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July 22,2019 <br /> 190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548 <br /> TEP Project Number 48167.283829, Order 449759, Revision 2 Page 5 <br /> 3.1) Analysis Method <br /> tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a <br /> three-dimensional model of the tower and calculate member stresses for various loading cases. <br /> Selected output from the analysis is included in Appendix A. <br /> 3.2) Assumptions <br /> 1) The tower and foundation were built and maintained in accordance with the manufacturer's <br /> specification. <br /> 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as <br /> specified in Tables 1 and 2, and the referenced drawings. <br /> 3) All tower components are in sufficient condition to carry their full design capacity. <br /> 4) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is <br /> left to the carrier or tower owner to ensure conformance. <br /> 5) All antenna mounts and mounting hardware are structurally sufficient to carry the full design <br /> capacity requirements of appurtenance wind area and weight as provided by the original <br /> manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural <br /> limitations of the existing and/or proposed antenna mounts. TEP did not perform a site visit to <br /> verify the size, condition or capacity of the antenna mounts and did not analyze antennas <br /> supporting mounts as part of this structural analysis report. <br /> 6) When applicable, the effective projected area (EPA) of appurtenances was determined by <br /> computation fluid dynamics(CFD)testing performed by Crown Castle. TEP assumes the means <br /> and methods used to determine the EPA's yields results that follow the intent of TIA-222-H and <br /> are accurate and complete. <br /> 7) The following material grades were assumed: <br /> a) Tower Legs:ASTM A53-B-46 <br /> b) Tower Bracing:ASTM A36 <br /> c) Anchor Rods:ASTM A615-75 <br /> 8) The existing base plate grout was not considered in this analysis. <br /> 9) TEP assumed the soil properties for the bottom layer of caisson from 40-ft to 42-ft to match the <br /> properties of soil layer above. <br /> This analysis may be affected if any assumptions are not valid or have been made in error. Tower <br /> Engineering Professionals should be notified to determine the effect on the structural integrity of the <br /> tower. <br /> 4)ANALYSIS RESULTS <br /> Table 4-Section Capacity(Summary) <br /> Section Elevation(ft) Component Type Size Critical, P(Ib) . �Pom(Ib) °�° Pass/Fail <br /> No. Element Capacity . <br /> T1 190 180 Leg Pipe 2.5 STD 2 -17571 56559 31.1 Pass <br /> T2 180-160 Leg PIPE 3.5 STD ! 21 -69472 j 101716 68.3 Pass <br /> T3 160-140 Leg Pipe 5 STD i 51 I -133919 ( 165270 81.0 Pass <br /> T4 140-120 Leg Pipe 8 STD 75 I -205737 1347310 59.2 Pass <br /> T5 120-113.333 Leg Pipe 8 STD 99 -229038 347310 65.9 Pass <br /> T6 113.333- Leg Pipe 8 STD i 111 -252610 347310 72.7 Pass <br /> 106.667 <br /> T7 i 106.667-100 Leg Pipe 8 STD 120 -274177 347310 78.9 Pass <br /> T8 100-80 Leg Pipe 10 STD(SCH40) 1 129 -336355 484378 69.4 Pass <br /> T9 80-70 Leg Pipe 10 STD(SCH40) I 147 i 369915 € 484378 76.4 Pass <br /> T10 70-60 Leg Pipe 10 STD(SCH40) ! 159 403034 484378 83.2 ._ Pass <br /> T11 60 40 Leg Pipe 12 STD 168 470040 ' 602433 78.0 Pass <br /> tnxTower Report-version 8.0.5.0 <br />