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Results Option 1 _ Existing Tower with Existing Antennas , <br /> 80 MPH wind and ' no_ ice. Analysis per <br /> TIA/EIA-222-F. <br /> Mast • <br /> Legs : The maximum combined stress ratio in the <br /> vertical members is 1.21 at elevation 180 ' <br /> which is less than the maximum allowable <br /> value of 1.33 . See comments. <br /> Dia : The maximum combined stress ratios in the <br /> bracing members is 0.95 at elevation 400 ' <br /> which is less than the maximum allowable <br /> value of 1:33. See comments. <br /> u s : The minimum guy safety factor is 2.42 at <br /> elevation 520 ' which is greater than the <br /> minimum required . value of 2.00. See comments . <br /> Foundation• <br /> a e- Actual axial load at base of tower per our analy- <br /> sis is 232,300 Kips. This results in a net bear- <br /> ing . pressure of 3337 PSF based on foundation <br /> drawing number C810975 by Unarco-Rohn. Allowable <br /> net bearing pressure is 3000 PSF based on. drawing <br /> number C810975 by Unarco-Rohn and soils report by <br /> Subterranean Engineering, Inc. date July, 1981.. <br /> EEI cannot comment on nor account for the existing <br /> soils under the base foundation to safely support <br /> this increased net bearing pressure. We suggest <br /> the vertical load at the base of the tower is <br /> forwarded,.to Subterranean Engineering, Inc. to <br /> review the .base design and their soils report to <br /> determine if soils are adequate. Modifications <br /> may be required. <br /> Inn AUc_ Actual vertical uplift load of 14 . 53 Kips and an <br /> actual horizontal load of 18. 79 Kips per our <br /> analysis . Per the original reactions furnished to <br /> Subterranean Engineering, Inc. by Unarco-Rohn, the <br /> inner anchors were design for an uplift load of <br /> 17.10 kips and a horizontal load of 21.80 kips . <br /> Due to the lack of information regarding the <br /> existing anchor shaft, EEI cannot Comment on nor <br /> account for the capacity of the existing anchor <br /> shaft, to develop reactions per our current <br /> analysis . <br /> 3 <br />