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Home My WebLink AboutSTRUCTURAL ANALYSIS REPORT - 18-00438 - Sprint Cell Tower - AdditionDt _ maroh 30, 2101 Kevin Nelsen Crown Castle 2455 S. Srtearman Drive Chandler, AZ 85285 Subject: Carrier . ition Crown Castle Designation. ,Engineering Firm Designation: Site Data: Dear Kevin Nelson, 18.0043b Sprint Cell Tower Addition GPD GROUP Processional Corporation 52o South Main Street, Street 2531 Akron, OH 44311 (216) 927-8663 Structural Analysis Report Sprint PCS Co -Locate Carrier Site Number: Crown Castle BU Nurnber. Crown Castle Site Name: Crown Castle JDE Jvb Number: Grown Castle Work Order Number. Crown Castle Order Number: GPD Project Number: SL90?CCRH3 857594 REXBURG VIfT 491748 15481f0 430904 Rev. 0 20 8777.857594.02 525 South 2"d East, i3exbur93 ID 83440., Madison County Latitude 43° 4$`53'; Longitude -77 f ° 46' 37r# +60 Foot - Self Support Tower We are pleased to submit this "Structural Analysis Report'' to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 1163229, ire accordance with order 430904, revision 4. The purpose of the analysis is to determine acceptability of the tower stress level_ Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to fie: LC7: Existing +Reserved +Proposed Equipment Nate: See Table f and Table IE For the proposed and existing/reserved loading, respectively. Sufficient Capacity This analysis has been performed in accordance wit.h the �015 International Building Code based upon an ultimate 3 -second gust wind speed of 115 mph converted to a nominal 3 -second dust wind speed of 89 mph per section 1 fi49.3.1 as required for use in the TIA-222-G Stand�rd per Exception #5 of Section 1609.1.1. Exposure Categor C and Risk category it were used in this analysis_ y We appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you .have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by'. Tyle p,e1tz A .,,�� Respectfu�(y submitted by: �C��'4 � ,S N�'�'i 00 Christopher J. Scheks, P.E. Idaho. #.- 16108 �n Nf4 Z�co OF 520 South Main Street . Suite 2531 * Akron, hi -D 44311 - 330-572-2100, F. _ GPD Group, P roJ' €onal CorporatiOn Self Support Tower Structural Analysis Project m. ber 2018 777.857594.02, Order 430904f / / TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Tabie I - Proposed Antenna and Cable Information Tabfe 2 -Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Gable Information 3) ANALYSIS PROCEDURE Table 4 -Documents Provided 3.1) Analysis Method 3.2) Assumptions 4} ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Components vs. Capacity 4.1) Recommendations 5} DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7} APPENDIX 6 Base Leel Drawing $} APPENDIX C Additional Calculations MxTower Report , version 7.0.5.1 March 30., 2018 `'I BV No 857594 Page 60 ft Self Support To wer Structural Analysis Project Number 2018777.857594.02, Order 430904, R I'i y) INTRODUCTION The existing tower is supported on three legs and has three major sections_ of bolted connections with an "X" bracing configuration. The tower is fabrii diagonals and girls. The structure is galvanized and does not have aviation March 1 CCI BU No 857594 Page 3 It has a triangular cross section ;aced with solid round legs and lightning. The tower geometry is model -ed used on a tower mapping completed by GPD (Project #; 2�1 2833.43, dated 02I27/2013). The original tower drawings, design load and design code were unavailable for this site. 2} ANALYSIS CRITERIA This analysis has been performed in accordance with the 2015 International Building Dade teased upon an ultimate 3 -second gust wind sped of 115 mph converted to a nom inal 3 -second gust wind speed of 89 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception45 of Section 1609.1.1. exposure Category C and Rask Category 11 were used in this analysis. Tale 1 - Proposed Antenna and fable Information tnxTower R p rl - version 7.0.5.1 J Becton Mound [SM 601- 3 1 60 ft S01f Support Tovver Structural Analysis Project Number 8777. 857594. , Order 430,904., Revislbn 0 Table 2 - Existing and Reserved Antenna and Gabie Information Powerwave Technologies i Powerwave I Technologies Andrew DC6-48-60-18-8F 7722.00 LGP18601 SB HHi1 DC Powerwave 811010 Tec hnologies . 6F f � i 1. 1 Alcatel Lucent RRH4X25-B30 J Raycap DC6-48-60-18-8F 3 Alcatel Lucent RRH 700 M H--Z---*— Alcatel L 3 Mont B25 R HX -4R 2 i Alcatel Lucent B,66A RRH4X45 60.0 'Platform Mount [LP 712-r. 11::� Notes Existing Fquiprnent 2) Reserved Equipment March 30, 2018 CCI BU No 857594 Table 3 - Design Antenna and Cable Information I 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document 4 LL if -rA 4 1 i4 -A kJ I U Remarks Reference oize tin) __.� Source Tower Mapping � ` _ GPD Project #: 2D1 X833.43, dated 02/27/2013 5876325 CCISITES — - ---._. �_ ..__.dated 01 /17/2013 472451 0 CCISITES Foundation Mapping GPD Project 2012833-43-} reotechnical_ Report Harper -Leavitt Site #: 1D252, dated 09/14/2005 1 4571357 CCISITES 3-1) Analysis Method tnxTower (version 7.0-5.0, a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. tnxTower Report - version 7.0.5.1 3 3 Powerwave Technologies i Powerwave I Technologies Andrew DC6-48-60-18-8F 7722.00 LGP18601 SB HHi1 DC Powerwave 811010 Tec hnologies . 6F f � i 1. 1 Alcatel Lucent RRH4X25-B30 J Raycap DC6-48-60-18-8F 3 Alcatel Lucent RRH 700 M H--Z---*— Alcatel L 3 Mont B25 R HX -4R 2 i Alcatel Lucent B,66A RRH4X45 60.0 'Platform Mount [LP 712-r. 11::� Notes Existing Fquiprnent 2) Reserved Equipment March 30, 2018 CCI BU No 857594 Table 3 - Design Antenna and Cable Information I 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document 4 LL if -rA 4 1 i4 -A kJ I U Remarks Reference oize tin) __.� Source Tower Mapping � ` _ GPD Project #: 2D1 X833.43, dated 02/27/2013 5876325 CCISITES — - ---._. �_ ..__.dated 01 /17/2013 472451 0 CCISITES Foundation Mapping GPD Project 2012833-43-} reotechnical_ Report Harper -Leavitt Site #: 1D252, dated 09/14/2005 1 4571357 CCISITES 3-1) Analysis Method tnxTower (version 7.0-5.0, a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. tnxTower Report - version 7.0.5.1 60 ft Self SUPPOfT TO We -r Structure) Analysis Project Number 2018777,857594,02.r Order 4309 '4,Re J ' SCI BU No 857594 Page 3-2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2} The tower and structures have been maintained in accordance with the manufacturer's Specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tabes 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error_ GPD should be notified to determine the effect an the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) TI 60-40 Loi _ _25 a84 186.96Pass T 3 _ _ Lei - _ _. 38 _ 1 T0_ - - _ -. E 1 -- 34.3 Pass T1 60-40 Diagona[ L"1 -. I f 3 pass - - . b) I 0 Irl L'�� 1 4Y -. I 7.9 1 34.7 F ass 0.5 (b) F T3 20-0 Diagonal i L2 1/2x2 1/2xi/4 18.522. 8 (b)1 IPass C Top Girt r 4 =- i -0.87' 9.17 9.5 Pass 11.E k M ' Summary L34.3 J3) Pass } [ion1T2)40.5Passs C i T (TI) Pass S f Bolt Checks _ 40,5 _ Pass Rating 40.5 Pass Table 6 -Tower Component Stresses us. Capacity - LC7 Notes Component Elevation (ft} % Capacity Foss F s Anchor Rods ..._� 33.2 j P z o- - Base A..=_ass Foundation__''_'_____i_Pass Base Foundation Soil Int r0 13.9 ti � � � _�-� t�� .�- 46.5 Pass Notes. 1 Structure Rating (max from a!1 components) - See additional docurrrntt an in "App e n d i x C - Ad d it ion al Cal cul ati on" 4.1) Recommendations The tower has sufficient capacity to carry the proposed load configuration. Modifications will not be required to bring the tower into compliance with the TIA-222-G standard for the proposed load configuration, tnxTower Report - r 'l 7.0.5.1 60 t Self Support Tower StructuralAnalysis Project Number 18777.857, 94, ., Ordar 430904,Revision 5) DISCLAIMER OF WARRANTIES March 30, 2018 CCI BU No 857594 Page 6 GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. 1f the exiting conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated; erected; maintained, ire good cond'tfon, twist firee, and plumb. The engineering services rendered by GPD in connection with this Structural' Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. Na allowance was made for any damaged, bent. missing, loose; or rusted members (above and below ground). No allowance was made for loose belts or cracked welds. This analysis is limited to the designated maximum wird and seismic conditions per the governing tower standards and code. Wind forces resulting in tower vibrations rear the stricture's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under atime-domain based fatigue analysis. GPD does not analyze the fabrication of the structure (inciuding welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub -component and connection of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of eve ry weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances usuallr� accompanied by transmission Ines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tawer, if any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit: and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mount; etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer_ Towers are designed to carry graVity; wind, and ice loads. All members, begs, diagonals, struts, redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter untraced lengths by the presence of redundant members and their connection to the diagonals with bots or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. It a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD r -Hakes no warranties, expressed and/or implied; in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower_ GPD will not be responsible whatsoever far,❑r an account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report - version 7.0.5.1 60 ft Self Support Tower Structural Analysis Project Number 2018 777.857594.02., Order 43494, Revision 0 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 March 30, 2018 CCI BU No 857594 Page T 40-0 ft - ?4.0 ft .0 ft DESIGNED APPURTENANCE LOADING 1 M TFI .1A.1 Tn1=m -u TOWER DESIGN NOTES I . Tower is located in Madison County, Idaho. . Tower designed for Exposure C to the TIA-222-G Standard - 3. Tower designed for a 89 mph basic wind In accordance with the 4, Deflections are based upon a 60 mph grind. 5. Tower Struc;ture Class II. - Topographic Category 1 +with Crest Height of 0..00 fit .TOWER TI .% ALL REACTIONS RE FACTORED M4X CORNER REACTIONS A T BASE: WN: 71 M K SHEAR: UPLIFT-.- -59 K AXIAL 16 r MOMENT F 565 -ft I io-ft REA C TI 0 NS - 8,9 mph VIIND Fa GPD -. �ML 52.0 South Main Street Suite 2531 Akron, thio 44311 Phone: (330) 572-2100 FAX: (33 0) 572-2101 TA -222-G Standard. Rexburg WT- BU 857594 mmmm� r Pvplect: 2010777.657594-02 94- lient- Crown castle Drawn 6y: tb Its CWa: T I -222 -t;1 13 Path - AA KRF'J 0 5,qcdC,0, co M' -.T E L ath'ti',AKRF'JC5,qccdC,0,c❑m'-°TEL EC"00M'IAC�FFOWM9575q&AYkinv.j App's; Scale: NT r. 0 MI -00 40.00 20.0 0, GO . Face A Feed Line Distribution Chart 01-601 F1 at App In Favc�e MEP 4. p Out Face Truss L-- ",::: 49-00 - - -0 - - - - � - - LQ I Face B - - - - - .-I -- __ - - A - - St ca 4LO E-47 X X X C� r _j 6 LL 9 _I 49.0C1 _L 8,00 B, F E5 Face C — — — I - - - - - __ __ - f -.- - _- - - - - - - J_ - - 140.00 0-00 GPD -0�-. - lod-d.ORtz Rexburg WT - BU 857594 Dro 520 South Main Street us 2531 2018777.8-57594.02 p ont: Akron, Ohio 44311 CCrown Castle' LtbEefltz PO: A C Date Phorie:(330) 572-2100 .'e- -TIA-222-r, - -03/30/18 scare;NT FAX' (330) 572-2101 Path-, DNg N E- o. S 7 11AK-9-NO5.13 C'cp. co m'T E CON-KCmwn�3s7:594i.OL) JnxW575!94.er1 k V r GPD 520 Southa In Street Sul to 2531 Akron, Ohio 44311 Phone: (330) 572-2100 AX: (330) .-2101 Project Giant Rex r. W - BU #.- 857594 2018777.857594.02 Crown castle Tower Input Data The main tower i's a 3x freetndi.g tower with an overall height 60.00 ft above the ground line.Te base of t.e toweris set at an - Z:) elevation of 0.00 ft above the ground line. The face width of the to wer 1-s 4.5 8 ft at the top and 1 . .� t se the r . Tbds toweris designed u in the TIA-222-G standard. The foRowing design criteria apply Tows r 14s located in Madl'son County., Idaho. Basic wind speed of 89 mph. Structure Class 111. Exposure ater r C. Topographic Cat r ' 1, Crest Height 0.00 ft. f I Of Date 10:420-21 03/30/18 Designed by tbdt Deflections calculated using w _ f rn h.. . non-linear -delta) n ly.is was used. Pressures are calculated at each section, �. y Stress ratio used in'tower member 1.Irl 1 � . Local bending tri, due t li bin. toads. feed linesupports,and ap p U rten ince mounts are not considered, Consider Moments - Legs en id -r Moments - Horizontals Consider Moments Diagonals Use Mcmelit Magrdfication Use Code StTess Ratios Use. Cade Saftly :factors - GULYS Escalate Ic Always Use MaxKz Use Special Wind Prefile Include Bolts In Member Capacity Leg Bolts Are At, Top OfSection Secondary orizo tal. Braces Leg Use Diamond Inner Bracing Sided) R Members Have Cut Ends SR Members Are Concentric Options Distribute Le.g Loads As Uniform. Assume Legs Pin n ed Assume Rigid Index Plate, Use Clear ,Spars For Wind Area Use Clear Spans For KLJr eters ion Guys To Initial Tension pass Mast Stability Checks Use. Azimuth Dish Coefficients Project 'mind Area of Appy urt. .utae le Torque Arm Areas Add TBC . 1 + ` Combination Sort Capacity Reports By Component Triangulate Diamond Iver Bracing Treat Feed Line Bundles As Cylinder Tower Section Geometr Use AS CE 10 X -race Ly Rules Calculate Redundant Bracing Forces Ignore Redundant t Members in FEA SR Leg Bolts Resist Compression All Leg eels Have Same Allowable Offset girt t Foundation N Consider Feed Line Torque N� Include Angle Block Shear Cheep Use TIA-222-G Bracing Resist. Exemption Use TTA-,222-G,Tension Splice Exemption Poles Include S .hear -Torsi onInteraction Always Use Sub -Critical Flow Use Top Mounted Sockets o!''k'r Section Ele-Vation Database rip Section 71u'mbe r Se-ction Width Of Length Sections T1 T T 60.00-40.00 40.00-20.00 20-00-0.00. 4.58 1 20.00 6.39 1 2000 &19 1 if) nrl f Tower Section Geometry (contd) Tower Tower Diagonal Bracing Has Has Section Fie-vation spacing Top Girt Bodo?rz Girt rfls Offset Offset End q Pan e I . TI 60.00-40.00 4.00 X T2 40.00-20,00 5M X Brace No Steps 0.0000 0,0000 BTace No Ste ps 0.0000 MOMMUMMEM T3 20.00 -UO 5M X Brace OMOO No. StTS 0.0000.00 0.00 Tower Section Geometry (cont -d Tower Leg Leg Leg Diagonal' Size Grade T2 40M-20.00 20.00-0.00 V vvt;F Elevation t TI 60-00-40.00 30ji'd Round Solid Round gild Round Equal Angle equal Al Equal Angle Tower Section Geometry (cont7d uirr TOPz Top Girt Borrarn Girt Bottom Gin Boat om Girt Type Size Grade Type, size Grade r , __. FeelIlli L./1 Solid Round - 3J Tower Section Geometry M-0 Tower Gusset Gusset Gusset Grade Adjust. Fracto Adjust. Weight Mult. Double Angle Stitch Double Angle Stitch Do u. b le 'A --- ng. -I -e -m -PP -0 Elevation Area Thickness Af r Factor Bolt Spacing Bolt Spacing Stitch (perface) Ar DiagonalsBolt Spacing Horizontals Redundis n in in TI 60.00-40.00 0.00 0-0000 A36 1 1 1 36.0000 36.0000 3 6M00 0.0000 A'.36 -'36.0000 36.0000 36.0000 0.0000. A36 36.0000 36.0000 36.0000 (36 s Tower Elevation Tl 60.00-40.00 T2 40,00-20-00 T3 20.00-0.00 Tower Section Geometry (contyd Note: Kfactors are a+ �races ivithout inner supporting members will have the r in the overall length. plied 0 Tower Section Geometry (contlo Tower Elevation Le 0 15 Diagonal Net Width U Net Width U Deduct ct in TT W00-40.00, 0;0000 1 0.0000 0,7 T22 4s-20.00 0.0000 1 -0000 0.75 T3 20.00-0,00 0.0000 1 0.0000 0.75 Elevation ft T2 40.00-20.00 T3 20.00-0.00 Connection Pe F1arng Flange Bolt 'ize No. 1.2500 A3 0.7510 A Q19ZI Top Girt Net With Deduct in M000 C 0.0000 0 0.0000 a Bo ttom Girt Net Width 0M00 0,75 Deduct Factors' 0 1 1 Cale Calc L-egs 35 K Single Girts Horiz. Sec. Inne, Sin ale Solid 1 Brace Brace Dugs B Hort . Brace 60-00-9.00 O i ac; s Dugs 1 3,0000 3.0000 8.40 Angles Rounds a 60.00-8.00 0.0000 0 { 12 1.0000 1. 0900 0.33 B No .r a 60,00-8,00 1. 000 No No1 4 039 1 0.60 No 1 No No 1.5000 0 1-1 2 0.3937 0.393 0.07 C No Ar .fi 0.00 - 8.00 1.5000 0 1 1 No No 0-07 A No f a 49.00-8,00 0,0000 -0.3 1 1 10000 10000 o Ar aAa 49.00-8.00 0.0000 -0.3 1,0000 1.44n 1) Kn Note: Kfactors are a+ �races ivithout inner supporting members will have the r in the overall length. plied 0 Tower Section Geometry (contlo Tower Elevation Le 0 15 Diagonal Net Width U Net Width U Deduct ct in TT W00-40.00, 0;0000 1 0.0000 0,7 T22 4s-20.00 0.0000 1 -0000 0.75 T3 20.00-0,00 0.0000 1 0.0000 0.75 Elevation ft T2 40.00-20.00 T3 20.00-0.00 Connection Pe F1arng Flange Bolt 'ize No. 1.2500 A3 0.7510 A Q19ZI Top Girt Net With Deduct in M000 C 0.0000 0 0.0000 a Bo ttom Girt Mad Girt e t I -Vi th Deduct ire 0.0000 0.75 0.0000 0.75 X000 0.75' Tower Section, Geometry (cont'd Feed Line/Linear A Long Horizontal Net Width Deduct ire 0 M 00 Net Width 0M00 0,75 Deduct 0.7.E 0 1 1 475 0,000 0,75 35 0.0000 R75 35 0.0000 0,75 Mad Girt e t I -Vi th Deduct ire 0.0000 0.75 0.0000 0.75 X000 0.75' Tower Section, Geometry (cont'd Feed Line/Linear A Long Horizontal Net Width Deduct ire 0 M 00 0,75 0M00 0,75 0.0000 0.7.E urtenances -Entered As Round Or Flat MMMM&� 1�escri ri PAllow Component place7nent r Shield Type Leg t r'-"47 . * ' i � f 7 t1_1111luing 1 a7 j wjer�, ) Tn Safety Line J ' .' Feedline Ladder I.,DF5 - FAM WR - T -BRIE 14T' 1 B -L - ' -XXX (3/81r) T B -B 0 1-040 /1 '` Feedline Ladder TYPE. 2 (1-7/16r) Short otl Fet Wid1h Deduct in 0.0000 0.7 OMOO 0.75 0.0000 0.75 Short Horizontal 5 0.6250 0.62.0 Lateral pacingWidth o r iat r Perimeter Weight Offel set r I �. (Frac Row in Af No Af (CaAa) 60-00-0.00 -0000 0 1 1 3.8400 3.8400 4.81 C No At � a - - OM 0M00 0 1 1 0.3750 0.3750 022 B No Af a) 60-00-9.00 O 1 1 3,0000 3.0000 8.40 No a 60.00-8.00 0.0000 0 18 12 1.0000 1. 0900 0.33 B No .r a 60,00-8,00 1. 000 0 4 4 039 . 79550 0.60 No Ar a 60,00-8.00 1.5000 0 1-1 2 0.3937 0.393 0.07 C No Ar .fi 0.00 - 8.00 1.5000 0 1 1 0. 0-07 A No f a 49.00-8,00 0,0000 -0.3 1 1 10000 10000 o Ar aAa 49.00-8.00 0.0000 -0.3 1,0000 1.44n 1) Kn Discrete Tower Loads L�escrfptzon Face Offset Offs e ts: Azimuth Place7e7t o r Typ e Horz Adjustmerit Leg Lateral Vert ft 0 ft ft ft v ughtning Rod Platform Mount [LP 714-11 Miscellaneous [NA 510-1] RV4X3 I OR. -V2 w/ Mount Pipe RV4X3 1 OV2 w/ Motet ape RV4X3 I OR- V2. w/ Mount Pipe 7722A w/ Mount PI.Pe 7722.00 wf Mo-unt Pipe 7722.00 w/ Mount Pipe 7762.00 w/ Mount Pipe 7762.00 w/ Mount Pipt 7762.00 1v/ lNlount Pif)e SBNHH- I D65C kv/ Mount Plpc SBNHH-ID65C w/ Niount Pipc, SBNHH- I D65C w/ c%joun t Pipe RRH4X2.-B30 RRH4X25-B30 RRH4X25-B30 8110.10 CAA CAA� Weigh; Front Side ft2 fj2 K C From Lea to 0.00 0-0000-', 63.00 No Ice OAD 0.45 rt 000 Discrete Tower Loads L�escrfptzon Face Offset Offs e ts: Azimuth Place7e7t o r Typ e Horz Adjustmerit Leg Lateral Vert ft 0 ft ft ft v ughtning Rod Platform Mount [LP 714-11 Miscellaneous [NA 510-1] RV4X3 I OR. -V2 w/ Mount Pipe RV4X3 1 OV2 w/ Motet ape RV4X3 I OR- V2. w/ Mount Pipe 7722A w/ Mount PI.Pe 7722.00 wf Mo-unt Pipe 7722.00 w/ Mount Pipe 7762.00 w/ Mount Pipe 7762.00 w/ Mount Pipt 7762.00 1v/ lNlount Pif)e SBNHH- I D65C kv/ Mount Plpc SBNHH-ID65C w/ Niount Pipc, SBNHH- I D65C w/ c%joun t Pipe RRH4X2.-B30 RRH4X25-B30 RRH4X25-B30 8110.10 CAA CAA� Weigh; Front Side ft2 fj2 K C From Lea to 0.00 0-0000-', 63.00 No Ice OAD 0.45 0,01 000 0.00 C None 0.0000 60-00 No Ice 37.47 37.47 1 C None 0.0000 6 100 No Ice 6.00 6 00 r60 0.23 A From Leg 4.00 0.0000 60.00 No Ice 13-45 10.82 0.12 0 DO 3.00 B From U 4.00 .0-0000 60.00 No Ice 13 A5 10.82 0,12 0-00 3.00 C From L 4.00 0-0000 60.00 No Ice 13.45 10.82 0.12 0.00 3.00 A From Leg 4.00 0.0000 60.0 No Ice 5.80 5.39 U6 0.00 100 B From Legy 4.00 U000 60,00 No fcc 5.80 5.39 0.06 UO 2.00 C From Lea 4.00 OA000 60.00 No Ice 5.80 539 0.06 0.00 2.00. A From 1-.,eg 4.00 0.0000 60.00 No Ice 6-18 3.16 0.06 0.00 3.00 B From Leg 4.00- 0.0000 60.00 No Ice 6. 18 16 0,06 0-00 "I I DO C From Leg 4.00 0.0000 60.00 No Ice 6.18 3.16 0,00 3400 A From Leg 4-00 0,0000 60.00 No Ice 11-35 8,28 0.06 0.00 1.00 B From Leg 4.00 0.0000 60.00 No Ice 11.35 8.28 0.06 0,00 1.00 C From Le 4,00 0.0000 60.00 No Ice 11.35 8.28 U6 0�00 1.00 A From Leg 4.00 0.0000 60.00 No fee 2.90 2 0'33 0,07 O. 3.00 B From 1,e 4.00 0,0000 60.00 No Ice 2.90 103 OX 0.00 1.00 C From I 4.00 0.0000 60.00 No ICC 2.90 2.03 0.07 0.00 3,00 A From Leg 4.00 0.0000 60-00 No fee 0.18 0.22 UO 2-00 B From Lei 4.00 0.0-000 60-00 No Ice 0.18 0.22 OM P From Leg 4,00 Ice .1 0.00 0.00 0-0000 3.00 No .3 4-00 0,250.01 O.04 0.00 '' -I Offs e t Offsets' Azimuth Placement r Type Horz Adjustment Leg Lateral Vert ft C) ft 110.10 (2) LGP 18601 LG.P 19 601 R H 700 N T HZ E700MH H 700 MHZ 4X30-4R. B 25 RRH4X30 4.R R 4X - B66A I RH4X4 13 66A RH4X4 B66A RR4X45 D C -4 - -1 - F Surp Suppression Unit DC 6 - - -1 -8F Surge Suppressi on Unit Pipe, Mount 9'x2.375 Pipe Mount 9'x2.375' PiPc Mount 'x.. 75gq Sector Mount (1 1-3] XVBLL 0 i4 - -120 / Mount Pipe 0.00 1.00 CAAA A ron t Side. ftl ft2 K 0,0000 From Leg 4,00 Ice .1 0.00 0.00 0-0000 3.00 No From Lei 4-00 0,250.01 O.04 0.00 0.0 o 100 2.14 From Leg 4.0 0.00 2.00 From Leg 4.00 0.00 1.0 B From Leg 4.00 0.!00 LOO From Ug 4.00 OM 1.00 From Ltg 4.00 0.00 1.00 B From Leg 4.00 0.00 IM From Leg 4.00 0,00 1.00 From Leg 4.00 0.00 0.00 From Leg 4.0 .i0 0.00 From Leg 4.00 0.00 0 0.00 Rrom Leg 4.00 .00 100 From Leg 4.00 0.00 1.0 Fr ni Leg 4.00 0.00 [x.100 B From Leg 4.00 0.00 .00 From Leg 4.00 0.00 0.00 None From Lei 4.00 0.00 0.0 CAAA A ron t Side. ftl ft2 K 0,0000 60.00 No Ice .1 0.22 0.00 0-0000 60J)() No Ice 0.60 0,250.01 O.04 0.0000 60.00 No 1c 0-60 0.2.5 0.01 0.0000 60MIce 2.13 1.89 U 0-0000 60.00 No Ice 2.13 1.89 0.05 0-0000 60.00 No Ice. 2.13.1. 0.05 0,0000 60.00 No Ice 2.14 131 0.05 0.0000 60A No Ice 2.14 1.31 0.05 0.0000 ,00 No Ice 114 1.31 0.00 60.00 No Ice. 2.54 1 .6 1. 0.06 0.0000 60,00 No Ice, 2 .554 1.61 OMOO 60.00 No Ice 2.54 1.61 0.06 0.0000 60,00 No Ice 0.92 O.92 O.02 0.0 60.00 No Ice, 0.92 0.92 0.02 0.0000 60_00 No Ice 2.14 2.14 O.04 0.0000 0.0 o Ice 2.14 � 14 0.04 0.0000 60.00 No Ice 2.14 2.1.4 0.0000 49.00 No fee 30.27 30,27 1 A2 0.0000 49.00 No Ice 14.38 8.93 OM Description. Face offset sus: Azimuth r Type Horz Adjustment 0-318 Lateral 0.0355 0.164 � Vert 01 OM08 �.�. --._ 30 ft t APBLL 0X_43- - 0 / iMount Pipe From Ucy ft 4.00 0.0000. .00 0-00 {r.L--120 • hunt PipeFrrr L zo 4O 0 0.0000 0,00 0-00 1 HFrom LeL--F 4-00.0000 .0 F From Leg 4.00 0.0000 0.00 5000.00 iH3From Leg 4.00 0.0000 0.00 0.00 IRI -P4 A From Lei 4.0 t .0 0.00 RRH-P4 F From Leo 4M0.0000 M 0.00 RRH-P4 C Fromm. Leo 4M0.000.0 0.00 MA 0.00 rio No. T T3 7r - '"Zc7cementCA A Aar �, e F ron t Side 49.00 No Ice 14.38 S.93r11 49.00 No Ice 14.38 8.93. i 1 49M No Ice 1.65 2,25 O.06 49.00 No Ice 1.65 2.25 O.06 49.00 No Ice 1.65 2.25 0.06 49MO o Ice 2.74 1.79 0.06 49M No Ice 2.74 1-79 0.06 49..00 No Ice 2-74 1.79 U6 Maximum Tower Deflections - Service Wind Elevation Critical Def lecti ons and Radius of Curvature - Service Wind Li4evullun Appurtenance Gov. Defieclion Tilt Twist Radius of Curvature ft Load ft 4 ZM 0 0. 1 O� 03 0.0012 567995 49.00 l�.t�'�rrx� 1O0 11nt [LP 7 14-1 30 0.3 18 0-0352 ectOr Mount [SM 601-3] 30 0.231 0.0323 Section X.O. Maximum Tower Deflections -Design Wind "M, Livo 4 .40 - 20 20-0 '"o -e L{ Al I %J Harz. Gov. Deflection o in Cbm& 0 -117 10 OA237 0.0042 0.576 2 0,1016 . 0 29 0.167 2 W77 0.0011 Dov. Tilt Twist De .flectionLoo Comb. 0-318 0 0.0355 0.164 � ,0 01 OM08 �.�. --._ 30 0.0001 ons and Radius of Curvature - Service Wind Li4evullun Appurtenance Gov. Defieclion Tilt Twist Radius of Curvature ft Load ft 4 ZM 0 0. 1 O� 03 0.0012 567995 49.00 l�.t�'�rrx� 1O0 11nt [LP 7 14-1 30 0.3 18 0-0352 ectOr Mount [SM 601-3] 30 0.231 0.0323 Section X.O. Maximum Tower Deflections -Design Wind "M, Livo 4 .40 - 20 20-0 '"o -e L{ Al I %J Harz. Gov. Deflection o in Cbm& 0 -117 10 OA237 0.0042 0.576 2 0,1016 . 0 29 0.167 2 W77 0.0011 Critical Deflections and Radius of Curvature= Design Wind F-lievullon APpuilenance Gov, Deflection Tile Til, , 4st -M-0- Radius of Curvature ft Load ft Comb. in 777� n Co 7 V -?.VV fa L1911tn1ng Rod 10 1.117 0.1237 0,0042 1,62557 60.00 49.00 Platform Mount [LP 714- 1 10 1.117 0.1237 0.00,42 162557 Sector Mount [Sbvl 601-31 10 0.812 0.1135 0,0013.5 71 R S2 a Bolt Design Data Section Elevation Co mpon en t Bolt Grade Bolt Size' Typ e X1 111 Allowable Ratio Allo-wabIeCriteria Of Loadper Load Load Ratio ft in Bohis Boll- K Allowable, K LP -9 A 3 2 5 N 0-8750 4 5W3 40.59 0.124 1 13 oft Teri sion Diagonal A 3 2 5 N 0.62-50 1 2.71 6.83 0.396 1 Member Block Shear Top Girt A325N 0.6250 1 0.1 6. 8 3 0.118 1 Memb er B I ock S h car T2 40 Le -g A325N 1.2500 6 6-74 82,83 0,081 1 Bolt Tension DI agonal A325N 0,6250 1 2-77 6.83 0.405 1 Membeir 131ock She-aii 70 20 Diacyonal A325N 0.7500, 1 2.72 11-96 0.228 1 Member B I ock S h e ar rM Compression Checks Le P9 in Dat Desga Corn ression I p Section Elevation size L LU KlIr A A16. P.0 Ratio ft in.2 K K pa TI 60-40 23/4(WI 20-03 4.01 69-9 5.9396 -25.84 186-96 0. 138 T2 40-20- K=1.00 J 20-03 5.01 80.1 7.0686 -48.43 '198,96 0.243 T3 '10-0 K= 1. 00 3 20.03 5,01 80. 17.0686 -68.30 198-96 0343 K=1.00 P OP, controls Diagonal Design Data (Compression) Section Elevation Size L LIU KlIr A No. 1`1124 j_ Rai Ratio ft ft ft in 2 K K PU TI 60-40 L2x2x3/16 T39 3.66 111.7 0.7148 -2-61 12.01 - Opn T2 40-20 K=1.00 0.217 12x2x3/16 9.41 4.69 142.9 0.7148 -274 7.91 0. 3.47 T3 20 - 0 L2 1/2x2 1/2xl/4 K= I 00 10.98 5.48 133.8 1.1900 -2.78 15.01 0.185, K=1.00 pt4 �pn Controls Job page 'ower Rexburg�WT - BU #: 857594 Sof 9 GPD Project Date 520 South Main .Street Suite 2531 201 8777.85759.02 10:42:2 03/30/18 Akron, Ohio 44311 Client Designed by Phone: (330) 572-2200 Crown Castle FAX: (330) 572-21(7I tbeltz Top Girt Design Data (Compression) Section Elevation Size L[r No.� 71�`i U ft In K TI 60-40 L2x2x /1 4. 4-35 132..7 0.7148 I r 1 P u / V,, controls Tension- Checks Leg Design Data (Tension Section Elevation size L LU Kblr A PU Ratio . ft ft t i TI 60-40 en _ . 5-9396 M11 267.28 0M75Y 40-20 .' � 5.01 80.1 7.0686 40.42 318.09 lf 0 - 0 3 20.03 5.01 W1 7.0686 57.57 318.09 0.181 1 P u 1 OP. controls Diagonal Design Data (Tension Section Elevation Size L La KI1r Ratio Alo. n . ft fit i 1 - Lx. /1 7.09 3.55` 68 3 0.4307 7173 r T2. 40-20 L xJ1 8.29 _1 80.5 0.4307 2t77 ' 20-0 L, 112x2 112x1/4 10.98 5.48 85.5 M` 1 controls Top Girt Des*gn Data (Tension) Section Elevation size L L-UKr A PU PR Ratio No. ft t ft int TI 60-40 ..,JLn L2x2x3/16 4.58 435 84,6 0.4307 0-81 18-73 0.043 1 1 uPr, controls Section Capacity Table Z�iecfion Elevalzon Component Size critical P M No- -ft Type Opffilow % Capacity Pass T1 60-40 Leg 2314 Elemeni K K Fail T2 40-20 Leg, 2 -25.84 186-96 13,8 Pass T3 20-0 t5 3 38 -48.43 198,96 24.3 Pass Leg 3 65 -6830 198.96 34.3 Pass TI 60-40 Diagonal L2 x3/1 10 -2.61 12.01 21.7 Pass T2 40-20 Diacyonal 39.6 (b-) LI -D L2x2x3/16 43 -2-74 7.91 34.7 Pass T3 20-0 Diagonal L2 1/2x2 1/2xI/4- 70 2.78 15.01 M5 Pass TI 60-40 Top Girt 22.8 (b) L2x2x3/16 4 -0.87 9.17 9.5 Pass 11-8 (b) Summary ELC: LC7 Leg (T3) 34.3 Pass Diagonal (17) 40.5 Pass Top Girt (TI) 11.8 Pass Boll Checks 40.5 Pass Rating = 40.5 Pass 60 ft Self Support Tower Structural Analysis Project Number 2018777,857594.02, Order 430904, Revision 0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7-0.5.1 March 30.1 2018 CCI BU No 857594 Page 8 co -- r-EKrnLn C 2&/$j-Xj5 X r� 0 n S? 00C} Oad Hon LIW Ri'f IAF !�3 /TS 1M] PER 11% a€ OROM i#'1'�Q' � } 20/33/14 CFWW PES t2MUM �i f _1a,7 LVWW 1 13'#330 m f4A11 �y 2011vtT LMATED F" , =MR I*rr34 m trwim PER ww own 1$0150 IMZP Ix C} ^�aI Ts lz Q 0 .. m z m m m Prl �I m -56 DZ 4�6 Y ZL nom/1+ mm W -Nm pu2 wow mot I Tim ' 2&/$j-Xj5 41PD }Phil . {lRDM 11 F22)0 r� J1 r � S? PR roti Sit d 1 t Oad LIW Ri'f IAF !�3 /TS 1M] PER 11% a€ OROM i#'1'�Q' � } 20/33/14 CFWW PES t2MUM �i f _1a,7 LVWW 1 13'#330 ZL nom/1+ mm W -Nm pu2 wow mot I Tim 2&/$j-Xj5 41PD }Phil . {lRDM 11 F22)0 1�1.4�1 J1 r � IN PR roti Sit d 1 t Oad LIW /TS 1M] PER 11% a€ OROM i#'1'�Q' � } 20/33/14 CFWW PES t2MUM �i f _1a,7 LVWW 1 13'#330 f4A11 �y 2011vtT LMATED F" , =MR I*rr34 Z7/1:o trwim PER ww own 1$0150 Ts Opti_ -am, 60 ft Self S upp o rt To we r Struc tura I A na lysis Project Number 2018 777,857594, OZ Order 4.30,904, Revision 0 1 APPENDIX C ADDITIONAL CALCULATIONS F tnxTower Repc)rt - version T0.5.1 March, 30, 2018 CCI BU No 857594 Page 9 Anchor Rod Check for Self Supporting Towers TIA-222-G; Section 4.9.9 Rev. 6.1 Rod Circle: in i f Rods 1 1 ort U= j Ift-kins " Only enter rod circle, offset (e) ani number of anchor rods at the extreme fiber to consider if eccentric load dui to leg reirrfvrcement exist coo =CTI ON 2 Detail Type (a) vzo"*o F E trrk FM E071 ON CRAIC Detail Type (c) ?? S -'O' ss SECTION SrB Datall Type (b) a e, g F�# — Fal Detail Type (d) Sea Note 1 t l Figure -4 of Tl., -222- Anchor Rod Results: Max Rod u+ Vu/q): 21.8 Kips Design Axial, *Fu*t: 65.4 Iii ps Anchor Rod Stress Ratio: 3.2 If Applicable; Anchor Rod Results with Bendinq Considered: When the dear distance from the tQP Of concrete to the bottom of Isve/ nut excceeds i. D tr'mes the diameter of the anchor rod, the f011Owing inferactior, equation shall also be satisfied (see Figure 44 of Rev. G): (VU1IRQnw}2 + [(Pu/oRnt) +(Mu�ORnm�12 c - = Fu * nl 0Rnm----#+Y * -- kips kips ft -kips Maximum Acceptable Fit : 105 % Governing Stress Ratio; 33.2 Pass SST Anchor Rod Check For Rev G -Rev 6.1 091912.xls SST Unit Base Foundation U Site Name, App. Number* TIA-222 RevFsion-1 G Tower Centroid Of, -"set?: Mock Foundation?: Rebar Grade, F: COnCrete CoMpresSiveStrength, FTc-. Dry Concrete Density, 60000 [351 3oaa psi 15{i Pcf rsbn 2.6.5. -- Toggle b h° een Gross and Net Soil Rats n ;1 46.5% Structural R fi n 1 .9%