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HomeMy WebLinkAboutPole & Foundation Designs03/10/2022 VSE Project Number: U1408-507-221 03/10/2022 VSE Project Number: U1408-507-221 03/10/2022 VSE Project Number: U1408-507-221 03/10/2022 VSE Project Number: U1408-507-221 03/10/2022 VSE Project Number: U1408-507-221 Ehresmann Engineering, Inc. 4400 W 31st St Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Job: CARMEL-SPRINGMILL, IN 111030 Project: 150 FT EHRESMANN MONOPOLE Client: CROWN CASTLE Drawn by: EH App'd: Code: TIA-222-G Date: 03/01/22 Scale: NTS Path: Z:\EEI JOBS\11103 - 873711 Carmel Springmill, IN\111030\111030-Engineering\111030 - Carmel Springmill, IN - 150' MP - G.eri Dwg No. E-1 150.0 ft 102.0 ft 67.0 ft 33.0 ft 0.0 ft REACTIONS - 93 mph WIND TORQUE 0 kip-ft 58 K SHEAR 7290 kip-ft MOMENT 68 K AXIAL 40 mph WIND - 1.0000 in ICE TORQUE 0 kip-ft 11 K SHEAR 1429 kip-ft MOMENT 121 K AXIAL ARE FACTORED ALL REACTIONS Section1234 Length (ft)48.0040.0040.0040.00 Number of Sides18181818 Thickness (in)0.31250.43750.50000.5000 Socket Length (ft)5.006.007.00 Top Dia (in)22.500032.768340.506747.8667 Bot Dia (in)34.660042.901750.640058.0000 GradeA572-65 Weight (K)4.67.19.811.433.0 Lightning Rod 2"x10' 150 250 SQ FT x Ka (Ka = 1.0) 148 250 SQ FT x Ka (Ka = 1.0) 138 225 SQ FT x Ka (Ka = 1.0) 128DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION Lightning Rod 2"x10' 150 250 SQ FT x Ka (Ka = 1.0) 148 250 SQ FT x Ka (Ka = 1.0) 138 225 SQ FT x Ka (Ka = 1.0) 128 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class III. 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 ER80S-XXX electrodes. 12. TOWER RATING: 98.8% 03/10/2022 VSE Project Number: U1408-507-221 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 1 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Hamilton County, Indiana. Basic wind speed of 93 mph. Structure Class III. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 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 ER80S-XXX 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 Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 2 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH Tapered Pole Section Geometry 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 150.00-102.00 48.00 5.00 18 22.5000 34.6600 0.3125 1.2500 A572-65 (65 ksi) L2 102.00-67.00 40.00 6.00 18 32.7683 42.9017 0.4375 1.7500 A572-65 (65 ksi) L3 67.00-33.00 40.00 7.00 18 40.5067 50.6400 0.5000 2.0000 A572-65 (65 ksi) L4 33.00-0.00 40.00 18 47.8667 58.0000 0.5000 2.0000 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 22.7989 22.0072 1368.7354 7.8766 11.4300 119.7494 2739.2719 11.0057 3.4100 10.912 35.1465 34.0684 5077.8491 12.1934 17.6073 288.3949 10162.3798 17.0375 5.5502 17.761 L2 34.4926 44.8954 5928.8862 11.4774 16.6463 356.1681 11865.5737 22.4520 4.9972 11.422 43.4960 58.9668 13433.5333 15.0748 21.7940 616.3854 26884.7429 29.4890 6.7807 15.499 L3 42.5979 63.4906 12838.4174 14.2024 20.5774 623.9090 25693.7279 31.7513 6.2492 12.498 51.3441 79.5722 25273.6150 17.7997 25.7251 982.4489 50580.4857 39.7937 8.0326 16.065 L4 50.3286 75.1709 21307.5176 16.8152 24.3163 876.2660 42643.0722 37.5926 7.5445 15.089 58.8176 91.2525 38116.9297 20.4125 29.4640 1293.6780 76284.0146 45.6349 9.3280 18.656 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 150.00-102.00 1 1.03 1.01 L2 102.00-67.00 1 1.03 1.01 L3 67.00-33.00 1 1.03 1.01 L4 33.00-0.00 1 1.03 1.01 Monopole Base Plate Data Base Plate Data Base plate is square Base plate is grouted Anchor bolt grade A615-75 Anchor bolt size 2.2500 in Number of bolts 24 Embedment length 72.0000 in f'c 4.500 ksi Grout space 4.5000 in Base plate grade A572-50 Base plate thickness 2.0000 in Bolt circle diameter 66.0000 in Outer diameter 73.0000 in ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 3 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH Base Plate Data Inner diameter 51.0000 in Base plate type Stiffened Plate Bolts per stiffener 1 Stiffener thickness 0.6250 in Stiffener height 12.0000 in Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight plf Safety Line 3/8 A No Yes CaAa (Out Of Face) 150.00 - 12.00 1 No Ice 1/2'' Ice 1'' Ice 0.04 0.14 0.24 0.22 0.75 1.28 AVA7-50 (1-5/8 LOW DENSI. FOAM) C No Yes Inside Pole 148.00 - 0.00 21 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.72 0.72 0.72 AVA7-50 (1-5/8 LOW DENSI. FOAM) C No Yes Inside Pole 138.00 - 0.00 21 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.72 0.72 0.72 AVA7-50 (1-5/8 LOW DENSI. FOAM) C No Yes Inside Pole 128.00 - 0.00 18 No Ice 1/2'' Ice 1'' Ice 0.00 0.00 0.00 0.72 0.72 0.72 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 150.00-102.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.800 0.000 0.000 0.01 0.00 1.58 L2 102.00-67.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.313 0.000 0.000 0.01 0.00 1.51 L3 67.00-33.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.275 0.000 0.000 0.01 0.00 1.47 L4 33.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.787 0.000 0.000 0.00 0.00 1.43 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 150.00-102.00 A B C 2.855 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 29.209 0.000 0.000 0.16 0.00 1.58 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 4 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH 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 L2 102.00-67.00 A B C 2.745 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 21.298 0.000 0.000 0.11 0.00 1.51 L3 67.00-33.00 A B C 2.605 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.940 0.000 0.000 0.11 0.00 1.47 L4 33.00-0.00 A B C 2.333 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.728 0.000 0.000 0.06 0.00 1.43 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 Lightning Rod 2''x10' C From Face 0.00 0.00 5.00 0.0000 150.00 No Ice 1/2'' Ice 1'' Ice 2.00 3.02 4.07 2.00 3.02 4.07 0.08 0.10 0.12 250 SQ FT x Ka (Ka = 1.0) C None 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 250.00 280.00 310.00 250.00 280.00 310.00 6.00 8.00 10.00 250 SQ FT x Ka (Ka = 1.0) C None 0.0000 138.00 No Ice 1/2'' Ice 1'' Ice 250.00 280.00 310.00 250.00 280.00 310.00 6.00 8.00 10.00 225 SQ FT x Ka (Ka = 1.0) C None 0.0000 128.00 No Ice 1/2'' Ice 1'' Ice 225.00 255.00 285.00 225.00 255.00 285.00 5.50 6.50 7.50 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 150.00-102.00 124.53 1.325 32 115.891 A B C 0.000 0.000 0.000 119.367 119.367 119.367 119.367 100.00 100.00 100.00 0.000 0.000 0.000 1.800 0.000 0.000 L2 102.00-67.00 84.02 1.22 29 113.733 A B C 0.000 0.000 0.000 117.145 117.145 117.145 117.145 100.00 100.00 100.00 0.000 0.000 0.000 1.313 0.000 0.000 L3 67.00-33.00 49.78 1.093 26 133.084 A B C 0.000 0.000 0.000 137.077 137.077 137.077 137.077 100.00 100.00 100.00 0.000 0.000 0.000 1.275 0.000 0.000 L4 33.00-0.00 16.50 0.866 22 150.076 A 0.000 154.578 154.578 100.00 0.000 0.787 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 5 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE 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 0.000 154.578 154.578 100.00 100.00 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 150.00-102.00 124.53 1.325 5 2.8551 138.731 A B C 0.000 0.000 0.000 142.893 142.893 142.893 142.893 100.00 100.00 100.00 0.000 0.000 0.000 29.209 0.000 0.000 L2 102.00-67.00 84.02 1.22 5 2.7449 130.388 A B C 0.000 0.000 0.000 134.300 134.300 134.300 134.300 100.00 100.00 100.00 0.000 0.000 0.000 21.298 0.000 0.000 L3 67.00-33.00 49.78 1.093 4 2.6049 148.639 A B C 0.000 0.000 0.000 153.098 153.098 153.098 153.098 100.00 100.00 100.00 0.000 0.000 0.000 19.940 0.000 0.000 L4 33.00-0.00 16.50 0.866 3 2.3325 164.403 A B C 0.000 0.000 0.000 169.335 169.335 169.335 169.335 100.00 100.00 100.00 0.000 0.000 0.000 11.728 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 150.00-102.00 124.53 1.325 10 115.891 A B C 0.000 0.000 0.000 119.367 119.367 119.367 119.367 100.00 100.00 100.00 0.000 0.000 0.000 1.800 0.000 0.000 L2 102.00-67.00 84.02 1.22 10 113.733 A B C 0.000 0.000 0.000 117.145 117.145 117.145 117.145 100.00 100.00 100.00 0.000 0.000 0.000 1.313 0.000 0.000 L3 67.00-33.00 49.78 1.093 9 133.084 A B C 0.000 0.000 0.000 137.077 137.077 137.077 137.077 100.00 100.00 100.00 0.000 0.000 0.000 1.275 0.000 0.000 L4 33.00-0.00 16.50 0.866 7 150.076 A B C 0.000 0.000 0.000 154.578 154.578 154.578 154.578 100.00 100.00 100.00 0.000 0.000 0.000 0.787 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 6 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE 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 150.00-102.00 1.59 4.63 A B C 1 1 1 0.65 0.65 0.65 32 1 1 1 1 1 1 119.367 119.367 119.367 2.80 58.26 C L2 102.00-67.00 1.52 7.14 A B C 1 1 1 0.65 0.65 0.65 29 1 1 1 1 1 1 117.145 117.145 117.145 2.51 71.75 C L3 67.00-33.00 1.48 9.83 A B C 1 1 1 0.65 0.65 0.65 26 1 1 1 1 1 1 137.077 137.077 137.077 2.62 77.00 C L4 33.00-0.00 1.43 11.44 A B C 1 1 1 0.65 0.65 0.65 22 1 1 1 1 1 1 154.578 154.578 154.578 2.41 73.03 C Sum Weight: 6.01 33.04 OTM 729.33 kip-ft 10.34 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 150.00-102.00 1.59 4.63 A B C 1 1 1 0.65 0.65 0.65 32 1 1 1 1 1 1 119.367 119.367 119.367 2.80 58.26 C L2 102.00-67.00 1.52 7.14 A B C 1 1 1 0.65 0.65 0.65 29 1 1 1 1 1 1 117.145 117.145 117.145 2.51 71.75 C L3 67.00-33.00 1.48 9.83 A B C 1 1 1 0.65 0.65 0.65 26 1 1 1 1 1 1 137.077 137.077 137.077 2.62 77.00 C L4 33.00-0.00 1.43 11.44 A B C 1 1 1 0.65 0.65 0.65 22 1 1 1 1 1 1 154.578 154.578 154.578 2.41 73.03 C Sum Weight: 6.01 33.04 OTM 729.33 kip-ft 10.34 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 150.00-102.00 1.59 4.63 A B C 1 1 1 0.65 0.65 0.65 32 1 1 1 1 1 1 119.367 119.367 119.367 2.80 58.26 C L2 102.00-67.00 1.52 7.14 A B C 1 1 1 0.65 0.65 0.65 29 1 1 1 1 1 1 117.145 117.145 117.145 2.51 71.75 C L3 1.48 9.83 A 1 0.65 26 1 1 137.077 2.62 77.00 C ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 7 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE 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 67.00-33.00 B C 1 1 0.65 0.65 1 1 1 1 137.077 137.077 L4 33.00-0.00 1.43 11.44 A B C 1 1 1 0.65 0.65 0.65 22 1 1 1 1 1 1 154.578 154.578 154.578 2.41 73.03 C Sum Weight: 6.01 33.04 OTM 729.33 kip-ft 10.34 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 150.00-102.00 1.73 9.94 A B C 1 1 1 1.2 1.2 1.2 5 1 1 1 1 1 1 142.893 142.893 142.893 1.14 23.69 C L2 102.00-67.00 1.63 12.03 A B C 1 1 1 1.2 1.2 1.2 5 1 1 1 1 1 1 133.638 133.638 133.638 0.95 27.07 C L3 67.00-33.00 1.58 15.18 A B C 1 1 1 1.2 1.2 1.2 4 1 1 1 1 1 1 152.281 152.281 152.281 0.94 27.78 C L4 33.00-0.00 1.49 16.77 A B C 1 1 1 1.2 1.2 1.2 3 1 1 1 1 1 1 167.792 167.792 167.792 0.82 24.72 C Sum Weight: 6.42 53.93 OTM 281.69 kip-ft 3.84 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 150.00-102.00 1.73 9.94 A B C 1 1 1 1.2 1.2 1.2 5 1 1 1 1 1 1 142.893 142.893 142.893 1.14 23.69 C L2 102.00-67.00 1.63 12.03 A B C 1 1 1 1.2 1.2 1.2 5 1 1 1 1 1 1 133.638 133.638 133.638 0.95 27.07 C L3 67.00-33.00 1.58 15.18 A B C 1 1 1 1.2 1.2 1.2 4 1 1 1 1 1 1 152.281 152.281 152.281 0.94 27.78 C L4 33.00-0.00 1.49 16.77 A B C 1 1 1 1.2 1.2 1.2 3 1 1 1 1 1 1 167.792 167.792 167.792 0.82 24.72 C Sum Weight: 6.42 53.93 OTM 281.69 kip-ft 3.84 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 8 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH 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 150.00-102.00 1.73 9.94 A B C 1 1 1 1.2 1.2 1.2 5 1 1 1 1 1 1 142.893 142.893 142.893 1.14 23.69 C L2 102.00-67.00 1.63 12.03 A B C 1 1 1 1.2 1.2 1.2 5 1 1 1 1 1 1 133.638 133.638 133.638 0.95 27.07 C L3 67.00-33.00 1.58 15.18 A B C 1 1 1 1.2 1.2 1.2 4 1 1 1 1 1 1 152.281 152.281 152.281 0.94 27.78 C L4 33.00-0.00 1.49 16.77 A B C 1 1 1 1.2 1.2 1.2 3 1 1 1 1 1 1 167.792 167.792 167.792 0.82 24.72 C Sum Weight: 6.42 53.93 OTM 281.69 kip-ft 3.84 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 150.00-102.00 1.59 4.63 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 119.367 119.367 119.367 0.91 18.87 C L2 102.00-67.00 1.52 7.14 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 117.145 117.145 117.145 0.81 23.23 C L3 67.00-33.00 1.48 9.83 A B C 1 1 1 0.65 0.65 0.65 9 1 1 1 1 1 1 137.077 137.077 137.077 0.85 24.94 C L4 33.00-0.00 1.43 11.44 A B C 1 1 1 0.65 0.65 0.65 7 1 1 1 1 1 1 154.578 154.578 154.578 0.78 23.65 C Sum Weight: 6.01 33.04 OTM 236.19 kip-ft 3.35 Tower Forces - Service - Wind 60 To Face ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 9 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE 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 150.00-102.00 1.59 4.63 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 119.367 119.367 119.367 0.91 18.87 C L2 102.00-67.00 1.52 7.14 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 117.145 117.145 117.145 0.81 23.23 C L3 67.00-33.00 1.48 9.83 A B C 1 1 1 0.65 0.65 0.65 9 1 1 1 1 1 1 137.077 137.077 137.077 0.85 24.94 C L4 33.00-0.00 1.43 11.44 A B C 1 1 1 0.65 0.65 0.65 7 1 1 1 1 1 1 154.578 154.578 154.578 0.78 23.65 C Sum Weight: 6.01 33.04 OTM 236.19 kip-ft 3.35 Tower Forces - Service - 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 150.00-102.00 1.59 4.63 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 119.367 119.367 119.367 0.91 18.87 C L2 102.00-67.00 1.52 7.14 A B C 1 1 1 0.65 0.65 0.65 10 1 1 1 1 1 1 117.145 117.145 117.145 0.81 23.23 C L3 67.00-33.00 1.48 9.83 A B C 1 1 1 0.65 0.65 0.65 9 1 1 1 1 1 1 137.077 137.077 137.077 0.85 24.94 C L4 33.00-0.00 1.43 11.44 A B C 1 1 1 0.65 0.65 0.65 7 1 1 1 1 1 1 154.578 154.578 154.578 0.78 23.65 C Sum Weight: 6.01 33.04 OTM 236.19 kip-ft 3.35 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 33.04 Bracing Weight 0.00 Total Member Self-Weight 33.04 0.07 0.00 Total Weight 56.63 0.07 0.00 Wind 0 deg - No Ice 0.00 -36.54 -4358.88 0.00 0.00 Wind 30 deg - No Ice 18.27 -31.65 -3774.89 -2179.48 0.03 Wind 60 deg - No Ice 31.65 -18.27 -2179.40 -3774.97 0.06 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 10 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE 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 90 deg - No Ice 36.54 0.00 0.07 -4358.96 0.07 Wind 120 deg - No Ice 31.65 18.27 2179.55 -3774.97 0.06 Wind 150 deg - No Ice 18.27 31.65 3775.04 -2179.48 0.03 Wind 180 deg - No Ice 0.00 36.54 4359.03 0.00 0.00 Wind 210 deg - No Ice -18.27 31.65 3775.04 2179.48 -0.03 Wind 240 deg - No Ice -31.65 18.27 2179.55 3774.97 -0.06 Wind 270 deg - No Ice -36.54 0.00 0.07 4358.96 -0.07 Wind 300 deg - No Ice -31.65 -18.27 -2179.40 3774.97 -0.06 Wind 330 deg - No Ice -18.27 -31.65 -3774.89 2179.48 -0.03 Member Ice 20.89 Total Weight Ice 107.01 0.26 0.00 Wind 0 deg - Ice 0.00 -11.10 -1285.47 0.00 0.00 Wind 30 deg - Ice 5.55 -9.61 -1113.22 -642.87 0.02 Wind 60 deg - Ice 9.61 -5.55 -642.61 -1113.48 0.03 Wind 90 deg - Ice 11.10 0.00 0.26 -1285.74 0.04 Wind 120 deg - Ice 9.61 5.55 643.13 -1113.48 0.03 Wind 150 deg - Ice 5.55 9.61 1113.74 -642.87 0.02 Wind 180 deg - Ice 0.00 11.10 1286.00 0.00 0.00 Wind 210 deg - Ice -5.55 9.61 1113.74 642.87 -0.02 Wind 240 deg - Ice -9.61 5.55 643.13 1113.48 -0.03 Wind 270 deg - Ice -11.10 0.00 0.26 1285.74 -0.04 Wind 300 deg - Ice -9.61 -5.55 -642.61 1113.48 -0.03 Wind 330 deg - Ice -5.55 -9.61 -1113.22 642.87 -0.02 Total Weight 56.63 0.07 0.00 Wind 0 deg - Service 0.00 -11.83 -1411.54 0.00 0.00 Wind 30 deg - Service 5.92 -10.25 -1222.42 -705.81 0.01 Wind 60 deg - Service 10.25 -5.92 -705.73 -1222.50 0.02 Wind 90 deg - Service 11.83 0.00 0.07 -1411.62 0.02 Wind 120 deg - Service 10.25 5.92 705.88 -1222.50 0.02 Wind 150 deg - Service 5.92 10.25 1222.57 -705.81 0.01 Wind 180 deg - Service 0.00 11.83 1411.69 0.00 0.00 Wind 210 deg - Service -5.92 10.25 1222.57 705.81 -0.01 Wind 240 deg - Service -10.25 5.92 705.88 1222.50 -0.02 Wind 270 deg - Service -11.83 0.00 0.07 1411.62 -0.02 Wind 300 deg - Service -10.25 -5.92 -705.73 1222.50 -0.02 Wind 330 deg - Service -5.92 -10.25 -1222.42 705.81 -0.01 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 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 11 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH Comb. No. Description 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 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 150 - 102 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -61.64 0.00 -0.28 Max. Mx 8 -22.10 -1495.49 -0.09 Max. My 14 -22.10 0.00 -1495.58 Max. Vy 8 48.79 -1495.49 -0.09 Max. Vx 14 48.79 0.00 -1495.58 Max. Torque 8 -0.12 L2 102 - 67 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -76.58 0.00 -0.28 Max. Mx 8 -33.41 -3215.63 -0.09 Max. My 14 -33.41 0.00 -3215.72 Max. Vy 8 52.31 -3215.63 -0.09 Max. Vx 14 52.31 0.00 -3215.72 Max. Torque 8 -0.12 L3 67 - 33 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -95.40 0.00 -0.28 Max. Mx 8 -47.77 -4999.72 -0.10 Max. My 14 -47.77 0.00 -4999.82 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 12 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vy 8 55.63 -4999.72 -0.10 Max. Vx 14 55.63 0.00 -4999.82 Max. Torque 8 -0.12 L4 33 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -121.11 0.00 -0.28 Max. Mx 8 -67.91 -7289.71 -0.10 Max. My 14 -67.91 0.00 -7289.81 Max. Vy 8 58.53 -7289.71 -0.10 Max. Vx 14 58.53 0.00 -7289.81 Max. Torque 8 -0.12 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 33 121.11 0.00 -11.10 Max. Hx 20 67.96 58.47 -0.00 Max. Hz 2 67.96 0.00 58.47 Max. Mx 2 7289.61 0.00 58.47 Max. Mz 8 7289.71 -58.47 -0.00 Max. Torsion 20 0.12 58.47 -0.00 Min. Vert 13 50.97 -29.24 -50.64 Min. Hx 8 67.96 -58.47 -0.00 Min. Hz 14 67.96 0.00 -58.47 Min. Mx 14 -7289.81 0.00 -58.47 Min. Mz 20 -7289.71 58.47 -0.00 Min. Torsion 8 -0.12 -58.47 -0.00 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 56.63 0.00 0.00 0.07 0.00 0.00 1.2 Dead+1.6 Wind 0 deg - No Ice 67.96 0.00 -58.47 -7289.61 0.00 0.00 0.9 Dead+1.6 Wind 0 deg - No Ice 50.97 0.00 -58.47 -7201.68 0.00 0.00 1.2 Dead+1.6 Wind 30 deg - No Ice 67.96 29.24 -50.64 -6313.01 -3644.88 0.06 0.9 Dead+1.6 Wind 30 deg - No Ice 50.97 29.24 -50.64 -6236.84 -3600.88 0.06 1.2 Dead+1.6 Wind 60 deg - No Ice 67.96 50.64 -29.24 -3644.78 -6313.11 0.10 0.9 Dead+1.6 Wind 60 deg - No Ice 50.97 50.64 -29.24 -3600.81 -6236.91 0.10 1.2 Dead+1.6 Wind 90 deg - No Ice 67.96 58.47 0.00 0.10 -7289.71 0.12 0.9 Dead+1.6 Wind 90 deg - No Ice 50.97 58.47 0.00 0.07 -7201.75 0.12 1.2 Dead+1.6 Wind 120 deg - No Ice 67.96 50.64 29.24 3644.97 -6313.11 0.10 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 13 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 0.9 Dead+1.6 Wind 120 deg - No Ice 50.97 50.64 29.24 3600.95 -6236.91 0.10 1.2 Dead+1.6 Wind 150 deg - No Ice 67.96 29.24 50.64 6313.21 -3644.88 0.06 0.9 Dead+1.6 Wind 150 deg - No Ice 50.97 29.24 50.64 6236.98 -3600.88 0.06 1.2 Dead+1.6 Wind 180 deg - No Ice 67.96 0.00 58.47 7289.81 0.00 0.00 0.9 Dead+1.6 Wind 180 deg - No Ice 50.97 0.00 58.47 7201.82 0.00 0.00 1.2 Dead+1.6 Wind 210 deg - No Ice 67.96 -29.24 50.64 6313.21 3644.88 -0.06 0.9 Dead+1.6 Wind 210 deg - No Ice 50.97 -29.24 50.64 6236.98 3600.88 -0.06 1.2 Dead+1.6 Wind 240 deg - No Ice 67.96 -50.64 29.24 3644.97 6313.11 -0.10 0.9 Dead+1.6 Wind 240 deg - No Ice 50.97 -50.64 29.24 3600.95 6236.91 -0.10 1.2 Dead+1.6 Wind 270 deg - No Ice 67.96 -58.47 0.00 0.10 7289.71 -0.12 0.9 Dead+1.6 Wind 270 deg - No Ice 50.97 -58.47 0.00 0.07 7201.75 -0.12 1.2 Dead+1.6 Wind 300 deg - No Ice 67.96 -50.64 -29.24 -3644.78 6313.11 -0.10 0.9 Dead+1.6 Wind 300 deg - No Ice 50.97 -50.64 -29.24 -3600.81 6236.91 -0.10 1.2 Dead+1.6 Wind 330 deg - No Ice 67.96 -29.24 -50.64 -6313.01 3644.88 -0.06 0.9 Dead+1.6 Wind 330 deg - No Ice 50.97 -29.24 -50.64 -6236.84 3600.88 -0.06 1.2 Dead+1.0 Ice+1.0 Temp 121.11 0.00 0.00 0.28 0.00 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 121.11 0.00 -11.10 -1428.54 0.00 0.00 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 121.11 5.55 -9.61 -1237.14 -714.46 0.02 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 121.11 9.61 -5.55 -714.12 -1237.48 0.04 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 121.11 11.10 0.00 0.34 -1428.88 0.05 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 121.11 9.61 5.55 714.80 -1237.48 0.04 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 121.11 5.55 9.61 1237.82 -714.46 0.02 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 121.11 0.00 11.10 1429.22 0.00 0.00 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 121.11 -5.55 9.61 1237.82 714.46 -0.02 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 121.11 -9.61 5.55 714.80 1237.48 -0.04 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 121.11 -11.10 0.00 0.34 1428.88 -0.05 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 121.11 -9.61 -5.55 -714.12 1237.48 -0.04 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 121.11 -5.55 -9.61 -1237.14 714.46 -0.02 Dead+Wind 0 deg - Service 56.63 0.00 -11.83 -1468.40 0.00 0.00 Dead+Wind 30 deg - Service 56.63 5.92 -10.25 -1271.66 -734.24 0.01 Dead+Wind 60 deg - Service 56.63 10.25 -5.92 -734.16 -1271.74 0.02 Dead+Wind 90 deg - Service 56.63 11.83 0.00 0.08 -1468.48 0.02 Dead+Wind 120 deg - Service 56.63 10.25 5.92 734.32 -1271.74 0.02 Dead+Wind 150 deg - Service 56.63 5.92 10.25 1271.82 -734.24 0.01 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 14 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead+Wind 180 deg - Service 56.63 0.00 11.83 1468.56 0.00 0.00 Dead+Wind 210 deg - Service 56.63 -5.92 10.25 1271.82 734.24 -0.01 Dead+Wind 240 deg - Service 56.63 -10.25 5.92 734.32 1271.74 -0.02 Dead+Wind 270 deg - Service 56.63 -11.83 0.00 0.08 1468.48 -0.02 Dead+Wind 300 deg - Service 56.63 -10.25 -5.92 -734.16 1271.74 -0.02 Dead+Wind 330 deg - Service 56.63 -5.92 -10.25 -1271.66 734.24 -0.01 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 -56.63 0.00 0.00 56.63 0.00 0.000% 2 0.00 -67.96 -58.47 0.00 67.96 58.47 0.000% 3 0.00 -50.97 -58.47 0.00 50.97 58.47 0.000% 4 29.24 -67.96 -50.64 -29.24 67.96 50.64 0.000% 5 29.24 -50.97 -50.64 -29.24 50.97 50.64 0.000% 6 50.64 -67.96 -29.24 -50.64 67.96 29.24 0.000% 7 50.64 -50.97 -29.24 -50.64 50.97 29.24 0.000% 8 58.47 -67.96 0.00 -58.47 67.96 -0.00 0.000% 9 58.47 -50.97 0.00 -58.47 50.97 -0.00 0.000% 10 50.64 -67.96 29.24 -50.64 67.96 -29.24 0.000% 11 50.64 -50.97 29.24 -50.64 50.97 -29.24 0.000% 12 29.24 -67.96 50.64 -29.24 67.96 -50.64 0.000% 13 29.24 -50.97 50.64 -29.24 50.97 -50.64 0.000% 14 0.00 -67.96 58.47 0.00 67.96 -58.47 0.000% 15 0.00 -50.97 58.47 0.00 50.97 -58.47 0.000% 16 -29.24 -67.96 50.64 29.24 67.96 -50.64 0.000% 17 -29.24 -50.97 50.64 29.24 50.97 -50.64 0.000% 18 -50.64 -67.96 29.24 50.64 67.96 -29.24 0.000% 19 -50.64 -50.97 29.24 50.64 50.97 -29.24 0.000% 20 -58.47 -67.96 0.00 58.47 67.96 -0.00 0.000% 21 -58.47 -50.97 0.00 58.47 50.97 -0.00 0.000% 22 -50.64 -67.96 -29.24 50.64 67.96 29.24 0.000% 23 -50.64 -50.97 -29.24 50.64 50.97 29.24 0.000% 24 -29.24 -67.96 -50.64 29.24 67.96 50.64 0.000% 25 -29.24 -50.97 -50.64 29.24 50.97 50.64 0.000% 26 0.00 -121.11 0.00 0.00 121.11 0.00 0.000% 27 0.00 -121.11 -11.10 0.00 121.11 11.10 0.000% 28 5.55 -121.11 -9.61 -5.55 121.11 9.61 0.000% 29 9.61 -121.11 -5.55 -9.61 121.11 5.55 0.000% 30 11.10 -121.11 0.00 -11.10 121.11 -0.00 0.000% 31 9.61 -121.11 5.55 -9.61 121.11 -5.55 0.000% 32 5.55 -121.11 9.61 -5.55 121.11 -9.61 0.000% 33 0.00 -121.11 11.10 0.00 121.11 -11.10 0.000% 34 -5.55 -121.11 9.61 5.55 121.11 -9.61 0.000% 35 -9.61 -121.11 5.55 9.61 121.11 -5.55 0.000% 36 -11.10 -121.11 0.00 11.10 121.11 -0.00 0.000% 37 -9.61 -121.11 -5.55 9.61 121.11 5.55 0.000% 38 -5.55 -121.11 -9.61 5.55 121.11 9.61 0.000% 39 0.00 -56.63 -11.83 0.00 56.63 11.83 0.000% 40 5.92 -56.63 -10.25 -5.92 56.63 10.25 0.000% 41 10.25 -56.63 -5.92 -10.25 56.63 5.92 0.000% 42 11.83 -56.63 0.00 -11.83 56.63 0.00 0.000% 43 10.25 -56.63 5.92 -10.25 56.63 -5.92 0.000% 44 5.92 -56.63 10.25 -5.92 56.63 -10.25 0.000% 45 0.00 -56.63 11.83 0.00 56.63 -11.83 0.000% 46 -5.92 -56.63 10.25 5.92 56.63 -10.25 0.000% ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 15 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE 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 47 -10.25 -56.63 5.92 10.25 56.63 -5.92 0.000% 48 -11.83 -56.63 0.00 11.83 56.63 0.00 0.000% 49 -10.25 -56.63 -5.92 10.25 56.63 5.92 0.000% 50 -5.92 -56.63 -10.25 5.92 56.63 10.25 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 0.00068733 3 Yes 4 0.00000001 0.00022384 4 Yes 6 0.00000001 0.00013682 5 Yes 6 0.00000001 0.00003503 6 Yes 6 0.00000001 0.00013666 7 Yes 6 0.00000001 0.00003498 8 Yes 4 0.00000001 0.00069143 9 Yes 4 0.00000001 0.00022777 10 Yes 6 0.00000001 0.00013688 11 Yes 6 0.00000001 0.00003505 12 Yes 6 0.00000001 0.00013671 13 Yes 6 0.00000001 0.00003500 14 Yes 4 0.00000001 0.00068739 15 Yes 4 0.00000001 0.00022385 16 Yes 6 0.00000001 0.00013671 17 Yes 6 0.00000001 0.00003500 18 Yes 6 0.00000001 0.00013688 19 Yes 6 0.00000001 0.00003505 20 Yes 4 0.00000001 0.00069143 21 Yes 4 0.00000001 0.00022777 22 Yes 6 0.00000001 0.00013666 23 Yes 6 0.00000001 0.00003498 24 Yes 6 0.00000001 0.00013682 25 Yes 6 0.00000001 0.00003503 26 Yes 4 0.00000001 0.00000001 27 Yes 5 0.00000001 0.00095230 28 Yes 6 0.00000001 0.00016073 29 Yes 6 0.00000001 0.00016066 30 Yes 5 0.00000001 0.00095283 31 Yes 6 0.00000001 0.00016092 32 Yes 6 0.00000001 0.00016085 33 Yes 5 0.00000001 0.00095335 34 Yes 6 0.00000001 0.00016085 35 Yes 6 0.00000001 0.00016092 36 Yes 5 0.00000001 0.00095283 37 Yes 6 0.00000001 0.00016066 38 Yes 6 0.00000001 0.00016073 39 Yes 4 0.00000001 0.00012334 40 Yes 4 0.00000001 0.00096090 41 Yes 4 0.00000001 0.00095813 42 Yes 4 0.00000001 0.00012344 43 Yes 4 0.00000001 0.00096211 44 Yes 4 0.00000001 0.00095933 45 Yes 4 0.00000001 0.00012337 46 Yes 4 0.00000001 0.00095933 47 Yes 4 0.00000001 0.00096211 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 16 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH 48 Yes 4 0.00000001 0.00012344 49 Yes 4 0.00000001 0.00095813 50 Yes 4 0.00000001 0.00096090 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 150 - 102 28.971 45 1.7681 0.0002 L2 107 - 67 14.321 45 1.3339 0.0001 L3 73 - 33 6.455 45 0.8444 0.0000 L4 40 - 0 1.935 45 0.4390 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.00 Lightning Rod 2''x10' 45 28.971 1.7681 0.0002 27929 148.00 250 SQ FT x Ka 45 28.237 1.7507 0.0002 27929 138.00 250 SQ FT x Ka 45 24.589 1.6627 0.0002 11637 128.00 225 SQ FT x Ka 45 21.045 1.5690 0.0001 6347 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 150 - 102 143.519 14 8.7733 0.0010 L2 107 - 67 71.044 14 6.6228 0.0003 L3 73 - 33 32.042 14 4.1936 0.0001 L4 40 - 0 9.610 14 2.1803 0.0001 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.00 Lightning Rod 2''x10' 14 143.519 8.7733 0.0010 5865 148.00 250 SQ FT x Ka 14 139.888 8.6874 0.0010 5865 138.00 250 SQ FT x Ka 14 121.850 8.2515 0.0008 2441 128.00 225 SQ FT x Ka 14 104.320 7.7880 0.0006 1328 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 17 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH 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 2.0000 24 2.2500 218.07 223.65 0.98 223.73 371.27 0.60 33.756 45.000 0.75 28.039 45.000 0.62 Bolt T 0.98 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 150 - 102 (1) TP34.66x22.5x0.3125 48.00 150.00 153.3 32.8120 -22.10 315.53 0.070 L2 102 - 67 (2) TP42.9017x32.7683x0.4375 40.00 150.00 123.8 56.8561 -33.41 837.55 0.040 L3 67 - 33 (3) TP50.64x40.5067x0.5 40.00 150.00 104.8 76.7579 -47.77 1577.85 0.030 L4 33 - 0 (4) TP58x47.8667x0.5 40.00 150.00 88.2 91.2525 -67.91 2643.80 0.026 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 150 - 102 (1) TP34.66x22.5x0.3125 1495.58 1631.63 0.917 0.00 1631.63 0.000 L2 102 - 67 (2) TP42.9017x32.7683x0.4375 3215.73 3546.54 0.907 0.00 3546.54 0.000 L3 67 - 33 (3) TP50.64x40.5067x0.5 4999.84 5657.89 0.884 0.00 5657.89 0.000 L4 33 - 0 (4) TP58x47.8667x0.5 7289.83 7709.46 0.946 0.00 7709.46 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 150 - 102 (1) TP34.66x22.5x0.3125 48.79 1201.17 0.041 0.00 3271.88 0.000 L2 102 - 67 (2) TP42.9017x32.7683x0.4375 52.31 2112.06 0.025 0.06 7113.18 0.000 L3 67 - 33 (3) TP50.64x40.5067x0.5 55.62 2851.36 0.020 0.06 11347.25 0.000 L4 33 - 0 (4) TP58x47.8667x0.5 58.53 3262.83 0.018 0.06 15458.00 0.000 ttnnxxTToowweerr Job CARMEL-SPRINGMILL, IN 111030 Page 18 of 18 Ehresmann Engineering, Inc. 4400 W 31st St Project 150 FT EHRESMANN MONOPOLE Date 16:58:34 03/01/22 Yankton, SD 57078 Phone: (605) 665-7532 FAX: (605) 665-9780 Client CROWN CASTLE Designed by EH 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 150 - 102 (1) 0.070 0.917 0.000 0.041 0.000 0.988 1.000 4.8.2 L2 102 - 67 (2) 0.040 0.907 0.000 0.025 0.000 0.947 1.000 4.8.2 L3 67 - 33 (3) 0.030 0.884 0.000 0.020 0.000 0.914 1.000 4.8.2 L4 33 - 0 (4) 0.026 0.946 0.000 0.018 0.000 0.972 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 150 - 102 Pole TP34.66x22.5x0.3125 1 -22.10 315.53 98.8 Pass L2 102 - 67 Pole TP42.9017x32.7683x0.4375 2 -33.41 837.55 94.7 Pass L3 67 - 33 Pole TP50.64x40.5067x0.5 3 -47.77 1577.85 91.4 Pass L4 33 - 0 Pole TP58x47.8667x0.5 4 -67.91 2643.80 97.2 Pass Summary Pole (L1) 98.8 Pass Base Plate 97.5 Pass RATING = 98.8 Pass Program Version 8.1.1.0 - 6/3/2021 File:Z:/EEI JOBS/11103 - 873711 Carmel Springmill, IN/111030/111030-Engineering/111030 - Carmel Springmill, IN - 150' MP - G.eri Monopole Base Plate Connection #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (24) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 66" BC Pu_c = 223.63 φPn_t = 260 Stress Rating Vu = 2.44 φVn = n/a 87.9% Base Plate Data Mu = n/a φMn = n/a Pass 73" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress (ksi):39.78 (Roark's Flexural) (24) 12"H x 6.875"W x 0.625"T, Notch: 1.5"Allowable Stress (ksi):45 plate: Fy= 65 ksi ; weld: Fy= 80 ksi Stress Rating:88.4%Pass horiz. weld: 0.5" fillet vert. weld: 0.5" fillet Stiffener Summary Horizontal Weld:98.2%Pass Pole Data Vertical Weld:60.6%Pass 58" x 0.5" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)Plate Flexure+Shear:55.4%Pass Plate Tension+Shear:88.1%Pass Plate Compression:95.1%Pass Pole Summary Punching Shear:29.7%Pass Analysis ResultsConnection Properties Iar (in) 2.25 Eta Factor, η 0.5 Moment (kip-ft) 7289.84 Axial Force (kips) 67.91 Shear Force (kips) 58.53 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 BU # Applied Loads Site Name Carmel Springmill, IN Order # Analysis Considerations Site Info TIA-222 Revision G Grout Considered:No 67.91 58.53 Adjusted Pole Reactions Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 3/1/2022CCIplate - Version 3.7.2 873711 1767866 Monopole Flange Plate Connection Top Plate Data Bottom Plate Data 40" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)40" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Top Stiffener Data Bottom Stiffener Data (16) 13"H x 8.125"W x 0.625"T, Notch: 1.5"(16) 13"H x 8.125"W x 0.625"T, Notch: 1.5" plate: Fy= 65 ksi ; weld: Fy= 80 ksi plate: Fy= 65 ksi ; weld: Fy= 80 ksi horiz. weld: 0.5625" fillet horiz. weld: 0.5625" fillet vert. weld: 0.5625" fillet vert. weld: 0.5625" fillet Top Pole Data Bottom Pole Data 22.5" x 0.3125" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)22.5" x 0.3125" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Max Load (kips)148.10 Allowable (kips)178.12 Stress Rating:83.1%Pass Top Plate Capacity Bottom Plate Capacity 20.03 (Roark's Flexural)20.03 (Roark's Flexural) 45.00 45.00 44.5%Pass 44.5%Pass N/A N/A Top Stiffener Capacity Bottom Stiffener Capacity 78.0%Pass 78.0%Pass 55.3%Pass 55.3%Pass 56.8%Pass 56.8%Pass 77.6%Pass 77.6%Pass 97.1%Pass 97.1%Pass Top Pole Capacity Bottom Pole Capacity 50.6%Pass 50.6%Pass Elevation = 150 ft. Order # 1767866 Axial Force (kips) 1.00 BU # 873711 Applied Loads Site Name Carmel-Springmill, IN Moment (kip-ft) 1631.63 Shear Force (kips) 1.00 TIA-222 Revision G Bottom Plate - ExternalTop Plate - External Allowable Stress (ksi):Allowable Stress (ksi): Connection Properties Bolt Data Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): (16) 1-3/4" ø bolts (A354-BC N; Fy=109 ksi, Fu=125 ksi) on 33" BC Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Horizontal Weld:Horizontal Weld: Plate Compression:Plate Compression: Punching Shear:Punching Shear: Vertical Weld:Vertical Weld: Plate Flexure+Shear:Plate Flexure+Shear: Plate Tension+Shear:Plate Tension+Shear: Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 3/3/2022CCIplate - Version 3.7.2 TS Foundation - v 2.0.1.5 Foundation Analysis Program Licensed to: Ehresmann Engineering, Inc. (c) 2007 - 2020 TowerSoft www.TSTower.com 4400 W 31st St, Yankton, SD 57078 ___________________________________________________________________________________________________ File: C:\Users\Trump\Documents\TSFoundation Jobs\111030-CARMEL SPRINGMILL, IN - MAT.out Contract: 111030 Revision: Project: MAT FOUNDATION Site: CARMEL-SPRINGMILL Date and Time: 3/2/2022 6:33:49 PM Engineer: EH MAT FOUNDATION ANALYSIS ANALYSIS VALUES FOR CONCRETE AND STEEL: 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 Angle of Allowable Net Cohesion Type Density Shearing Bearing of Resistance Pressure Soil (ft) (pcf) (pcf) (psf) (psf) 1 3.50 115.00 53.00 0.0 0.00 0.00 CLAY 2 2.50 115.00 53.00 0.0 2000.00 1000.00 CLAY 3 6.00 115.00 53.00 0.0 5000.00 3000.00 CLAY Depth of water below grade : 4.00 (ft) Submerged Concrete Weight Per Unit Volume : 82.76 (pcf) Frost Depth : 3.50 (ft) Dead Weight Factor for Soil & Concrete : 0.90 Extension of Pier Above Grade : 0.50 (ft) Footing 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) 68.00 58.00 7290.04 Load Case 1 - Maximum Moment and matching Axial and Shear 121.00 11.00 1429.01 Load Case 2 - Maximum Axial and matching Moment and Shear ALLOWABLE SOIL BEARING PRESSURE (NET) : 5000.00 (psf) ULTIMATE SOIL BEARING PRESSURE (SAFETY FACTOR = 3.00) : 15000.00 (psf) FACTORED SOIL BEARING PRESSURE : 11250.00 (psf) SUPERSTRUCTURE : MONOPOLE PIER SIZE: 7.50 (ft) ROUND MAT WIDTH: 33.00 (ft) MAT THICKNESS: 3.00 (ft) MAT DEPTH BELOW GRADE: 7.00 (ft) Soil resists overturning from top of non-battered pad MAX. NET BEARING PRESSURE: 2707.03 (psf) Load Case: 1 % BEARING = 100 * 2707.03 / 11250.00 = 24.06% OVERTURNING MOMENT: 7725.04 (Kipsft) Load Case: 1 RESISTING MOMENT: 12406.42 (Kipsft) Load Case: 1 % OVERTURNING = 100 * 7725.04 / 12406.42 = 62.27% PAD CAPACITY (ONE-WAY SHEAR): Vc = 1258.26 (Kips) Vf = 425.85 (Kips)Load Case: 1 % ONE-WAY SHEAR = 33.84 PAD CAPACITY (TWO-WAY SHEAR): Vc = 2427.48 (Kips) Vf = 176.69 (Kips)Load Case: 2 % TWO-WAY SHEAR = 7.28 COLUMN CAPACITY COLUMN REINFORCEMENT: 38-#10 PERCENTAGE: 0.76 % MINIMUM REINFORCEMENT IN COMPRESSION REQUIRED BY CODE: 0.50 % MAXIMUM DOWNLOAD: 74.52 (Kips) MAXIMUM MOMENT: 8302.18 (Kipsft) APPLIED MOMENT AT TOP OF PAD = Mt + Shear * H = 7290.04 + 58.00 * 4.50 = 7551.04 (Kipsft) % COLUMN REINF. = 100 * 7551.04 / 8302.18 = 90.95% PAD RESISTANCE IN BENDING TS Foundation - v 2.0.1.5 Foundation Analysis Program Licensed to: Ehresmann Engineering, Inc. (c) 2007 - 2020 TowerSoft www.TSTower.com 4400 W 31st St, Yankton, SD 57078 ___________________________________________________________________________________________________ File: C:\Users\Trump\Documents\TSFoundation Jobs\111030-CARMEL SPRINGMILL, IN - MAT.out Contract: 111030 Revision: Project: MAT FOUNDATION Site: CARMEL-SPRINGMILL Date and Time: 3/2/2022 6:33:49 PM Engineer: EH BENDING MOMENT: 135.84 (Kipsft) PER 1 FOOT Load Case: 1 PAD REINFORCEMENT: 56-#11 Area of Steel: 87.32 (in^2) REQUIRED REINFORCEMENT: 75.14 (in^2) MINIMUM REINFORCEMENT: 25.66 (in^2) % MAT REINFORCING = 100 * 75.14 / 87.32 = 86.06% MAXIMUM PERCENTAGE UTILIZED = 90.95% DETAILS OF CALCULATION: WEIGHT OF CONCRETE (Wc): 298.21 (Kips) x 0.90 = 268.39 (Kips) WEIGHT OF SOIL ON PAD (Ws): 480.57 (Kips) x 0.90 = 432.52 (Kips) WEIGHT OF WEDGE OF SOIL (Ws1): 0.00 (Kips) x 0.75 = 0.00 (Kips) WEIGHT OF 2 CORNER CONES OF SOIL (Ws2): 0.00 (Kips) x 0.75 = 0.00 (Kips) WEIGHT OF 2 SIDE WEDGES OF SOIL (Ws3): 0.00 (Kips) x 0.75 = 0.00 (Kips) DOWNLOAD FROM STRUCTURE = 68.00 (Kips) Note: For calculation of Overturning Moment the Download was divided by applied dead weight factor and then multiplied by factor of: 0.90 TOTAL VERTICAL FORCE (Pv): = 768.90 (Kips) OVERTURNING MOMENT (Mov) Mov = Moment from Tower + Shear x Height Mov = 7290.04 + 435.00 = 7725.04 (Kipsft) RESISTING MOMENT (Mres) Mres = (Wc + Ws) x PadWidth / 2 + Ws1 x D1 + Ws2 x D2 + Ws3 x D3 + Download x (0.5 x PadWidth - Offset) Distance from edge of pad to centre of gravity of wedge, D1 = 0.00 (ft) Distance from edge of pad to centre of gravity of corner cones, D2 = 0.00 (ft) Distance from edge of pad to centre of gravity of side wedges, D3 = 0.00 (ft) Mres = (268.39 + 432.52) x 16.50 + 0.00 x 0.00 + 0.00 x 0.00 + 0.00 x 0.00 + 46.24 x (16.50 - 0.00) Mres = = 12327.88 (Kipsft) COUNTERACTING MOMENT (Ms) Ms = Ws1 x L1 + Ws2 x L2 + Ws3 x L3 Distance from centre of pad to centre of gravity of wedge, L1 = 0.00 (ft) Distance from centre of pad to centre of gravity of corner cones, L2 = 0.00 (ft) Distance from centre of pad to centre of gravity of side wedges, L3 = 0.00 (ft) Ms = 0.00 x 0.00 + 0.00 x 0.00 + 0.00 x 0.00 = 0.00 (Kipsft) Total Moment (Mt) = Moment from Tower + Shear x Height + Download x Offset - Ms Total Moment (Mt) = 7290.04 + 435.00 + 0.00 - 0.00 = 7725.04 (Kipsft) Eccentricity E = Mt / Pv = 7725.04 / 768.90 = 10.047 (ft) Maximum pressure along diagonal axis Ecc > PadWidth / (6 * SQRT(2)) Maximum Pressure = C2 x Pv / PadWidth^2 C2 = 134.7 * (Ecc / PadWidth) ^ 3 - 45.1 * (Ecc / PadWidth) ^ 2 + 13.9 * (Ecc / PadWidth) + 0.77 C2 = 134.7 * (10.047 / 33.00 ^ 3 - 45.1 x (10.047 / 33.00 ^ 2 + 13.9 * (10.047 / 33.00 + 0.77 C2 = 4.623 Maximum Pressure = 4.623 x 768.90 / 33.00^2 Maximum Gross Pressure = 3264.11 (psf) Overburden Pressure = 557.08 (psf) Maximum Net Pressure = 2707.03 (psf) Maximum pressure along parallel axis Ecc > PadWidth / 6 Maximum Pressure = [2 x Pv / (C3 x PadWidth)] C3 = 3 x (PadWidth / 2 - Eccentricity)C3 = 3 x (16.50 / 2 - 10.047) = 19.360 (ft) Maximum Pressure = [1537.81 / (19.360 x 33.00)] Maximum Gross Pressure = 2407.24 (psf) Overburden Pressure = 557.08 (psf) Maximum Net Pressure = 1850.16 (psf) TS Foundation - v 2.0.1.5 Foundation Analysis Program Licensed to: Ehresmann Engineering, Inc. (c) 2007 - 2020 TowerSoft www.TSTower.com 4400 W 31st St, Yankton, SD 57078 ___________________________________________________________________________________________________ File: C:\Users\Trump\Documents\TSFoundation Jobs\111030-CARMEL SPRINGMILL, IN - MAT.out Contract: 111030 Revision: Project: MAT FOUNDATION Site: CARMEL-SPRINGMILL Date and Time: 3/2/2022 6:33:49 PM Engineer: EH ONE-WAY SHEAR d1 = Depth of Pad - Clear Cover - Bar Size d1 = 36.000 - 3.000 - 1.409 = 31.591 (in) Vc = 2 x Phi x SQRT(F'c) x PadWidth x d1 Vc = 2 x 0.75 x SQRT(4500.01) x 396.00 x 31.591 / 1000 = 1258.26 (Kips) Vf = (0.5 x P1 + P2 - P3) x Pad Width x Bw Bw = Distance from edge of pad to face of column - d1 Bw = 16.500 - 3.750 - 2.633 = 10.117 (ft) P1 - Triangular pressure at length of Bw = 1258.04 (psf) P2 - Rectangular pressure at length of Bw = 1149.20 (psf) P3 - Overburden pressure at length of Bw = 1149.20 (psf) P1 + P2 = Maximum Gross Pressure Vf = (629.02 + 1149.20 - 557.08) x 33.00 x 10.12 / 1000 = 407.68 (Kips) TWO-WAY SHEAR Vc shall be lesser of: a) Vc = (2 + 4 / beta) x Phi x SQRT(F'c) x Bo x d1 b) Vc = (2 + 40 x d1 / Bo) x Phi x SQRT(F'c) x Bo x d1 c) Vc = 4 x Phi x SQRT(F'c) x Bo x d1 Bo = PI x (PierSize + d1) = 381.99 (in) a) Vc = (2 + 4 / 1.0) 0.75 x SQRT(4500.01) x 381.99 x 31.59 / 1000 = 3641.22 (Kips) b) Vc = (2 + 40 x 31.6 / 381.99) x 0.75 x SQRT(4500.01) x 381.99 x 31.59 / 1000 b) Vc = 3221.27 (Kips) c) Vc = 4.0 x 0.75 x SQRT(4500.01) x 381.99 x 31.59 / 1000 = 2427.48 (Kips) Note: Instead of calculating Vf as the pressure from Pad acting on area of pad minus area below pier we will use maximum vertical force plus the pier weight (from top of pier to the bottom of the pad) in dry condition with corresponding load factor. Vf = 68.00 + 1.20 x 46.40 = 176.69 (Kips) Page 3 TS Foundation - v 2.0.1.5 Foundation Analysis Program Licensed to: Ehresmann Engineering, Inc. (c) 2007 - 2020 TowerSoft www.TSTower.com 4400 W 31st St, Yankton, SD 57078 ___________________________________________________________________________________________________ File: C:\Users\Trump\Documents\TSFoundation Jobs\111030-CARMEL SPRINGMILL, IN - PIER.out Contract: 111030 Revision: Project: PIER FOUNDATION Site: CARMEL-SPRINGMILL, IN Date and Time: 3/2/2022 6:17:13 PM Engineer: EH 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 3.75 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 SAND 2 2.25 120.00 58.00 1.000 0.00 1000.00 0.00 0.00 0.00 CLAY 3 6.00 63.00 63.00 1.000 0.00 3000.00 0.00 0.00 0.00 CLAY 4 5.00 58.00 58.00 3.254 4000.00 0.00 0.00 0.00 0.00 SAND 5 5.00 58.00 58.00 1.000 4000.00 2000.00 0.00 0.00 0.00 CLAY 6 8.00 68.00 68.00 4.599 7000.00 0.00 0.00 0.00 0.00 SAND 7 20.00 68.00 68.00 1.000 8000.00 4000.00 0.00 0.00 0.00 CLAY Depth of water below grade : 4.00 (ft) Frost Depth : 3.50 (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) 68.00 58.00 7290.04 Load Case 1 - Maximum Moment and matching Axial and Shear ALLOWABLE SOIL BEARING PRESSURE (NET) : 8000.00 (psf) ULTIMATE SOIL BEARING PRESSURE (SAFETY FACTOR = 3.00) : 24000.00 (psf) FACTORED SOIL BEARING PRESSURE : 18000.00 (psf) SUPERSTRUCTURE : MONOPOLE CAISSON DIAMETER BELL BELL BELL ANGLE VOLUME DEPTH DIAMETER HEIGHT SLOPED HEIGHT (ft) (ft) (ft) (ft) (ft) (yd^3) 32.00 7.50 N/A N/A N/A 0.00 53.18 Min. Depth required for lateral pressure : 23.05 (ft) % LATERAL PRESSURE = 72.02% Download Capacity : 795.17 (Kips) % DOWNLOAD = 8.55% Center of Rotation (COR) below grade : 11.56 (ft) Maximum bending moment : 7575.28 (Kipsft) Depth below grade to maximum moment : 5.37 (ft) SHEAR FORCES AND MOMENTS ALONG CAISSON Depth below Grade Shear Force Moment (ft) (Kips) (Kipsft) 0.78 70.43 7321.42 3.08 70.43 7454.61 5.37 0.31 7575.28 6.93 -151.01 7456.75 9.23 -461.03 6712.68 11.52 -771.05 5384.24 13.82 -674.31 3465.86 TS Foundation - v 2.0.1.5 Foundation Analysis Program Licensed to: Ehresmann Engineering, Inc. (c) 2007 - 2020 TowerSoft www.TSTower.com 4400 W 31st St, Yankton, SD 57078 ___________________________________________________________________________________________________ File: C:\Users\Trump\Documents\TSFoundation Jobs\111030-CARMEL SPRINGMILL, IN - PIER.out Contract: 111030 Revision: Project: PIER FOUNDATION Site: CARMEL-SPRINGMILL, IN Date and Time: 3/2/2022 6:17:13 PM Engineer: EH 16.12 -592.56 2489.33 18.41 -430.36 1834.66 20.71 -223.68 887.32 23.05 0.00 0.00 COLUMN CAPACITY CAISSON REINFORCEMENT: 38-#10 PERCENTAGE: 0.76 % MINIMUM REINFORCEMENT IN COMPRESSION REQUIRED BY CODE: 0.50 % MAXIMUM DOWNLOAD: 136.10 (Kips) MAXIMUM MOMENT: 8459.02 (Kipsft) APPLIED MOMENT = 7575.28 (Kipsft) % COLUMN REINF. = 100 * 7575.28 / 8459.02 = 89.55% MAXIMUM PERCENTAGE UTILIZED = 89.55% DETAILS OF CALCULATION: CALCULATION OF DOWNLOAD CAPACITY Soil Bearing Capacity = Phi x BottomArea x SafetyFactor x AllowableBearingCapacity Soil Bearing Capacity = 0.75 x 44.179 x 3.00 x 8000.00 = 795.17 (Kips) Download resistance due to Skin Friction/Adhesion, Drf Sum of Skin Friction/Adhesion for entire shaft = 0.00 (Kips) Drf = Phi x SkinResistance = 0.75 x 0.00 = 0.00 (Kips) Total Download Capacity = 795.17 (Kips) Page 2