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October 21,2019 <br /> 190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548 <br /> TEP Project Number 48167.314456, Order 506095, Revision 0 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 A53-13-46 <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(lb) 4)P.n . (lb) % Pass/Fail <br /> No. Element Capacity <br /> T1 I 190-180 I Leg I Pipe 2.5 STD I 3 -14574 ( 56559 I 25.8 l Pass <br /> T2 180-160 Leg PIPE 3.5 STD 21 -62598 101716 61.5 Pass <br /> T3 160-140 Leg Pipe 5 STD i 51 ( -124606 165270 I 75.4 Pass <br /> T4 140-120 Leg Pipe 8 STD 75 -194337 347310 I 56.0 Pass <br /> T5 120-113.333 1 Leg I Pipe 8 STD 99 I -217173 347310 62.5 Pass <br /> T6 1 113.333- Leg Pipe 8 STD 111 -240315 347310 69.2 Pass <br /> 106.667 <br /> T7 106.667-100 1 Leg Pipe 8 STD 120 -261611 347310 75.3 Pass <br /> T8 7 100-80 Leg Pipe 10 STD(SCH40) { 129 -323189 484378 66.7 Pass <br /> T9 80-70 Leg Pipe 10 STD(SCH40) 147 k -356560 484378 73.6 Pass <br /> T10 70-60 Leg Pipe 10 STD(SCH40) 159 -389555 484378 80.4 Pass <br /> T11 60-40 Leg Pipe 12 STD f 168 -456498 602433 { 75.8 F Pass <br /> tnxTower Report-version 8.0.5.0 <br />