Okaloosa County BOCC — February 4, 2014 — Shalimar (229025) AWS SA (Passing) 12-3-13 — reading text

Elevation Size Mux Mnx Ratio Muy Mny Ratio No. Mux Muy ft lb-ft lb-ft Mnx lb-ft lb-ft Mny L2 135.25 - 87.25 TP41.2867x26.3026x0.53 2950266.67 3929941.67 0.751 0.00 3929941.67 0.000 (2) L3 87.25 - TP51.4168x38.7379x0.54 5337941.67 6224624.67 0.858 0.00 6224624.67 0.000 48.4167 (3) L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 9542250.00 10870416.67 0.878 0.00 10870416.67 0.000 Pole Shear Design Data Section Elevation Size Actual Vn Ratio Actual Tn Ratio No. Vu Vu Tu Tu ft lb lb Vn lb-ft lb-ft Tn L1 181.25 - TP28.2552x15x0.4 30581.50 594143.00 0.051 455.16 2917966.67 0.000 135.25 (1) L2 135.25 - 87.25 TP41.2867x26.3026x0.53 54671.70 1157690.00 0.047 451.51 8361166.67 0.000 (2) L3 87.25 - TP51.4168x38.7379x0.54 69669.40 1479910.00 0.047 449.45 13210082.67 0.000 48.4167 (3) L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 88392.30 2116020.00 0.042 448.53 23035333.33 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu Mux Muy Vu Tu Stress Stress ft Pn Mnx Mny Vn Tn Ratio Ratio L1 181.25 - 0.004 0.581 0.000 0.051 0.000 0.588 1.000 4.10-1a 135.25 (1) L2 135.25 - 87.25 0.005 0.751 0.000 0.047 0.000 0.758 1.000 4.10-1a (2) L3 87.25 - 0.006 0.858 0.000 0.047 0.000 0.866 1.000 4.10-1a 48.4167 (3) L4 48.4167 - 1 (4) 0.008 0.878 0.000 0.042 0.000 0.888 1.000 4.10-1a Section Capacity Table Section Elevation Component Size Critical P øPallow % Pass No. ft Type Element lb lb Capacity Fail L1 181.25 - 135.25 Pole TP28.2552x15x0.4 1 -8927.37 2535100.00 58.8 Pass L2 135.25 - 87.25 Pole TP41.2867x26.3026x0.53 2 -23060.90 4939650.00 75.8 Pass L3 87.25 - 48.4167 Pole TP51.4168x38.7379x0.54 3 -38742.70 6220260.00 86.6 Pass L4 48.4167 - 1 Pole TP64.0002x48.7279x0.6 4 -68084.90 8428920.00 88.8 Pass Summary  Job Page RISATower 010010333 13 of 13 Project Date Destek Engineering, LLC 5150 Stilesboro Road, Ste 510 Shalimar 17:18:39 11/07/13 Kennesaw, GA 30152 Client Designed by Phone: 770-693-0835 PM&A FAX: Ahmet Colakoglu Section Elevation Component Size Critical P øPallow % Pass No. ft Type Element lb lb Capacity Fail Pole (L4) 88.8 Pass RATING = 88.8 Pass  Program Version 5.3.1.0 - 1/16/2009 File:Z:/Destek/Projects/01 - PM&A/010010333 - SHALIMAR/Risa Tower/Shalimar.eri Client: PM&A CALCULATION SHEET Site ID: Shalimar BASE PLATE ANALYSIS - CIRCULAR PLATE Reactions from Risa Tower Mpoleu  9542  kip  ft Vpoleu  71.4kip Ppoleu  68.2  kip Base Plate Properties Diabolt  71  in :Bolt Circle Diameter: Dia  64  in :Diameter of Pole at the bottom of shaft n  12 :Number of sides nbolt  28 :Number of bolts wide  tan   π   Dia  wide  17.15  in  n wide  n Diabolt  Dia w   7.35  in d   3.5  in nbolt 2 Anchor Bolt Properties db  2.25  in :Anchor Bolt Diameter 1 :Number of threads Nth  4.5  in :Base Plate yield strength Fbp  60  ksi t  3.25  in :Thickness of Base Plate Fubolt  100ksi :Ultimate Stress for bolts ϕb  0.9 :for bending ϕt  0.8 :for tension Prepared By: 1 of 4 Job #:10010333 Destek Engineering, LLC Date: 11/7/2013 5:49 PM Client: PM&A CALCULATION SHEET Site ID: Shalimar Number Of Bolts 28 Diameter Of Bolts(inch) 71 Moment (ft. kips) 9542 114504 (inch.kips) Axial (kips) 68.2 Bolt dia(inch) 2.25 Bolt Fy(ksi) 75 n(number of threads) 4.5  x i = 2 Force=M*x i /  x i2 + A 17643.500 MAX F(Tension)= 228.0 MAX F(Compression)= -232.8 o o Bolt #  Radians Cos( ) x i (inch) x i2Force(kips) 1 0 0.000 1.000 35.500 1260.250 228.0 2 12.8571429 0.224 0.975 34.610 1197.848 222.2 3 25.7142857 0.449 0.901 31.984 1023.002 205.1 4 38.5714286 0.673 0.782 27.755 770.341 177.7 5 51.4285714 0.898 0.623 22.134 489.909 141.2 6 64.2857143 1.122 0.434 15.403 237.248 97.5 7 77.1428571 1.346 0.223 7.899 62.402 48.8 8 90 1.571 0.000 0.000 0.000 -2.4 9 102.857143 1.795 -0.223 -7.899 62.402 -53.7 10 115.714286 2.020 -0.434 -15.403 237.248 -102.4 11 128.571429 2.244 -0.623 -22.134 489.909 -146.1 12 141.428571 2.468 -0.782 -27.755 770.341 -182.6 13 154.285714 2.693 -0.901 -31.984 1023.002 -210.0 14 167.142857 2.917 -0.975 -34.610 1197.848 -227.0 15 180 3.142 -1.000 -35.500 1260.250 -232.8 16 192.857143 3.366 -0.975 -34.610 1197.848 -227.0 17 205.714286 3.590 -0.901 -31.984 1023.002 -210.0 18 218.571429 3.815 -0.782 -27.755 770.341 -182.6 19 231.428571 4.039 -0.623 -22.134 489.909 -146.1 20 244.285714 4.264 -0.434 -15.403 237.248 -102.4 21 257.142857 4.488 -0.223 -7.899 62.402 -53.7 22 270 4.712 0.000 0.000 0.000 -2.4 Prepared By: 2 of 4 Job #:10010333 Destek Engineering, LLC Date: 11/7/2013 5:49 PM Client: PM&A CALCULATION SHEET Site ID: Shalimar Check Anchor Bolt Pu  228kip :Maximum Bolt Tension Vpoleu Vu   2.55  kip :Maximum Bolt Shear nbolt 2 An  π   db 