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20.0 L SR 3/4 2L /2x /2x3/6x3/8 L /2x /2x3/6 L /2x /2x3/6 L /2x /2x3/6 3.4666 5 @ 4 884.6 DESIGNED APPURTENANE LOADING TYPE ELEVATION TYPE ELEVATION (9) FV90-2 20 Pirod 3' Low Profile Platform 20 TOWER DESIGN NOTES. Tower designed for a 80 mph basic wind in accordance with the TIA/EIA-222-F Standard. 2. Tower is also designed for a 69 mph basic wind with 0.50 in ice. 3.4666 00.0 L /2x /2x3/6 4.9666 0 @ 4 T SR 2 80.0 T2 SR 2 /2 60.0 T3 SR 3 L 3/4x 3/4x3/6 N.A. N.A. N.A. 888.0 N.A. N.A. 376.8 N.A. 6.4666 7.9666 8 @ 5 953.4 40.0 T4 SR 3 /4 L2x2x/4 2462.0 MAX LEG FORES: DOWN: 89434 UPLIFT: -7474 SHEAR: 7220 T5 SR 3 /2 L2 /2x2 /2x/4 L 3/4x 3/4x3/6 0.967 9.4666 2 @ 0 0352.8 2788.0 20.0 0.0 SHEAR 660 69 mph WIND - 0.5000 in IE AXIAL 2827 SHEAR 456 AXIAL 833 MOMENT 788 kip- MOMENT 785 kip- REATIONS - 80 mph WIND Legs Diagonals Top Girts Mid Girts ottom Girts Horizontals Sec. Horzs Inner racing Face Width () # Panels @ Ht () () onsulting Engineers omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job: Example - 20' Self-Supporting Tower Project: Training Seminar lient: -oncepts, Inc. Drawn by: Dan Horn App'd: ode: TIA/EIA-222-F Date: /5/0 Scale: NTS Path: H:\Engineer Stuff\DGH\SpectraSite\Handalcs\Falcon20.eri Dwg No. E-

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 2 of 4 Date 09:46:9 /5/0 Designed by Dan Horn 3 Sided Latticed Pole Geometry (cont d) Tower Leg Type Leg Size Leg F y ksi Diagonal Type Diagonal Size L 20-00 Solid Round 3/4 50 Double Angle 2L /2x /2x3/6x3/8 36 Diagonal F y ksi 3 Sided Latticed Pole Geometry (cont d) Tower Top Girt Type Top Girt Size Top Girt F y ksi ottom Girt Type ottom Girt Size ottom Girt F y ksi L 20-00 Single Angle L /2x /2x3/6 36 Single Angle L /2x /2x3/6 36 3 Sided Latticed Pole Geometry (cont d) Tower No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt F y ksi Horizontal Type Horizontal Size Horizontal F y ksi L 20-00 None Flat ar 36 Single Angle L /2x /2x3/6 36 3 Sided Latticed Pole Geometry (cont d) K Factors Tower Gusset Area (per face) Gusset Thickness Adjust. Factor A f Adjust. Factor A r Mult. Legs X race Diags X K race Diags X Single Diags X Girts X Horiz. X Inner race X Truss Leg X race Truss Leg Z race 2 in Y Y Y Y Y Y L 20-00 0.00 0 0.5 0.85 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. 3 Sided Latticed Pole Geometry (cont d) Tower Tension Area Factors onnection Offsets Legs Inner Members Diagonals K-racing Single Angle Double Angle U Net Width U Net Width U Vert. Horiz. Vert. Horiz. Vert. Horiz. Vert. Deduct Deduct Top Top ot. ot. Top Top ot. in in Net Width Deduct in in in in in in in in in L 20-00 0.5625 0.75 0 0.75 0.5625 0.75 0 0 0 0 0 0 0 0 Horiz. ot. Tower Geometry

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 3 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Tower Tower Width Number of s Length Diagonal Spacing racing Type Has K race End Panels Has Horizontals T 00-80 3.42 20.00 4.00 X race No No T2 80-60 4.92 20.00 4.00 X race No No T3 60-40 6.42 20.00 5.00 X race No No T4 40-20 7.92 20.00 5.00 X race No No T5 20-0 9.42 20.00 0.00 X race No Yes Tower Geometry (cont d) Tower Leg Type Leg Size Leg F y ksi Diagonal Type Diagonal Size T 00-80 Solid Round 2 50 Single Angle L /2x /2x3/6 36 T2 80-60 Solid Round 2 /2 50 Single Angle L /2x /2x3/6 36 T3 60-40 Solid Round 3 50 Single Angle L 3/4x 3/4x3/6 36 T4 40-20 Solid Round 3 /4 50 Single Angle L2x2x/4 36 T5 20-0 Solid Round 3 /2 50 Single Angle L2 /2x2 /2x/4 36 Diagonal F y ksi Tower Geometry (cont d) Tower Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal F y ksi Inner racing Type Inner racing Size Inner racing F y ksi T 00-80 Solid Round 36 Solid Round 36 T2 80-60 Solid Round 36 Solid Round 36 T3 60-40 Solid Round 36 Solid Round 36 T4 40-20 Solid Round 36 Solid Round 36 T5 20-0 Single Angle L 3/4x 3/4x3/6 36 Solid Round 36 Tower Geometry (cont d) Tower Gusset Area (per face) Gusset Thickness Adjust. Factor A f Adjust. Factor A r Mult. Legs X race Diags X 2 in Y T 00-80 0.00 0 T2 80-60 0.00 0 T3 60-40 0.00 0 T4 40-20 0.00 0 T5 20-0 0.00 0 K race Diags X Y K Factors Single Girts Horiz. Diags X Y X Y X Y Inner race X Y Truss Leg X race Truss Leg Z race 0.5 0.85 0.5 0.85 0.5 0.85 0.5 0.85 0.5 0.85

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 4 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Geometry (cont d) Tower Tension Area Factors onnection Offsets Legs Inner Members Diagonals K-racing Single Angle Double Angle Net Width U Net Width U Net Width U Vert. Horiz. Vert. Horiz. Vert. Horiz. Vert. Deduct Deduct Deduct Top Top ot. ot. Top Top ot. in in in in in in in in in in in T 00-80 0.5625 0.75 0 0.75 0.5625 0.75 0 0 0 0 0 0 0 0 T2 80-60 0.5625 0.75 0 0.75 0.5625 0.75 0 0 0 0 0 0 0 0 T3 60-40 0.5625 0.75 0 0.75 0.5625 0.75 0 0 0 0 0 0 0 0 T4 40-20 0.5625 0.75 0 0.75 0.5625 0.75 0 0 0 0 0 0 0 0 T5 20-0 0.5625 0.75 0 0.75 0.5625 0.75 0 0 0 0 0 0 0 0 Horiz. ot. Feed Line/Linear Appurtenances - Non-Structural Description Face omponent Type Placement Total Number Nextel 5/8 aaa (In Face) 00.00-0.00 9 No Ice /2'' Ice '' Ice 2'' Ice 4'' Ice Nextel 5/8 aaa (In Face) 20.00-00.00 9 No Ice /2'' Ice '' Ice 2'' Ice 4'' Ice Feed Line/Linear Appurtenances Areas AA A 2 / 0.7 0.27 0.37 0.57 0.97 0.7 0.27 0.37 0.57 0.97 plf 0.80 2.0 3.40 6.00.20 0.80 2.0 3.40 6.00.20 Tower Tower Face L 20-00 A T 00-80 A T2 80-60 A T3 60-40 A T4 40-20 A T5 20-0 A A R 2 A F 2 AA A In Face 2 30.60 30.60 30.60 30.60 30.60 30.60 AA A Out Face 2 0.00 0.00 44.00 0.00 0.00 44.00 0.00 0.00 44.00 0.00 0.00 44.00 0.00 0.00 44.00 0.00 0.00 44.00

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 5 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Feed Line/Linear Appurtenances Areas - With Ice Tower Tower Face L 20-00 A T 00-80 A T2 80-60 A T3 60-40 A T4 40-20 A T5 20-0 A Ice A R Thickness in 2 0.500 0.500 0.500 0.500 0.500 0.500 A F 2 AA A In Face 2 48.600 48.600 48.600 48.600 48.600 48.600 AA A Out Face 2 0.00 0.00 378.00 0.00 0.00 378.00 0.00 0.00 378.00 0.00 0.00 378.00 0.00 0.00 378.00 0.00 0.00 378.00 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert Azimuth Adjustment Placement deg (9) FV90-2 None 0 20.00 No Ice /2'' Ice '' Ice 2'' Ice 4'' Ice Pirod 3' Low Profile Platform None 0 20.00 No Ice /2'' Ice '' Ice 2'' Ice 4'' Ice AA A Front 2 6.00 6.60 7.20 8.40 0.80 5.30 7.00 8.70 22.0 28.90 AA A Side 2 6.00 6.60 7.20 8.40 0.80 5.30 7.00 8.70 22.0 28.90 30.00 80.00 30.00 230.00 430.00 340.00 2080.00 2820.00 4300.00 7260.00 Tower Pressures - No Ice G H =.49 z K Z q z psf A G 2 F a c e A F 2 A R 2 A leg 2 Leg % AA A In Face 2 AA A Out Face 2 L 20-00 0.00.4 23 7.250 A 5.850 5.833 5.833 49.93 30.60

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 6 of 4 Date 09:46:9 /5/0 Designed by Dan Horn z K Z q z psf A G 2 F a c e T 00-80 90.00.332 22 86.669 A T2 80-60 70.00.24 20 7.503 A T3 60-40 50.00.26 8 48.337 A T4 40-20 30.00 6 78.754 A T5 20-0 0.00 6 209.7 A A F 2 5.850 5.850 7.230 7.230 7.230 8.676 8.676 8.676 0.200 0.200 0.200 3.344 3.344 3.344 4.848 4.848 4.848 A R 2 5.833 5.833 6.673 6.673 6.673 8.34 8.34 8.34 0.009 0.009 0.009 0.843 0.843 0.843.678.678.678 A leg Leg % 2 49.93 49.93 6.673 48.00 48.00 48.00 8.34 49.02 49.02 49.02 0.009 49.53 49.53 49.53 0.843 44.83 44.83 44.83.678 44.02 44.02 44.02 AA A In Face 2 AA A Out Face 2 30.60 30.60 30.60 30.60 30.60 Tower Pressure - With Ice G H =.49 z K Z q z psf A G 2 F a c e L 20-00 0.00.4 7 72.97 A T 00-80 90.00.332 6 88.337 A T2 80-60 70.00.24 5 9.7 A T3 60-40 50.00.26 4 50.005 A T4 40-20 30.00 2 80.422 A T5 20-0 0.00 2 20.838 A A F 2 8.45 8.45 8.45 0.443 0.443 0.443 2.533 2.533 2.533 4.085 4.085 4.085 7.793 7.793 7.793 9.46 9.46 9.46 A R 2 9.67 9.67 9.67 0.009 0.009 0.009.678.678.678 3.346 3.346 3.346 4.80 4.80 4.80 5.04 5.04 5.04 A leg Leg % 2 9.67 52.03 52.03 52.03 0.009 48.94 48.94 48.94.678 48.23 48.23 48.23 3.346 48.65 48.65 48.65 4.80 44.35 44.35 44.35 5.04 43.95 43.95 43.95 AA A In Face 2 AA A Out Face 2 48.600 48.600 48.600 48.600 48.600 48.600 Tower Forces - No Ice - Wind Normal (80) Add Self F a c e L 20-00 44.00 884.63 A e F R R D F D R A E 0.64 0.64 0.64 2.72 2.72 2.72 0.584 0.584 0.584 2 9.255 9.255 9.255 F w trl. Face plf 48.8 74.06

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 7 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Add Self F a c e e F R R D F D R A E 2 T 00-80 44.00 953.38 A 0.6 2.734 0.583.2 0.6 2.734 0.583.2 0.6 2.734 0.583.2 T2 80-60 44.00 376.80 A 0.45 2.79 0.58 3.520 0.45 2.79 0.58 3.520 0.45 2.79 0.58 3.520 T3 60-40 44.00 887.96 A 0.36 2.823 0.579 6.000 0.36 2.823 0.579 6.000 0.36 2.823 0.579 6.000 T4 40-20 44.00 246.98 A 0.35 2.826 0.579 9.626 0.35 2.826 0.579 9.626 0.35 2.826 0.579 9.626 T5 20-0 44.00 2788.04 A 0.27 2.859 0.578 2.600 0.27 2.859 0.578 2.600 0.27 2.859 0.578 2.600 Sum : 864.00 0352.79 OTM 558.50 kip- F w trl. Face plf 529.5 76.48 594.57 79.73 606.00 80.30 620.23 8.0 738.40 86.92 9569.88 Tower Forces - No Ice - Wind 60 (0) Add Self F a c e e F R R D F D R A E 2 L 20-00 44.00 884.63 A 0.64 2.72 0.584 0.8 8.085 0.64 2.72 0.584 0.8 8.085 0.64 2.72 0.584 0.8 8.085 T 00-80 44.00 953.38 A 0.6 2.734 0.583 0.8 9.675 0.6 2.734 0.583 0.8 9.675 0.6 2.734 0.583 0.8 9.675 T2 80-60 44.00 376.80 A 0.45 2.79 0.58 0.8.785 0.45 2.79 0.58 0.8.785 0.45 2.79 0.58 0.8.785 T3 60-40 44.00 887.96 A 0.36 2.823 0.579 0.8 3.960 0.36 2.823 0.579 0.8 3.960 0.36 2.823 0.579 0.8 3.960 T4 40-20 44.00 246.98 A 0.35 2.826 0.579 0.8 6.958 0.35 2.826 0.579 0.8 6.958 0.35 2.826 0.579 0.8 6.958 T5 20-0 44.00 2788.04 A 0.27 2.859 0.578 0.8 8.63 0.27 2.859 0.578 0.8 8.63 0.27 2.859 0.578 0.8 8.63 Sum : 864.00 0352.79 OTM 520.4 kip- F w trl. Face plf 396.65 69.83 430.40 7.52 48.56 74.08 483.94 74.20 478.23 73.9 578.60 78.93 8849.38 Tower Forces - No Ice - Wind 90 Add Self F a c e e F R R D F D R A E 2 F w plf trl. Face

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 8 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Add Self F a c e e F R R D F D R A E 2 L 20-00 44.00 884.63 A 0.64 2.72 0.584 0.85 8.378 0.64 2.72 0.584 0.85 8.378 0.64 2.72 0.584 0.85 8.378 T 00-80 44.00 953.38 A 0.6 2.734 0.583 0.85 0.037 0.6 2.734 0.583 0.85 0.037 0.6 2.734 0.583 0.85 0.037 T2 80-60 44.00 376.80 A 0.45 2.79 0.58 0.85 2.29 0.45 2.79 0.58 0.85 2.29 0.45 2.79 0.58 0.85 2.29 T3 60-40 44.00 887.96 A 0.36 2.823 0.579 0.85 4.470 0.36 2.823 0.579 0.85 4.470 0.36 2.823 0.579 0.85 4.470 T4 40-20 44.00 246.98 A 0.35 2.826 0.579 0.85 7.625 0.35 2.826 0.579 0.85 7.625 0.35 2.826 0.579 0.85 7.625 T5 20-0 44.00 2788.04 A 0.27 2.859 0.578 0.85 9.373 0.27 2.859 0.578 0.85 9.373 0.27 2.859 0.578 0.85 9.373 Sum : 864.00 0352.79 OTM 529.93 kip- F w trl. Face plf 47.78 70.89 455.7 72.76 509.8 75.49 54.45 75.72 53.73 75.69 68.55 80.93 9029.50 Tower Forces - With Ice - Wind Normal (80) Add Self F a c e e F R R D F D R A E 2 L 20-00 378.00 253.83 A 0.242 2.463 0.6 3.948 0.242 2.463 0.6 3.948 0.242 2.463 0.6 3.948 T 00-80 378.00 33.79 A 0.232 2.494 0.597 6.422 0.232 2.494 0.597 6.422 0.232 2.494 0.597 6.422 T2 80-60 378.00 809.30 A 0.203 2.585 0.59 9.435 0.203 2.585 0.59 9.435 0.203 2.585 0.59 9.435 T3 60-40 378.00 2382.06 A 0.83 2.654 0.587 2.920 0.83 2.654 0.587 2.920 0.83 2.654 0.587 2.920 T4 40-20 378.00 3064.90 A 0.77 2.674 0.586 26.02 0.77 2.674 0.586 26.02 0.77 2.674 0.586 26.02 T5 20-0 378.00 3439.5 A 0.62 2.728 0.583 27.905 0.62 2.728 0.583 27.905 0.62 2.728 0.583 27.905 Sum : 2268.00 3263.02 OTM 602.0 kip- F w trl. Face plf 638.58 8.93 670.47 83.52 76.00 85.80 683.79 84.9 657.94 82.90 746.5 87.33 03.30 Tower Forces - With Ice - Wind 60 (0)

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 9 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Add Self F a c e e F R R D F D R A E 2 L 20-00 378.00 253.83 A 0.242 2.463 0.6 0.8 2.258 0.242 2.463 0.6 0.8 2.258 0.242 2.463 0.6 0.8 2.258 T 00-80 378.00 33.79 A 0.232 2.494 0.597 0.8 4.334 0.232 2.494 0.597 0.8 4.334 0.232 2.494 0.597 0.8 4.334 T2 80-60 378.00 809.30 A 0.203 2.585 0.59 0.8 6.928 0.203 2.585 0.59 0.8 6.928 0.203 2.585 0.59 0.8 6.928 T3 60-40 378.00 2382.06 A 0.83 2.654 0.587 0.8 9.03 0.83 2.654 0.587 0.8 9.03 0.83 2.654 0.587 0.8 9.03 T4 40-20 378.00 3064.90 A 0.77 2.674 0.586 0.8 22.544 0.77 2.674 0.586 0.8 22.544 0.77 2.674 0.586 0.8 22.544 T5 20-0 378.00 3439.5 A 0.62 2.728 0.583 0.8 24.076 0.62 2.728 0.583 0.8 24.076 0.62 2.728 0.583 0.8 24.076 Sum : 2268.00 3263.02 OTM 565.08 kip- F w trl. Face plf 556.36 77.82 573.3 78.67 603.49 80.7 565.89 78.29 524.70 76.23 600.24 80.0 9423.99 Tower Forces - With Ice - Wind 90 Add Self F a c e e F R R D F D R A E 2 L 20-00 378.00 253.83 A 0.242 2.463 0.6 0.85 2.68 0.242 2.463 0.6 0.85 2.68 0.242 2.463 0.6 0.85 2.68 T 00-80 378.00 33.79 A 0.232 2.494 0.597 0.85 4.856 0.232 2.494 0.597 0.85 4.856 0.232 2.494 0.597 0.85 4.856 T2 80-60 378.00 809.30 A 0.203 2.585 0.59 0.85 7.555 0.203 2.585 0.59 0.85 7.555 0.203 2.585 0.59 0.85 7.555 T3 60-40 378.00 2382.06 A 0.83 2.654 0.587 0.85 9.807 0.83 2.654 0.587 0.85 9.807 0.83 2.654 0.587 0.85 9.807 T4 40-20 378.00 3064.90 A 0.77 2.674 0.586 0.85 23.433 0.77 2.674 0.586 0.85 23.433 0.77 2.674 0.586 0.85 23.433 T5 20-0 378.00 3439.5 A 0.62 2.728 0.583 0.85 25.033 0.62 2.728 0.583 0.85 25.033 0.62 2.728 0.583 0.85 25.033 Sum : 2268.00 3263.02 OTM 574.33 kip- F w trl. Face plf 576.92 78.85 597.60 79.88 63.62 8.58 595.36 79.77 558.0 77.90 636.8 8.84 9596.3 Discrete Forces - No Ice

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 0 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Add z K z q z psf 2 in 20 270.00 20.00.446 24.49 54.00 469.96 20 340.00 20.00.446 24.49 5.30 46.49 Sum : 60.00 OTM 226.37 886.45 kip- G H AA t z F Discrete Forces - With Ice Add z K z q z psf 2 in 20 720.00 20.00.446 8.49 59.40 0.5000 202.86 20 2080.00 20.00.446 8.49 7.00 0.5000 344.25 Sum : 2800.00 OTM 85.65 547.2 kip- G H AA t z F Force Totals Load ase Sum of Forces Total Sum of Torques Sum of Offset Overturning Moments, M x kip- Sum of Offset Overturning Moments, M z kip- Sum of Wind Overturning Moments kip- kip- Leg 7242.2 racing 30.58 Total Member Self- 0352.79 Wind Normal 456.32 2826.79 0.00 0.00 0.00 784.87 Wind 60 0735.82 2826.79 0.00 0.00 0.00 746.78 Wind 90 095.95 2826.79 0.00 0.00 0.00 756.30 Member Ice 290.23 Wind Normal - Ice 660.4 833.02 0.00 0.00 0.00 787.75 Wind 60 - Ice 097.0 833.02 0.00 0.00 0.00 750.73 Wind 90 - Ice 43.43 833.02 0.00 0.00 0.00 759.99 Load ombinations omb. No. Dead Only 2 Dead+Wind Normal 3 Dead+Wind 60 4 Dead+Wind 90 5 Dead+Ice+Temp 6 Dead+Wind Normal+Ice+Temp 7 Dead+Wind 60+Ice+Temp 8 Dead+Wind 90+Ice+Temp Description Maximum Member Forces

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page of 4 Date 09:46:9 /5/0 Designed by Dan Horn No. omponent Type ondition Gov. Load omb. Axial Major Axis Moment kip- Minor Axis Moment kip- L 20-00 Leg Max Tension 3 4473.27-0.0-0.04 Max. ompression 2-6384.50-0.02 0.06 Max. Mx 4 3056.69-0.05-0.0 Max. My 6-533.05-0.02 0.06 Max. Vy 4-666.9 0.00 0.00 Max. Vx 2 667.97 0.00 0.00 Diagonal Max Tension 4 2957.94 0.00 0.00 Max. ompression 4-3250.62 0.00 0.00 Max. Mx 6-48. 0.0 0.00 Max. Vy 6 0.28 0.00 0.00 Horizontal Max Tension 7 38. 0.00 0.00 Max. ompression 6-39.25 0.00 0.00 Max. Vx 8-5.7 0.00 0.00 Top Girt Max Tension 3 768.08 0.00 0.00 Max. ompression 2-769.6 0.00 0.00 Max. Vx 8-5.7 0.00 0.00 ottom Girt Max Tension 4 967.6 0.00 0.00 Max. ompression 2-928.6 0.00 0.00 Max. Vx 8-5.7 0.00 0.00 T 00-80 Leg Max Tension 3 28383.47-0.05-0.00 Max. ompression 2-355.38 0.05-0.00 Max. Mx 6-2998.0 0.06 0.0 Max. My 4-09.27-0.00 0.07 Max. Vy 6-59.45 0.06 0.0 Max. Vx 8 6.03-0.0 0.07 Diagonal Max Tension 8 204.68 0.00 0.00 Max. ompression 8-203.5 0.00 0.00 Max. My 6 087.76-0.00-0.0 Max. Vy 7-0.89 0.00 0.00 Max. Vx 6 6.87 0.00-0.0 T2 80-60 Leg Max Tension 3 4049.6-0.06 0.00 Max. ompression 2-4525.6 0.09 0.00 Max. Mx 6-44922.30 0.09 0.00 Max. My 8-2733.8-0.00 0.08 Max. Vy 6-62.76 0.09 0.00 Max. Vx 8-59.53-0.00 0.07 Diagonal Max Tension 8 400.05 0.00 0.00 Max. ompression 8-405.32 0.00 0.00 Max. My 6 24.82 0.00-0.0 Max. Vy 6 0.43-0.00-0.0 Max. Vx 7-7.47 0.00-0.0 T3 60-40 Leg Max Tension 3 5548.8-0.09 0.00 Max. ompression 6-58867.5 0.3 0.00 Max. Mx 6-58867.5 0.3 0.00 Max. My 8-3633.04 0.00 0.2 Max. Vy 6-76.39 0.3 0.00 Max. Vx 8-7.97-0.00 0. Diagonal Max Tension 8 702.98 0.00 0.00 Max. ompression 8-720.68 0.00 0.00 Max. My 6 503.00 0.00-0.0 Max. Vy 6 0.54-0.00-0.0 Max. Vx 7-0.28 0.00-0.0 T4 40-20 Leg Max Tension 3 6259.20-0.3 0.00 Max. ompression 6-73262.34 0.02 0.00 Max. Mx 6-6239.62 0.3 0.00 Max. My 8-4764.80-0.0 0.4 Max. Vy 6 87.93 0.3-0.00 Max. Vx 8-69.90-0.0 0.4 Diagonal Max Tension 8 939.42 0.00 0.00 Max. ompression 8-955.99 0.00 0.00 Max. My 6 729.06 0.00-0.02

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 2 of 4 Date 09:46:9 /5/0 Designed by Dan Horn No. omponent Type ondition Gov. Load omb. Axial Major Axis Moment kip- Minor Axis Moment kip- Max. Vy 6 0.80-0.00-0.02 Max. Vx 7-6.06 0.00-0.02 T5 20-0 Leg Max Tension 3 7900.4 0.6 0.00 Max. ompression 6-85627.28 0.00-0.00 Max. Mx 6-78336.60 0.42 0.00 Max. My 8-5320.95-0.05 0.45 Max. Vy 6-204.79 0.4 0.00 Max. Vx 8-68.6-0.05 0.45 Diagonal Max Tension 8 2707.52 0.0-0.04 Max. ompression 8-2869.97 0.00 0.00 Max. Mx 6 239.93-0.0-0.05 Max. My 6 240.0 0.0-0.05 Max. Vy 6 2.5-0.0-0.05 Max. Vx 8-23.34 0.0-0.04 Secondary Horiz Max Tension 6 205.3-0.00-0.0 Max. ompression 3-80.20 0.00 0.00 Max. My 8-32.25 0.00-0.02 Max. Vy 7-0.96 0.00 0.00 Max. Vx 8 3.27 0.00-0.02 Maximum Reactions Location ondition Gov. Load omb. Vertical Horizontal, X Horizontal, Z Leg Max. Vert 7 4584.45 2744.9-2427.90 Max. H x 7 4584.45 2744.9-2427.90 Max. H z 4-65004.04-4833.27 232.98 Min. Vert 4-65004.04-4833.27 232.98 Min. H x 8-63506.98-4833.98 2294.63 Min. H z 7 4584.45 2744.9-2427.90 Leg Max. Vert 8 75727.66-5449.94-2650.24 Max. H x 2-37233.84 2334.58 2227.05 Max. H z 2-37233.84 2334.58 2227.05 Min. Vert 2-37233.84 2334.58 2227.05 Min. H x 8 75727.66-5449.94-2650.24 Min. H z 8 75727.66-5449.94-2650.24 Leg A Max. Vert 6 89434.3 0.03 7220.38 Max. H x 6 89434.3 0.03 7220.38 Max. H z 6 89434.3 0.03 7220.38 Min. Vert 3-7474.43 0.0-603.68 Min. H x 8 60.34-859.50 355.6 Min. H z 7-73297.89 0.02-65.36 Tower Mast Reaction Summary Load ombination Torsion kip- Shear Vertical Overturning kip- Dead Only 0.00 0.00 2826.79 0.00 Dead+Wind Normal 0.00 456.32 2826.79 784.87 Dead+Wind 60 0.00 0735.82 2826.79 746.78 Dead+Wind 90 0.00 095.95 2826.79 756.30 Dead+Ice+Temp 0.00 0.00 833.02 0.00 Dead+Wind Normal+Ice+Temp 0.00 660.4 833.02 787.75

ERITower omputerized Structural Design 8989 N. Port Washington Rd. Milwaukee, WI 5327 Phone: (44) 35-5588 FAX: (44) 35-467 Job Project lient Example - 20' Self-Supporting Tower Training Seminar -oncepts, Inc. Page 3 of 4 Date 09:46:9 /5/0 Designed by Dan Horn Load ombination Torsion kip- Shear Vertical Overturning kip- Dead+Wind 60+Ice+Temp 0.00 097.0 833.02 750.73 Dead+Wind 90+Ice+Temp 0.00 43.43 833.02 759.99 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error omb. 0.00-2826.79 0.00 0.00 2826.79 0.00 % 2 0.00-2826.79-456.32 0.00 2826.79 456.32 % 3 0.00-2826.79 0735.82 0.00 2826.79-0735.82 % 4 095.95-2826.79 0.00-095.95 2826.79 0.00 % 5 0.00-833.02 0.00 0.00 833.02 0.00 % 6 0.00-833.02-660.4 0.00 833.02 660.4 % 7 0.00-833.02 097.0 0.00 833.02-097.0 % 8 43.43-833.02 0.00-43.43 833.02 0.00 % Maximum Tower Deflections No. Horz. Deflection in Gov. Load omb. Tilt Twist deg deg L 20-00 5.504 2 0.4634 0.0048 T 00-80 3.606 2 0.3964 0 T2 80-60 2.64 2 0.270 0 T3 60-40.78 2 0.787 0 T4 40-20 0.526 6 0.7 0 T5 20-0 0.45 6 0.0523 0 ritical Deflections and Radius of urvature Appurtenance Gov. Load omb. Deflection Tilt Twist Radius of urvature in deg deg 20.00 (9) FV90-2 2 5.504 0.4634 0.0048 Inf 20.00 Pirod 3' Low Profile Platform 2 5.504 0.4634 0.0048 Inf apacity Table No. omponent Type Size ontrolling Element % apacity Pass Fail L 20-00 Leg 3/4 3 4.2 Pass Diagonal 2L /2x /2x3/6x3/8 0 33.5 Pass Horizontal L /2x /2x3/6 32 2.6 Pass Top Girt L /2x /2x3/6 6 4.3 Pass ottom Girt L /2x /2x3/6 9 7.3 Pass T 00-80 Leg 2 39 48.3 Pass Diagonal L /2x /2x3/6 4 9.8 Pass T2 80-60 Leg 2 /2 72 35.2 Pass