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Home My WebLink AboutSTRUCTURAL ANALYSISiNVVELOOMEL) ENGINEERING INNOVATION CONCFALtO FASTENERS OR ATTACHMENTS ARETHERESPONSI UTYOFTHE CONTRACTOR OF RECORD RECEIVED JAN 10 2-17 Structural Analysis for SBA Network Services, Inc. 300.0' Guyed Tower (300.0' AGL) SBA Site Name: Midway Road SBA Site ID: FL10049•A-01 Sprint Site ID: MI6OXC244 Site Address: 375 E. Midway Road, Fort Pierce, FL 34982.8522 FDH Velocitel Project Number 16PVSS1400 Analysis Results SCBVNED St. Lucie County Tower Com onents 98.9% Sufficient Foundation 1 88.9% Sufficient Prepared By: Tyler Ferguson, El Project Engineer I THESE PLANS AND ALL PROPOSED WORK ARE SUPNJECT TO ANY C011RECTIONS REQUIRED GY Mr-L 0 IIJSrECTOf c rHAT MAY BE NECESHARY IN O,iIDER TO COMPLY WITH ALL APPLICA61L6 Copj;B, ST. LUCIE COUNTY PLAN REVIEW 170/ -WD EILDG: EiPK DATE: /_3D EL: CJO DATE: PLUfdI DATE: MECH: DATE: Velocitel, Inc., d.b.a. FDH Velocitel 6521 Meddien Drive Raleigh, NC, 27616 (919)755-1012 November 10, 2016 Reviewed By: J. Scott Hilgoe, PE Engineering Lead FL License No. 78300 Velocitel, Inc. COA 28282 `�GOTTI H/tG J CENSP OF�� N0. 78300 ii�o,�� '�CORtOP GN�\ /lit I II I11 �\\\ Weparedpursuant to the ANSI/TLA-222-G Shuclural Standard rorAntenna Supporting Structures and Antennas and 2014 Flodda Building Code, P Edition STR-RPT-10100 � �� RG-1.3.4 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-01 November 10, 20M TABLE OF CONTENTS EXECUTIVESUMMARY..........................................................................................................................................................3 Recommendations....................................................................................................................................................3 APPURTENANCE LISTING.....................................................................................................................................................4 RESULTS.................................................................................................................................................................................5 GENERALCOMMENTS...........................................................................................................................................................8 LIMITATIONS...........................................................................................................................................................................8 APPENDIX................................................................................................................................................................................9 My STR-RPT-10100 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10040•A-01 November 10, 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 forAntenna Supporting Structures and Antennas and 2014 Florida Building Code, P Edition. Information pertaining to the antenna loading, current tower geometry, member sizes, and below grade parameters was obtained from: Source Alcoa Wireless Services, Inc. Document Type Previous Structural Analysis Reference Project No.1608.244 Date Au ust %2004 Rahn Foundation Drawings File No.45476WM September 12, 2001 FDH Engineering, Inc. Geotechnical Report Project No. 12011 09EG1 February 06, 2012 FDH, Inc. T[Ainspection Job No. 07-0401T dl 16, 2007 FDH Engineering, Inc. Modification Drawings Project No.12-01109E S2 ApdI16,2013 FDH Enctineeft, Inc. Modification Inspection Project No.1302121700 June 11, 2013 FDH En ineedn , Inc. Modification DraWn s Pr 'ect No.12-01109E S6 March 13, 2013 FDH Engineering, Inc. Modificafion Inspection Project No. 1302121700 September 03, 2013 SBA Network Services, Inc. The ultimate design wind speed per the 2014 Florida Building Code, 9° Edition, is 160 mph without ice. This is converted to a basic design wind speed per the ANSIITIA-222-G standard and 2014 Florida Building Code, 51" Edition, Section 1609.3.1 of 124 mph. Furthermore, this structure was analyzed as a Class II structure in Exposure Category B with a topographical factor of 1 and Spectral Response Accelerations of Ss = 0.055 and Sr = 0.029. Note: Per Section 2.7.3 of the ANSIITIA-222-G Standard, the seismiclearthquake loading effects can be ignored if the spectral response acceleration at short periods (Ss) is less than or equal to 1.00. The towers 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 ANSYTIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2014 Florida Building Code, 51h Edition. 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 structure member information, 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 current analysis standards are met with the antenna configuration in place per Table 1, we have the following recommendations: 2. RRUIRRH S6pula6on: T tf a equipmen may e6installefiin any arrangement as determined by the client. STR-RPT-10100 _ I Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FLIOO49-A-01 November 10.2016 APPURTENANCE LISTING The antennas and equipment, with their corresponding feed lines, considered for this analysis 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 anaysis. Table 1- Appurtenance Loading Existing Loading: Antenna Elevation (ft.) Description Feed Lines Carder Mount Elevation pe 313.8F(,X2),CNoIda 23.6 Omni (3) 718° Waste 302 (2) 5' Standoffs 31016' Omnis management 272tlerHX9.45070 (1)718' $°reps 262 (3)5'Standoffs 2625Q4'x7 TMA Bmad n MA-BDHHI65201E0-8 CMA-BI6520/E0-8 256 FXFB (12)1-5/8' T-Mobile 256.5 (3)12.6 T-Frames Nokia FRIG (1)1-114' Hybrid (3) RFS ATMAA1412D-1A20 1) Raycap RNSNDC-7771-PF48 238 i 10' Di e 1 718° Repeater Network 233 1 S Standoff 240.8 1 19.6 Omni 1 7/8° Suntalk 231 1 6Standoff 239.8 1 23.5' Omni 1 718° 226 1 S Standoff 175 9 Decibel DB848H90E-XY (9)1-5/8- Nextel 175 3 12' T-Frames (3) RFS APXVERRIB-C (3) Ericsson RRU 11 150 (3) Ericsson RRU 31 (3)1-112' Hybrid Sprint ISO (3)10' T-Frames (3) Ericsson BOOMHz ESMR FILTER 9 RFS ACU-A20-N 140 (6) CSS X7CAP-66542 (18)1-518° Ver¢on 140 (3)T-Frames (Valmont RMV 12372 99 111'Camera 1 1-112' 99 Direct Proposed Carrier Final Loading: ! f• i 11 1 - - _ I i it I I 7 c •. - .: e. • \ I - i y .� i Sul Y (, t.y h I I i f. _-`ml I i' _t ♦.ak..ut U r 'i .^rs I I, I �N V' a �• _ �' I RESULTS Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-01 November 10, 2016 The following material grades for individual members were,used for analysis: Table 2 - Material Grade Member Type Material Grade L s I A572.60 Assumed Bracing A36 Assumed 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 - Structure Member Capacities Section No. Tt Elevation (ft.) 300 - 280 Component .- Le ROHN 2.5 EH 19.3 Pass Diagonal P1.5x.058 49.0 Pass Top Girt P1.5x.058 32.9 Pass Bottom Girt P1.5x.058 11 16 Pass Guy A@282.563 718 63.5 Pass Guy B 282.563 718 63.5 Pass G 82.563 718 63.7 Pass Top uy Pull-00 282.563 3112c1 5.9 Pass T2 280-260 Leg ROHN 2.5EH 53.3 Pass Diagonal P1.5020 39.5 47.3 b Pass Top Girt P1.5020 15.7 7 Pass Bottom Girt P1.5020 12 37.1 b Pass T3 260 - 240 Leg ROHN 2.5 EH 47.1 Pass Diagonal P1.5058 46.4 Pass Top Girt P1.5x.058 8 4.8 Pass Bottom Girt P1.Sx.058 42.7 Pass T4 240 - 220 Leg ROHN 2.5 EH 43.1 Pass Diagonal P1.5x.058 72.6 Pass Top Girt P1.5x.058 5.5 3.3 Pass Bottom Girt P1.5x.058 14.3 24.0 b Pass Guy A 22.563 718 78.6 Pass Guy B 222.563 718 78.4 Pass Guy C 222.563 718 78.4 Pass Top Guy Pull -Off 222.563 3112x1 9.0 Pass T5 220 - 200 Leg ROHN 2.6 EH 68.8 Pass • ,, zel h I v 4 ..I , • • -J I . 't' II 7 ! C, = yr] l ! F t � ._ .�. -L . I I Cil I it : I y C' 1. 1 I. � � �J I �.1 �.`..'M r I• � 'Lr Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-01 November 10, 2016 Section No. Elevation (ft.) Component Diagonal P1.5x.058 ap 98.9 Pass Horizontal L2x2xl/4 53 Pass Top Girt P1.5x.058 15.0 252 b Pass Bottom Girt P1.5x.058 734 Pass T6 200 -180 Leg ROHN 2.5 EH 66.7 Pass Diagonal P1.5x.058 65.5 Pass Horizontal L2x2xl/4 6.7 Pass Top Girt P1.5x.058 6,0 Pass Bottom Girt P1.5x.058 106.2 Pass T7 180 -160 Leg ROHN 2.5 EH 66.2 Pass Diagonal P1.5x.058 71.8 Pass Top Girt P1.Sx.058 1 97 Pass Bottom Girt P1.6x.058 52'1 Pass T8 160 -140 Leg Rohn 3 EHH 61.8 Pass Diagonal P1.5x.120 72,3 56.0b Pass Top Girt P1.Sx.120 6 Z'1 Pass Bottom Girt P1.5x.120 157 8b Pass Gu 142.663 314 69.7 Pass Guy B 142563 314 69.7 Pass Guy C 142.563 314 69.6 Pass Top Guy Pull -Off 142.563 3 1/2xl 24.8 Pass Torque Arm Tc 142.563 C1543.9 55.7 Pass T9 140-137.438 Leg ROHN 3 EH 83.7 Pass Diagonal P1.5x,058 44.2 Pass Top Girt P1.5x.058 138,3 39 b Pass T10 137.438-134.958 Leg ROHN 3 EH 81.2 Pass Diagonal P1.5x.058 30.8 37.1 b Pass T11 134.958.132A79 Leg ROHN 3 EH 78,0 Pass Diagonal P1.5x.058 31.5b 33 Pass T12 132.479 -130 Lea ROHN 3 EH 75.5 Pass Diagonal P1.5x.058 27.7 30.2 b Pass T13 130.127,521 Leq ROHN 3 EH 73.1 Pass Diagonal P1.5x.058 25.0 27.4 b Pass T14 127.521-125.042 Leg ROHN 3 EH 71.0 Pass Diagonal P1.Sx.058 2382b Pass T15 125.042-122.663 Leg ROHN 3 EH 69.5 Pass Diagonal P1.5x.058 24.17.6 b Pass1 T16 122.563 -120 Leg ROHN 3 EH 67.2 Pass Diagonal P1.6x.058 29.1 Pass Bottom Girt P1.5x.058 1339b Pass T17 120 -100 Leo ROHN 3 EH 65.9 Pass Diagonal P1.Sx.058 40.6 Pass STR-RPT-10100 FILEt: Co,:019Y Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL1D049-A-01 November 10.2016 Section No. Elevation kft.) Component Type Size % Capacity Pass I Fail Horizontal L2x2xl/4 1 9.0 1 Pass Top Girt P1.5058 .5 Pass 10 Bottom Girt P1.5058 Pass 734 T1B 100-80 Leg ROHN3EH 82.5 Pass Diagonal P1.5x.120 45.6 pass 55.6 b Horizontal L2x2xl/4 11.2 Pass Top Girt P1.5020 9 UA Pass Bottom Girt P1.5x.120 Pass 94.7 T19 80-60 Leg Rohn 3EHH 68.7 Pass Diagonal P1.5x.120 51.3 Pass 62.5 b Top Girt P1.5x.120 Pass 109 b Bottom Girt 131.5020 Z'1 Pass 6 Guy A 79.9167 518 70.0 Pass Guy B 79.9167 518 70.1 Pass Guy C 79.9167 5/8 70.1 Pass Top Guy Pug-Ofl 79.9167 31/20 6.3 Pass T20 60-40 Leg ROHN3EH 80.8 Pass Diagonal P1.5x.058 63A Pass Top Girt P1.5x.058 Pass 32.3 Bottom Girt P1.5x.058 Pass 6.4 T21 40-20 Leg ROHN3EH 82.1 Pass Diagonal 131.5058 30.3 Pass Top Girt P1.5x.058 Pass 63.7 Bottom Girt P1.5058 3.0 Pass 5.3 T22 20-5 Leg ROHN3EH 77A Pass Diagonal P1.5x.120 25.8 Pass 30.4 b Top Girt P1.5x.120 Pass 63'3 Bottom Girt P1.5x.120 26.6 Pass 53.7 b T23 5-0 Leg ROHN3EH 62.4 Pass Diagonal P1.5x.120 33.4 pass 65.2 b Horizontal L3x3xl/4 12.2 Pass Top Girt L3x3x1/4 26.7 Pass Table 4 - Additional Structure Component Capacities I r- , T� I l I-- — I — � 7- - , T �-1- 1 I -, { 1 � i - -� - ; { —I 1 �a I L - I .�� I '.. '�N �n N 1;_ I I � � ..I I' Ir? I 1 1 I I ;, 1 I. ( 1�a�OI b � I o I b m b I__1. h'1 � ! I' I I 1 4I I �� I � L<� � i. 1"� I� , � J♦ y\ � � I'1 I � O fl r 1 I I fl .� n I O f] I.11 LI1'. �_..{ � �' � _ ! I ]� _] f. I 1 IO , ] q � � y °-: I I__-�_�__ I I I � 1 � � f_ I I I �'r� t"' I �n I '� �.I _ _!_' _ �_.__J. _-_I� I J-. _I_ -.._ __I _i . _i.. __. + i A 1 � I - ] _ ! 1 1 I �"i' �'I I 1� I I � H� _ � I �'. `. Y i� [ � I �" r � _ /,' U I ., �. ] _ L ,.,i .0 Ic _I Iv . I I, I I rA z] [. i � .. � � � aS � � � I i � �. � I � I, � I I I I� i� � r __ __ .� _ I l I�,..§ I I r I i I I � I � ,,�� I � I p�� I r I I 1 1 I I I r 1 I 1 I i � - �- I %n .0 I 1 I^ - - ..I I C`y,I i I ..r ., . .i ! �/, ',.I .^I I� U r I i r , L. 'L 1 .^ I :d �S4 S � I I I I r r i�- � I 1 1 1 i I l r I I l i I r I 1 �. I , �e r � 1 In;, I , � ' , I �h ' I it ' _. '_. - { 1 ' ��" 1 ' � I I ' IL N '` �I _ � L] � �I II::, 1 I � _ � i I.y i I i I„ 1 it jI , _ �1 i 11 's I _f I _ _ !..__. _ r.. -_J�_.� _ i __. ' L {_ I _.1 t I I _ _ _ __ �_ ._ .' � _ _ �_„, , L ' 1_ � .. r 'I I , I � i � I r r r I I � .. � ' � x' r i � I I r � I � I � i i � I r I r l t f , I 'I ' `. I I I f r r I r , I I � � 1 ., ( r ' I I �"�k'r , I j ri � I .. I I 1 � .. I - .� _ _ ... _J L _ . - - - -- -- ,._ Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-01 November 10, 2016 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. LIMITATIONS 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 client's 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 a V JI - _ APPE D -10 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10043A-01 November 10, 2016 STR-RPT-10100 Structural Analysis Report SBA Network Services, Inc. SBA Site ID: FL10049-A-01 November 10. 2016 (1) 7/8" EXISTING COAX FOR WASTE MANAGEMENT TO 300' A LEG (309°) (1) 1-1/2- EXISTING COAX TO 99' (1) 7/8" EXISTING COAX FOR WASTE MANAGEMENT TO 300, (1) 7/8" EXISTING COAX FOR SCRIPPS BROADCASTING TO 262' (1) 7/8- EXISTING COAX FOR SUNTALK TO 231' O (9) 1-5/8" EXISTING COAX �00 (1) 718" EXISTING COAX FOR NEXTEL TO 175' O FOR WASTE MANAGEMENT TO 300' 09"O0 (1) 718- EXISTING COAX O /— FOR SUNTALK TO 228' (1) 7/8" EXISTING COAX FOR REPEATER NETWORK TO 233' (18) 1-5/8" EXISTING COAX FOR VERIZON TO 140' 0000 (3)1-1/2" EXISTING HYBRID CABLES 0000 (1) 0.867" PROPOSED COAX FOR SPRINT TO 160' (12)1-5/8" EXISTING COAX 0 = EXISTING (1) 1-1/4" EXISTING HYBRID CABLE FOR T-MOBILE TO 256.5' = PROPOSED (F%�e�1t7/;�ssumediF�ed�Llne)LFaYout�/ FI��jy�`'OPY L 4 STR-RPT-10100 10 L � � J .. J uj L -y i iZ G �I 11 1 e y F 6 6 6 d d F W K N Z c a ii F: F 4 � ti LL w 6 n 6 P i J K � a F a N W ¢y - d � z a d F Z Zp Yt N 2 d 1 P 7 F ai d 6 QQ Q i W N N F Zp 6 6 6 Z C a a V 0 U m o Cp y A y ALLFEACnOZA FA Off Veloeitel, Inc d6.& FDHVelocitel 1iI00fD: 6521 Meddien Drive, Suite 107 m ,ti �� Raleigh, North Carolina 27616 7avaAn*As Phone: (919) 755-1012 FAX 919 756-1031 44*W Road, FL10049-A-01 P1p 16PM1400 "� SSA Network Services, Inc. °a 'O'T Fer icon AWE T�222-G � 11110116 see NTS rant ��E-1 SBa50n y i i I :s 4 n r. n n n Legs ROHN3 EH Pahn3EHH ROHN3EHa Rohn3 EHH ROHN25 EH ' Log Gade A572-50 Dlagonala P1.5X120 P1.5x058 P1.Sx.120 Pf5x.055 P1.Sz.120 P1 Sz.058 P1.5x120 P1.5z.058 Diagonal Grade A53-B42 Top Ghb B Pl.!x.12Di P15x058 P1Sx120 P1SxA5S NA. P1.Sz.120 P15XA58 P1.5z.120 P15ZASg B.M.aft0 P1.5z.120 P1.Sz.058 P1.5x120 PI.WSS NA P1.5z.120 1 P15x.058 PI.5xl20 P15z.058 HorizonW. B NA L2a.114 NA. L2 014 NA. Top Guy Pull -Offs NA. 3112x1 NA. 3112x1 NA 3 1Qz1 N. J 1/2x1 Feco Wldlh (M1I 3A tl Panels @(M1) 0 0 @ 2.41 112@2.4791T Welyhl(K) 13. a. v v v v v x� nr nr nr 15 la I I1 — II R. 11. 10 10