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HomeMy WebLinkAboutPLANS 2 - 17-00782 - 164 W 1st N - Cell Tower Ehresmann Engineering, Inc. 4400 W. 31st Street Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Job: LTE 3C REXBURG GRAIN, ID 100550-17 Project: 120 FT EHRESMANN MONOPOLE Client: GENERAL DYNAMIC Drawn by: EH App'd: Code: TIA-222-G Date: 12/11/17 Scale: NTS Path: X:\EEI JOBS\10055 - LTE 3CRexburg Grain, ID\100550 - LTE 3C Rexburg Grain, ID - 120' MP.eri Dwg No. E-1 120.0 ft 80.3 ft 44.8 ft 0.0 ft REACTIONS - 90 mph WIND TORQUE 0 kip-ft 31 K SHEAR 2814 kip-ft MOMENT 28 K AXIAL 50 mph WIND - 0.2500 in ICE 8 K SHEAR 672 kip-ft MOMENT 37 K AXIAL ARE FACTORED ALL REACTIONS S e c t i o n 1 2 3 L e n g t h ( f t ) 39 . 7 5 40 . 0 0 50 . 0 0 N u m b e r o f S i d e s 18 18 18 T h i c k n e s s ( i n ) 0.1 8 7 5 0.2 5 0 0 0. 3 1 2 5 S o c k e t L e n g t h ( f t ) 4.5 0 5.2 5 T o p D i a ( i n ) 19 . 5 0 0 0 27 . 7 5 3 9 35 . 7 6 0 5 B o t D i a ( i n ) 29 . 2 3 0 5 37 . 5 4 5 6 48 . 0 0 0 1 G r a d e A5 7 2 - 6 5 W e i g h t ( K ) 2. 0 3. 5 7.1 12 . 6 (3) 12' T-arms 116 (4) R2V4PX310R 116 (4) R2V4PX310R 116 (4) R2V4PX310R 116 (3) 12' T-arms 101 (4) R2V4PX310R 101 (4) R2V4PX310R 101 (4) R2V4PX310R 101 (3) 12' T-arms 86 (4) R2V4PX310R 86 (4) R2V4PX310R 86 (4) R2V4PX310R 86DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION (3) 12' T-arms 116 (4) R2V4PX310R 116 (4) R2V4PX310R 116 (4) R2V4PX310R 116 (3) 12' T-arms 101 (4) R2V4PX310R 101 (4) R2V4PX310R 101 (4) R2V4PX310R 101 (3) 12' T-arms 86 (4) R2V4PX310R 86 (4) R2V4PX310R 86 (4) R2V4PX310R 86 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Madison County, Idaho.2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind.6. Tower Structure Class II.7. Topographic Category 1 with Crest Height of 0.00 ft 8. Weld together tower sections have slip joint connections. 9. Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications. 10. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 11. Welds are fabricated with ER-70S-6 electrodes. 12. TOWER RATING: 99.8% ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 1 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH  Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Madison County, Idaho. Basic wind speed of 90 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 50 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. Weld together tower sections have slip joint connections.. Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with ER-70S-6 electrodes.. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios Use Clear Spans For KL/r √ All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption √ Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Tapered Pole Section Geometry ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 2 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 120.00-80.25 39.75 4.50 18 19.5000 29.2305 0.1875 0.7500 A572-65 (65 ksi) L2 80.25-44.75 40.00 5.25 18 27.7539 37.5456 0.2500 1.0000 A572-65 (65 ksi) L3 44.75-0.00 50.00 18 35.7605 48.0001 0.3125 1.2500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 19.8008 11.4934 541.5782 6.8559 9.9060 54.6717 1083.8689 5.7478 3.1020 16.544 29.6814 17.2842 1841.9171 10.3103 14.8491 124.0424 3686.2578 8.6438 4.8146 25.678 L2 29.3006 21.8244 2085.7816 9.7639 14.0990 147.9383 4174.3077 10.9143 4.4447 17.779 38.1248 29.5941 5200.6580 13.2399 19.0732 272.6686 10408.1592 14.7999 6.1680 24.672 L3 37.6171 35.1600 5581.7267 12.5840 18.1663 307.2569 11170.7979 17.5833 5.7438 18.38 48.7406 47.3001 13589.7240 16.9291 24.3840 557.3203 27197.3298 23.6546 7.8980 25.274 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 120.00-80.25 1 1.03 1.01 L2 80.25-44.75 1 1.03 1.01 L3 44.75-0.00 1 1.03 1.01 Monopole Base Plate Data Base Plate Data Base plate is square Base plate is grouted Anchor bolt grade F1554-105 Anchor bolt size 1.7500 in Number of bolts 18 Embedment length 60.0000 in f'c 5 ksi Grout space 3.5000 in Base plate grade A572-50 Base plate thickness 1.7500 in Bolt circle diameter 55.0000 in Outer diameter 62.0000 in Inner diameter 41.0000 in Base plate type Stiffened Plate Bolts per stiffener 1 Stiffener thickness 0.3750 in Stiffener height 10.0000 in ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 3 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Component Type Placement ft Total Number CAAA ft2/ft Weight plf 7/8'' DC Cable C No Inside Pole 116.00 - 0.00 6 No Ice 1/2'' Ice 0.00 0.00 0.33 0.33 1/2'' Fiber C No Inside Pole 116.00 - 0.00 3 No Ice 1/2'' Ice 0.00 0.00 0.15 0.15 7/8'' DC Cable C No Inside Pole 101.00 - 0.00 6 No Ice 1/2'' Ice 0.00 0.00 0.33 0.33 1/2'' Fiber C No Inside Pole 101.00 - 0.00 3 No Ice 1/2'' Ice 0.00 0.00 0.15 0.15 7/8'' DC Cable C No Inside Pole 86.00 - 0.00 6 No Ice 1/2'' Ice 0.00 0.00 0.33 0.33 1/2'' Fiber C No Inside Pole 86.00 - 0.00 3 No Ice 1/2'' Ice 0.00 0.00 0.15 0.15 Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 120.00-80.25 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.15 L2 80.25-44.75 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.26 L3 44.75-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.33 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 120.00-80.25 A B C 0.558 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.15 L2 80.25-44.75 A B C 0.533 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.26 L3 44.75-0.00 A B C 0.481 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.33 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 4 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K (3) 12' T-arms A None 0.0000 116.00 No Ice 1/2'' Ice 17.00 21.00 17.00 21.00 1.50 2.00 (4) R2V4PX310R A From Leg 3.00 0.00 0.00 0.0000 116.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (4) R2V4PX310R B From Leg 3.00 0.00 0.00 0.0000 116.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (4) R2V4PX310R C From Leg 3.00 0.00 0.00 0.0000 116.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (3) 12' T-arms A None 0.0000 101.00 No Ice 1/2'' Ice 17.00 21.00 17.00 21.00 1.50 2.00 (4) R2V4PX310R A From Leg 3.00 0.00 0.00 0.0000 101.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (4) R2V4PX310R B From Leg 3.00 0.00 0.00 0.0000 101.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (4) R2V4PX310R C From Leg 3.00 0.00 0.00 0.0000 101.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (3) 12' T-arms A None 0.0000 86.00 No Ice 1/2'' Ice 17.00 21.00 17.00 21.00 1.50 2.00 (4) R2V4PX310R A From Leg 3.00 0.00 0.00 0.0000 86.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (4) R2V4PX310R B From Leg 3.00 0.00 0.00 0.0000 86.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 (4) R2V4PX310R C From Leg 3.00 0.00 0.00 0.0000 86.00 No Ice 1/2'' Ice 21.64 22.30 9.85 10.46 0.15 0.27 Tower Pressures - No Ice GH = 1.100 Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L1 120.00-80.25 99.01 1.263 25 81.955 A B C 0.000 0.000 0.000 84.414 84.414 84.414 84.414 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L2 80.25-44.75 61.99 1.144 22 99.734 A 0.000 102.726 102.726 100.00 0.000 0.000 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 5 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 B C 0.000 0.000 102.726 102.726 100.00 100.00 0.000 0.000 0.000 0.000 L3 44.75-0.00 22.34 0.923 18 161.021 A B C 0.000 0.000 0.000 165.852 165.852 165.852 165.852 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 Tower Pressure - With Ice GH = 1.100 Section Elevation ft z ft KZ qz psf tZ in AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L1 120.00-80.25 99.01 1.263 8 0.5581 85.652 A B C 0.000 0.000 0.000 88.222 88.222 88.222 88.222 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L2 80.25-44.75 61.99 1.144 7 0.5325 103.035 A B C 0.000 0.000 0.000 106.126 106.126 106.126 106.126 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L3 44.75-0.00 22.34 0.923 6 0.4809 164.993 A B C 0.000 0.000 0.000 169.943 169.943 169.943 169.943 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 Tower Pressure - Service GH = 1.100 Section Elevation ft z ft KZ qz psf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L1 120.00-80.25 99.01 1.263 10 81.955 A B C 0.000 0.000 0.000 84.414 84.414 84.414 84.414 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L2 80.25-44.75 61.99 1.144 9 99.734 A B C 0.000 0.000 0.000 102.726 102.726 102.726 102.726 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 L3 44.75-0.00 22.34 0.923 7 161.021 A B C 0.000 0.000 0.000 165.852 165.852 165.852 165.852 100.00 100.00 100.00 0.000 0.000 0.000 0.000 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 0.15 1.97 A 1 0.65 25 1 1 84.414 1.50 37.73 C ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 6 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face 120.00-80.25 B C 1 1 0.65 0.65 1 1 1 1 84.414 84.414 L2 80.25-44.75 0.26 3.53 A B C 1 1 1 0.65 0.65 0.65 22 1 1 1 1 1 1 102.726 102.726 102.726 1.65 46.52 C L3 44.75-0.00 0.33 7.09 A B C 1 1 1 0.65 0.65 0.65 18 1 1 1 1 1 1 165.852 165.852 165.852 2.15 48.13 C Sum Weight: 0.74 12.59 OTM 299.00 kip-ft 5.31 Tower Forces - No Ice - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 1.97 A B C 1 1 1 0.65 0.65 0.65 25 1 1 1 1 1 1 84.414 84.414 84.414 1.50 37.73 C L2 80.25-44.75 0.26 3.53 A B C 1 1 1 0.65 0.65 0.65 22 1 1 1 1 1 1 102.726 102.726 102.726 1.65 46.52 C L3 44.75-0.00 0.33 7.09 A B C 1 1 1 0.65 0.65 0.65 18 1 1 1 1 1 1 165.852 165.852 165.852 2.15 48.13 C Sum Weight: 0.74 12.59 OTM 299.00 kip-ft 5.31 Tower Forces - No Ice - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 1.97 A B C 1 1 1 0.65 0.65 0.65 25 1 1 1 1 1 1 84.414 84.414 84.414 1.50 37.73 C L2 80.25-44.75 0.26 3.53 A B C 1 1 1 0.65 0.65 0.65 22 1 1 1 1 1 1 102.726 102.726 102.726 1.65 46.52 C L3 44.75-0.00 0.33 7.09 A B C 1 1 1 0.65 0.65 0.65 18 1 1 1 1 1 1 165.852 165.852 165.852 2.15 48.13 C Sum Weight: 0.74 12.59 OTM 299.00 kip-ft 5.31 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 7 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Tower Forces - With Ice - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 2.65 A B C 1 1 1 1.2 1.2 1.2 8 1 1 1 1 1 1 88.222 88.222 88.222 0.89 22.47 C L2 80.25-44.75 0.26 4.32 A B C 1 1 1 1.2 1.2 1.2 7 1 1 1 1 1 1 106.126 106.126 106.126 0.97 27.39 C L3 44.75-0.00 0.33 8.23 A B C 1 1 1 1.2 1.2 1.2 6 1 1 1 1 1 1 169.943 169.943 169.943 1.26 28.10 C Sum Weight: 0.74 15.20 OTM 176.79 kip-ft 3.12 Tower Forces - With Ice - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 2.65 A B C 1 1 1 1.2 1.2 1.2 8 1 1 1 1 1 1 88.222 88.222 88.222 0.89 22.47 C L2 80.25-44.75 0.26 4.32 A B C 1 1 1 1.2 1.2 1.2 7 1 1 1 1 1 1 106.126 106.126 106.126 0.97 27.39 C L3 44.75-0.00 0.33 8.23 A B C 1 1 1 1.2 1.2 1.2 6 1 1 1 1 1 1 169.943 169.943 169.943 1.26 28.10 C Sum Weight: 0.74 15.20 OTM 176.79 kip-ft 3.12 Tower Forces - With Ice - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 2.65 A B C 1 1 1 1.2 1.2 1.2 8 1 1 1 1 1 1 88.222 88.222 88.222 0.89 22.47 C L2 80.25-44.75 0.26 4.32 A B C 1 1 1 1.2 1.2 1.2 7 1 1 1 1 1 1 106.126 106.126 106.126 0.97 27.39 C L3 44.75-0.00 0.33 8.23 A 1 1.2 6 1 1 169.943 1.26 28.10 C ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 8 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face B C 1 1 1.2 1.2 1 1 1 1 169.943 169.943 Sum Weight: 0.74 15.20 OTM 176.79 kip-ft 3.12 Tower Forces - Service - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 1.97 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 84.414 84.414 84.414 0.60 15.00 C L2 80.25-44.75 0.26 3.53 A B C 1 1 1 0.65 0.65 0.65 9 1 1 1 1 1 1 102.726 102.726 102.726 0.66 18.50 C L3 44.75-0.00 0.33 7.09 A B C 1 1 1 0.65 0.65 0.65 7 1 1 1 1 1 1 165.852 165.852 165.852 0.86 19.14 C Sum Weight: 0.74 12.59 OTM 118.90 kip-ft 2.11 Tower Forces - Service - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 1.97 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 84.414 84.414 84.414 0.60 15.00 C L2 80.25-44.75 0.26 3.53 A B C 1 1 1 0.65 0.65 0.65 9 1 1 1 1 1 1 102.726 102.726 102.726 0.66 18.50 C L3 44.75-0.00 0.33 7.09 A B C 1 1 1 0.65 0.65 0.65 7 1 1 1 1 1 1 165.852 165.852 165.852 0.86 19.14 C Sum Weight: 0.74 12.59 OTM 118.90 kip-ft 2.11 Tower Forces - Service - Wind 90 To Face ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 9 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Section Elevation ft Add Weight K Self Weight K F a c e e CF qz psf DF DR AE ft2 F K w plf Ctrl. Face L1 120.00-80.25 0.15 1.97 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 84.414 84.414 84.414 0.60 15.00 C L2 80.25-44.75 0.26 3.53 A B C 1 1 1 0.65 0.65 0.65 9 1 1 1 1 1 1 102.726 102.726 102.726 0.66 18.50 C L3 44.75-0.00 0.33 7.09 A B C 1 1 1 0.65 0.65 0.65 7 1 1 1 1 1 1 165.852 165.852 165.852 0.86 19.14 C Sum Weight: 0.74 12.59 OTM 118.90 kip-ft 2.11 Force Totals Load Case Vertical Forces K Sum of Forces X K Sum of Forces Z K Sum of Overturning Moments, Mx kip-ft Sum of Overturning Moments, Mz kip-ft Sum of Torques kip-ft Leg Weight 12.59 Bracing Weight 0.00 Total Member Self-Weight 12.59 0.00 0.00 Total Weight 23.22 0.00 0.00 Wind 0 deg - No Ice 0.00 -19.15 -1701.61 0.00 0.00 Wind 30 deg - No Ice 9.57 -16.58 -1473.64 -850.81 0.00 Wind 60 deg - No Ice 16.58 -9.57 -850.81 -1473.64 0.00 Wind 90 deg - No Ice 19.15 0.00 0.00 -1701.61 0.00 Wind 120 deg - No Ice 16.58 9.57 850.81 -1473.64 0.00 Wind 150 deg - No Ice 9.57 16.58 1473.64 -850.81 0.00 Wind 180 deg - No Ice 0.00 19.15 1701.61 0.00 0.00 Wind 210 deg - No Ice -9.57 16.58 1473.64 850.81 0.00 Wind 240 deg - No Ice -16.58 9.57 850.81 1473.64 0.00 Wind 270 deg - No Ice -19.15 0.00 0.00 1701.61 0.00 Wind 300 deg - No Ice -16.58 -9.57 -850.81 1473.64 0.00 Wind 330 deg - No Ice -9.57 -16.58 -1473.64 850.81 0.00 Member Ice 2.61 Total Weight Ice 32.32 0.00 0.00 Wind 0 deg - Ice 0.00 -7.68 -638.97 0.00 0.00 Wind 30 deg - Ice 3.84 -6.65 -553.36 -319.48 0.00 Wind 60 deg - Ice 6.65 -3.84 -319.48 -553.36 0.00 Wind 90 deg - Ice 7.68 0.00 0.00 -638.97 0.00 Wind 120 deg - Ice 6.65 3.84 319.48 -553.36 0.00 Wind 150 deg - Ice 3.84 6.65 553.36 -319.48 0.00 Wind 180 deg - Ice 0.00 7.68 638.97 0.00 0.00 Wind 210 deg - Ice -3.84 6.65 553.36 319.48 0.00 Wind 240 deg - Ice -6.65 3.84 319.48 553.36 0.00 Wind 270 deg - Ice -7.68 0.00 0.00 638.97 0.00 Wind 300 deg - Ice -6.65 -3.84 -319.48 553.36 0.00 Wind 330 deg - Ice -3.84 -6.65 -553.36 319.48 0.00 Total Weight 23.22 0.00 0.00 Wind 0 deg - Service 0.00 -7.61 -676.67 0.00 0.00 Wind 30 deg - Service 3.81 -6.59 -586.01 -338.33 0.00 Wind 60 deg - Service 6.59 -3.81 -338.33 -586.01 0.00 Wind 90 deg - Service 7.61 0.00 0.00 -676.67 0.00 Wind 120 deg - Service 6.59 3.81 338.33 -586.01 0.00 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 10 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Load Case Vertical Forces K Sum of Forces X K Sum of Forces Z K Sum of Overturning Moments, Mx kip-ft Sum of Overturning Moments, Mz kip-ft Sum of Torques kip-ft Wind 150 deg - Service 3.81 6.59 586.01 -338.33 0.00 Wind 180 deg - Service 0.00 7.61 676.67 0.00 0.00 Wind 210 deg - Service -3.81 6.59 586.01 338.33 0.00 Wind 240 deg - Service -6.59 3.81 338.33 586.01 0.00 Wind 270 deg - Service -7.61 0.00 0.00 676.67 0.00 Wind 300 deg - Service -6.59 -3.81 -338.33 586.01 0.00 Wind 330 deg - Service -3.81 -6.59 -586.01 338.33 0.00 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 11 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Comb. No. Description 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 120 - 80.25 Pole Max Tension 8 0.00 0.00 0.00 Max. Compression 26 -21.18 0.00 0.00 Max. Mx 8 -11.64 -424.43 0.00 Max. My 14 -11.64 0.00 -424.43 Max. Vy 8 25.50 -424.43 0.00 Max. Vx 14 25.50 0.00 -424.43 Max. Torque 22 -0.00 L2 80.25 - 44.75 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -26.24 0.00 0.00 Max. Mx 8 -16.80 -1350.09 0.00 Max. My 2 -16.80 0.00 1350.09 Max. Vy 8 27.74 -1350.09 0.00 Max. Vx 2 -27.74 0.00 1350.09 Max. Torque 22 -0.00 L3 44.75 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -37.20 0.00 0.00 Max. Mx 8 -27.83 -2814.49 0.00 Max. My 2 -27.83 0.00 2814.49 Max. Vy 8 30.67 -2814.49 0.00 Max. Vx 2 -30.67 0.00 2814.49 Max. Torque 22 -0.00 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 30 37.20 -7.68 0.00 Max. Hx 20 27.87 30.64 0.00 Max. Hz 2 27.87 0.00 30.64 Max. Mx 2 2814.49 0.00 30.64 Max. Mz 8 2814.49 -30.64 0.00 Max. Torsion 6 0.00 -26.53 15.32 Min. Vert 7 20.90 -26.53 15.32 Min. Hx 8 27.87 -30.64 0.00 Min. Hz 14 27.87 0.00 -30.64 Min. Mx 14 -2814.49 0.00 -30.64 Min. Mz 20 -2814.49 30.64 0.00 Min. Torsion 22 -0.00 26.53 15.32 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 12 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 23.22 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.6 Wind 0 deg - No Ice 27.87 0.00 -30.64 -2814.49 0.00 0.00 0.9 Dead+1.6 Wind 0 deg - No Ice 20.90 0.00 -30.64 -2789.35 0.00 0.00 1.2 Dead+1.6 Wind 30 deg - No Ice 27.87 15.32 -26.53 -2437.43 -1407.25 0.00 0.9 Dead+1.6 Wind 30 deg - No Ice 20.90 15.32 -26.53 -2415.65 -1394.68 0.00 1.2 Dead+1.6 Wind 60 deg - No Ice 27.87 26.53 -15.32 -1407.25 -2437.43 -0.00 0.9 Dead+1.6 Wind 60 deg - No Ice 20.90 26.53 -15.32 -1394.68 -2415.65 -0.00 1.2 Dead+1.6 Wind 90 deg - No Ice 27.87 30.64 0.00 0.00 -2814.49 0.00 0.9 Dead+1.6 Wind 90 deg - No Ice 20.90 30.64 0.00 0.00 -2789.35 0.00 1.2 Dead+1.6 Wind 120 deg - No Ice 27.87 26.53 15.32 1407.25 -2437.43 0.00 0.9 Dead+1.6 Wind 120 deg - No Ice 20.90 26.53 15.32 1394.68 -2415.65 0.00 1.2 Dead+1.6 Wind 150 deg - No Ice 27.87 15.32 26.53 2437.43 -1407.25 -0.00 0.9 Dead+1.6 Wind 150 deg - No Ice 20.90 15.32 26.53 2415.65 -1394.68 -0.00 1.2 Dead+1.6 Wind 180 deg - No Ice 27.87 0.00 30.64 2814.49 0.00 0.00 0.9 Dead+1.6 Wind 180 deg - No Ice 20.90 0.00 30.64 2789.35 0.00 0.00 1.2 Dead+1.6 Wind 210 deg - No Ice 27.87 -15.32 26.53 2437.43 1407.25 0.00 0.9 Dead+1.6 Wind 210 deg - No Ice 20.90 -15.32 26.53 2415.65 1394.68 0.00 1.2 Dead+1.6 Wind 240 deg - No Ice 27.87 -26.53 15.32 1407.25 2437.43 -0.00 0.9 Dead+1.6 Wind 240 deg - No Ice 20.90 -26.53 15.32 1394.68 2415.65 -0.00 1.2 Dead+1.6 Wind 270 deg - No Ice 27.87 -30.64 0.00 0.00 2814.49 0.00 0.9 Dead+1.6 Wind 270 deg - No Ice 20.90 -30.64 0.00 0.00 2789.35 0.00 1.2 Dead+1.6 Wind 300 deg - No Ice 27.87 -26.53 -15.32 -1407.25 2437.43 0.00 0.9 Dead+1.6 Wind 300 deg - No Ice 20.90 -26.53 -15.32 -1394.68 2415.65 0.00 1.2 Dead+1.6 Wind 330 deg - No Ice 27.87 -15.32 -26.53 -2437.43 1407.25 -0.00 0.9 Dead+1.6 Wind 330 deg - No Ice 20.90 -15.32 -26.53 -2415.65 1394.68 -0.00 1.2 Dead+1.0 Ice+1.0 Temp 37.20 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 37.20 0.00 -7.68 -672.31 0.00 0.00 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 37.20 3.84 -6.65 -582.24 -336.16 0.00 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 37.20 6.65 -3.84 -336.16 -582.24 -0.00 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 37.20 7.68 0.00 0.00 -672.31 0.00 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 13 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 37.20 6.65 3.84 336.16 -582.24 0.00 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 37.20 3.84 6.65 582.24 -336.16 -0.00 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 37.20 0.00 7.68 672.31 0.00 0.00 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 37.20 -3.84 6.65 582.24 336.16 0.00 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 37.20 -6.65 3.84 336.16 582.24 -0.00 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37.20 -7.68 0.00 0.00 672.31 0.00 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 37.20 -6.65 -3.84 -336.16 582.24 0.00 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 37.20 -3.84 -6.65 -582.24 336.16 -0.00 Dead+Wind 0 deg - Service 23.22 0.00 -7.61 -696.75 0.00 0.00 Dead+Wind 30 deg - Service 23.22 3.81 -6.59 -603.40 -348.37 0.00 Dead+Wind 60 deg - Service 23.22 6.59 -3.81 -348.37 -603.40 -0.00 Dead+Wind 90 deg - Service 23.22 7.61 0.00 0.00 -696.75 0.00 Dead+Wind 120 deg - Service 23.22 6.59 3.81 348.37 -603.40 0.00 Dead+Wind 150 deg - Service 23.22 3.81 6.59 603.40 -348.37 -0.00 Dead+Wind 180 deg - Service 23.22 0.00 7.61 696.75 0.00 0.00 Dead+Wind 210 deg - Service 23.22 -3.81 6.59 603.40 348.37 0.00 Dead+Wind 240 deg - Service 23.22 -6.59 3.81 348.37 603.40 -0.00 Dead+Wind 270 deg - Service 23.22 -7.61 0.00 0.00 696.75 0.00 Dead+Wind 300 deg - Service 23.22 -6.59 -3.81 -348.37 603.40 0.00 Dead+Wind 330 deg - Service 23.22 -3.81 -6.59 -603.40 348.37 -0.00 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -23.22 0.00 0.00 23.22 0.00 0.000% 2 0.00 -27.87 -30.64 0.00 27.87 30.64 0.000% 3 0.00 -20.90 -30.64 0.00 20.90 30.64 0.000% 4 15.32 -27.87 -26.53 -15.32 27.87 26.53 0.000% 5 15.32 -20.90 -26.53 -15.32 20.90 26.53 0.000% 6 26.53 -27.87 -15.32 -26.53 27.87 15.32 0.000% 7 26.53 -20.90 -15.32 -26.53 20.90 15.32 0.000% 8 30.64 -27.87 0.00 -30.64 27.87 0.00 0.000% 9 30.64 -20.90 0.00 -30.64 20.90 0.00 0.000% 10 26.53 -27.87 15.32 -26.53 27.87 -15.32 0.000% 11 26.53 -20.90 15.32 -26.53 20.90 -15.32 0.000% 12 15.32 -27.87 26.53 -15.32 27.87 -26.53 0.000% 13 15.32 -20.90 26.53 -15.32 20.90 -26.53 0.000% 14 0.00 -27.87 30.64 0.00 27.87 -30.64 0.000% 15 0.00 -20.90 30.64 0.00 20.90 -30.64 0.000% 16 -15.32 -27.87 26.53 15.32 27.87 -26.53 0.000% 17 -15.32 -20.90 26.53 15.32 20.90 -26.53 0.000% 18 -26.53 -27.87 15.32 26.53 27.87 -15.32 0.000% 19 -26.53 -20.90 15.32 26.53 20.90 -15.32 0.000% 20 -30.64 -27.87 0.00 30.64 27.87 0.00 0.000% 21 -30.64 -20.90 0.00 30.64 20.90 0.00 0.000% 22 -26.53 -27.87 -15.32 26.53 27.87 15.32 0.000% 23 -26.53 -20.90 -15.32 26.53 20.90 15.32 0.000% 24 -15.32 -27.87 -26.53 15.32 27.87 26.53 0.000% ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 14 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 25 -15.32 -20.90 -26.53 15.32 20.90 26.53 0.000% 26 0.00 -37.20 0.00 0.00 37.20 0.00 0.000% 27 0.00 -37.20 -7.68 0.00 37.20 7.68 0.000% 28 3.84 -37.20 -6.65 -3.84 37.20 6.65 0.000% 29 6.65 -37.20 -3.84 -6.65 37.20 3.84 0.000% 30 7.68 -37.20 0.00 -7.68 37.20 0.00 0.000% 31 6.65 -37.20 3.84 -6.65 37.20 -3.84 0.000% 32 3.84 -37.20 6.65 -3.84 37.20 -6.65 0.000% 33 0.00 -37.20 7.68 0.00 37.20 -7.68 0.000% 34 -3.84 -37.20 6.65 3.84 37.20 -6.65 0.000% 35 -6.65 -37.20 3.84 6.65 37.20 -3.84 0.000% 36 -7.68 -37.20 0.00 7.68 37.20 0.00 0.000% 37 -6.65 -37.20 -3.84 6.65 37.20 3.84 0.000% 38 -3.84 -37.20 -6.65 3.84 37.20 6.65 0.000% 39 0.00 -23.22 -7.61 0.00 23.22 7.61 0.000% 40 3.81 -23.22 -6.59 -3.81 23.22 6.59 0.000% 41 6.59 -23.22 -3.81 -6.59 23.22 3.81 0.000% 42 7.61 -23.22 0.00 -7.61 23.22 0.00 0.000% 43 6.59 -23.22 3.81 -6.59 23.22 -3.81 0.000% 44 3.81 -23.22 6.59 -3.81 23.22 -6.59 0.000% 45 0.00 -23.22 7.61 0.00 23.22 -7.61 0.000% 46 -3.81 -23.22 6.59 3.81 23.22 -6.59 0.000% 47 -6.59 -23.22 3.81 6.59 23.22 -3.81 0.000% 48 -7.61 -23.22 0.00 7.61 23.22 0.00 0.000% 49 -6.59 -23.22 -3.81 6.59 23.22 3.81 0.000% 50 -3.81 -23.22 -6.59 3.81 23.22 6.59 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00018262 3 Yes 4 0.00000001 0.00005390 4 Yes 5 0.00000001 0.00078351 5 Yes 5 0.00000001 0.00029581 6 Yes 5 0.00000001 0.00078351 7 Yes 5 0.00000001 0.00029581 8 Yes 4 0.00000001 0.00018262 9 Yes 4 0.00000001 0.00005390 10 Yes 5 0.00000001 0.00078351 11 Yes 5 0.00000001 0.00029581 12 Yes 5 0.00000001 0.00078351 13 Yes 5 0.00000001 0.00029581 14 Yes 4 0.00000001 0.00018262 15 Yes 4 0.00000001 0.00005390 16 Yes 5 0.00000001 0.00078351 17 Yes 5 0.00000001 0.00029581 18 Yes 5 0.00000001 0.00078351 19 Yes 5 0.00000001 0.00029581 20 Yes 4 0.00000001 0.00018262 21 Yes 4 0.00000001 0.00005390 22 Yes 5 0.00000001 0.00078351 23 Yes 5 0.00000001 0.00029581 24 Yes 5 0.00000001 0.00078351 25 Yes 5 0.00000001 0.00029581 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 15 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH 26 Yes 4 0.00000001 0.00000001 27 Yes 5 0.00000001 0.00012412 28 Yes 5 0.00000001 0.00017238 29 Yes 5 0.00000001 0.00017238 30 Yes 5 0.00000001 0.00012412 31 Yes 5 0.00000001 0.00017238 32 Yes 5 0.00000001 0.00017238 33 Yes 5 0.00000001 0.00012412 34 Yes 5 0.00000001 0.00017238 35 Yes 5 0.00000001 0.00017238 36 Yes 5 0.00000001 0.00012412 37 Yes 5 0.00000001 0.00017238 38 Yes 5 0.00000001 0.00017238 39 Yes 4 0.00000001 0.00003873 40 Yes 4 0.00000001 0.00056823 41 Yes 4 0.00000001 0.00056823 42 Yes 4 0.00000001 0.00003873 43 Yes 4 0.00000001 0.00056823 44 Yes 4 0.00000001 0.00056823 45 Yes 4 0.00000001 0.00003873 46 Yes 4 0.00000001 0.00056823 47 Yes 4 0.00000001 0.00056823 48 Yes 4 0.00000001 0.00003873 49 Yes 4 0.00000001 0.00056823 50 Yes 4 0.00000001 0.00056823 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 120 - 80.25 23.795 42 1.6854 0.0000 L2 84.75 - 44.75 12.058 42 1.3774 0.0000 L3 50 - 0 4.065 42 0.7610 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 116.00 (3) 12' T-arms 42 22.387 1.6604 0.0000 25895 101.00 (3) 12' T-arms 42 17.210 1.5534 0.0000 6814 86.00 (3) 12' T-arms 42 12.429 1.3943 0.0000 3830 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 120 - 80.25 96.060 8 6.8131 0.0000 L2 84.75 - 44.75 48.706 8 5.5685 0.0000 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 16 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L3 50 - 0 16.424 8 3.0761 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 116.00 (3) 12' T-arms 8 90.381 6.7122 0.0000 6567 101.00 (3) 12' T-arms 8 69.494 6.2800 0.0000 1725 86.00 (3) 12' T-arms 8 50.202 5.6369 0.0000 966 Base Plate Design Data Plate Thickness in Number of Anchor Bolts Anchor Bolt Size in Actual Allowable Ratio Bolt Tension K Actual Allowable Ratio Bolt Compression K Actual Allowable Ratio Plate Stress ksi Actual Allowable Ratio Stiffener Stress ksi Controlling Condition Ratio 1.7500 18 1.7500 132.84 169.12 0.79 135.93 280.74 0.48 32.463 45.000 0.72 33.352 45.000 0.74 Bolt T 0.79 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L1 120 - 80.25 (1) TP29.2305x19.5x0.1875 39.75 120.00 145.2 16.6286 -11.64 178.25 0.065 L2 80.25 - 44.75 (2) TP37.5456x27.7539x0.25 40.00 120.00 112.6 28.5743 -16.80 508.75 0.033 L3 44.75 - 0 (3) TP48.0001x35.7605x0.3125 50.00 120.00 85.1 47.3001 -27.83 1429.29 0.019 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L1 120 - 80.25 (1) TP29.2305x19.5x0.1875 424.43 623.40 0.681 0.00 623.40 0.000 ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 17 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L2 80.25 - 44.75 (2) TP37.5456x27.7539x0.25 1350.09 1399.93 0.964 0.00 1399.93 0.000 L3 44.75 - 0 (3) TP48.0001x35.7605x0.3125 2814.50 2995.93 0.939 0.00 2995.93 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 120 - 80.25 (1) TP29.2305x19.5x0.1875 25.50 541.88 0.047 0.00 1248.33 0.000 L2 80.25 - 44.75 (2) TP37.5456x27.7539x0.25 27.74 944.40 0.029 0.00 2803.27 0.000 L3 44.75 - 0 (3) TP48.0001x35.7605x0.3125 30.67 1525.60 0.020 0.00 5999.17 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 120 - 80.25 (1) 0.065 0.681 0.000 0.047 0.000 0.748 1.000 4.8.2 L2 80.25 - 44.75 (2) 0.033 0.964 0.000 0.029 0.000 0.998 1.000 4.8.2 L3 44.75 - 0 (3) 0.019 0.939 0.000 0.020 0.000 0.959 1.000 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 120 - 80.25 Pole TP29.2305x19.5x0.1875 1 -11.64 178.25 74.8 Pass L2 80.25 - 44.75 Pole TP37.5456x27.7539x0.25 2 -16.80 508.75 99.8 Pass L3 44.75 - 0 Pole TP48.0001x35.7605x0.3125 3 -27.83 1429.29 95.9 Pass Summary Pole (L2) 99.8 Pass Base Plate 78.5 Pass RATING = 99.8 Pass ttnnxxTToowweerr Job LTE 3C REXBURG GRAIN, ID 100550-17 Page 18 of 18 Ehresmann Engineering, Inc. 4400 W. 31st Street Project 120 FT EHRESMANN MONOPOLE Date 09:30:02 12/11/17 Yankton, SD Phone: (605) 665-7532 FAX: (605) 665-9780 Client GENERAL DYNAMIC Designed by EH  Program Version 7.0.8.5 - 9/29/2017 File:X:/EEI JOBS/10055 - LTE 3CRexburg Grain, ID/100550 - LTE 3C Rexburg Grain, ID - 120' MP.eri TS Foundation - v 2.0.0.0 Foundation Analysis Program Licensed to: Ehresmann Engineering, Inc (c) 2007 - 2014 TowerSoft www.TSTower.com Yankton, SD ___________________________________________________________________________________________________ File: C:\Users\Trump\Documents\TSFoundation Jobs\100550-LTE 3C REXBURG GRAIN, ID - PIER.out Contract: 100550 Revision: Project: PIER FOUNDATION DESIGN Site: LTE 3C REXBURG GRAIN, ID Date and Time: 1/30/2018 11:28:00 AM Engineer: EJH CAISSON FOUNDATION ANALYSIS DESIGN VALUES FOR CONCRETE, STEEL AND SOIL PROPERTIES: Concrete Strength (F'c) : 4.50 (ksi) Steel Reinforcement Yield : 60.00 (ksi) Concrete Weight per Unit Volume : 140.06 (pcf) Soil Properties Layer Depth Density Submerged Rankine Allowable Net Cohesion Skin Skin Uplift Type # Density Passive Bearing of Soil Friction Friction Bearing of Pressure Pressure Download Uplift Pressure Soil (ft) (pcf) (pcf) (psf) (psf) (psf) (psf) (psf) 1 5.00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 SAND 2 12.00 135.00 70.00 3.540 0.00 0.00 200.00 200.00 0.00 SAND 3 8.00 115.00 58.00 3.540 2500.00 0.00 200.00 200.00 0.00 SAND 4 10.00 135.00 70.00 4.200 2500.00 0.00 500.00 500.00 0.00 SAND 5 16.50 115.00 58.00 3.540 5000.00 0.00 370.00 370.00 0.00 SAND Depth of water below grade : 29.00 (ft) Frost Depth : 4.20 (ft) Depth of top soil ignored for cohesion : 0.98 (ft) Extension of Caisson Above Grade : 0.50 (ft) Foundation Designed According to : ANSI/TIA-222-G Rebars : American LOADING FACTORED AS PER ANSI/TIA-222-G DOWNLOAD SHEAR MOMENT TOTAL LOADING (Kips) (Kips) (Kipsft) 28.00 31.00 2814.08 Load Case 1 - Maximum Moment and matching Axial and Shear ALLOWABLE SOIL BEARING PRESSURE (NET) : 2500.00 (psf) ULTIMATE SOIL BEARING PRESSURE (SAFETY FACTOR = 2.00) : 5000.00 (psf) FACTORED SOIL BEARING PRESSURE : 3750.00 (psf) SUPERSTRUCTURE : MONOPOLE CAISSON DIAMETER BELL BELL BELL ANGLE VOLUME DEPTH DIAMETER HEIGHT SLOPED HEIGHT (ft) (ft) (ft) (ft) (ft) (yd^3) 24.00 6.50 N/A N/A N/A 0.00 30.11 Min. Depth required for lateral pressure : 18.62 (ft) % LATERAL PRESSURE = 77.58% Download Capacity : 182.62 (Kips) % DOWNLOAD = 15.33% Center of Rotation (COR) below grade : 13.70 (ft) Maximum bending moment : 2997.71 (Kipsft) Depth below grade to maximum moment : 6.11 (ft) SHEAR FORCES AND MOMENTS ALONG CAISSON Depth below Grade Shear Force Moment (ft) (Kips) (Kipsft) 0.00 42.64 2830.86 2.34 42.64 2889.34 4.22 42.64 2947.82 6.11 1.38 2997.71 7.26 -51.93 2928.02 9.15 -159.53 2669.91 11.03 -291.99 2176.17 12.92 -449.33 1399.91 14.80 -419.45 1275.37 Page 1 TS Foundation - v 2.0.0.0 Foundation Analysis Program Licensed to: Ehresmann Engineering, Inc (c) 2007 - 2014 TowerSoft www.TSTower.com Yankton, SD ___________________________________________________________________________________________________ File: C:\Users\Trump\Documents\TSFoundation Jobs\100550-LTE 3C REXBURG GRAIN, ID - PIER.out Contract: 100550 Revision: Project: PIER FOUNDATION DESIGN Site: LTE 3C REXBURG GRAIN, ID Date and Time: 1/30/2018 11:28:00 AM Engineer: EJH 16.69 -212.37 1197.19 18.62 0.00 0.00 COLUMN CAPACITY CAISSON REINFORCEMENT: 31-#8 PERCENTAGE: 0.51 % MINIMUM REINFORCEMENT IN COMPRESSION REQUIRED BY CODE: 0.50 % MAXIMUM DOWNLOAD: 46.31 (Kips) MAXIMUM MOMENT: 3778.84 (Kipsft) APPLIED MOMENT = 2997.71 (Kipsft) % COLUMN REINF. = 100 * 2997.71 / 3778.84 = 79.33% MAXIMUM PERCENTAGE UTILIZED = 79.33% DETAILS OF CALCULATION: CALCULATION OF DOWNLOAD CAPACITY Soil Bearing Capacity = Phi x BottomArea x SafetyFactor x AllowableBearingCapacity Soil Bearing Capacity = 0.75 x 33.183 x 2.00 x 2500.00 = 124.43 (Kips) Download resistance due to Skin Friction/Adhesion, Drf Layer # 2 PI x 12.00 x 6.50 x 200.00 = 49.01 (Kips) Layer # 3 PI x 7.00 x 6.50 x 200.00 = 28.59 (Kips) Sum of Skin Friction/Adhesion for entire shaft = 77.59 (Kips) Drf = Phi x SkinResistance = 0.75 x 77.59 = 58.19 (Kips) Total Download Capacity = 182.62 (Kips) Page 2 ANCHOR BOLT EMBEDMENT Site:LTE 3C Rexburg Grain, ID JO #100550 Date:1/30/2018 Vertical Rebar Diam:1 in. Circular Tie Diam:0.5 in. Pier Diameter:6.5 ft. Side Cover:3 in. Top Cover:3 in. Bolt Circle Diam:55 in. Anchor Bolt Diam:1.75 in. Dist. Across Nut Flats 2.75 in. (for heavy hex nut) Concrete Strength=4500 psi Rebar Grade Fy=60000 psi Ψt =1 ACI 12.2.4a (1.0 for vertical splices) Ψe =1 ACI 12.2.4b (1.0 for uncoated or galv.-See ACI for epoxy coated) Ψs =1 ACI 12.2.4c (0.8 for #6 and smaller; 1.0 for #7 and larger) λ =1 ACI 12.2.4d (1.0 for normal weight concrete) Bottom Template Thickness=0.25 in C-C distance between anchor bolt and vertical bar=7.5 in. Consider Req'd Lap length between rebar and anch bolt = Ld from ACI 12.2.2 (for #7 or larger) Ld = 44.72136 in. USE 6'Lg A. Bolts Min. Required Embedment Depth of Anchor Bolts =57.22 in. (Ld)+(Max dist between rebar & anch bolt)+(top cover)+(bott template thick.)+(bott nut thick.) Abrg =4.148375 in. (For 1.75 in. diameter anchor bolt based on hexagon nut area) Available Pullout with Heavy Hex Nut =149.3415 kips