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TOWER AND FOUNDATION DESIGN
SCANNED BY St. Lucie County DALEY JOB NO. 56693 2509 GUYED TOWER SCI TOWERS WYNNE RANCH SITE ST. LUCIE COUNTY, FLORIDA LATITUDE: 27.448 N LONGITUDE: 80.663 W TOWER AND FOUNDATION DESIGN REVISION 0 CASE JOB NO. 19317 PREPARED FOR. - Daley Tower Service, Inc. 601 Hector Connoly Road Carencro, Louisiana 70520 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY PREPARED BY: ®CC Civil And Structural Engineers, Incorporated P.O. Box 4825 Lafayette, LA 70502 www.casen rg com PaF rrrr vMe, ........ epe 'r, "' a 3 rdf; a`ao etbb °'� !?-/6 •/r' k 1710-oO66 RECEIVED JAN 0 6 2020 Structural Design Report f6j ST. Lucie county, Permitting 250' Guyed Tower Wynne Ranch Site St. Lucie County, FL Prepared for: SCI Towers Prepared by: CASE, Inc. Table of Contents Tower Design TowerSummary.....................................................4 Tower Calculations..................................................5 — 37 Foundation Design Mat Footing Calculations..........................................39 — 40 Foundation Drawings...............................................41 Tower Drawings..............................................................43 - 53 CODE COMPLIANCE ST. LUCIE COUNTY ®OCC TOWER CALCULATIONS I N N K N ¢ N ¢ N F F N K a r[ N N N N c rc N to N lid k e - C to to F d � N N C rc N a to a � � _ C _z N to N n _ a m z d z < g G o o m i a 3 no 240.0 ft Fy \ 2200ft 2000 ftft p 180.0 ft y 5 t 160.0 ft 140aft Q 12000 flfl � 100oft 80.0ft / 600It \ 5\ 40.0ft 20_0 ft 68ft ban 2477 It PLAN DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Ugholing Rod 250 OVP-2Tx 18"x 11- 215 L-864 Beacon 250 Sector Mount 215 (4)Panel -Wx 12"xr 245 Sector Mount 215 (4) Panel- Wx lTx3- 245 Sector Mount 215 (4)Pi-Wx 12-x 3- 245 (3)Pi-98'x12-x 3- 200 (4)RRU-1Tx 18"x T' 245 (3)Pi-96-x12"xX Ad (4)RRU-1T'x 18"x7 245 (3)Pane- Wx 12"xX 200 (4)RRU-17'x IT x T' 245 (3)RRU-17'x 1W x 7 200 01-Wx 16-x It- 245 (SRRU-1T' xlV xT' 200 OW-2Txt6-x11" 245 (3)RRU-1Tx 18"x T' 200 l8-xn• 245 OW-Wx Is-x tr 200 SOovP-zo-x Sector Mouth 245 OVP-20-xlTxtt- 200 Segal Mount 245 OVP-2T- Wx 11' 200 Sector Mount 245 Sector Mount 200 (4)Pi-Wx ITxY no Sector Mount 200 (4)Panel -Wx 1T x7 no Sector Mount 200 (4)Pane1-95-x TTxr 230 (3)Panel -Wx 12-xF 185 (4)RRU-1Tx 18'xT no (3)Panel -98"x 12-xT 185 (4)RRU-Irx IWxT no (]) Found -Wx 1Tx7 185 (4)RRU-ITx te'xT no (3)RRU-1Tx 18"x T' 1as OVP-28'x 16"x it- no (3)RRU-1Tx IF x 7" 185 OW-2P x 1 V x 11' no (3)RRU-1Tx I r x T. 185 OW-2V'x 16-x 11- no OVP-2rl'x 18x11" In Sector Mount no OW-2Px IF 11- im Sector Mount no OVP-20"x IT 11- 185 Sector Mount no Sector Mount 185 (4)Panel-Wx1TxF 215 Sector Mount 185 (4)Fund -Wx 12"x4 215 Sector Mount 185 (4)Panel -Wx 1T x 3" 215 L-810 Side Light 125 (4)WV-iTx IFxr 215 L-810 Side Ught 125 (4)RRU-1Tx IF xT 215 L-810 Side light in (4)RRU-1Tx 19.T 215 3'Disbw/Radame 1100 OW-20-x lVx It- 215 3'DisOwl Redante 100 OVP-28'x16-x It- 215 SYMBOL LIST MARK SIZE I MARK I SIZE A lart$z.le6ss I MATERIAL STRENGTH GRADE Fy Fu GRADE F Fu A529.50 150 tot fi50.vi \TOWER DESIGN NOTES�\ 1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 149 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 it 112533 tb 7. Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications. � 8. Tower members are "hot dipped" galvanized in accordance vi ASTM At 23 and ASTM At 53, Standards. 1284001b '�, m 9. TOWER RATING: 95.3% R=180 MIt y{ ALL REACTIONS ARE FACTORED Daley Tower Service, Inc, 601 Hector Connoly Road Carencro, Louisiana 70520 Phone: 337-896-6719 FAX: 337-696-3070 bi 56693 Final Design Rev 0 PfOfeC1' 250' GW! nne Ranch She, FL cuent: SCl Towers Dawn by: MJG APv'd code` TIA-222-G eid°:09/04/19 see NITS Pi �'9 NOE-1 tnxTower Job Page 56693 Final Design Rev 0 1 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone. 337-896-6719 SCI-Towers MJG FAX: 337-896-3070 Tower Input Data The main tower is a 3x guyed tower with an overall height of 250.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 3.00 ft at the top and tapered at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Saint Lucie County, Florida. ASCE 7-10 Wind Data is used. Basic wind speed of 149 mph. Risk Category IL Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. 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.. Pressures are calculated at each section. Safety factor used in guy design is 1. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For K Wr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in PEA J SR Leg Bolts Resist Compression 4 All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feed Line Torque J Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tnxTower Job Page 56693 Final Design Rev 0 2 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCITowers MJG FAX: 337-896-3070 Wind 180 _T [7 � IegA Wind 90 Q`D x Leg C Z Leg B Gay G Face C C'0ye Wind 0 Corner & Starmount Guyed Tower tnxTowler Job Page 56693 Final Design Rev 0 3 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCj Towers MJG FAX' 337-896-3070 Wind 180 Guy C Face Guyed Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database width of Length Sections Tl 250.00-240.00 3.00 1 10.00 T2 240.00-220.00 3.00 1 20.00 T3 220.00-200.00 3.00 1 20.00 T4 200.00-180.00 3.00 1 20.00 T5 180.00-160.00 3.00 1 20.00 T6 160.00-140.00 3.00 1 20.00 T7 140.00-120.00 3.00 1 20.00 T8 120,00-100.00 3.00 1 20.00 T9 100.00-80.00 3.00 1 20.00 TIO 80,00-60.00 3.00 1 20.00 TI 1 60.00-40.00 3.00 1 20.00 T12 40.00-20.00 3.00 1 20.00 T13 20.00-6.75 3.00 1 13.25 T14 6.75-0.00 3.00 1 6.75 Mx over Job Page 56693 Final Design Rev 0 4 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Tower Section Geometry cont'd Batton, Girt Tower Tower Diagonal Bracing Has Has Top Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in TI 250.00-240.00 3.19 K Brace Left No Yes+Steps 2.5000 2.5000 T2 240.00-220.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T3 220.00-200.00 126 K Brace Left No Yes+Steps 2.5000 2.5000 T4 200.00-I80.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T5 180.00-160.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T6 160.00-140.00 3.26 K Brace Left No Yes+Steps 2.5000 25000 T7 140.00-120.00 3.26 K Brace Left No Yes+Steps 25000 2.5000 T8 120.00-100.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T9 100.00-80.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 TIO 80.00-60.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 TII 60,00-40.00 3.26 KBrace Left No Yes+Steps 2,5000 2.5000 T12 40.00-20.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T13 20.00-6.75 3.26 K Brace Left No Yes+Steps 2.5000 0.0000 T14 6.75-0.00 2.18 X Brace No Yes+Steps 0.0000 2.5000 Tower Section Geometry cont'd Tower Diagonal Leg Leg Leg Diagonal Diagonal Elevation Type Size Grade Type Size Grade f TI 250.00-240.00 Solid Round 1 314 A529-50 Solid Round 1 A529-50 (50 ksi) (50 ksi) - T2240.00-220.00 Solid Round 21/4 A529-50 Solid Round 11/8 A529-50 (50 ksi) (50 ksi) _ T3 220.00-200.00 Solid Round 2 1/4 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) T4 200.00-180.00 Solid Round 2 114 A529-50 Solid Round 1 3/8 A529-50 (50 ksi) (50 ksi) T5 180.00-160.00 Solid Round 2 1/4 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) T6 160.00-140.00 Solid Round 2 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) T7140.00-120.00 Solid Round 21/2 A529-50 Solid Round 11/8 A529-50 (50 ksi) (50 ksi) T8 I20.00-100.00 Solid Round 2 1/2 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) T9 100.00-80.00 Solid Round 2 114 A529-50 Solid Round 1 A529-50 (50 ksi) (50 ksi) TIO K00-60.00 Solid Round 2 1/4 A529-50 Solid Round 1 A529-50 (50 ksi) (50 ksi) _ TI1 60.00-40.00 Solid Round 2I/4 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) T12 40.00-20.00 Solid Round 2 114 A529-50 Solid Round 1 A529-50 (50 ksi) (50 ksi) T13 20.00-6.75 Solid Round 2 1/4 A529-50 Solid Round 1 A529-50 - (50 ksi) (50 ksi) T 146.75-0.00 Solid Round 2114 A529-50 Solid Round 1 A529-50 MxTower Job Page 58893 Final Design Rev 0 5 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 Tower Section Geometry cont'd Tmver Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft TI 250M-240.00 Solid Round 7/8 A529-50 Solid Round 7/8 A529-50 (50 ksi) (50 ksi) T2240.00-220.00 Solid Round 7/8 A529-50 Solid Round 7/8 A529-50 (50 ksi) (50 ksi) T3 220.00-200.00 Solid Round 7/8 A529-50 Solid Round 7/8 A529-50 (50 ksi) (50 ksi) T4200.00-180.00 Solid Round 1 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) T5 180.00-160.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T6 160.00-140.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T7 140.00-120.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T8 120.00-100.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T9 100.00-80.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T10 80.00-60.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) Tl1 60.0040.00 Solid Round 314 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T12 40.00-20.00 Solid Round 314 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T13 20.00-6.75 Solid Round 314 A529-50 Solid Round A529-50 Tower Section Geometry cont'd Tmver. No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid J) Girts T1250.00-240.00 None Solid Round A36 Solid Round 7/8 A529-50 (36 ksi) (50 ksi) T2 240.00-220.00 None Solid Round A36 Solid Round 7/8 A529-50 (36 ksi) (50 ksi) T3220.00-200.00 None Solid Round A36 Solid Round 7/8 A529-50 (36 ksi) (50 ksi) T4200.00-180.00 None Solid Round A36 Solid Round I A529-50 (36 ksi) (50 ksi) T5 180,00-160.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T616000-140.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T7 140.00-120.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T8 120M-100.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T9 100.00-80.00 None Solid Round A36 Solid Round 314 A529-50 (36 ksi) (50 ksi) T10 80.00-60.00 None Solid Round A36 Solid Round 314 A529-50 tnxTower Job Page 56893 Final Design Rev 0 6 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 Tmver No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid It Girls (36 ksi) (50 ksi) T 1160.0040.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T 1240.00-20.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T13 20.00-6.75 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T 146.75-0.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) Tower Section Geometry (cont'd) - Tmver Gusset Gusset Gusset Grade Adjust. Factor Adjust Weight Mtdt. Doable Angle Double Angle Doable Angle Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt Stitch Bolt (perforce) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft' in in in in _ TI 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 250.00-240.00 (36 ksi) T2 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 240M-220.00 (36 ksi) T3 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 220.00-200.00 (36 ksi) T4 0.00 0.0000 A36 I I 1.1 36.0000 36.0000 36.0000 200.00-180.00 (36 ksi) T5 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 I80.00-160.00 (36 ksi) T6 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 _ 160.00-140.00 (36 ksi) T7 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 _ 140.00-120.00 (36 ksi) T8 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T9 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 100.00-80.00 (36 ksi) Tl0 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 80.00-60.00 (36 ksi) Tll 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 - - 60.00-40.00 (36 ksi) T12 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T1320.00-6.75 0.00 0.0000 A36 l 1 1.1 36.0000 36,0000 36.0000 (36 ksi) T146.75-0.00 0.00 0.0000 A36 l 1 1.1 36.0000 36,0000 36.0000 Tower Section Geometry cont'd MxTower 1 Job Page f 58893 Final Design Rev 0 7 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 Traver Calc Cale Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Diags Hartz. Brace Single Solid Diags Diags Angles Rounds X X X X X X K f Y Y Y Y Y Y Y T1 Yes Yes I 1 1 1 1 I I 1 250.00-240.00 I 1 1 1 1 I 1 T2 Yes Yes I I 1 1 1 I 1 1 240.00-220.00 I 1 1 I 1 I 1 T3 Yes Yes 1 I 1 1 I 1 1 1 220.00-200.00 I 1 1 1 1 I I T4 Yes Yes I. 1 1 1 I 1 I I 200.00-180.00 1 1 1 1 1 1 1 T5 Yes Yes 1 1 1 I 1 I 1 1 I80.00-160.00 1 1 I I 1 I I T6 Yes Yes 1 1 I I 1 1 1 I 160.00-140.00 1 1 I 1 1 1 I T7 Yes Yes I 1 1 1 1 1 1 1 140.00-120.00 1 1 1 1 1 1 1 T8 Yes Yes 1 1 I 1 1 I 1 1 120.00-100.00 1 l 1 1 1 1 1 T9 Yes Yes I 1 1 I 1 I 1 1 100.00-80.00 1 1 1 1 1 1 1 TIO Yes Yes I I 1 1 1 1 1 1 80.00-60.00 1 1 1 1 1 1 1 T1I Yes Yes 1 1 1 I 1 1 1 1 60.00-40.00 1 1 1 1 1 1 1 T12 Yes Yes 1 I 1 1 I I 1 1 40.00-20.00 1 1 1 1 1 1 1 T13 Yes Yes I I 1 1 1 1 I 1 20.00-6.75 I 1 1 1 1 I I T146,75-0.00 Yes Yes 1 I 1 1 1 1 1 1 I 1 1 I I 1 I 'Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out -of -plane direcd the overall length Tower Section Geometry cont'd applied to Traver Elevation n Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TI 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 250.00-240.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 T3 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 220.00-200.00 T4 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 200.00-180.00 T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 180.00-160.00 T6 0.0000 1 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 tnxTowler Job Page 56693 Final Design Rev 0 8 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers FAX: 337-896-3070 MJG Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Moth U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TS 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0:0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 T9 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 TIO 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00-60.00 TII 0.0000 1 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00-40.00 T12 0.0000 1 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00-20.00 T I320.00-6.75 0.0000 1 0.0000 0.75 0.0000 0:75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T 146.75-0.00 0.0000 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 Tower Section Geometry cont'd Traver Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Boll Size No. Bolt Size No. Boll Size No. in in in in in in in TI Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0,6250 0 250M-240.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 240.00-220.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 220.00-200.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0,6250 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 160.00-140.00 A325N A325N A325N A325N A325N A325N A325N T7 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N T8 Flange 0.7500 3 0,6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N T9 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0,5000 0 0.6250 0 100,00-80.00 A325N A325N A325N A325N A325N A325N A325N TIO Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 80.00-60.00 A325N A325N A325N A325N A325N A325N A325N TII Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 60.0040.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 40.00-20.00 A325N A325N A325N A325N A325N A325N A325N T1320.00-6.75 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T146.75-0.00 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N Mx off' er Job Page 56693 Final Design Rev 0 9 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Corencro, Louisiana 70520 Client Designed by. Phone: 337-896-6719 SCi Towers MJG FAX.. 337-896-3070 Guy Data Gary Gary Guy Initial % Gary Gary L„ Anchor Anchor Anchor End Elevation Grade Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency fi lb ksi Pif ft t t % 240.208 EHS A 3/4 5830.00 10% 19000 1.155 298.88 180.00 0.0000 0.00 100% B 314 5830.00 10% 19000 1.155 298.88 180.00 0.0000 0.00 100E C 3/4 5830.00 10% 19000 1.155 298.88 180.00 0.0000 0.00 100E 180.208 EHS A 3/4 5830.00 10% 19000 1.155 253.28 180.00 0.0000 0.00 100% B 3/4 5830.00 10% 19000 L155 253.28 180.00 0.0000 0.00 100% C 3/4 5830.00 10% 19000 1.155 253.28 180.00 0.0000 0.00 100% 120.208 EHS A 3/4 5830.00 10% 19000 1.155 214.82 180.00 0.0000 0.00 100% B 3/4 5830.00 10% 19000 1.155 214.82 180.00 0.0000 0.00 100% C 3/4 5830.00 10% 19000 1.155 214.82 180.00 0.0000 0.00 100% 60.2083 EHS A 518 4240.00 10% 21000 0.813 188.01 180.00 0.0000 0.00 100% B 5/8 4240.00 10% 21000 0.813 188.01 180.00 0.0000 0.00 100% C 5/8 4240.00 10% 21000 0.813 188.01 180.00 0.0000 0.00 100% Guy Data(cont'd Guy Meant Torque -Arm Torque -Arm Torque -Arm Torque -Arm Torque -Arm Torque -Arm Size Elevation Type Spread Leg Angle Siyle Grade Type ft l° 240.208 Torque Arm 6.00 30.0000 Bat Ear A529-50 Single Angle L5x3 12x3/8 (50 ksi) 180.208 Torque Am 6.00 30.0000 Bat Ear A529-50 Single Angle 1-501/20/8 (50 ksi) 120.208 Comer 60.2083 Comer Guy Data cont'd Gary Diagonal Diagonal Upper Diagonal Lmver Diagonal 1s Pull -Of Pull -Off Type Pull -Off Size Elevation Grade Type Size Size Strap. Grade J 240.21 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) 180.21 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) 120.21 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) 60.21 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) Guy Data cont'd MxTpwer Job Page 56693 Final Design Rev 0 10 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Guy Cable Cable Cable Cable Tmver Tower Tower Tower Elevation Weight Weight Weight Weight Intercept Intercept Intercept Intercept A B C D A B C D ft lb lb lb lb ft -ft ft fit 240.208 345.21 345.21 345.21 8.65 8.65 8.65 5.1 sec/pulse 5.1 sec/pulse 5.1 see/pulse 180.208 292,54 292.54 292.54 6.25 6.25 6.25 4.3 sec/pulse 4.3 see/pulse 4.3 sec/pulse 120.208 248.12 248.12 248.12 4.52 4.52 4.52 3.7 sec/pulse 3.7 sec/pulse 3.7 sec/pulse 60.2083 152.85 152.85 152.85 3.37 3.37 3.37 3.2 sec/pulse 3.2 sec/pulse 3.2 sec/pulse Guy Data cont'd) ' Torque Arm Pull Off Diagonal Giry Colt, Calc & Kr & K,. K. Kl. Elevation K K ft Single Solid 24U.2U6 No No 1 1 I 1 1 1 180.208 No No I 1 I 1 1 1 120.208 No No I 1 I 1 60.2083 No No I 1 I 1 Guy Data cont'd Torque -Arm Pull Off Diagonal Gary Boll Size Number Net Width U Bolt Size Number Net Width U Bolt Size Number Net Width U Elevation in Deduct in Deduct in Deduct ft in in in 240.208 0.0000 0 0.0000 1 0.6250 0 0,0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N 180.208 0.0000 0 0.0000 1 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N 120.208 0.0000 0 0.0000 1 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N 60.2083 0.0000 0 0.0000 1 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N I A325N Guy Pressures Gory Guy z q� q. Ice Elevation Location Ice Thickness ft ft psf psf in 240.208 A 120.10 64 B 120.10 64 C 120.10 64 180.208 A 90.10 60 B 90.10 60 C 90.10 60 120.208 A 60.10 55 B 60.10 55 to Tower 4 Job Page 56693 Final Design Rev 0 11 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Gary Cary Elevation Location 0: 9. Ice Ice Thickness C 60.10 55 60.2083 A 30.10 47 B 30.10 47 C 30.10 47 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allmv Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg fil in (Frac FW) Ron, in in in pt LDF7-50A A No AT (CaAa) 245.00 - 10.00 0,0000 41 24 8 0,5000 1.9800 0.82 (1-5/8 FOAM) LDF7-50A B No AT (CaAa) 230.00-10.00 0.0000 -0.1 24 8 0.5000 1.9800 0.82 (1-5/8 FOAM) LDF7-50A C No AT (CaAa) 215.00-10.00 0.0000 -0.1 24 8 0.5000 1.9800 0.82 (1-5/8 FOAM) LDF7-50A C No Ar(CaAa) 200.00-10.00 0.0000 0A 18 6 0.5000 1.9800 0.82 (1-5/8 FOAM) LDF7-50A B No AT (CaAa) 185.00-10.00 0.0000 0A 18 6 0.5000 1.9800 0.82 (1-5/8 FOAM) LDF5-50A A No Ar(CaAa) 100.00-10.00 0.0000 0A 2 2 1.5000 1.0900 0.33 (7/8 FOAM) Feed Line/Linear Appurtenances - Entered As Area Description Face Allan, Component Placement Total CA, Weight or Shield Type Number Currnmg Laaaer C No CaAa (In Face) 250.00 - 10.00 1 No Ice 0.29 7.90 Safety Line 5/16 C No CaAa (In Face) 250.00 - 10.00 1 No Ice 0.03 0.26 1" Conduit C No CaAa (In Face) 250.00- 10.00 1 No Ice 0.10 0.70 1/2" Ground C No CaAa (In Face) 250.00- 0.00 1 No Ice 0.05 0.50 Feed Line/Linear Appurtenances Section Areas Tmver Tower Face AR Ap C,yl_a C..'A.a Weight Section Elevation In Face On/ Face f+ f, f f2 ft' lb TI 250.00-240.00 A 0.000 0.000 23.760 0,000 98.40 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 4.713 0.000 93.60 T2 240.00-220.00 A 0,000 0.000 95.040 0.000 393.60 B 0.000 0.000 47.520 0.000 196.80 C 0.000 0.000 9.426 0.000 187.20 T3 220.00-200.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 95.040 0.000 393.60 C 0.000 0.000 80.706 0.000 482.40 T4 200,00-180.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 112.860 0.000 467.40 C 0.000 0.000 175.746 0.000 876.00 MxTUwer Job Page 56693 Final Design Rev 0 12 of 33 Project Date Daley Tower Service, Inc. 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SO Towers MJG FAX.. 337-896-3070 Tmeer Torver Face Are Ar CiA,i CAA Weight Section Elevation In Face Out Face f< ft' ft, ft' n' Ib T5 180.00-160.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T6 160.00-140.00 A 0.000 0.000 95,040 0.000 393.60 B 0.000 0.000 166,320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T7 140.00-120.00 A 0.000 0.000 95.040 0.000 393.60 B 0,000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T8 120.00-100.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T9 100.00-80.00 A 0.000 0.000 99.400 0.000 406.80 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T10 80.00-60.00 A 0.000 0.000 99,400 0.000 406.80 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T11 60.00-40.00 A 0.000 0,000 99.400 0.000 406.80 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T12 40.00-20.00 A 0.000 0.000 99.400 0.000 406.80 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T13 20.00-6.75 A 0.000 0.000 49.700 0.000 203.40 B 0.000 0.000 83.160 0.000 344.40 C 0.000 0.000 88.036 0.000 439.63 T14 6.75-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0,000 0.000 0.000 0.000 0.00 C 0,000 0.000 0.338 0.000 3.38 Feed Line Center of Pressure Section Elevation CP,t CPr CFV CPr Ice Ice ft in in in in TI 250.00-240.00 -7.8838 0.6912 -7.8838 0.6912 T2 240.00-220.00 4.6400 -3.7093 4.6400 -3.7093 T3 220.00-200.00 OA191 -2.7448 0.4191 -2.7449 T4 200.00-180.00 0,2022 -0.1027 0.2022 -0.1027 T5 180.00-160.00 1.5549 -0.6588 1.5549 -0.6588 T6 160.00-140.00 1.5549 -0.6588 1.5549 -0,6588 T7 140.00-120.00 1.5549 -0.6588 1.5549 -0.6588 T8 120.00-100.00 1.5549 -0.6588 1.5549 -0.6588 T9 100.00-80.00 1,3195 -0.8735 1.3195 -0.8735 TIO 80.00-60.00 1,3195 -0.8735 1.3195 -0.8735 TII 60.0040.00 1.3195 -0.8735 1.3195 -0.8735 T12 40.00-20.00 1.3195 -0.8735 1.3195 -0.8735 T13 20.00-6.75 1.3170 -0.8508 1.3170 -0.8508 T14 6.75-0.00 0.0000 58.0237 0.0000 58.0237 Shielding Factor Ka tuxTower Job Page 58893 Final Design Rev 0 13 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Rood 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCi Towers MJG FAX: 337-896-3070 Tmver Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice TI I Climbing Ladder 240.00- 0.6000 0.6000 250.00 TI 2 Safety Line 5/16 240.00- 0.6000 0.6000 250.00 TI 3 1" Conduit 240.00- 0.6000 0.6000 250.00 TI 4 1/2"Ground 240.00- 0.6000 0.6000 250.00 TI 6 LDF7-50A (1 -5/8 FOAM) 240.00- 0.6000 0.6000 245.00 T2 1 Climbing Ladder 220.00- 0.6000 0.6000 240.00 T2 2 Safety Line 5/16 220.00- 0.6000 0.6000 240.00 T2 3 1"Conduit 220.00- 0.6000 0.6000 240.00 T2 4 1/2"Ground 220.00- 0.6000 0.6000 240.00 T2 6 LDF7-50A (1-5/8 FOAM) 220.00- 0.6000 0.6000 240.00 T2 7 LDF7-50A(1-518 FOAM) 220.00- 0.6000 0.6000 230.00 T3 1 Climbing Ladder 200.00- 0.6000 0.6000 220.00 T3 2 Safety Line 5/16 200.00- 0.6000 0.6000 220.00 T3 3 1"Conduit 2000- 0.6000 0.6000 220.00 T3 4 112"Ground 200.00- 0.6000 0.6000 220.00 T3 6 LDF7-50A (1-5/8 FOAM) 200.00- 0,6000 0.6000 220.00 T3 7 LDF7-50A (1-5/8 FOAM) 200.00- 0.6000 0.6000 220.00 T3 8 LDF7-50A(1-5/8 FOAM) 200.00- 0.6000 0.6000 215.00 T4 I Climbing Ladder 180.00- 0.6000 0.6000 200.00 T4 2 Safety Line 5116 180.00- 0.6000 0.6000 200.00 T4 3 1"Conduit 180.00- 0.6000 0.6000 206.00 T4 4 1/2"Ground 180.00- 0.6000 0.6000 200.00 T4 6 LDF7-50A(1-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 7 LDF7-50A (1-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 8 LDF7-50A (1-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 9 LDF7-50A (1-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 10 LDF7-50A (1-5/8 FOAM) 180.00- 0.6000 0.6000 185.00 T5 I Climbing Ladder 160.00 - 0.6000 0.6000 180.00 T5 2 Safety Line 5116 160.00 - 0.6000 0.6000 180.00 T5 3 I"Conduit 160.00-1 0.6000 0.6000 180.00 T51 41 1/2"Ground 160.00- 0.6000 0.6000 tnXTower Job Page 56693 Final Design Rev 0 14 of 33 Daley Tower Service, Inc. Project Date 601 Hector Conno1v Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone. 337-896-67/9 SCI Towers MJG FAX 337-896-3070 Tower Section Feed Line Record No. Description Feed Line Segment Der. K. No ice K. ice 180.00 T5 6 LDF7-50A (1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T5 7 LDF7-50A (1-5/8 FOAM) 160.00- 0,6000 0.6000 180.00 T5 8 LDF7-50A(1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T5 9 LDF7-50A (1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T5 10 LDF7-50A (1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T6 I Climbing Ladder 140.00- 0.6000 0.6000 160.00 T6 2 Safety Line 5/16 140.00- 0.6000 0.6000 160.00 T6 3 1"Conduit 140.00- 0.6000 0.6000 160.00 T6 4 1/2"Ground 140.00- 0.6000 0.6000 160.00 T6 6 LDF7-50A(1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 7 LDF7-50A(1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 8 LDF7-50A(1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 10 LDF7-50A (1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T7 I Climbing Ladder 120.00- 0.6000 0.6000 140.00 T7 2 Safety Line 5/16 120.00- 0.6000 0.6000 140.00 T7 3 1"Conduit 120.00- 0.6000 0.6000 140.00 T7 4 1/2"Ground 120.00- 0.6000 0.6000 140.00 T7 6 LDF7-50A(1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 T7 7 LDF7-50A(1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 T7 8 LDF7-50A(1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(1-5/8 FOAM) 120.00- 0,6000 0.6000 140.00 T7 10 LDF7-50A(1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 TS I Climbing Ladder 100.00- 0.6000 0.6000 120.00 T8 2 Safety Line 5/16 100.00- 0.6000 0.6000 120.00 T8 3 1"Conduit 100.00- 0.6000 0.6000 120.00 T8 4 1/2"Ground 100.00- 0.6000 0.6000 120.00 T8 6 LDF7-50A (1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 TS 7 LDF7-50A(1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 T8 8 LDF7-50A(1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 T8 9 LDF7-50A(1-5/8 FOAM) 100.00- 0.6000 0.6000 Wx ower Job Page 56893 Final Design Rev 0 15 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connolv Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Corencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCi Towers MJG FAX: 337-896-3070 Touver Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice 120.00 T8 10 LDF7-50A(1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 T9 I Climbing Ladder 80.00- 100.00 0.6000 0.6000 T9 2 Safety Line 5116 80.00- 100.00 0.6000 0.6000 T9 3 1" Conduit 80.00- 100.00 0.6000 0.6000 T9 4 112" Ground 80.00- 100.00 0,6000 0.6000 T9 6 LDF7-50A(1-5/8 FOAM) 80.00-100.00 0.6000 0.6000 T9 7 LDF7-50A (1 -5/8 FOAM) 80.00-100.00 0.6000 0.6000 T9 8 LDF7-50A(1-5/8 FOAM) 80.00-100.00 0.6000 0.6000 T9 9 LDF7-50A(1-5/8 FOAM) 80.00-100.00 0.6000 0.6000 T9 to LDF7-50A (1-5/8 FOAM) 80.00 - 100.00 0.6000 0.6000 T9 I l LDF5-50A (7/8 FOAM) 80.00- 100.00 0.6000 0.6000 TIO 1 Climbing Ladder 60.00-80.00 0.6000 0.6000 TIO 2 Safety Line 5/16 60.00-80.00 0.6000 0.6000 TIO 3 1"Conduit %00-80.00 0.6000 0.6000 TIO 4 1/2"Ground 60.00-80.00 0,6000 0.6000 TIO 6 LDF7-50A(1-518 FOAM) 60.00-80.00 0.6000 06000 TIO 7 LDF7-50A (1-5/8 FOAM) 60.00 - 80.00 0.6000 0.6000 TIO 8 LDF7-50A(1-5/8 FOAM) 60.00-80.00 0.6000 0.6000 T10 9 LDF7-50A(1-518 FOAM) 60.00-80.00 0.6000 0.6000 T10 10 LDF7-50A(1-5/8 FOAM) 60.00-80.00 0.6000 0.6000 TIO 11 LDF5-50A(7/8 FOAM) 60.00-80.00 0.6000 0.6000 Tll 1 Climbing Ladder 40.00-60.00 0,6000 0.6000 T11 2 Safety Line 5/16 40.00-60.00 0.6000 0.6000 Tll 3 1"Conduit 40.00-60.00 0.6000 0.6000 Tll 4 1/2"Ground 40.00-60.00 0.6000 0.6000 Tll 6 LDF7-50A (1 -5/8 FOAM) 40.00-60.00 0.6000 (16000 Tll 7 LDF7-50A(1-5/8 FOAM) 40.00-60.00 0.6000 0.6000 Tll 8 LDF7-50A(14/8 FOAM) 40.00-60.00 0.6000 0.6000 Tll 9 LDF7-50A(1-5/8 FOAM) 40.00-60.00 0,6000 0.6000 Tll 10 LDF7-50A(1-5/8 FOAM) 40.00-60.00 0.6000 0.6000 T11 11 LDF5-50A(7/8 FOAM) 40.00-60.00 0.6000 0.6000 T12 1 Climbing Ladder 20.00-40.00 0.6000 0.6000 T12 2 Safety Line 5/16 20.00-40.00 0,6000 0.6000 T12 3 1"Conduit 20.00-40.00 0.6000 0.6000 T12 4 1/2"Ground 20.00-40.00 0.6000 0.6000 T12 6 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 7 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 8 LDF7-50A(1-519 FOAM) 20.00-40.00 0.6000 0.6000 T12 9 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 10 LDF7-50A(1-519 FOAM) 20.00-40.00 0.6000 0.6000 T12 11 LDF5-50A(718 FOAM) 20.00-40.00 0.6000 0.6000 T13 I Climbing Ladder 10.00-20.00 0.6000 0.6000 T13 2 Safety Line 5/16 10.00-20.00 0.6000 0.6000 T13 3 1" Conduit 10.00 - 20.00 0.6000 0.6000 T13 4 1/2"Ground 6.75-20.00 0.6000 0.6000 T13 6 LDF7-50A(1-518 FOAM) 10.00-20.00 0,6000 0.6000 T13 7 LDF7-50A(1-5/8 FOAM) 10.00-20.00 0,6000 0.6000 TI3 8 LDF7-50A(1-5/8 FOAM) 10.00-20.00 0.6000 0.6000 T13 9 LDF7-50A (1 -5/8 FOAM) 10,00-20.00 0.6000 0.6000 T13 10 LDF7-50A(1-5/8 FOAM) 10.00-20.00 0.6000 0.6000 T13 II LDF5-50A(7/8 FOAM) 10.00-20.00 0.6000 0.6000 T14 4 1/2"Ground 0.00-6.75 0.6000 0.6000 1 Wx ower Job Page 56693 Final Design Rev 0 16 of 33 Daley Tower Service, Inc Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Discrete Tower Loads Description Face Offset Offsets: Azimtah Placement CdA.I CA, Weight or Type Hon Adjustment Front Side Leg Lateral Vert l ft ft, ./tt lb n ft L-864 Beacon C None L-810 Side Light A From Leg 0.50 0.00 0.00 L-810 Side Light B From Leg 0.50 0.00 0.00 L-810 Side Light C From Leg 0.50 0.00 0.00 (4) Panel - 96" x 12" x 3" A From Leg 3.00 0.00 0,00 (4) Panel - 96" x 12" x 3" B From Leg 3.00 0.00 0,00 (4) Panel - 96" x 12" x 3" C From Leg 3.00 0.00 0.00 (4) RRU - 17" x 18" x 7" A From Leg 3.00 0.00 0.00 (4) RRU - 17" x 18" x 7" B From Leg 3.00 0.00 0.00 (4) RRU - 17" x 18" x 7" C From Leg 3.00 0.00 0.00 OVP-20"x 16"x II" A From Leg 3.00 0.00 0.00 OVP-20"x 16"x II" B From Leg 3.00 0.00 0.00 OVP-20"x 16"x II" C From Leg 3.00 0.00 0.00 Sector Mount A From Leg 1.50 0.00 0.00 Sector Mount B From Leg 1.50 0.00 0.00 Sector Mount C From Leg 1.50 0.00 i..i 0.00 (4) Panel - 96" x 12" x 3" A From Leg 3.00 0.00 0.00 (4) Panel - 96" x 12" x 3" B From Leg 3.00 0.00 0.0000 0.0000 0.0000 250.00 No Ice 1.00 1.00 10.00 250.00 No Ice 2.72 2.72 80.00 125.00 No Ice 0.20 0.20 3.00 125.00 No Ice 0.20 0.20 3.00 125.00 No Ice 0.20 0.20 3.00 0.0000 245.00 No Ice 11.47 4.00 50.00 0.0000 245.00 No Ice 11.47 4.00 50.00 0.0000 245.00 No Ice 11.47 4.00 50.00 0.0000 245.00 No Ice 2.55 0.99 50.00 0.0000 245.00 No Ice 2.55 0.99 50.00 0.0000 245.00 No Ice 2.55 0.99 50.00 0.0000 245.00 No Ice 2.67 1.83 50.00 0.0000 245.00 No Ice 2.67 1.83 50.00 0.0000 245.00 No Ice 2.67 1.83 50.00 0.0000 245.00 No Ice 10.00 5.00 500.00 0.0000 245.00 No Ice 10.00 5.00 500.00 0.0000 245.00 No Ice 10.00 5.00 500.00 0.0000 230.00 No Ice 11.47 4.00 50.00 0.0000 230.00 No Ice 11.47 4.00 50.00 tnxTower Job 56693 Final Design Rev 0 Page 17 of 33 Daley Tower Service, Inc. 601 Hector Connoly Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro, Louisiana 70520 Phone: 337-896-6719 FAX., 337-896-3070 Client SCI Towers Designed by MJG Description Face Offset Offsets: Azimuth Placement CAJ CAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert n It ftt ft, lb fr R 0.00 (4) Panel - 96" x 12" x 3" C From Leg 3.00 0.0000 230.00 No Ice 11.47 4.00 50.00 0.00 0.00 _ (4) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 230.00 No Ice 2.55 0.99 50.00 0.00 0.00 (4) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 230.00 No Ice 2.55 0.99 50.00 0.00 0.00 (4) RRU - 17" x 18" x 7" C From Leg 3.00 0.0000 230.00 No Ice 2.55 0.99 50.00 _ 0.00 0.00 OVP - 20" x 16" x I " A From Leg 300 0.0000 230.00 No Ice 2.67 1.83 50.00 0.00 0.00 - OVP - 20" x 16" x I V B From Leg 3.00 0.0000 230.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x 1 I" C From Leg 3.00 0.0000 230.00 No Ice 2.67 1.83 50.00 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 230.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 230.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 230.00 No Ice 10.00 5.00 500.00 0.00 asp♦ 0.00 (4) Panel - 96" x 12" x 3" A From Leg 3.00 0.0000 215.00 No Ice 11.47 4.00 50.00 0.00 0.00 (4) Panel - 96" x 12" x 3" B From Leg 3.00 0.0000 215.00 No Ice I 1 47 4.00 50.00 0.00 0.00 (4) Panel - 96" x 12" x 3" C From Leg 3.00 0.0000 215.00 No Ice 11.47 4.00 50.00 0.00 0.00 (4) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 215.00 No Ice 2.55 0.99 50.00 0.00 0.00 (4) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 215.00 No Ice 2.55 0.99 50.00 0.00 0.00 (4) RRU - 17" x 18" x T' C From Leg 3.00 0.0000 215.00 No Ice 2.55 0.99 50.00 0.00 0.00 OVP - 20" x 16" x 1 I" A From Leg 3.00 0.0000 215.00 No Ice 2.67 1.83 50.00 0.00 0.00 -- OVP - 20" x 16" x I I" B From Leg 3.00 0.0000 215.00 No Ice 2.67 1.83 50.00 0.00 - 0.00 OVP - 20" x 16" x 11" C From Leg 3.00 0.0000 215.00 No Ice 2.67 1.83 50.00 Wx Dwer Job Page 56693 Final Design Rev 0 18 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connolv Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Description Face Offset Offsets: Azimuth Placement C,q, CAA Weight or Type Hon Adjustment Front Side Leg Lateral Vert .1i ft fr' ft, lh It _ N 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 215.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 215.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 215.00 No Ice 10.00 5.00 500.00 0.00 ' aaaa 0.00 (3) Panel - 96" x 12" x 3" A From Leg 3.00 0.0000 200.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" B From Leg 3.00 0.0000 200.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" C From Leg 3.00 0.0000 200.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 200.00 No Ice 2.55 0.99 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 200.00 No Ice 2.55 0.99 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" C From Leg 3.00 0.0000 200.00 No Ice 2.55 0.99 50.00 0.00 0.00 OVP - 20" x 16" x I I" A From Leg 3.00 0.0000 200.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x 1 V B From Leg 3.00 0.0000 200.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x I V C From Leg 3.00 0.0000 200.00 No Ice 2.67 1.83 50.00 0.00 0.00 _ Sector Mount A From Leg 1.50 0.0000 200.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 200.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount C. From Leg 1.50 0.0000 200.00 No Ice 10.00 5.00 500.00 0.00 0.00 ♦ua (3) Panel - 96" x 12" x 3" A From Leg 3.00 0.0000 185.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" B From Leg 3.00 0.0000 185.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" C From Leg 3.00 0.0000 185.00 No Ice 11.47 4.00 50.00 0.00 tnXTpwer Job Page 58893 Final Design Rev 0 19 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro. Louisiana 70520 Client .Designed by Phone: 337-896-6719 SCI Towers MJG FAX. 337-896-3070 Description Face Offset Offsets: Azimuth Placement CAS CA,{ Weight or Type Harz Adjustment Front Side Leg Lateral Vert I F It, jr' lb It Jr 0.00 (3) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 185.00 No Ice 2.55 0.99 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 185.00 No Ice 2.55 0.99 50.00 0.00 0.00 (3) RRU - 17" z 18" x 7" C From Leg 3.00 0.0000 185.00 No Ice 2.55 0.99 50.00 0.00 0.00 OVP - 20" x 16" x 11" A From Leg 3.00 0.0000 185.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x 1 I" B From Leg 3.00 0.0000 185.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x I I" C From Leg 3.00 0.0000 185.00 No Ice 2.67 1.83 50.00 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 185.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 185.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 185.00 No Ice 10.00 5.00 500.00 0.00 Dishes Weight Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture or Type Type Harz Adjustment Beam Diameter Area Leg Lateral Width Vert It ft f jP lb 3' Dish w/ Radome B Paraboloid From 2.00 0.0000 100.00 3.00 No Ice 7.07 50.00 w/Radome Leg 0.00 0 00 3' Dish w/ Radome C Paraboloid From 2.00 0.0000 100.00 3.00 No Ice 7.07 50.00 w/Radome Leg 0.00 0.00 Load Combinations Comb. Description No. I Dead Only tnxTower Job Page 58893 Final Design Rev 0 20 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connolv Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SO Towers MJG FAX. 337-896-3070 Comb. Description No. 2 1.2 Dead+1.0 Wind 0 deg -No lce+].0 Guy 3 1.2 Dead+1.0 Wind 30 deg - No Ice+1.0 Guy 4 1.2 Dead+1.0 Wind 60 deg -No Ice+1.0 Guy 5 1.2 Dead+1.0 Wind 90 deg -No Ice+1.0 Guy 6 1.2 Dead+1.0 Wind 120 deg -No Ice+1.0 Guy 7 1.2 Dead+1.0 Wind 150 deg - No Ice+1.0 Guy 8 1.2 Dead+1.0 Wind 180 deg- No Ice+1.0 Guy 9 1.1 Dead+1.0 Wind 210 deg - No Ice+1.0 Guy 10 L2 Dead+1.0 Wind 240 deg - No Ice+].0 Guy 11 1.2 Dead+1.0 Wind 270 deg - No Ice+1.0 Guy 12 1.2 Dead+1.0 Wind 300 deg - No lce+].0 Guy 13 1.2 Dead+I.O Wind 330 deg- No Ice+1.0 Guy 14 Dead+Wind O deg - Service+Guy 15 Dead+Wind 30 deg - Service+Guy 16 Dead+Wind 60 deg - Service+Guy 17 Dead+Wind 90 deg - Service+Guy 18 Dead+Wind 120 deg - Service+Guy 19 Dead+Wind 150 deg - Service+Guy 20 Dead+Wind 180 deg - Service+Guy 21 Dead+Wind 210 deg - Service+Guy 22 Dead+Wind 240 deg - Service+Guy 23 Dead+Wind 270 deg - Service+Guy 24 Dead+Wind 300 deg - Service+Guy 25 Dead+Wind 330 deg - Service+Guy Maximum Tower Deflections - Service Wind Section Elevation Nor_. Gov. Tilt Tivist No. Deflection Load J! in Comb. ° TI 250-240 2.366 24 0.0648 0.1111 T2 240-220 2.441 24 0,0681 0.1096 T3 220-200 2.576 24 0.0221 0.1430 T4 200 - 180 2.397 16 0.0784 0.1795 T5 180-160 2.036 20 0.0765 0.2005 T6 160 - 140 1.842 20 0.0516 0.3566 T7 140 - 120 1.656 15 0.0507 0.4996 T8 120-100 1.468 14 0.0324 0.5698 T9 100 - 80 1.411 14 0.0245 0.6547 T I O 80 - 60 1.281 14 0.0456 0.7265 TII 60-40 1.047 14 0.0527 0.7571 T 12 40 - 20 0.828 14 0.0664 0.7947 T13 20 - 6.75 0.479 14 0.1000 0.8160 T14 6.75-0 0.169 14 0.1149 0.8136 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvaune 245.00 (4) Panel - 96" x 12" x 3" 24 2.401 0.0690 0.1101 76267 240.21 Guy 24 2.439 0.0683 0.1096 51845 230.00 (4) Panel - 96" x 12" x 3" 24 2.529 0.0445 0.1124 27901 215.00 (4) Panel - 96" x 12" x 3" 24 2.563 0.0230 0.1570 11327 MxTower Job Page 56693 Final Design Rev 0 21 of 33 Project Date Daley Tower Service, Inc. 601 Hector ComtolyRoad 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone. 337-896-6719 SCI Towers MJG X FA337-896-3070 Elevation Appartenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o ft 200.00 (3) Panel - 96" x 12" x 3" 16 2.397 0.0784 0.1795 17527 185.00 (3) Panel - 96" x 12" x 3" 20 2.118 0.0839 0.1854 25547 180.21 Guy 20 2.039 0.0768 0.1997 16042 125.00 L-810 Side Light 15 1.505 0.0381 0.5536 30230 120.21 Guy 15 1.470 0.0326 0.5691 24230 100.00 3' Dish w/ Radome 14 1.411 0.0245 0.6547 42949 60.21 Guv 14 1.049 0.0527 0.7568 52620 Maximum Tower Deflections - Design Wind Section No. Elevation F Hor-. Deflection in Gov. Load Comb. Tilt Nat ° TI 250-240 37.804 6 0.1545 0.5916 T2 240 - 220 37.456 6 0.1753 0.5831 T3 220-200 36.654 6 0.4379 0.7637 T4 200 - 180 33.816 10 0.9296 0.9810 T5 180 - 160 29.993 10 0.9480 1.0841 T6 160 - 140 27.162 2 0.7992 1.7029 T7 140- 120 24.267 2 0.7622 2.3232 T8 120 - 100 21.405 2 0.6014 2.6140 T9 100 - 80 19.393 2 0.5212 3.0160 TI O 80 - 60 16.910 2 0.6965 3.3250 Tl 1 60 - 40 13.609 2 0.7984 3.4415 T12 40 - 20 10.152 2 0.9498 3.6554 T13 20 - 6.75 5.590 2 1.2224 3.7801 T 14 6.75 - 0 1.943 2 1.3385 3.8209 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ofi Twist Radius of Curvature 250.00 Lightning Rod 6 37.804 0.1545 0.5916 12185 245.00 (4) Panel - 96" x 12" x 3" 6 37.618 0.1741 0.5844 12185 240.21 Guy 6 37.462 0.1759 0.5830 8353 230.00 (4) Panel - 96" x 12" x 3" 6 37.193 0.2260 0.6224 4334 215.00 (4) Panel - 96" x 12" x 3" 6 36.145 0.5733 0.8362 1762 200.00 (3) Panel - 96" x I T' x 3" 10 33.816 0.9296 0.9810 2654 185.00 (3) Panel - 96" x 12" x 3" 10 30.913 0.9800 1.0246 4079 180.21 Guy 10 30.029 0.9496 1.0807 2551 125.00 L-810 Side Light 2 22.044 0.6467 2.5444 4042 120.21 Guy 2 21.430 0.6032 2.6108 3411 100.00 3' Dish w/ Radome 2 19.393 0.5212 3.0160 6663 60.21 Guv 2 13.644 0.7975 3.4399 8973 Bolt Design Data O^ 0O 0O LO A A A A A A O^ U U O^ U o^ U O^ U O^ U O^ o^ O^ O^ O^ O^ O^ U U U U U U U O m Dvi� v W is 9 9�� mvWvD D W W A A W A W A W A W A W W A L W C W > W A W A W A W A S S S S 2 S S S S S S S S 2 Vl fA Vf fA U U Vl N fA fA fA VI !A N U U W � W W U W W U W W U W W U W W U U W W W W U N W U CO W U W W U W W U W U W R 0 0 0 0 0 0 0 0 0 0 0 0 o c 0 0 o 0 o 0 0 0 0 o a U U U U U U U U U U U U U M Ga ro W W W W W W W W W � N N N N N N N N N N N N N N n rt b b b b b b b b b b b b b b O O C b b b b -2 b 2 b b 2�D J J J N N b J P N O P �O P b P J lA b A A W 0 0 0 0 0 0 0 0 0 o O o 0 0 W W W W W W W W W W W W W 00 00 00 0o m o0 oa o0 00 'D' O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 o to o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O N N N N N �c OWc We Nc We Qc Qc Nc �c We Jc Oc b Nc 0 o ti I ao w w ao w ao w ao w ao ao w as as � c D D D D D W> D W> D D D D N N N N N N N N N N N N N N U U U U U U U U U U U Q n z z z z z z z z z z z z z z o O o 0 o 0 0 o c o? 0 0 0 J U U U U lJA lJA U U tJA J J tJii lJA O O O O O O O O O O O O O O 4 L O O O O O O O O O O O O O O R � O W W W W W W W W W W W W W W O ti C JN b O b A ro J W O b A � p3 J O B lJ lA W � W W A N U lA O C 3 N N N N N N N N N N N N N N a x b b bb b b b b b b b b W W N .. Ge y Ge W W W Ca W W_ N N N N N N N N N N N N N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0� CJ O p 0 0 0 0 0 0 0 0 0 0 0 0 0 o y J J Nw N N P N W GO U U U P p t� .1 c Nc c Uc Nc Uc Jc O b be Wes` b We �c � pO O x _ _ o o a O O O O O O O O O O O O O o>>> e>>>> 0 0 0 0 �1 'f ,L S a O RS w w r � ry Ill 7 O a V < n N Q o C ,n n T O ry O Cf � R N (JI G m m C m cn n � N O CD O N CD N CD N � S CD (p O -1 r N J N f0 N c W N Gi m w O w A tTowe tz I Job Page 56693 Final Design Rev 0 23 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed. by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Section Elevation No. n Size Initial Tension lb Breaking Load lb Actual T lb Allowable 0T„ lb Required S.F. Actual S.F. (575) 120.21 (C) 3/4 EHS 5830.00 58299.91 31806,30 34980.00 1.000 (574) 1.100 TIO 60.21 (A) 518 EHS 4240.00 42399.99 21493.40 25440.00 1.000 (579) 1184 60.21 (B) (578) 518 EHS 4240.00 42399.99 20022.30 25440.00 1.000 1271 60.21 (C) (577) 5/8 EHS 4240.00 42399.99 21573.40 25440.00 1.000 1179 Compression Checks Leg Design Data (Compression) Section Elevation Size L L. KI/r A Mast P„ On. Ratio No. Stability P„ ft ft ft in' Index lb lb mP� TI 250-240 13/4 MOO 3.19 87.6 2.4053 1.00 -17056.80 61744.30 0.276' K=1.00 T2 240-220 21/4 20.00 3.26 69.6 3.9761 1M -112088.00 125520.00 0.893' K=1.00 V T3 220 - 200 2 1/4 20.00 3,26 69.6 3.9761 1.00 -119415.00 125520.00 0.951 ' K=1.00 ✓ T4 200 - 180 2 1 /4 20.00 3.26 69.6 3.9761 1.00 -106967.00 125520.00 0.852 ' K=1.00 T5 180-160 2114 MOO 3.26 69.6 3.9761 1M -106972.00 125520.00 0.852' K=LOO T6 160 - 140 2 20.00 3.26 78.3 3.1416 1.00 -77678.00 9026380 0.861 ' K=1.00 T7 140-120 21/2 20,00 3.26 62.7 4.9087 1.00 -128784.00 165760.00 0.777' K=1.00 ✓ TS 120-100 21/2 20.00 3.26 62.7 4.9087 1.00 -128790.00 165760.00 0.777' K=1.00 T9 100-80 21/4 20.00 3.26 69.6 3.9761 1.00 -100812.00 125520.00 0.803' K=1.00 TIO 80-60 21/4 20.00 3.26 69.6 3.9761 1.00 -98016.10 125520oO 0.781' K=1.00 ✓ TH 60-40 21/4 20.00 3.26 69.6 3.9761 1.00 -114051.00 125520.00 0.909' K=1.00 ✓ T12 40-20 21/4 20.00 3,26 69.6 3.9761 1.00 -119670.00 125520.00 0.953' K=1.00 T13 20-6.75 21/4 13.25 3.26 69.6 3.9761 1.00 -114961.00 125615.00 0.915' K=1.00 T14 6.75-0 21/4 6.97 2.47 52.6 3.9761 1.00 -99672.00 146138.00 0.682' K=I.00 P„ / $P„ controls WxTower Job Page 56693 Final Design Rev 0 24 of 33 Daley Tower Service, Inc. Project _ Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09104/19 Carencro, Louisiana 70520 Client .Designed by Phone. 337-896-6719 SCI Towers MJG FAX., 337-896-3070 Diagonal Design Data (Compression) Section Ratio Elevation Size L L„ Kl/r A P. No. P. ft ft ft in' 1b Ib 6& TI 250-240 1 4.38 4.17 140.1 0.7854 -8172.13 9041.33 0.904' K=0.70 V T2 240-220 11/8 4A3 4.16 124.1 0.9940 -13833.20 14574.40 0.949' K=0.70 V T3 220-200 11/8 4.43 4.16 124.1 0.9940 -10052.70 14574.40 0.690' K=0.70 V T4 200-180 1318 4.43 4.16 IOL6 1.4849 -24350.40 31432.60 0.775' _ K=0.70 V T5 ISO- 160 1 118 4.43 4.16 124.1 0.9940 -10397.20 14574.40 0.713 ' K=0.70 V T6 160-140 1 4.43 4.19 140.7 0.7854 -8308.79 8965.41 0.927' K=0.70 V T7 140-120 1118 4.43 4.13 123.2 0.9940 -12423.10 14792.70 0.840' ` K=0.70 T8 120-100 11/8 4.43 4.13 123.2 0.9940 -12825.80 14792.70 0.867' K=0.70 `/ T9 100 - 80 1 4.43 4.16 139.6 0.7854 -5947.02 9098.72 0.654 K=0.70 S/ T I O 80 - 60 1 4.43 4.16 139.6 0.7854 -8319.57 9098.72 0.914 ' _ K=0.70 V TII 60-40 11/8 4.43 4.16 124.1 0.9940 -9136.44 14574.40 0.627' K=0.70 V T12 40-20 1 4.43 4.16 139.6 0.7854 -4173.42 9098.72 0.459' _ K=0.70 V T13 20-6.75 I 4.43 4.15 139.6 0.7854 -5865.82 9109.22 0.644' K=0.70 V T14 6.75-0 I 2.69 1.60 84.7 0.7854 -9115.19 20909.80 0.436' _ i K=1.10 ' P � / OP„ controls - Horizontal Design Data (Compression) Section Elevation Sce L L. K11r A P„ OP„ Ratio No. P. fi ft ft int lb 1b 6p� TI 250-240 7/8 3.00 2.85 109.6 0.6013 -1738.25 11242.90 0.155' K=0.70 T2 240-220 7/8 3.00 2.81 108.0 0.6013 -5147.48 11532.80 0.446' K=0.70 6/ T3 220-200 7/8 3.00 2.81 108.0 0.6013 -2219.70 11532.80 0.192' _ K=030 `/ T4 200-180 1 3.00 2.81 94.5 0.7854 -1592.24 18396.20 0.087' K=0.70 V T5 180-160 314 3.00 2.81 126.0 0.4418 -1738.64 6286.53 0.277' _ K=0.70 V MxTower Job Page 56693 Final Design Rev 0 25 of 33 Daley Tower Service, Inc. Project Date 601 HectorConnoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX. 337-896-3070 Section Elevation Size L L„ KI/r A P. OP„ Ratio No. P. J ft ft in' lb lb W, T6 160 - 140 3/4 3.00 2.83 126.9 0.4418 -1281.28 6194.42 0.207 K=0.70 V T7 140 - 120 314 3.00 2.79 125.1 0.4418 -2119.54 6380.71 0.332 ' K=0.70 T8 120 - 100 3/4 3.00 2.79 125.1 0.4418 -2123.32 6380.71 0.333 ' K=0.70 T9 100-80 3/4 3.00 2.81 126.0 0.4418 -1746.11 6286.53 0.278' K=0.70 `/ TIO 80-60 3/4 3.00 2.81 126.0 0.4418 -1693.40 6286.53 0.269' K=0.70 V TII 60-40 3/4 3.00 2.81 126.0 0.4418 -1936.27 6286.53 0308' K=0.70 V T12 40-20 3/4 3.00 2.81 126.0 0.4418 -2072.75 6286.53 0.330' K=0.70 V T13 20-6.75 3/4 3.00 2.81 12&0 0.4418 -1966.47 6286.53 0.313' K=0.70 V 1 P. /+P„ controls Top Girt Design Data (Compression) Section Elevation Size L L„ KI/r A P. 1P„ Ratio No. P. ft ft ft in' !b 1b �P TI 250-240 7/8 3.00 2.85 109.6 MOB -60.15 11242.90 0.005' K=0.70 V T2 240-220 7/8 3.00 2.81 108.0 0.6013 -3733.78 11532.80 0.324' K=0.70 `/ _ T3 220-200 718 3.00 2.81 108.0 MOB -1571.52 11532.80 0.136' K=0.70 T4 200-180 1 3.00 2.81 94.5 0.7854 -3967.74 18396.20 0.216' K=0.70 `/ _ TS 180- 160 3/4 3.00 2.81 126.0 0.4418 4391.32 6286.53 0.699' K=0.70 `/ T6 160-140 3/4 3.00 2.83 126.9 0.4418 -1597.52 6194.42 0.258' K=0.70 `/ _ T7 140- 120 3/4 3.00 2.79 125A 0.4418 -1647.05 6380.71 0.258' K=0.70 `/ T8 120-100 3/4 3.00 2.79 125.1 0.4418 -1642.56 6380.71 0.257' K=0.70 &/ T9 100-80 3/4 3.00 2.81 126.0 0.4418 -909.86 6286.53 0.145' K=0.70 `/ TIO 80-60 3/4 3.00 2.81 126.0 0.4418 -710.13 6286.53 0.113' K=0.70 V TII 60-40 3/4 3.00 2.81 126.0 0.4418 -1604.78 6286.53 0.255' K=0.70 4/ T12 40-20 3/4 3.00 2.81 126.0 0.4418 -461.92 6286.53 0.073' K=0.70 `/ T13 20-6.75 3/4 3.00 2.81 126.0 0.4418 -719.01 6286.53 0.114' K=0.70 tnxTower Job Page 56693 Final Design Rev 0 26 of 33 Daley Tower Service, hrc Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. p„ jt fr Q W lb lb Aa I P„ / OP, controls Bottom Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P. Jt jt i int lb lb 6P" TI 250-240 7/8 3.00 2.85 109.6 0.6013 -7343.88 11242.90 0.653' K=0.70 V T2 240-220 7/8 3.00 2.81 108.0 0.6013 -1522.49 11532.80 0.132' K=0.70 V T3 220-200 718 3.00 2.81 108.0 0.6013 -1780.32 11532.80 0.154' K=0.70 V T4 200 - 180 1 3.00 2.81 94.5 0.7854 -16051.90 18396.20 0.873 1 K-0.70 I/ T5 180-160 3/4 3.00 2.81 126.0 0.4418 -1897.88 6286.53 0,302' K=0.70 f/ T6 160- 140 3/4 3.00 2.83 126.9 0.4418 -1263.23 6194.42 0204' K=0.70 V T8 120- 100 3/4 3.00 2.79 125.1 0.4418 -1492.33 6380.71 0.234' K-0.70 `/ T9 100 - 80 3/4 3.00 2.81 126.0 0.4418 432.81 6286.53 0.069' K=0.70 V TII 60-40 3/4 3.00 2.81 126.0 0.4418 -796.50 6286.53 0.127' K=0.70 I/ T12 40-20 3/4 3.00 2.81 126.0 0.4418 -349.61 6286.53 0.056' K=0.70 V/ 1 P„ /OP. Controls Torque -Arm Bottom Design Data Section Elevation Sce L L. Kl/r A P„ OP„ Ratio No. p„ jr fi ft ins lb lb OP" TI 250 - 240 (542) L5x31/20/8 4.75 4.60 72.4 3.0500 -36980.70 93447.00 0.396' K=1.00 V TI 250 - 240 (543) L5x31/20/8 4.75 4.60 72.4 3.0500 -36874.70 93447.00 0.395' K=1.00 V TI 250 - 240 (548) L5x31/ OM 4.75 4.60 72.4 3.0500 -38641.30 93447.00 (1414' K=1.00 V TI 250 - 240 (549) 1-501/20/8 4.75 4.60 72.4 3.0500 -38727.80 93447.00 0.414' K=1.00 V TI 250 - 240 (554) 1,50 MOM 4.75 4.60 72.4 3.0500 -37817.70 93447.00 0.405' K=1.00 MxTower Job Page 56693 Final Design Rev 0 27 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Rood 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCi Towers MJG FAX. 337-896-3070 Section Elevation Size L L. KI/r A P„ OP„ Ratio No. p„ j f J inn Ib Ib Opp TI 250 - 240 (555) 1-501/20/8 4.75 4.60 72.4 3,0500 -37773.40 93447.00 0.404' K=1.00 II/ T4 200 - 180 (560) L5x3 12x3/8 4.75 4.60 72.4 3.0500 -30486.80 93447.00 0.326' K=1.00 II/ T4 200 - 180 (561) L501/2x3/8 4.75 4.60 72.4 3.0500 -31257.10 93447.00 0.334' K=1.00 `/ T4 200 - 180 (566) L501/2x3/8 4.75 4.60 72.4 3.0500 -31548.30 93447.00 0.338' K=1.00 `/ T4 200 - 180 (567) L5.x3 1/20/8 4.75 4.60 72.4 3.0500 -31475.60 93447.00 0.337 ' K=1.00 `/ T4 200 - 180 (572) L5x31/2x3/8 4.75 4.60 72.4 3.0500 -30364.60 93447.00 0.325' K=1.00 &/ T4 200 - 180 (573) L5x31/20/8 4.75 4.60 72.4 3.0500 -32622.10 93447.00 0.349' K=L00 V P„ /OP,,controls Tension Checks Leg Design Data Tension Section Elevation Size L L. KUr A P„ OP„ Ratio No. p„ fi P fi in' Ib Ib V. Tl 250-240 13/4 10.00 3.19 87.6 2.4053 14371.50 108238.00 0.133' T2 240-220 21/4 20.00 3.26 69.6 3.9761 58402.40 178924.00 0.326' T3 220-200 21/4 20.00 3.26 69.6 3.9761 65094.70 178924.00 0.364' T4 200-180 21/4 20.00 3.26 69.6 3.9761 45937.60 178924.00 0.257' T5 180-160 21/4 20.00 3.26 69.6 39761 45933.00 178924.00 0.257' T7 140-120 21/2 20.00 3.26 62.7 4.9087 2795.29 220893.00 0.013' i P. /OP. Controls Diagonal Design Data Tension Section Elevation SLe L L. KI/r A P. OP„ Ratio _ No. p„ ft ft p inn 16 Ib 6P. WxTower Job Page 56693 Final Design Rev 0 28 of 33 Project Date Daley Tower Service, Inc. 601 HectorConnoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX..- 337-896-3070 Sec/ion Elevation Size L L„ Khr A P. OP„ Ratio No. P. ft ft ft in, lb lb bP„ TI 250-240 1 4.38 4.17 200.1 0.7854 8154.24 35342.90 0.231' T2 240-220 11/8 4.43 4.16 177.3 0.9940 13251.90 44730.90 0.296' T3 220-200 11/8 4.43 4.16 177.3 0.9940 9240.71 44730.90 0.207' T4 200- 180 13/8 4.43 4.16 145.1 1:4849 23959.10 66820.20 0.359' TS I80- 160 1 1/8 4.43 4.16 177.3 0.9940 9501.48 44730.90 0.212' T6 160- 140 1 4.43 4.19 201.0 0.7854 7404.25 35342.90 0.20�9' T7 140-120 11/8 4.43 4.13 176.0 0.9940 11167.10 44730.90 0.20' TS 120 - 100 I 1/8 4.43 4.13 176.0 0.9940 11281.80 44730.90 0.252 ' 4 T9 100 - 80 1 4.43 4.16 199.5 0.7854 4568.64 35342.90 0.129' T I O 80 - 60 1 4.43 4.16 199.5 0.7854 7091.79 35342.90 0.201 � TI I 60 - 40 11/8 4.43 4.16 177.3 0.9940 8075.16 44730.90 0.181 ' T12 40-20 1 4.43 4.16 199.5 0.7854 2803.01 35342.90 0.079' T 13 20 - 6.75 I 4.43 4.15 199.4 0.7854 5167.34 35342.90 0.146 � T14 6.75 - 0 1 3.34 1.83 87.9 0.7854 623.56 35342.90 0.018, 1 P. /W, controls Horizontal Design Data Tension Section Ratio Elevation Sire L L„ K11r A P. +P„ No. P. ft ft fi int lb lb +P. TI 250-240 7/8 3.00 2.85 156.6 0.6013 1753.06 27059.40 0.065' T2 240 - 220 7/8 3.00 2.81 154.3 0.6013 5491.51 27059.40 0.203 ' -- T3 220-200 7/8 3.00 2.81 154.3 0.6013 2372.06 27059.40 0,088' T4 200-180 1 3.00 2.81 135.0 0.7854 2002.86 35342.90 0.057' - T5 180-160 3/4 3.00 2.81 180.0 0.4418 3653.12 19880.40 0.184' T6 160 - 140 3/4 3.00 2.83 181.3 0.4418 1281.28 19880.40 0.064' T7 140-120 314 3.00 2.79 178.7 0."18 2119.54 19880AO 0.107' 1 tnxTower L Job Page 56893 Final Design Rev 0 29 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connote Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 Section Elevation Size L L„ KI1r A P„ OP„ Ratio No. P„ ft ft Jt int Ib Ib OP" T8 120-100 3/4 3.00 2.79 175.7 0.4415 2123.32 19880.40 0.107' T9 100-80 3/4 3.00 2.81 180.0 0.4418 1746.11 19880.40 0.088' T10 80-60 3/4 3.00 2.81 180.0 0.4418 1693.40 19880.40 0.085' T11 60-40 3/4 3.00 2.81 150.0 0.4418 1936.27 19880.40 0.097' T12 40-20 3/4 3.00 2.81 180.0 0.4418 2072.75 19880.40 0.104' T13 20-6.75 3/4 3.00 2.81 180.0 0.4418 1966.47 19880.40 0.099' T14 6.75-0 3/4 3,00 2.81 180.0 0.4418 14314.30 19880.40 U20' I P„ l �P„ controls Top Girt Design Data (Tension) Section Elevation Size L L„ KI1r A P. +P„ Ratio No. P„ ft fi ft in, 115 Ib P" 11 25U - 240 718 3.00 2.85 156.6 0.6013 72.73 27059.40 0.003 ' T2 240 - 220 7/8 3.00 2.81 154.3 0.6013 3836.48 27059.40 0.1421 T3 220 - 200 7/8 3.00 2.81 154.3 0.6013 1615.88 27059.40 0.060' T4 200-180 1 3.00 2.81 135.0 0.7854 4383.85 35342.90 0.124' TS 180- I60 3/4 3.00 2.81 180.0 0.4418 5837.67 19880.40 0.294' T6 160-140 3/4 3.00 2.83 181.3 0.4418 1655.09 19880.40 0.083' T7 140- 120 3/4 3.00 2.79 178.7 0.4418 1968.56 19880.40 0.099' Y TS 120-100 3/4 3.00 2.79 178.7 0.4418 5480.06 19880.40 0.276' T9 100 - 80 3/4 3.00 2.81 180.0 0.4418 1277.95 19880.40 0.064' TIO 80-60 3/4 3.00 2.81 180.0 0.4418 1170.76 19880.40 0.059' Tll 60-40 3/4 3.00 2.81 180.0 0.4418 4023.27 19880.40 0.202' T12 40-20 3/4 3.00 2.81 180.0 0.4418 784.66 19880.40 0.039' T13 20-6.75 3/4 3.00 181 180.0 0.4418 1056.57 19880.40 0.053' tnxTower Job Page 56693 Final Design Rev 0 30 of 33 Daley Tower Service, Inc. Project Date 60/ Hector Conno1v Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro. Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG X: FA337-896-3070 Section Elevation Size L L„ Mir A P„ OP„ Ratio No. P. 1 P„ / V. controls Bottom Girt Design Data Tension Section Elevation Size L L. Mr A P. op" Ratio No. P„ ft JI fi W Ib lb 6P. TI 250-240 7/8 3.00 2.85 156.6 0.6013 7409.48 27059A0 0.274' T2 240 - 220 7/8 3.00 2.81 154.3 0.6013 1874.82 27059.40 0.069 ' T3 220 - 200 7/8 3.00 2.81 154.3 0.6013 1658.45 27059.40 0.061 ' T4 200 - 180 1 3.00 2.81 135.0 0.7854 16639.50 35342.90 0.471 ' TS 180 - 160 3/4 3.00 2.81 180.0 0.4418 2431.10 19880.40 0.122 ' T6 160-140 3/4 3.00 2.83 181.3 0.4418 1654.47 19580.40 0.083' T7 140-120 3/4 100 2.79 178.7 0.4418 11167.50 19880.40 0.562' T8 120-100 3/4 3.00 2.79 178.7 0.4418 2135.19 19880.40 OA07' T9 100 - 80 3/4 3.00 2.81 180.0 0.4418 831.70 19880.40 0.042' TIO 80-60 3/4 3.00 2.81 180.0 0.4418 9695.29 19880.40 0.488' TII 60-40 3/4 3.00 2.81 180.0 0.4418 1399.10 19880.40 0.070' T12 40-20 3/4 3.00 2.81 180.0 0.4418 793.97 19880.40 0.040' 1 P. / ✓ p, controls Torque -Arm Top Design Data Section Elevation Size L L„ KI/r A P„ op„ Ratio No. P„ jt JI Jt ins Ib Ib bp„ TI 250 - 240 (541) L5x31/ OM 3.00 2.93 TI 250 - 240 (546) 1,501/ OM 3.00 2.93 TI 250 - 240 (547) L5x31/2x3/8 3.00 2.93 34.4 3.0500 23396.40 137250.00 OA70' 34.4 3.0500 22687.00 137250.00 0.165' 34.4 3.0500 23223.90 137250.00 0.169' MxTower Job Page31 56693 Final Design Rev 0 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-67I9 SCI Towers MJG FAX: 337-896-3070 Section Elevation Size L L. KI1r A P„ Ratio No. P. - It I .l) in' Ib Ib ryP„ TI 250-240 (552) L5x3 MOM 3.00 2.93 34.4 30500 23078.00 137250.00 0.168' y - TI 250 - 240 (553) 1-501/20/8 3.00 2.93 34.4 3.0500 23402.40 137250.00 0.17�1' -- T4 200-180(558) L5x3 MOM 3.00 2.91 34.2 3.0500 28127.90 137250.00 0.05' T4 200-180 (559) L5z3 I2x3/8 3.00 2.91 34.2 3.0500 26623.00 137250.00 0.194' T4 200-180(5(4) LSO 1/2x3/8 3.00 2.91 34.2 3.0500 27088.00 137250.00 0.197' - T4 200-180 (565) L5x31/20/8 3.00 2.91 34.2 3.0500 28455.20 137250.00 0.207' T4 200-180(570) L5x3 MOM 3.00 2.91 34.2 3.0500 27471.90 137250.00 0.200' T4 200 - 180 (571) L5x3 I /2x3/8 3.00 2.91 34.2 30500 27700.80 137250.00 0.202 ' t P„ / QP„ controls - Torque -Arm Bottom Design Data Section Ratio Elevation Size L L. KI/r A P„ OP„ No. P. B n n in' Ib Ib V. TI 250 - 240 (542) 1-501/2x3/8 4.75 4.60 54.1 3.0500 5279.79 137250.00 0.038' TI 250 - 240 (543) L5x31/2x3/8 4.75 4.60 54.1 3.0500 5341.43 137250.00 0.039' TI 250 - 240 (548) L5x31/20/8 4.75 4.60 54.1 3.0500 6062.87 137250.00 0.044' TI 250 - 240 (549) L5x31/20/8 4.75 4.60 54J 3.0500 5997.70 137250.00 0.044' TI 250 - 240 (554) L5x31/2.x3/8 4.75 4.60 54.1 3.0500 5631.65 137250.00 0,041 TI 250 - 240 (555) L5x31/20/8 4.75 4.60 54.1 3.0500 5660.69 137250.00 0.041' T4 200 - 180 (561) 1-50120/8 4.75 4.60 54.1 3.0500 1905.08 137250.00 0.014' T4 200- 180 (566) L50 1/20/8 4.75 4.60 54.1 3.0500 2616.57 137250.00 0.019' T4 200- 180 (567) L5x3 1/20/8 4.75 4.60 54.1 3.0500 251.58 137250.00 0.002' T4 200 - 180 (573) 1.50120/8 4.75 4.60 54.1 3.0500 3356.26 137250.00 0.024' 1 P„ l ¢P„ COntt'Ols WxTower Job Page 56693 Final Design Rev 0 32 of 33 Daley Tower Service, Ina Project Date 601 Hector CamolvRoad 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 Section Capacity Table Section Elevation Component Size Critical P oPNb„. % Pass No. .lt Type Element lb lb Capacity Fail TI 250-240 Leg 13/4 2 -17056.80 61744.30 27.6 Pass T2 240-220 Leg 21/4 26 -112088.00 125520.00 89.3 Pass T3 220-200 Leg 2 1/4 68 -119415.00 125520.00 95.1 Pass T4 200-180 Leg 21/4 110 -106967.00 125520.00 85.2 Pass T5 180-160 Leg 2 1/4 152 -106972.00 125520.00 85.2 Pass T6 160 - 140 Leg 2 194 -77678.00 90263.80 86.1 Pass T7 140-120 Leg 21/2 236 -128784.00 165760.00 77.7 Pass T8 120-100 Leg 21/2 278 -128790.00 165760.00 77.7 Pass T9 100-80 Leg 21/4 319 -100812.00 125520.00 80.3 Pass TIO 80-60 Leg 21/4 361 -98016.10 125520.00 78.1 Pass TII 60-40 Leg 21/4 403 -114051.00 125520.00 90.9 Pass T12 40-20 Leg 21/4 447 -119670.00 125520.00 95.3 Pass TO 20-6.75 Leg 21/4 487 -114961.00 125615.00 91.5 Pass T14 6.75-0 Leg 21/4 516 -99672.00 146138.00 68.2 Pass TI 250-240 Diagonal 1 10 -8172.13 9041.33 90.4 Pass T2 240-220 Diagonal 11/8 58 -13833.20 14574.40 94.9 Pass T3 220-200 Diagonal 11/8 78 -10052.70 14574.40 69.0 Pass T4 200-180 Diagonal 13/8 120 -24350.40 31432.60 77.5 Pass T5 180-160 Diagonal 11/8 184 -10397.20 14574.40 71.3 Pass T6 160-140 Diagonal 1 204 -8308.79 8965.41 92.7 Pass T7 140-120 Diagonal 1118 252 -12423.10 14792.70 84.0 Pass T8 120-100 Diagonal 11/8 316 -12825.80 14792.70 86.7 Pass T9 100-80 Diagonal 1 359 -5947.02 9098.72 65.4 Pass TIO 80-60 Diagonal 1 378 -8319.57 9098.72 91.4 Pass Tll 60-40 Diagonal 11/8 442 -9136.44 14574.40 62.7 Pass T12 40-20 Diagonal 1 456 -4173.42 9098.72 45.9 Pass T13 20-6.75 Diagonal 1 495 -5865.82 9109.22 64.4 Pass T14 6.75-0 Diagonal 1 526 -9115.19 20909.80 416 Pass TI 250-240 Horizontal 718 21 -1738.25 11242.90 15.5 Pass T2 240-220 Horizontal 7/8 62 -5147.48 11532.80 44.6 Pass T3 220-200 Horizontal 7/8 103 -2219.70 11532.80 19.2 Pass T4 200 - 180 Horizontal 1 121 -1592.24 18396.20 8.7 Pass T5 I80 - 160 Horizontal 3/4 164 -1738.64 6286.53 27.7 Pass T6 160 - 140 Horizontal 3/4 205 -1281.28 6194.42 20.7 Pass T7 140 - 120 Horizontal 3/4 248 -2119.54 6380.71 33.2 Pass T8 120 - 100 Horizontal 3/4 290 -2123.32 6380.71 33.3 Pass T9 100-80 Horizontal 3/4 331 -1746.11 6286.53 27.8 Pass TIO 80-60 Horizontal 3/4 379 -1693AO 6286.53 26.9 Pass T11 60-40 Horizontal 3/4 416 -1936.27 6286.53 30.8 Pass T12 40-20 Horizontal 3/4 458 -2072.75 6286.53 33.0 Pass TO 20-6.75 Horizontal 3/4 496 -1966.47 6286.53 31.3 Pass T14 6.75-0 Horizontal 3/4 518 14314.30 19880.40 72.0 Pass TI 250-240 Top Girt 7/8 5 -60.15 11242.90 0.5 Pass T2 240-220 Top Girt 7/8 30 -3733.78 11532.80 32.4 Pass T3 220-200 Top Girt 7/8 70 -1571.52 11532.80 13.6 Pass T4 200 - I80 Top Girt 1 113 -3967.74 18396.20 21.6 Pass T5 180 - 160 Top Girt 3/4 154 -4391.32 6286.53 69.9 Pass T6 160-140 Top Girt 3/4 196 -1597.52 6194.42 25.8 Pass T7 140-120 Top Girt 3/4 240 -1647.05 6380.71 25.8 Pass T8 120 - 100 Top Gin 314 280 5480.06 19880.40 27.6 Pass T9 100-80 Top Girt 3/4 322 -909.86 6286.53 14.5 Pass TIO 80-60 Top Girt 3/4 366 -710.13 6286.53 11.3 Pass TII 60-40 Top Girt 3/4 406 -1604.78 6286.53 25.5 Pass T12 40-20 Top Girt 3/4 448 461.92 6286.53 7.3 Pass TO 20-6.75 Top Girt 3/4 492 -719.01 6286.53 11.4 Pass T I 250 - 240 Bottom Girt 7/8 8 -7343.88 11242.90 65.3 Pass T2 240-220 Bottom Girt 7/8 31 -1522.49 11532.80 13.2 Pass taxTower Job Page 56693 Final Design Rev 0 33 of 33 Daley Tower Service, Inc. Project Date 601 HectorComroly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Section No. Elevation it Component Type Size Critical Element P lb opal.'. lb % Capacity Pass Fail T3 220-200 Bottom Girt 718 75 -1780.32 11532.80 15.4 Pass T4 200-I80 Bottom Girt 1 116 -16051.90 18396.20 87.3 Pass I T5 180- 160 Bottom Girt 3/4 157 -1897.88 6286.53 30.2 Pass T6 160 - 140 Bottom Girt 3/4 201 -1263.23 6194.42 20.4 Pass T7 140-120 Bottom Girt 3/4 242 11167.50 19880.40 56.2 Pass T8 120 - 100 Bottom Gin 3/4 283 -1492.33 6380.71 23.4 Pass T9 100 - 80 Bottom Girt 3/4 327 -432.81 6286.53 6.9 Pass T10 80-60 Bottom Girt 3/4 368 9695.29 19880.40 48.8 Pass TH 60-40 Bottom Girt 314 409 -796.50 6286.53 12.7 Pass T12 40-20 Bottom Girt 3/4 453 -349.61 6286.53 5.6 Pass TI 250-240 Guy A@240.208 3/4 551 28701.40 34980.00 82.1 Pass T4 200-180 Guy A@180.208 3/4 568 32925.80 34980.00 94.1 Pass T7 140 - 120 Guy A@120.208 3/4 576 31724.00 34980.00 90.7 Pass _ TIO 80-60 Guy A@60.2083 5/8 579 21493.40 25440.00 84.5 Pass TI 250-240 Guy B@240.208 3/4 544 29144.40 34980.00 83.3 Pass T4 200- 180 Guy B@180.208 3/4 562 32203.90 34980.00 92.1 Pass - T7 140 - 120 Guy B@120.208 3/4 575 29860.20 34980.00 85.4 Pass T10 80 - 60 Guy B@60.2083 5/8 578 20022.30 25440.00 78.7 Pass - TI 250 - 240 Guy C rr 40.208 3/4 539 29166.70 34980.00 83.4 Pass T4 200-180 Guy C@180.208 3/4 557 32896.60 34980.00 94.0 Pass T7 140-120 Guy C@120.208 314 574 31806.30 34980.00 90.9 Pass T10 80-60 Guy C@60.2083 5/8 577 21573.40 25440.00 84.8 Pass TI 250-240 Torque Arm L5x31/20/8 540 24260.30 137250.00 17.7 Pass " - Top@240.208 T4 200-180 Torque Arm L5x31/20/8 565 28455.20 137250.00 207 Pass _ Top@I80.208 TI 250-240 Torque Arm L5x31/20/8 549 -38727.80 93447.00 41.4 Pass _ Bottom@240.208 T4 200-180 Torque Arm L5x31/2x3/8 573 -32622.10 93447.00 34.9 Pass Bottom@I80.208 Summary Leg (TI2) 95.3 Pass Diagonal 94.9 Pass (T2) Horizontal 72.0 Pass (T14) Top Girt 69.9 Pass (T5) Bottom Girt 87.3 Pass (T4) Guy A (T4) 94A Pass Guy B (T4) 92.1 Pass Guy C (T4) 94.0 Pass Torque Arm 20.7 Pass Top (T4) Torque Arm 41.4 Pass - Bottom (T I ) Bolt Checks 65.3 Pass RATING= 95.3 Pass Program Version 8.0.1.0 - 2/8/2018 File:S:/Jobs/2019/19317 (56693, 250' GWT SCI-Wynne Ranch Site, FL)/Final/Calculations(rower/56693, 250' GWT SCI Towers -Wynne Ranch Site, FL Rev O.eri FOUNDATION DESIGN Civil And Structural X''ngineers, Inc. Job No: /93/7 1 Paged of �2 Designed By: 1nJ'G Date: Job Name:56693 $D GwT Vwmc Pnmu%FL Client SCJ- To✓�^ar l�-,OnnJ NON lrnn/ DLTLGN /'lH ST /-pa r!nrp Revision Date Designed By Approved �63. 67o t (/ g)(4oai) (,J'y'o'% 2' i (3) ('/v )(v )� ��' (g (14"815 • 3e")(r) 175 rv[NrHc, .SNCN2 '� ��. = c?G 3, b70 � Q'' l % 875 U dV,• (07SYv) tOOJGS1(19.87S'yf-S') ,oS9,9,V7_ "G3 G"rJ• r /O• '3 /9 05 _ FcY�R Sl'C92 W •R ' %e L/ 07 7 4V (0 75x2)7S J4r V5I i/aa'X ,4 B") /'LEk�,2NL L_Ji^Ar - ;76,v H% X3.5 /% v /�%^Rr = L✓"� (aG.Y �F �'3.5) _ /6•?RfE C. 9`,9k' a a d N (o.4X r2Vo.'/Y;o�x 6okg, )t19K75 - Clo)CJ.44,�`yGoks,) 1 , 5, 574.k„ (9)(o Esx�,ks,xlDo ) /,„ (0.00/8)(l?Olav %6V And Structural engineers, Inc. Job No: 19317 Page a of a Designed By: /7/7 c, Date: 9'/y i9 Job Name: 56693, LSD 'GwT I )ymwr Rer"N FL Client: SC T %E�z l'o JN09 TTJN �{GN //✓CHD IL &oC<� //�I 633 V„Ax /.26 �/oa Revision Date Designed By Approved �(87.6 Per (SSPcvX3X�)] IP3 (-'-2;9)(So PCF)(T) ` L13? /-,Sr /?p (3.i?XSS�r V (0,-75AL )(%3 )�(b3aPsr)( ) (�Xl.7ieas. 53ar x7l] _ I�YOv7 dV • (o. 7-/ S)(11) ,oa3 PST( 4 4 •/5•k USE 7 * 9 ' %3 /3tocc, 3 3Cro:J 6•znat 6 Seas _� '3 firs P ay 0•c. ow,ver Erec �,%on _D]�awd s J Job Number: 56693 250' Guyed Tower SCI Towers Wynne Ranch Site, FL 34400 Orange Ave. Fort Pierce, FL 34945 St. Lucie County, FL Revision 1 12/13/19 Manufacturing Division 605 Hector Connoly Road Carencro,LA 70520 www.daleZower.com 0 337.886.0995 • F 337.886.0996 2 / TS850 240' (P TS7 00r \220' w �n % TS7 �� 0 i \ 200' TS6 I 180' s ° 160' _ TS5 \ �l�s � PLAN 140' TS4 120' �� 250' GUYED TOWER LIP TOWER QTY. SECTION REQUIRED /°° yf 100' 2j s°J 80' °9 S ° 60' `s/8F REV DATE TS3 tiS tc, A Total: 13 2 40' / /6f7 Q 12/13/19 /T /°9 STRUCTURE: 250' GUYED TOWER ° LOCATION: WYNNE RANCH SITE, FL 20' DETAIL: GUY WIRE ELEVATION OWNER: SCI TOWERS TS1 ELEVATION DATE: 9/18/19 DRAWN: RGW - CHECKED: RGW 1 80I I CASE JOB NO.: 19317 -�- TOWER ANCHOR -�_ DALEYJOB No.: 56693 DALEY TOW"""" OWER SERVICE, INC. SHEET FOUNDATION FOUNDATION 6CARENCRO. LAN 0SM PN.: 37)886_0995 S1 TS4 1 1 ❑2 3 Q3 2 a 2 5 1 6 1 7 2 8 1 � I -3'TOP 20' FLANGE _ (TYP.) I IS I I A 1 i (TYP.) REV. DATE x D 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS1 OWNER: SCI TOWERS BASE DATE: 9/19/19 FLANGE DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS1 DALEY JOB NO.: 56693 (1 REQUIRED) ALLY OWE CONNOLY 605 HEOTR CONNOL INC.RD.SHEET C HRE`M7) 886-09995 TS i Bill of Materials for Base -Pin Weldment Quantity Required Description ASTM 1 pc. 014" OD x 11/4' Thick Plate A572-50 1 pc. 013W' x 16" Solid Rod Pin A529-50 Gusset of from this Installation of Base Tower Section TS1 over Receiver e-Pin Weldmentto be Hot -Dip Galvanized per ASTM A123 & ASTM A153. Color will be dull grey. 013/4' x 16" Solid Rod ;It III Z-014" x 1 Y4' Flange a. c N c 0 K: w I Receiver comprised of Base -Pin Weldment Embedded in !r Section Concrete Foundation 3' TOP 20' FLANGE I (TYP.) I I I I I I 1 i 1 I �! 02' (TYP.) �~ REV. DATE 0 01 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS3 BOTTOM OWNER: SCI TOWERS j FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS3 DALEYJOBNO.: 56693 (2 REQUIRED) DAL EYEOWERSERVICE.MC. SHEET III ALE" TOR CONNOLY RO. C C NRE(n �609950 TS3 r'3''1 TOP 20' FLANGE _ (TYP.) i �} � I i I 02% (TYP.) REV. DATE A Q 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL v4v DETAIL: TOWER SECTION TS2 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW CHECKED: RGW ELEVATION CASE JOB NO: 19317 TOWER SECTION TS2 DALEYJOBNO.: 56693 REQUIRED) 605 HECTOR WER SHEET 605 HECIOR CONNOLY INCNC DAL(3 CARENCRO, LA70520 T`2 PH.:(337)RR6.0995 JL I TOP 3' 20' FLANGE (TYP.) �a I 02Z (TYP.) I I REV. DATE 0 0 Q 12/13/19 STRUCTURE: 250' GUYED TOWER j LOCATION: WYNNE RANCH SITE, FL I DETAIL: TOWER SECTION T54 I BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS4 DALEYJOBNO.: 56693 (2 REQUIRED) 605 HECTOR CONNOLY INCNC 60S HECTOR CONNOL SHEET CARENCRO, U 70520 TS4 PH.:(33n 886-0995 I -3' TOP 20' FLANGE (TYP.) I I I i ye 02 (TYP.) I 6 I REV. DATE F I Q D 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL ld DETAIL: TOWER SECTION TS5 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW O CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS5 DALEYJOBNO56693 OALEY TOWER TORCONNOLY RD. SHEEP 6QSNEOTOROONNOLYR�. (1 REQUIRED) CPK:(337O.L6-0995 TS5 PN: (337)R86-0995 3'-�j TOP 20' FLANGE (TYP.) I� i 1 1 1 1 1 Is ' 1 1 1 0 2/ REV. DATE 1A 0 0 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS6 1 1 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP•) DRAWN: RGW CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS6 DALEY JOB NO.: 56693 (1 REQUIRED) DALEY LOWERSERWCEINC. HECTOSHEET 60.5 R CONNO(V RD. CPH, (337) 986 0995D TS6 r3 '1 TOP 20' FLANGE I i (TYP.) I I I I I I G 1 1 r I s I 02% �j REV. DATE Al I i Q 1 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS7 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS7 DALEYJOBNO.: 56693 (2 REQUIRED) 603 HECTOR CONNOLY INC.NC 605 HEOWER SERVICE, SHEET CARENCRO, U 70520 T°7 PH.: (33n 886-0995 J I TOP 10' FLANGE (TYP.) 01% t 1 S 1 1 i � 1 1 1 1 1 BOTTOM FLANGE (TYP.) � REV. DATE 0 ELEVATION D 12/13/19 TOWER SECTION TS8 STRUCTURE: 250'GUYEDTOWER LOCATION: WYNNE RANCH SITE, FL (1 REQUIRED) DETAIL: TOWER SECTION TS8 OWNER: SCI TOWERS DATE: 9/19/19 DRAWN: RGW CHECKED: RGW CASE JOB NO: 19317 DALEY JOB NO.: 56693 DALEY TOWER6ERWE:E,INC. SHEET 605 HECTOR CONNOLY RD. CPH.: (M7) 6 09955 TS8 I j t j SCANNED J St. Luce County Q49 P64 -+"V 7piv �fi � POppd� DALEY JOB NO. 56693 �d�e 250' GUYED TOWER SCI TOWERS WYNNE RANCH SITE ST. LUCIE COUNTY, FLORIDA LATITUDE: 27.448 N LONGITUDE: 80.663 W TOWER AND FOUNDATION DESIGN REVISION 0 CASE JOB NO. 19317 PREPARED FOR: Daley Tower Service, Inc. 601 Hector Connoly Road Carencro, Louisiana 70520 PREPARED BY: CivilA nd Structural Engineers, Incorporated P.O. Box 4825 Lafayette, LA 70502 www.casengr.com =�v : �iy a P9 u J_tf4 ''Q ffl6illllo !1-16 -/0 Structural Design Report for 250' Guyed Tower Wynne Ranch Site St. Lucie County, FL Prepared for: SCI Towers Prepared by: CASE, Inc. Table of Contents Tower Design TowerSummary.....................................................4 Tower Calculations..................................................5 — 37 Foundation Design Mat Footing Calculations..........................................39 — 40 Foundation Drawings...............................................41 Tower Drawings..............................................................43 - 53 f -/ 7- /9 k / TOWER CALCULATIONS 2500 R 240 Oft 0 my I - J 2200 R 200011 I 1 \ 180.o R I 1 9 5 160.0 fl 140.o fl 1 Q 120O flfl i 1' IWOI ® / 80.0 R fi0_OR 40,0 R / 20.0 R asR `rrjj O.OR 2dn NO 263670 Of PLAN DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION U91itning Rod no Ow2Txi6'z11' 215 L-851 Beacon 250 Seder Mli lm 215 (4)Pane1-Wx1Txr 245 Sector Mount 215 (4)PaneI-9Vx1Tx3' 245 Sectdr Mount 215 (4)Panel -9fi'x 12'a 3' 245 (3)Pane -Wx IT 3' 200 (4)Mu-1T x 18'ar 245 (3)Panel-96'x12'xF no (4)M1J-1Tx18i 245 (3)Panel-9Vx1Zx3' 200 (4)RRU-17'x Urxr 245 (3)RRU-17 x IT xT No OW-2Px IV 11- 245 (3)RRU-17z18'xT 200 OW-20'x ifi'z 11' 245 (3)RR1J-1Tx1rxT' 200 OW-MnxlT11- 245 oW-27%16x11' 200 Sector Mount 245 OW-20nic IVx1Y NO Sector Mount 245 OW-2Txi6 i1Y 200 Sector Mdum 245 SectorMount 200 (4)Panel-96'x12'xT no Seder Mount no (4)Pssel-9Vx12-x3- no Seder 200 (4)Panel-9Vx1Tx3' 230 (3)Pane)-9fi i1Tx3' 185 (4)RRU-1Tx1TxT no (31 Panel- 98 itTx3 185 (4)RRU-1Px lTxT' 230 (3) Panel.. 9Vx 1ZxY 185 (4)RRU-1Tx 18'x7' no (3)RRU-17-x 1Txr 185 OW-20'a ITT 11- no (3)RRU-1Tx 1TxT 185 OW-20"x IV it' no (3)RRU-1Tx 1In Xr 185 OW-2Tx IT 11- no OW-20'x ITT 11- 155 Seder Mount Ma OW-20'x15-x11' 185 Sedor Memd no OW-2Px 1Vx 11- 185 Sector Mount 230 Seder Mount 185 (4)Panel -Wa 1T x 3' 215 Sector Mount 185 d)Panel. We 1TxT 215 Seder Mount 185 d)Panel -96'x 1T xT 215 L-810 Side UgM 125 (4)Me-Irx IF xT 215 L-810 Sale Ugh 125 (4)MIJ-1Tx IT xT 215 L-810 Side Light 125 (4) RRU-Ira IT xT 215 a01M.l Raddnte 100 OW-20'x Wx 11' 215 3' Dish w7Fadome 100 OW-20'x Wx 11' 215 ffill 1:4 c1 ILL�� 11c44\101: GRADE F Fu GRADE F Fu As2s50 so xsi MW -----,TOWER DESIGN OTE\\\ 1. Tower is located in Saint Lucie Ccunry, Florida. 2. Tower designed for Exposure C to the TIA-222-G Stantlartl. 3. Tower designed for a 149 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft nzs3315 7. Connections use galvanized A325 bolts, nuts and locking tlevices. InstallatioNpe�r� TIA/EIA-222 and AISC Specifications. >s B. Tower members are "hot dipped" galvanized in accordancewith ASTM A123 and ASTM A153, Standards. In4001b � e 9. TOWER RATING: 95.3% R-180.00R ALL REACTIONS ARE FACTORED Daley Tower Service, Inc. 601 Hector Connoly Road Carencro, Louisiana 70520 Phone: 337-896-6719 FAX: 337-896-3070 eb: 56693 Final Design Rev 0 PfOfGd 250' GWTW nne Ranch Site, FL cliam: SCI Towers Dawn by MJG APPd: Della: 7IA-222-G Da1`: 09/04/19 Sdale: NTS Patin: Uwg No. E-1 WxTower Job Page 56693 Final Design Rev 0 1 of 33 Daley Tower Service, Inc. Project Date 601 Hector CmrnolyRoad 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Lonusiano 70520 Client by Phone: 337-896-6719 SCI Towers _Designed MJG X FA337-896-3070 Tower Input Data The main tower is a 3x guyed tower with an overall height of 250.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 3.00 ft at the top and tapered at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Saint Lucie County, Florida. ASCE 7-10 Wind Data is used. Basic wind speed of 149 mph. Risk Category 11. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. 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.. Pressures are calculated at each section. Safety factor used in guy design is 1. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Most Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appun. Autocale Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in PEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption_ -_Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known MxTAwer Job Page 6 56693 Final Design Rev 0 2 of 33 Project Date Daley Tower Service, Inc. 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SO Towers MJG FAX: 337-896-3070 Wind 180 T c9 � IegA Mn� 0 c+ Leg C i Z Leg E GIIy G Face C Goye Wnd 0 Corner & Starmount Guved Tower MxTawer Job Page 55893 Final Design Rev 0 3 of 33 Daley Tower Service, Inc. Project Date 601 Hector Conno1VRoad 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Ladstatm 70520 Client .Designed by Phone: 337-896-6719 SCI Towers MJG FAX. 337-896-3070 Wind 180 Guy C Face Guyed Tower Section Geometry -- Traver Traver Assembly Description Section Number Section Section Elevation Database Width of Length Sections 1 t TI 250.00-240.00 3.00 1 10.00 — T2 240.00-220.00 3.00 1 20.00 T3 220.00-200.00 3.00 1 20.00 T4 200.00-190.00 3.00 1 20.00 T5 180.00-160.00 3.00 1 20.00 T6 160.00-140.00 3.00 1 20.00 T7 140.00-120.00 3.00 1 20.00 T8 120.00-100.00 3.00 1 20.00 - T9 100.00-80.00 3.00 1 20.00 TIO 80.00-60.00 3.00 1 MOO - - T11 60.00-40.00 3.00 1 20.00 T12 40,00-20.00 3.00 1 20.00 T13 20.00-6.75 3.00 1 13.25 T14 6.75-0.00 300 1 6 71 htxTower Job 56693 Final Design Rev 0 Page 4 of 33 Daley Tower Service, Inc. 601 Hector Connoly Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro, Louisiana 70520 Phone: 337-896-6719 FAX 337-896-3070 Client SCi Towers Designed by MJG Tower Section Geometry (cont'd Traver Traver Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End jt jr Panels in in TI 250.00-240.00 3A9 KBrace Left No Yes+Steps 2.5000 2.5000 T2 240,00-220.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T3 220.00-200.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T4 200.00-180.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T5 I80.00-160.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T6 160.00-140.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T7 140.00-120.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 T8 120.00-100.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 ' T9 100,00-80.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 TIO 80.00-60.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 Tl1 60.00-40.00 3.26 K Brace Left No Yes+Steps 2.5000 2,5000 T12 40.00-20.00 3.26 K Brace Left No Yes+Steps 2.5000 2.5000 TI3 20.00-6.75 3.26 K Brace Left No Yes+Steps 2.5000 0.0000 TI4 6.75-0.00 2.18 X Brace No Yes+Steps 0.0000 2.5000 Tower Section Geometry (cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Site Grade __-ft TI 250.00-240.00 Solid Round 13/4 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) T2240.00-220.00 Solid Round 21/4 A529-50 Solid Round 11/8 A529-50 (50 ksi) (50 ksi) T3220.00-200.00 Solid Round 21/4 A529-50 Solid Round 11/8 A529-50 (50 ksi) (50 ksi) T4200.00-180.00 Solid Round 21/4 A529-50 Solid Round 1318 A529-50 (50 ksi) (50 ksi) T5 180.00-160.00 Solid Round 21/4 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) T6 160,00-140.00 Solid Round 2 A529-50 Solid Round 1 A529-50 (50 ksi) (50 ksi) T7 140.00-120.00 Solid Round 2 112 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) T8 120,00-100.00 Solid Round 2 1/2 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) T9 100,00-80.00 Solid Round 21/4 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) TIO 80,00-60.00 Solid Round 2 114 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) TI1 60.0040.00 Solid Round 21/4 A529-50 Solid Round 1 1/8 A529-50 (50 ksi) (50 ksi) TI2 40.00-20.00 Solid Round 21/4 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) TI3 20.00-6.75 Solid Round 2 114 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) •TI46.75-0.00 Solid Round 21/4 A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) MxTower Job Page 56693 Final Design Rev 0 5 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone.: 337-896-6719 SCI Towers MJG FAX. 337-896-3070 Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft TI 250.00-240.00 Solid Round 7/8 A529-50 Solid Round 7/8 A529-50 (50 ksi) (50 ksi) T2240.00-220.00 Solid Round 7/8 A529-50 Solid Round 7/8 A529-50 (50 ksi) (50 ksi) T3 220.00-200.00 Solid Round 7/8 A529-50 Solid Round 7/8 A529-50 (50 ksi) (50 ksi) T4 MOM-180.00 Solid Round I A529-50 Solid Round I A529-50 (50 ksi) (50 ksi) T5 180.00-160.00 Solid Round 3/4 A529-50 Solid Round 314 A529-50 (50 ksi) (50 ksi) T6160,00-140.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T7 140.00-120.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T8 120.00-100.00 Solid Round 314 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T9 100.00-80.00 Solid Round 3/4 A529-50 Solid Round - 3/4 A529-50 (50 ksi) (50 ksi) T10 80.00-60.00 Solid Round 314 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) Tl1 60.00-40.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T12 40.00-20.00 Solid Round 3/4 A529-50 Solid Round 3/4 A529-50 (50 ksi) (50 ksi) T13 20.00-6.75 Solid Round 314 A529-50 Solid Round A529-50 (50 ksi) (50 ksi) Tower Section Geometry cont'd) Traver No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of 7jpe Size Grade Type Size Grade Mid J1 Girts TI 250.00-240.00 None Solid Round A36 Solid Round 7/8 A529-50 (36 ksi) (50 ksi) T2240.00-220.00 None Solid Round A36 Solid Round 7/8 A529-50 (36 ksi) (50 ksi) T3 220.00-200.00 None Solid Round A36 Solid Round 7/8 A529-50 (36 ksi) (50 ksi) T4 MOM-180.00 None Solid Round A36 Solid Round 1 A529-50 (36 ksi) (50 ksi) T5 I80.00-160.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T6 160.00-140.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T7 140.00-120.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T8 120.00-100.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T9100.00-80.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) TIO 80.00-60.00 None Solid Round A36 Solid Round 3/4 A529-50 L(�.�rrr0l� e s II Job Page 56693 Final Design Rev 0 6 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCi Towers MJG FAX 337-896-3070 Traver No. Mid Girt Mid Girt Mid Girl Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid fi Girls (36 ksi) (50 ksi) TI1 60.00-40.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T12 40.00-20.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) T13 20.00-6.75 None Solid Round A36 Solid Round 314 A529-50 (36 ksi) (50 ksi) T146.75-0.00 None Solid Round A36 Solid Round 3/4 A529-50 (36 ksi) (50 ksi) 1 Tower Section Geometry cont'd Traver Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mith. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants in in in in TI 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 250.00-240.00 (36 ksi) T2 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 240.00-220.00 (36 ksi) T3 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 220.00-200.00 (36 ksi) T4 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 200.00-180.00 (36 ksi) T5 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 I80.00-160.00 (36 ksi) T6 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 160.00-140.00 (36 ksi) T7 0.00 0.0000 A36 1 I 1.1 36.0000 36.0000 36.0000 140.00-120.00 (36 ksi) T8 0.00 0.0000 A36 1 1 Li 36.0000 36.0000 36.0000 120.00-100.00 (36 ksi) T9 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 100.00-80.00 (36 ksi) TIO 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 80.00-60.00 (36 ksi) T11 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 60.00-40.00 (36 ksi) T12 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 40.00-20.00 (36 ksi) T1320.00-6.75 0.00 0.0000 A36 1 1 1.1 36.0000 36.0000 36.0000 (36 ksi) T146.75-0.00 0.00 0.0000 A36 I 1 1.1 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geometry cont'd K Factors' MxT Tower Job Page 56693 Final Design Rev 0 7 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70510 Client Designed. by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Traver Colic Cale Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X .111 Yes Yes 1 1 I I I I I I 250.00-240.00 1 1 I I 1 1 1 T2 Yes Yes I 1 I 1 I 1 1 1 240.00-220.00 I 1 1 I I 1 1 T3 Yes Yes I I 1 I 1 I 1 1 220.00-200.00 I 1 1 1 I 1 I T4 -' Yes Yes I I 1 1 1 I I I 200.00-180.00 I 1 1 1 I 1 1 T5 Yes Yes 1 I I 1 1 I 1 1 180.00-160.00 1 I 1 1 1 I 1 T6 Yes Yes 1 I I 1 1 I I 1 111,01-140.00 1 I 1 I 1 I 1 ' T7 Yes Yes 1 1 1 1 I I I 1 140.00-120.00 1 1 I 1 1 I 1 T8 Yes Yes I 1 I I 1 1 I 1 120.00-100.00 1 I I I 1 1 I T9 Yes Yes I 1 1 I I 1 I I 100.00-80.00 I 1 I I I 1 I T10 Yes Yes 1 I 1 I I I 1 I 80.00-60.00 I 1 1 1 I 1 1 TI1 Yes Yes I I 1 I I 1 1 1 60.00-40.00 l 1 1 1 I 1 1 T12 Yes Yes I I 1 1 1 I 1 1 40.00-20.00 l 1 1 1 I 1 1 T13 Yes Yes I I 1 1 1 I 1 1 20.00-6.75 I 1 1 1 1 1 1 T146.75-0.00 Yes Yes 1 I 1 I 1 I 1 1 I I 1 I 1 1 1 'Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the oil-ofplane direction applied to the overall length. Tower Section Geometry cont'd Tower Elevation f Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TI 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 250.00-240.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00-220.00 T3 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 220.00-200.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200.00-I80.00 T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 I80.00-160.00 T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 L l MxTower Job Page 56693 Final Design Rev 0 8 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Toiver Elevation f Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 I20.00-100.00 T9 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 T10 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00-60.00 T11 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00-40.00 T12 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0,0000 0.75 40.00-20.00 T1320.00-6,75 0.0000 1 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T146.75-0.00 0.0000 I 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 Tower Section Geometry contd Traver Elevation 1 Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Botiom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in Tl Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 250M-240.00 A325N A325N A325N A325N A325N A325N A325N T2 Flange 0.7500 3 0.6250 0 0.6250 0 0,6250 0 0.6250 0 0.5000 0 0.6250 0 240M-220.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0,6250 0 220.00-200.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 160.00-140.00 A325N A325N A325N A325N A325N A325N A325N T7 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 140,00-120.00 A325N A325N A325N A325N A325N A325N A325N T8 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N T9 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0,6250 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N TIO Flange 0.7500 3 0.6250 0 0.6250 0 0,6250 0 0.6250 0 0.5000 0 0.6250 0 80.00-60.00 A325N A325N A325N A325N A325N A325N A325N TII Flange 0.7500 3 0,6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 60.00-40.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 40.00-20.00 A325N A325N A325N A325N A325N A325N A325N T13 20.00-6.75 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.5000 0 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T146,75-0.00 Flange 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.6250 0 OS000 0 0.6250 0 A325N I A325N I A325N A325N A325N A325N A325N MxTower Job 56693 Final Design Rev 0 Page 9 of 33 Daley Tower Service, lac. 601 Hector Connol v Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro. Louisiana 70520 Phone: 337-896-6719 FAX. 337-896-3070 Client SCI Towers Designed by MJG Guy Data Guy Gin, Gory Initial % Gary Gary L„ Anchor Anchor Anchor End Elevation Grade Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency ft lb kit PY A Ar ft % 240.208 EHS A 3/4 5830.00 10% 19000 1.155 298.88 180.00 0.0000 0.00 100% B 3/4 5830.00 10% 19000 1.155 298.88 180.00 0.0000 0.00 100% C 3/4 5830.00 10% 19000 1.155 298gil I80.00 0.0000 0.00 100% 180.208 EHS A 3/4 5830.00 10% 19000 1.155 253.28 I80.00 0.0000 0.00 100% B 3/4 5830.00 10% 19000 1.155 253.28 I80.00 0.0000 0.00 100% C 3/4 5830.00 10% 19000 1.155 253.28 180.00 0.0000 0.00 100% 120.208 EHS A 3/4 5830.00 10% 19000 1.155 214.82 I80.00 0.0000 0.00 100% B 3/4 5830.00 10% 19000 1.155 214.82 I80.00 0.0000 0.00 100% C 3/4 5830.00 10% 19000 1.155 214.82 180.00 0.0000 0.00 100% 60.2083 EHS A 5/8 4240.00 10% 21000 0.813 188.01 I80.00 0.0000 0.00 100% B 518 4240.00 10% 21000 0.813 188.01 I80.00 0.0000 0.00 100% C 5/8 4240.00 10% 21000 0,813 188.01 I80.00 0.0000 0.00 100% Guy Data cont'd Gt, Mann Torque -Arm Torque -Arm Torque -Arm Torque -Arm Torque -Arm Torque -Arm Size Elevation Type Spread Leg Angle Style Grade Type n 240.208 Torque Arm 6.00 30.0000 Bat Ear A529-50 Single Angle 1-50 1/2x3/8 (50 ksi) 180.208 Torque Arm 6.00 30.0000 Bat Ear A529-50 Single Angle L5x3 I/20/8 (50 ksi) 120.208 Comer 60.2083 Comer Guy Data cont'd Gory Diagonal Diagonal Upper Diagonal Lover Diagonal is Pull -Off Poll- Off Type Pull -Of size Elevation Grade Type Size Size Strap. Grade 240.21 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) 180.21 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) 120.21 A572-50 Solid Round A572-50 Solid Round (50 ksi) (50 ksi) 60.21 A572-50 Solid Round A572-50 Solid Round Guy Data cont'd tnxTower Job Page 56693 Final Design Rev 0 10 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCi Towers MJG FAX: 337-896-3070 - Guy Cable Cable Cable Cable Tower Traver Traver Traver Elevation Weight Weight Weight Weight Intercept intercept Intercept Intercept A B C D A B C D jt lb lb lb lb R ft t ft 240.208 345.21 345.21 345.21 8.65 8.65 8.65 5.1 sedpulse 5.1 sec/pulse 5.1 sec/pulse 180.208 292.54 292.54 29254 6.25 6.25 6.25 4.3 see/pulse 4.3 sec/pulse 4.3 sec/pulse 120.208 248.12 248.12 248.12 4.52 4.52 4.52 - 3.7 sec/pulse 3.7 sec/pulse 3.7 see/pulse 60.2083 152.85 152.85 152.85 3.37 3.37 3.37 3.2 sec/pulse 3.2 sec/pulse 3.2 see/pulse Guy Data cont'd ' Torque Arm Pall Off Diagonal Guy Calc Cale & K,. K, Kr K K,. Elevation K K fi Single Solid Angles Rounds 240.208 No No I 1 I I 1 1 180.208 No No I 1 1 1 1 1 120,208 No No I I 1 I 60.2083 No No 1 I I I Guy Data cont'd) Torque -Arm Pull Off Diagonal Gary Bolt Size Number Net Width U Boll Size Number Net Width U Bolt Size Number Nei Width U Elevation in Deduct in Deduct in Deduct .111 in in in 240.208 0.0000 0 0,0000 1 0.6250 0 0.0000 0.75 0.6250 0 0,0000 0.75 A325N A325N A325N 180.208 0.0000 0 0.0000 1 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N 120.208 0.0000 0 0.0000 1 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N A325N 60.2083 0.0000 0 0.0000 1 0.6250 0 0.0000 0.75 0.6250 0 0.0000 0.75 A325N A325N I A325N Guy Pressures _ Gav Elevation f Gary Location _ f q: q� Lce Ice Thickness Psf Psf in 240,208 A 120.10 64 B 120.10 64 C 120.10 64 180.208 A 90.10 60 B 90.10 60 C 9a 10 60 120.208 A 60.10 55 B 60.10 55 tnxTower Job Page 56693 Final Design Rev 0 11 of 33 Daley Tower Service, Inc. Project Date 601 Hector ConnolvRoad 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Corencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCi Towers MJG X FA337-896-3070 Gory Guy - q: qr Ice Elevation Location Ice Thickness C 60.10 55 60.2083 A 30.10 47 B 30.10 47 C 30.10 47 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg it in (Frae FIV) Ron in in in PIJ LDF7-50A A No At (CaAa) 245.00-10.00 0.0000 -0.1 24 8 0,5000 1.9800 0.82 (1-5/8 FOAM) LDF7-50A B No At (CaAa) 230.00-10.00 0.0000 -0.1 24 8 0.5000 1.9800 0.82 (1-5/8 FOAM) LDF7-50A C No At (CaAa) 215.00-10.00 0.0000 -0.1 24 8 0.5000 1.9800 0.82 (1-518 FOAM) LDF7-50A C No At (CaAa) 200.00-10.00 0,0000 0.1 18 6 0.5000 1.9800 0.82 (1-5/8 FOAM) LDF7-50A B No At (CaAa) 185.00-10.00 0.0000 0.1 18 6 0.5000 1.9800 0.82 (1-5/8 FOAM) LDF5-50A A No At (CaAa) 100.00-10.00 0.0000 0.1 2 2 1.5000 1.0900 0.33 (718 FOAM) Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C,A.. lVeight or Shield Type Number Leg A A'/A P7 Climbing Ladder C No CaAa (In Face) 250.00 - 10.00 1 No Ice 0.29 7.90 Safety Line 5/16 C No CaAa (In Face) 250.00 - 10.00 l No Ice 0.03 0.26 1" Conduit C No CaAa (In Face) 250.00- 10.00 1 No Ice 0.10 0.70 1/2" Ground C No CaAa (In Face) 250.00 - 0.00 1 No Ice 0.05 0.50 Feed Line/Linear Appurtenances Section Areas Traver Section - Traver Elevation A Face Are A' Ar fit C0,4 In Face It= CA.a Out Face A' Weight lb TI 250.00-240.00 A 0.000 0.000 23.760 0.000 98.40 - B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 4.713 0.000 93.60 T2 240.00-220.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 47,520 0.000 196.80 C 0.000 0.000 9.426 0.000 187.20 - T3 220,00-200.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 95.040 0.000 393.60 C 0.000 0.000 80.706 0.000 482.40 T4 200.00-180.00 A 0.000 0.000 95.040 0.000 393.60 _ B 0.000 0.000 112.860 0.000 467.40 C 0.000 0.000 175.746 0.000 876.00 MxL Qwer [ I Job 56693 Final Design Rev 0 Page 12 of 33 Daley Tower Service, Inc. 601 Hector Connoly Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro, Louisiana 70520 Phone: 337-896-6719 FAX: 337-896-3070 Client SCI Towers Designed by MJG Traver Traver Face Ate AF CAI CO., Weight Section Elevation In Face Out Face jt jtt jrr ft, jr' lb T5 180.00-160.00 A 0.000 0.000 95.040 0.000 39360 B 0,000 0.000 166.320 0.000 688.80 " C 0.000 0.000 175.746 0.000 876.00 T6 160.00-140.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T7 140.00-120.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 166.320 0.000 688.80 _ C 0.000 0.000 175.746 0.000 876.00 T8 120.00-100.00 A 0.000 0.000 95.040 0.000 393.60 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T9 100.00-80.00 A 0.000 0.000 99.400 0.000 406.80 B 0.000 0.000 156.320 0.000 688.80 ' C 0.000 0.000 175.746 0.000 876.00 TIO 80.00-60.00 A 0.000 0.000 99.400 0.000 406.80 B 0.000 0.000 166,320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T11 60.00-40.00 A 0.000 0.000 99.400 0.000 406.80 B 0.000 0.000 166.320 0.000 688.80 C 0.000 0.000 175.746 0.000 876.00 T12 40.00-20.00 A 0.000 0.000 99.400 0,000 406.80 B 0.000 0.000 I66.320 0,000 688.80 C 0.000 0.000 175.746 0.000 876.00 T13 20.00-6.75 A 0.000 0.000 49.700 0.000 203.40 B 0.000 0.000 83.160 0.000 344.40 C 0,000 0.000 88.036 0.000 439.63 T14 6.75-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0,000 0.00 _ C 0.000 0.000 0.338 0.000 3.38 Feed Line Center of Pressure Section Elevation CPY CPz CPV CPt Ice Ice /? in in in in Tl 250.00-240.00 -T8838 0.6912 -7.8838 0.6912 T2 240.00-220.00 -4.6400 -3.7093 4.6400 -3.7093 T3 220.00-200.00 0.4191 -2.7448 0.4191 -2.7448 T4 200.00-180.00 0.2022 -0.1027 0.2022 41027 T5 180.00-160.00 1.5549 -0.6588 1.5549 -0.6588 T6 160.00-140.00 1.5549 -0.6588 1.5549 -0.6588 T7 140.00-120.00 1.5549 -0.6588 1.5549 -0.6588 T8 120.00-100.00 1.5549 46588 1.5549 -0.6588 T9 100.00-80.00 1.3195 -0.8735 1.3195 -0.8735 T10 80.00-60.00 1,3195 -0.8735 1.3195 -0.8735 T11 60.00-40.00 13195 -0.8735 13195 -0.8735 T12 40.00-20.00 1,3195 -0.8735 1.3195 -0.8735 T13 20.00-6.75 1.3170 -0.8508 1.3170 -0.8508 T14 6.75-0.00 0.0000 58.0237 0.0000 58.0237 Shielding Factor Ka tnxTower Job Page 56693 Final Design Rev 0 13 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connolv Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 Traver Section Feed Line Record No. Description Feed Line Segment Elea. K. No Ice K. Ice TI 1 Climbing Ladder 240.00- 0.6000 0.6000 250.00 TI 2 Safety Line 5/16 240.00- 0.6000 0.6000 250.00 TI 3 1"Conduit 240.00- 0.6000 0.6000 250.00 TI 4 1/2"Ground 240.00- 0.6000 0.6000 250.00 TI 6 LDF7-50A (1 -5/8 FOAM) 240.00- 0.6000 0.6000 245.00 T2 1 Climbing Ladder 220.00- 0.6000 0.6000 240.00 T2 2 Safety Line 5116 220.00- 0.6000 0.6000 240.00 T2 3 1"Conduit 220.00- 0.6000 0.6000 240.00 T2 4 1/2"Ground 220.00- 0.6000 0.6000 240.00 T2 6 LDF7-50A (1 -5/8 FOAM) 220.00- 0.6000 0.6000 240.00 T2 7 LDF7-50A(1-5/8 FOAM) 220.00- 0.6000 0.6000 230.00 T3 1 Climbing Ladder 200.00- 0.6000 0.6000 220.00 T3 2 Safety Line 5116 200.00- 0.6000 0.6000 220.00 T3 3 1"Conduit 200.00- 0.6000 0.6000 220.00 T3 4 1/2" Ground 200.00- 0.6000 0.6000 220.00 T3 6 LDF7-50A(1-5/8 FOAM) 200.00- 0.6000 0.6000 220.00 T3 7 LDF7-50A(1-5/8 FOAM) 200.00- 0.6000 0.6000 220.00 T3 8 LDF7-50A (1-518 FOAM) 200.00- 0.6000 0.6000 215.00 T4 I Climbing Ladder 180.00- 0.6000 0.6000 200,00 T4 2 Safety Line 5116 180.00- 0.6000 0.6000 200.00 T4 3 1" Conduit 180.00- 0.6000 0A000 200.00 T4 4 1/2"Ground 180.00- 0.6000 0.6000 200.00 T4 6 LDF7-50A (1-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 7 LDF7-50A(I-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 8 LDF7-50A(1-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 9 LDF7-50A(1-5/8 FOAM) 180.00- 0.6000 0.6000 200.00 T4 10 LDF7-50A (1-5/8 FOAM) 180.00- 0.6000 0,6000 18500 T5 1 Climbing Ladder 160.00- 0.6000 0.6000 180.00 T5 2 Safety Line 5116 160.00 - 0.6000 0.6000 180.00 T5 3 1"Conduit 160.00- 0.6000 0.6000 186.00 TS 4 1/2"Ground 160.00- 0.6000 0.6000 1 L 4 mxTower Job Page 56693 Final Design Rev 0 14 of 33 Project Date Daley Tower Service, Inc. 601 Hector Connol v Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 Tmver Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice 180.00 T5 6 LDF7-50A(1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T5 7 LDF7-50A (1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T5 8 LDF7-50A(1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T5 9 LDF7-50A(1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T5 10 LDF7-50A(1-5/8 FOAM) 160.00- 0.6000 0.6000 180.00 T6 1 Climbing Ladder 140.00- 0.6000 0,6000 160.00 T6 2 Safety Line 5/16 140.00 - 0.6000 0.6000 160.00 T6 3 1"Conduit 140.00- 0.6000 0.6000 160.00 T6 4 1/2"Ground 140.00- 0.6000 0.6000 160.00 T6 6 LDF7-50A(1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 7 LDF7-50A (1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 8 LDF7-50A (1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T6 to LDF7-50A(1-5/8 FOAM) 140.00- 0.6000 0.6000 160.00 T7 1 Climbing Ladder 120.00- 0,6000 0.6000 140.00 T7 2 Safety Line 5/16 120.00 - 0.6000 0.6000 140.00 T7 3 1"Conduit 120.00- 0.6000 0.6000 140.00 T7 4 1/2"Ground 120.00- 0.6000 0.6000 140.00 T7 6 LDF7-50A(1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 T7 7 LDF7-50A(1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 T7 8 LDF7-50A(1-518 FOAM) 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 T7 10 LDF7-50A (1-5/8 FOAM) 120.00- 0.6000 0.6000 140.00 T8 I Climbing Ladder 100.00- 0.6000 0.6000 120.00 T8 2 Safety Line 5/16 100.00- 0.6000 0.6000 120.00 T8 3 1"Conduit 100.00- 0.6000 0.6000 120.00 T8 4 1/2"Ground 100.00- 0.6000 0.6000 120.00 T8 6 LDF7-50A(1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 T8 7 L0177-50A(1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 T8 8 LDF7-SOA (1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 T81 91 LDF7-SOA (1-5/B FOAM) 100.00- 0.6000 0.6000 1 WxTower Job Page 56693 Final Design Rev 0 15 of 33 Daley Tower Service, Inc. Project Date 601 Hector CrnmolyRoad 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro. Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Traver Section Feed Line Record No. Description Feed Line Segment El" K. No Ice K. Ice 120.00 T8 10 LDF7-50A(1-5/8 FOAM) 100.00- 0.6000 0.6000 120.00 T9 I Climbing Ladder 80.00- 100.00 0.6000 0.6000 T9 2 Safety Line 5/16 WOO- 100.00 0.6000 0.6000 T9 3 1"Conduit 80.00-100.00 0.6000 0.6000 T9 4 1 /2" Ground 80.00- 100.00 0.6000 0.6000 T9 6 LDF7-50A (1-518 FOAM) 80.00 - 100.00 0.6000 0.6000 T9 7 LDF7-50A (1-518 FOAM) 80.00 - 100.00 0.6000 0.6000 T9 8 LDF7-50A(1-5/8 FOAM) 80.00-100.00 0.6000 0.6000 T9 9 LDF7-50A (1-5/8 FOAM) 80.00 - 100.00 0.6000 0.6000 T9 10 LDF7-50A (1-5/8 FOAM) 80.00 - 100.00 0.6000 0.6000 T9 I I LDF5-50A (7/8 FOAM) 80.00 - 100.00 0.6000 0.6000 TIO I Climbing Ladder 60.00-80.00 0.6000 0.6000 TIO 2 Safety Line 5116 60.00 - 80.00 0.6000 0.6000 TIO 3 1"Conduit 60.00-80.00 0.6000 0.6000 TIO 4 1/2" Ground 60.00 - 80.00 0.6000 0.6000 TIO 6 LDF7-50A(1-5/8 FOAM) 60.00-80.00 0.6000 0.6000 TIO 7 LDF7-50A(1-518 FOAM) 60.00-80.00 0.6000 0.6000 TIO 8 LDF7-50A(1-5/8 FOAM) 60.00-80.00 0.6000 0.6000 TIO 9 LDF7-50A(1-5/8 FOAM) 60.00-80.00 0.6000 0.6000 T10 10 LDF7-50A(1-5/8 FOAM) 60.00-80.00 0.6000 0.6000 TIO II LDF5-50A(7/8 FOAM) 60.00-80.00 0.6000 0.6000 Tll 1 Climbing Ladder 40.00-60.00 0.6000 0.6000 TII 2 Safety Line 5/16 40.00-60.00 0,6000 0.6000 TII 3 1"Conduit 40.00-60.00 0.6000 0.6000 TII 4 112" Ground 40.00 - 60.00 0.6000 0.6000 TII 6 LDF7-50A(1-5/8 FOAM) 40.00-60.00 0.6000 0.6000 Tit 7 LDF7-50A (1 -5/8 FOAM) 40.00-60.00 0.6000 0.6000 Tit 8 LDF7-50A(1-518 FOAM) 40.00-60.00 0.6000 0.6000 TII 9 LDF7-50A(1-518 FOAM) 40.00-60.00 0.6000 0.6000 TII 10 LDF7-50A (1 -518 FOAM) 40.00-60.00 0.6000 0.6000 Tit II LDF5-50A(718 FOAM) 40.00-60.00 0.6000 0.6000 T12 I Climbing Ladder 20.00-40.00 0.6000 0.6000 T12 2 Safety Line 5/16 20.00 - 40.00 0.6000 0.6000 T12 3 1"Conduit 20.00-40.00 0.6000 0.6000 T12 4 1/2"Ground 20.00-40.00 0.6000 0.6000 T12 6 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 7 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 8 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 9 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 10 LDF7-50A(1-5/8 FOAM) 20.00-40.00 0.6000 0.6000 T12 11 LDF5-50A(7/8 FOAM) 20.00-40.00 0.6000 0.6000 T13 I Climbing Ladder I0.00-20.00 0.6000 0.6000 T13 2 Safety Line 5/16 I0.00-20.00 0.6000 0.6000 T13 3 1"Conduit 10.00-20.00 0.6000 0.6000 T13 4 I/2" Ground 6.75 - 20.00 0.6000 0.6000 T13 6 LDF7-50A(1-5/8 FOAM) 10.00-20.00 0.6000 0.6000 T13 7 LDF7-50A(1-518 FOAM) 10.00-20.00 0.6000 0.6000 T13 8 LDF7-50A(1-5/8 FOAM) 10.00-20.00 0.6000 0.6000 T13 9 LDF7-50A(1-5/8 FOAM) 10.00-20.00 0.6000 0.6000 T13 IO LDF7-50A(1-5/8 FOAM) 10.00-20.00 0.6000 0.6000 T13 II LDF5-50A(7/8 FOAM) 10.00-20.00 0.6000 0.6000 T14 4 1/2"Ground 0.00-6.75 0.6000 0.6000 tnxTower Job Page 56693 Final Design Rev 0 16 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SGi Towers MJG FAX: 337-896-3070 Discrete Tower Loads Description Face Offset Offsets: Arinnah Placement CAI C:1A.1 Weight or Type Hor Adjustment Front Side Leg Lateral Vert J1 ° ft ft' J1' lb jt _ it Lightning Rod C None 0.0000 250.00 No Ice 1.00 1.00 10.00 L-864 Beacon C None 0.0000 250.00 No Ice 2.72 2.72 80.00 L-810 Side Light A From Leg 0.50 0.0000 125.00 No Ice 0.20 0.20 3.00 0.00 0.00 L-810 Side Light B From Leg 0.50 0.0000 125.00 No Ice 0.20 0.20 3.00 0.00 ' 0.00 L-810 Side Light C From Leg 0.50 0.0000 125.00 No Ice 0.20 0.20 3.00 0.00 •rrr 0.00 (4) Panel - 96" x 12" x 3" A From Leg 3.00 0.0000 245.00 No Ice 11.47 4.00 50.00 0.00 0.00 _ (4) Panel - 96" x 12" x 3" B From Leg 3.00 0,0000 245.00 No lee 11.47 4.00 50.00 0.00 0.00 (4) Panel - 96" x 12" x 3" C From Leg 3.00 0,0000 245.00 No lee 11.47 4.00 50.00 0.00 0.00 (4) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 245.00 No Ice 2.55 0.99 50.00 0.00 _ 0.00 (4) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 245.00 No Ice 2.55 0.99 50.00 0.00 0.00 - - (4) RRU - 17" x 18" x 7" C From Leg 3.00 0.0000 245.00 No Ice 2.55 0.99 50.00 0.00 0.00 OVP - 20" x 16" x 11" A From Leg 3.00 0.0000 245.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x 1 I" B From Leg 3.00 0.0000 245.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x I l" C From Leg 3.00 0.0000 245.00 No Ice 2.67 L83 50.00 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 245.00 No Ice 10.00 5.00 500.00 0.00 - 0.00 Sector Mount B From Leg 1.50 0.0000 245.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 245.00 No Ice 10.00 5.00 500.00 0.00 0.00 ♦rrr (4) Panel - 96" x 12" x 3" A From Leg 3.00 0.0000 230.00 No Ice 11.47 4.00 50.00 0.00 0.00 _ (4) Panel - 96" x 12" x 3" B From Leg 3.00 0.0000 230.00 No Ice 11.47 4.00 50.00 0.00 WxTower Job 58693 Final Design Rev 0 Page 17 of 33 Daley Tower Service, Inc 601 Hector Connolly Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro, Louisiana 70520 Phone: 337-896-6719 FAX..- 337-896-3070 Client SCI Towers Designed by MJG Description Face Offset Offsets: Azimuth Placement CO.] CAA Neighs or Tvpe Hor_ Adjustment Front Side Leg Lateral Vert ft ft ft' ft2 lb ft 0.00 (4) Panel - 96" x 12" x 3" C From Leg 3.00 0.0000 0.00 0.00 (4) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 0.00 0.00 (4) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 0.00 0.00 (4) RRU - 17" x 18" x 7" C From Leg 100 0.0000 0.00 0.00 OVP - 20" x 16" x I " A From Leg 3.00 0.0000 0.00 0.00 OVP-20" x 16" x l l" B From Leg 3.00 0.0000 0.00 0.00 OVP - 20" x 16" x I I" C From Leg 3.00 0.0000 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 0.00 0.00 (4) Panel - 96" x 12" x 3" A From Leg 3.00 0,0000 0.00 0.00 (4) Panel - 96" x 12" x 3" B From Leg 3.00 0.0000 0.00 0.00 (4) Panel - 96" x 12" x 3" C From Leg 3.00 0.0000 0.00 0.00 (4) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 0.00 0.00 (4) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 0.00 0.00 (4) RRU - 17" x 18" x 7" C From Leg 3.00 0.0000 0.00 0.00 OVP - 20" x 16" x l l" A From Leg 3.00 0.0000 0.00 0.00 OVP - 20" x 16" x 1 I" B From Leg 3.00 0.0000 0.00 0.00 OVP - 20" x 16" x 1 I" C From Leg 3.00 0.0000 230.00 No Ice 11.47 4.00 50.00 230.00 No Ice 2.55 0.99 50.00 230.00 No Ice 2.55 0.99 50.00 230.00 No Ice 2.55 0.99 50.00 230.00 No Ice 2.67 1.83 50.00 230.00 No Ice 2.67 1.83 50.00 230.00 No Ice 2.67 1.83 30.00 230.00 No Ice 10.00 5.00 500.00 230.00 No Ice 10.00 5.00 500.00 230.00 No Ice 10.00 5.00 500.00 215.00 No Ice 11.47 4.00 50.00 215.00 No Ice 11.47 4.00 50.00 215.00 No Ice 11.47 4.00 50.00 215.00 No Ice 2.55 0.99 50.00 215.00 No Ice 2.55 0.99 50.00 215.00 No Ice 2.55 0.99 50.00 215.00 No Ice 2.67 1.83 50.00 215.00 No Ice 2.67 1.83 50.00 215.00 No Ice 2.67 1.83 50.00 tnxTower Job Page 56693 Final Design Rev 0 18 of 33 Daley Tower Service, Inc- Project Date 601 Hector ConnolyRoad 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed. by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Description Face Offset Offsets: Azimuth Placement C4l,1 CAA weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft ft, ft, lb l ft 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 215.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 215.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 215.00 No Ice 10.00 5,00 500.00 0.00 sraa 0.00 (3) Panel - 96" x 12" x 3" A From Leg 3.00 0.0000 200.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" B From Leg 3.00 0.0000 200.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" C From Leg 3.00 0,0000 200.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 200.00 No Ice 2.55 (09 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" B From Leg 3.00 0.0000 200.00 No Ice 2.55 0.99 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" C From Leg 3.00 0.0000 200.00 No Ice 2.55 0.99 50.00 0.00 0.00 OVP - 20" x 16" x I I" A From Leg 3.00 (10000 200.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x I V B From Leg 3.00 0.0000 200.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x I V C From Leg 3.00 0.0000 200.00 No Ice 2.67 1.83 50.00 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 200.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 200.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount C From Leg 1.50 0.0000 200.00 No Ice 10.00 5.00 500.00 0.00 •sar 0,00 (3) Panel - 96" x 12" x 3" A From Leg 3.00 0.0000 185.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" B From Leg 3.00 0.0000 185.00 No Ice 11.47 4.00 50.00 0.00 0.00 (3) Panel - 96" x 12" x 3" C From Leg 3.00 0.0000 185.00 No Ice 11.47 4.00 50.00 0.00 WxTower Job Page 56893 Final Design Rev 0 19 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connob, Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 - Description Face Asset Offsets: Azimuth Placement (70A CiAA Weight or Type Horz Adjustment Front Side - Leg Lateral Vert ft o ft ft, ft, lb fr 0.00 (3) RRU - 17" x 18" x 7" A From Leg 3.00 0.0000 185.00 No Ice 2.55 0.99 50.00 0.00 0.00 (3) RRU - 17".z 18" x 7" B From Leg 3.00 0.0000 185.00 No Ice 2.55 0.99 50.00 0.00 0.00 (3) RRU - 17" x 18" x 7" C From Leg 3.00 0.0000 185.00 No Ice 2.55 0.99 50.00 0.00 .00 ' I" OVP - 20" x 16" x I A From Leg 3.00 0.0000 185.00 No Ice 2.67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x I " B From Leg 3.00 0.0000 185.00 No Ice 2,67 1.83 50.00 0.00 0.00 OVP - 20" x 16" x I V C From Leg 3.00 0.0000 185.00 No Ice 2.67 L83 50.00 0.00 0.00 Sector Mount A From Leg 1.50 0.0000 185.00 No Ice 10.00 5.00 500.00 0.00 0.00 Sector Mount B From Leg 1.50 0.0000 185.00 No Ice 10.00 5.00 500.00 0.00 0:00 Sector Mount C From Leg 1.50 0.0000 185.00 No Ice 10.00 5.00 500.00 0.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Herz Adjustment Beam Diameter Area Leg Lateral Width Vert ft s ft ft, lb 3' Dish w/ Radome B Paraboloid From 2.00 0.0000 100.00 3.00 No Ice 7.07 50.00 w/Radome Leg 0.00 0.00 3' Dish w/ Radome C Paraboloid From 2.00 0.0000 100.00 3.00 No Ice 7.07 50.00 w/Radome Leg 0.00 Load Combinations Comb. Description No. MxTower Job Page 58693 Final Design Rev 0 20 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX 337-896-3070 - Description 3 1.2 Dead+1.0 Wind 30 deg -No Ice+1.0 Guy 4 1.2 Dead+1.0 Wind 60 deg- No Ice+1.0 Guy 5 1.2 Dead+1.0 Wind 90 deg - No Ice+I.O Guy 6 1.2 Dead+1.0 Wind 120 deg - No Ice+1.0 Guy 7 1.2 Dead+1.0 Wind 150 deg- No Ice+1.0 Guy 8 1.2 Dead+1.0 Wind 180 deg - No Ice+1.0 Guy 9 1.2 Dead+1.0 Wind 210 deg - No Ice+1.0 Guy 10 1.2 Dead+1.0 Wind 240 deg - No Ice+1.0 Guy 11 1.2 Dead+1.0 Wind 270 deg- No Ice+1.0 Guy 12 1.2 Dead+1.0 Wind 300 deg- No Ice+1.0 Guy 13 1.2 Dead+1.0 Wind 330 deg - No Ice+1.0 Guy 14 Dead+Wind 0 deg - Service+Guy 15 Dead+Wind 30 deg - Service+Guy 16 Dead+Wind 60 deg - Service+Guy 17 Dead+Wind 90 deg - Service+Guy 18 Dead+Wind 120 deg - Service+Guy 19 Dead+Wind ISO deg - Service+Guy 20 Dead+Wind 180 deg - Service+Guy 21 Dead+Wind 210 deg - Service+Guy 22 Dead+Wind 240 deg - Service+Guy 23 Dead+Wind 270 deg - Service+Guy 24 Dead+Wind 300 deg - Service+Guy 25 Dead+Wind 330 deg - Service+Guy Maximum Tower Deflections - Service Wind Section Elevation Harz. Gov.. Tilt Twist No. Deflection Load J7 in Couub. ° TI 250-240 2.366 24 0.0648 0.1111 T2 240 - 220 2.441 24 0.0681 0.1096 T3 220 - 200 2.576 24 0.0221 0.1430 T4 200 - 180 2.397 16 0.0784 0.1795 T5 180 - 160 2.036 20 0.0765 0.2005 T6 160 - 140 L842 20 0.0516 0,3566 T7 140 - I20 1.656 15 0.0507 0.4996 T8 120 - 100 1.468 14 0.0324 0.5698 T9 100 - 80 1.411 14 0.0245 0.6547 TIO 80 - 60 1.281 14 0.0456 0.7265 T11 60-40 1.047 14 0.0527 0.7571 T12 40 - 20 0.828 14 0.0664 0.7947 T13 20 - 6.75 0.479 14 0.1000 0.8160 T14 6.75-0 0.169 14 0.1149 0.8136 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Till Twist Radius of Load Curvature fl Comb. in oft 250.00 Lightning Rod 24 2.366 0.0648 0.1111 76267 245.00 (4) Panel - 96" x 12" x 3" 24 2.401 0.0690 0.1101 76267 240.21 Guy 24 2.439 0.0683 0.1096 51845 230.00 (4) Panel - 96" x 12" x 3" 24 2.529 0.0445 0.1124 27901 215.00 (4) Panel - 96" x 12" x 3" 24 2.563 0.0230 OA 570 11327 MxTower Job Page 56693 Final Design Rev 0 21 of 33 Daley Tower Service, Ina Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro. Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Elevation Appurtenance Gov. Deflection Tilt Tmsl Radius of Load Curvature fi Comb. in 0ft 200.00 (3) Panel - 96" x 12" x 3" 16 2.397 0.0784 0.1795 17527 185.00 (3) Panel - 96" x 12" x 3" 20 2.118 0.0839 0.1854 25547 180.21 Guy 20 2.039 0.0768 0.1997 16042 125.00 L-810 Side Light 15 1.505 0.0381 0.5536 30230 120.21 Guy 15 1.470 0.0326 0.5691 24230 100.00 3' Dish w/ Radome 14 1.411 0.0245 0.6547 42949 60.21 Guy 14 1.049 0.0527 0.7568 52620 Maximum Tower Deflections- Design Wind Section No. Elevation fi Hor_ Deflection in Gov. Load Comb. Till Twist T I 250 - 240 37.804 6 0.1545 0.5916 T2 240 - 220 37.456 6 0.1753 0.5831 T3 220 - 200 36.654 6 0.4379 0.7637 T4 200 - 180 33.816 10 0.9296 0.9810 T5 180 - 160 29.993 10 0.9480 1.0841 T6 160 - 140 27.162 2 0.7992 1.7029 T7 140 - 120 24.267 2 0.7622 2.3232 T8 120 - 100 21.405 2 0.6014 2.6140 T9 100 - 80 19.393 2 0.5212 3.0160 TI O 80 - 60 16.910 2 0.6965 3.3250 TI I 60 - 40 13.609 2 0.7984 3.4415 T12 40 - 20 10.152 2 0.9498 3.6554 -T13 20-6.75 5.590 2 1.2224 3.7801 T14 6.75 - 0 1.943 2 1.3385 3.8209 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Till Twist Radius of Load Curvature 250.00 Lightning Rod 6 37.804 0.1545 0.5916 12185 245.00 (4) Panel - 96" x 12" x 3" 6 3T618 0.1741 0.5844 12185 240.21 Guy 6 37462 0.1759 0.5830 8353 230.00 (4) Panel - 96" x 12" x 3" 6 37.193 0.2260 0.6224 4334 215.00 (4) Panel - 96" x 12" x 3" 6 36.145 0.5733 0.8362 1762 200.00 (3) Panel - 96" x 12" x 3" 10 33.816 0.9296 0.9810 2654 185.00 (3) Panel - 96" x 12" x 3" 10 30.913 0.9800 1.0246 4079 180.21 Guy 10 30.029 0.9496 1.0807 2551 125.00 L-810 Side Light 2 22.044 0.6467 2.5444 4042 120.21 Guy 2 21.430 0.6032 2.6108 3411 100.00 3' Dish w/ Radome 2 19.393 0.5212 3.0160 6663 60.21 Guy 2 13.644 0.7975 3.4399 8973 Bolt Design Data tnxTower Job 56693 Final Design Rev 0 Page 22 of 33 Daley Tower Service, Inc. 60I Hector Conno(yRoad Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro, Louisiana 70520 Phone: 337-896-6719 FAX. 337-896-3070 Client SCI Towers Designed by MJG Section Elevation Component Bolt Bolt Size Number Marimum Allmvable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio in Bolts per Bolt per Bolt Allowable I lb lb TI 250 Leg A325N 0.7500 3 4790.5I 29820.60 V I Bolt Tension 0161 T2 240 Leg A325N 0.7500 3 19467.50 29820.60 V I Bolt Tension 0.653 T3 220 Leg A325N 0.7500 3 10709.10 29820.60 I Bolt Tension 0.359 T4 200 Leg A325N 0.7500 3 15312.50 29820.60 1 Bolt Tension 0.513 T5 I80 Leg A325N 0.7500 3 7728.42 29820.60 1 Bolt Tension 0259 - T6 160 Leg A325N 0.7500 3 8630.89 29820.60 1 Bolt Tension 0289 1/ T7 140 Leg A325N 0.7500 3 14309.30 29820.60 1 Bolt Tension 0480 T8 120 Leg A325N 0.7500 3 9764.16 29820.60 1 Bolt Tension 0327 // - T9 100 Leg A325N 0.7500 3 10890.30 29820.60 1 Bolt Tension 0.365 TIO 80 Leg A325N 0.7500 3 9613.55 29820.60 1 Bolt Tension 0322 1/ TH 60 Leg A325N 0.7500 3 12672.30 29820.60 I Bolt Tension 0.425 T12 40 Leg A325N 0.7500 3 12773.10 29820.60 1 Bolt Tension 0428 1/ T13 20 Leg A325N 0.7500 3 11084.00 29820.60 I Bolt Tension 0372 1/ T14 6.75 Leg A325N 0.7500 3 11074.70 29820.60 1 Bolt Tension 0.371 Guy Design Data Section Actual Elevation Size Initial Breaking Actual Allowable Required No. Tension Load T. 0T„ S.F. S.F. j lb lb lb lb Tl 240.21 (A) 3/4 EHS 5830.00 58299.91 28633.80 34980.00 I.000 (550) 1 222 240.21 (A) 3/4 EHS 5830.00 58299.91 28701.40 34980.00 1.000 11/ (551) 1219 240.21 (B) 314 EHS 5830.00 58299.91 29144.40 34980.00 1.000 (544) 1.200 240.21 (B) 3/4 EHS 5830.00 58299.91 28753.90 34980.00 1.000 (545) 1217 240.21 (C) 3/4 EHS 5830.00 58299.91 28707.50 34980.00 1.000 (538) 1218 240.21 (C) 3/4 EHS 5830.00 58299.91 29166.70 34980.00 1.000 (539) 1.199 T4 180.21 (A) 314 EHS 5830.00 58299.91 32925.80 34980.00 1.000 (568) 1062 180.21 (A) 3/4 EHS 5830.00 58299.91 32210.60 34980.00 1.000 (569) 1.086 180.21 (B) 3/4 EHS 5830.00 58299.91 32203.90 34980.00 1.000 110/ (562) 1086 180.21 (B) 3/4 EHS 5830.00 58299.91 31701.60 34980.00 1.000 _I (563) 1103 180.21 (C) 3/4 EHS 5830.00 58299.91 31749.90 34990.00 1.000 _ (556) 1102 180.21 (C) 3/4 EHS 5830.00 58299.91 32896.60 34980.00 1.000 (557) 1.063 - T7 120.21 (A) 3/4 EHS 5830.00 58299.91 31724.00 34980.00 1.000 (576) 1103 120.21 (B) 3/4 EHS 5830.00 59299.91 29860.20 34980.00 1.000 1171 �/ WxTower Job Page 56693 Final Design Rev 0 23 of 33 Project Date Daley Tower Service, hie. 601 Hector Connoli, Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SO Towers MJG FAX. 337-896-3070 Section Elevation No. j Size Initial Tension lb Breaking Load lb Actual T. 1b Allowable �T, lb Required S.F. Actual S.F. (575) 120.21 (C) 3/4 EHS 5830.00 58299.91 31806.30 34980.00 1.000 (574) 1.100 TIO 60.21 (A) 518 EHS 4240.00 42399.99 21493.40 25"0.00 1.000 1.184 (579) 60.21 (B) (578) 518 EHS 4240.00 42399.99 20022.30 25440.00 1.000 1.271 60.21 (C) (577) 5/8 EHS 4240.00 42399.99 21573.40 25440.00 1.000 1179 Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ K11r A Mast P„ OP„ Ratio No. Stability P„ ft n f in' Index lb lb 6P. TI 250-240 13/4 10.00 3.19 87.6 2.4053 1.00 -17056.80 61744.30 0.276' K=1.00 ll/ T2 240-220 21/4 20.00 3.26 69.6 3.9761 1.00 -112098.00 125520.00 0.893' K=1.00 V T3 220 - 200 2 1/4 20.00 3.26 69.6 3.9761 1.00 -119415.00 125520.00 0.951 ' K=1.00 (/ T4 200-180 21/4 20.00 3.26 69.6 3.9761 1.00 -106967.00 125520.00 0.852' K=1.00 V T5 180-160 21/4 2000 3.26 69.6 3.9761 1.00 -106972.00 125520.00 0.852' K=1.00 V T6 160 - 140 2 20.00 3.26 78.3 3.1416 1.00 -77678.00 90263.80 0.861 ' K=1.00 V T7 140- 120 2 1/2 20.00 3.26 62.7 4.9087 1.00 -128784.00 165760.00 0.777' K=1.00 T8 120-100 21/2 20.00 3.26 62.7 4.9087 1.00 -128790.00 165760.00 0.777' K=1.00 V T9 100-80 21/4 20.00 3.26 69.6 3.9761 1.00 -100812.00 125520.00 0.803' K=1.00 t/ TI O 80 - 60 2 1 /4 20.00 3.26 69.6 3.9761 1.00 -98016.10 125520.00 0.781 ' K=1.00 `/ TII 60-40 21/4 20.00 3.26 69.6 3.9761 1.00 -114051.00 125520.00 0.909' K=1.00 `/ T12 40-20 21/4 20.00 3.26 69.6 3.9761 1.00 -119670.00 125520,00 0.9531 K=1.00 V T13 20-6.75 21/4 13.25 3.26 69.6 3.9761 1.00 -114961.00 125615.00 0.915' K=1.00 V T14 6.75-0 21/4 6.97 2.47 52.6 3.9761 1.00 -99672.00 146138.00 0.6821 K=1.00 `/ I P„ /�P controls NxTvwer i L Job Page 56693 Final Design Rev 0 24 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX... 337-896-3070 Diagonal Design Data (Compression) Section Elevation Size L L. Kilt A P. ¢P, Ratio No. p„ _ jt jt it in2 lb lb bp, TI 250-240 1 4.38 4.17 140.1 0.7854 -8172.13 9041.33 0.904' K-0.70 T2 240-220 11/8 4.43 4.16 124.1 0.9940 -13833.20 14574.40 0.949' K=0.70 T3 220-200 1118 4.43 4.16 124.1 0.9940 -10052.70 14574.40 0.690' K=0.70 T4 200-180 13/8 4.43 4.16 101.6 1.4849 -24350.40 31432.60 0.775' _ K=0 70 ✓ T5 180-160 11/8 4.43 416 124.1 0.9940 -10397.20 14574.40 0.713' K=030 VII T6 160 - 140 1 4.43 4.19 140.7 0.7854 -8308.79 8965.41 0.927 ' _ K=0.70 V T7 140-120 11/8 4.43 4A3 1232 0.9940 -12423.10 14792.70 0.840' K=0.70 T8 120-100 11/8 4.43 4.13 123.2 0.9940 -12825.80 14792.70 0.867' K-0.70 V T9 100-80 1 4.43 4.16 139.6 0.7854 -594T02 9098.72 0.654' K=0.70 - T10 80-60 1 4.43 4.16 139.E 0,7854 -8319.57 9098.72 0.914' K=0.70 ✓ T11 60-40 11/8 4.43 4.16 124.1 0.9940 -913644 14574.40 0.627' K=0.70 V -- T12 40-20 1 4.43 4.16 139.6 0.7854 -4173.42 9098.72 0.459' K=0.70 ✓ T13 20-6.75 1 4.43 4A5 139.6 0.7854 -5865.82 9109.22 0.644' K=0.70 V T14 6.75 - 0 1 2.69 1.60 84.7 03854 -9115.19 20909.80 0.436 K=1.10 1 P„ / ¢P„ controls Horizontal Design Data (Compression) Ratio Section Elevation Size L L„ K11r A P. Op„ No. P„ jt Jt jt in2 lb lb op� TI 250-240 7/8 3.00 2.85 109.6 0.6013 -1738.25 11242.90 0.155' K=0.70 V T2 240 - 220 7/8 3.00 2.81 108.0 0.6013 -5147.48 11532.80 0.446' K=0.70 T3 220 - 200 7/8 3.00 2.81 108.0 0.6013 -2219.70 11532.80 0.192' K=0.70 V T4 200-180 1 3.00 2.81 94.5 0.7854 -1592.24 18396.20 0.087' K=0.70 V T5 180-160 314 3.00 2.81 126.0 0.4418 -1738.64 6286.53 0.277' K=0.70 S/ mxTOwer Job Page 56693 Final Design Rev 0 25 of 33 Project Date Daley Tower Service, lilt 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX. 337-896-3070 - Section Elevation Size L L„ KI1r A P„ OP„ Ratio No. P. f .n f in' Ib Ib OP„ T6 160-140 3/4 3.00 2.83 126.9 0.4418 -1281.28 6194.42 0.207' _ K=0.70 t/ T7 140 - 120 3/4 3.00 2.79 125.1 0.4418 -2119.54 6380.71 0.332 K=0.70 `/ T8 120 - 100 3/4 3.00 2.79 125.1 0.4418 -2123.32 6380.71 0.333 K=0.70 `/ T9 100-80 3/4 3.00 2.81 126.0 0.4418 -1746.11 6286.53 0.278' K=0.70 f/ TIO 80-60 3/4 3.00 2.81 126.0 0.4418 -1693.40 6286.53 0.269' K=0.70 I/ TII 60-40 314 3.00 2.81 126.0 0.4418 -1936.27 6286.53 0.308' K=0.70 t/ T12 40-20 3/4 3.00 2.81 126.0 0.4418 -2072.75 6286.53 0.330' K=0.70 4/ T13 20 - 6.75 3/4 3.00 2.81 126.0 0.4418 -1966.47 6286.53 0.313 ' - K=0.70 V ' P. / ¢P„ Controls Top Girt Design Data (Compression) Section Ratio Elevation Size L L„ Kl/r A P„ OP„ No. P„ -- ft ft fi int Ib Ib Op„ Tl 250-240 7/8 3.00 2.85 109.6 0.6013 -60.15 11242.90 0.005, K=0.70 V T2 240-220 7/8 3.00 2.81 10&0 0.6013 -3733.78 11532.80 0.324' K=0.70 V T3 220-200 7/8 3.00 2.81 108.0 0.6013 -1571.52 11532.80 0.136' K=0.70 `/ T4 200 - 180 1 3.00 2.81 94.5 0.7854 -3967.74 18396.20 0.216' K=0.70 V T5 180-160 3/4 3.00 2.81 126.0 0.4418 -4391.32 6286.53 0.699' K=0.70 V T6 160-140 3/4 3.00 2.83 126.9 0.4418 -1597.52 6194.42 0.258' _ K=0.70 V _ T7 140-120 3/4 3.00 2.79 125.1 0.4418 -1647.05 6380.71 0.258' K=0.70 V TS 120- 100 3/4 3.00 2.79 125.1 0.4418 -1642.56 6380.71 0.257' K=0.70 V T9 100-80 3/4 3.00 2.81 126.0 0.4418 -909.86 6286.53 0.145' K=0.70 V T10 80-60 3/4 3.00 2.81 126.0 0.4418 -710.13 6286.53 0.113' K=0.70 V TII 60-40 3/4 3.00 2.81 126.0 0.4418 -1604.78 6286.53 0.255' K=0.70 V T12 40 - 20 3/4 3.00 2.81 126.0 0.4418 461.92 6286.53 0.073 K=0.70 `/ _ T13 20-6.75 3/4 3.00 2.81 126.0 0.4418 -719.01 6286.53 0.114' K-0.70 MxTower Job 56693 Final Design Rev 0 Page 26 of 33 Daley Tower Service, Inc. 601 Hector Connoly Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Corencro, Louisiana 70520 Phone: 337-896-6719 FAX 337-896-3070 Client SCI Towers Designed by MJG Section Elevation Size L L. KI/r A P. OP, Ratio No. P„ ft ft ft int lb lb Ap I P„ /OP„controls Bottom Girt Design Data (Compression) Section No. Elevation ft Size L ft L„ ft KI/r A inr P. lb gyp„ lb Ratio P. bp" ' TI 250-240 7/8 3.00 2.85 109.6 0.6013 -7343.88 11242.90 0.653' K=0.70 6/ T2 240 - 220 7/8 3.00 2.81 108.0 0.6013 -1522.49 11532.80 0.132 ' K-0.70 t/ T3 220-200 7/8 3.00 2.81 108.0 0.6013 -1780.32 11532.80 0.154' K=0.70 `/ T4 200-180 1 3.00 2,81 94.5 0.7854 -16051.90 18396.20 0.873' - K=0.70 V T5 180-160 3/4 3.00 2.81 126.0 0.4418 -1897.88 6286.53 0.302' K=0.70 t/ T6 160-140 3/4 3.00 2.83 126.9 0.4418 -1263.23 6194.42 0.204' K=0.70 T8 120-100 3/4 3.00 2.79 125.1 0.4418 -1492.33 6380.71 0.234' K=0.70 T9 100 - 80 3/4 3.00 2.81 126.0 0.4418 -432.81 6286.53 0,069 ' K=0.70 ✓ Tll 60-40 314 3.00 2.81 126.0 0.4418 -796.50 6286.53 0.127' _ K=0.70 4/ T12 40-20 314 3.00 2.81 126.0 0.4418 -349.61 6286.53 0.056' K=0.70 V 1 P . / OP„ controls Torque -Arm Bottom Design Data Section Elevation Size L L„ Kl/r A P. OP„ Ratio No. P„ .ft ft Jt in' lb Ib 6P„ TF 250 - 240 (542) L5x31/20/8 4.75 4.60 72.4 3.0500 -36980.70 93447.00 0.396' K=1.00 TI 250 - 240 (543) L5x31/2x3/8 4.75 4.60 72.4 3.0500 -36874.70 93447,00 0.395' K=1.00 TI 250 - 240 (548) L5x31/20/8 4.75 4.60 72.4 3.0500 -38641.30 93447.00 0.414' K=1.00 I/ TI 250 - 240 (549) L5x31nx3/8 4.75 4.60 72.4 3.0500 -38727.80 93447.00 0.414' K=1.00 `/ Tl 250 - 240 (554) L5x31/20/8 4.75 4.60 72.4 3.0500 -37817.70 93447.00 0.405' K=1.00 MxTower Job Page 56693 Final Design Rev 0 27 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connolv'Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX: 337-896-3070 Section Elevation Sire L L„ Kl/r A P. �P„ Ratio No. P. I fl ft in, lb lb bP TI 250-240 (555) 1.501/2x3/8 4.75 4.60 72.4 3.0500 -37773.40 93447.00 0.404' K=1.00 T4 200 - 180 (560) 1-50 1/2x3/8 4.75 4.60 72.4 3.0500 -30486.80 93447.00 0.326' K=1.00 T4 200 - 180 (561) 1-50 1/2x3/8 4.75 4.60 72.4 3.0500 -31257.10 93447.00 0.334 1 K=1.00 T4 200- 180 (566) L50 1/2x3/8 4.75 4.60 72.4 3.0500 -31548.30 93447.00 0.338' K=1.00 t✓ T4 200 - 180 (567) L5x31/20/8 4.75 4.60 72A 3.0500 -31475.60 93447.00 0.337' K=1.00 T4 200 - 180 (572) L5x31/20/8 4.75 4.60 72.4 3.0500 -30364.60 93447.00 0.325' K=1.00 T4 200 - 180 (573) L5x31/2x3/8 4.75 4.60 72.4 3.0500 -32622.10 93447.00 0.349' K=1.00 1 P„ / �P„ controls Tension Checks Leg Design Data Tension Section Ratio Elevation Size L L„ Kl/r A P. OP„ No. P. ft ft ft in2 lb lb Op" TI 250-240 13/4 10.00 3.19 87.6 2.4053 14371.50 108238.00 0.133' T2 240-220 21/4 20.00 3.26 69.6 3.9761 58402.40 178924.00 0.326' T3 220-200 21/4 20.00 3.26 69.6 3.9761 65094.70 178924.00 0.364' T4 200-180 21/4 20.00 3.26 69.6 3.9761 45937.60 178924.00 0.257' I T5 180-160 21/4 20.00 3.26 69.6 3.9761 45933.00 178924.00 0.257' T7 140- 120 21/2 20.00 3.26 62.7 4.9087 2795.29 220893.00 0.013' t P. / �P„ controls Diagonal Design Data Tension Section Elevation Size L L„ Kl/r A P. ¢P„ Ratio No. P„ ,n fl i in' lb lb 6P.. L MxTower Job Page 56693 Final Design Rev 0 28 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCI Towers MJG FAX.: 337-896-3070 - Section Elevation Sice L L„ Mr A P„ gyp„ Ratio No. p„ f ft f in, lb I6 6pI T I 250 - 240 1 4.38 4.17 200.1 0.7854 8154.24 35342.90 0.231 ' T2 240-220 11/8 4.43 4.16 177.3 0.9940 13251.90 44730.90 0.296' T3 220-200 11/8 4.43 4.16 177.3 0.9940 9240.71 44730.90 0.207' T4 200-180 13/8 4.43 4.16 145.1 1.4849 23959.10 66820.20 0.359' i TS 180-160 I 1/8 4.43 4.16 177.3 0.9940 9501.48 44730.90 0.212' T6 160-140 1 4.43 4.19 201.0 0.7854 7404.25 35342.90 0.2�09' ' T7 140-120 11/8 4.43 4.13 176.0 0.9940 11167.10 44730.90 0.250' TS 120-100 11/8 4.43 4.13 176.0 0.9940 11281.80 44730.90 0.252' T9 100 - 80 1 4.43 4.16 199.5 0.7854 4568.64 35342.90 0.129 ' TI O 80 - 60 1 4.43 4.16 199.5 0.7854 7091.79 35342.90 0.201 TII 60-40 1118 4.43 4.16 177.3 0.9940 8075.16 44730.90 0.181' T12 40-20 1 4.43 4.16 199.5 0.7854 2803.01 35342.90 0.079' T13 20-6.75 1 4.43 4.15 199.4 0.7854 5167.34 35342,90 0.146' T14 6.75-0 1 3.34 1.83 87.9 0.7854 623.56 35342.90 a018' 1 P„ / OP„ controls Horizontal Design Data (Tension) Section Elevation Sice L L„ KI/r A P„ OP„ Ratio No. P„ ft ft ft in' lb Ib 6pl. TI 250-240 7/8 3.00 2.85 156.6 0.6013 1753.06 27059.40 0.065' T2 240 - 220 7/8 3.00 2.81 154.3 0.6013 5491.51 27059.40 0.203 T3 220-200 7/8 3.00 2,81 154.3 0.6013 2372.06 27059.40 0.088' T4 200 - 180 1 3.00 2.81 135.0 0.7854 2002.86 35342.90 0.057' T5 180-160 314 3.00 2.81 180.0 0."18 3653.12 19880.40 0.184' T6 160-140 3/4 3.00 2.83 181.3 0.4418 1281.28 19880.40 0.064' T7 140-120 3/4 3.00 2.79 178.7 0.4418 2119.54 19880.40 0.107' E iiTxTow@Y Job Page 56693 Final Design Rev 0 29 of 33 Daley Tower Service, Inc. Project Date 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client Designed by Phone: 337-896-6719 SCi Towers MJG FAX: 337-896-3070 Section Elevation Size L L. Kl/r A P„ gyp„ Ratio No, P. j J fi int Ib Ib an T8 120-100 3/4 3.00 2.79 178.7 0.4418 2123.32 19880.40 0.107' T9 100 - 80 3/4 3.00 2.81 180.0 0.4418 1746.11 19880.40 0.088' T I0 80 - 60 3/4 3.00 2.81 180.0 0.4418 1693.40 19880.40 0.085 ' 1✓ T I I 60 - 40 3/4 3.00 2.81 180.0 0.4418 1936.27 19880.40 0.097 ' T12 40-20 3/4 3.00 2.81 180.0 0.4418 2072.75 19880.40 0.104' T13 20-6.75 3/4 3.00 2.81 180.0 0.4418 1966.47 19880.40 0.099' ' T14 6.75-0 3/4 3.00 2.81 180.0 0.4418 14314.30 19880.40 0.720 I P„ / �P„ controls Top Girt Design Data Tension - Section Elevation Size L L„ KI/r A P„ ¢P„ Ratio No. P„ _ jt Jt Jt inr Ib Ib OP TI 250-240 7/8 3.00 2.85 156.6 0.6013 72.73 27059.40 0.003' T2 240 - 220 7/8 3.00 2.81 154.3 0.6013 3836.48 27059.40 0.142 ' T3 220 - 200 7/8 3.00 2.81 154.3 0.6013 1615.88 27059.40 0.060' T4 200- 180 I 3.00 2.81 135.0 0.7854 4383.85 35342.90 0.124' TS 180 - 160 3/4 3.00 2.81 180.0 0.4418 5837.67 19880.40 0.294 ' T6 160-140 3/4 3.00 2.83 181.3 0.4418 1655.09 19880.40 0.083' T7 140-120 3/4 3.00 2.79 178.7 0.4418 1968.56 19880.40 0.099' T8 120-100 3/4 3.00 2.79 178.7 0.4418 5480.06 19880.40 0.276' T9 100 - 80 3/4 3.00 2.81 180.0 0.4418 1277.95 19880.40 0.064 ' Y TIO 80-60 3/4 3.00 2.81 180.0 0.4418 1170.76 19880.40 0.059' TII 60-40 3/4 3.00 2.81 180.0 0.4418 4023.27 19880.40 0.202' T12 40-20 3/4 3.00 2.81 180.0 0.4418 784.66 19880.40 0.039' T13 20 - 6.75 3/4 3.00 2.81 180.0 0.4418 1056.57 19880.40 0.0531 tnx ower F l Job 56693 Final Design Rev 0 Page 30 of 33 Daley Tower Service, Inc 601 Hector Connoly Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro, Lommana 70520 Phone: 337-896-6719 FAR. 337-896-3070 Client Sci Towers Designed. by MJG Section Elevation Size L L„ KI/r A P„ OP„ Ratio No. P fr f ft int lb lb 6P„ 1 P„ l l P. controls Bottom Girt Design Data Tension Section Ratio Elevation Size L L„ Kl/r A P. �P„ No. P ft ft ft int lb lh 4P TI 250-240 7/8 3.00 2.85 156.6 0,6013 7409.48 27059.40 0.274' ' T2 240 - 220 7/8 3.00 2.81 154.3 0.6013 1874.82 27059.40 0.069 ' T3 220-200 7/8 3.00 2.81 154.3 0.6013 1658.45 27059.40 0.061' T4 200 - 180 1 3.00 2.81 135.0 0.7854 16639.50 35342.90 0.471 ' T5 180 - 160 3/4 3.00 2.81 I WO 0.4418 2431.10 19880.40 0.122' T6 160-140 3/4 3.00 2.83 1813 0.4418 1654.47 19880.40 0.083' � T7 140-120 3/4 3.00 2.79 1787 0.4418 11167.50 19880.40 0.562' TS 120- 100 3/4 3.00 2.79 178.7 0.4415 2135.19 19880.40 0.107' T9 100 - 80 3/4 3.00 2.81 180.0 0.4418 831.70 19880.40 0.0�4�2 ' TIO 80-60 3/4 3.00 2.81 180.0 0.4418 9695.29 19880.40 O. 88' Tit 60-40 3/4 3.00 2.81 180.0 0.4418 1399.10 19880.40 0A70' T12 40-20 3/4 100 2.81 180.0 0.4418 793.97 19880.40 0.0401 V 1 P„ / r P. controls Torque -Arm Top Design Data Section Elevation Size L L„ K1/r A P. Op„ Ratio No. p„ ft ft ft hit lb lb mpn TI 250 - 240 (540) L5x31/2x3/8 3.00 2.93 34.4 3.0500 24260.30 137250.00 0.177' TI 250 - 240 (541) L5x31/2x3/8 3.00 2.93 34.4 3.0500 23396.40 137250.00 0.170' V TI 250 - 240 (546) L5x31/ OM 3.00 2.93 34.4 3.0500 2268TOO 137250.00 0.165' V TI 250 - 240 (547) L5x31/20/8 3.00 2.93 34.4 10500 23223.90 137250.00 0.169' 4 MxTower Job 56693 Final Design Rev 0 Page 31 of 33 Daley Tower Service, Inc. 601 Hector Connoly Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro, Louisiana 70520 Phone: 337-896-6719 FA-C.337-896-3070 Client SCI Towers Designed by MJG Section Elevation Sire L L„ Ur A P„ Qp„ Ratio No. P. ft ft ftt in' Ib Ib 6p -- TI 250-240 (552) L5x31/2x3/8 3.00 2.93 34.4 3.0500 23078.00 137250.00 0.168' TI 250 - 240 (553) L5x31/20/8 3.00 2.93 34.4 3.0500 23402.40 137250.00 0.171' T4 200-180(558) L5x31/20/8 3.00 291 34.2 3.0500 28127.90 137250.00 0.205' �. T4 200-180 (559) L5x31/20/8 3.00 2.91 34.2 3.0500 26623.00 137250.00 0.194' T4 200 - 180 (564) L5x3 1/2x3/8 3.00 2.91 34.2 3.0500 27088.00 137250.00 0.197 ' T4 200 - 180 (565) L5x31/20/8 3.00 2.91 34.2 3.0500 28455.20 137250.00 0.2�0�7' ' T4 200 - 180 (570) 1-50 1/20/8 3.00 2.91 34.2 3.0500 27471.90 137250.00 0.200 ' T4 200-180 (571) L501/20/8 3.00 2.91 34.2 3.0500 27700.80 137250.00 0202' 1 P„ / �P„ controls Torque -Arm Bottom Design Data Section Ratio Elevation Size L L„ Kl/r A P„ OP„ No. P. jt ft jt in? Ib Ib 6P II TI 250 - 240 (542) L5x31/20/8 4.75 4.60 54.1 3.0500 5279.79 137250,00 0.038' TI 250-240 (543) L5x31/20/8 4.75 4.60 54.1 3.0500 5341.43 137250.00 0.0�3�9' TI 250 - 240 (548) L5x31/2x3/8 4.75 4.60 54.1 3.0500 6062.87 137250.00 0.044 TI 250-240 (549) L501/2x3/8 4.75 4.60 54.1 3.0500 5997.70 137250.00 0A�4�4' TI 250 - 240 (554) L5x31/2x3/8 4.75 4.60 54.1 3.0500 5631.65 137250.00 0.41' TI 250 - 240 (555) L5x31/20/8 4.75 4.60 54.1 3.0500 5660.69 137250.00 0.041' I T4 200 - 180 (561) L50 1/2x3/8 4.75 4.60 54.1 3.0500 1905.08 137250.00 0.014 ' T4 200 - 180 (566) L5x3 1/2x3/8 4.75 4.60 54.1 3.0500 2616.57 137250.00 0.019' T4 200 - 180 (567) L5x31/20/8 4.75 4.60 54.1 3.0500 25L58 137250.00 0.02' T4 200 - 180 (573) L5x31/20/8 4.75 4.60 54.1 3.0500 3356.26 137250.00 0.024' 1 P„ / �P„ controls MxTower Job Page 56693 Final Design Rev 0 32 of 33 Project Date Daley Tower Service, Inc. 601 Hector Connoly Road 250' GWT Wynne Ranch Site, FL 11:23:08 09/04/19 Carencro, Louisiana 70520 Client _ Designed by Phone: 337-896-6719 SO Towers MJG FAX: 337-896-3070 Section Capacity Table Section Elevation Component Size Critical P op."- % Pass No. .ft Type Element lb lb Capacity Fail TI 250-240 Leg 13/4 2 -17056.80 61744.30 27.6 Pass T2 240-220 Leg 21/4 26 -112088.00 125520.00 89.3 Pass T3 220-200 Leg 21/4 68 -119415.00 125520.00 95.1 Pass T4 200 - 180 Leg 2 1/4 110 -106967.00 125520.00 85.2 Pass T5 180 - 160 Leg 2 1/4 152 -106972.00 125520.00 85.2 Pass - T6 160 - 140 Leg 2 194 -77678.00 90263.80 86.1 Pass T7 140-120 Leg 21/2 236 -128784.00 165760.00 77.7 Pass T8 120-100 Leg 21/2 278 -128790.00 165760.00 773 Pass T9 100 - 80 Leg 2 1/4 319 -100812.00 125520.00 80.3 Pass TIO 80-60 Leg 21/4 361 -98016AO 125520.00 78.1 Pass TH 60-40 Leg 21/4 403 -114051.00 125520.00 90.9 Pass T12 40-20 Leg 21/4 447 -119670.00 125520.00 95.3 Pass T13 20-6.75 Leg 21/4 487 -114961.00 125615.00 91.5 Pass T14 6.75-0 Leg 21/4 516 -99672.00 146138.00 68.2 Pass - TI 250-240 Diagonal 1 10 -8172.13 9041.33 90.4 Pass T2 240-220 Diagonal 11/8 58 -13833.20 14574.40 94.9 Pass T3 220-200 Diagonal 11/8 78 -10052.70 14574.40 69.0 Pass T4 200 - 180 Diagonal 1 3/8 120 -24350.40 31432.60 77.5 Pass T5 180-160 Diagonal 11/8 184 -10397.20 1457440 71.3 Pass T6 160 - 140 Diagonal 1 204 -8308.79 8965.41 92.7 Pass T7 140 - 120 Diagonal 1 1/8 252 -12423.10 14792.70 84.0 Pass T8 120 - 100 Diagonal 1 1/8 316 -12825.80 14792.70 86.7 Pass T9 100-80 Diagonal 1 359 -5947.02 9098.72 65.4 Pass TIO 80-60 Diagonal 1 378 -8319.57 9098.72 91.4 Pass Tll 60-40 Diagonal 11/8 442 -9136.44 14574.40 627 Pass T12 40-20 Diagonal 1 456 -417342 9098.72 45.9 Pass T13 20-6.75 Diagonal 1 495 -5865.82 9109.22 64.4 Pass T14 6.75-0 Diagonal 1 526 -9115.19 20909.80 43.6 Pass TI 250-240 Horizontal 7/8 21 -1738.25 11242.90 15.5 Pass T2 240-220 Horizontal 7/8 62 -5147.48 11532.80 44.6 Pass T3 220-200 Horizontal 7/8 103 -2219.70 11532.80 19.2 Pass T4 200-180 Horizontal 1 121 -1592.24 18396.20 8.7 Pass T5 180-160 Horizontal 314 164 -1738.64 6286.53 27.7 Pass T6 160-140 Horizontal 3/4 205 -1281.28 6194.42 20.7 Pass T7 140-120 Horizontal 3/4 248 -2119.54 6380.71 33.2 Pass _ T8 120-100 Horizontal 3/4 290 -2123.32 6380.71 33.3 Pass T9 100-80 Horizontal 3/4 331 -1746.11 6286.53 27.8 Pass TIO 80-60 Horizontal 3/4 379 -1693.40 6286.53 26.9 Pass Tll 60-40 Horizontal 3/4 416 -1936.27 6286.53 30.8 Pass T12 40-20 Horizontal 3/4 458 -2072.75 6286.53 33.0 Pass T13 20-6.75 Horizontal 3/4 496 -1966.47 6286.53 31.3 Pass T14 635-0 Horizontal 3/4 518 14314.30 19880.40 72.0 Pass TI 250 - 240 Top Girt 7/8 5 -60.15 11242.90 0.5 Pass T2 240 - 220 Top Girt 7/8 30 -3733.78 11532.80 32.4 Pass T3 220 - 200 Top Girt 7/8 70 -1571.52 11532.80 13.6 Pass T4 200 - 180 Top Girt 1 113 -3967.74 18396.20 21.6 Pass _ T5 180 - 160 Top Girt 3/4 154 -4391.32 6286.53 69.9 Pass T6 160 - 140 Top Girt 3/4 196 -1597.52 6194.42 25.8 Pass T7 140 - 120 Top Girt 3/4 240 -1647.05 6380.71 25.8 Pass T8 120 - 100 Top Girt 3/4 280 5490.06 19880.40 27.6 Pass T9 100 - 80 Top Girt 3/4 322 -909.86 6286.53 14.5 Pass TIO 80-60 Top Girt 3/4 366 -710.13 6286.53 113 Pass TII 60-40 Top Girt 314 406 -1604.78 6286.53 25.5 Pass T12 40-20 Top Girt 3/4 448 -461.92 6286.53 7.3 Pass TO 20-6.75 Top Girt 314 492 -719.01 6286.53 11.4 Pass TI 250-240 Bottom Girt 7/8 8 -7343.88 11242.90 65.3 Pass T2 240-220 Bottom Girt 7/8 31 -1522.49 11532.80 13.2 Pass tuxTower Job 56693 Final Design Rev 0 Page 33 of 33 Daley Tower Service, Inc. 601 Hector Connote Road Project 250' GWT Wynne Ranch Site, FL Date 11:23:08 09/04/19 Carencro. Louisiana 70520 Phone: 337-896-6719 FAX 337-896-3070 Client SCI Towers Designed by MJG Section Elevation Component Size Critical P opal. % Pass No. f Type Element lb lb Capacity Fail T3 220 -200 Bottom Girt 7/8 75 T4 200 - I80 Bottom Girt 1 116 T5 180 - 160 Bottom Girt 3/4 157 T6 160 - 140 Bottom Girt 3/4 201 T7 140 - 120 Bottom Girt 3/4 242 T8 I20 - 100 Bottom Girt 3/4 283 T9 100-80 Bottom Girt 3/4 327 TIO 80-60 Bottom Girt 3/4 368 TII 60-40 Bottom Girt 3/4 409 T12 40-20 Bottom Gin 3/4 453 TI 250 - 240 Guy A@240.208 314 551 T4 200-180 Guy A@l80.208 3/4 568 T7 140-120 Guy A@l20.208 3/4 576 TIO 80 - 60 Guy A@60.2083 518 579 TI 250 - 240 Guy B a 240.208 3/4 544 T4 200 - 180 Guy B a 180.208 3/4 562 T7 140 - 120 Guy B tU 120.208 3/4 575 TIO 80-60 Guy B@60.2083 5/8 578 TI 250 - 240 Guy C 240.208 3/4 539 T4 200-180 Guy C@180.208 3/4 557 T7 140-120 Guy C@120.208 3/4 574 TIO 80 - 60 Guy C@60.2083 5/8 577 TI 250-240 Torque Arm L5x31/2x3/8 540 Top@240.208 T4 200-I80 Torque Arm L5x3 I/2x3/8 565 Top@I80.208 TI 250-240 Torque Arm 1,501/20/8 549 Bottom@240.208 T4 200-180 Torque Arm L5x31/20/8 573 Bottom@I80.208 -16051.90 18396.20 97.3 Pass -1897.88 6286.53 30.2 Pass -1263.23 6194.42 20.4 Pass 11167.50 19880.40 56.2 Pass -1492.33 6380.71 23.4 Pass -432.81 6286.53 6.9 Pass 9695.29 19880.40 48.8 Pass -796.50 6286.53 123 Pass -349.61 6286.53 5.6 Pass 28701.40 34980.00 82.1 Pass 32925.80 34980.00 94.1 Pass 31724.00 34980.00 90.7 Pass 21493.40 25440.00 84.5 Pass 29144.40 34980.00 83.3 Pass 32203.90 34980.00 92.1 Pass 29860.20 34980.00 85.4 Pass 20022.30 25440.00 78.7 Pass 29166.70 34980.00 83.4 Pass 32896.60 34980.00 94.0 Pass 31806.30 34980.00 90.9 Pass 21573.40 25440.00 84.8 Pass 24260.30 137250.00 17.7 Pass 28455.20 137250.00 20.7 Pass -38727.80 93447.00 41.4 Pass -3262110 93447.00 34.9 Pass Summary Leg(T 12) 95.3 Pass Diagonal 94.9 Pass (T2) Horizontal 72.0 Pass (T14) Top Girt 69.9 Pass (T5) Bottom Girt 87.3 Pass (T4) Guy A (T4) 94.1 Pass Guy B (T4) 92.1 Pass Guy C (T4) 94.0 Pass Torque Arm 20.7 Pass Top (T4) Torque Arm 41.4 Pass Bottom (TI) Bolt Checks 65.3 Pass RATING = 95.3 Pass Program Version 8.0.1.0 - 2/8/2018 File:S:/Jobs/2019/19317 (56693, 250' GWT SCI-Wynne Ranch Site, FL)/Final/Calculations rower/56693, 259 GWT SCI Towers -Wynne Ranch Site, FL Rev O.eri FOUNDATION DESIGN I Civil Aind Vtructural engineers, Inc. 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Job No: /93/7 1 Page a of o2 1 Designed By: /y77 Date: Job Name: 56693 �2Sa '6WT UlvNmc 1?AacP FL Client: Se T %7E'Y r—O)�,)MO4 T ro � DC516" /ANC bet &acC a 633 mnx /,26, Ioo Revision Date Designed By Approved (o.7s aa' r (E7.bPcrX7)(9�SFcrX3Yy)� i�o , (3.r�X55XrXlo) ' 1, 7/o PSF r / V (0.-7s)(%3')l(b3,.7,>sr}(�) (r7�i.7rbAsr - 93a,-,.Vy7')� = id` 0L/-7 300 USE 7 x 9- i3, /3cocr, 3 3cro, 6 rAvf (,26) `b rseas ..� '3 TrrS p av o.c, 1 'ow, or ErectionDra�rr�g1s Job Number: 56693 250' Guyed Tower SCI Towers Wynne Ranch Site, FL 34400 Orange Ave. Fort Pierce, FL 3494E St. Lucie County, FL Revision 1 12/13/19 Manufacturing Division 605 Hector Connoly Road Carencro,LA 70520 www.daleytower.com 0 337.886.0995•F 337.886.0996 250 TS8 / 240' Amy / TS7 o 00 \ 220' TS7 200' �n I TS6 o I i 180'\ s ° 160'�O \ " a jTS5 `Pys srs PLAN TS4 �.s X 120'- 250' GUYED TOWER TOWER QTY. �3'TOP 20' FLANGE (TYP.) i I I i I I i I I I i i I (TP) REV. DATE A Q 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS1 OWNER: SCI TOWERS BASE DATE: 9/19/19 FLANGE DRAWN: RGW CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS1 DALEYJOBNO.: 56693 (1 REQUIRED) AL HECTOR SEMCEY INC. 60SEECTOR ONNOLYRD.$IFFY C N, (M7] a oho TS 1 Bill of Materials for Base -Pin Weldment Quantity Required Description ASTM 1 pc. 014" OD x 11/4 Thick Plate A572-50 1 pc. 013/4" x 16" Solid Rod Pin A529-50 Gusset o from this Installation of Base Tower Section TS1 over Receiver e-Pin Weldmentto be Hot -Dip Galvanized per ASTM A123 & ASTM A153. Color will be dull grey. 0 13/4 x 16" Solid Rod 0 14" x 1 Y4 Flange oncrete—\ 0E a) w Receiver comprised of Base -Pin Weldment Embedded in ,r section Concrete Foundation 3' TOP 20' FLANGE (TYP.) r +I 02, 1(TYP.) _ + REV. DATE Qt 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS3 BOTTOM OWNER: SCI TOWERS DATE: 9/19/19 VFLANGE (TYP.) DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS3 DALEY JOB NO.: 56693 REQUIRED) 305HECTOR SERMCEYNC SHEET DAL(2 605 HCTOR OCORVICE,ORD. CARENCRO, IA ]On TS3 PH, (337)333-0995 I r'3' TOP 20' =1 FLANGE (TYP.) ,zZ IL � I I I I If I i I I I 1 I , 0 2, )TYP.) I I REV, DATE A 12/13/19 /C/ STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL 1 DETAIL: TOWER SECTION TS2 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS2 DALEYJOBNO.: 56693 (3 REQUIRED) DA0EY HECTOR ONN01IRO SHEET 605 HECTOR OORROU R0. CAR:(337) 6 0995 TS2 PH.: (337J 886-0995 JL 3 TOP 20' FLANGE (TYP.) 02Z (TYP.) I 1 REV. DATE Q Q Q 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS4 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS4 DALEYJOBNO.: 56693 (2 REQUIRED) DALEY TOWER SERVICE, INC. SHEET 605 HECTOR CONNOLYRD. CARENCRO. LA ]OSIO TS4 PH.;(M7 8R6-0995 j�-3'�j TOP 2�' FLANGE (TYP.) I I iAll i i Q.N 02 (TYP.) I i d ( REV. DATE Q 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS5 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS5 DALEY JOB NO.: 56693 DALEY TOWER SERVICE, INC. SHEET 605 HECTOR CONNOLY RD. (1 REQUIRED) PH, (337) 886 09 50 TS5 I r-3'---I TOP 20' FLANGE (TYP.) I i I I I 1 I I l I I 1 l ��I I ; I I 02, REV, DATE 0 1 0 Q 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS6 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW CHECKED: RGW ELEVATION CASE JOB NO.: 19317 TOWER SECTION TS6 DALEYJOBNO.: 56693 REQUIRED) 605 HECTOR CONNOLY INC.NC DAL(1 CONNOL $HEFT 605 HECTOR CARENCRO, LA 0 PK:(337) 336-09 5TS6 �3 "1 TOP 20' FLANGE (TYP.) I � I � � I 0 2% REV. DATE 0 Q 12/13/19 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL DETAIL: TOWER SECTION TS7 BOTTOM OWNER: SCI TOWERS FLANGE DATE: 9/19/19 (TYP.) DRAWN: RGW 0 CHECKED: RGW ELEVATION CASE JOB NO: 19317 TOWER SECTION TS7 DALEYJOBNO.: 56693 DALEY TOWER SERVICE, INC. SHEET(2REQUIRED) 605HECTORCONNOLY CARENCRO, EA 70MO J T°7 PH.:(007) RR6.099$ I �3 TOP 10, FLANGE (TYP.) 01/ 1 � I ,I I l I I BOTTOM FLANGE (TYP.) 0 REV. DATE Al Al ELEVATION Z� 12/13/19 TOWER SECTION TS8 STRUCTURE: 250' GUYED TOWER LOCATION: WYNNE RANCH SITE, FL (1 REQUIRED) DETAIL: TOWER SECTION TS8 OWNER: SCI TOWERS DATE: 9/19/19 DRAWN: RGW CHECKED: RGW CASE JOB NO.: 19317 DALEY JOB NO.: 56693 DALEY TOWER SERVICE, INC. SHEET 605 HECTOR CONNOLY RD. CARENCRO, IA 90520 CO PH.: (337)886-0995 TS8 S8