A36 Gr.36 A 3 6 A53 Gr 35 A 3 6 G r .3 6 A 3 6 G r .3 6 A5 3 G r 3 5 A500 Gr.46 A36 Gr.36 A 3 6 A500 Gr.46 A5 3 G r 3 5 A 3 6 G r .3 6 A 3 6 G r .3 6 A500 Gr.46 A5 3 G r 3 5 A36 Gr.36 A500 Gr.46 A 3 6 G r .3 6 A36 A5 3 G r 3 5 A5 3 G r 3 5 A 3 6 G r .3 6 A 5 0 0 G r .4 6 A 3 6A36A36 A 5 3 G r 3 5 A36 Gr.36 A5 3 G r 3 5 A53 Gr 35 A36 Gr.36 A36A36 G r .3 6 A36 Gr.36 A 5 0 0 G r .4 6 A5 3 G r 3 5 A36 Gr.36A36 Gr.36 A36 Gr.36 A5 3 G r 3 5 A36 A36 Gr.36 A36 Gr.36A36 Gr.36 A5 3 G r 3 5 A 5 0 0 G r .4 6 A36 A36 Gr.36 A5 3 G r 3 5 A5 3 G r 3 5 A36 A36 Gr.36A36 G r .3 6 A36 Gr.36 A36 Gr.36 A53 Gr 35 A 5 0 0 G r .4 6 A36 Gr.36 A36 Gr.36 A5 3 G r 3 5 A36 Gr.36 A36 A53 Gr 35 A 3 6 G r .3 6 A36 Gr.36 A 5 3 G r 3 5 A 3 6 G r .3 6A5 3 G r 3 5 A36 Gr.36 A5 3 G r 3 5 A36 Gr.36 A36 Gr.36 A53 Gr 35 A5 3 G r 3 5 A53 Gr 35 A5 3 G r 3 5 A53 Gr 35 A5 3 G r 3 5 A5 3 G r 3 5 A5 3 G r 3 5 A53 Gr 35 A 5 3 G r 3 5 A36 Gr.36 A5 3 G r 3 5 A53 Gr 35 A 5 3 G r 3 5 A5 3 G r 3 5 A53 Gr 35A53 Gr 35 A5 3 G r 3 5 A5 3 G r 3 5 Y XZ Material Sets A36 Gr.36A500 Gr.46A53 Gr 35 A36 TowerCom Technologies Danh Ho, EIT SK - 3 Feb 7, 2019 at 12:36 PM ID6 Ricks Platform-Mount.r3d 7lb/ft 23lb/ft 23lb/ft 24lb/ft 23lb/ft 23lb/ft 24lb/ft 23lb/ft 23lb/ft 24lb/ft 7lb/ft 7lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft 9lb/ft -43.2lb -84lb 320lb -43.2lb -90lb 320lb -43.2lb -84lb 53lb 207lb -43.2lb -90lb 63lb 207lb -43.2lb -84lb53lb 207lb -43.2lb -90lb 63lb 207lb -7.2psf -7.2psf -7.2psf Y XZ Loads: LC 1, WIND FRONT Envelope Only Solution TowerCom Technologies Danh Ho, EIT SK - 4 Feb 7, 2019 at 12:37 PM ID6 Ricks Platform-Mount.r3d .2 2 .4 4 .14 .18 .1 2 .18 .1 2 . 1 8 .25.25 .18 .2 2 .4 4 . 1 8 .18 .1 2 .19 .18 .11 .19 . 1 8 .55 .18 .11 .21 .9 1 .1 7 .1 2 .11 .55 .21 .1 2 .2 2 .9 1 .2 2 .11 .4 4 . 1 8 .14 .1 7 .1 2 .2 2 .6 7 .11 .2 2 .1 7 .18 .11 .55 .2 2 .18 .11 .18 .2 2 .1 7 .7 2 .9 1 .1 8 .6 7 .2 2 .18 .1 5 .55 .1 8 .2 2 .1 7 .18 .18 .2 5 .18 .2 2 .1 8 .2 2 .18 .7 2 .18 .18 .1 8 .23 .1 7 .4 4 .1 4 .2 2 .2 5.1 5.1 8 .9 1 .12 .6 7 .55 .12.19 .1 8 .12.2 2 .2 2 .12.12 .22 .6 7 .23 .12 .22.22 .7 2 .2 2 .14 .22 .7 2 .4 4 .19 .22 .1 8 .18 .22 .55 .2 2 .22 .18 .3 7 .18 .14 .55 .1 4 .18 .9 1 .1 8 .3 7 .18 .6 7 .07 .18 .91 .2 2.91 .7 2 .91 .4 4 .3 7 .3 7 .91 .9 1 .25 .6 7 .91 .9 1 .7 2 .91.91 .3 7 .3 7 Y XZ Code Check( Env ) No Calc > 1.0 .90-1.0.75-.90.50-.75 0.-.50 Member Code Checks Displayed (Enveloped) Envelope Only Solution Company : J5 Infrastructure Partners Feb 10, 20192:41 PMDesigner : Danh Ho, EITJob Number : ID4 Rick Checked By: Eric Rawlins, P.E., S.E.Model Name : Platform Mount Member Primary Data Label I Joint J Joint K Joint Rotate(... Section/Shape Type Design List Material Design R...1 M6 N7 N8 CWS01290-92 Beam ZU A36 Typical2M7N9N10CWS01290-92 Beam ZU A36 Typical3M8N11N12CWS01290-92 Beam ZU A36 Typical4M9N16N1490CW00886BeamTubeA500 Gr...Typical5M10N20AN21CWS01290-92 Beam ZU A36 Typical6M11N22N23CWS01290-92 Beam ZU A36 Typical7M12N24N25CWS01290-92 Beam ZU A36 Typical8M13N28N2790CW00886BeamTubeA500 Gr...Typical9M15N37AN38ACWS01290-92 Beam ZU A36 Typical10M16N39N40CWS01290-92 Beam ZU A36 Typical11M17N41N42CWS01290-92 Beam ZU A36 Typical12M18N45N4490CW00886BeamTubeA500 Gr...Typical13M20N46AN45APIPE_1.5 Beam Pipe A53 Gr ...Typical14M24N43AN42A90Platform Top Corner Beam RECT A36 Gr....Typical15M23N51N5090Platform Top Corner Beam RECT A36 Gr....Typical16M24AN54N5390Platform Top Corner Beam RECT A36 Gr....Typical17M20AN37N50ASabre Platform Face Beam Channel A36 Gr....Typical18M21AN51AN20Sabre Platform Face Beam Channel A36 Gr....Typical19M22N52N53ASabre CS02247 Beam Channel A36 Gr....Typical20M23AN55N56Sabre Platform Face Beam Channel A36 Gr....Typical21M24BN57N54ASabre Platform Face Beam Channel A36 Gr....Typical22M25AN58N59ASabre CS02247 Beam Channel A36 Gr....Typical23M26N61N62Sabre Platform Face Beam Channel A36 Gr....Typical24M27N63N60Sabre Platform Face Beam Channel A36 Gr....Typical25M28N64N65Sabre CS02247 Beam Channel A36 Gr....Typical26M26AN63AN62APIPE_1.5 Beam Pipe A53 Gr ...Typical27M27AN65AN64APIPE_1.5 Beam Pipe A53 Gr ...Typical28M28AN66N67PIPE_2.0 Beam Pipe A53 Gr ...Typical29M29N68N69PIPE_2.0 Beam Pipe A53 Gr ...Typical30M30N70N71PIPE_2.0 Beam Pipe A53 Gr ...Typical31M31N72N73PIPE_2.0 Beam Pipe A53 Gr ...Typical32M32N75N76PIPE_2.0 Beam Pipe A53 Gr ...Typical33M33N77N78PIPE_2.0 Beam Pipe A53 Gr ...Typical34M34N79N80PIPE_2.0 Beam Pipe A53 Gr ...Typical35M35N81N82PIPE_2.0 Beam Pipe A53 Gr ...Typical36M36N84AN85PIPE_2.0 Beam Pipe A53 Gr ...Typical37M37N86N87PIPE_2.0 Beam Pipe A53 Gr ...Typical38M38N88N89PIPE_2.0 Beam Pipe A53 Gr ...Typical39M39N90N91PIPE_2.0 Beam Pipe A53 Gr ...Typical40M40N54AN37Platform Corner (Sabre)_HRA Beam RECT A36 Gr....Typical41M41N20N61Platform Corner (Sabre)_HRA Beam RECT A36 Gr....Typical42M42N60N55Platform Corner (Sabre)_HRA Beam RECT A36 Gr....Typical Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/in, lb*s^2*in)]No Data to Print ... Member Point Loads (BLC 1 : DEAD) Member Label Direction Magnitude[lb,k-ft]Location[in,%]1 M29 Y -36 602M30Y-36 603M37Y-36 604M38Y-36 60 RISA-3D Version 17.0.1 Page 1 [C:\Users\danh\Desktop\VZW_RICK ID4\Rev-0\ID6 Ricks Platform-Mount.r3d] Company : J5 Infrastructure Partners Feb 10, 20192:41 PMDesigner : Danh Ho, EITJob Number : ID4 Rick Checked By: Eric Rawlins, P.E., S.E.Model Name : Platform Mount Member Point Loads (BLC 1 : DEAD) (Continued) Member Label Direction Magnitude[lb,k-ft]Location[in,%]5 M33 Y -36 606M34Y-36 607M29Y-70 %508M37Y-70 %509M33Y-70 %5010M30Y-75 %5011M38Y-75 %5012M34Y-75 %50 Member Point Loads (BLC 2 : WIND FRONT) Member Label Direction Magnitude[lb,k-ft]Location[in,%]1 M38 Z 63 %502M34Z63%503M37Z53%504M33Z53%505M37Z207606M38Z207607M33Z207608M34Z207609M29Z3206010M30Z32060 Member Distributed Loads (BLC 2 : WIND FRONT) Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Location[in,%] End Location[in,%]1 M28A Z 9 9 0 02M31Z99003M36Z99004M37Z99005M38Z99006M39Z99007M32Z99008M33Z99009M34Z990010M35Z990011M30Z9902412M29Z9902413M20AZ232304514M26Z232304515M23AZ232304516M21AZ2323186317M27Z2323186318M24BZ2323186319M22Z24240020M28Z24240021M25AZ24240022M20Z770023M26AZ770024M27AZ7700 Member Distributed Loads (BLC 3 : BLC 1 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Location[in,%] End Location[in,%]1 M15 Y -.568 -2.347 0 11.8762M15Y-2.347 -3.313 11.876 23.7533M15Y-3.313 -2.971 23.753 35.629 RISA-3D Version 17.0.1 Page 2 [C:\Users\danh\Desktop\VZW_RICK ID4\Rev-0\ID6 Ricks Platform-Mount.r3d] Company : J5 Infrastructure Partners Feb 10, 20192:41 PMDesigner : Danh Ho, EITJob Number : ID4 Rick Checked By: Eric Rawlins, P.E., S.E.Model Name : Platform Mount Member Distributed Loads (BLC 3 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Location[in,%] End Location[in,%]4 M15 Y -2.971 -2.059 35.629 47.5065M15Y-2.059 -1.074 47.506 59.3826M16Y-4.444 -4.309 0 9.1057M16Y-4.309 -7.847 9.105 18.218M16Y-7.847 -7.922 18.21 27.3169M16Y-7.922 -4.431 27.316 36.42110M16Y-4.431 -4.51 36.421 45.52611M17Y-1.881 -1.881 0 27.05112M18Y-5.451 -5.451 36.897 48.89713M20AY-1.432 -1.106 18.9 37.814M20AY-1.106 -.78 37.8 56.715M24BY-.984 -1.134 6.3 18.916M24BY-1.134 -1.303 18.9 31.517M24BY-1.303 -1.491 31.5 44.118M10Y-1.083 -2.053 0 11.87619M10Y-2.053 -2.964 11.876 23.75320M10Y-2.964 -3.319 23.753 35.62921M10Y-3.319 -2.351 35.629 47.50622M10Y-2.351 -.556 47.506 59.38223M11Y-4.516 -4.432 0 9.10524M11Y-4.432 -7.921 9.105 18.2125M11Y-7.921 -7.849 18.21 27.31626M11Y-7.849 -4.309 27.316 36.42127M11Y-4.309 -4.438 36.421 45.52628M12Y-1.881 -1.881 0 27.05129M13Y-5.451 -5.451 36.897 48.89730M21AY-.757 -1.098 6.3 25.231M21AY-1.098 -1.44 25.2 44.132M26Y-1.488 -1.304 18.9 31.533M26Y-1.304 -1.146 31.5 44.134M26Y-1.146 -1.012 44.1 56.735M6Y-.608 -2.387 0 11.87636M6Y-2.387 -3.363 11.876 23.75237M6Y-3.363 -3.369 23.752 35.62838M6Y-3.369 -2.392 35.628 47.50539M6Y-2.392 -.596 47.505 59.38140M7Y-4.442 -4.307 0 9.10541M7Y-4.307 -7.836 9.105 18.2142M7Y-7.836 -7.838 18.21 27.31543M7Y-7.838 -4.307 27.315 36.41944M7Y-4.307 -4.436 36.419 45.52445M8Y-1.881 -1.881 0 27.04946M9Y-5.451 -5.451 36.897 48.89747M23AY-1.432 -1.106 18.9 37.848M23AY-1.106 -.78 37.8 56.749M27Y-.757 -1.098 6.3 25.250M27Y-1.098 -1.44 25.2 44.1 Member Area Loads (BLC 1 : DEAD) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]1 N38A N42 N41 N37A Y Two Way -62N21N25N24N20AYTwo Way -63N8N12N11N7YTwo Way -6 RISA-3D Version 17.0.1 Page 3 [C:\Users\danh\Desktop\VZW_RICK ID4\Rev-0\ID6 Ricks Platform-Mount.r3d] Company : J5 Infrastructure Partners Feb 10, 20192:41 PMDesigner : Danh Ho, EITJob Number : ID4 Rick Checked By: Eric Rawlins, P.E., S.E.Model Name : Platform Mount Basic Load Cases BLC Description Category X Gra...Y Gra...Z Gra... Joint Point Distributed Area(...Surfa...1 DEAD DL -1 12 32WIND FRONT WL 10 243BLC 1 Transient Area Loads None 50 Load Combinations Description Solve PDelta S...B...Fa...B... Fa...B... Fa...B...Fa...B...Fa...B...Fa...B...Fa...B... Fa...B... Fa...B... Fa...1 WIND FRONT Yes 1 1.2 2 12WIND FRONT (Rev.)Yes 1 1.2 2 -1 Envelope AISC 13th(360-05): LRFD Steel Code Checks Mem... Shape Code Check Loc[in] LC Shea...Lo... Dir LC phi*Pn...phi*Pnt... phi*Mn y-y [k-ft] phi*M... Cb Eqn1M9HSS6X3X6.220 0 1 .060 0 z 1 19957...226872 20.803 34.155 2.002 H... 2 M13 HSS6X3X6 .173 0 2 .082 0 z 2 19957...226872 20.803 34.155 3 H... 3 M18 HSS6X3X6 .173 0 2 .082 0 z 2 19957...226872 20.803 34.155 3 H... 4 M20 PIPE_1.5 .525 86.178 1 .179 13...2 2925....23593.5 1.105 1.105 2.923 H... 5 M24 Platform Top ....248 12.37 2 .000 24....z 1 2282....38475 .2 2.066 1 H... 6 M23 Platform Top ....122 0 1 .480 0 y 1 2282....38475 .2 2.066 1 H... 7 M24A Platform Top ....122 0 1 .480 0 y 1 2282....38475 .2 2.066 1 H... 8 M20A Sabre Platfor....166 19.688 1 .976 2.6...2 48967...61509....3.043 8.703 1.372 H... 9 M21A Sabre Platfor....166 43.313 1 .975 60....2 48967...61509....3.043 8.703 1.37 H... 10 M22 Sabre CS022....110 29.581 2 .416 42....z 1 52753...65306....3.104 10.354 1.086 H... 11 M23A Sabre Platfor....173 3.281 1 .316 52.5 z 2 48967...61509....3.043 8.703 1.215 H... 12 M24B Sabre Platfor....119 59.719 2 .175 63 y 2 48967...61509....3.043 8.703 3 H... 13 M25A Sabre CS022....208 40.28 1 .839 42....y 2 52753...65306....3.104 10.354 1.961 H... 14 M26 Sabre Platfor....119 3.281 2 .975 2.6... 1 48967...61509....3.043 8.703 3 H... 15 M27 Sabre Platfor....173 59.719 1 .317 0 z 2 48967...61509....3.043 8.703 1.215 H... 16 M28 Sabre CS022....208 20.14 1 .839 18....y 2 52753...65306....3.104 10.354 1.956 H... 17 M26A PIPE_1.5 .886 64.242 2 .437 18....1 2925....23593.5 1.105 1.105 3 H... 18 M27A PIPE_1.5 .886 86.178 2 .437 13...1 2925....23593.5 1.105 1.105 3 H... 19 M28A PIPE_2.0 .222 12 2 .172 12 2 14916...32130 1.872 1.872 2.493 H... 20 M29 PIPE_2.0 .160 12 2 .109 61 2 14916...32130 1.872 1.872 2.356 H... 21 M30 PIPE_2.0 .160 12 2 .109 61 2 14916...32130 1.872 1.872 2.356 H... 22 M31 PIPE_2.0 .221 12 2 .172 12 2 14916...32130 1.872 1.872 2.492 H... 23 M32 PIPE_2.0 .362 12 2 .325 12 2 14916...32130 1.872 1.872 2.47 H... 24 M33 PIPE_2.0 .682 12 1 .480 12 2 14916...32130 1.872 1.872 2.491 H... 25 M34 PIPE_2.0 .656 12 2 .401 12 1 14916...32130 1.872 1.872 2.411 H... 26 M35 PIPE_2.0 .432 12 1 .181 12 1 14916...32130 1.872 1.872 1.513 H... 27 M36 PIPE_2.0 .432 12 1 .181 12 1 14916...32130 1.872 1.872 1.519 H... 28 M37 PIPE_2.0 .653 12 2 .399 12 1 14916...32130 1.872 1.872 2.405 H... 29 M38 PIPE_2.0 .684 12 1 .480 12 2 14916...32130 1.872 1.872 2.495 H... 30 M39 PIPE_2.0 .362 12 2 .325 12 2 14916...32130 1.872 1.872 2.47 H... 31 M40 Platform Cor....134 6.998 2 .708 6.9...y 2 8852....21254.4 .084 1.55 2.272 H... 32 M41 Platform Cor....134 6.998 2 .708 6.9...y 1 8852....21254.4 .084 1.55 2.272 H... 33 M42 Platform Cor....063 0 1 .001 6.9...y 2 8852....21254.4 .084 1.55 1.22 H... Envelope AISI S100-16: LRFD Cold Formed Steel Code Checks Member Shape Code Check Loc[in] LC Shea...Loc[i...DirLC phi*Pn...phi*Tn...phi*Mn...phi*Mn...phi*... phi*... Cb Eqn1M6Z-Brace....233 29.69 1 .038 29.69 y 1 34369....56679....2.824 5.951 120...197...1.276 H1.2-1 2 M7 Z-Brace....197 22.762 1 .045 22.7...y 1 41257....56679....2.824 5.951 120...197...1.321 H1.2-1 3 M8 Z-Brace....135 13.525 2 .029 13.5...z 1 47647....56679....2.824 5.951 120...197...1.333 H1.2-1 4 M10 Z-Brace....174 29.073 2 .042 29.0...y 2 34368....56679....2.824 5.951 120...197...1.424 H1.2-1 RISA-3D Version 17.0.1 Page 4 [C:\Users\danh\Desktop\VZW_RICK ID4\Rev-0\ID6 Ricks Platform-Mount.r3d] Company : J5 Infrastructure Partners Feb 10, 20192:41 PMDesigner : Danh Ho, EITJob Number : ID4 Rick Checked By: Eric Rawlins, P.E., S.E.Model Name : Platform Mount Envelope AISI S100-16: LRFD Cold Formed Steel Code Checks (Continued) Member Shape Code Check Loc[in] LC Shea...Loc[i...DirLC phi*Pn...phi*Tn...phi*Mn...phi*Mn...phi*... phi*... Cb Eqn5M11Z-Brace....146 22.289 2 .046 22.2...y 2 41256....56679....2.824 5.951 120...197...1.897 H2-16M12Z-Brace....231 13.525 1 .083 27.0...y 1 47646....56679....2.824 5.951 120...197...1.333 H1.2-1 7 M15 Z-Brace....207 29.691 2 .042 29.6...y 2 34368....56679....2.824 5.951 120...197...1.333 H1.2-1 8 M16 Z-Brace....188 22.763 2 .046 22.7...y 2 41256....56679....2.824 5.951 120...197...1.445 H1.2-1 9 M17 Z-Brace....231 13.525 1 .083 0 y 1 47646....56679....2.824 5.951 120...197...1.333 H1.2-1 RISA-3D Version 17.0.1 Page 5 [C:\Users\danh\Desktop\VZW_RICK ID4\Rev-0\ID6 Ricks Platform-Mount.r3d]