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STRUCTURAL ANALYSIS REPORT
VELOCITEL ENGINEERING INNOVATION FDH Velocitel, 6521 Meridian Drive Raleigh, NC 27616, Ph. 919.755.1012 Structural Analysis for SBA Network Services, Inc. 300' Guyed Tower SBA Site Name: Midway Road SBA Site ID: FL10049-A-11 Verizon Site Name: SBA Midway RD Verizon Site ID: 68858 ` H ci I.Pr act er IGOT1400 1� Analysis Results SCANNED BY St. Lucie County Tower Components 94.0% Sufficient Foundation 94.4% Sufficient Prepared By: Daniel Fling Project Engineer I Velocitei, Inc., d.b.a. FDH Velocitel 6521 Meridian Drive Raleigh, NC 27616 (919) 755-1012 info(@fdhvelocitel.com April 20, 2016 Reviewed By: Dennis D. Abel, PE Director of Structural Engineering FL PE License No. 62750 Velocitel, Inc. COA 28282 "- No 32750 gTATF OFl .C.•; % R 1 011A p�1-ZO-ZO/G Prepared pursuant to ANSUTIA-222-G Structurai Standard PorAntenna Supporting Structures and Antennas and 2014 Florida Building Code STR-RPT-10100 RG-1.3.2 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 TABLE OF CONTENTS EXECUTIVESUMMARY............................................................................................................................................................3 Conclusions...........................................................................................................................................................................3 Recommendations.................................................................................................................................................................3 APPURTENANCELISTING.......................................................................................................................................................4 RESULTS...................................................................................................................................................................................5 GENERALCOMMENTS............................................................................................................................................................8 LIMITATIONS.............................................................................................................................................................................8 APPENDIX.................................................................................................................................................................................9 STR-RPT-10100 2 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 April 20, 2016 EXECUTIVE SUMMARY At the request of SBA Network Services, Inc., FDH Velocitel performed a structural analysis of the existing Guyed Tower located in Fort Pierce, FL to determine whether the tower is structurally adequate to support the antenna configuration in place per Table 1 pursuant to the ANSIITIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2014 Florida Building Code. Information pertaining to the antenna loading, current tower geometry, member sizes, and below grade parameters was obtained from: Source Alcoa Wireless Services, Inc. Document a Structural Analysis Report Reference Project No.1608.244 Date , 2004 Rohn Foundation Drawings Eng. File No.45476WM September2, 2001 FDH Engineering, Inc. Geotechnical Report Project No. 12-01109E G1 , 2012 FDH Engineering, Inc. Modification Drawings Project No.12-01109E S2 , 2012 FDH Engineering, Inc. Modification Drawings Project No.12-01109E S6 2013 RDtet FDH Engineering, Inc. Modification Inspection Project No.1302121700 3, 2013 FDH En ineeri, Inc. TIA Ins ction Project No.1302121700 , 2014 SBA Network Services Inc. The ultimate design wind speed per the 2014 FBC is 161 mph without ice. This is converted to a basic design wind speed per the ANSNTIA-222-G standard and 2014 FBC Section 1609.3.1 of 125 mph. Furthermore, this structure was analyzed as a Class II structure in Exposure Category B, Topographical Factor of 1, and Spectral Response Accelerations of Ss = 0.067 and S, = 0.029. Note: Per Section 2.7.3 of the ANSI(TIA-222-G standard, the seismiclearthquake loading effects can be ignored if spectral response acceleration at short periods (Ss) is less than or equal to 1.00. The tower's location mandates a design Ss of less than 1.00, thus seismic loading was not considered as part of the analysis of this structure. Conclusions With the antenna configuration in place per Table 1 we have determined the tower stress level to be sufficient and the foundation(s) to be sufficient pursuant to the requirements stipulated by ANSIITIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2014 Florida Building Code. For a more detailed description of the analysis of the tower, see the Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Velocitel is accurate (i.e., the steel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly erected and maintained per the original design drawings. Recommendations To ensure the requirements of the ANSMA-222-G standard and 2014 FBC standards are met with the existing and proposed loading in place, we have the following recommendations: 1. Feed lines must be installed as shown in Figure 1. 2. The existing feed lines should be re -used with the proposed loading. 3. The passing result is contingent on the existing Nextel equipment at 175' removed as shown in Table 1. STR-RPT-10100 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 APPURTENANCE LISTING The proposed and existing antennas with their corresponding feed lines are shown in Table 1. If the actual layout determined in the field deviates from the layout, FDH Velocitel should he contacted to perform a revised analysis. Table 1- Appurtenance Loading Existing Loading: Antenna Elevation Desc6ption Feed Mourt pe 308 (2)16 It (2) 7/g• Waste Mana ement 300 (2) 5' Standoffs 272 1 Hustler HX946070 (1) 718 Scdpps 259 (3) 5' Standoffs 262 1 24"x24"x7 TMA Broadcestin (6) Cellmax CMA-BDHH/65201E0-8 256.5 3 2' Standoffs (3) Andrew DBXNH-6565B-A2M 256 (2) Nokia FXFB (12)1-5/8" T-Mobile (3) Nokia FRIG (1)1.584" Hybrid 256.5 (3) IS T-Frames (3) RFS ATMAA1412D-1A20 1 Raycap ASU9338TYP0l 240.8 1 19.5' Omni 1 7/8" Suntalk 231.5 1 5' Standoff 238 (1) 10'Dipole (1) 7/g" Repeater Network 233 (1) 5' Standoff 175 9 Decibel DBB48H90E-XY 9 1-5/8" NeXte12 173.5 3 12' T-Frames (3) RFS APXVERR18-C (3) Commscope TTTT65AP-lXR (3) Flext RF Remote Unit Outdoor-FZHJ (3) Ericsson RRU 11800 MHz (3)1-11T Hybrid 151 (9) Ericsson RRU 111900 MHz Cables Sprint 149.5 (3) 10'T-Frames (3) RFS A2 Module (1) 0.867" (6) RFS IBC1900HG-1 (9) RFS ACU-A20-N 6 Ericsson ESMR 800 98 (1)11" Camera (1) CAT 5 Scdpps Broadcasting 98 Direct Mount 1. Feed lines must be installed as shown in Figure 1. 2. Nextel's existing equipment at 175' to be removed and not included in analysis. Proposed Carrier Final Loading: STR-RPT-10100 RESULTS Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 The following yield strength of steel for individual members was used for analysis: Table 2 - Material Strength Member Type Material Grade Elibim Table 3 and Table 4 display the summary of capacities for the analyzed structure and its additional components. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are considered acceptable (except foundation soil interaction, up to 110% is considered acceptable). If the assumptions outlined in this report differ from actual field conditions, FDH Velocitel should be contacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information. Table 3 - Summary of Working Percentage of Structural Components Section Elevadon ft Component Type CapacityNo. Fail T1 300-280 Leg ROHN 2.5EH 25.2 Pass Diagonal P1.5x.058 59.1 Pass Top Girt P1.5x.058 Pass 4446 Bottom Girt P1.5x.058 1524b Pass Guy A 282.523 718 69.7 Pass Guy B 282.523 7/8 69.4 Pass Guv U5282.523 7/8 69.9 Pass Top Guy Pull- 2L2x2x1/4 11.3 Pass Oft 82.523 T2 280-260 Leg ROHN 2.5EH 70.6 Pass Diagonal P1.Sx.120 51.5 Pass 72.2b Top Girt P1.Sx.120 16.7b Pass 30.5 Bottom Girt P1.5x.120 12.0 Pass 22.7 b T3 260 - 240 Leg ROHN 2.5 EH 62.8 Pass Diagonal P1.5x.058 55.8 Pass Top Girt P1.5x.058 Pass 6.7 b Bottom Girt P1.5058 9 426 Pass T4 240 - 220 Leg ROHN 2.5 EH 54.8 Pass Diagonal P1.5x.058 69.0 73.6 b Pass Top Girt P1.5x.058 14.5 b Pass Bottom Girt P1.5x.058 11.3 Pass 20.6 b Guy A 222.523 7/8 82.4 Pass STR-RPT-10100 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N nn m moor a a r a r aom a a m00 a a mN vmmr r� ocl a mm ap aN aO rO Vr m O) . N ma o oao mmr6 m C-5 rcy hm mV mO Na 6m n -ri0 W O m 2 W m m m 2 W m m m 2 W m m m= O O O m W m m m W m` m m W O O O Lq m 0 m 0 m 0 m m 0 m 0 m 0 m m 0 m 0 m o W m m m o m 0 m m m m _ j2 K K K N K K k N K X cn X co m X X Jf Lq cn N m % Z X cn % cn J(Z X cq Z % X cq X cn X cn Z X Lq X cn X cn n in r r Z cn in cn Z m `� cq U� Z m o u� Lq m = m 0 = 0 `� n.75 a N a a a s a a s a a s a a s a a a a a s _N ,C v v vNi N uNi N m m N .� t r C% N .0.. C r N C r t0 ti r vNi�cNq NNN CN t Q N C N _ O C L' r (� 70 _ cS V Ur O N N p j C C C C C E m C' o C7 E Q ^^ R O N m v m C o (9 E m G o o E m C o C o E O m m N U J t0 'G G O O J t0 C 2 O O O J t0 O- O O Y. J O N 6 O O q O E' J N 'p O- O O L' J tp C O- O O J N O Q m O] U �= F- 0= !- m Ct H O F- Q m U F Ct = F = F Dr0 C �0 m0 mo > > > F O m0 mo �O 9 c� c7 c7 c� c7 (7 C7 m N N O m O N N O m Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 Apol 20, 2016 Section No. Elevation I, Component Type Fail Guv C 80.1146 1 5 1 79.2 Pass Top Guy Pull- 2L2x2xl/4 12.5 Pass Off 80.1146 T12 80 - 60 Leg Rohn 3 EHH 64.6 Pass Diagonal P1.5x.120 65.7b Pass 77.6 Top Girt P7.5x.120 16.3b Pass 33.0 Bottom Girt P1.5x.120 1517b Pass T13 60 -40 Leg ROHN 3 EH 90.1 Pass Diagonal 131.5058 71.7 Pass Top Girt 131.5058 11.3b Pass 20.5 Bottom Girt P1.5x.058 z'Sb Pass 8 T14 40-20 Leg ROHN3EH 90.6 Pass Diagonal P1.5x.058 52.8 Pass Top Girt P1.5058 6'6b Pass 6 Bottom Girt P1.5x.058 25b Pass 17 T15 20-5 Leg ROHN3EH 82.9 Pass Diagonal P1.5x.120 36.3 Pass 43.1b Top Girt Pl.5x.120 1283b Pass Bottom Girt P1.5x.120 25'1 Pass 50.8 b T16 5-0 i Leg ROHN3EH 65.5 Pass Horizontal L3x3xl/4 27.5 Pass Table 4 • Maximum Base Reactions STR-RPT-10100 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 GENERAL COMMENTS This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of SBA Network Services, Inc. to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Velocitel should be notified immediately to perform a revised analysis. Ah4IIIFA0•1k,K All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the clients consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Velocitel. STR-RPT-10100 APPENDIX Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 April 20, 2016 STR-RPT-10100 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-11 A -LEG (92W) (3)1-1R' EXISTING HYBRID GABLES (1) 0.887- EXISTING FEED LINE 0 FOR SPRINT TO 1495' (5) 717 EXISTING FEED LINES (1) CAT 5 CABLE 0 TO 9B', 231b', 237, 258' AND 300' (a)14W OUTING FEED LINES FOR NEXTEL TO 173.5' (TO BE REMOVED) • / I (18)1-E18' PROPOSED FEED LINES FOR VERIZON TO 140' 0= EXISTING ®= TO BE REMOVED �= PROPOSED Figure 1— Feed Line Layout (121 I518' EXISTING FEED LINES (1)1SW E)GSTING HYBRID CABLE FOR T-MOBILE TO 25S STR-RPT-10100 10 300.0 ft 20.Oft 200.Oft 240Oft mo It MID ft 150.0 ft 150.0 ft 140.00 Mon 1wOn 50.0 ft 60.0 ft 40.0 ft 20.0ft 5.0 ft 0.0ft 222 S. Central Ave., Suite 1110 ""i-1613GOT1400 St. Louis, MO 63105 00B1� SBA Network Services, Inc. °1e"i°y DFlin Tw rm,,yeb Phone: 314.773.4000 Cod01 TIA-222-G 04/20118 tnxTower Job Page FL10049-A-03 -Midway Road 1 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFlin g FAX' Tower Input Data The main tower is a 3x guyed tower with an overall height of 300' above the ground line. The base of the tower is set at an elevation of 0' above the ground line. The face width of the tower is TY 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 (wind speeds converted to nominal values). Basic wind speed of 125 mph. Structure Class B. Exposure Category B. Topographic Category 1. Crest Height 0'. Deflections calculated using a wind speed of 60 mph. 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 KIJr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Ann 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 FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque d Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA_ -222-G Tension_ Splice Exemption Poles." .... ` 13! -I Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets W xTOWer Job Page2 FI-10049-A-03 - Midway Road of 52 Project Date FDH Velocitel 111 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFling FAX Wind 90 Leg C Wind 180 Q T J IegA m s mA Z Face C Wind 0 Comer & Starmount Guyed Tower tnxTower Job Page FL10049-A-03 -Midway Road 3 of 52 FDHVelocitel Project Date 221 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Wind 180 Guy C Face Guyed Tower Section Geometry Tower Tmver Assembly Description Section Number Section Section Elevation Database Width of Length Sections TI R 300'-280' ft 3'5-1/32" 1 A 29 72 280'-260' 3'5-1/32" 1 20' T3 260'-240' 3'5-1/32" 1 20' T4 249-220' 3'5-1/32" 1 20' T5 220'-200' 3'5-1/32" 1 20' T6 200'-180' 3'5-1/32" 1 29 17 180'-160' 3'5-1/32" 1 20' T8 160'-140' 3'5-1/32" 1 20' T9 140'-120' 3'5-1/32" 1 20' T10 120'-100' 3'5-1/32" 1 20' T11 10G'-80' 3'5-1/32" 1 20' T12 80'-60' 3'5-1/32" 1 20' T13 60'40' 3'5-1/32" 1 20' T14 40'-20' 3'5-1/32" 1 20' T15 20'-S 3'5-1/32" 1 15, T16 5'-0' 3'5-1/32" 1 5' WxTower Job Page FL10049-A-03 -Midway Road 4 of 52 FDH Velocitel Project Data 112S.. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End R F Panels in in Tl 300'-280' 2'4-29/32" CX Brace No Yes 7.375 1.375 T2 280'-260' 2'4-29/32" K Brace Left No Yes 7.375 1.375 73 269-249 2'4-29/32" CX Brace No Yes 7.375 1.375 T4 249-22U 2'4-29/32" CX Brace No Yes 7.375 1.375 TS 220'-200' 2'4-29/32" KBrace Left No Yes 7.375 1.375 T6 200'-180' 2'4-29/32" KBrace Left No Yes 7.375 1.375 T7 180'-160' 2'4-29/32" CX Brace No Yes 7.375 1.375 T8 160'-14Y 2'4.29/32" CX Brace No Yes 7.375 1.375 T9 140'-120' 2'4-29/32" CX Brace No Yes 7.375 1.375 T10 120'-100' 21-29/32" KBrace Left No Yes 7.375 1.375 Tll 100'-80' 2'4-29/32" KBrace Left No Yes 7.375 1.375 T12 80'-60' 2'4-29/32" KBrace Left No Yes 7.375 1.375 T13 60'40' 2'4-29/32" KBrace Left No Yes 7,375 1.375 T14 40'-20' 2'4-29/32" KBrace Left No Yes 7.375 1.375 T15 20'-5' T4-9/16" KBrace Left No Yes 7.375 1.375 T16 5'-0' 1'3" KBrace Left No Yes 0.000 0.000 Tower Section Geometry (conYd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation ft Type Size Grade Type Size Grade T1300'-280' Pipe ROHN 2.5 EH A572-50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) T2280'-260' Pipe ROHN 2.5 EH A572-50 Pipe PI.Sx.120 A53-B-42 (50 ksi) (42 ksi) T3 269-240' Pipe ROHN 2.5 EH A572-50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) T4240'-220' Pipe ROHN 2.5 EH A572-50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) T5220'-200' Pipe ROHN 2.5 EH A572-50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) T6200'-180' Pipe ROHN 2.5 EH A572-50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) T7180'-160' Pipe ROHN 2.5 EH A572-50 Pipe P1.Sx.058 A53-B-42 (50 ksi) (42 ksi) T8 160'-140' Pipe Rohn 3 EHH A572-50 Pipe P1.5x.120 A53-B-42 (50 ksi) (42 ksi) T9 140'-120' Pipe ROHN 3 EH A572-50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) TIO 120'-100' Pipe ROHN 3 EH A572-50 Pipe PI.Sx.058 A53-B-42 (50 ksi) (42 ksi) T11 100'-80' Pipe ROHN 3 EH A572-50 Pipe Pl.5x.120 A53-B-42 (50 ksi) (42 ksi) T12 80'-60' Pipe Rohn 3 EHH A572-SO Pipe P1.5x.120 A53-B-42 (50 ksi) (42 ksi) T13 60'-40' Pipe ROHN 3 EH A572.50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) T1440'-20' Pipe ROHN3EH A572-50 Pipe P1.5x.058 A53-B-42 (50 ksi) (42 ksi) WxT'pwer Job Page FL10049-A-03 -Midway Road 5 of 52 FDHVelocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Sim Grade Type Size Grade ft T1520'-S Pipe ROHN3 EH A572-50 Pipe P1.5x.120 A53-B-42 (50 ksi) (42 ksi) T165'-0' Pipe ROHN3 EH A572-50 Pipe A53-B42 (50 ksi) (42 ksi) Tower Section Geometry (contid) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Gin Bottom Girt Elevation n Type Size Grade Type Size Grade T1300'-280' Pipe P1.5x.058 A53-13-42 Pipe P1.5x.058 A53-13-42 (42 ksi) (42 ksi) T2280'-260' Pipe P1.5x.120 A53-B-42 Pipe P1.5x.120 A53-B-42 (42 ksi) (42 ksi) 73 260'-240' Pipe P1.5K058 A53-B-42 Pipe P1.5x.058 A53-B-42 (42 ksi) (42 ksi) T4240'-220' Pipe PI.5x.058 A53-B-42 Pipe P1.5x.058 A53-B-42 (42 ksi) (42 ksi) TS 229-209 Pipe PI.5x.058 A53-13-42 Pipe P1.5x.058 A53-B-42 (42 ksi) (42 ksi) T6200'-180' Pipe P1.5x.058 A53-B-42 Pipe Pl.5x.058 A53-B-42 (42 ksi) (42 ksi) T7180'-160' Pipe P1.5x.058 A53-13-42 Pipe P1.5x.058 A53-B-42 (42 ksi) (42 ksi) T8160'-140' Pipe PI.5x.120 A53-13-42 Pipe PI.Sx.120 A53-13-42 (42 ksi) (42 ksi) T9149-120' Pipe Pl.5x.058 A53-B-42 Pipe PI.5x.058 A53-13-42 (42 ksi) (42 ksi) T10120'-100' Pipe P1.Sx.058 A53-13-42 Pipe P1.5x.058 A53-13-42 (42 ksi) (42 ksi) Tll 100'-80' Pipe P1.5x.120 A53-B-42 Pipe PI.Sx.120 A53-B-42 (42 ksi) (42 ksi) T1289-60' Pipe P1.5tc120 A53-B-42 Pipe PI.5x.120 A53-13-42 (42 ksi) (42 ksi) T1369-40' Pipe P1.5x.058 A53-B-42 Pipe P1.5x.058 A53-B-42 (42 ksi) (42 ksi) T1440'-20' Pipe P1.5x.058 A53-B42 Pipe P1.Sx.058 A53-13-42 (42 ksi) (42 ksi) T1520'-T Pipe P1.5x120 A53-B-42 Pipe Pl Sx.120 A53-B-42 Tower Section Geometry (contid Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid fJ Gins T5 220'-200' None Flat Bar A36 Equal Angle L2x2xl/4 A36 (36 ksi) (36 ksi) T6 209-I89 None Flat Bar A36 Equal Angle L2x2xl/4 A36 (36 ksi) (36 ksi) tnxTower Job Page FL10049-A-03 -Midway Road 6 of 52 FDH Velocitel Project Date 222S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFling FAX, Tower No. Mid Girt Mid Girt Md Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid Jt Girts T10120'-100' None Flat Bar A36 Equal Angle L2x2xl/4 A36 (36 ksi) (36 ksi) TI1100'-80' None Flat Bar A36 Equal Angle L2x2xl/4 A36 (36 ksi) (36 ksi) T165'-0' None Flat Bar A36 Fqual Angle L3x3xl/4 A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust WeightMult. Double Angle Double Angle Double Angle Elevation Area Thickness AI Factor Stitch Bolt Stitch Boll Stitch Bolt (perforce) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft jF in in in in T1300'-280' 0.00 0.117 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T2 289-260' 0.00 0.169 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T3 260'-240' 0.00 0.117 A36 1 1 1 36.000 36,000 36.000 (36 ksi) T4 240'-220' 0.00 0.117 A36 1 1 1 36.000 36.000 36,000 (36 ksi) T5220'-200' 0.00 0,117 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T6200'-180' 0.00 0.117 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T7180'-160' 0.00 0.117 A36 1 I 1 36.000 36.000 36.000 (36 ksi) T8169-140' 0.00 0.375 A36 1 I 1 36.000 36.000 36.000 (36 ksi) T9140'-120' 0.00 0.117 A36 I 1 1 36.000 36.000 36.000 (36 ksi) T10 120'-100' 0.00 0.117 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T11100'-80' 0.00 0.375 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T12 80'-60' 0.00 0.375 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T1360'-40' 0.00 0.117 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T1440'-20' 0.00 0.117 A36 1 1 1 36,000 36.000 36,000 (36 ksi) T15 20'-5' 0.00 0.375 A36 1 1 1 36.000 36.000 36.000 (36 ksi) T165'-0' 0.00 0.000 A36 1 1 1 36.000 36.000 36.000 (36 ksi) Tower Section Geometry (cont'd) K Factor WxTower Job Page FL10049-A-03 -Midway Road 7 of 52 FDHVelocitel Project Date 222 S. CentralAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Tower Calc Calc Legs X K Single Girls Hortz. Sec. Inner Elevation K K Brace Brace Diags Hartz. Brace Single Solid Diags Diags Angles Rounds X X X X X X K _ ft Y Y Y Y Y Y Y T1300'-280' No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 280'-260' No No 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 T3 260'-240' No No 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 T4 240'-229 No No 1 1 1 1 1 1 1 1 1 I I 1 1 I 1 T5 220'-200' No No 1 1 I 1 1 1 1 1 1 1 I ] 1 I 1 T6 209-180' No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7189-160' No No 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 T8160'-140' No No 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 T9140'-120' No No I 1 1 1 1 1 1 1 1 1 1 1 1 1 I T10129-100' No No 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 T11109-80' No No 1 1 1 1 1 1 l 1 1 1 l 1 1 1 1 T12 89-69 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 T1360'40' No No 1 I 1 1 1 I 1 1 I 1 1 1 1 1 1 T1440'-20' No No 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 T1520'-5' No No 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 T165'-0' No No I 1 1 1 I 1 I I 1 1 1 1 I 1 1 'Note: Kfactors are applied to member segment lengths K-braces without inner supporting members will have the Kfactor in the outofplane direction applied to the overall length Tower Section Geometry (conYd) Tower Elevation 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 Tl 30V-280' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 289-260' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 73 260'-240' 0.000 1 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 240'-220' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 229-200' 0.000 1 0.000 1 0,000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6 209.180' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0,000 0.75 T7 189-160' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 160'-140' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 19140'-12U 0.000 l 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10120'-100' 0.000 1 0.000 1 0.0D0 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T11 IW-89 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 WxTower Job Page FL10049-A-03 -Midway Road 8 of 52 FDH Velocitel Project Date 112 S. Central eve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Tower Elevation f Leg Diagonal Top Girf Bottom Girl Afid Girt Long Horizontal Short Horizontal Net Width U Met 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 T12 80'-60' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T1360'-40' 0.000 I 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T1440'-20' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T1520'-5' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T165'-0' 0.000 1 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Section Geometry conYd Tower Elevation J7 Leg Connection Type Leg Boll 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. Bolt Size No. in in in in in in in T1300'-289 Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0,625 0 A325X A325X A325X A325X A325N A325N A325N T2280'-260' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T3 260'-240' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T4 249-229 Flange 0.750 4 0.500 1 0.500 1 0.500 I 0.625 0 0.675 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T5 220'-200' Flange 0.750 4 0.500 I 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T6 200'-180' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T7180'-160' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T8160'-140' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T9140'-120' Flange 0.750 4 0.500 1 0.500 1 0.000 0 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T10120'-100' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N Tl1 100'-80' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T12 80'-60' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T13 60'-40' Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N T1449-20' Flange 0.750 4 0.500 1 0.500 1 0.500 I 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N TI520'-S Flange 0.750 4 0.500 1 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N TI65'-0' Flange 0.750 0 0.500 0 0.500 1 0.500 1 0.625 0 0.625 0 0.625 0 A325X A325X A325X A325X A325N A325N A325N Guy Data WxTower Job Page FL10049-A-03 -Midway Road 9 of 52 FDE Velocitel Project Date 222S. CentrarAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFlin 9 FAX.' Guy Guy Guy Initial % Guy Guy L. Anchor Anchor Anchor End Elevation Grade Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency K ksi pry, F .l7 0n % 282.523 EHS A 7/8 7.97 10% 19000 1.581 30710-7/16" 125' 0.0000 0' 100% B 7/8 7.97 10% 19000 1.581 30710-7/16" 125' 0,0000 0' 100% C 7/8 7.97 10% 19000 1.581 307'10-7/16" 125' 0.0000 0' 100% 222.523 EHS A 718 9.56 12% 19000 1.581 253'11-7/8" 125' 0.0000 0' 100% B 7/8 9.56 12% 19000 1.581 253'11-7/8" 125, 0.0000 0' 100% C 7/8 9.56 12% 19000 1.581 253'11-7/8" 125, 0.0000 0' 100% 142.523 EHS A 3/4 4.08 7% 19000 1.155 1882-9/32" 125' 0.0000 0' 100% B 3/4 4.08 7% 19000 1.155 188'2-9/32" 125' 0.0000 0' 100% C 3/4 4.08 7% 19000 1.155 1882-9/32" 125' 0.0000 0' 100°% 80.1146 EHS A 5/8 5.09 12% 21000 OS13 146'7-29/32" 125' 0.0000 9 100% B 5/8 5.09 12% 21000 0.813 146'7-29/32" 125' 0.0000 0' 100% C 5/8 5.09 12% 21000 0.813 146'7-29/32" 125' 0.0000 0' 100% Guy Data(cont'd) Guy Mount Torque Arm Torque -Arm Torque -Arm Torque Ann Torque Arm Torque -Arm Size Elevation Type Spread Leg Angle Style Grade Type n 222.523 Comer 142.523 Torque Arm 610-3/32" 0.0000 Channel A36 Channel C1503.9 (36 ksi) 80.1146 Comer Guy Data (cont'd) Guy Diagonal Diagonal Upper Diagonal Lower Diagonal Is Pull -Off Pull -Of Type PUB-Ojjske Elevation Grade Type Site Site Strap. Grade n 282'6-1/4" A572-50 Solid Round Yes A36 Double Angle 2L2x2xl/4 (50 ksi) (36 ksi) 222'6-1/4" A572-50 Solid Round Yes A36 Double Angle 2L2x2xl/4 (50 ksi) (36 ksi) 142'6-1/4" A572-50 Solid Round A36 Flat Bar (50 ksi) (36 ksi) 80'1-5/16" A572-50 Solid Round Yes A36 Double Angle 2L2x2xl/4 (50 ksi) (36 ksi) Guy Data (cont'd) Guy Cable Cable Cable Cable Tower Tower Tower Tmver Elevation Weight Weight Weight Weight Intercept Intercept Intercept Intercept A B C D A B C D jt K K K K jt ft jt jt 282.523 0.49 0.49 0.49 9'1-13/16" 9'1-13/16" 9'1.13/16" InxTvwer Job Page10 F1-10049-A-03 - Midway Road of 52 FDH Velocitei Project Date 2213. Central Are., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Guy Cable Cable Cable Cable Tower Tower Tower Tower Elevation Weight Weight Weight Weight Intercept Intercept Intercept Intercept A B C D A B C D J7 K K K K Jt n ft n 5.2 sec/pulse 52 see/pulse 5.2 sec/pulse 222.523 0.40 0.40 0.40 57-7/8" 5'2-7/8" 5'2-7/8" 4.0 sec/pulse 4.0 see/pulse 4.0 secipulse 142,523 0.22 0.22 0.22 4'11-1/32" 4'11-1/32" 4'11-1/32" 3.8 sec/pulse 3.8 sec/pulse 3.8 w6pulse 80.1146 0.12 0.12 0.12 1'8-17/32" 1'8-17/32" 1'8-17/32" 2.3 sec/pulse 2.3 sec/pulse 2.3 sec/pulse Guy Data contd) Torque Arm Pull Off Diagonal Guy Calc Cale K. Kr K. Kr K Kr Elevation K K Jl Single Solid Angles Rounds 282.523 No No 0.7 0.7 1 1 222.523 No No 0.7 0.7 1 1 142.523 No No 1 1 0.7 0.7 1 1 80.1146 No No 0.7 0.7 1 1 Guy Data (contid) To ue-Arm Pull Off Diagonal Guy Bolt 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 n in in 292.523 0.625 0 0.000 0.75 0.625 0 0.000 0.75 0.625 0 0.000 0.75 A325N A325N A325N 222.523 0,625 0 0.000 0.75 0.625 0 0,000 0.75 0.625 0 0.000 0.75 A325N A325N A325N 142.523 0.000 0 0.000 1 0.625 0 0.000 0.75 0.625 0 0.000 0.75 A325N A325N A325N 80.1146 0.625 0 0.000 0.75 0.625 0 0.000 0.75 0.625 0 0.000 0.75 A325N A325N A325N Guy Pressures Guy Guy z q= q" Ice Elevation Location Ice 7hiclatess _ jt jt psj psj in 282.523 A 141'3-1/8" 37 B 141'3-1/8" 37 C 1411-1/8" 37 222.523 A 111'3-1/8" 35 B 1111-1/8" 35 C 11M-1/8" 35 142.523 A 71'3-1/8" 30 B 71'3-1/8" 30 C 711-1/8" 30 tnxTower Job Page FL10049-A-03 -Midway Road 11 of 52 FDH Velocite[ Project Date 222S. CentralAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed 6y Phone: 3�73.4000 SBA Network Services, Inc. DFling G9' Guy s 9� 9, ice Elevation Location ice Thiclotess ft it Psf Psf in 80.1146 A 40'23/32" 26 B 40'23/32" 26 C 40'23/32" 26 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral At # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Le¢ R in /Frac FWl Row in in in Dif rrr rrr 1-1/4" C No Ar (CaAa) 254'6"-10, 0.000 -0.25 1 1 1.550 1.550 0.66 1 5/8 C No Ar (CaAa) 254'6" - 10' 0.000 -0.15 6 2 0.500 1.980 1.04 1 5/8 rr« C No Ar (CaAa) 254'6" - 10' -2.500 -0.15 6 4 0,500 1.980 1.04 «rr rrr rrr 1518 a« A No Ar(CaAa) 140'-1& -3.000 -0.15 18 9 0.500 1.980 1.04 1 12 A No Ar (CaAa) 149'6" - 19 0.000 0.4 3 2 0.500 1.550 0.66 LDF5-50A A No Ar (CaAa) 149'6" - 10' 1.750 0.42 1 1 0.500 1.090 0.33 (7/8 FOAM) nr 1 12 B No Ar (CaAa) 98' - 19 1.750 -0.175 1 1 0,500 1.550 0.66 rrr 7/8 B No Ar (CaAa) 231'6" - 10' 0.000 -0.125 5 5 0.500 1.110 0.54 7/8 B No Ar (CaAa) 233' - 231'6" 0.000 -0.125 4 4 0.500 1.110 0.54 718 B No Ar (CaAa) 259' - 233' 0.000 -0.125 3 3 0.500 1.110 0.54 718 B No Ar (CaAa) 300' - 259' 0.000 -0.125 2 2 0.500 1.110 0.54 Feedline B No Af(CaAa) 300'-10' 0.000 -0.125 1 1 1.500 1.500 4.20 Ladder(Af) 1.5" Feed Line/Linear Appurtenances Section Areas Tower Tmver Face AR AF CAA,t C,atq Weight Section Elevation In Face Out Face ft It' ft' ft' ft2 I; T1 309-280' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 9.440 0.000 0.11 C 0.000 0.000 0.000 0.000 0.00 T2 289-260' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 9.440 0.000 0.11 C 0.000 0.000 0.000 0.000 0.00 T3 260'-240' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 11.549 0.000 0.12 C 0.000 0.000 36.700 0.000 0.19 T4 240'-220' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 14.271 0.000 0.13 C 0.000 0.000 50.620 0.000 0.26 T5 220'-200' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 16.100 0.000 0.14 tnxTower b JoFL10049-A-03 - Midway Road Page12 of 52 FDH Velocitel 2225. Central Ave., Suite 1110 Project 16BGOT1400 Date 16:17:30 04/20/16 Client Designed by St. Louis, MO 63105 Phone. 314.773.4000 FAX.., SBA Network Services, Inc. DFling Tower Tower Face AR Ar CAAA CAAA Weight Section Elevation In Face Out Face n ri r2 f12 ft2 K T6 200'-180' A 0.000 0.000 0.000 0,000 0.00 B 0.000 0.000 16.100 0.000 0.14 C 0.000 0.000 50.620 0.000 0.26 77 189-160' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 16.100 0.000 0.14 C 0.000 0.000 50.620 0.000 0.26 T8 160'-140' A 0.000 0.000 5.453 0.000 0.02 B 0,000 0.000 16.100 0.000 0.14 C 0.000 0.000 50.620 0.000 0.26 T9 140'-120' A 0.000 0.000 82.760 0.000 0.42 ' B 0.000 0.000 16.100 0.000 0.14 C 0.000 0.000 50.620 0.000 0.26 TIO 120'-100' A 0,000 0.000 82.760 0.000 0.42 B 0.000 0.000 16,100 0.000 0.14 C 0.000 0.000 50.620 0.000 0.26 Tll 100'-80' A 0.000 0.000 82.760 0.000 0.42 B 0.000 0.000 18.890 0.000 0.15 C 0.000 0.000 50.620 0.000 0.26 T12 80'-60' A 0.000 0.000 92.760 0.000 0.42 B 0.000 0.000 19.200 0.000 0.15 C 0.000 0.000 50.620 0.000 0.26 T13 60'-40' A 0,000 0.000 82,760 0.000 0.42 B 0.000 0.000 19.200 0.000 0.15 C 0.000 0.000 50.620 0.000 0.26 T14 40'-20' A 0.000 0.000 82.760 0.000 0.42 B 0.000 0.000 19.200 0.000 0.15 C 0.000 0.000 50.620 0.000 0.26 T15 20'-5' A 0.000 0.000 41.380 0.000 0.21 B 0,000 0.000 9.600 0.000 0.08 C 0.000 0.000 25.310 0.000 0.13 T16 5'-0' 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 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CPz CPX CPz Ice Ice JJ in in in in T1 300'-280' 0.594 -0.769 0.806 -1.042 T2 280'-260' 0.715 -0.925 0.969 -1.253 T3 269-240' 1.143 1.035 1.247 0.903 T4 240'-220' 1.234 1.208 1.317 1.101 T5 220'-200' 1.264 1.137 1.347 1.031 T6 200'-180' 1.264 1.137 1.347 1.031 T7 189-160' 1.261 1.134 1.343 1.028 T8 160'-140' 1.100 0.724 1.175 0.627 T9 140'-120' -0.353 0.298 -0.308 0.240 T10 120'-100' -0.354 0.298 -0.309 0.240 TI1 100'-80' -0.307 0.232 -0.262 0.175 T12 80'-60' -0.312 0.233 -0.266 0.174 T13 W40' -0.312 0.233 -0.266 0.174 T14 40'-20' -0.312 0.233 -0.266 0.174 T15 20'-5' -0.292 0.218 -0.249 0.162 T16 5'-0' 0.000 0.000 0.000 0.000 tnxTower Job Page FL10049-A-03 -Midway Road 13 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling S hielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice 14 Ice TI 30 7/8 280.00- 0.6000 0.6000 300.00 Tl 31 Feedline Ladder (Af) 1.5" 280.00- 0.6000 0.6000 300.00 T2 30 718 260.00- 0.6000 0.6000 280.00 72 31 Feedline Ladder (Af) 1.5" 260.00- 0.6000 0.6000 280.00 T3 8 1-1/4" 240.00- 0.6000 0.6000 254.50 T3 9 1 518 240.00- 0.6000 0.6000 254.50 T3 10 15/8 240.00- 0.6000 0.6000 254.50 T3 29 7/8 240.00- 0.6000 0.6000 259.00 T3 30 718 259.00 - 0.6000 0.6000 260.00 T3 31 Feedline Ladder (At) 1.5" 240.00- 0.6000 0.6000 260.00 T4 8 1-1/4" 220.00- 0.6000 0.6000 240.00 T4 9 1 518 220.00- 0.6000 0.6000 240.00 T4 10 15/8 220.00 - 0.6000 0.6000 240.00 T4 26 7/8 220.00- 0.6000 0.6000 231.50 T4 27 718 231.50 - 0.6000 0.6000 233.00 T4 29 7/8 233.00 - 0.6000 0.6000 240.00 T4 31 Feedline Ladder (Af) 1.5" 220.00- 0.6000 0.6000 240.00 T5 8 1.1/4" 200.00- 0.6000 0.6000 220.00 T5 9 1 518 200.00- 0.6000 0.6000 220.00 T5 10 15/8 200.00- 0.6000 0.6000 220.00 T5 26 7/8 200.00- 0.6000 0.6000 220.00 T5 31 Feedline Ladder (Af) 1.5' 200.00- 0.6000 0.6000 220.00 T6 8 1-1/4" 180.00 - 0.6000 0.6000 200.00 T6 9 1 518 180.00 - 0.6000 0.6000 200.00 T6 10 15/8 180.00 - 0.6000 0.6010 200.00 16 26 718 180.00 - 0.6000 0.6000 200.00 16 31 Feedline Ladder (Al) 1.5" 180.00 - 0.6000 0.6000 200.00 T7 8 1-1/4" 160.00- 0.6000 0.6000 inxTower Job Page FL10O49-A-03 -Midway Road 14 of 52 FDH Velocitel Project Date 222 S Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice & Ice 180.00 T7 9 15/8 160.00- 0.6000 0.6000 180.00 T7 10 15/8 160.00- 0.6000 0.6000 180.00 T7 26 7/8 160.00- 0.6000 0.6000 180.00 T7 31 Feedline Ladder (Af) 1.5" 160.00- 0.6000 0.6000 180.00 T8 8 1-1/4" 140.00- 0.6000 0.6000 160.00 T8 9 15/8 140.00- 0.6000 0.6000 160.00 T8 10 15/8 140.00- 0.6000 0.6000 160.00 T8 21 11/2 140.00- 0.6000 0.6000 149.50 T8 22 LDF5-50A (7/8 FOAM) 140.00- 0.6000 0.6000 149.50 T8 26 7/8 140.00 - 0.6000 0.6000 160.00 T8 31 Feedline Ladder (Af) 1.5" 140.00- 0.6000 0.6000 160.00 T9 8 1-1/4" 120.00- 0.6000 0.6000 140.00 T9 9 15/8 120.00- 0.6000 0.6000 140.00 T9 10 15/8 120.00- 0.6000 0.6000 140.00 T9 18 15/8 120.00- 0,6000 0.6000 140.00 T9 21 11/2 120.00- 0.6000 0.6000 140.00 T9 22 LDF5-50A (7/8 FOAM) 120.00- 0.6000 0.6000 140.00 T9 26 7/8 120.00- 0.6000 0.6000 140.00 T9 31 Feedline Ladder (Af) 1.5" 120.00- 0.6000 0.6000 140.00 TIO 8 I-IW' 100.00- 0.6000 0.6000 120.00 TIO 9 15/8 100.00- 0,6000 0.6000 120.00 TIO 10 15/8 100.00- 0.6000 0,6000 120.00 TIO 18 1518 100.00- 0.6000 0.6000 120.00 TIO 21 1 1/2 100.00- 0.6000 0.6000 120.00 TIO 22 LDF5-50A (7/8 FOAM) 100.00- 0.6000 0.6000 120.00 TIO 26 7/8 100.00- 0.6000 0.6000 120.00 T10 31 Feedline Ladder (Af) 1.5" 100.00- 0.6000 0.6000 120.00 Tl I 8 1-1/4" 80.00 - 100.00 0.6000 0.6000 Tl1 9 15111 80.00. 100.00 0.6000 0.6000 Tll 10 15/880.00-100.00 0.6000 0.6000 TI l 18 1 5/21 810.00- 100.00 0.6000 0.6000 Tl1 21 11/ 80.00. 100.00 0.6000 0.6000 T11 22 LDF5-50A (719 FOAM) 90.00 - 100.00 0.6000 0.6000 Tl I 24 1 IR 80.00 - 98.00 0.6000 0.6000 tnxTower Job Page FL10049-A-03 -Midway Road 15 of 52 FDH Velocilel Project Date 222S Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Loris, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Tower Section Feed Line Record No. Description Feed Line Segment Eley. K. No Ice Ito Ice TI 1 26 7/8 80.00 - 100.00 0.6000 0.6000 TI 1 31 Feedline Ladder (At)1.5" 80.00 - 100.00 0.6000 0.6000 T12 8 1-1/4" 60.00. 80.00 0.6000 0.6000 T12 9 1 518 60.00. 80.00 0.6000 0.6000 T12 10 15/8 60.00 - 80.00 0.6000 0.6000 T12 18 15/8 60.00 - 80.00 0.6000 0.6000 T12 21 1 12 60.00 - 80.00 0.6000 0.6000 T12 22 LDF5-50A (7/8 FOAM) 60.00 - 80.00 0.6000 0.6000 T12 24 1 12 60.00 - 80.00 0.6000 0.6000 T12 26 7/8 60.00 - 80.00 0.6000 0.6000 T12 31 Feedline Ladder (Al) 1.5" 60.00 - 80.00 0.6000 0.6000 T13 8 1-1/4" 40.00-60.00 0.6000 0.6(00 T13 9 15/8 40.00 - 60.00 0.6000 0.6000 T13 10 15/8 40.00 - 60.00 0.6000 0.6000 T13 18 15/8 40.00 - 60.00 0.6000 0.6000 T13 21 1 12 40.00 - 60.00 0.6000 0.6000 T13 22 LDF5-50A (7/8 FOAM) 40.00 - 60.00 0.6000 0.6000 T13 24 1 12 40.00 - 60.00 0.6000 0.6000 T13 26 718 40.00 - 60.00 0.6000 0.6001) T13 31 Feedline Ladder (At) 1.5" 40.00 - 60.00 0.6000 0.6000 T14 8 1-1/4" 20.00-40.00 0.6000 0.6000 T14 9 15/8 20.00-40.00 0,6000 0.6000 T14 10 1 518 20.00 - 40.00 0,6000 0.6000 T14 18 1 518 20.00 - 40.00 0.6000 0.6000 T14 21 1 12 20.00 - 40.00 0.6000 0.6000 T14 22 LDF5-50A (7/8 FOAM) 20.00 - 40.00 0.6000 0.6000 T14 24 1112 20.00 - 40.00 0.6000 0.6000 T14 26 7/8 20.00 - 40.00 0.6000 0.6000 T14 31 Feedline Ladder (Al) 1.5" 20.00-40.00 0.6000 0.6000 T15 8 1-1/4" 10.00-20.00 0.6000 0.6000 T15 9 1518 10.00-20,00 0.6000 0.6000 T15 10 15/8 10.00 - 20.00 0.6000 0.6000 T15 18 15/8 10.00 - 20.00 0.6000 0.6000 T15 21 1 12 10.00.20.00 0.6000 0.6000 T15 22 LDF5-50A (7/8 FOAM) 10.00 - 20.00 0.6000 0.6000 T15 24 1 12 10.00 - 20.00 0.6000 0.6000 T15 26 7/8 10.00-20.00 0.6000 0.6000 T151 311 Feedline Ladder A 1.5"1 10.00 - 20.001 0.600DI 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CA4 CAA,t Weight or Type Horz Adjustment From Side Leg lateral Vert f1 F l>_ Fr K f1 n Flash Beacon Lighting A From Leg 0.00 0.0000 3W No Ice 2.70 2.70 0.05 Y 0' u• 16It omni A From Leg 0.00 0.0000 3W No Ice 4.80 4.80 0.02 0' 8- tnxTower Job Page FL10049-A-03 -Midway Road 16 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT14OO 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFling FAX., Description Face Offset Offsets: Azimuth Placement CAAA CAAA {Veighi or Type lion Adjustment Front Side Leg Lateral Vert n n ft, fra r 16 It omni A From Leg 0.00 0.0000 300' No Ice 4.80 4.80 0.02 0' 8' 5' Standoff A From Leg 0.00 0.0000 300' No Ice 0.98 2.60 0.05 0' 0' 5' Standoff B From Leg 0.00 0.0000 309 No Ice 0.98 2.60 0.05 0' 0' ara HX9-45070 A From Leg 0.00 0.0000 259' No Ice 5.00 5.00 0.08 0' 10' TMA (24"x24"x7) A From Leg 0.00 0.0000 259' No Ice 4.80 1.45 0.02 0' 0' (3) 5' Standoffs C None 0.0000 259' No Ice 4.02 4A2 0.14 raa ATMAA1412D-1A20 A From Leg 3.00 0.0000 2566' No Ice 1.00 0.41 0.01 0' -61 ATMAA1412D-1A20 B From Leg 3.00 0.0000 2566" No ice 1.00 0.41 0.01 0' -6" ATMAA1412D-1A20 C From Leg 3.00 0.0000 256'6" No Ice 1.00 0.41 0.01 0' -61 (2) CMA-BDHH/6520/EO-8 A From Leg 3.00 0.0000 256'6" No Ice 9.44 5.25 0.09 w/ Mount Pipe 0' -6" (2) CMA-BDHH/6520/EO-8 B From Leg 3.00 0.0000 256'6" No Ice 9.44 5.25 0.09 w/ Mount Pipe 0' -6" (2) CMA-BDIRV6520/EO-8 C From Leg 3.00 0.0000 2566' No Ice 9.44 5.25 0.09 w/ Mount Pipe 0' -6" DBXNH-6565A-A2M w/ A From Leg 3.00 0.0000 2566" No Ice 5.62 4.77 0.05 Mount Pipe 0' -6" DBXNH-6565A-A2M w/ B From Leg 3.00 0.0000 2566" No ice 5.62 4.77 0.05 Mount Pipe 0' -6. DBXNH-6565A-A2M w/ C From Leg 3.00 0.0000 2566" No Ice 5.62 4.77 0.05 Mount Pipe 0' -6" FXFB A From Leg 3.00 0.0000 2566" No Ice 3.30 0.98 0.06 0' -6" FXFB B From Leg 3.00 0.0000 2566' No Ice 3.30 0.98 0.06 0' -6" FRIG A From Leg 3.00 0.0000 256'6" No Ice 2.39 0.97 0.06 0' -6- FRIG B From Leg 3.00 0.0000 256'6" No Ice 2.39 0.97 0.06 0' -6" tnxx7 ower Job Page FL10049-A-03 -Midway Road 17 of 52 FDH Velocite[ Project Date 222S. CentrolAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Description Face Offset Offsets: Azimuth Placement CAAA C'AAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert n n fr n' K n FRIG C From Leg n 3.00 0.0000 2566" No Ice 2.39 0.97 0.06 0' -6" ASU9338TYPOI C From Leg 3.00 0.0000 256'6" No Ice 3.20 1.03 0.02 0' -6" PM 601-3 C None 0.0000 2566" No Ice 4.39 4.39 0.20 (3) IY T-Frames C None 0.0000 254'6" No Ice 34.86 34.86 1.73 rH 19.5' Omni A From Leg 3.00 0.0000 231'6" No Ice 4.92 4.92 0.04 0' 9,9„ 5' Standoff A From Leg 0.00 0.0000 231'6" No Ice 0.98 2.60 0.05 0' 0' »r rrr 10' Dipole C From Leg 0.00 0.0000 233' No Ice 2.75 2.75 0.02 0' 5' 5' Standoff C From Leg 0.00 0.0000 233' No Ice 0.94 1.41 0.03 0' U rrr ra (3) 10' T-Frames C None 0.0000 149'6" No lee 29.61 29.61 1.30 rq I V Camera C From Leg 0.00 0.0000 98, No Ice 1.40 0.35 0.02 0' 0' rrr APXVERRI8-C w/ Mount A From Leg 3.00 0.0000 151' No Ice 8.14 6.83 0.08 Pipe 0' 0' APXVERR18-C w/ Mount B From Leg 3.00 0.0000 15F No Ice 8.14 6.83 0.08 Pipe 0' 0' APXVERRI8-C w/ Mount C From Leg 3.00 0.0000 151, No Ice 8.14 6.83 0.08 Pipe 0' 0' TM65AP-1XR w/ Mount A From Leg 3.00 0.0000 151, No Ice 7.19 5.01 0.07 Pipe U 0' YM65AP-1XR w/ Mount B From Leg 3.00 0.0000 151, No Ice 7.19 5.01 0.07 Pipe 0' 0' =65AP-IXR w/ Mount C From Leg 3.00 0.0000 151' No Ice 7.19 5.01 0.07 Pipe 0' 0' (4) RRU 11 (17NI7.8"x9.2") A From Leg 3.00 0.0000 151' No Ice 2.52 1.30 0.05 0' U (4) RRU 11 (17"x17.8"x9.2") B From Leg 3.00 0.0000 151' No Ice 2.52 1.30 0.05 0' 0' (4) RRU 11 (17"x17.8"x9.2") C From Leg 3.00 0.0000 151, No Ice 2.52 1.30 0.05 0' Job Page tnxTower FU 0049-A-03 - Midway Road 18 of 52 Prolect Date FDH Velocitel 16BGOT1400 16:17:30 04/20/16 222 S. Central Ave., Suite 1110 Client Designed by St. Louis, MO 63105 Phone: 314.773.4000 SBA Network Services, Inc. DFIing FAX.' Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft n n Azimuth Adjustment Placement ft CAAA Front f> CAAA Side lr Weight K FZt-U-RRH A From Leg U 3.00 0.0000 151, No Ice 1.26 1.01 0.06 0' FZHJ-RRH B From Leg 0' 3.00 0.0000 151, No Ice 1.26 1.01 0.06 0' FZHJ-RRH C From Leg 0' 3.00 0.0000 151, No Ice 1.26 1.01 0.06 0' (2) 800MHR z ESMFilter A From Leg 0' 3.00 0.0000 151, No Ice 0.42 0.41 0.01 0' (2) 800MHz ESMR Filter B From Leg 0' 3..00 0.0000 151, No Ice 0.42 0.41 0.01 (2) 800MFIz ESMR Filter C From Leg 0' 3..00 0.0000 151, No Ice 0.42 0.41 0.01 0. (3) ACU-A20-N RET A From Leg 0' 3..00 0.0000 151, No Ice 0.07 0.12 0.00 0. (3) ACU-A20-N RET B From Leg 0' 3..00 0.0000 151, No Ice 0.07 0.12 0.00 (3) ACU-A20-N RET C From Leg 0' 3.00 0.0000 151, No Ice 0.07 0.12 0.00 0 (2) IBC1900HG-1 A From Leg 0' 3.00 0.0000 151, No Ice 1.18 0.40 0.02 0' (2) IBC 1900HG-1 B From Leg 0' 3.00 0.0000 151, No Ice 1.18 0.40 0.02 0' (2) IBC1900HG-1 C From Leg 0' 3.00 0.0000 151, No Ice 1.18 0.40 0.02 0' A2 Module A From Leg 0' 3.00 0.0000 151' No Ice 1.60 0.46 0.02 0' A2 Module B From Leg 0' 3.00 0.0000 151, No Ice 1.60 0.46 0.02 0' A2 Module C From Leg 0' 3.00 0.0000 151' No Ice 1.60 0.46 0.02 0' 0' rr• raa (2) X7CAP-665-42 w/ Mount A From Leg 4.00 0.0000 140' No Ice 8.64 7.00 0.06 Pipe 0' 0' (2) X7CAP-665-42 w/ Mount B From Leg 4.00 0.0000 140' No Ice 8.64 7.00 0.06 Pipe 0' (2) X7CAP-665-42 w/ Mount C From Leg 0' 4.00 0.0000 140' No Ice 8.64 7.00 0.06 Pipe 0' 0' WxTower Job Page FL10049-A-03 -Midway Road 19 of 52 FDH Velocitel Project Date 121 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Description Face Offset Offsets: Azimuth Placement CAAA C,vh Weight or Type Hors Adjustment Front Side Leg Lateral Vert n n f1" ft2 K Load Combinations Comb. Description 2 1.2 Dead+1.6 Wind 0 deg - No Ice+1.0 Guy 3 1.2D+1.6W (pattern 1) 0 deg - No Ice+1.0 Guy 4 1.2D+1.6W (pattern 2) 0 deg - No Ice+1.0 Guy 5 1.2D+1.6W (pattern 3) 0 deg -No Ice+1.0 Guy 6 1.2D+1.6W (pattern 4) 0 deg - No Ice+1.0 Guy 7 1.2D+1.6W (pattern 5) 0 deg - No Ice+1.0 Guy 8 1.2 Dead+1.6 Wind 30 deg -No Ice+1.0 Guy 9 1.2D+1.6W (pattern 1) 30 deg - No Ice+1.0 Guy 10 1.2D+1.6W (pattern 2) 30 deg - No Ice+1.0 Guy I I 1.2D+1.6W (pattern 3) 30 deg - No Ice+1.0 Guy 12 1.2D+1.6W (pattern 4) 30 deg - No Ice+1.0 Guy 13 1.2D+1.6W (pattern 5) 30 deg - No Ice+1.0 Guy 14 1.2 Dead+1.6 Wind 60 deg - No Ice+1.0 Guy 15 1.2D+1.6W (pattern 1) 60 deg - No Ice+1.0 Guy 16 1.2D+1.6W (pattern 2) 60 deg - No Ice+1.0 Guy 17 1.2D+1.6W (pattem 3) 60 deg - No Ice+1.0 Guy 18 1.2D+1.6W (pattern 4) 60 deg - No Ice+1.0 Guy 19 1.2D+1.6W (pattern 5) 60 deg - No Ice+1.0 Guy 20 1.2 Dead+1.6 Wind 90 deg - No Ice+1.0 Guy 21 1.2D+1.6W (pattern 1) 90 deg - No Ice+1.0 Guy 22 1.2D+1.6W (pattern 2) 90 deg - No Ice+1.0 Guy 23 1.2D+1.6W (pattern 3) 90 deg - No Ice+1.0 Guy 24 1.2D+1.6W (pattern 4) 90 deg - No Ice+1.0 Guy 25 1.2D+1.6W (pattern 5) 90 deg - No Ice+1.0 Guy 26 1.2 Dead+1.6 Wind 120 deg - No Ice+1.0 Guy 27 1.2D+1.6W (pattern 1) 120 deg - No Ice+1.0 Guy 28 1.2D+1.6W (pattern 2) 120 deg - No Ice+1.0 Guy 29 1.2D+1.6W (pattern 3) 120 deg - No Ice+1.0 Guy 30 1.2D+1,6W (pattern 4) 120 deg- No Ice+1.0 Guy 31 1.2D+1.6W (pattern 5) 120 deg - No Ice+1.0 Guy 32 1.2 Dead+1.6 Wind 150 deg - No Ice+1.0 Guy 33 1.2D+L6W (pattern 1) 150 deg - No Ice+1.0 Guy 34 1.2D+1.6W (pattern 2) 150 deg - No Ice+1.0 Guy 35 1.2D+1.6W (pattern 3) 150 deg - No Ice+1.0 Guy 36 1.2D+1.6W (pattern 4) 150 deg - No Ice+1.0 Guy 37 1.2D+1.6W (pattern 5) 150 deg - No Ice+1.0 Guy 38 1.2 Dead+1.6 Wind 180 deg - No Ice+1.0 Guy 39 1.2D+1.6W (pattern 1) 180 deg -No Ice+1.0 Guy 40 1.2D+1.6W (pattern 2) 180 deg - No Ice+1.0 Guy 41 1.2D+1.6W (pattern 3) 180 deg - No Ice+1.0 Guy 42 1.2D+1.6W (pattern 4) 180 deg -No Ice+1.0 Guy 43 1.2D+1.6W (pattern 5) 180 deg - No Ice+1.0 Guy 44 1.2 Dead+1.6 Wind 210 deg - No Ice+1.0 Guy tnxT ower Job Page FL1OO49-A-03 -Midway Road 20 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT14OO 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Comb. Description No. 45 1.213+1.6W (pattem 1) 210 deg - No Ice+l.0 Guy 46 1.2D+1.6W (pattem 2) 210 deg- No Ice+I.O Guy 47 1.2D+1.6W (pattem 3) 210 deg - No Ice+1.0 Guy 48 1.2D+1.6W (pattem 4) 210 deg- No Ice+l.O Guy 49 12D+1.6W (pattem 5) 2l0 deg - No Ice+I.O Guy 50 1.2 Dead+1.6 Wind 240 deg - No Ice+1.0 Guy 51 1.2D+1.6W (pattem 1) 240 deg - No Ice+l.O Guy 52 1.2D+1.6W (pattem 2) 240 deg - No Ice+1.0 Guy 53 1.2D+1.6W (pattern 3) 240 deg - No Ice+1.0 Guy 54 1.2D+I.6W (pattern 4) 240 deg - No Ice+1.0 Guy 55 1.2D+1.6W (pattern 5) 240 deg - No Ice+1.0 Guy 56 1.2 Dead+1.6 Wind 270 deg -No Ice+1.0 Guy 57 1.2D+1.6W (pattern 1) 270 deg -No Ice+1.0 Guy 58 1.2D+1.6W (pattern 2) 270 deg - No Ice+1.0 Guy 59 1.2D+1.6W (pattern 3) 270 deg - No Ice+1.0 Guy 60 1.2D+1.6W (pattern 4) 270 deg - No Ice+1.0 Guy 61 1.2D+1.6W (pattern 5) 270 deg - No Ice+1.0 Guy 62 1.2 Dead+1.6 Wind 300 deg - No Ice+1.0 Guy 63 1.2D+1.6W (pattern 1) 300 deg - No Ice+1.0 Guy 64 1.2D+1.6W (pattern 2) 300 deg- No Ice+1.0 Guy 65 12D+1.6W (pattern 3) 300 deg- No Ice+1.0 Guy 66 1.2D+I.6W (pattern 4) 300 deg - No Ice+1.0 Guy 67 1.2D+1:6W (pattern 5) 300 deg - No Ice+1.0 Guy 68 1.2 Dead+1.6 Wind 330 deg - No Ice+1.0 Guy 69 1.2D+1.6W (pattern 1) 330 deg - No Ice+1.0 Guy 70 1.2D+1.6W (pattern 2) 330 deg - No Ice+1.0 Guy 71 1.2D+1.6W (pattern 3) 330 deg - No Ice+1.0 Guy 72 1.213+1.6W (pattern 4) 330 deg - No Ice+1.0 Guy 73 1.2D+1.6W (pattern 5) 330 deg - No Ice+1.0 Guy 74 Dead+Wind0 deg - Service+Guy 75 Dead+Wind 30 deg - Service+Guy 76 Dead+Wind 60 deg - Service+Guy 77 Dead+Wind 90 deg - Service+Guy 78 Dead+Wind 120 deg - Service+Guy 79 Dead+Wind 150 deg - Service+Guy 80 Dead+Wind 180 deg - Service+Guy 81 Dead+Wind 210 deg - Service+Guy 82 Dead+Wind 240 deg - Service+Guy 83 Dead+Wind 270 deg - Service+Guy 84 Dead+Wind 300 deg - Service+Guy 85 Dead+Wind 330 deg - Service+Guy Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Asir No. ft Type Load Moment Moment Comb. K kip Jt kip-ft TI 300 - 280 Leg Max Tension 17 11.12 0.02 -0.02 Max. Compression 34 -25.56 -0.05 -0.50 Max. Mx 25 -21.85 -1.05 -0.07 Max. My 7 -10.10 -0.11 0.97 Max. Vy 25 -2.54 -1.05 -0.07 Max. Vx 7 2.49 -0.11 0.97 Diagonal Max Tension 61 2.77 0.00 0.00 Max. Compression 25 -3.51 0.00 0.00 Max. Mx 5 0.41 0.00 0.00 Max. My 29 0.49 0.00 0.00 Max. Vy 5 -0.00 0.00 0.00 Max. Vx 29 -0.00 0.00 0.00 N LO O N m a 0 N O M o C6 0) O C LL m o @ U C T 3 O W V o v 2 ? F rn o O O o Q t0 Z O O Q m J (%) LL U m G m a m a ci o y y b M C 0 3m�c ayso k'yya N N N u o00000000000 �'000400000400 $000Q00000?oo 00000000000 00000000000 0 0 o s o 0 00 � a rn o rn o 0 0 0 0 0 0 0 0$ o 0 0 000 00o m e000000000 000 000g000Q?00000cooc0000000 oo-000^m^rn`°�0000000000000 000000oo°�or o000000000000 00000000Qod00000000000000 �N ogo�pm ..:gpmm9a000 Moo�a`Ngo 00ppOp0 V OmM�.NiON OOmt�f M.Ni OeN �OyOaMcNl �t01 o.O.o000�OrMoQ O�N bV�I ccNamvnb^gom*°°,a5 ov",i.C! p00NN ht�f0 V ONNO O p•-: sgvr.ornea.rm-a.^o.e ern �o �o �o �n .00000000000000000 o.^a m-mv+ �n^ o. rn-�+-rno, o. �n p VI—bN�°N V NNNN<O V V sf ROR rrrrrrrr � NNNNr V �°QNrN�D�N�N`ONNN NN U c c o 0 o w 0 0 ❑ € r € g c � € r € C c C € ,� � � � c'y c'_ c'w c' e zFizF�'G F•G N>.Fm>zF��I 'n .�%�,,v TT%TTX�� TT%y v"vvv vm°: oc v v v� v moc ov m e?vmc a» ca2�»e a» c a» c H�Fu��aQva��ogUv�Uvt�"Euv��U���x�ii� w o F o c a o o° o F o o F fA ° m 0- o F 0.01 ° F W m Rl � Ri F F R1 Ri E"' t3 o r a c 4 U U �" Foa o C7 C7 U �j S O 19 � O F N N z � N �O N m a a N V O r � CO o O1 C a cc c � o O a. C — a � 0 N U_ C U) M O 0 Q m (O � d Z m J LL n m C G ^m m 0. U o c y b O ti s Q d y r N N N �F�0000000rno'��,0000000000000000000Q��o�0000000000S00000000 a�,g 000000000000c000000000000000000^0^000000c000000000000 b of vI�O�NNONrgtl N.O.00M.^. Np MC?ON�OmOpW��hbrp�WN OOrCVl ':O O.m00- VNiWO �/1 VNf ^ON ONNVbfmNNryN1ry000pO00QOOQQ040 hNv NVQN006000000... O O OQOmMtail OM O V P V T.. Nam. rvf 0\ TOr V o\?a.-+ OP V Tr R O N.� T U V Q V Try.-. V D\ V avl Vl Vf Vlh V1 VlN V1N v1N N1 V N'Y Vf bl� h'�N bN bhN NN<bhN�/1N�N�Nbt�l tab N'�N�avf Nan N1� V1N V1N d'C V RC <V V c�>> c a�,>T> v.y vZ m >rg 2 v V F"U U E'U ? � E'�o F�? FU 9 0 -u UUU V F C C rJ m 6 O rJ p 6 O O 0 _ A F° o N ~ o � N N � � F 2 tnxTower Job Page FL10049-A-03 -Midway Road 23 of 52 FDHVelocilel Project Date 122S. CentralAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: FAX 73.4000 SBA Network Services, Inc. DFling Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-jJ kipi Guy B Bottom Tension 69 39.00 Top Tension 69 39.34 Top Cable Vert 69 34.52 Top Cable Norm 69 18.86 Top Cable Tan 69 0.06 Bot Cable Vert 69 -33.77 Bot Cable Norm 69 19.49 Bot Cable Tan 69 0.53 Guy C Bottom Tension 9 39.00 Top Tension 9 39.34 Top Cable Vert 9 34.53 Top Cable Norm 9 18.86 Top Cable Tan 9 0.05 Bot Cable Vert 9 -33.78 Bet Cable Norm 9 19.49 Bot Cable Tan 9 0.53 Top Guy Pull -Off Max Tension 27 10.12 0.00 0.00 Max Compression 1 0.00 0.00 0.00 Max. Mx 54 8.31 0.01 0.00 Max My 29 5.36 0.00 0.00 Max. Vy 54 -0.01 0.00 0.00 Max. Vx 29 -0.00 0.00 0.00 T5 220-200 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 61 -52.57 -0.16 0.22 Max. Mx 60 -33.15 -0.86 -0.09 Max. My 48 -32.87 -022 0.72 Max. Vy 24 -2.62 -0.79 -0.15 Max. Vx 48 -2.12 0.36 -0.58 Diagonal Max Tension 24 4.88 0.00 0.00 Max Compression 60 -5.59 0.00 0.00 Max Mx 5 -2.19 0.00 0.00 Max. My 29 0.36 0.00 0.00 Max. Vy 5 -0.00 0.00 0.00 Max. Vx 29 -0.00 0.00 0.00 Horizontal Max Tension 57 1.01 0.00 0.00 Max. Compression 61 -0.91 0.00 0.00 Max. Mx 54 0.78 -0.01 0.00 Max. My 59 0.83 0.00 0.00 Max. Vy 54 0.01 0.00 0.00 Max. Vx 59 -0.00 0.00 0.00 Top Girt Max Tension 54 1.71 0.00 0.00 Max. Compression 24 -1.25 0.00 0.00 Max. Mx 54 -0.04 0.00 0.00 Max. My 29 -0.30 0.00 -0.00 Max. Vy 54 -0.00 0.00 0.00 Max. Vx 29 0.00 0.00 0.00 Bottom Girt Max Tension 21 0.65 0.00 0.00 Max. Compression 60 -0.26 0.00 0.00 Max. Mx 54 0.31 0.00 0.00 Max. My 29 0.45 0.00 0.00 Max. Vy 54 -0.00 0.00 0.00 Max. Vx 29 -0.00 0.00 0.00 T6 200 - 180 Leg Max Tension l 0.00 0.00 0.00 Max. Compression 5 -56.93 0.23 -0.11 Max. Mx 60 -14.86 -0.55 -0.18 Max. My 37 -26.02 0.20 0.55 Max. Vy 52 -1.37 -0.30 -0.10 Max. Vx 4 -1.54 0.23 -0.21 Diagonal Max Tension 73 2.77 0.00 0.00 Max. Compression 28 1 -3.65 0.00 0.00 Max. Mx 4 2.31 0.00 0.00 N O IN C a 0 N V O f� d ° O 0I a LL Cl C N o O C f0 O NU � V Z g � o O �c `o Q m c 0 Z O Q m J LL 0 m c a c m a t� 0 y b � a C� oci V° c � � y N N N d o0000000000000000000000Nmmr0000000000 0000poo�-mr--0000000000 00000000000000000o4000N?n400000000000g0000�oo�?ao �'?o. '^.-0000000004 `1 z o U o 000poo 000000000000004'R-0000000000000000g00004�n `?� o000000000 O O O O� O O O O G G G O O C O O O O C O Q Q O O O O C G O O O O G G O O O C O O G C O 0 0 yj N N O O O OO O O O O O C G NOOa�tP�l W OO VN1^NOOO�m�$�00��00 W ♦pN�000��p y�jOO�.e .m-i MOpON�O.m-��� V p�00rOh V p O OOOQ0000pO0000...00p000WmeNN N'm,..pOOp00000000000m�e�f t�f '!��/inrmOQQ0000 e rn,�,�mmm000eernv rnmme oov oo-,gym e�nnmmeoo eoo v�-mmmmoworvo Nme mrnN-memeao-+ oN N--ut—�n �ON�nNNNNn�n �n �n 'n N v� nnmNmNN�O-+N—N nN hN'nNe �D—N bnmNmNm"�nN 0 0 0 0 0 0 0 0 0 0 T% C TT % G;;.C+ > c a >> c a2� » c a » c a2 » c a $» c a d> '�amFe .� Fo Fo '� Fc'� �dFo Fom,� .�F'o F e A A 'v a o s m o s A O F e m MxTower Job Page FL1O049-A-03 -Midway Road 25 of 52 FDH Velocitel Project Date 2225. CentralAve., Suite 1110 16BGOT14O0 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFlin g FAX.' Section Elevation Component Condition Gov. Axial MajorAsis MtnorAsis No. jl Type Load Moment Moment Comb. K ldp-jl lap-11 Max. Vx 22 0.00 0.00 0.00 Bottom Girt Max Tension 55 2.55 0.00 0.00 Max. Compression 66 -1.24 0.00 0.00 Max. Mx 50 2.54 0.00 0.00 Max. My 22 0.72 0.00 -0.00 Max. Vy 50 -0.00 0.00 0.00 Max. Vx 22 0.00 0.00 0.00 Guy A Bottom Tension 49 23.14 Top Tension 49 23.30 Top Cable Vert 49 17.73 Top Cable Norm 49 15.12 Top Cable Tan 49 0.01 Bot Cable Vert 49 -17.31 Bot Cable Norm 49 15.36 Bot Cable Tan 49 0.25 Guy B Bottom Tension 61 23.16 Top Tension 61 23.32 Top Cable Vert 61 17.74 Top Cable Norm 61 15.13 Top Cable Tan 61 0.01 Bot Cable Vert 61 -17.32 Bot Cable Noma 61 15.37 But Cable Tan 61 0.25 Guy C Bottom Tension 25 23.14 Top Tension 25 23.30 Top Cable Vert 25 17.73 Top Cable Norm 25 15.12 Top Cable Tan 25 0.01 But Cable Vert 25 -17.31 Dot Cable Nonn 25 15.36 But Cable Tan 25 0.25 Torque Arm Top Max Tension 37 16.53 0.00 0.00 Max. Compression 37 -7.95 0.00 0.00 Max. Mx 37 0.03 -59.87 0.00 Max. My 22 -7.05 -53.97 -0.00 Max. Vy 37 17.57 -59.87 0.00 Max. Vx 22 -0.00 -53.97 -0.00 T9 140 - 120 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 4 -120.78 0.02 -0.40 Max. Mx 26 -116.36 -2.14 -1.19 Max. My 2 -116.48 -0.04 2.45 Max. Vy 29 -5.20 -2.13 -1.19 Max. Vx 5 5.95 -0.03 2.44 Diagonal Max Tension 59 3.07 0.00 0.00 Max. Compression 29 -4.13 0.00 0.00 Max. Mx 34 -3.06 0.00 0.00 Max. My 28 0.25 0.00 0.00 Max. Vy 34 -0.00 0.00 0.00 Max. Vx 28 -0.00 0.00 0.00 Top Girt Max Tension 55 1.36 0.00 0.00 Max Compression 66 -0.51 0.00 OAO Max. Mx 50 1.34 0.00 0.00 Max. My 22 0.52 0.00 -0.00 Max. Vy 50 -0.00 0.00 0.00 Max. Vx 22 0.00 0.00 0.00 Bottom Girt Max Tension 59 0.87 0.00 0.00 Max. Compression 1 0.00 0.00 OAO Max. Mx 50 0.76 0.00 0.00 Max. Vy 50 -0.00 0.00 0.00 Max. Vx 46 0.00 0.00 0.00 WxTower Job Page FL1OO49-A-03 -Midway Road 26 of 52 FDHVeto citel Project Date 222 S. Central Ave., Suite 1110 16BGOT14OO 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Component Condition GOV. Axial Major Axis Mino, is No. ft Type Load Moment Moment Comb. K kip-R kip-Jf TIO 120 - 100 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 4 -91.06 0.44 -0.15 Max. Mx 29 -74.54 -0.91 -0.19 Max. My 5 -74.62 0.21 0.89 Max. Vy 53 1.89 0.65 -0.66 Max. Vx 5 2.00 0.21 0.89 Diagonal Max Tension 29 2.12 0.00 0.00 Max. Compression 5 -3.69 0.00 0.00 Max. Mx 27 -2.62 0.00 0.00 Max. My 27 -1.15 0.00 -0.00 Max. Vy 27 -0.00 0.00 OAO Max. Vx 27 0.00 0.00 0.00 Horizontal Max Tension 28 1.55 0.00 0.00 Max. Compression 28 -1.55 0.00 0.00 Max. Mx 14 0.93 -0.01 0.00 Max. My 9 1.29 0.00 0.00 Max. Vy 14 0.01 0.00 0.00 Max. Vx 9 -0.00 0.00 0.00 Top Girt Max Tension 5 0.99 0.00 0.00 Max Compression 23 -OA5 0.00 HO Max. Mx 26 0.05 0.00 0.00 Max. Vy 26 -0.00 0.00 0.00 Max. Vx 10 0.00 0.00 0.00 Bottom Girt Max: Tension 30 0.56 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 14 0.37 0.00 0.00 Max. Vy 14 -0.00 0.00 0.00 Max. Vx 33 0.00 0.00 0.00 TI I 100 - 80 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 3 -103.31 0.33 1.56 Max. Mx 20 -35.06 -2.43 -0.11 Max. My 2 -60.85 0.38 2.36 Max Vy 20 -4.30 -2.43 -0.11 Max. Vx 38 -4.22 0.53 -2.18 Diagonal Max Tension 36 3.28 0.00 0.00 Max. Compression 72 -6.12 0.00 0.00 Max. Mx 27 0.36 0.00 0.00 Max. My 27 -1.62 0.00 -0.00 Max. Vy 27 -0.00 0.00 0.00 Max. Vx 27 0.00 0.00 0.00 Horizontal Max Tension 26 2.16 0.00 0.00 Max. Compression 3 -1.75 0.00 0.00 Max. Mx 66 1.20 -0.01 0.00 Max. My 33 1.61 0.00 0.00 Max. Vy 66 0.01 0.00 0.00 Max. Vx 33 -0.00 0.00 0.00 Top Girt Max Tension 66 0.99 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 54 0.80 0.00 0.00 Max. My 33 0.17 0.00 -0.00 Max. Vy 54 -0.00 0.00 0.00 Max. Vx 33 0.00 O.00 0.00 Bottom Girt Max Tension 54 2.11 0.00 0.00 Max. Compression 66 -0.04 0.00 0.00 Max. Mx 22 1.71 0.00 0.00 Max. My 33 1.33 0.00 -0.00 Max. Vy 22 -0.00 0.00 0.00 Max. Vx 33 0.00 0.00 0.00 Guy A Bottom Tension 48 20.08 Top Tension 48 20.15 Top Cable Vert 48 11.04 Wx? ower Job Page27 FL10049-A-03 - Midway Road of 52 FDH Velocitel Project Date 111 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Component Condition Gov. Axial MajorAris Mtnor"s No. jt Type Load Moment Moment Top Cable Norm 48 16.85 Top Cable Tan 48 0.02 Bot Cable Vert 48 -10.83 Bot Cable Norm 48 16.91 Bot Cable Tan 48 0.13 Guy B Bottom Tension 60 20.10 Top Tension 60 20.16 Top Cable Vert 60 11.05 Top Cable Norm 60 16.86 Top Cable Tan 60 0.02 Bot Cable Vert 60 -10.84 Bot Cable Nam 60 16.92 Bot Cable Tan 60 0.13 Guy C Bottom Tension 24 20.09 Top Tension 24 20.16 Top Cable Vert 24 11.05 Top Cable Norm 24 16.86 Top Cable Tan 24 0.02 Bot Cable Vert 24 -10.84 Bot Cable Norm 24 16.92 Bot Cable Tan 24 0.13 Top Guy Pull -Off Max Tension 54 7.64 0.00 0.00 Max. Compression 66 -0.14 0.00 0.00 Max. Mx 22 6.19 0.01 0.00 Max. My 33 4.80 0.00 -0.00 Max. Vy 22 -0.01 0.00 0.00 Max. Vx 33 0.00 0.00 0.00 T12 80 - 60 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 3 -103.32 0.72 -0.10 Max. Mx 20 -45.08 -1.93 -0.20 Max. My 2 -60.85 0.18 1.96 Max. Vy 20 -4.32 -1.93 -0.20 Max. Vx 38 -4.23 0.46 -1.69 Diagonal Max Tension 56 6.65 0.00 0.00 Max. Compression 58 -7.54 0.00 0.00 Max. Mx 51 -6.23 0.00 0.00 Max. My 27 -0.04 0.00 -0.00 Max. Vy 51 -0.00 0.00 0.00 Max. Vx 27 0.00 0.00 0.00 Top Girt Max Tension 2 3.21 0.00 0.00 Max. Compression 40 -1.68 0.00 0.00 Meet. Mx 22 1.16 0.00 0.00 Max. My 33 2.63 0.00 -0.00 Max. Vy 22 -0.00 0.00 0.00 Max. Vx 33 0.00 0.00 0.00 Bottom Girt Max Tension 44 1.47 0.00 0.00 Max. Compression 2 -1.06 0.00 0.00 Max. Mx 14 -0.22 0.00 0.00 Max. My 72 1.39 0.00 -0.00 Max. Vy 14 -0.00 0.00 0.00 Max. Vx 72 0.00 0.00 0.00 T13 60-40 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 11 -101.49 0.24 -0.54 Max. Mx 56 -55.14 0.97 -0.35 Max. My 2 -53.20 0.03 1.07 Max. Vy 56 2.61 0.97 -0.35 Max. Vx 2 2.45 0.03 1.07 Diagonal Max Tension 44 3.71 0.00 0.00 Max. Compression 56 -4.34 0.00 0.00 Max. Mx 54 -0.99 0.00 0.00 Max. My 30 -0.23 0.00 -0.00 N `o N m a CO 0 N '7 O CD M 1� o 0I C a LL cc c rn o O C N O N O 7 Z c� C � O Y O m to O Q CD Z o Q m L m c a g m a U 0 U UJ b e.j $ d On Q V o U N N N O .N.b00 V OOOOO.���TT,Mp^ryN OOmOm OOUv!N�OOObN vNi`MD,m.M+��ro00No00...000�,On,OD,00 OObr O ..r0000QO0000T T'�'� NMN OOOOOOQOOQ OQQOOO�,MrO,�C Rm OQO..00.rOOCOMM 000W W � tl O h�N�vOlhbN �+.�. r'��hC Vmi�NMh�+Oih�m� V�1 V�1rb N�r�r^�Nd'N VOIN N V�1m V�1mN��r�I�N�M<O..NN C = C C = C = _ C O C G O C G O O C G CH Cn C'u, C'r�i Cv� C.y » `� n�> c a�» a ac aa a�» c n�i» a a�N» c aid»a2�» c aE g9 o9V'gggFo� W'gFo ���FOWg9Fo9999E,o'g999Fogo 09o lo� Yam- C C C E eo o C7 E m o (7 E m C1 O N h a z F H F tnzl over Job Page FL10049-A-03 -Midway Road 29 of 52 FDH Velocitel Project Date 222S. CentralAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment Moment Comb. K kip-11 kip-R Max Vy 26 1.39 1.23 0.09 Max. Vx 35 -0.19 -0.60 0.10 Horizontal Max Tension 2 12.85 0.01 0.04 Max Compression 8 -1.62 -0.03 0.00 Max Mx 29 1.52 0.41 -0.21 Max My 30 -1.48 0.35 -0.22 Max Vy 29 0.56 0.41 -0.21 Max. Vx 30 0.28 -0.00 0.02 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Mast Max. Vert 2 229.64 -0.01 1.73 Max. H, 65 166.43 3.03 1.76 Max.H, 5 216.01 -0.01 2.43 Max. M. 1 0.00 -0.01 0.00 Max. M� 1 0.00 -0.01 0.00 Max. Torsion 72 0.22 1.58 1.74 Min. Vert 1 106.25 -0.01 0.00 Min. H. 17 166.53 -3.04 1.76 Min. H. 41 166.53 -0.01 -3.51 Min. M, 1 0.00 -0.01 0.00 Min. M, 1 0.00 -0.01 0.00 Min. Torsion 36 -0.28 -0.72 -2.25 Guy C @ 125 ft Max. Vert 51 -4.88 -1.31 0.76 Elev 0 ft Azimuth 240 deg Max. H„ 51 -4.88 -1.31 0.76 Max. H, 8 -107.45 -67.93 41.16 Min. Vert 8 -107.45 -67.93 41.16 Min. H. 20 -107.29 -69.54 38.23 Min. H. 44 6.54 -2.90 0.70 Guy H @ 125 ft Max. Vert 27 -4.88 1.31 0.76 Elev 0 ft Azimuth 120 deg Max. H, 56 -107.27 69.55 38.23 Max. H, 68 -107.28 67.86 41.13 Min. Vert 68 -107.28 67.86 41.13 Min. H. 27 4.88 1.31 0.76 Min. H. 32 6.55 2.91 0.70 Guy A Q 125 ft Max. Vert 3 4.87 0.00 -1.51 Elev 0 ft Azimuth 0 deg Max. Hx 50 -92.91 2.63 -68.65 Max. H, 3 4.87 0.00 -1.51 Min. Vert 44 -107.45 1.68 -79.42 Min. H, 26 -92.74 -2.63 68.54 Min. H. 44 -107.45 1.68 -79.42 Tower Mast Reaction Summary inxTower Job Page FL10049-A-03 -Midway Road 30 of 52 FDH Velocilel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFiing Load Combination Yemeni K Shear, K Shea ,. K Overturning Moment, M, kip-Jt Overturning Moment, M. kipJt Torque ktp-Jt Dead Only 106.25 0.01 -0.00 0.00 0.00 0.02 1.2 Dead+1.6 Wind 0 deg -No 229.64 0.01 -1.73 0.00 0.00 -0.09 Ice+1.0 Guy 1.2D+1.6W (pattem 1) 0 deg- 228.59 0.01 -1.08 0.00 0.00 -0.09 No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 0 deg - 223.83 0.01 -2.11 0.00 0.00 -0.09 No lce+1.0 Guy 1.2D+1.6W (pattern 3) 0 deg - 216.01 0.01 -2.43 0.00 0.00 -0.09 No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 0 deg - 210.83 0.01 -1.99 0.00 0.00 -0.09 No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 0 deg- 226.55 0.01 -1.74 0.00 0.00 -0.09 No Ice+1.0 Guy L2 Dead+1.6 Wind 30 deg -No 209.85 1.57 -1.56 0.00 0.00 0.02 Ice+1.0 Guy 1.2D+1.6W (pattern 1) 30 deg - 208.98 1.24 -0.98 0.00 0.00 0.02 No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 30 deg - 205.07 1.66 -1.84 0.00 0.00 0.03 No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 30 deg - 198.67 1.68 -2.11 0.00 0.00 0.02 No Ice+LO Guy 1.2D+1.6W (pattern 4) 30 deg - 194.51 1.60 -1.74 0.00 0.00 0.06 No Ice+1.0 Guy 1.2D+1.6W (pattem 5) 30 deg - 207.34 1.58 -1.56 0.00 0.00 0.03 No Ice+1.0 Guy 1.2 Dead+1.6 Wind 60 deg - No 171.72 2.81 -1.62 0.00 0.00 0.03 Ice+1.0 Guy 1.2D+1.6W (pattern 1) 60 deg - 171.35 2.21 -1.28 0.00 0.00 0.03 No Ice+1.0 Guy 1.2D+I.6W (pattern 2) 60 deg - 169.49 2.95 -1.71 0.00 0.00 0.03 No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 60 deg - 166.53 3.04 -1.76 0.00 0.00 0.03 No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 60 deg- 164.93 2.84 -1.64 0.00 0.00 0.08 No Ice+1.0 Guy 1.2D+1.6W (pattem 5) 60 deg - 170.60 2.81 -1.62 0.00 0.00 0.03 No Ice+1.0 Guy 1.2 Dead+1.6 Wind 90 deg - No 209.56 2.13 -0.58 0.00 0.00 0.11 lce+1.0 Guy 1.2D+1.6W (pattern 1) 90 deg- 208.69 IA7 -0.59 0.00 0.00 0.12 No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 90 deg - 204.78 2.42 -0.52 0.00- 0.00 0.11 No Ice+1.0 Guy 1.21>+1.6W (pattern 3) 90 deg - 198.38 2.66 -0.40 0.00 0.00 0.11 No Ice+1.0 Guy 1.2D+1.6W (pattem 4) 90 deg - 194.38 2.31 -0.51 0.00 0.00 0.13 No Ice+1.0 Guy 1.2D+I.6W (pattern 5) 90 deg - 207.05 2.14 -0.59 0.00 0.00 0.11 No Ice+1.0 Guy 1.2 Dead+1.6 Wind 120 deg - 229.36 1.50 0.86 0.00 0.00 0.24 No Ice+1.0 Guy 1.2D+1.6W (pattern 1) 120 deg 228.32 0.94 0.54 0.00 0.00 0.24 - No Ice+1.0 Guy 1.2D+1.6W (pattem 2) 120 deg 223.56 1.83 1.05 0.00 0.00 0.24 - No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 120 deg 215.75 2.11 1.21 0.00 0.00 0.24 - No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 120 deg 210.70 1.72 0.99 0.00 0.00 0.25 - No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 120 deg 226.29 1.51 0.87 0.00 0.00 0.24 WxTower Job Page FL10049-A-03 -Midway Road 31 of 52 FDH Velocitel Project Data 111 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFlin 9 FAX.' Load Combination Vertical K Shear, K Shear, K Overturning Moment, M, kib jl Overturning Moment, A kip- t Torque kip-R - No Ice+1.0 Guy 1.2 Dead+1.6 Wind 150 deg - 209.57 0.57 2.13 0.00 0.00 0.27 No Ice+1.0 Guy 1.2D+1.6W (panem 1) 150 deg 208.70 0.23 1.56 0.00 0.00 0.26 - No Ice+1,0 Guy 1.2D+1.6W (pattern 2) 150 deg 204.80 0.77 2.34 0.00 0.00 0.27 - No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 150 deg 198.40 0.99 2.50 0.00 0.00 0.25 - No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 150 deg 194.31 0.72 2.25 0.00 0.00 0.28 - No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 150 deg 207.06 0.57 2.14 0.00 0.00 0.27 - No Ice+1.0 Guy 1.2 Dead+1.6 Wind 180 deg - 171.73 0.01 3.23 0.00 0.00 0.12 No ICe+1.0 Guy 1.2D+1.6W (pattern 1) 180 deg 171.36 0.01 2.55 0.00 0.00 0.12 - No Ice+1.0 Guy 1.2D+I.6W (pattern 2) 180 deg 169.50 0.01 3.40 0.00 0.00 0.11 - No Ice+1.0 Guy 1.2D+1.6W (padem 3) 180 deg 166.53 0.01 3.51 0.00 0.00 0.12 - No Ice+1.0 Guy 1.2D+1.6W (paeem 4) 180 deg 164.89 0.01 3.27 0.00 0.00 0.10 - No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 180 deg 170.61 0.01 3.23 0.00 0.00 0.11 - No Ice+1.0 Guy 1.2 Dead+1.6 Wind 210 deg- 209.94 -0.55 2.13 0.00 0.00 0.04 No Ice+1.0 Guy 1.2D+1.6W (pattern l) 210 deg 208.97 -0.22 1.55 0.00 0.00 0.04 - No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 210 deg 205.04 -0.75 2.34 0.00 0.00 0.03 - No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 210 deg 198.66 -0.98 2.49 0.00 0.00 0.04 - No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 210 deg 194.59 -0.70 2.24 0.00 0.00 0.00 - No Ice+1.0 Guy 1.213+I.6W (pattern 5) 210 deg 207.32 -0.55 2.13 0.00 0.00 0.03 - No Ice+1.0 Guy 1.2 Dead+1.6 Wind 240 deg - 229.60 -1.49 0.86 0.00 0.00 0.01 No Ice+LO Guy 1.2D+1.6W (pattern 1) 240 deg 228.56 -0.92 0.53 0.00 0.00 0.01 - No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 240 deg 223.78 -1.81 1.05 0.00 0.00 0.01 - No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 240 deg 215.98 -2.09 1.21 0.00 0.00 0.01 - No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 240 deg 210.96 -1.71 0.98 0.00 0.00 -0.02 - No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 240 deg 226.52 -1.49 0.86 0.00 0.00 0.01 - No Ice+1.0 Guy 1.2 Dead+1.6 Wind 270 deg - 209.68 -2.12 -0.59 0.00 0.00 -0.05 No Ice+1.0 Guy 1.2D+1.6W (pattern 1) 270 deg 208.91 -1.45 -0.59 0.00 0.00 -0.05 -No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 270 deg 204.89 -2.40 -0.52 0.00 0.00 -0.04 - No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 270 deg 198.50 -2.65 -0.40 0.00 0.00 -0.05 - No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 270 deg 194.51 -2.29 -0.52 0.00 0.00 -0.06 -No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 270 deg 207.17 -2.12 -0.59 0.00 0.00 -0.04 - No Ice+1.0 Guy tnxT ower Job Page FL10049-A-03 -Midway Road 32 of 52 FDH Velocitel Project Date 221 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFli 9 FFAX:n Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip-Ji kip-Jt kip-Ji 1.2 Dead+1.6 Wind 300 deg - 171.62 -2.79 -1.63 0.00 0.00 -0.12 No Ice+1.0 Guy 1.2D+1.6W (pattern 1) 300 deg 171.25 -2.20 -1.29 0.00 0.00 -0.12 -No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 300 deg 169.40 -2.93 -1.71 0.00 0.00 -0.12 -No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 300 deg 166.43 -3.03 -1.76 0.00 0.00 -0.13 - No Ice+1.0 Guy 1.2D+1.6W (pattern 4) 300 deg 164.84 -2.82 -1.64 0.00 0.00 -0.16 - No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 300 deg 170.50 -2.79 -1.63 0.00 0.00 -0.12 -No Ice+1.0 Guy 1.2 Dead+1.6 Wind 330 deg - 209.71 -1.56 -1.56 0.00 0.00 -0.20 No Ice+1.0 Guy 1.2D+1.6W (pattern 1) 330 deg 208.84 -1.23 -0.98 0.00 0.00 -0.20 - No Ice+1.0 Guy 1.2D+1.6W (pattern 2) 330 deg 204.94 -1.64 -1.94 0.00 0.00 -0.20 - No Ice+1.0 Guy 1.2D+1.6W (pattern 3) 330 deg 198.53 -1.66 -2.11 0.00 0.00 -0.19 -No Ice+1.0 Guy 1.21),+1.6W (pattern 4) 330 deg 194.36 -1.58 -1.74 0.00 0.00 -0.22 -No Ice+1.0 Guy 1.2D+1.6W (pattern 5) 330 deg 207.19 -1.56 -1.56 0.00 0.00 -0.20 - No Ice+1.0 Guy Dead+Wind 0 deg - 106.77 0.01 -0.57 0.00 0.00 0.00 Service+Guy Dead+Wind 30 deg - 106.79 0.27 -0.47 0.00 0.00 0.02 Service+Guy Dead+Wind 60 deg- 106.83 0.49 -0.28 0.00 0.00 0.02 Service+Guy Dead+Wind 90 deg - 106.79 0.54 -0.00 0.00 0.00 0.02 Service+Guy Dead+Wind 120 deg- 106.77 0.50 0.28 0.00 0.00 0.04 Service+Guy Dead+Wind 150 deg - 106.79 0.27 0.46 0.00 0.00 0.05 Service+Guy Dead+Wind 180 deg - 106.83 0.01 0.56 0.00 0.00 0.04 Service+Guy Dead+Wind 210 deg - 106.79 -0.26 0.46 0.00 0.00 0.02 Service+Guy Dead+Wind240deg- 106.78 -0.49 0.28 0.00 0.00 0.02 Service+Guy Dead+Wind 270 deg - 106.80 -0.53 -0.00 0.00 0.00 0.01 Service+Guy Dead+Wind 300 deg - 106.83 -0.48 -0.28 0.00 0.00 -0.01 Service+Guy Dead+Wind 330 deg - 106.79 -0.26 -0.47 0.00 0.00 -0.02 Service+Guy Solution Summary Sum ojApplied Forces Sum ojReactions Load PX Py PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -33.04 0.00 0.00 33.04 -0.00 0.002% 2 0.04 -39.02 -73.40 -0.04 39.01 73.37 0.026% 3 0.04 -39.02 -71.84 -0.04 39.01 71.81 0.027% 4 0.04 -39.02 -70.36 -0.04 39.01 70.33 0.028% N LL7 o IL 0 N V C') O e6 m a c LL 'm c c0 0 U C y U_ V Z H O x Q CD QI d Z O Q m LL u m c d p m m 7 a U O lw` yl O ti v On *Ila N N N oeaeeeoeeeeg go ee ooeeeeyyvoeeev0000sov�a000000000RR sov000 hvl h vlb bvf .+vf hmZ h 31'Ag N NNNNNN NNNNNNNNN N NN N N NNNmN NN N NN NNNNN ON N �F, sy N N N N N N N N N N N N 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 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 O O O O O q bW Wb NhbIDN O1V�I1 pc mb. b�MA 6 hMOMV1mMOMl�Mb0b0v0l V01b0�O Mbmrlm+Q�O Nan^O�a OIm OIQ O�hhN V1N wrn m .OIIhO VOIVNl VOV•+M�D 0O 0O 0O 0O 0O 0O m?bm UV mI'i nl t�l �Ibb�I ✓lhbhhbYr Yjrb Vj � vl vlb MNf f�l Nf t�l t�l MM m mmmmmaQQ QQQ mmmmm m mmmmmmQQQQQQ mmmmmm.—.--. ..-. mmmmmmQQQQ 0o hhhhhh Vt b Nhh hhh ho0000o hhh h h h. w.n mn.n.nh h h hhho000001-hhh h hvt vt �n �n aC a ro oo m oc ro ro W ao od ro oo od od M m o0 00 00 0o rn rn d a a o� oo ad ad o0 0o m moo ao ro ro .6.6.6 ao 0o ac o0 0: o: rn od oo a MI M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M l M mllll NMb V VM1, IM�,� W VO1,b� VM1 .b.b� W TQQ.M-r W bmO W ONyQj�QbQQMQ VIQ�mO hvMlr vN1��U0 W �Ip� W aQ ^� rvMl vhl q OOOmMMmMMIMO�bNhbn��bb 1� bbbhN TT17 IMMM000000�0 V1 V l'1M V1MN OmO�hl (J OO�IO IO�M�Om MMMMMM�ObbV1 V1 b("h b�D lOhb b�O wf q blOf T IV�hip 1l M Mr200000OOmMhMQbN^TI�m.�N^OhhNN^O�h�'oG ��O VI V1Q Q10000000 M M 171? MMMMMbbNNVlbhhhbbhbbVl V1 �pMMMMmM 7 0 O� 0001�h1�hhh Vl VI VlNvf vlh hl�hhh000000hhhhhhvl VI V1NVI VI hhhhhl�0000001�hhhhhvf vl v�vf ;;q �C aaC mom acm moo. oo oo oo... oo oc moommo: o�o�m a�a�ao oom oo a6 oc ao oo oo 0o oo oo ao od oo oo oo m... a..00 oo o00o oo oommmoo .4 M rl rl r+ M rl .n rl rl � M rn n .�l �n n M .�I of r� M M rl M rn rl rl n (n In M fn .�I M M M M In M rI M n In rI rI M M (n M M M ryl M m l!I In r;l �n rl y yy O TQ C �p V V V yy aa{{ %C 000"mb C mW mOm0 Vblr�m0b1�N.ryhb �0 V vOi .b. ON vbi V V hD,00000,6m�C VNf r IgricO�CNT. qcO))� b.h. W O<�, vIglif 4' GC Ommm Mmme�cmv11v r' �b�bhb� b I IIb m m ItM�IMMO O O OOOmMMtM'�IMMbbdvl v°I�I .Nq cN-�Iq lq lq neloeh tlI bhmg0^NMQ�bI WP O;+N MQNbhmUO^NMQ Vlb mM� zNMel V1 h m QU O � N M QVI b h m OI GNMe{Vf N N N N N .... NM M M M M M M M M M Q Q Q Q Q Q Q Q Q Q vl vl vl Vl VI VI N V1 VI vl �p IO bb b b s �� WxToweY Job FI-10049-A-03 - Midway Road Page 34 of 52 FDHVelncitel 222 S. Central Ave., Suite 1110 Project 16BGOT1400 Date 16:17:30 04/20/15 Client SBA Network Services, Inc. Designed by DFling St. Louis, MO 63105 Phone: 314.773.4000 FAX., Sum of Applied Forces Sum of Reactions Load PX PY PZ PX Py PZ % Error Comb. K K K K K K 66 -58.66 .38.54 -33.84 58.65 38.54 33.83 0.018% 67 -62.49 -38.54 -36.08 62.48 38.54 36.07 0.019% 68 -36.04 .38.78 -62.51 36.05 38.78 62.49 0.025% 69 -35.27 .38.78 -61.17 35.27 38.78 61.15 0.025% 70 -34.56 -38.78 -59.94 34.56 38.78 59.91 0.0260A 71 -33.41 -38.78 -57.95 33.41 38.78 57.93 0.025% 72 -33.46 -38.78 -58.00 33.46 38.78 57.99 0.021% 73 -35.67 -38.78 -61.87 35.67 38.78 61.85 0.025% 74 0.01 .33.07 -10.57 -0.01 33.07 10.56 0.013% 75 5.20 -33.04 -9.01 -5.20 33.04 9.00 0.014% 76 9.10 -33.00 -5.26 -9.09 33.00 5.26 0.012% 77 M39 -33.04 -0.01 -10.39 33.04 0.01 0.014% 78 9.14 -33.07 5.28 -9.14 33.07 -5.28 0.013% 79 5.19 -33.04 9.00 -5.19 33.04 -9.00 0.014% 80 -0.01 -33.00 10.51 0.01 33.00 -10.50 0.012% 81 -5.20 -33.04 9.01 5.20 33.04 -9.00 0.014% 82 -9.15 -33.07 5.29 9.15 33.07 -5.29 0.013% 83 -10.39 -33.04 0.01 10.39 33.04 -0.01 0.0140/6 84 -9.09 -33,00 -5.25 9.09 33.00 5.25 0.011% 85 -5.19 -33.04 -9.00 5.19 33.04 9.00 0.014% Non -Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 13 0.00000001 0.00000569 2 Yes 64 0.00013335 0.00008746 3 Yes 64 0.00013634 0.00009016 4 Yes 64 0.00014279 0.00009320 5 Yes 64 0.00013960 0.00008810 6 Yes 60 0.00014552 0.00008241 7 Yes 63 0.00013789 0.00008819 8 Yes 63 0.00014210 0.00008502 9 Yes 63 0.00014463 0.00008718 10 Yes 63 0.00014966 0.00008903 11 Yes 63 0.00014590 0.00008354 12 Yes 60 0.00013902 0.00006990 13 Yes 62 0.00014861 0.00008617 14 Yes 31 0.00013690 0.00006688 15 Yes 31 0.00013801 0,00006804 16 Yes 31 0.00014139 0.00006836 17 Yes 31 0.00013640 0.00006260 18 Yes 29 0.00013346 0.00006198 19 Yes 31 0.00013005 0.00006255 20 Yes 63 0.00014132 0.00009421 21 Yes 63 0.00014384 0.00008635 22 Yes 63 0.00014880 0.00008815 23 Yes 63 0.00014494 0.00008262 24 Yes 60 0.00013838 0.00006939 25 Yes 62 0.00014777 0.00008532 26 Yes 63 0.00014944 0,00009779 27 Yes 64 0.00013538 0.00008935 28 Yes 64 0.00014176 0.00009233 29 Yes 64 0.00013845 0.00008691 30 Yes 60 0.00014492 0.00008195 31 Yes 63 0,00013694 0.00008740 Mx over Job Page FL10049-A-03 -Midway Road 35 of 52 FDH Velocitel Project Date 222 S. Central Ave., State 1110 16BGOT1400 16:17:30 04/20/16 Sc Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling 32 Yes 63 0.00014106 0.00008414 33 Yes 63 0.00014358 0.00008628 34 Yes 63 0.00014852 0.00008806 35 Yes 63 0.00014465 0.00008250 36 Yes 60 0.00013750 0.00006897 37 Yes 62 0.00014752 0.00008526 38 Yes 30 0,00013547 0.00007208 39 Yes 30 0,00013762 0.00007407 40 Yes 30 0.00014205 0.00007529 41 Yes 30 0.00013410 0.00006730 42 Yes 29 0.00013423 0.00006093 43 Yes 30 0.00013175 0.00006861 44 Yes 63 0.00014165 0.00008468 45 Yes 63 0.00014418 0.00008683 46 Yes 63 0.00014921 0.00008868 47 Yes 63 0.00014539 0.00008315 48 Yes 60 0.00013850 0.00006969 49 Yes 62 0.00014814 0.00008582 50 Yes 63 0.00014994 0.00009827 51 Yes 64 0.00013583 0.00008977 52 Yes 64 0.00014230 0.00009283 53 Yes 64 0.00013905 0.00008745 54 Yes 60 0.00014561 0.00008252 55 Yes 63 0.00013738 0.00008782 56 Yes 63 0.00014075 0.00008397 57 Yes 63 0.00014327 0.00008610 58 Yes 63 0.00014826 0.00008793 59 Yes 63 0.00014438 0.00008240 60 Yes 60 0.00013774 0.00006922 61 Yes 62 0.00014714 0.00008506 62 Yes 30 0.00014867 0.00008026 63 Yes 30 0.00014957 0.00008146 64 Yes 31 0.00012455 0.00006535 65 Yes 30 0.00014587 0.00007339 66 Yes 29 0.00013165 0.00006211 67 Yes 30 0.00014361 0.00007595 68 Yes 63 0.00014100 0.00008428 69 Yes 63 0.00014352 0.00008643 70 Yes 63 0.00014848 0.00008824 71 Yes 63 0.00014465 0.00008271 72 Yes 60 0.00013743 0.00006903 73 Yes 62 0.00014742 0.00008540 74 Yes 20 0.00000001 0.00003614 75 Yes 20 0.00000001 0.00003338 76 Yes 21 0.00000001 0.00002338 77 Yes 20 0.00000001 0.00003379 78 Yes 20 0.00000001 0.00003670 79 Yes 20 0.00000001 0.00003379 80 Yes 21 0.00000001 0.00002353 81 Yes 20 0.00000001 0.00003409 82 Yes 20 0.00000001 0.00003711 83 Yes 20 0.00000001 0.00003427 84 Yes 21 0.00000001 0.00002330 85 Yes 20 0.00000001 0.00003341 Maximum Tower Deflections - Service Wind Section Elevation Hom. Gov. Till Misr No. Deflection Load N in Comb. 0 WxTower Job Page FL10049-A-03 -Midway Road 36 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFlin g FAX Section Elevation Hon. Gov. Tilt Twist No. Deflection Load f7 in Comb. TI 300 - 280 2.473 76 0.0239 0.2341 T2 280 - 260 2.510 76 0.0292 0.2162 T3 260-240 2.537 76 0.0173 0.2003 T4 240 - 220 2.369 80 0.0583 0.1775 TS 220 - 200 2.102 80 0.0529 0.1519 T6 200 - 180 1.904 79 0.0593 0.1045 T7 180 - 160 1.615 81 0.0771 0.0507 T8 160 - 140 1.276 80 0.0755 0,0244 T9 140 - 120 LOW 84 0,0488 0,0146 TIO 120 - 100 0.896 84 0.0277 0.0098 Tit 100.80 0.799 84 0.0244 0.0125 T12 80 - 60 0,706 82 0.0112 0.0154 T13 60 - 40 0.700 74 0.0115 0.0110 T14 40 - 20 0.618 74 0.0407 0.0128 T15 20-5 0.364 74 0.0737 0.0125 T16 5-0 0.094 74 0.0875 0.0068 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Till Tivist RodiasoJ Load Curvature ft Comb. in oft 309 Flash Beacon Lighting 76 2.473 0.0239 0.2341 315960 282'6-1/4" Guy 76 2.503 0.0315 0.2182 94203 25V HX9-45070 76 2.534 0.0189 0.1993 16522 256'6" ATMAA1412D-1A20 76 2.522 0.0235 0.1967 17234 254'6" (3) IS T-Frames 76 2.510 0.0279 0.1945 18411 233' 10' Dipole 80 2.274 0.0607 0.1699 186734 231'6" 19.5' Omni 80 2.253 0.0601 0.1683 460934 22T6-1/4" Guy 80 2.133 0.0543 0.1563 35231 151, APXVERR18-Cw/Mount Pipe 84 1.139 0.0652 0.0196 36188 149'6" (3) 10' T-Frames 84 1.118 0.0630 0.0189 33032 142'6-1/4" Guy 84 1.034 0.0526 0.0154 23744 140' (2) X7CAP-665-42 w/ Mount Pipe 84 1,010 0.0488 0.0146 23041 98' 1 V Camera 84 0.788 0.0235 0.0134 279742 80'1-5/16" Guy 82 0.707 0.0113 0.0155 33347 Maximum Tower Deflections - Design Wind Section Elevation Hon. Gov. Tilt Twist No. Deflection Load Tl 300 - 280 49.284 4 0.8179 1.3554 T2 280 - 260 46.974 4 0.7771 1.2389 73 260 - 240 44.540 4 0.9997 1.1576 T4 240-220 40.731 3 1.2937 1.0339 T5 220 - 200 36.173 3 1.2362 0.8815 T6 200 - 180 31.978 3 1.1685 0.5969 T7 180 - 160 27.147 27 1.2430 0.3072 T8 160 - 140 22.213 55 1.1420 0.1675 T9 140 - 120 18.123 55 0.8935 0.1151 T10 120 - 100 15.517 54 0.6766 0.0889 WxTower Job Page FL1OO49-A-03 -Midway Road 37 of 52 FDHVelocitel Project Date 2215. CentralAve., Suite 1110 16BGOT14OO 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone., 3�73.4000 SBA Network Services, Inc. DFling Section Elevation HOM. Gov. Tilt Tivist No. Deflection Load R in Comb. ° TI I 100 - 80 13.519 54 0.5946 0.0788 T12 80 - 60 11.463 54 0.4454 0.0936 T13 60 - 40 10.007 54 0.4257 0.0875 T14 40-20 7.922 54 0.6728 0.0798 T15 20 - 5 4.417 54 0.9466 0.0572 T16 5-0 1.129 54 1.0592 0.0345 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Till Twist Radius of Load Curvature fJ Comb. in ft 300' Flash Beacon Lighting 4 49.284 0.8179 1.3554 48120 282'6-1/4" Guy 4 47.252 0.7703 1.2511 14355 259' RX945070 4 44.381 1.0168 1.1526 2189 2566" ATMAA1412D-1A20 4 43.960 1.0608 1.1391 2268 254'6" (3) 15' T-Frames 3 43.605 1.0964 1.1276 2405 233' IO' Dipole 3 39.139 1.3044 0.9891 11388 231'6" 19.5' Omni 3 38.792 1.3002 0.9790 15421 222'6-1/4" Guy 3 36.730 1.2513 0.9071 4636 151, APXVERR I S-Cw/Mount Pipe 55 20.229 1.0426 0.1372 3465 149'6" (3) 10' T-Fmmcs 55 19.917 1.0237 0.1338 3346 142'6-1/4" Guy 55 18.566 0.9296 0.1195 2792 I40' (2) X7CAP-66542 w/ Mount Pipe 55 18.123 0.8935 0.1151 2704 98, 11" Camem 54 13.303 0.5827 0.0837 11943 8011-5/16" Guy 54 11.473 0.4462 0.0937 4046 Bolt Design Data Section Elevation Component Bolt BoltSire Number Maximum Allowable Ratio Allowable Criieria No. Type Grade Of Loadper Load Load Ratio ft in Bolts Bolt K Allowable K T1 300 Leg A325X 0.750 4 2.13 29.82 1 Bolt Tension 0.071 Diagonal A325X 0.500 1 3.51 6.49 1 Gusset Bearing 0.541 {/ Top Girt A325X 0.500 1 0.24 5.47 / 1 Gusset Bearing 0.044 Bottom Girt A325X 0.500 1 0.83 5.47 1 Gusset Bearing 0152 Y 72 280 Leg A325X 0.750 4 6.66 29.82 / 1 Bolt Tension 0223 • Diagonal A325X 0.500 1 5.71 7.92 1 Gusset Bearing 0.722 (✓ Top Girt A325X 0.500 1 2.42 7.92 0.305 i� 1 Gusset Bearing Bottom Girt A325X 0.500 1 1.80 7.92 / 1 Gusset Bearing 0.227 T3 260 Leg A325X 0.750 4 3.19 29.82 0.107 I✓ 1 Bolt Tension Diagonal A325X 0.500 1 2.96 5.47 1 Gusset Bearing 0541 �/ Top Girt A325X 0.500 1 0.37 5.47 1 Gusset Bearing 0.067 4/ Bottom Girt A325X 0.500 1 0,51 5.47 1 Gusset Bearing 0.094 T4 240 Leg A325X 0.750 4 4.34 29.82 1 Bolt Tension 0.146 t✓ i� WxTawer Job Page FL1 O049-A-03 -Midway Road 38 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFli n g FAX. Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio J7 in Bolts Bolt K Allowable K Diagonal A325X 0.500 1 4.03 5.47 0.736 1 Gusset Bearing Top Girt A325X 0.500 1 0.79 5.47 0.145 1 Gusset Bearing Bottom Girt A325X 0.500 1 1.13 5.47 / 1 Gusset Bearing 0206 T5 220 Leg A325X 0.750 4 4.38 29.82 1 Bolt Tension 0147 Diagonal A325X 0.500 1 4.88 5.47 1 Gusset Bearing 0.892 6/ Top Girt A325X 0.500 1 1.71 5.47 I Gusset Bearing 0.312 f/ Bottom Girt A325X 0.500 1 0.65 5.47 1 Gusset Bearing 0.119 f/ T6 200 Leg A325X 0.750 4 4.74 29.82 I Bolt Tension 0.159 Diagonal A325X 0.500 1 3.65 6.49 0.563 1 Gusset Bearing Top Girt A325X 0.500 1 0.52 5.47 0.096 1 Gusset Bearing Bottom Girt A325X 0.500 1 1.16 5.47 0.212 1/ 1 Gusset Bearing T7 180 Leg A325X 0.750 4 6.80 29.82 1 Bolt Tension 0.228 1/ Diagonal A325X 0.500 1 3.26 6.49 0.502 / 1 Gusset Bearing Top Girt A325X 0.500 1 0.87 5.47 0.159 ,� 1 Gusset Bearing Bottom Girt A325X 0.500 1 0.70 5.47 1 Gusset Bearing 0.128 ✓ T8 160 Leg A325X 0.750 4 10.03 29.82 1 Bolt Tension 0.336 Diagonal A325X 0.500 1 7.47 9.72 0768 1 Bolt Shear Top Girt A325X 0.500 1 0.79 9.72 1 Bolt Shear 0.081 Bottom Girt A325X 0.500 1 2.55 9.72 1 Bolt Shear 0.263 T9 140 Leg A325X 0.750 4 7.59 29.82 1 Bolt Tension 0.254 Diagonal A325X 0.500 1 4.13 6.49 1 Gusset Bearing 0637 i/ Top Girt A325X 0.500 1 1.36 5.47 0.248 f/ 1 Gusset Bearing TIO 120 Leg A325X 0.750 4 7.04 29.82 I Bolt Tension 0.236 Diagonal A325X 0.500 1 3.69 6.49 1 Gusset Bearing 0.569 Top Girt A325X 0.500 1 0.99 5.47 0.181 6/ 1 Gusset Bearing Bottom Girt A325X 0.500 1 0.56 SA7 0.102 1/ 1 Gusset Bearing Tl l 100 Leg A325X 0.750 4 8.61 29.82 0.289 �/ 1 Bolt Tension Diagonal A325X 0.500 1 6.12 9.72 0.629 1 Bolt Shear Top Girt A325X 0.500 1 0.99 9.72 1 Bolt Shear 0.102 1 Bottom Girt A325X 0.500 1 2.11 9.72 0218 1/ I Bolt Shear T12 80 Leg A325X 0.750 4 7.19 29.82 0241 1/ 1 Bolt Tension Diagonal A325X 0.500 1 7.54 9.72 1 Bolt Shear 0716 1/ Top Girt A325X 0.500 1 3.21 9.72 I Bolt Shear 0.330 Bottom Girt A325X 0.500 1 1.47 9.72 1 Bolt Shear 0.151 6/ T13 60 Leg A325X 0.750 4 8.46 29.82 t Bolt Tension 0284 Diagonal A325X 0.500 1 3.71 5.47 0679 1/ I Gusset Bearing Top Girt A325X 0.500 1 1.12 5.47 0.205 1 Gusset Bearing Bottom Girt A325X 0.500 I 0.45 5.47 1 Gusset Bearing 0.082 1/ T14 40 Leg A325X 0.750 4 7.89 29.82 1 Bolt Tension 0.265 Diagonal A325X 0.500 1 3.19 6.49 1 Gusset Bearing 0492 V/ WxTower Job Page FL10049-A-03 -Midway Road 39 of 52 FDH Ve%cite( Project Date 222S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Boll K Allmvable K Top Girt A325X 0.500 1 0.36 5.47 / 1 Gusset Bearing 0.066 Bottom Girt A325X 0.500 T15 20 Leg A325X 0.750 Diagonal A325X 0.500 Top Girt A325X 0.500 Bottom Girt A325X 0.500 1 0.94 5.47 0172 6/ 4 6.78 29.82 0.227 1 4.19 9.72 0.431 I 1.25 9.72 0.128 1 4.94 9.72 0.508 Guy Design Data 1 Gusset Bearing 1 Bolt Tension 1 Bolt Shear 1 Bolt Shear 1 Bolt Shear Section Elevation Sue Initial Breaking Actual Allowable Required Actual No. Tension Load T. QT SF. SF. Jt K K K K T1 282'6-1/4" (A) 718 EHS 7.97 79.70 33.32 47.82 1.000 (738) 1.435 282'6-1/4" (B) 7/8 EHS 7.97 79.70 33.19 47.82 1.000 64 (737) 1.441 282'6-1/4" (C) 7/8 EHS 7.97 79.70 33.40 47.82 1.000 (733) 1.432 T4 2226-1/4" (A) 7/8 EHS 9.56 79.70 39.39 47.82 1.000 (744) 1.214 222'6-1/4" (B) 7/8 EHS 9.56 79.70 39.34 47.82 1.000 l/ (743) 1.216 222'6-1/4"(C) 7/8 EHS 9.56 79.70 39.34 47.82 1.000 (739) 1215 T8 142'6-1/4" (A) 314 EHS 4.08 58.30 23.30 34.98 1.000 (753) 1.501 142'6-1/4" (A) 3/4 EHS 4.08 58.30 23.15 34.98 1.000 (754) 1.511 142'6-1/4" (B) 314 EHS 4.08 58.30 23.16 34.98 1.000 (749) 1.510 142'6-1/4" (B) 3/4 EHS 4.08 58.30 23.32 34.98 1.000 1.500 (750) 142-6-1/4"(C) 314 EHS 4.08 58.30 23.30 34.98 1.000 (745) 1.501 142'6-1/4" (C) 3/4 EHS 4.08 58.30 23.27 34.98 1.000 (746) 1.503 Tl l 891-5/16" (A) 518 EHS 5.09 42.40 20.15 25.44 1.000 f! (762) 1263 80'1-5/16" (B) 5/8 EHS 5.09 42.40 20.16 25.44 1.000 (761) 1.262 80'1-5/16" (C) 5/8 EHS 5.09 42.40 20.16 25.44 1.000 (757) 1.262 Compression Checks WxTower Job Page FL10049-A-03 -Midway Road 40 of 52 FDH Velocitel Project Date 212 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Leg Design Data (Compression) Section Elevation Size L L. K11r A P. Ratio No. Po fl Jl Jl int K K 16p- T1 300-280 ROHN 2.5 EH 20' 1-5/16" 1.5 2.254 -25.56 101.39 0.252 K=1.00 V 72 280 - 260 ROHN 2.5 EH 20' 24-29/3 62.6 2.254 -53.80 76.17 0.706 2" K=2.00 T3 260 - 240 ROHN 2.5 EH 20' 24-29/3 31.3 2.254 -59.25 94.41 0.628 ' 2" K=1.00 V T4 240 - 220 ROHN 2.5 EH 20' 2'4-29/3 31.3 2.254 -51.75 94.41 0.548 T. K=1.00 `/ T5 220 - 200 ROHN 2.5 EH 20' 2'4-29/3 31.3 2.254 -52.42 94.41 0.555 t 2" K=1.00 V T6 200 - 180 ROHN 2.5 EH 20' T4-29/3 31.3 2.254 -55.64 94.41 0.589, 2" K=1.00 V T7 180- 160 ROHN 2.5 EH 20' 2'4-29/3 31.3 2.254 -79.04 94A1 0.837 2" K=1.00 ✓ T8 160 - 140 Rohn 3 EHH 20' 2'4-29/3 26.4 4.213 -125.14 180.16 0.695 2" K=1.00 `/ T9 140 - 120 ROHN 3 EH 20' 2'4-29/3 25.4 3.016 -116.98 129.44 0.904 2" K=1.00 `/ Tl0 120 - 100 ROHN 3 EH 20' T4-29/3 25.4 3.016 -89.45 129.44 0.6911 2" K=1.00 t/ Tit 100 - 80 ROHN 3 EH 20' T4-29/3 25.4 3.016 -101.23 129.44 0.782 2" K=1.00 `/ T12 80-60 Rohn EHH 20' T4-29/3 52.9 4.213 -99.79 154.56 0.646' 2" K=2.00 T13 60 - 40 ROHN 3 EH 20' 24-29/3 50.9 3.016 -101.14 112.32 0.901 2" K=2.00 T14 40-20 ROHN3EH 29 T4-29/3 50.9 3.016 -101.72 112.32 0.906� T. K=2.00 `/ T15 20-5 ROHN 3 EH 15, 2'4-9/16 50.2 3.016 -93.59 112.85 0.829 ' K=2.00 V T16 5-0 ROHN 3 EH 5'4-9/16 1.4-313T 14.2 3.016 -87.62 133.73 0.655 ' K=1.00 1 P" / ¢P" controls Diagonal Design Data (Compression) Ratio Section Elevation Size L L. K1/r A P. No. P. f7 ,/7 ft in' K K mp" Tl 300-280 P1.5x058 4'2-5/3T 3'10-11/ 91.4 0.263 -3.51 5.94 0.591 ' 16" K=1.00 `/ T2 280-260 P1.5x.120 4'2-5/32' 3'10-11/ 95.2 0.520 -5.80 11.26 0.515 ' 16" K=1.00 `/ T3 260-240 P1.Sx.058 42-5/32' 3'10-11/ 91.4 0.263 -3.31 5.94 0.558t ' 16, K=1.00 V T4 240 - 220 P 1.5x.058 4'2-5/32' 3' 10-I 1/ 91.4 . 0.263 -4.10 5.94 0.690 WxTower Job Page FL10049-A-03 -Midway Road 41 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFling FAX. Section No. Elevation ft Size L ft L. ft Kl/r A in' P. K �P" K Ratio P. gyp" ' 16" K=1.00 `/ T5 220-200 P1.5x.058 4'2-5/32' 3'10-11/ 91.4 0.263 -5.59 5.94 0.940' ' 16, K=1.00 `/ T6 200 - 180 P1.5x.058 4'2-5/32' 3'10-11/ 91.4 0.263 -3.65 5.94 0.614 ' 16, K=1.00 `/ T7 180- 160 P1.5K058 42-5/32' 3'10-11/ 91.4 0263 -3.26 5.94 0.548 ' ' 16" K=1.00 I/ T8 160 - I40 PI.5x.120 4'2-5/32' 3'9-27/3 93.7 0.520 -7.46 11.47 0.650 ' 2" K=1.00 V T9 140 - 120 P1.5x.058 V2-513T 3'9-27/3 89.9 0263 4.13 6.04 0.683 � ' 2" K=1.00 `/ TIO 120-100 P1.5KO58 4'2-5/32' 3'9-27/3 89.9 0.263 -3.69 6.04 0.610' ' 2" K=1.00 TI1 100-80 P1.Sx.120 4'2-5/32' 3'9-27/3 93.7 0.520 -6.12 11.47 0.533 1 2" K=1.00 V T12 80-60 P1.5x.120 4'2-5/32' 3'9-27/3 93.7 0.520 -7.54 11.47 0.657 2" K=1.00 V T13 60-40 PL5x.058 4'2-5/32' 3'9-27/3 89.9 0.263 -4.34 6.04 0.717' ' 2" K=1.00 V, T14 40-20 PI.5x.058 4'2-5/32' 3'9-27/3 89.9 0.263 -3.19 6.04 0.528 ' 2" K=1.00 6/ TIS 20-5 P1.5x.120 4'1-29/3 3'9-23/3 93.3 0.520 4.19 11.52 0.363' 2" 2" K=1.00 `/ 1 P " / r P. controls Horizontal Design Data (Compression) Ratio Section Elevation Size L L. Kl/r A P. r P" No. P. ft ft ft in' K K OP" T5 220-200 L2x2xl/4 3'5-1/32' 32-513T 97.5 0.938 -0.91 18.42 0.049 ' K=1.00 T6 200-180 L2x2xl/4 3'5-1/32' 32-5/32' 97.5 0.938 -0.96 18.42 0.052' ' K=1.00 TIO 120-100 L2x2xl/4 3'5-1/3T 3'1-9/16' 95.9 0.938 -1.55 18.73 0.083� ' K=1.00 `/ Tll 100-80 L2x2xl/4 3'5-1/32' 3'1-9/16' 95.9 0.938 -1.75 18.73 0.094� ' K=1.00 V T16 5-0 L3x3xl/4 35-1/32' 3'1-9/16 63.3 1.440 -1.62 37.77 0.043 ' K=1.00 f/ 1 P " / �P" controls Top Girt Design Data (Compression) WxTower Job Page FU 0049-A-03 - Midway Road 42 of 52 FDH Velocitel Project Date 122 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Size L L. KUr A P. �P„ Ratio No. P. J7 ft ft in K K �P� TI 300-280 P1.5x.058 3'5-1/32' 32-5/32' 74.7 0.263 -0.24 7.05 0.034 ' K=1.00 i✓ T2 280-260 P1.5x.120 3'5-1/32' 32-5/32' 77.8 0.520 -2.27 13.55 0.167 ' K=1.00 `/. T3 260-240 P1.5x.058 3'5-1/32' 3'2-5/32' 74.7 0.263 -0.11 7.05 0.015' ' K=1.00 T4 240-220 PI.Sx.058 3'5-1/32' 32-5/32' 74.7 0.263 -0.46 7.05 0.065 ' K=1.00 V T5 220-200 P1.5x058 3'5-1/32' 3'2-5/32' 74.7 0.263 -1.25 7.05 0.177 ' K=1.00 t/ T6 200-180 P1.5x.058 3'5-1/32' 32-5/32' 74.7 0.263 -0.14 7.05 0.019' ' K=1.00 `/ T7 180-160 P1.5x.058 3'5-1/32' 3'2-5/3T 74.7 0.263 -0.10 7.05 0.014' ' K=1.00 t/ T9 140- 120 PI.5x.058 3'5-1/32' 3'1-9/16' 73.5 0.263 -0.51 7.13 0.072 ' K=1.00 V T10 120-100 P1.5x.058 3'5-1/32' 3'1-9/16' 73.5 0.263 -0.45 7.13 0.062' ' K=1.00 `/ T12 80-60 PI.Sx.120 3'5-1/32' 3'1-9/16' 76.6 0.520 -1.68 13.72 0.123' ' K=1.00 T13 60-40 PI.5x.058 3'5-1/32' 3'1-9/16 73.5 0263 -0.68 7.13 0.095' ' K=1.00 `/ T15 20-5 P1.5x.120 3'5-1/32' 3'1-9/16' 76.6 0.520 -0.82 13.72 0.059' ' K=1.00 ' P. / oP. controls Bottom Girt Design Data (Compression) Section Elevation Sue L L„ KUr A P. gyp. Ratio No. P. Jl ft Jt in' K K �P� TI 300-280 PI.Sx.058 3'5-1/32' 32-5/32' 74.7 0.263 -0.34 7.05 0.048 K=1.00 V 72 280-260 P1.5x.120 3'5-1/32' 3'2-5/3T 77.8 0.520 -1.63 13.55 0.120' ' K=1.00 V T3 260-240 P1.5x.058 3'5-I/32' 32-5/32' 74.7 0263 -0.18 7.05 0.026' ' K=1.00 `/ T5 220-200 P1.5x058 3'5-1/32' 37-5/32 74.7 0.263 -0.26 7.05 0.036' ' K=1.00 t/ T6 200-180 P1.5x.058 3'5-1/32' 32-5/32' 74.7 0.263 -0.82 7.05 0.116' ' K=1.00 T7 180-160 P1.5x.058 3'5-1/32' 32-5132' 74.7 0.263 -0.14 7.05 0.020' ' K=1.00 T8 160-140 PI.5x.120 3'5-1/32' 3'1-9/16' 76.6 0.520 -1.24 13.72 0.090' ' K=1.00 `/. Tll 100-80 P1.5x.120 3'5-1/32' 3'1-9/16 76.6 0.520 .0.04 13.72 0.003' ' K=1.00 9/ T12 80-60 P1.5x.120 3'5-1/32' 3'1-9/16' 76.6 0,520 -1.06 13.72 0.077' 1 K=1.00 WxTower Job Page FL10049-A-03 -Midway Road 43 of 62 FDH Velocilel Project Date 222S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Size L L. K11r A P. lip. Ratio No. P. Jt Jt It ^' K K uP T13 60-40 Pl.5x.058 3'5-1l32' 31-9/16 73.5 0.263 -0.04 7.13 0.006 � ' K=1.00 T14 40-20 P1.5x.058 3'5-1/32' 3'1-9/16 73.5 0.263 -0.54 7.13 0.075 ' I K=1.00 `/ 1 P. / �P. Controls Top Guy Pull -Off Design Data (Compression) Section Elevation Size L L. K11r A P. �P. Ratio No. P. ft Jl Jt in' K K OP. Tll 100-80 2L2x2xl/4 3'5-1/32' 3'1-9/16' 43.1 1.880 -0.14 55.24 0.002 ' K==0.70 Top Guy Pull -Off Bending Design Data Section Elevation Size Al iiM Ratio Mn. �M,s. Ratio No. M M� Jt ktP-Jt kip -It ¢M mP-.R kiPit ¢M T11 100-80 2L2x2xl/4 0.01 2.00 0.006 0.00 2.73 0.000 Top Guy Pull -Off Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M M Stress Stress Jt �P. Om- QM Ratio Ratio 0.002 0.006 0.000 0.007 1.000 4.8.1 Torque -Arm Top Design Data Section Elevation Size L L. K11r A P. Ratio No. P. Jt ft Jl in K K lip TS 160 - 140 (747) C1503.9 3'5-1/32' 3'3-1/4" 43.5 9.960 -7.85 292.15 0.027 K=1.00 T8 160 - 140 (748) C15x33.9 3'5-1/32' 3'3-1/4" 43.5 9.960 -7.86 292.15 0.027 ' K=1.00 T8 160 - 140 (751) C1503.9 3'5-1/32' 3'3-19' 43.5 9.960 -7.87 292.15 0.027 1 K=1.00 WxTower Job Page FL10049-A-03 -Midway Road 44 of 52 FDH Velocitel Project Date 222 S Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Size L L. Kl/r A P. Ratio No. P. in K K ¢P T8 160 - 140 (752) MOM 3'5-1/32' 3'3-19' 43.5 9.960 -7.85 292.15 0.027 ' K=1.00 T8 160-140(755) MOM 3'5-1/32' 3'3-1/4" 43.5 9.960 -7.95 292.15 0.027 K=1.00 T8 160 - 140 (756) C1503.9 3'5-1/32' 3'3-1/4" 43.5 9.960 -7.95 292.15 0.027 K=1.00 Torque -Arm Top Bending Design Data Ratio Section Elevation Sue M WM Ratio Mn. QMM, No. M Mom. Ji kPIi knli R kPR kP-ii W T8 160 - 140 (747) C1503.9 -57.99 113.40 0.511 0.00 16.82 0.000 T8 160- 140(748) C1503.9 -58.03 113.40 0.512 -0.00 16.82 0.000 T8 160 -140 (751) C1503.9 -58.08 113.40 0.512 0.00 16.82 0.000 T8 160 -140 (752) MOM -57.99 113.40 0.511 -0.00 16.82 0.000 T8 160 - 140 (755) C1503.9 -58.31 113.40 0.514 -0.00 16.82 0.000 T8 160 -140 (756) C1503.9 -58.32 113.40 0.514 0.00 16.82 0.000 Torque -Arm Top Interaction Design Data Criteria Section Elevation Size Ratio Ratio Ratio Comb. Allow. No. P. M. Mom. Stress Stress Jl Vp W % WM Ratio Ratio T8 160 - 140 (747) C 1503.9 0.027 0.511 0.000 0.525 1.000 � 4.8.1 T8 160 -140 (748) C1503.9 0.027 0.512 0.000 0.525 1.000 4.8.1 T8 160 - 140 (751) C1503.9 0.027 0.512 0.000 0.526 1.000 4.8.1 T8 160 -140 (752) C1503.9 0.027 0.511 0.000 0.525 1.000 4.8.1 TS 160 - 140 (755) C1503.9 0.027 0.514 0.000 0.528 1.000 4.8.1 T8 160 - 140 (756) C1503.9 0.027 0.514 0.000 0.528 1.000 4.8.1 Tension Checks Leg Design Data Tension Section Elevation Size L L. K11r A P. Ratio No. P. Jt ft i tn' K K mp- WxTower Job Page FL10049-A-03 -Midway Road 45 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT14OO 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Site L L. Kb/- A P. Ratio No. P. J7 ff Jt in' K K gyp" TI 300 - 280 ROHN 2,5 EH 20' 24-29/3 31.3 2.254 11.12 101.41 0.110 2" T2 280-260 ROHN2.5EH 20' 1-5116, 1.5 2.254 26.64 101A1 0,263 T3 260-240 ROHN2.5EH 29 2'4-29/3 31.3 2254 29.06 101.41 0.2-8`7� 2" V T4 240 - 220 ROHN 2.5 EH 29 24-29/3 31.3 2254 10.87 101.41 0.107 2" V T8 160 - 140 Rohn 3 EHH 20' 24-29/3 26.4 4213 34.00 189.60 0.179 2" V 1 P. / r P. controls Diagonal Design Data (Tension) Section Elevation Size L L. K11r A P. Ratio No. P. n n n in K K Epp T1 300-280 P1.5x.058 4'2-5/3T 3'10-11/ 91.4 0.263 2.77 9.93 0.279� ' 16" `/ T2 280-260 P1.5x.120 4'2-5/32' 3'10-11/ 95.2 0.520 5.71 19.67 0.291 16" ✓ T3 260-240 P1.5x.058 42-5/32' 3'10-11/ 91A 0.263 2.96 9.93 0.298 ' 16, `/ T4 240-220 Pl.5x.058 42-5/32' Y10-11/ 91.4 0.263 4.03 9.93 0.406 ' 16" T5 220-200 P1.5x.058 4'2-5/32' 3'10-11/ 91.4 0.263 4.88 9.93 0.491 ' 16, ✓ T6 200-180 PI.Sx.058 4'2-5/32' 3'10-11/ 91.4 0.263 2.77 9.93 0.2791 ' 16, `/ 77 180-160 P1.5x.058 4'2-5/32' 3'10-11/ 91.4 0.263 2.64 9.93 0,2•6�6 16, Y TS 160 - 140 PI.5x.120 41-5/32' 3'9-27/3 93.7 0.520 7.47 19.67 0.380 t , 2„ ' T9 140 - 120 PLSx.058 4'2-5/32' 3'9-27/3 89.9 0.263 3.07 9.93 0.309, 1 2. V TIO 120- 100 1`1.5x.058 4'2-5/32' 3'9-27/3 89.9 0.263 2.12 9.93 0.213 1 2„ 600, T11 100-80 P1.5x.120 47-5/32' 39-2713 93.7 0.520 3.28 19.67 0.167 , 2„ 600, T12 80-60 P1.Sx.120 V2-5/32' 3'9-27/3 93.7 0.520 6.65 19.67 0.338' , 2. T13 60-40 P1.5x.058 42-5/32' 3'9-27/3 89.9 0.263 3.71 9.93 0.3741 , 2„ V T14 40-20 P1.5x.058 4'2-5/32' 3'9-27/3 89.9 0.263 2.63 9.93 0.264 , 2„ TIS 20-5 Pl.5x.120 41-29/3 3'9-23/3 93.3 0.520 4.13 19.67 0.210� 2" 2" WxT'ower Job Page FL10049-A-03 -Midway Road 46 of 52 FDH Velocitel Project Date 122S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling 1 P v / OP. controls Horizontal Design Data (Tension Section No. Elevation J} Size L fl L. ft Kl/r A in P. K gyp, K Ratio P. ape T5 220-200 L2x2xl/4 3'5-1/3T 3'2-5/32' 62.6 0.938 1.01 30.39 0.033 , 1 f✓ T6 200 - 180 L2x2xl/4 3'5-1/32' 3'2-5/32' 62.6 0.938 0.96 30.39 0.032 t , T10 120-100 L2x2xl/4 3'5-WT 3'1-9/16 61.6 0.938 1.55 30.39 0.051 t T11 100-80 L2x2xl/4 3'5-1/32' TI-9/16' 61.6 0.939 2.16 30.39 0.071 t , ✓ T16 5-0 L3x3xl/4 3'5-1/32' 3'1-9/16' 40.3 1.440 12.85 46.66 0.275' 1 P � / �P„ controls Top Girt Design Data (Tension) Section Elevation Size L L. K11r A P. rpP„ Ratio No. P i It i n K K �P TI 300-280 P1.5x.058 3'5-1/3T 3'2-5/32' 74.7 0263 0.24 9.93 0.2 T2 280 - 260 PI.Sx.120 3'5-1/32' 3'2-5/32' 77.8 0.520 2.42 19.67 0.123 T3 260-240 P1.5x.058 3'5-1/3T 3'2-5/32' 74.7 0263 0.37 9.93 0.037 T4 240-220 P1.5x.058 3'5-1/32' 32-5/32' 74.7 0263 0.79 9.93 0.080, T5 220 - 200 P1.5x.058 3'5-1/32' 3'2-5/32' 74.7 0.263 1.71 9.93 0.172 ' T6 200- 180 P1.5x.058 3'5-1/32' 32-5/32' 74.7 0.263 0.52 9.93 0.00553 t T7 180 - 160 P1.5x.058 3'5-1/32' 32-5/32' 74.7 0.263 0.87 9.93 0.088 t T8 160-140 P1.5x.120 3'5-1/32' TI-9/16 76.6 0.520 0.79 M67 0.040 T9 140-120 P1.5058 3'5-1/32' 3'1-9/16' 73.5 0.263 1.36 9.93 0.137t , r T10 120 - 100 PI.5x.058 3'5-1/32' 3'1-9/16' 73.5 0263 0.99 9.93 0.100 t Tit 100 - 80 P1.5x.120 3'5-1/32' 3'1-9/16' 76.6 0,520 0.99 19.67 0.050 t T12 80 - 60 P1.5x.120 3'5-1/32' 31-9/16 76.6 0.520 3.21 19.67 0.163 T13 60-40 P1.5x.058 3'5-1/32' 31-9/16 73.5 0.263 1.12 9.93 0.113 tnx ©wer Job Page FL10049-A-03 -Midway Road 47 of 52 FDH Velocilel Project Data 222S. CentralAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Size L L. Kl/r A P. Ratio No. P. fl fi fF in' K K bp., r T14 40-20 PI.Sx.058 3'5-1/3T 3'1-9/16' 73.5 0.263 0.36 9.93 0.036 T15 20 - 5 P1.5x.120 3'5-1/3T 3'1-9/16' 76.6 0.520 1.25 19.67 0.063 ' V IP„ /�P„controls Bottom Girt Design Data (Tension) Section Elevation Size L L. Kl/r A P. �P„ Ratio No. P. Jt ft Jt in' K K �p� TI 300 - 280 P1.5x.058 3'5-1/32' 3'2-5/32' 74.7 0.263 0.83 9.93 0.084 , 600, T2 280-260 P1.5x.120 3'5-1/32' 3'2-5/32' 77.8 0.520 1.80 19.67 0.091 1 T3 260-240 P1.5x.058 3'5-1/32' 3'2-5/32' 74.7 0263 0.51 9.93 0.052' T4 240-220 PI.5x.058 3'5-1/32' 32-5/32' 74.7 0.263 1.13 9.93 0.113' T5 220-200 P1.5x.058 3'5-1/32' 3'2-5/32' 74.7 0263 0.65 9.93 0.066 T6 200- 180 PI.5x.058 3'5-1/32' 32-5/32' 74.7 0.263 1.16 9.93 0.117 T7 180 - 160 PI.5x.058 3'5-1/3T 3'2-5/32' 74.7 0.263 0.70 9.93 0.070 T8 160- 140 P1.5x.120 3'5-1/32' 3'1-9/16' 76.6 0.520 2.55 19.67 0.130 T9 140- 120 P1.5x.058 3'5-113T 3'1-9/16 73.5 0263 0.87 9.93 0.087 T10 120- 100 P1.5x.058 3'5-1/32' 3'1-9/16' 73.5 0.263 0.56 9.93 0.056 T11 100-80 PI.5x.120 3'5-1/32' 3'1-9/16 76.6 0,520 2.11 19.67 0.107 , T12 80-60 P1.5x120 3'5-1/32' 3'1-9/16 76.6 0.520 1.47 19.67 0.075 , T13 60 - 40 PI.Sx.058 3'5-1/3T 3'1-9/16 73.5 0.263 0.45 9.93 0.045 , r T14 40 - 20 P1.5x.058 3'5-1/32' 3'1-9/16 73.5 0.263 0.94 9.93 0.095 , I V T15 20-5 P1.5x120 3'5-1/3T 3'1-9/16' 76.6 0.520 4.94 19.67 0,251 , I V I P. / r P. controls WxTower Job Page FL10049-A-03 -Midway Road 48 of 52 FDHVelocitel Project Date 222S. CentralAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed b y 73.4000 Phone: 3�ling SBA Network Services, Inc. DF Top Guy Pull -Off Design Data Tension Ratio Section Elevation Size L L. K11r A P. rJP„ No. P. it it R ins K K QP. TI 300-280 2L2x2xl/4 3'5-1/32' 3'2-5/32' 62.6 1.880 6.88 60.91 0.113 T4 240-220 2L2x2xl/4 3'5-1/32' 3'2-5/32' 62.6 1.880 10.12 60.91 0,166 Tit 100-80 2L2x2x1/4 3'5-1/32' 3'1-9/16 61.6 1.880 7.64 60.91 0.125' 1 P . / g, controls Top Guy Pull -Off Bending Desi n Data Ratio Section Elevation Size M Om Ratio My. WM No. M My. Jt kip -it ko-.It �M kio-- t kp Jt OM TI 300-280 2L2x2xl/4 0.00 2.00 0.000 0.00 2.73 0.000 T4 240-220 2L2x2xl/4 0.00 2.00 0.000 0.00 2.73 0.000 Tit 100-80 2L2x2xl/4 0.00 2.00 0.000 0.00 2.73 0.000 Top Guy Pull -Off Interaction Design Data Section Elevation Site Ratio Ratio Ratio Comb. Allow. Criteria No. P. M my Stress Stress .R 0. mM. AM Ratio Ratio Tl 300-280 - 2L2x2xl/4 0.113 0.000 0.000 0.113 1.000 V 4.8.1 T4 240-220 2L2x2xl/4 0.166 0.000 0.000 0.166 1.000 481 T11 100-80 2L2x2xl/4 0.125 0.000 0.000 0.125 1.000 V 4816/ 1 P. / �P„ controls Torque -Arm Top Design Data Section Elevation Site L L. KI/r A P. �P. Ratio No. P. Jt ft J7 in K K AP_ T8 160 - 140 (748) C1503.9 3'5-1/32' 31-14' 43.5 9.960 0.03 322.70 0.000 T8 160 - 140 (751) C15x33.9 3'5-1/32' 3'3-14' 43.5 9.960 0.01 322.70 0.000 tom. 10-Wer Job Page FL10049-A-03 -Midway Road 49 of 62 FDH Velocitel Project Date 222 S. CentralAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Size L L. Kl/r A P. Ratio No. P. n n it int K K 4vPp T8 160-140(752) C1503.9 3'5-1/3T 3'3-1/4" 43.5 9.960 6.84 322.70 0.021 T8 160 - 140 (755) C1503.9 3'5-1/32' 3'3-1/4" 43.5 9.960 6.94 322.70 0.021 T8 160 - 140 (756) C1503.9 3'5-1/32' 3'3-1/4" 43.5 9.960 6.93 322.70 0.021 Torque -Arm Top Bending Design Data Section Elevation Size M WM Ratio Mom. OM, Ratio No. M M ki, -R MP-R mM 1+P-n 4 -/t &Mr . T8 160 - 140 (747) C1503.9 -52.79 113.40 0.465 0.00 16.82 0.000 T8 160 -140 (748) C15x33.9 -59.87 113.40 0.528 0.00 16.82 0,000 T8 160 -140 (751) C1503.9 -59.86 113.40 0.528 -0.00 16.82 0.000 T8 160 - 140 (752) C1503.9 -52.77 113.40 0.465 -0.00 16.82 0.000 T8 160 - 140 (755) C15x33.9 -53.08 113.40 0.468 0.00 16.82 0.000 T8 160 -140 (756) C1503.9 -53.09 113.40 0.468 -0.00 16.82 0.000 Torque -Arm Top Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M M,v. Stress Stress .i AP_ A _ A,A.L. Ratio Ratio T8 160 -140 (747) C1503.9 0.021 0.465 0.000 0.476 1.000 V 4 8 1 T8 160 - 140 (748) C1503.9 0.000 0.528 0.000 0.528 1.000 4.8.1 T8 160 -140 (751) C1503.9 0.000 0.528 0.000 0.528 1.000 4 8 1 T8 160 - 140 (752) C 15x33.9 0.021 0.465 0.000 0.476 1.000 V 4 8 1 T8 160 -140 (755) C 15x33.9 0.021 0.468 0.000 0.479 LOW V 4 8 1 T8 160 - 140 (756) C 15x33.9 0.021 0.468 0.000 0.479 1.000 V 4 8 1 Section Capacity Table Pass Section Elevaton Component Size Critical P oPdi- % No. it Type Element K K Capacity Fail Tl 300 - 280 Leg ROHN 2.5 EH 3 -25.56 101.39 252 Pass Diagonal PI.Sx.058 10 -3.51 5.94 59.1 Pass Top Girt P1.5x.058 5 -0.24 7.05 3.4 Pass 4.4 (b) Bottom Girt P1.5x.058 7 0.83 9.93 8.4 Pass WxTower Job rage FL10049-A-03 -Midway Road 50 of 52 FDH Velocitel Project Date 222 S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFling FAX, Section Elevation Component Size Critical P oPdw % Pass No. .11 Type Element K K Capacity Fail 15.2 (b) Guy A@282.523 7/8 738 33.32 47.82 69.7 Pass Guy B@282.523 7/8 737 33.19 47.82 69A Pass Guy C@282.523 7/8 733 33.40 47.82 69.9 Pass Top Guy 2L2x2xl/4 734 6.88 60.91 11.3 Pass Pull-Off@282.523 T2 280 - 260 Leg ROHN 2.5 EH 60 -53.80 76.17 70.6 Pass Diagonal PI.Sx.120 88 -5.80 11.26 51.5 Pass 72.2 (b) Top Girt P1.5x.120 61 -2.27 13.55 16.7 Pass 30.5 (b) Bottom Girt P1.5x.120 64 -1.63 13.55 12.0 Pass 22.7 (b) 73 260 - 240 Leg ROHN 2.5 EH 93 -59.25 94.41 62.8 Pass Diagonal P1.Sx.058 103 -3.31 5.94 55.8 Pass Top Girt P1.5x.058 95 0.37 9.93 3.7 Pass 6.7 (b) Bottom Girt PL5x.058 97 0.51 9.93 5.2 Pass 9.4 (b) T4 240 - 220 Leg ROHN 2.5 EH 150 -51.75 94.41 54.8 Pass Diagonal P1.Sx.058 166 -4.10 5.94 69.0 Pass 73.6 (b) Top Girt PI.5x.058 151 0.79 9.93 8.0 Pass 14.5 (b) Bottom Girt PL5x.058 154 1.13 9.93 11.3 Pass 20.6 (b) Guy A@222.523 7/8 744 39.39 47.82 82A Pass Guy B@222.523 718 743 39.34 47.82 82.3 Pass Guy C@222.523 718 739 39.34 47.82 82.3 Pass Top Guy 2L2x2xl/4 742 10.12 60.91 16.6 Pass Pull-Off@222.523 T5 220-200 Leg ROHN 2.5 EH 206 -52.42 94.41 55.5 Pass Diagonal P1.5x.058 256 -5.59 5.94 94.0 Pass Horizontal L2x2xl/4 218 -0.91 18.42 4.9 Pass Top Girt P1.5x.058 208 -1.25 7.05 17.7 Pass 31.2 (b) Bottom Girt P1.5x.058 211 0.65 9.93 6.6 Pass 11.9 (b) T6 200 - 180 Leg ROHN 2.5 EH 261 -55.64 94.41 58.9 Pass Diagonal P1.5x.058 269 -3.65 5.94 61.4 Pass Horizontal L2x2xl/4 273 -0.96 18.42 5.2 Pass Top Girt P1.5x.058 262 0,52 9.93 5.3 Pass 9.6 (b) Bottom Girt P1.Sx.058 266 1.16 9.93 11.7 Pass 21.2 (b) 17 180 - 160 Leg ROHN 2.5 EH 315 -79.04 94.41 83.7 Pass Diagonal P1.5x.058 325 -3.26 5.94 54.9 Pass Top Girt P1.5x.058 318 0.87 9.93 8.8 Pass 15.9 (b) Bottom Girt PLSx.058 321 0.70 9.93 7.0 Pass 12.8 (b) T8 160 - 140 Leg Rohn 3 EHH 372 -125.14 180.16 69.5 Pass Diagonal PI.Sx.120 380 -7.46 11.47 65.0 Pass 76.8 (b) Top Girt PI.5x.120 375 0.79 19.67 4.0 Pass 8.1 (b) Bottom Girt PI.Sx.120 377 2.55 19.67 13.0 Pass 26.3 (b) Guy A@142.523 3/4 753 23.30 34.98 66.6 Pass Guy B@142.523 3/4 750 23.32 34.98 66.7 Pass Guy C@142.523 3/4 745 23.30 34.98 66.6 Pass WxTower Job Page FL10049-A-03 - Midway Road 51 of 52 Project Date FDH Velocitel 2123. CentraiAve., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 314.773.4000 SBA Network Services, Inc. DFling FAX. Section Elevation Component Size Critical P oPw„ % Pass Ira ft Type Element K K Capacity Fail Torque Arm C1503.9 748 -7.86 292.15 52.8 Pass Top@142.523 T9 140 - 120 Leg ROHN 3 EH 429 -116.98 129.44 90.4 Pass Diagonal PL5x.058 478 -4.13 6.04 68.3 Pass Top Girt PL5x.058 431 1.36 9.93 13.7 Pass 24.8 (b) Bottom Girt P1.5x.058 433 0.87 9.93 8.7 Pass T10 120 - 100 Leg ROHN 3 EH 485 -89.45 129.44 69.1 Pass Diagonal P1.5x.058 537 -3.69 6.04 61.0 Pass Horizontal L2x2xl/4 496 -1.55 18.73 8.3 Pass Top Girt PI.Sx.058 489 0.99 9.93 10.0 Pass 18.1 (b) Bottom Girt P1.5x.058 491 0.56 9.93 5.6 Pass 10.2 (b) TI 1 100 - 80 Leg ROHN 3 EH 540 -101.23 129.44 78.2 Pass Diagonal P1.5x.120 554 -6.12 11.47 53.3 Pass 62.9 (b) Horizontal L2x2xl/4 551 -1.75 18.73 9A Pass Top Girt P1.Sx.120 542 0.99 19.67 5.0 Pass 10.2 (b) Bottom Girt PL5x.120 545 2.11 19.67 103 Pass 21.8 (b) Guy A@80.1146 5/8 762 20.15 25.44 79.2 Pass Guy B@80.1146 5/8 761 20.16 25.44 79.3 Pass Guy C@80.1146 5/8 757 20.16 25.44 79.2 Pass Top Guy 2L2x2xl/4 759 7.64 60.91 12.5 Pass Pull-Oti@80.1146 T12 80 - 60 Leg Rohn 3 EHH 593 -99.79 154.56 64.6 Pass Diagonal P1.5x.120 622 -7.54 11.47 65.7 Pass 77.6 (b) Top Girt P1.5x.120 597 3.21 19.67 16.3 Pass 33.0 (b) Bottom Girt P1.5x.120 600 -1.06 13.72 7.7 Pass 15.1 (b) T13 60 - 40 Leg ROHN 3 EH 625 -101.14 112.32 90.1 Pass Diagonal P1.5x.058 655 -4.34 6.04 71.7 Pass Top Girt P1.5x.058 630 1.12 9.93 11.3 Pass 20.5 (b) Bottom Girt P1.5x.058 632 0.45 9.93 4.5 Pass 8.2 (b) T14 40 - 20 Leg ROHN 3 EH 658 -101.72 112.32 90.6 Pass Diagonal PL5v 058 669 -3.19 6.04 52.8 Pass Top Girt P1.5x.058 662 0.36 9.93 3.6 Pass 6.6 (b) Bottom Girt P1.5x.058 666 0.94 9.93 9.5 Pass 172 (b) T15 20 - 5 Leg ROHN 3 EH 691 -93.59 112.85 82.9 Pass Diagonal P1.5x.120 703 -4.19 11.52 36.3 Pass 43.1 (b) Top Girt P1.5x.120 694 1.25 19.67 6.3 Pass 12.8 (b) Bottom Girt P1.5x.120 697 4.94 19.67 25.1 Pass 50.8 (b) T16 5-0 Leg ROHN 3 EH 718 -87.62 133.73 65.5 Pass Horizontal L3x3xl/4 721 12.85 46.66 27.5 Pass Summary Leg(T14) 90.6 Pass Diagonal 94.0 Pass (T5) Horizontal 27.5 Pass (T16) WxTower Job Page FI-10049-A-03 - Midway Road 52 of 52 FDH Velocitel Project Date 222S. Central Ave., Suite 1110 16BGOT1400 16:17:30 04/20/16 St. Louis, MO 63105 Client Designed by Phone: 3�73.4000 SBA Network Services, Inc. DFling Section Elevation Component Size Critical P op, % Pass No. It Type Element K K Capacity Fail Bottom Girt 50.8 Pass (T15) Guy A (T4) 82.4 Pass Guy B (T4) 82.3 Pass Guy C (T4) 82.3 Pass Top Guy 16.6 Pass Pull -Off (T4) Torque Arm 52.8 Pass Top (T8) Bolt Checks 89.2 Pass RATING= 94.0 Pass Program Version 7.0.5.1 - 2/12016 File:C:/Users/DFling/Desktop/FL10049-A-Midway Road/16BGOT1400-STRGOO_VZW/R.0/Analysis/ReportedTowedFL10049-A_Midway Road _Verizon_ERI_042016.eri Site Name: Ndwayr Road Site ID: 5 FL,110049=X-I 1,--- JFDH Pro ject No: 168GXG2400 I Code (Fore Comp. (Per Leg) (k) 2M-1- Diameter (ft) 77 4,01 Overall Length ft --0c 30.- 11 I Height Abow Grade (ft) 0.5 1 V Unit Weight of Gone. (kcf) -0.160- MIN F (ft) Frost De '0� _-M Water (ft) - - I.. .� 7 'L I Ult Tip Bearing Pressure (ksf) -477, I Net or Gross Bearing? Net -- Soil Layers- Clay or Sand (C or S) Depth to Bottom of Soil Layer (ft) Soil Unit Weight (pcf) Friction Angle (0) Cohe sion 1 (kso Ult.Comp.Skjn Friction (ksf) UltUplSldn Frictionift(ksl) Grade S .,01 ' - - - 0: - I - .b- 0 - 0.00-, 1 O.OD Layer I 13>- -- z 0,: O' -Z0.00- 0.00z=z Layer 2 ---4 - ----- - —110— ---0— -Or,00 .0.73- Layer 3 5-6--- --,,125 - 0- DM -GM Layer4 S 19 125--- 0 0.00 0.61 Layer 6 S 29.5 115 0 OWN 1.37 Layer 6 ---.,S. ?7 - EPL Layer 7 z Layer 8 S Layer 9 Layer 10 wo,; " thaw ortabfofeb BU: FL10049-A-03 Site Name: Midway Road Project No: 16BGXG1400 Input 'Criteria' TIA Revision: G ACI 318 Revision: 2CD8 Seismic Category: B Forces= Uplift 107 kips Shear 79 kips Moment 79 k-ft Swelling Force 0kips Foundation Dimensions ' Pier Diameter: 5 ft EA. above grade: 0.5 ft Depth belowgrade: 29.5 ft Material Properties Number of Rebar: 20 Rebar5lze: 9 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 30DO psi Ultimate Concrete Strain 0.0031nfin Clear Cover to Ties: 3 in Soil Profile: Soil Date: a 3' CC ` Friction 'Uplift Skin 'Comp Skin Bearing Thickness From To Unit WeightCohesion Angie Friction Friction .Capacity SPT'N' Layer (ft) ,' (ft)' (ft), 1PcW . (W) (deg) (ksf) '.(ksO (ksf) Counts 2 3 2.5 5.5 110 29 0 3 18 5.5 23.5 S3 30 0 4 6 23.5 29.5 53 32 0 Analysis Results Concrete/Steel Check Soil lateral Capacity Mu (from soil analysis) 852.75 k-ft Depth to Zero Shear. 14.1 ft l Mn 1962.11 k-ft Max Moment, Mu: 952.8 k-ft RATING: 43.5% Soil Safety Factor: 4.6 Safety Factor Req'd: 1.33 'RATING: 28.8% _ rho provided (%) 0.71 Soil Axial Capacity rho required(%) 0.33 OK Concrete Weight: 79.5 kips Skin Friction: 127.4 kips Rebar Spacing 7.0 Soil Cone: .. kips Spacing required 18.0 OK Uplift Capacity (k), toTn: 206.9 kips Uplift (k), Tu: 107.0 kips RATING:. 51.7% Dev. Length required 15.2 _ Day. Length provided 49.4 OK Page 1 of 1