1810 104TH ST SE A T AND T WIRELESS ANTENNA 2022-12-02

J. Jai Page Michael F. Plahovinsak,P.E. 60-ft monopole- MFP#23514-065 FND 18301 State Route 161 W PnUJeu Date Plain Citv, OH 43064 281877 Silver Lake North 10/31/2014 Phone: 614-398-6250 Client Designed by email:mike@mfpeng.com TAPP TP-12705 Mike Caisson Calculation According to ANSI/TIA-222-G-2 1.Foundation overturning resistance calculated with PLS Caisson,for Brom's method for rigid piles. Soil layers modeled after recommendations from the geotechnical report. 2.Cohesion strength for the upper 15 ft has been reduced by 50% 3.In lieu of a soil resistance factor fs=0.75(TIA-9.4.1)an additional safey fator against soil failure of 1.33 has been applied. 4.Foundation is designed with a minimum safety factor resisting overturning of 2.0 5.Foundation has been designed with factored loads per TIA-222-G. 6.Design water table=15 ft below grade *** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 4.00 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 5.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.05 *** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (Pcf) (Psf) (degrees) 1 S 3.00 0.00 0.0 1.000 -0.00 2 S 2.00 3.00 125.0 3.392 33.00 3 S 10.00 5.00 130.0 4.599 40.00 4 S 20.00 15.00 67.6 4.599 40.00 *** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 1000.0 VERTICAL (k) = 20.0 SHEAR (k) = 20.0 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.33 *** CALCULATED PIER LENGTH (ft) = 16.000 *** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP 0£ PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (Pcf) (Psf) (k) (ft) S 0.05 3.00 0.0 1.000 0.00 2.05 S 3.05 2.00 125.0 3.392 12.72 4.38 S 5.05 7.36 130.0 4.599 369.52 9.53 S 12.41 2.64 130.0 4.599 -251.35 13.78 S 15.05 0.95 67.6 4.599 -103.68 15.53 *** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) SHEAR (k) MOMENT (ft-k) 0.00 27.2 1495.9 20.4 1121.9 1.60 27.2 1539.4 20.4 1154.6 3.20 27.1 1583.0 20.4 1187.2 4.80 17.5 1620.8 13.1 1215.6 6.40 -17.0 1625.0 -12.7 1218.7 8.00 -75.4 1554.1 -56.6 1165.6 9.60 -156.8 1371.4 -117.6 1028.6 11.20 -261.2 1040.1 -195.9 780.1 12.80 -321.6 536.5 -241.2 402.4 14.40 -171.3 139.2 -128.5 104.4 16.00 0.0 -0.0 0.0 -0.0 *** TOTAL REINFORCEMENT PCT = 0.40 REINFORCEMENT AREA (in^2) = 11.31 *** USABLE AXIAL CAP. (k) = 20.0 USABLE MOMENT CAP. (ft-k) = 1273.8 For Design: 5-ft Diameter caisson x 16-ft long (15.5-ft Embeded with 0.5-ft above grade) Concrete strength =4000 PSI @ 28 days. Estimated Concrete Volume = 12 CY3. (12) #10 Vertical Rebar. Steel Cross-Section = 15.24 in2