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HomeMy WebLinkAboutB14-2745A Date: November 14, 2014 Raymond Nunez Crown Castle 5350 North 48th Street, Suite 305 Chandler, AZ 85226 (602) 845-1729 Subject: Structural Analysis Report - Carrier Designation: T -Mobile Co -Locate Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 crown@tepgroup.net Carrier Site Number: SC06530A Carrier Site Name: Live Oak Crown Castle Designation: Crown Castle 9U Number: 856619 Crown Castle Site Name: Live Oak Crown Castle ME Job Number: 303935 Crown Castle Work Order Number: 962858 Crown Castle Application Number: 263935 Rev. 0 Engineering Firm Designation: TEP Project Number: 55739.26763 Site Data: 400 Turner Avenue, Gridley, Butte County, CA 95948 Latitude 39019'20.3", Longitude -121040'10.8" 200 Foot - Self Support Tower Dear Raymond Nunez, Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural • integrity of the above mentioned tower. This analy,is has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 728900, in accordance with application 263935, revision: 0. 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 be: Y LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. The analysis has been performed in accordance with the TIA-222-G Standard per Section 3108.1 of the 2013 California Building Code :kith an ultimate 3-seccnd gust wind speed of 110 mph, conversed to a nomina! 3- second gust wind speed of 85 mph per section 1609.3.1 as required for Exception #5 of Section 1609.1.1. Exposure Category C, Risk Category II. and Classification U were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Tables 1 and 2 and the attached drawing for the determined available structilrRI capacity to be effective - We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Crown Castle. ii you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Tr -L. Infante, E. 1. / JLW Respectfully submitted by: BUTTE COUNTY DEC 8 2014 PERtvf!�tm M. Amortnont P.E. BUTTE COUNTY DEVELOPMENT SERVICEPEV SERVICEOPMENT REVIEWED FOR SERVICES CO E C MPLIANC / DATE II -14 , Electronic Copy ale C ft, November 14, 2014 200-ft Self-Support Tower Structural Analysis CCI BU No 856619 TEP Project Number 55739.26763, Application 263935, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information , Table 3 - Design Antenna and Cable 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 Component Stresses vs. Capacity r ' Table 7 - Dish Twist/Sway Results for 60 mph Service Wind Speed 4.1) Recommendations. 5) APPENDIX A tnxTower Output. 6) APPENDIX B Ease Lavc! Drawing 7) APPENDIX C Additional Calculations y i * . tnxTower Report - version 6.1.4.1 '- November 14, 2014 ' 200 -ft Self -Support Tower Structural Analysis • CCI BU No 856619 TEP Project Number 55739.26763, Application 263935, Revision 0' ' Page 3 J r . 1)INTRODUCTION This tower is a 200 -ft self support tower designed by`Rohn in July of 1994. The tower was originally designed for ` a wind speed of 75 mph per ANSI/EIA-222-E-1991 for the appurtenances listed in Table 3. TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas - Addendum 2 using a 3 -second gust wind speed of 85 mph with no ice and 60 mph under service loads with the following design criteria: 1) Type of Analysis: Rigorous Structural Analysis- 2)- Classification of Structure: Class II ' Definition: Structures used for services that due to height, use or location represent a significant - hazard to human life and/or damage to property in the event of failure and/or used for services that may be provided by other means. , 3) Exposure Category: Exposure C , ' Definition: Open terrain with scattered obstructions having heights generally less than 30 -ft. This' category includes flat, open country, grasslands and shorelines in hurricane prone regions. 4) Topographic Category: Category 1 Definition: No abrupt changes in general topography, e.g. _flat or rolling terrain, no wind speed-up consideration shall be required. 5) Earthquake Category: Not Considered ' - Commentary: Earthquake effects may be ignored per this standard for site locations where Ss -does' not exceed 1.0. (Site Location Ss = 0.587). ` Table 1 - Proposed Antenna and Cable Information _7 rx+o Number :w506-nier -. .."_, Number, Feed - .:� e Tt6_(0111Elevation ntenni�, s Man�.acturer., Antarria iiAociel- t ��_, .... ,,,- of Feeds c dine ��� +ic�"`- (ft)-'jl Antennas -r•fi,e.'�r�.rr`+ - F Vie"rrl^i,.:+a- f Lmes`� Size (in) - .,iGT sc; °:' 6 Andrew TMBX-6516-R2M W/ Mount Pipe 3 Commscope LNX-6515DS-A1 M 141,0 I 141.0 w/ Mount Pipe 33 Andrew ETD19V2S12UB • 3-- Andrew ETW190VS12U6 200 -ft Self -Support Tower Structural Analysis TEP Project Number 55739.26763, Application 263935, Revision 0 Table 2 - Existina and Reserved Antenna and Cable Information November 14, 2014 CCI BU No 856619 Page 4 s+ Mounting Level (ft) .f. ,Center , + Line Elevations -(n) Number Antenna _ r of Antenna Model • - Manufacturer. . , . :,�.,_ - - , , Antennas f} .. = �, Nurviber of Feed • Ltnesy: Feed ' _Line. Siie (ln) Note " '= l 1 12 Sinclair SRL410C-9 3 Commscope SBNHH 1 D65A - - - -- - - - - -- - 165.0 1 165.0 2 Generic I 8 -ft HP Dish 1 ` 2 ,1 7/8 150.0 150.0 I 2 Generic oft Dish wi Radome 1 2 I 1 I 5/16 3/4 7/8 it 1 6 Andrew ATM200 002 3 Ericsson RRUS 12 3 Ericsson RRUS A2 Module I 3 Decibel 731 DG85V1 EXM 200.0 I 200.06 Kathrein 742-264 _ 6 i Ericsson KRY 112 71/2 I 24 I 1-5/8 3. Ericsson KRY 112 89/_42 3 Ericsson RRUS 11 - Kathrein 86010025 I 112 1 Raycap DC6-48-60-18-8F j I - _ 1 Tower Mounts Sector Mount [SM 303-3] 190.0 190.0 1 Andrew. ' HP6-59 Andre _ ' 1 I EW52 2 1 Tower Mounts Pipe Mount [PM 602-1] 1 Comsat RSI P-65A72L-U i'i0.0 11—�- I i7U.0_ I 1 1 I . i EW90 I EW52 i l l Andrew I HPR-59E M � ? Tower Mountss� Pipe Mount [PM 601-1] - 1 Tower Mounts Pipe Mount [PM 602-1] 141.0 141 .0 DB961 DD90T2E-M 6 Decibel w/ Mount Pipe I I 3 1 Side Arm Mount 2 I Tower Mounts I i I [SO 101-3] i 12 11-5/8 2 125.0 25.0 1 Andrew HP6-105C - ' 1 EW52 2 1 Tower Mounts Pipe Mount [PM 601-1] -83 0 1 Andrew HP4-57W 1 3/4 2 I i 1 Tower Mounts Pipe Mount [PM 601-'i Notes: • . ` 1) Reserved equipment 2) Existing oquipment 3) Existing equipment; to be removed Table 3 . necinn Antenna and Cable Information 4 Center R s HL �: � 71-� E-�.q� r Number. .Faed� Antenna z "'fix' �� of ` Antenna Model , �, of Feed, Line. Center R s HL �: � 71-� E-�.q� r Number. .Faed� Antenna z "'fix' �� of ` Antenna Model , �, of Feed, Line. Level (ft) � Elevation. '^:_ �^(f1) v _ I Antennas�� Manufacturer Lines Size fin I G�=�..,. ='-' ' ':1T... �.-`3.....�-...•.a..� C' V!O_ •."ash -"'i. +�C�*".- .w. 6 �..> •'a )' i 200.0-1-200.0 1 12 Sinclair SRL410C-9 12_ j 1-5/8 165.0 1 165.0 2 Generic I 8 -ft HP Dish 1 ` 2 ,1 7/8 150.0 150.0 I 2 Generic oft Dish wi Radome 1. -2 ' 7/8 120.0 I 120.0 I 2 Generic I 6 -ft Dish w/ Radome 2 . 7/8 I 100.0 100.0 �2--� Generic �; 6 ft Dish w/ Radome. ,2 . T. 7/8 tnxTower Report - version 6.1.4.1 i, ' 7 November 14, 2014 200 -ft Self -Support Tower Structural Analysis CCI BU No 856619 ' TEP Project Number 55739.26763, Application 263935, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 4 - Documents Provided "E` 'Document,�� =+= " ` ' '" 'Remarks` "'°"'` ''.'"` `19Reference's!Source-} Geotechnical Report - Kleinfelder, Inc. 4305395 -5122425.. CCISites Tower Foundation Drawings Rohn CCISites Tower.Manufacturer Drawings Rohn 5122444 CCISites ". 1. 3.1) Analysis Method tnxTower (version 6.1.4.1), 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. ° 3.2) Assumptions 1) The tower and foundation were built in accordance with the manufacturer's specifications. - (� 2), The tower and foundation 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 Tables 1 and 2, and "Appendix B - Base Level Drawing". 4) When applicable, transmission cables are considered as structural components for calculating --wind loads as allowed by the standard. + 5) All tourer components are in sufficient condition to carry their full design capacity. 6) Serviceability with respect to antenna twist, tilt,'roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. See Table 7. 7) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did.not perform a site visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas r supporting mounts as part of this structural analysis report. This analysis may be affected if any assumptions are not valid or have been made in error. Tower • Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. t. 4) ANALYSiS RESULTS . Table 5 - Section Capacity (Summary) 0. m=ISa vation (ft)' )'P F Com orient Type yp ..: �_ . 'Size , :;lP(K);, _ - Element P„�,w (K) % capacity Pass / FailNo. Ti 200-180 Leg I _ ROHN 2.5 STD 3 22.2 �• 63.8 34.8 I ' . Pass T2 ` T3 180-160 I 160-140 Leg ROHN 2.5 EH 42 1 -60.5 I 85.2 Jr 83.5 I 72.4 " "Pass ' I Leg I ROHN 3 EH 81 110.6 77.0 I Pass . I� T4 140-120- Leg ROHN 3.5 EH 108 I -112.3 125.7, 89.4 I Pass i I 15� 120 100 Leg I ROHN 4 EH 129 140.8 _159-T.7-88-.6-7-7" �Pass T6 100-80 - Leg ROHN 5 STD i 150 -167,7 1 169.4. nj 99.0 Pass T7 80-60 Leg ROHN 5 EH 171 -192.3 I 201.2 95.5 Pass T8 60-40 Leg ROHN 6 EHS 186 -218.7 244.1 89.6 Pass T9 I 40-20 Leg ROHN 6 EHS 201 -244.4 244.9 100.1 Pass' T10 20-0;g tnxTower Report - version 6.1.4.1 - ROHN 6 EH � 216 -270.0 303.7 88.9 Pass �i' 4 _ - M t' 200 -ft Self -Support Tower Structural Analysis TEP Project Number 55739.26763, Application 263935, Revision 0 f Elevation (ft) Ccmponent Type -� Size -- Cnt,cal P (K) ' t p y I r November 14; 2014 CCI BU No 856619 Page 6 Section Elevation (ft) Ccmponent Type -� Size -- Cnt,cal P (K) ' ` (l� p y I No Nass r „ s Element, 63.6 l amass 2 Base Foundation Structural T1 200-180 Diagonal L1 1/2x1 1/2x3/16 12 -3.2 5.6 575 60.3 (b) Pass T2 180-160 Diagonal Ll 3/4x1 3/4x3/16 54 -5.4 8•9 61.4 86.6 (b) Pass T3 160-140 Diagonal i L1 3/4x1 3/4x3/16 87 -3.9 5.2 74.7 Pass T4 140-120 Diagonal L2 1/2x2 1/2x3/16 , 114 5.1 9,6 53.4 81.5 (b) pass' T5 120-100 Diagonal L2 1/2x2 1/2x1/4 135 5.5 9.6 57.5 66.3 (b) Pass T6 I 100-80 I. Diagonal L2 1/2x2 1/2x1/4 156 -6.0 7.5 80.1 I Pass T7 l 80-60 Diagonal L3x3xl/4 176 -7.2 8.9 80.6 Pass T8 I 60-40. Diagonal L3x3xl/4 191 -7.9 7.6 104.1 Pass' T9 40-20 Diagonal L3 1/2x3 1/2x1/4 206 -8.2 10.3 79.6 Pass T10 20-0 Diagonal L4x4xl/4 221 -9.1 13.2 68'9 76.1 (b) Pass T1 200-180 Top Girt L2x2x1/8 4 -0.7 3.3 21.2 Pass T2 180-160 Top Girt i L2x2x1/8 45 l 0.1 15.7 0.3 Pass T1 200-180 Bottom Girt L2x2xl /8 8 -0.2 4.1 4.5 Pass T2 180-169 ,i Bottom Girt L2x2xl/8 46 -0.1 4.1 1.7 Pass Summary Leg (T5) iou.1 I Pass' .. Di(T8) al 104.1 Pass' I _ I I _ Top Girt 21.2 Pass (T1)' Bottom 4.5 Pass Girt (11) i -J I Bolt 86.6 Pass _ Checks ' � RATING=, 104.1 Pass' - Table 6 - Tower Component Stresses vs- Capacity � ti �Peo� b Ca acit Pass !Fail "Notes ` :'Component .1 "" y Elevation (ft) y %Capacity ' ° • `Pass /Fail' 2 Anchor Rods I 80.1 Nass 2 Base Foundation -Gull Interaction 63.6 l amass 2 Base Foundation Structural - 36.6 I Pass w` �w.] .l= .-i- "'}=.� -'-""er '�T.. ` ,_� - z -J -.'-,r.c=.c...:3 %G ...�. Structure Ratting (max trcm all components) �-- * x104.1°b Notes: 1) A structure rating of 105% or less is within engineering tolerances and considered acceptable.. ' 2) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed. ' tnxTower Report - version 6.1.4.1 • , / ,• /�, y*Jf ,tea • ( . , = 200 -ft Self -Support Tower Structural Analysis TEP Project Number 55739.26763, Application 263935, Revision 0 + ' Table 7 - Dish Twist/Sway Results for 60 mph Service Wind Speed November 14, 2014 CCI BU No 856619 Page 7 Elevation F (ft) f ,A , 6 ; Twist (deg) November 14, 2014 CCI BU No 856619 Page 7 Elevation F (ft) -� Dish Model. y>_. Beam Reflection, Deflection (in) k Tilt {deg) . , 6 ; Twist (deg) 190.0 Andrew HP6-59 8.149 r 0.4360 0.0537 170.0 ' Andrew HP8-59E .16.358, 0.4006 0.0424 Comsat RSI P-65A72L-U F— 6.358 0.4006 0.0424 125.0 Andrew HP6-105C 3.179 0.2597 0.0092 .83.0 Andrew HP4-57W 1.321 0.1477 0.0035 4.1) Recommendations 1) If the load differs from that described in Tables 1 and 2 of this report, ;'Appendix B Base Level Drawing" or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The tower and its foundation have sufficient capacity to carry the .existing, reserved, and proposed loads. No modifications are required at this time. • 7. tnxTower Report ; version 6.1.4.1 200 -ft Self -Support Tower Structural Analysis TEP Project Number 55739.26763, Application 263935, Revision 0 F tnxTower Report - version 6.1.4.1 APPENDIX A TNXTOWER OUTPUT November 14, 2014 CCI BU No 856619 Page 8 r , 200_0 it 180_0 it 160_0 ft 140_0 h 120.0 ft i 100.0 f: r i 80.0 ft 1 . 60.0 it f` 40.0 it \ \ 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION �\ TYPE m 1/2' x 6' LRod 200 RRUS A2 MODULE � 15' Dia. x 15' Beacon 200 RRUS A2 MODULE m (2) 742-264 200 Sector Mount [SM 303-31 200 (2) 742-264 200 Pipe Mount [PM 602-11 190 - fV HSS 4 x 4 x T Length 190 731 DG85V1 EXM 200 HP6-59 190 731DG85VIEXM 200 Pipe Mount [PM 602-11 Z O 731 DG85V1 EXM 200 Pipe Mount [PM 601-1[ 170 (4) 860 10025 200 HSS 4 x 4 x T Length 170 (4) 860 10025 ¢ HPB-59E J (4) 860 10025 2W P-65A72L-U 170 KRY 1 i2 89/4 200 (2) TMBX-6516-R2M wl Mount Pipe 141 KRY 112 89/4 200 (2) TMBX-6516-R2M W Mount Pipe N N 200 m M 0 141 (2) KRY 112 71/2 200 LNX-6515DS-A1 M w/ Mount Pipe 2 (2) KRY 112 71/2 200 LNX-6515DS-A1 M w/ Mount Pipe - (2) KRY 112 71/2 200 LNX-651 5DS-A1 M w/ Mount Pipe 141 RRUS 11 w vt ETD19V2S12UB 141 RRUS 11 200 ETD19V2S12UB 141 RRUS 11 200 C Z OC6-48-60-18.8F 200 ETW190VS12UB 141 SBNHH-1D65A 200 ETW190VS12UB = SBNHH-1D65A ¢ 2 ETW190VS12UB 141 SBNHH-1D65A 200 (2) Side Arm Mount [SO 101-31 141 (2) ATM200-002 200 Pipe Mount [PM 601-11 125 (2)ATM200-002 200 HP6-105C 125 (2) ATM200-002 1200 13"x 6' SideUght 99 RRUS 12 200 3' x 6' Sidelight J RRUS 12 200 3' x 6' SideUght 99 RRUS 12 200 Pipe Mount [PM 601- i) 2 W RR US A2 MODULE 200 HP4-57W 83 f° z N Occc ¢ o m 16 X w � N m z O ccm N 0 ,^o X w o z X @� ¢ a m 1 a c; N O v. un _ 0 it zzz z ¢ W z x cc m Jx c n f° ¢ w � o m z o Ua ¢ c a o m L e C x w - m z O m TF n (V N N 16 y C o a 3 r m' - 200_0 it 180_0 it 160_0 ft 140_0 h 120.0 ft i 100.0 f: r i 80.0 ft 1 . 60.0 it f` 40.0 it \ \ 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION �\ TYPE ELEVATION 1/2' x 6' LRod 200 RRUS A2 MODULE 200 15' Dia. x 15' Beacon 200 RRUS A2 MODULE 200 (2) 742-264 200 Sector Mount [SM 303-31 200 (2) 742-264 200 Pipe Mount [PM 602-11 190 (2) 742-264 200 HSS 4 x 4 x T Length 190 731 DG85V1 EXM 200 HP6-59 190 731DG85VIEXM 200 Pipe Mount [PM 602-11 170 731 DG85V1 EXM 200 Pipe Mount [PM 601-1[ 170 (4) 860 10025 200 HSS 4 x 4 x T Length 170 (4) 860 10025 200 HPB-59E 170 (4) 860 10025 2W P-65A72L-U 170 KRY 1 i2 89/4 200 (2) TMBX-6516-R2M wl Mount Pipe 141 KRY 112 89/4 200 (2) TMBX-6516-R2M W Mount Pipe 141 KRY 112 89/4 200 (2) TMBX-6516-R2M w/ Mount Pipe 141 (2) KRY 112 71/2 200 LNX-6515DS-A1 M w/ Mount Pipe 141 (2) KRY 112 71/2 200 LNX-6515DS-A1 M w/ Mount Pipe 141 (2) KRY 112 71/2 200 LNX-651 5DS-A1 M w/ Mount Pipe 141 RRUS 11 200 ETD19V2S12UB 141 RRUS 11 200 ETD19V2S12UB 141 RRUS 11 200 ETD19V2S12UB 141 OC6-48-60-18.8F 200 ETW190VS12UB 141 SBNHH-1D65A 200 ETW190VS12UB 141 SBNHH-1D65A 200 ETW190VS12UB 141 SBNHH-1D65A 200 (2) Side Arm Mount [SO 101-31 141 (2) ATM200-002 200 Pipe Mount [PM 601-11 125 (2)ATM200-002 200 HP6-105C 125 (2) ATM200-002 1200 13"x 6' SideUght 99 RRUS 12 200 3' x 6' Sidelight 99 RRUS 12 200 3' x 6' SideUght 99 RRUS 12 200 Pipe Mount [PM 601- i) 33 RR US A2 MODULE 200 HP4-57W 83 MATERIAL STRENGTH GRADE FY Fu I GRADE FY Fu A572-50 150 k9i 65 ksi I A36 136 ksi 158 ksi TOWER DESIGN NOTES 1. Tower is located in Butte County, California. 2. Tower designed for Exposure C to the TIA-222-G.Standard. 3. Tower desiqned for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 104.1% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 277K SHEAR: 29 K UPLIFT: -244 K SHEAR: 26 K AXIAL 41K SHEAR'\ MOMENT 47K ` 5227 kip -fl TORQUE 9 kip -ft REACTICNE - 85 mph. WIND Tower Engineering Professionals lob: Live Oak (BU 856619) 326 Tryon Road Proi-''TEP No. 55739.26763 Raleigh, NC 27603 O11ent: Crown Castle Drawn by: iwallace ApPd_ Tower Engineering Professionals Phone: (919) 661-6351 Code: TIA-222-G Date:l 1/14/14 Scale: NTS FAX: 919 661-6350 Path: cw.�' names ao on U.o VM10 .—Mm— — Dwg No. E-1 tnxTower Tower Engineering Job Live Oak (BU 856619) Page 1 -of 26 Project Date. Professionals TEP No. 55739.26763, 16:59:34 11/14/14 326 Tryon Road Client Designed b g y Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919) 661-6350 Assume Legs Pinned Tower Input Data The main tower is a 3x free standing tower with an overall height of 200.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.54 ft at the top and 22.78 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Butte County, California. Basic wind speed of 85 mph. Structure Class 1I. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. 1 Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. 3GCss iatio used ilii'mwei nienibev dcsigii is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. i 1 tions Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X -Brace Ly Rules Consider Moments - Diagonals Assume Rigid Index Plate J Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios Use Clear Spans For KI -Ir J SR Leg Bolts Resist Compression J Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. J Include Angle Block Shear Check 4 Include Bolts In Member Capacity Autocalc Torque Atm Areas = • Poles - Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear -Torsion Interaction 4 Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub -Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Corrtinc:icn Usc TI °: 222-01"ersior. Splice Capacity Exemption i WiTower Tower Engineering Job Live Oak (BU 856619) Page 2 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road T4 140.00-120.00 6.67 Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919) 661-6350 Tower `Tower Wind 180 r ,- Lam_ Wind 90 Q�4P C, Leg C Z r Leg B Face C j Wind Normal l Triangular Tower r 3.97 X Brace T2 180.00-160.00 3.97 X Brace T3 160.00-140.00 5.00 X Brace T4 140.00-120.00 6.67 X Brace T5 120.00-100.00 Tower SectionGeometry1 X Brace No No 1.0000 Tower `Tower Assembly Description �� Section Number " Section Section Elevation Database Width of Length 0.0000 Sections ft_ f ft Tl 200.00-180.00 6.54 1' 20.00 T2 180.00-160.00 6.54 1 20.00 - T3 160.00-140.00 6.54 1 20.00 T4 140.00-120.00 0-54 1 20.00 T5 120.00-100.00 10.56 1 20.00 T6 i 00.00-00.00 12.60 1 20.00 T7 80.00-60.00 14.66 1 • 20.00 T8 60.00-40.00 16.70 1 20.00 T9 40.00-20.00 18.70 1 20.00, Tl() 20.00-0.00 20.78 '. 20.00 Tower Section Geometry c©nt'd Tower Tower Diagonal Bracing Section Elevation Spacing Type T1 200.00-180.00 3.97 X Brace T2 180.00-160.00 3.97 X Brace T3 160.00-140.00 5.00 X Brace T4 140.00-120.00 6.67 X Brace T5 120.00-100.00 6.67 X Brace Has Has Top Girt K Brace Horizontals Offset I. End Panels in No No 1.0000 No No 1.0000 No No 0.0000 No No 0.0000 No No 0.0000 Bottom Girt Offset in 1.0000 1.0000 0.0000 0.0000 0.0000 t- tnxTower, Tower Engineering Job Live Oak (BU 856619) Page 3 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Elevation Spacing Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle JWallaCe FAX: (919)661-6350 Elevation Type Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset Diagonal Diagonal Elevation Type End Grade 7ype Size Grade ft ft .(36 ksi) Panels (36 ksi) in in T6 100.00-80.00 6.67 X Brace No No 0.0000 0.0000 T7 80.00-60.00 10.00 X Brace No No 0.0000 0.0000 T8 60.00-40.00. 10.00 X Brace No No 0.0000 0.0000 T9 40.00-20.00 10.00 X Brace No No 0.0000 0.0000 T10 20.00-0.00 10.00 X Brace No No 0.0000 0.0000 Tower Section Geometry cont'd - Tower Top Girt Top Girt Top Girt Bottom Girt , Bottom Girt, Bottom Girt Elevation Diagonal Tower Leg Leg Leg Diagonal Diagonal Elevation Type Size Grade 7ype Size Grade ft .(36 ksi) (36 ksi) T2 180.00-160.00 Equal Angle TI 200.00-180.00 Pipe ROHN 2.5 STD A572-50 Equal Angle LI 1/2xl 1/2x3/16 A36 (36 ksi) (50 ksi) Tower Section Geometry cont'd (36 ksi) 172 180.00-160.00 Pipe ROHN 2.5 EH A572-50 Equal Angle Ll 3/4xl 3/4x3/!6 A36 (50 ksi) (36 ksi) T3 160.00-140.00 Pipe ROHN 3 EH A572-50 Equal Angle LI 3/4xl 3/4x3/16 A36 (o0 ksi) ('s6 ksi) T4 140.00-120.00 Pipe ROHN 3.5 EH A572-50 Equal Angle L2 1/W-1/20/16 A36 (50 ksi) (36 ksi) T5 120.00-100.00 Pipe ROHN 4 EH A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 r (50 ksi) (36 ksi) T6 100.00-80.00 Pipe ROHN 5 STD A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 (50 ksi) (36 ksi) T7 80.000-60,OG Pipe ROHN 5 EH A572-50 Equal Angle L3x3xl/4 A572-50 (50 ksi) (50 ksi) T8 60.0040.00 Pipe ROHN 6 EHS A572-50 Equal Angle L3x3xl/4 A572-50 ' (SG ksi) (50 -si) T9 40.00-20.00 Pipe ROHN 6 EHS A572-50 Equal Angle L3 1/20 1/2x1/4 A572-50 (50 ksi) (50 ksi) 9'10 20.00-0.00 Pipe ROAN 6 EH A572-50 Equal Angle L4x4xl/4 A572-50 (50 ksi) (50 ksi) 'ower Section Geometry (cont'd) - Tower Top Girt Top Girt Top Girt Bottom Girt , Bottom Girt, Bottom Girt Elevation Type Size Grede Typo Size Grade . h T) 20(1.00-180.00 Equal Angle 1_2x2xl/R A36 Equal Angle 1.2x2x1/8 y A36 .(36 ksi) (36 ksi) T2 180.00-160.00 Equal Angle L2x2xl/8 A36 Equal Angle L2x2xl/8' A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd tnzTaWer Tower Engineering Job Live Oak (BU 856619) Page 4 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Area Thickness Client Designed b g Y Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle ' JWallace FAX: (919)661-6350 (per face) Legs X K Single Girts Horiz. Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Calc (per face) Legs X K Single Girts Horiz. Sec. Inner Ar K Spacing Spacing Horiz. Brace Single Solid Diags Diags Diagonals Horizontals ft ftz in Rounds X X X X X X in in TI 0.00 0.1880 A36 1.03 1 1.05 0.0000 0.0000 200.00-180.00 1 1 1 (36 ksi) 200.00-180.00 1 1 1 ! i. T2 0.00 0.1880 A36 1.03 1 1.05 0.0000 0.0000 180.00-160.00 (36 ksi) ! 1 1 1 T3 Yes T3 0.00 0.1880 A36 1.03 1 1.05 0.0000 0.0000 160.00-140.00 l (36 ksi) Yes Yes I 1 l I I 1- 1 T4 0.00 0.1880 A36 1.03 1 1.05 0.0000 0.0000 140.00-120.00 Yes 1 1 1 1 (36 ksi) 1 1 120.00-!00.00 ` T5 0.00 0.2500 A36 1.03 1 1.05 0.0000 0.0000 120.00-100.00 1 100.00-80.00 (36 ksi) 1 I I 1 L 1 1 T6 0.00 0.2500 A36 1.03 1 1.05' 0.0000 0.0000 100.00-80.00 1 I 1 1 a (36 ksi) 1 T8 Yes Yes l I I 1 T7 80.00-60M 0.00 • 0.2500 A�6 1.03 1 1.05 0.0000 0.0000 1 " T 9 Yes (36 ksi) ! 1 - l ,1 1' 40.00-20.00 T8 60.00-40.00 0.00 0.2500 A36 1.03 1 1.05 0.0000 0.0000 1 1 1 1 I 1 I (36 ksi) 20.00-0.00 1 1 1 I 1 T9 40.00-20.00 0.00. 0.2500 A36 1.03 1 1.05 0.0000 0.0000 (36 ksi) T10 20.60-0.GO O.GO 0.2500 A36 1.03 1 1.05 0.000.0 0.0000 . (36 ksi) Tower Section-Geoinetr• La -Intel K Factors Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace• Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y_ Y Tl Yes Yes _ I I 1 1 1 1 1 1' 200.00-180.00 1 1 1 ! i. I 1 T2 Yes Yes 1 1 1 1 1 1 i 1 1 180.00-160.00 1 1 1 ! 1 1 1 T3 Yes Yes I I 1 l 1 1 1 1 160.00-140.00 1 i -, I i 1 l T4 Yes Yes I 1 l I I 1- 1 1 140.00-120.00 1 1 1 1 1 1' 1 T5 Yes Yes 1 1 1 1 I 1 1 1 120.00-!00.00 ` 1 1 ! ?: 1 ! I T6 - Yes 'Yes 1 1 I 1 1 1 ' 1 1 100.00-80.00 1 I I 1 L 1 1 T7 Yes Yes ! 1 I 1 1 1 1 1 80.00-60.00 1 I 1 1 a l 1 T8 Yes Yes l I I 1 1 I I 1 60.00-40.00 1 1 1 1 1 1! 1 " T 9 Yes Yes 1 I 1 1 1 - l ,1 1' 40.00-20.00 1 1 1 1 1 1 1 T10 Yes Yes 1 1 1 1 I 1 I 1 20.00-0.00 1 1 1 I 1 1 I Note: Kjactors are applied to member segment lengths. K -braces without inner supporting members will have the Kfactor in the out -of -plane direction applied to the overall length. tnxTQwer Tower Engineering Job JoLive Oak (BU 856619) Page5 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Net Width U Net Width Raleigh, NC 27603 Client Designed b g y Phone: (919)661-6351 Crown Castle JWallaCe FAX: (919) 661-6350 Net U Tower Section Geometry cont'd Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Mid Girt Net Width U Net Width U Net Width U Net U Net U Net U Net U in Deduct Deduct Deduct Width Width Width Flange Width 4 0.5000 1 it. in 0.5000 in 0.6250 Deduct 0.6250 Deduct 0.6250 Deduct 200.00-180.00 Deduct A325X A325X A325X A325X in in in in Flange Tl 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200.00-180.00 A325X A325X I A325X A325X I A325N A325X .0 A325X T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00-160.00 160.00-140.00 A325X A325X A325X A325X I A325N A325X T3 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00-140.00 0.6250 1 140.00-120.00 A325X A325X A325X A325X . A325N T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 0.1250 0 0.62501. 120.00-100.00 A325X I "A325X A325X A325X T5 0.0000 1 0.0000 0.75 10.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 0.6250 J I 0 0.6250 0 0.6250 1 100.00-80.00 A325X A325X A325X T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 1.0000 0.75 0.0000 0.75 100.00-80.00 0.5000 0 0.6250 0 0.6250 0 • 0.6250 1 10.0000 A325X A325X T7 80.00-60.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 10.0000 0.75 0.0000 0.75 'r8 60.0040.001 0.0000 i O.00OO 0.75 O.uGOO 0.75 0.6000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T9 40.00-20.00 0.0000 1 0.0000 0.75 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 TIO 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 I . Tower Section Geometry (cont'd) Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diado;;al Top Girt Bottom Girt Mid Girt Lang Hot "z,;nralSi;or: Horizontc,l I Bolt Size No. Bolt Size No. Bolt Size No. I Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in Tl Flange 0.6250 4 0.5000 1 0.5000 1 0.5000 1 0.6250 0 0.6250 0 0.6250 0 200.00-180.00 A325X A325X A325X A325X A325N A325X A325X T2 Flange 0.7500 4 0.5000 1 0.5000 1 0.5000 1 0.6250 0 0.6250 0.6250 0 180.00-160.00 A325X A325X I A325X A325X I A325N A325X .0 A325X T3 Fiange 0.8750 4 0. MUM 1 1 0.11000 0 0.5000 0 10.6250 0 0.6250 0 0.6250 1 160.00-140.00 A325X A325X A325X A325X I A325N A325X A325X T4 Flange 0.8750 4 0.500 1 0.5000 0 0.5000 0 0.6250 0 0.6250 0 0.6250 1 140.00-120.00 A325X A325X A325X A325X . A325N A325X A325X T :lan-e LOOM 4 0.50001 0.5900 I 0.5000 C C.6250 0 0.1250 0 0.62501. 120.00-100.00 A325X I "A325X A325X A325X A325N A325X A325X T6 Flange 1.0000 4 0.5000 1 0.5000 0 0.5000 0 0.6250 J I 0 0.6250 0 0.6250 1 100.00-80.00 A325X A325X A325X A325X A325N A325X A325X T7 80.00-60.00 Flange 1.0000 4 0.6250 I 0.5000 0 0.5000 0 0.6250 0 0.6250 0 • 0.6250 1 A325X A325X I A325X A325X A325N A325X A325X . 8 60.00-40.00 Flange 1.0000 6 G.o25O 1 C.S000 0 0.5000 0 0.6250 0 0.6250 G 0.6250 1 A325X A325X A325X A325X A325N A325X A325X T9 40.00-20.00 Flange 1.0000 6 0.6250 1 0.5000 0 0.5000 0 0.6250 0 0.6250 0 0.6250 1 A325X A325X A325X A325X A325N A325X I A325X T1020.00-0.00 Flange 10000 0 0.6250 1 0.5000 0 0.5000 0 0.6250 0 0.6250 0 0.6250 O, A354 -BC A325X A325X A325X A325N A325X A325X Feed ,Line/Linear Appurtenances - Entered As Round Or Flat ./ Tower Engineering Job ub Live Oak (BU 856619) Page 6 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Width or Perimeter Weight Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle 1 jwallace FAX: (919) 661-6350 Per Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in Of Step Pegs A No Ar (CaAa) 80.00-0.00 0.0000 0.5 1 1 0.3130 0.3130 0.0 (5/8" SR) 7.5 -in w/ 30" Step Step Pegs B No Ar (CaAa) 80.00-0.00 0.0000 0.5 1 1 0.3130 0.3130 0.0 (5/8" SR) 7.5 -in w/ 30" Step Step Pegs C No Ar (CaAa) 200.00 - 0.00 0.0000 0.5 1, 1 0.3130 0.3130 0.0 (5/8" SR) 7.5 -in w/ 30" Step Safety Line C No Ar (CaAa) 200.00 - 0:00 -12.0000 0.35 i i 0.3750 0.3750 0.0 1 Thin Flat C'" No Af (CaAa) 200.00 - 0.00 -12.0000 0.35 1 1 2.0000 2.0000 0.0 Climbing Ladder 3/8" Cable C No At (CaAa) 99.00-0.00 -0.5000 0.48 2 2 0.1250 0.3750 0.0 (Lights) M" Cable C No Ar (CaAa) 2000.00 - 99.00 -0.5000 0.48 1 i' ' 0.1250 0.375G 0.0 (Lights) ***Face AB*** AVA7-50(1 B No Ar (CaAa) 141.00 - 0.00 0.0000 0 12 12 0.5000 2.0100 0.0 5/8) Feed Linc B N0 Af (CaAa) 141.Gb - 0.00 G.GGOG 0 i i 3.0000 2.0000 0.0 Ladder ***Fact CA*** Fcad Linc A NG Ai(C-A-) 200.00 -0.00 -3.00000 -0.2 _ 1 3.0000 2.0000 0.0 Ladder AVA7-50(1-5/ A No At (CaAa) 200.00 - 0.00 -1.0000 -0.25 18 6 0.5000 2.0100 • 0.0 - 8) t.VA7-50(1-5/ A No A. (CaAa) 200.00 - CAO 0.0000 -0.15 6 5 0.5000 2.0100 r C.0 8) ATCB-BO1-06 A No Ar (CaAa) 200.00 - 0.00 2.0000 -0.15 1 1 0.3150 0.0000 0.0 0(5/16) WR-VG86ST- A 'No Ar (CaAa) 200.00 - 0.00 2.0000 -0.16 2 2 0.7740 0.0000 0.0 ORD(3/4) WR-VG86ST- A No Ar (CaAa) 1200.00-0.00 2.0000 -0.17 1 1 0.5000 0.8800 OA BRDA(7/8) EW52(ELLIP A No At (CaAa) 190.00 - 170.00 -1.0000 -0.18 1 1 0.5000 2.2500 0.0 TI(7.A L) EvJ52(ELLIP A No At (CaAa) 170.00 - 125.00 -I.GOGO -0.18 2 2 0.5000 2.2500 0.0 TICAL) w EV.152(ELLIP A No A: (C Aa) :25.00 - 0.00 -L.000C 10.18 3 3 0.5000 2.25500 0.0 TiCAL) 9776( 3/4") A No Ar (CaAa) 83.00-0.00 -1.0000 . -0.3 1 1 0.5000 0.7350 0.0 EW90(FLLIP A No Ar (CaAa) 170.00 - 0.00 -1.0000 -0.32 ' 1 0.5000 1.2800 0.0 TICAL) ` Feed Line/Linear Appurt6nances.Secti®n Areas Tower Tower Face AR Ar CAAA CAAA Weight Section Elevation In Face Out Face fr frz fry fig fry K t - inxTower Tower Engineering Job Live Oak (BU 856619) Page 7 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Elevation Ice Ice Designed by Raleigh, NC 27603Client Phone: (919) 661-6351, Crown Castle jwailaCe FAX: (919)661-6350 TI ft: Tower Tower Face AR AF CAAA CAAA Weight Section Elevation Ice Ice In Face Out Face in in .. ft TI ft: ftp f,2 ft, K TI 200.00-180.00 A 0.000 0.000 113.823 0.000 0.5 -6.0690 0.7210 B 0.000 0.000 0.000 0.000 0.0 -3.3277 -0.5131 C 0.000 0.000 8.793 0.000 0.1 T2 180.00-160.00 A 0.000 0.000 119.603 0.000 0.6 r -5.2815 -0.5811 B 0.000 0.000 0.000 0.000 0.0 " -5.8874 -05617 C 0.000 0.000 8.793 0.000 0.1 T3 160.00-140.00 A 0.000 0.000 123.133 0.000 0.6 ' B 0.000 0.000 2.745 0.000 0.0 C 0.000 0.000 8.793 0.000 0.1 T4 140.00-120.00 A 0.000 0.000 124.258 0.000 0.6 B .- 0.000 0.000 54.907 0.000 0.2 C 0.000 0.000 8.793 0.000 0.1 T5 120.00-100.00 A 0.000 0.000 127.633 0.000 0.6 ' B 0.000 0.000 54.907 0.000 0.2 C 0.000 0.000 6.793 0.000 0.1 T6 100.00-80.00 A 0.000 0.000 127.854 0.000 0.6 B 0.000 0.000 54.907 0.000 0.2 C 0.000 0.000 9.505 0.000 0.1 T7 80.00-60.00_ A 0.000 0.000 129.729 0.000 0.6 B. 0.000 0.000 55.533 0.000 03 C 0.000 0.000 9.543 0.000 0.1 T8 60.00-4000 A 0.000 0.000 129.729 0.000 0.6 B 0.000 0.000 55.533 0.000 0.3 C 0.000 0.000 9.543 0.000 0.1 T9 40.00-20.00 A 0.000 0.000 129.729 0.000 0.6 B 0.000 0.000 55.533 0.000 0.3 C 0.000 0.000 9.543 3.00G 0.1 TI0 20.00-0.00 A 0.000 0.000 129.729 0.000 0.6 i B 0.000 0.000 55.533 0.000 0.3 C 0.000 0.000 9.543 0.000 0.1 Feed Line Center of Pressure Section Elevation CPX CPi CPX CP, Ice Ice ft in in in in I TI 200.00-180.00 -5.4768 0.6515 -5.9586 0.7744 TZ 180.00-160.00 -5.4387 0.65/6 -5.8863 0.7727 T3 160.00-140.00 -6.0690 0.7210 -6.5381 08574 T4 140.00-120.00 -3.2622 -0.5010 -3.3277 -0.5131 T5 120.00-100.00 -3.9857 -0.5333 -4.0631 -0.5276 T6 100.00-8c.00 -4.5971 -0.5274 -4.6814 -0.5039 T7 80.00-60.00 -5.2815 -0.5811 -5.3774 -0.5419 T8 60.00-40.00 -5.7831 -4.6153 -5.8874 -05617 T9 40.00-20.00 -6.2514 -0.6471 -6.3526 -0.5797 T10 20.00-0.00 -6.6662 -0.6743 -6.7670 -0.5942 5hieldina Factor Ka Tower Feed Line Description Feed Line Ka & Section Record No. Segment•Elev. No Ice I Ice T11 31 Step Pegs (5/8" SR) 7.5 -in w/l 180.00-1 0.60001 0.6000 WxTower Tower Engineering Job Live Oak (BU 856619) Page 8 of 26 Project Date Professionals TEP No. 55739.26763 .. 16:59:34 11/1,4/14 326 Tryon Road Ka Client J Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919)661-6350 Tower Ka Feed Line Description Feed Line Ka Section Record No. Segment Elev. No Ice Ice 30" Step 200.00 TI 4 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 TI 5 Thin Flat Climbing Ladder 180.00- 0.6000 0.6000 200.00 Tl 7 3/8" Cable (Lights) 180.00- '0.6000 0.6000 200.00 T1 12 Feed Line Ladder 180.00- 0.6000 0.6000 200.00 TI 13 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T1 14 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 Tl 16 ATCB-BOI-060(5/16) 180.00- 0.6000, 0.6000 200.00 TI 17 WR-VG8GST-BIRD( 3/4) 1180.00 - 0.61000 0.6000 200.00 Tl 18 WR-VG86ST-BRDA(7/8) 180.00- 0.6000 0.6000 200.00 Tl 19 EW52(ELLIPTICAL) 180.00- 0.6000 0.6000 ' 190.00 T2 3 Step Pegs (5/8" SR) 7.54, w; i60.00 - 0.661001 0.6000 ' 30" Step 180.00 T2 4 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T2 5 Thin Flat Climbing Ladder 160.00- 0.6000 0.6000 180.00 T27 3/8" Cablo (Lights) 160.011: - 0.6000 0.6000^ I :80.001 T2 121 Feed Line Ladder 160.00 - 0.600C 0.6000 180.00 T2 13 AVA7-50(1-5/°) 160.00- 06wo 0.6000 180.00 T2 14 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 T2 16 AT.C3-BO!-060(5/lu) 160.0^- 0.6000 0.6100 180.00 T2 17 WR-VG86ST-BRD(3/4) 160.00-I 0.6000 0.6000 180.00 1 T2 18 WR-VG86ST-BRDA(7/8) 16U.00 - 0.6000 0.6000 180.00 T2 19 EW52(ELLIPTICAL) 170.00- 0.6000 0.6000 180.00 T2 20 EW52(ELLIPTICAL) 160.00- 0.6000 0.6000 170M T2 24 EW90(ELLi?TICAL) 160.00- 0.60001 0.6000 170.00 T3 -1 Step Pegs (5!8" SR) 7.5 -in c:! 140.00- 0.6000 0.60m - .60m30" 30"Step 160.00 T3 4 Safety Line 3/8 140.00- 0.6000 0.6000 !60.00 T3 5 Thin Flat Climbing Ladder 140.00 - 0.6000 0.6000 160.00 T3 7 AV Cable (Lights) 1140.00 - 0.6000 0.6000 l9 160.00 T3 AVA7-50(1 5/8) 140.00- 0.6000 0.6000 141.00 T3 10 Feed Line Ladder 140.00- 0.6000 0.6000 141.00 T3 12 Feed Line Ladder 140.00- 0.6000 0.6000 160.00 T31 i 131 AVA7-50(1-5/8) 140.00-1 0.60001 0.6000 / t j y 0. WxTvwer ' Tower Engineering Job Live Oak (BU 856619) Page 9 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road 160.00 Client Designed b g Raleigh, NC 27603 Phone: (919)661-6351 Crown Castle jWallaCe FAX: (919) 661-6350 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 160.00 T3 14 AVA7-50(1-5/8) 140.00- 0.6000 0.6000 160.00 T3 16 ATCB-B01-060(5/16) 140.00- 0.6000 0.6000 160.00 T3 17 WR-VG86ST-BRD( 3/4) 140.00- 0.6000 0.6000 160.00 T3 18 WR-VG86ST-BRDA(7/8) 140.00- 0.6000 0.6000 160.00 T3 20 EW52(ELLIPTICAL) 140.00- 0.6000 0.6000 160.00 T3 24 EW90(ELLIPTICAL) 140.00- 0.6000 0.6000 160.00 T4 3 Step Pegs (5/8" SR) 7.5 -in w/ 120.00- 0.6000 0.6000 30" Step 140.00 T4 4 Safety Line 3/8 120.OG - 0.6000 0.6000 140.00 T4 5 Thin Flat Climbing Ladder 120.00- 0.6000 0.6000 140.00 T4 7 3/8" Cable (Lights) 120.00- 0.6000 0.6000 140.00 T4i 9 AVA7-5G(I5/8)I 120.00-1 0.6000 0.6000 140.00 T4 10 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 T4 12 Feed Line Ladder 120.00- 0.6000 0.6000 140.00 14 i3 AVA7-50(i-5ig) 120.00- 0.6000 0.6000 140.001 T4 14 AVA7-50(1-5/8)• 120.00- 0.6000 0.6000 140.001 T 16 AT.CB-3101-060(5,'i6) i2C.00- 0.5000 0.6000 140.00 T4 17 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T4 18 WR-VG86ST-BRDA(7"8) '.20.00 - 0.60100 0.6000 140.00 T4 20 EW52(ELLIPTICAL) 125.00- 0.6000 0.6000 140.00 T4 21 EW52(ELLIIrl'iCAL) 120.00- 0.6000 0.6000 J 25.00 T4 24 EW90(ELLIPTICAL) 120.00- 0.6000 0.6000 140.00 T5 3 Step Pegs (5/8" SR) 7.5 -in w/ 100.00- 0.6000 0.6000 30" Step. 120.00 T5 4 Safeiy Line 3/81 i 00.00 - 0.60001 0.6000 120.00 T5nin Flat Climbing adder 100.00 - 0.6000 0.6000 120.001 T5 7 3/8" Cable (Lights) 100.00- 0.6000 0.6000 120.00 T5 9 AVA7-50(15/8) 100.00- 0.6000 0.6000 120.00 T5 10 Feed Line Ladder 100.00- 0.6000 0.6000 120.00 T5 12 Feed Line Ladder 100.00- 0.6000 0.6000 120.00 T5 13 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T5 14 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T5 16 ATCB-B01-060(5/16) 100.00- 0.6000 0.6000 tnxTower Tower Engineering Job Live Oak (BU 1356619) Page 10 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road 120.00 Client Designed by Raleigh, NC 27603 Phone: (919)661-6351 Crown Castle jwaiiaCe FAX: (919) 661-6350 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice Ka Ice 120.00 T5 17 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T5 18 WR-VG86ST-BRDA(7/8) 100.00- 0.6000 0.6000 120.00 T5 21 EW52(ELLIPTICAL) 100.00- 0.6000 0.6000 120.00 T5 24 EW90(ELLIPTICAL) 100.00- 0.6000 0.6000 120.00 T6 3 Step Pegs (5/8" SR) 7.5 -in w/ 80.00 - 100.00 0.6000 0.6000 30" Step T6 4 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T6 5 Thin Flat Climbing Ladder 80.00 - 100.00 0.6000 0.6000 T6 6 3/8" Cable (Lights) 80.00 - 99.00 0.6000 0.6000 T6 7 3/8" Cable (Lights) 99.00 - 100.00 0.6000 0.6000 T6 9 AVA7-50(1 5/8) 80.00- 100.00 0.6000 0.6000 T6 10 Feed Line Ladder 80.00- 100.00 0.6000 0.6000 T6 12 Feed Line Ladder 80.00- 100.00 0.6000 0.6000 T6 13 AVA7-50(1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 14 AVA7-500-5/8) 80.00 - 100.00 0.6000 0.6000 'r6 16 ATCB-801-060(5/16)180.00- 100.001 0.6000 0.4000 T6 i7 W n -'v G86ST-BRD( 3/4) K.&O - 100.00 0.15000 0.6000 T6 18 WR-VG86ST-BRDA(7/8) 80.00 - 100.001 0.6000 0.6000 T6 21 EW52(ELLIPTICAL) 80.00 - iOO.00 0.6000 0.6000 T6 23 9776( 3/4") 80.00 - 83.00 0.6000 0.6000 T6 24 EW90(ELLIPTICAL) 80.00 - 100.00 0.6000 0.6000 T7 1 Step Pegs (5/8" SR) 7.5 -in w/ 60.00 - 80.00 0.6000 0.6000 30" Step T7 2I Step Pegs (5/8" SR) 7.5 -in w/ 160.00 - 80.00 0.60001 0.6000 30" Step T7 31 Step Pegs (5/8" SR) 7.5 -in w/ 60.00 - 80.00 0.6000 0.6000 30" Step T7I 4 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T7 5 Thin Flat Climbing Ladder 60.00 - 80.00 0.6000 0.6000 T7 6 318" Cable (Lights) 60.00 - 80.00 0.6000 0.6000 T7 9 AVA7,-50(l5/8) 60.00-80.00! 0.6000 0.6000 T7 10 Feed Line Ladder 60.00 - 80.00 0.6000 0.6000 T7 12 Feed Line Ladder 60.00 - 80.00 0.6000 0.6000 T7 13 AVA7-50(1-5/8) 60.00-80.00 0.6000 0.6000 T7 14 AVA7-50(1-5/8) 60.00 - 80.00 0.6000 0.6000 T71 16 ATCB-BOI..060(5;16) 60.00 - 80.00, 0.6000 0.6000 T71 17 WR-VG868'1'-BRD(3/4) 60.00-80.00 0.60001 0.6000 T71 18 WR-VG86ST-BRDA(7/8) 60.00 - 80.00 0.6000 0.6000 T-71 21 EW52(ELLIPTICAL) 60.00 - 80.00 0.60001 0.6000 T7 23 9776( 3/4") 6000-80-00 06000 n.6000 T7 24 EW90(ELLIPTICAL) 60.00 - 80.00 0.60001 0.6000 T8� I Step Pegs (5/8" SR) 7.5 -in w/ 40.00 - 60.001 0.60001 0.6000 30" Step T8 2 Step Pegs (5/8" SR) 7.5 -in w/ 40.00 - 60.001 0.60001 0.6000 30" Step T8 3 Sten Peas (5/8" SR) 7.5 -in w/ 40.00 - 60.00 0.6000 0.6000 30" Step T8 4 Safely Line 3/8 40.00 - 60.00 0.6000 0.6000 T8I 5 Thin Flat Climbing Ladder 40.00 - 60.00 0.6000 0.6000 T8 6 3/8" Cable (Lights) 40.00 - 60.00 0.6000 0.6000 T8 9 AVA7-50(1 5/8) 40.00 - 60.00 0.6000 0.6000 T8 10 Feed Line Ladder 40.00 - 60.00 0.6000 0.6000 T8 12 Feed Line Ladder 40.00 - 60.00 0.6000 0.6000 T8 13 AVA7-50(1-5/8) 40.00-60.00 0.6000 0.6000 T8 14 AVA7-50(1-5/8) 40.00-60.00 0.6000 0.6000 T8 16 ATCB-BOI-060(5/16) 40.00-60.00 0.6000 0.6000 T8 17 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 tnxTower Tower Engineering 1 Job Live Oak (BU 856619) Page 11 of 26 71 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road 40.00 - 60.00 0.6000 Client Desi ned b g y Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919) 661-6350 T8 23 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka /ce T8 18 WR-VG86ST-BRDA(7/8) 40.00 - 60.00 0.6000 0.6000 T8 21 EW52(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 T8 23 9776( 3/4") 40.00 - 60.00 0.6000 0.6000 T8 24 EW90(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 T9 1 Step Pegs (5/8" SR) 7.5 -in w/ 20.00 - 40.00 0.6000 0.6000 Lateral 30" Step Vert T9 2 Step Pegs (5/8" SR) 7.5 -in w/ 20.00 - 40.00 0.6000 0.6000 ftp K 30" Step ft T9 3 Step Pegs (5/8" SR) 7.5 -in w/ 20.00 - 40.00 0.6000 0.6000 From Leg 0.00 0.0000 200.00 No Ice 30" Step 0.30 0.0 T9 4. Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T9 5 Thin Flat Climbing Ladder 20.00 - 40.00 0.6000 0.6000 T9 6 3/8" Cable (Lights) 20.00 - 40.00 0.6000 0.6000 T9 9 AVA7-50(15/8) 20.00-40.00 0.6000 0.6000 T9 10 Feed Line Ladder 20.00 - 40.00 0.6000 0.60001 T9 12 Feed Linc Ladde: 20.00 - 40.00 0.6000 0.60000 T9 13 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T9 14 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T9 16 ATCB-B01-060(5/16) 20.00-40.00 0.6000 0.6000 T9 17 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 I'9 18 WP.-VG86ST-BRDA( 7/8) 20.00 - 40.00 0.6000 0.6000 T9 2. EWK(ELLIFTICAL) 20.00 - 40.00 0.6000 0.6000 T9 23 9776( 3/4") 20.00 - 40.00 0.60001 0.6000 T9 24 EW90(ELLIP'rlCAL) 20.00 - 40.00 0.6000 0.6000 T10 1 Step Pegs (5/8" SR) 7.5 -in w/ 0.00-20.00 0.6000 0.6000 30" Step T10 2 Step Pegs (5/8" SR) 7.5 -in w/ 0.00-20.00 0.6000 0.6000 30" Siep TIO 31 Step Pegs (5.B" SR) 7.5 -in w/ 0.00 - 20.00 0.6000 0.6000 30" Step TIO 4 Safety Line 3/8 0.00-20.00 0.6000 0.6000 TIO 5 Thio Fat C1;mbi;:g Ladder 0.00 - 2C.00 0.5000 0.6000 TIO 6 3/8" Cable (Lights) 0.00-20.00 0.6000 0.6000 TIO 9 AVA7-50(1 5/8) 0.00-20.00 0.6000 0.6000 T10 10 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T10 12 Feed Line Ladder 0.00-20.00 0.6000 0.6000 T10 13 AVA7-50(1-5/8) 0.00-20.00 0.6000 0.6000 T 1 0 14 AVA7-50(1-5/8) 0.00-20.00 0.6000 0.6000 T10 16 ATCB-B01-060(5/16) 0.00-20.00 0.6000 0.6000 TIO 17 WR-VG86ST-BRD( 3/4) 0.00-20.00 0.6000 0.6000 T'•0 181 WR-VG86ST-BRDA(?/8) 0.00-20.00 0.6000 0.6000 'r1U 21 EW52(ELLIPrICAL) 0.00-20.00 0.6000 0.6000 I T10) 231 9776(3/4")1 0.00-20.00 0.6000 0.60001 '1'10 24 EW90(ELLIPTICAL) 0.00 - 20.001 0.6000 0.6000 t t i Discrete Tower Loads Description Face CnAA Weight , Offset Offsets: Azimuth Placement CAAA or Type Horc Adjusiment Front Side Leg Lateral Vert ft U ft f? ftp K ft ft 1/2" x 6' LRod B From Leg 0.00 0.0000 200.00 No Ice 0.30 0.30 0.0 i tnxTOwer Tower Engineering Job JoLive Oak (BU 856619) Page12 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Weight . Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle JWallaCe FAX: (919)661-6350 Side Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight . or Type Harz Adjustment Front Side Leg Lateral ^ Vert r h 0 ft ft2 Y K ft ft 0.00 3.00 15" Dia. x 15" Beacon A From Leg 0.00 0.0000 200.00 No Ice 1.25 1.25 0.0 0.00 2.00 3" x 6" SideLight A From Leg 1.00 0.0000 99.00 No Ice 0.10 0.10 0.0 0.00 - 0.00 3" x 6" SideLight B From Leg 1.00 0.0000 99.00 No Ice 0.10 0.10 0.0 0.00 0.00 3" x 6" SideLight C From Leg 1.00 .0.0000 99.00 No Ice 0.10 0.10 0.0 0.00 n.00 ts200** (2) 7.42-264 A From Leg ' 4.00 32.0000 200.00 No ice 5.19 2.93 0.0 -4.00 0.00 (2) 742-264 B From Leg 4.00 17.0000 200.00 No Ice 5.19 2.93 0.0 2.00 0.00 (2) 742-264 C From Leg 4.00 2.0000 200.00 No Ice 5.19 2.93 0.0 2.00 0.00 731DG85V,EXM A From Leg 4.00 32.0.00C 200.00 No Ice 6.25 3.80 0.0 2.00 C.00 731 DG85V 1 EXM B From Leg 4.00 17.0000 200.00 No Ice 6.25 3.80 0.0 2.00 0.00 73 IDG35 V 1 EXM C From Leg 4.00 2.0000 2000.00 No Ica 6.25 3.80 2.00 0.00 (4) 860 10025 A From Leg 4.00 32.0000 200.00 No Ice 0.16 0.14, 0.0 -4.00 0.00 (4) 860 10025 B From Leg 4.00 17.0000 200.00 No Ice 0.16 0.14. 0.0 2.00 0.00 (4) 860 10015 C From !.eg 4.()0 2.OnOn 20ROO No lee. 0.16 0.14 00.0 2.00 0.00 Y.RY 112 89M A From '--g 4.00 3100)OC 2001.00 No Ica 0.23 0.36 0 -2.00' 0.00• KRY 112 $9/4 _ R From Leg 4.00 17.0000 200.00 No Ica 0.23 0.36 OA -2.00 0.00. KRY 112 89/4 C From Leg 4.00 2.0000 200.00 No Ice 0.23 0.36 0.0 -2.00 0.00 (2) KRY 112 7112 ' A From Leg 4.00 32.0000 200.00 No Ice 0.68 • 0.51 0.0 -6.00 0.00 (2) KRY 112 71/2 B From Leg 4.00 17.0000 200.00 No Ice 0.68 0.51 0.0 6.00 0.00 9 Tower Engineering Job ob Live Oak (BU 856619) Page 13 of 26 Project Date t Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Weight i Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351, Crown Castle Jwallace FAX: (919)661-6350 Side Description FaceOffset Offsets: Azimuth Placement CAAA CAAA Weight i or • Type Harz Adjustment Front Side Leg Lateral Vert h h fig ft, x ft ft (2) KRY 112 71/2 C From Leg 4.00 2.0000 200.00 No Ice 0.68, 0.51 0.0 5.00 0.00 RRUS I l A From Leg 4.00 22.0000 200.00 No Ice 3.25 1.37 0.0 6.00 0.00 RRUS 11 B From Leg 4.00 22.0000 , 200.00 No Ice 3.25 1.37 0.0 -6.00 0.00 RRUS 11 C From Leg 4.00 22.0000 J 200.00 No Ice 3.25 1.37 0.0 -6.00 l 0.00 DC6-48-60-18-8F B From Leg 4.00 22.0000 200.00 No Icc 1.27 1.27 0.0 ... -6.00 0.00 SBNHH-ID65A A From Leg 4.00 22.0000. 200.00 No Ice 6.36 3.86 0.0 6.00 0.00 SBNHH-ID65A B From Leg 4.00 22.0000 200.00 No Ice 6.36 3.86 0.0 -6.00 0.00 SBNHH-ID65A C From Leg 4.00 22.0000 200.00 No Ice 6.36 3.86 0.0 -6.00 ' 0.00 (2) ATM200-002 A From L;g 4.00 22.0000 200.00 No Ice 0.21 0.21 0.0 6.00 0.00 (2) ATM200-002 B From Leg 4.00 22.0000 200.00 No Ice 0.21 0.21 0.0 -6.00 0.00 (2) ATM200-002 C • From Leo 4.00 22.0000 200.00 No Ice 0.21 0.211 0.0 -6.00 0.00 RRUS 12 A From Leg 4.00 22.0000 200.00 No Ice 3.67 1.49 0.1 6.00 0.00 RRUS 12 B From Leg 4.00 22.0000 200.00 i No Ice 3.67 1.49 0.1 -6.00 0.00 RRUS 12 C From Leg 400 22.0000 200.n0 No Ice ' 3.67 1.49 0.1 -6.00 } 0.00 RP.US A2 MODULE A From Lcg 9.00 22.0000, 200.00 No Ice 1.87 0.42 0.0 6.00 ' 0:00 RRUS A2 MODULE B From Leo 4.00 22.0000 200.00 No Ice 1.87 0.42 0.0 -6.00 0.00 RRUS A2 MODULE C From Leg 4.00 22.0000 200.00 No Ice 1.87 0.42 0.0 -6.00 0.00 Sector Mount [SM 303-3] C None 0.0000 200.00 No Ice 43.57 ` 43.57 1.9 **190** Pipe Mount [PM 602-1] A From Leg 1.00 0.0000 190.00 No Ice 5.25 1.58 0.1 0.00 0.00 HSS 4 x 4 x 7' Length C From Face 0.00 0.0000 190.00 No Ice 3.27 0.15 0.1 r tnxTQwer Tower Engineering Job Live Oak (BU 856619) Page 14 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Weight Face Client Designed by Raleigh, NC 27603 Phone: (919)661-6351 Crown Castle JWailaCe FAX: (919)661-6350 or Description Weight Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Harz Adjustment Front Side Leg Lateral Ve 1 t .jt C ft f t Ja;2 K ft _ 0.00 0.00 **170** Pipe Mount [PM 602-1] A From Leg 1.00 0.0000 170.00 No Ice 5.25 1.58 .0.1 0.00 0.00 - Pipe Mount [PM 601-1], -C From Leg 0.50 0.0000 170.00 No Ice 3.00 0.90 0.0 0.00 0.00 HSS 4 x 4 x 7' Length C From Face 0.00 0,0000 170.00 No Ice 3.27 0.15 0.1 0.00 0.00 **141** (2) TMBX-6516-R2M w/ A From leg 2.00 42.0000 141.00 No Ice 3.98 3.57 0.0 Mount Pipe 0.00 0.00 (2) TIM w/ B "' From Leg 2.00 22.3G00 i41.00 NO Icc 3.98 3.57 G.0 Mount Pipe 0.00 0.00 (2) TMBX-6516-R2M w/ C From Leg 2.00 -8.0000 141.00 No Ice 3.98 3.57 0.0 Mount Pipe 0.00 0.00 LNX-65i5DS-Alhl wi A From Leg 2.00 42.0000 141.00 No Icc 11.68 9.54 0.1 Mount Pipe 0.00 0.00 LNX-6515DS-AIM w/ B From Leg 2.00 22.0000 141.00 No Ice 11.68 9.84 0.1 Mcant :'ipc; 0.00 0.00 LNX-6515DS-AIM w/ C From Leg 2.00 -8.0000 141.00 No Ice 11.68 9.84 0.1 Mount Pipe 0.00 0.00 ETD19V2S12UB' A From Leg 2.00 42.0000 141.00 No Ice 0.74 0.35 0.0 ` 1.50 0.00 v ETD19V2S12UB B. From Leg 2.00 22.0000 141.00 No Ice 0.74 0.35 0.0 1.50 0.00 s ETD19V2SI2UB C From Leg 2.00 -8.0000 141.00 No Ice 0.74 0.35 0.0 1.50 o.on ETWI90VSi2UB A From Leg 2.00 42.0000 141.00 No Ice •0.66 0.37 OA -1.50 0.00 E-iV190VS12UB B From Leg 2.100 22.0000 141.00 No Ice 0.66 0.37. 0.0 -1.50 - 0.00 ETW 190VS 12UB C From Leg 2.00 -8.0000 141.00 No Ice 0.66 0.37 , 0.0 -1.50 0.00 t (2) Side Arm Mount [SO C None 0.0000 141.00 No Ice 7.50 7.50 0.3 101-3] **125** Pipe Mount [PM 601-1] B From Leg 0.50 0.0000 125.00 No Ice 3.00 0.90 0.0 0.00 0.00 t **83** Pipe Mount [PM 601-1] ' B From Leg 0.50 0.0000 , 83.00 No Ice 3.00 0.90 0.0 r MxTower Tower Engineering Job Live Oak (BU 856619) Page 15 of 26 Project _, Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919)661-6351 Crown Castle Wallace FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft f� f� K ft t ft 0.00 0.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Harz Adjustment Beam Diameter Area Leg Lateral Width Vert fi o ft ft ft2 K HP6-59 A Paraboloid From 2.00 -1.0000 190.00 6.00 No Ice 28.27 0.1 w/Shroud (HP) Leg 0.00 0.00 **170** HP8-59E A Paraboloid From 2.00 -1.0000 170.00 8.00 No Ice 50.27 0.3 -.a/Shroud (HP) Leg 0.00 0.00 P-65A72L-U C Paraboloid From 1.00 -2!.0000 !70xVJ 6.00 Ne Ice 28.27 0.! w/Radome Leg 0.00 0.90 **125** HP6-105C B Paraboloid From 1.00 -41.0000 125.00 „ 6.00 No Ice 28.27 0.1 w/Shroud (HP) Leg 0.00 0.00 **83** HP4-57W B Paraboloid w/o From 1.00 -41.0000 83.00 4.00 No Ice 12.57 0.4 Radome Leg 0.00 0.00 Load Combinations Comb. Description ' Mg. Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 09 De -W+1.6 Wind n deg - No !ce 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 09 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice J 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice. 9 0.9 Dead+1.6 Wind 90 deg - No Ice - 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice Ilk tnxTower Tower Engineering Job Live Oak (BU 856619) Page 16 of 2671 Project Date Professionals TEP No 55739.26763 16:59:34 11/14/14 326 Tryon Road Section Client Designed by Raleigh, NC 27603 Phone: (919)661-6351 Crown Castle jwallace FAX: (919) 661-6350 Component Cnrditi^•n Comb. Description No. 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice a 23 0.9 Dead+1.6 Wind 300 deg -*No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg' Service 36 Dead-OXind 300 deg - Service 37 Dead+Wind 330 deg - Service r - J Maximum Member Forces Section Minor Axis ' Elevation Component Cnrditi^•n Gov. Axia! MgiorAxis No. ft Type Load Moment Moment Comb. K kip ft kip ft TI 200-180 Leg Max Tension 15 18.7 i 0.0 0.2 Max. Compression 2 -22.2 -0.0 0.1 ' Max. Mx 20` -1.3 -0.4 OA Max. My 13 -7.8 -0.0 0.4 Max. Vy 18 -3.0 0.1 -0.1 Max. Vx 2 -3.8 -0.0 0.1, Diagonal Max Tension 13 3.1 0.0 0.0 Max. Compression 12 -3.2 0.0 0.0 Max. Mx 2 2.6 0.0 OA Max. My 22 -2.6 . 0.0 -0.0 Max. Vy 2 -0.0 0.0 0.0 Max. Vx 22 -0.0 0.0 0.0 Top Girt Max Tension 18 0.7 0.0. 0.0 Max. Compression 15 -0.7 0.0 0.0 Max. ivlx 2 -0.3 -0.0 0.0. Nly 2 0.0 0.0 0.0 Bottom Girt Max Tension 22 0.2 0.0 0.0 x Max. Compression 19 -0.2 0.0 0.0 Max. Mx 2 0.1 -0.0 , .- 0.0 Max. Vy 2 0.0 0.0 0.0 12 180- 160 Leg Max Tension 15 54.7 0.0 ' -0.0 Max. Compression 2 -60.5 -0.0- , 0.6 Max. Mx 8 -2.9 0.7, 0.0 Max. My 17 -31.4 0.1 ' . 0.7 Max. Vy 18 -5.4 0.5 -0.3, Max. Vx 2 -7.1 -0.0 0.6 ' Diagonal Max Tension 17 5.4 .0.0 - , 0.0 Max. Compression 16 -5.4 0.0 0.0 Max. ivlx 2 3.9 0.0 a.' 0.0 Max. My 9 3.4 0.0 0.0 J tnxTower . Tower Engineering Job Live Oak (BU 856619) Page 17 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Component Condition Client Designed by Raleigh, NC 27603 Phone: (919)661-6351 Crown Castle Wallace FAX: (919)661-6350 Load Section Minor Axis Elevation Component Condition Gov. Axial Major Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max. Vy 2 -0.0 0.0 0.0 Max. Vx 9 0.0 0.0 0.0 Top Girt Max Tension 18 0.1 0.0 0.0 Max. Compression 23 '-0.0 •0.0 0.0 Max. Mx 2 0.0 -0.0 0.0 Max. Vy 2 0.0 0.0 0.0 'Bottom Girt Max Tension 3 0.0 0.0 0.0 Max. Compression 14 -0.1 0.0' 0.0 Max. Mx 2 -0.0 -0.0 0.0 Max. Vy 2 0.0 0.0 0.0 T3 160-1,40 Leg Max Tension 15 77.7 -0.2 -0.0 Max. Compression 2 -85.2 0.5 0.0 Max. Mx 2 -63.8 0.6 0.0 Max. My 13 -8.7 0.0 -0.3 Max. Vy 6 0.6 -0.5 0.0 Max. Vx 8 -0.5 0.0 0.3 Diagonal Max Tension 7 4.1 0.0 0.0 Max. Compressinn 4 -4.0 0.0 OA Max. Mx 2 2.9 0.0 0.0 Max. My 6 -3.6 -0.0 ' UA Max. Vy 2 -0.0 0.0 0.0 Max. Vx 6 -0.0 0.0 0.0 T4 140-120 Leg Max Tension ' 15 102.6 -0.4 0.1 Max. Compression 2 -112.3 0.3 -0.0 Max. Mx 3 -91.9 0.5 0.0 ' Max. My 16 -10.8 -0.0 0.6 Max. Vy i9 0.3 0.4 0.i Max. Vx 18 0.4 -0.2 0.4 Diagonal Max Tension 4 5.1 0.0 0.0 Max. Compression 16 -5.1 0.0 0.0 Ma:. W,x 2 3.7 0.1 0.0 Max. My 6 -4.5 -0.0 0.0 Max. Vy 2 -0.0 0.1 0.0 , - Max. Vx 6 -0.0 0.0 0.0 T5 120- 100 Leg ".lax Tensic❑ :5 128.11 -0.3 -0.0 Max. Compression 2 -140.8 0.4 0.0 Max. Mx 2 -140.8 0.4 0.0 Max. My 16 -11.1 -0.0 0.6 Max. Vy 10 -0.1 0.4 0.0 Max. Vx 17 0.1 -0.0 0.6 Diagonal Max Tension 16 5.5 0.0 4 . 0.0 " Max. Compression 16 -5.5 0.0 - ' . 0.0 Max. Mx 2 4.4 0.1 0.0 Max. My 6 -4.6 0.n n.0 Max. Vy 14 0.0 0.1 0.0 Max. Vx 6 -0.0 0.0 0.0 T6 100 - 8'. Lzg Max Tensica .5 - 152.0 -0.5 U Max. Compression 2 -167.7 0.7 -0.01 Max. Mx 19 -161.2 0.7 0.0 , Max. My 16 -13.6 -0.1 0.7 Max. Vy 22 0.2 -0.7- 0.1 Max. Vx 16 -0.2 -0.i 0.7 Diagonal Max Tension 4 6.0 0.0 0.0 Max. Compression 16 -6.0 0.0 0.0 ,Max. Mx 14 4.8 0.1 0.0 Max. My 6 -5.1 0.0 0.0: Max. Vy 14 0.0 0.1 '0.0 ' Max. Vx 6 -0.0 0.0 0.0 T7 80-60 Leg Max Tension 15 173.3 -0.5. -0.0 , Max. Compression 2 -192.3 0.7 0.0 Max. Mx 2 -192.3 0.7 0.0 I tnxTOWer .Tower Engineering Job Live Oak (BU 856619) Page 18 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919) 661-6350 Load Max. Vy Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip ft Max. My 16 -13.8 -0.1 0.7 Gov. Load Max. Vy I1 -0.1 0.7 0.0 Leg C Max. Vert 18 Max. Vx 12 -0.1 -0.0 -0.7 -14.5 Max. H,, Diagonal Max Tension 4 7.1 0.0 0.0 12.8 Min., H. 7 Max. Compression 4 -7.2 0.0 0.0 -14.5 Max. Mx 2 5.8 0.1 0.0 Max. My . 6 -5.6 0.0 0.0 Max. Vy 14 0.0 0.1 0.0 Max. Vx 6 -0.0 0.0 0.0 T8 60-40 Leg Max Tension 15 196.0 -0.7 -0.0 Max. Compression 2 -218.7. 1.0 0.0 Max. Mx 2 -218.7 1.0 0.0 Max. My 13 -15.6 -0.0 -1.0 Max. Vy 10 -0.i 1.0 0.0 Max. Vx 12 OA -0.0 -1.0 Diagonal Max Tension 16 7.8 0.0 0.0 Max. Compression 4 -7.9 0.0 0.0 Max. Mx 2 6.1 0.1 0.0 Max. My 24 .7.3 0.1 0.0 Max. Vy 14 0.0 0.1 0.0 Max. Vx 6 -0.0 0.0 10.0 T9 - 40-20 Leg Max Tension 15 217.6 -0.6 -0.0 Max. Compression 2 -244.4 1.0 0.0 Max. Mx 2 -231.7 1.0 0.0 Max. My 16 45.7 -0.1 1.2 Max. Vy 10 0.1 1.0 0.0 Man. Vx 13 -0.2 -0.0 -1.2 Diagonal Max Tension 4 8.0 OA 0.0 Max. Compression 4 -'.2 0.0 0.0 Max. Mx 2 6.2 0.2 0.0 Nlax. MY 2, 73 0.2 CA Max. Vy 14 0.1 0.2 0.0 Max. Vx 4 -0.0 0.0 0.0 TIO 20-0 Leg Max Tension 15 238.6 -0.7 -0.0 Max. Compression 2 -270.0 0.0 -0.0 Max. Mx 2 -257.4 1.0 0.0 Max. My 16 -17.5 -0.1 1.6 Max. Vy 6 -0.2 -0.7 0.1 Max. Vx 13 -0.2 -0.i -1.6 Diagonal Max Tension, 16 8.9 0.0 0.0 Max. Compression 4 -9.1 0.0 OA Max. Mx 16 3.2 0.2 -0.0 Max. My 24 8.0 0.2 0.0 Max V. 16 tl.1 0.2 -0.0 Max.'v x 24 -0.0 0.0 '0.0 s Max -mumReactions Vertical Horizontal, X Horizontal, Z Location Condition Gov. Load K K K Comb. Leg C Max. Vert 18 274.0 24.9 _ 14.5 ; Max. H. 18 274.0 24.9'" -14.5 Max. H,, 5 -210.3 -18.9 12.9 Min. Vert 7 -234.9 -21.7 12.8 Min., H. 7 -234.9 -21.7 12.8 Min. H, 18 274.0 24.9 -14.5 tnxTower Tower Engineering Job Live Oak (BU 856619) Page 19 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road K K Client Designed by Raleigh, NC 27603 Phone: (919) 66.1-6351 Crown Castle ' jwallace FAX: (919) 661-6350 Leg B Max. Vert Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Load Vertical Comb. Shear, Overturning Overturning Leg B Max. Vert 10 266.6 -24.6 -14.1 b1 ment, M, Max. H. 23 -232.1 21.7 12.3 kipft Max. H. 25 -208.0 19.0 12.4 0.0 Min. Vert 23 -232.1 21.7 12.3 0.4 Min. H. 10 266.6 -24.6 -14.1 r Min. H,, 10 266.6 -24.6 -14.1 Leg A Max. Vert 2 276.5 -0.2 29.0, -7.8 Max. H. 21 10.6 3.2 0.9 -2434.2 Max. H, 2 276.5 -0.2 29.0 Min. Vert 15 -243.9 0.2 -25.7 -40.0 Min. H. 8 17.6 -3.2 1.4 Min. H, 15 -243.9 0.2 -25.7 Tower Mast ReactionSummary Load Vertical Shear, Shear, Overturning Overturning Torque Combiaa:io:: Moment, Al b1 ment, M, K K K kipft kip -ft kipft Dead Only 34.5 -0.0 0.0 1.5 19.3 0.0 1.2 Dead+l .6 Wind 0 deg - No 41.3 0.4 -46.3 -5183.4 -34.1 -7.8 Ice 0.9 Dead+L6 Wind.0 deg - No ' 31.0 0.4 -46.3 -5183.8 -39.8 -7.8 ]c:: 1.2 Dead+1.6 Wind 30 deg - No 41.3 22..5 -40.0 -4479.7 -2434.2 -8.2. Ice - •- 0.9 Dead+1.6 Wind 30 deg - No 31.0 22.5 -40.0 -4480.1 -2440.0 -8.2 1.2 Dead+1.6 Wind 60 deg - No 41.3 37.0 -22.5 2585.1 -4088.2 -8.9 Ice 0.9 Dead+1.6 Wind 60 deg - No 31.0 37.0 -22.5 -2585.5 -4094.0, -8.9 Ice 1.2 Dead+1.6 Wind 90 deg - No 41.3 45.0 -0.4 -74.5 -4907.7 6.5 Ice 0.9 Dead+1.6 Wind 90 deg - No 31.0 45.0 -0.4 -74.9 -4913.5 -6.5 Ice 1.2 Dead+1.6.Wind 120 deg - 41.3 38.7 23.7 2697.7 -4201.2 3.7 No ice 0.9 Dead+1.6' Wind 120 deg - 31.0 38.7 23.7 2697.2 -4207.0 3.7 No Ice 1.2 Dead+L6 Wind 150 dee - 41.3 22.3 40.0 4493.9 -2392.8 7.5 No Ice 0.9 Dead+1.6 Wind 150 deg - 31.0 22.3 40.0 4493.5 -2398.6 7.5 • No trP ! . 1.2 Dead+1.6 Wind 180 deg - 41.3 -0.5 44.0 5015.9 82.1 6.1 r, No Ice 0.9 Dead+L6 Wind 180 deg - - 31.0 -0.5 44.0 5015.4 763 6.1 No Ice 1.2 Dead +1.6 Wind 210 deg - 41.3 -23.1 40.5 4567.6 2540.5 5.7 No Ice _ 0.9 Dead+1.6 Wind 210 deg - 31.0 -23.1 40.5 4567.1 2534.7 5.7 No Ice 1.2 Dead+1.6 Wind 240 deg - 41.3 -39.3 24.2 2783.1 43205 4.8• No Ice 0.9 Dead+l .6 Wind 240 deg - 31.0 ` -39.3 24.2 2782.6 4314.7. 4.8 No Ice 1.2 Dead+1.6 Wind 270 deg.- 41.3 -45.2 0.0 -5.1 11 4951.1 3A No Ice tnxTower Tower Engineering Job Live'Oak (BU 856619) Page 20 of 26 Project Date i Professionals TEP No. 55739.26763 , 16:59:34 11/14/14 A, 326 Tryon Road -45.2 0.0 Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919) 661-6350 PZ PX f load Combination Vertical K Shear, K Shear K Overturning Moment, M kip -ft Overturning Moment, M; kip ft Torque kip ft 0.9 Dead+1.6 Wind 270 deg - 31.0 -45.2 0.0 -5.5 4945.4 3.1 No Ice Load PX PY PZ PX PI' 1.2 Dead+1.6 Wind 300 deg - 41.3 -37.0 -21:8 -2487.8 4093.1 -5.4 No Ice K 1 0.0 -34.5 0.0 0.9 Dead+1:6 Wind 300 deg - 31.0 -37.0 -21.8 -2488.3 4087.4 -5.4 " No Ice -0.4 41.3 46.3 0.000% 3 0.4 1.2 Dead+1.6 Wind 330 deg - 41.3 -22.4 -39.5 -4408.0 2434.9 -9.4 No Ice -411.3 -40.0 -22.5 4!? 40.0 0.000% 0.9 Dead+1.6 Wind 330 deg - 31.0 -22.4 -39.5 -4408.5 2429.1 -9.4 No Ice v 37.0 -41.3 -22.5 -37.0 41.3 Dead+Wind 0 deg - Service 34.5 0.1 -14.4 -1613.3 1.5 -2.4 Dead+Wind 30 deg - Service /34.5 7.0 -12.5 -1394.1 -746.0 -2.6 Dead+Wind 60 deg - Service 1 34.5 11.5 -7.0 -804.1 , -1261.1 -2.8 Dead+Wind 90 deg - Service 34.5 14.0 -0. i -22.3 I -1516.3 -2.0 Dcad+Wind :20 dcg -Service 34.5 12.1 7.4 841.0 4295.3 1.2 Dead+Wind 150 deg - Service 34.5 6.9 12.5 1400.4 -733.1 2.3 Dead+Wind 180 deg - Service 34.5 -0.2 13.7 1563.0 37.6 1.9 Dead+Wind 210 deg - Service 34.5 -7.2 12.6 i423.4 803.2 1.8 Dead+Wind 240 deg - Service 34.5 -12.3 7.5 867.6 1357.6 1.5 Dead+Wind 270 deg - Service 34.5 -14.1 0.0 -0.6. 1553.9 1.0 DeadT iudAGdeg-Service 34.3 .-i 1.5 -6.0 -773.8 i286.7 -i.7 Dead+Wind 330 deg - Service 34.5 -7.0 -12.3 -137.1.8 770.3 -2.9 Solution Summary .Sum of Applied Forces Sum of Reacriors Load PX PY PZ PX PI' PZ %Error_ Comb. K K K K .K K 1 0.0 -34.5 0.0 0.0 34.5 0.0 0.000% 2 0.4 -41.3 -46.3 -0.4 41.3 46.3 0.000% 3 0.4 -31.0 -46.3 -0.4 31.0 46.3 0.000% 4 22.5 -411.3 -40.0 -22.5 4!? 40.0 0.000% 5 .22.5 -31.0 -40.0 -22.5 31.0 40.0 0.000% 6 37.0 -41.3 -22.5 -37.0 41.3 22.5 0.000% 7 37.0 -31.0 -22.5 -37.0 31.0 22.5 0.000% 8 45.0 -41.3' -0.4 -45.0 413 0.4 0.000% 9 45.0 -31.0 -0.4 -45.0 31.0 0.4 0.000% IU 38.7 -41.3 23.7 -38.7 41.3 -23.7 O.OUH0 11 38.7 -31.0 23.7 -38.7 31.0 -23.7 0,000% 12 22.3 -41.3 40.0 -22.3 41.3 -40.0 0.000% 13 22.3 -31.0 40.0 -22.3 31.0 -40.0 0.000%n 14 -0.5 -41.3 44.0 OS 41.3 -44.0 0.000% 15 -0.5 -31.0 44.0 0.5 31.0 -44.0 0.000% 16 -23.1 -41.3 40.5 23.1 4!3 -40.5 0.000% 17 -23.1 '-31.0 40.5 23.1 31.0 -40.5 0.000% 18 -39.3 -41.3 24.2 39.3 41.3 -24.2 0.000% 19 -39.3 -31.0 24.2 39.3 31.0 -24.2 0.000% 20 -45.2 -41.3 0.0 45.2 41.3 -0.0 0.000% 21 -45.2 -31.0 0.0 45.2 31.0 -0.0 0.000% 22 -37.0 '-41.3 -21.8 37.0 41.3 21.8 0.000% 23 -37.0 -31.0 -21.8 37.0 31.0 21.8 0.000% 24 -22.4 -41.3 -39.5 22.4 41.3 39.5 0.000% 25 -22.4 -31.0 -39.5 22.4 31.0 39.5 0.000% 26 0.1 -34.5 -14.4 -0.1 34.5 14.4 0.000% 27 7.0 -34.5 -12.5 -7.0 34.5 12.5 0.000% 28 11.5 -34.5 -7.0 -11.5 34.5 7.0 0.000% 29 14.0 -34.5 -0.1 -14.0 34.5 0.1 0.000% 30 12.1 -34.5 7.4 -12.1 34.5 -7.4 0.000% tnxTower Tower Engineering Job Live Oak (BU 856619) Page 21 of 26 Pro*ect Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road PX Py Client Designed b g Y Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle fWallaCe FAX: (919)661-6350 K K Maximum Tower `Defiections-- Service Wind Section Elevation Sum of Applied Forces Gov. Tilt Sum of Reactions No. Load PX Py PZ PX Py PZ % Error Comb. K x K K K K K 0.0558 31 6.9 -34.5 12.5 -6.9 34.5 -12.5 0.000% 32 -0.2 -34.5 13.7 0.2 34.5 -13.7 0.000% 33 -7.2 -34.5 12.6 7.2 34.5 -12.6 0.000% 34 -12.3 -34.5 7.5 12.3 34.5 -7.5 0.000% 35 -14.1 -34.5 0.0 14.1 34.5 -0.0 0.000% 36 -11.5 -34.5 -6.8 11.5 34.5 6.8 0.000% 37 -7.0 -34.5 -12.3 7.0 34.5 12.3 0.000% Maximum Tower `Defiections-- Service Wind Section Elevation Hor7, Gov. Tilt Twist No. Deflection Load F ft in Comb. o o Tl 200-180 9.076 26 0.4412 0.0558 T2 180- 160 7.239 33 0.4240 0.0497 .- T3 160- 140 5.530 33 0.3697 0.0331 T4 140-120 4.088 33 0.3041 ' 0.0154 T5 120-100 2.906 33 0.2461 0.0081 T6 .100-80 1.957 33 0.1947 0.0054 T7 80-60 1.224 33 0.1402 0.0033 TS 60-40 0.692 33 0.1012 0.0023 T9 40-20 0.313 33 0.0653 0.0014 T10 20-0 0.088 33 0.0290 0.0007 Critical Deflections and Radius of Curvature - Service Wind Elevation Appur enance Gov. Deflection Tilt Twisi Radius of Deflection Load F Curvature ft Comb. Comb. in o o ft . 200.00 1/2" x 6' LRod 26 9.076 0.4412 0.0558 163548 190.00 HP6-59 33 8.149 0.4360 0.0537 81774 170.07 HP'. -59E 33 6.3-8 0.4706 0.0424 22045 t �� 141.00 (2) TMBX-6516-R2M w/ Mount 33 4.154 0.3072 0.0161 18248 ' Pipe C 125.00 HP6-105C 33 3.179 0.2597 0.0092 19874 99.0 '" : 6" SideLight J 33 :.915 0.:919 0.0052 22430 ' 83.00 HP4-57W 33 1.321 0.1477 0.0035 22601 Maximum Tower Deflections - Design Wind j Section Elevation Harz. Gov. Tilt Twist No. Deflection Loud F ft in Comb. t o o TI 200- 180 29.088 2 1.4098 0.1791 T2 180- 160 23.182 16 1.3555 0.1595 T3 160- 140 17.703 16 1.1837 0.1061 T4 140-120 13.084 16 0.9744 0.0495 T5 120-100 9.300 16 0.7876 0.0261 ' C t. tnx owe% Tower Engineering Job Live Oak (BU 856619) Page71 22 of 26 Project � Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Load° Client Desi ned b g y Raleigh, NC 27603 Phone: (9/9) 66/-635/ Crown Castle jwallace FAX: (919)661-6350 Critical Deflections and Radius of Curvature - Desian Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of ; Load° Curvature I ft Comb. in ft 200.00 1/2" x 6' LRod 2 29.088 1.4098 0.1791 Section Elevation Hort. Gov. Tilt Twist • No. Deflection Load HP8-59E 16 20.357 ft in Comb. o o T6 100-80 6.263 16 0.6228 0.0172 T7 80-60 3.919 16 0.4485 0.0105 T8 60 - 40 2.215 16 0.3238 0.0075 T9 40 - 20' 1.001 16 0.2088 0.0046 TIO 20-0 0.281 16 0.0927 0.0022 Critical Deflections and Radius of Curvature - Desian Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of ; Load° Curvature I ft Comb. in ft 200.00 1/2" x 6' LRod 2 29.088 1.4098 0.1791 51885 190.00 HP6-59 2 26.107 1.3933 0.1724 25942 170.00 HP8-59E 16 20.357 1.2816 0.1362 6977 141.00 (2) TMBX-6516-R2M w/ Mount 16 13.294 0.9846 0.0516 5718 ft Pipe in Bolts Bolt K 125.00 HP6-!05C 116 10.1173 0.310 0.0295 6213 99.00 - 3" x 6" SideLight 16 6.130 0.6140 0.0168 7000 83.00 HP4-57W 16 4.227 0.4723 .0.0113 7048 20.7 0.226 1 Bolt Tension Bolt Design Data ; . Semon Crileriu r Elevation Component !Jolt Bolt Size Number Waximam Aiiowabie natio Allowable No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 t00 Leg A325X 0.6250 4 4.7 20.7 0.226 1 Bolt Tension Diagonal A325X 0.5000 1 3.1 5.2 0.603 I Member Block Shear Top Girt A325X 0.5000 1 0.7 4.8 0.145 1 Member Block Shear Bottom Girl A325X 0.5000 1 G.2 4.8 0.046 1 . Member Block Shear T2 180 Leg A325X 0.7500 4 13.7 29.8 0.459 1 Bolt Tension Diagonal A325X 0.5000 1 5.4 6.2 0.866 1 Member Block Shear Top Girt A325X 0.5000 1 0.1 4.8 0.010 1 Member Block Shear Bottom Girt A325X - 0.5000 1 0-1 7.0 0.010 1 Member Bearing T3 160 Leg A325X 0.8750 4 19.4 40.6 0.478 1 -Bolt Tension Diagonal A325X . 0.5000 1 4.1 6.2 0.655 1 Member Block Shear T4 140 Leg A325X 0.8750 4 25.6 40.6 0.632 1 Bolt Tension Diagonal A325X 0.5000 1 5.1 6.2 0.815 1 Member Bearing T5 120 Leg A325X 1.0000 4 32.0 53.0 0.604 1 Bolt Tension Diagona! A325X .0.5000 t. 5.5 8.3 0.663 1 Member Bearing T6 100 Leg A325X 1.0000 4 38.0 53.0 0.717 1 Bolt Tension Diagonal A325X 0.5000 1 6.0 8.3 0.725 1 Member Bearing T7 80 Leg A325X 1.0000 4 43.3 53.0 0.817 1 Bolt Tension Diagonal A325X 0.6250 1 7.1 11.7 0.610 1 Member Bearing T8 60 Leg A325X 1.0000 6 32.7 53.0 0.616 1 Bolt Tension Diagonal A325X 0.6250 1 7.8 11.7 0.663, 1 Member Bearing WxTower Tower Engineering Job Live Oak (BU 856619) Page 23 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Elevation Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919)661-6350 Allowable Criteria No. Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft Section Elevation in Bolts Bolt K Allowable OP„ Ratio Sectio Elevation .Size L L. K P� OP;, Ratio T9 40 Leg A325X 1.0000 6 36.3 53.0 0.684 1 Bolt Tension ftf Ll 1/221 1/223/16 Diagonal A325X 0.6250 1 8.0 11.7 0.687 1 Member Bearing TIO 20 Diagonal A325X 0.6250 1 8.9 11.7 0.761 1. Member Bearing Diagonal Compression Checks Corn ression Section Elevation Leg Design Data (Compression) P. OP„ Ratio Sectio Elevation .Size L L. KUr A P� OP;, Ratio NO. fr ft ft in' K K P. TI ftf Ll 1/221 1/223/16 t ft in' K K �Pn Tl 200-180 ROHN 2.5 STC 20.00 3.97 50.2 :.7040 22.2 53.3. 0. 3418 T2 180- 160 Ll 3/4x1 3/40/16 7.65 3.57 124.7 K=1.00 -5.4 8.9 0.614' T2 180-160 ROHN 2.5 EH 20.00 3.97 51.5 2.2535 -60.5 83.5 0.724' T3 160- 140 Ll 3/4x 13/4x3/16 9.68 4.70 164.3 K=1.00 -3.9 5.2 0.747 T3 160- 140 ROHN 3 EH 20.03 5.01 52.9 3.0159 -85.2 110.6 0.770 ' T4 140- 120 L2 1/2x2 1/20/16 12.21 6.00 145.5 K=1.00 -5.1 i 9.6 0.534' ^� V 1 :0 - 120 ROHN 3.5 E -E 20.03 6.60. 61.3 3.'.784 112.3 125.7 0.84; � K=1.00 " T5 120- 100 ROHM 4 EH .' 20.03 6.68 54.3 4.4071 -140.8 159.9 0.880' K=1.00 T5 1001 -so ROHN 5 STD ?O.t?4 5.68 42.7 4.'_999 -167.7 169.4 0.990' K=1.00 T7 80-60 ROHN 5 EH 20.03 10.02 65.4 6.1120 -192.3 201.2 0.955 K=1.00 . T8 60-40 ROHN 6 EPS 20.03 ? 0.02 54.0 6.7133 -218.7 244.1 0.896 ' K=1.00 '119 40-20 ROHN 6 EHS 20.04 10.02 54.0 6.7133 -244.4 244.0 1.001' , K=1.00 4.9-3 (1..00 CR) - 201 TIO 20-0 ROHN 6 FH 20.03 10.02 54.8 8.4049 -270.0 303.7 0.889' K=LOU P. i yP„cotitro;s ' Diagonal Design Data Corn ression Section Elevation Size . L L. KUr A P. OP„ Ratio No. P. fr ft ft in' K K OP. TI 200 - 180 Ll 1/221 1/223/16 7.65 3.57 146.0 0.5273 -3.2 5.6 0.575 K=1.00 T2 180- 160 Ll 3/4x1 3/40/16 7.65 3.57 124.7 0.6211 -5.4 8.9 0.614' K=1.00 T3 160- 140 Ll 3/4x 13/4x3/16 9.68 4.70 164.3 0.6211 -3.9 5.2 0.747 K=1.00 t T4 140- 120 L2 1/2x2 1/20/16 12.21 6.00 145.5 0.9020 -5.1 i 9.6 0.534' ^� WxTower Tower Engineering Job Live Oak (BU 856619) - Page 24 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Section Elevation Size Client Designed by " Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle JWallaCe FAX: (919)661-6350 No. P. ' Top Girt Design Data (Compression) .Section Section Elevation Size L L. Ki/r A P. OP„ Ratio No. P. ft R ft inz •K - K, n P. ft L2x2x1/8 ft ft 0.212 in' K K Op. T2 180-160 K=1.00 6.54 6.07 183.2 0.4844 -0.0 33 0.002 ` T5 120-100 L2 1/2x2 1/2x1/4 13.96 6.85 167.5 1.1900 -5.5 9.6 0.575' _ K=1.00 1 Section Elevation T6 100-80 L2 1/2x2 1/2x1/4 15.79 _ 7.73 188.8 1.1900 -6.0 7.5 0.801 ' P ft K=1.00 K` �p� Ti 200 - 180 - T7 80-60 L3x3x1/4 19.03 9.42 191:0 1.4400 -7.2 8.9 0.806' T2 180- 160 L2x2x1/8 K=1.00 3.3 0.021 T8 60-40 L3x3xl/4 20.77 10.23 207.5 1.4400 -7.9 7.6 1.041 s P / OP, controls K=1.00 f E' KL/R > 200 (C) - 191 Tenseon Checks T9 40-20 L31/2x31/2x1/4 22.60 11.16 193.0. 1.6900 -8.2 10.3' 0.796 Leg Design Data (Tension) K=1.00 TIO 20-0 L4x4xl/4 24.42 12.06 182.1 1.9400 -9.1 13.2 0.689' K=1.00 P / OP, controls ' Top Girt Design Data (Compression) .Section Elevation Size L L. Wr , A P. OP„ Ratio No. P. ft R ft inz •K - K, n - T1 200- 180 L2x2x1/8 6.54 6.07 183.2 0.4844 -0.7 ' 3.3 0.212 K=1.00 T2 180-160 L2x2xII8 6.54 6.07 183.2 0.4844 -0.0 33 0.002 ` K=1.00 P /OP, controls } _ Bottom Girt -Design Data (Compression) 1 Section Elevation Size L - L. Kl/r A ... , Ravin . No. P ft ft ft in K K` �p� Ti 200 - 180 i,2x2x lits 6.54 6.07 i 83.2 uA44 -0.2 5.3- y 0.056 K=1.00 T2 180- 160 L2x2x1/8 6.54 6.07 183.2 0.4844 -0.1 3.3 0.021 K=1.00 s P / OP, controls f Tenseon Checks Leg Design Data (Tension) J WxTower Tower Engineering Job Live Oak (BU 856619) Page 25 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Ratio No. Client Designed by Raleigh, NC 27603 Phone: (919) 66/-6351 Crown Castle jwallace FAX: (919) 661-6350 1 P� Section Elevation Size L L� KUr A P. OP. Ratio No. 180- 160 Ll 3/4x1 3/4x3/16 7.65 3.57 82.3 0.3779 5.4, 16.4 P� T3 ft LI 3/4x1 3/40/16 ft ft 935 in' K K �p Tl 200- 180 ROHN 2.5 STD 20.00 0.08 1.1 1.7040 18.7 76.7 0.244' T2 180- 160 ROHN 2.5 EH 20.00 0.08 1.1 2.2535 54.7 101.4 0.540' T3 160- 140 ROHN 3 EH 20.03 5.01 52.9 3.0159 77.7 135.7 0.572 ' T4 140- 120 ROHN 3.5 EH 20.03 6.68 61.3 3.6784 102.6 165.5 0.620' T5 120- 100 ROHN 4 EH 20.03 6.68 54.3 4.4074 128.1 198.3 0.646' T6 100-80 ROHN 5 STD 20.04 6.68 42.7 4.2999 152.0 193.5 0.785 ' T7 80-60 ROHN 5 EH 20.03 10.02 65.4 6.1120 173.3 275.0 0.630' T8 60-40 ROHN 6 EHS 20.03 10.02 54.0 6.7133 196.0 302.1 0.649 ' T9 40-20 ROHN 6 EHS 20.04 10.02 54.0 6.7133 1 217.6 302.1 0.720' 4.9-3 (1.00 CR) - 201 T10 20-0 ROHN 6 EH 20.03 10.02 54.8 8.4049 238.6 378.2 0.631 ' I P. /OP, controls 1 Diagonal Design Data (Tension) Section Elevation - Size- -- - - L L KUr -A - 1'„ - - OP.- - Ratio No. P. ft ft ft inz K K OP. Tl 200-180 LI1/2x11/2x3/16 7.65 3.57 96.8 0.3076 3.1 13.4 0.235' T2 180- 160 Ll 3/4x1 3/4x3/16 7.65 3.57 82.3 0.3779 5.4, 16.4 0.327' T3 150- 140 LI 3/4x1 3/40/16 0.43 409 935 0.3779 4.1 15.4 0.247' T4 140- 120 L2 l/2x2 1/2x3/16 12.21 6 .n0 94.2 0.5886 5.1 25.6 0.197' T5 120- 100 L2 1/2x2 1/2x1/4 13.96 6.85 108.6 0.7753 5.5 33.7 0.162' T6 100-80 L21/2x21/2x1/4 15.79 7.73 122.2 0.7753 6.0 33.7 0.178' T7 8e - 60 13x3x!/4 19.03 9A2 123.! 0.9394 7.1 45.8 0.156' T8 60-40 L3x3xl/4 20.77 10.23 133.6 0.9394 7.8 45.8 0.170' T9 40-20 L3 1/20 1/2x1/4 22.60 11.16 124.2 1.1269 8.0 54.9 0.146' T10 20-0 L4x4x114 24.42 12.06 117.0 1.3144 8.9 64.1 0.139' P � /OP, controls - *--Tap � Girt Design Data (Tension) Ra^o Ssc!ii; -, Ele:,atio,n Size L L� Kl/.- A ° rrP„ No. P. ft ft ft in K _ K 'L r Tl 200- 1 80 L2x2x1/8 6.54 6.07 120.7 0.3047 0.7 .13.3 0.053' 72 180-160 L2x2x U8 6.54 6.07 1203 0.3047 0.1 13.3 0.004' P � / OP„ controls Bottom Girt Design Data Tension Section Elevation , Size L L„ KUr A P„ OP„ Ratio No. P. ft ft ft in' K K tnxTower Tower Engineering Job Live Oak (BU 856619) Page 26 of 26 Project Date Professionals TEP No. 55739.26763 16:59:34 11/14/14 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle jwallace FAX: (919) 661-6350 ft ft Section Elevation Size L L. KUr A P. OP„ Ratio No. P. ft ft ft in' K K V. Tl 200- 180 L2x2xl/8 6.54 6.07 120.7 0.3047 0.2 13.3 0.017 T2 180-160 L2x2xl/8 6.54 6.07 120.7 0.3047 0.0 13.3 0.003' P P. /W, controls (TI) Bottom Girt 5.6 Pass (TI) Bolt Checks 86.6 Pass RATING = 104.1 Pass' Notes: -Pass' 1) A structure rating of 105% or less is within engineering tolerances and considered acceptable. Program Version 6.1.4.1 - 12/17/2013 File:C:/Users/jwallace/Desktop/392.QA_Live Oak_856619_55739.26763/inx/856619_LC7.eri Section Capacity Table Pass Section Elevation Component Size Critical P OP.,/_ % No. ft Type Flement K K Capacity Foil Tl 200- 180 Le., ROHN 2.5 STD 3 -22.2 63.8 34.8 Pass T2 180-160 Leg ROHN 2.5 EH 42 -60.5 83.5 72.4 Pass T3 160-140 Leg ROHN 3 EH 81 -85.2 110.6 77.0 Pass T4 140-120 Leg ROHN 3.5 EH 108 -112.3 125.7 89.4 Pass T5 120-100 Leg ROHN 4 EH 129 -140.8 159.9 88.0 Pass T6 100-80 Leg ROHN 5 STD 150 -167.7 169.4 99.0 Pass T7 00 - 60 Leg w ROHN 5 E;I 171 -192.3 201.2 95.5 Pa.;s T8 60-40 Leg ROHN 6 EHS 186 -218.7 244.1 89.6 Pass T9 40-20 Leg ROHN 6 EHS 201 -244.4 244.0 100.1 Pass' T10 20-0 Leg ROHN 6 EH 216 -270.0 303.7 88.9 Pass Tl 200-180 Diagonal LI 1/2xl1/20/16 12 -3.2 5.6 57.5 Pass 60.3 (b) .2 .180 - 160 Diagcnal Ll 3/4xl 140/16 54 -5.4 8.9 61.4 Pass 86.6 (b) T3 160-140 Diagonal Ll 3/4x 1 3/40!16 87 -3.9 5.2 74.7 Pass T4 140 - i20 Diagonal L2 1/2x2 li2x3/16 114 -5.1 9.6 53.4 Pass Q L5 (b) T5 120- 100 Diagonal L2 1/2x2 1/2x1/4 135 -5.5 9.6 57.5 Pass 66.3 (b) . T6 100-80 Diagonal L2 1/2x2 1/2x1/4. 156 -6.0 7.5 80.1 Pass T7 80-60 Diagonal L3x3x 1/4 176 .7.2 8.9 80.6 Pass T8 60-40 Diagonal L3x3x 1/4 191 -7.9 7.6 104.1 Pass' T9 40-20 Diagonal L3 1/20 1/2x l/4 206 -8.2 10.3 79.6 Pass T10 20-0 Diagonal L4x4x 1/4 221 -9.1 13.2 68.9 Pass 76.1. (b) Tl 200- 180 Top Girt 1.2x2x 1/8 4 -0.7 3.3 21.2 Pass T2 180- 16U Top Girt LYx2xl/8 45 0.1 0.3 0.4 Pass LO (b) TI 200-180 Bottom Girt L2x2xl/8 8 =0.2 3.3 5.6 Pass T2 180-160 Bottom Girt L2x2xl/8 46 -0.I 3.3 ' 2.1 Pass Summary Leg (T9) 100.1 Pass' `Diagona! 104.1 Pass' (T8) Top Girt , 21.2 Pass (TI) Bottom Girt 5.6 Pass (TI) Bolt Checks 86.6 Pass RATING = 104.1 Pass' Notes: -Pass' 1) A structure rating of 105% or less is within engineering tolerances and considered acceptable. Program Version 6.1.4.1 - 12/17/2013 File:C:/Users/jwallace/Desktop/392.QA_Live Oak_856619_55739.26763/inx/856619_LC7.eri 200 -ft Self -Support Tower Structural Analysis TEP Project Number 55739.26763, Application 263935, Revision 0 . APPEEN—M B BABE LEVEL DRAWING tnxTower Report - version 6.1.4.1 November 14, 2014 CCI BU No 856619 Page 9 J LEG (RESERVED) (1) 5/16' TO 200 FT LEVEL (2) 3/4' TO 200 FT LEVEL (1) 7/8' TO 200 FT LEVEL (INSTALLED) (1) EW52 TO 125 FT LEVEL (1) EW90 TO 170 FT LEVEL (1) EW52 TO 170 FT LEVEL (1) EW52 TO 190 FT LEVEL (24) 1-5/8' TO 200 FT LEVEL — BUSINESS UNIT: 856619 TOWER ID: C—BASELEVEL 4 (INSTALLED) (12) 1-5/8' TO 141 FT LEVEL y LEG B (INSTALLED) — (1) 3/4' TO 83 FT LEVEL dY �91 7 LEG (RESERVED) (1) 5/16' TO 200 FT LEVEL (2) 3/4' TO 200 FT LEVEL (1) 7/8' TO 200 FT LEVEL (INSTALLED) (1) EW52 TO 125 FT LEVEL (1) EW90 TO 170 FT LEVEL (1) EW52 TO 170 FT LEVEL (1) EW52 TO 190 FT LEVEL (24) 1-5/8' TO 200 FT LEVEL — BUSINESS UNIT: 856619 TOWER ID: C—BASELEVEL 4 (INSTALLED) (12) 1-5/8' TO 141 FT LEVEL y LEG B (INSTALLED) — (1) 3/4' TO 83 FT LEVEL 200 -ft Self -Support Tower Structural Analysis TEP Project Number 55739.26763, Application 263935, Revision 0 r ` a - trixTower Report - version 6.1.4.1 ADocNDW C ADDITIONAL CALCULATIONS + F November 14, 2014 CCI BU No 856619 Page 10 f - ` USGS-Provided Output Ss = 0.587 g f Sms = 0.781 g .. Y Sos = 0.521 g Sl = 0.270 g Sm, = 0.503 g Sol = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and , deterministic ground motions in the direction of maximum horizontal response, please return to the application and , select,the "2009 NEHRP" building code reference document. . *. MCER Response Spectrum. Design Response Spectrum 0.72 0.49 - t 0.64 0.42 , w. 0.56 0.49 Ot 4 s M 0.40 �i . J,• 0.24 0.32- 0.24-- 0.1G__ .32 0.24 0.16 ` 0.12 ,•- Y t, { 0.08-- 0.00- i i .08 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80, 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1:90 2.00 -,Period, T (sec) Period, T (sec); Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the'data contained therein. This tool is not a substitute for technical subject -matter knowledge. �' Design M,4ps Sum ,, ary Report - http://ehp3-earthquake.wr.usgs.gov/designmaps/us/summary.php?templa... Design (Haps Summary Report User -Specified Input y .. 3 .. Report Title Live Oak (BU 856619) ~ Wed November 12, 2014 15:23:03 UTC , jiBuilding�Code Reference Document 2012 International Building Code ` (which utilizes USGS hazard data available in 2008) Site Coordinates 39.322310N, 121.66967°W . .. Site Soil Classification Site Class D - "Stiff Soil" v Risk Category I/II/III {2mr 37 �.Robinsons Corner:' _ty -rGridley,3 �. ` USGS-Provided Output Ss = 0.587 g f Sms = 0.781 g .. Y Sos = 0.521 g Sl = 0.270 g Sm, = 0.503 g Sol = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and , deterministic ground motions in the direction of maximum horizontal response, please return to the application and , select,the "2009 NEHRP" building code reference document. . *. MCER Response Spectrum. Design Response Spectrum 0.72 0.49 - t 0.64 0.42 , w. 0.56 0.49 Ot 4 s M 0.40 �i . J,• 0.24 0.32- 0.24-- 0.1G__ .32 0.24 0.16 ` 0.12 ,•- Y t, { 0.08-- 0.00- i i .08 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80, 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1:90 2.00 -,Period, T (sec) Period, T (sec); Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the'data contained therein. This tool is not a substitute for technical subject -matter knowledge. �' Irk 'Anchor Rod Check for Self Supporting Towers C 0�/N J - ASTL E 222TIA-222-G, Section 4.9.9 Rev. 6.1 Site Data BU#:856619 T tF Site Name: Live Oak App #:1263935 Rev. 0 Anchor Rod Data Qty: 6 Diam: 1 fin Rod Material: A354 Gr. BC 1/4 to 2-1/2 -Strength (Fu): 125 lksi Yield (Fy):, 109 Iksi Reactions Eta Factor, n 0.55 Detail Type Uplift, Pu: 244 kips Shear, Vu: 26 kis a. ` • �M_u = 0.65"1a,*Vu Fftkip�s� incl.) . • f. Anchor Rod Results: r^ Max Rod (Cu+ Vu/r): 48.5 Kips ` ' Design Axial, O*Fu'Anet: • 60.6 Kips ` " Rod Circle: lin Anchor Rod Stress Ratio: -80.1% # of Rodsl 11 or 2 ' If Applicable; • - , Mu= Pu x e: ft kis Anchor Rod Results with Bending Considered: ' Only enter rod circle, offset (e) and number, , . When the clear distance from the top of concrete to the bottom of anchor rods at the extreme fiber to + `3 of level nut excceeds 1.0 times the diameter of the anchor rod, consider if eccentric load due to leg the following interaction equation shall also be satisfied (see reinforcement exist. •' Figure 4-4 of Rev. G): A (Vu/WRm)2+ ((Pu/WRnt) + (MJORnm)12 < = 1 ti �g ,mi 1,,,ii $Rn,,=$*0.45*Fub*Ab= kips Ate% A °' ��TB OR*Fu*Anel= kips p� nt=� -�R, m=$*FY*Z = ft -kips . . - - Cancrale-\ � � � Lonxste *' - -,. •� a t • SECTIONS 'A -A SECTION B-3 , s Detail Type (a) Detail Type (b) s 9z=a.q0 YZ - o -7o D� off-^•,` , r i; r• a` 2 +. • a'. � , ct ..a. c • _..�.-a. � �' a r'r �, i ' ` SECTION C -C SECTIONS D -D Detail Type •(c) Detail Type (d)' Maximum Acceptable Ratio: 105 % v, �- .*✓Z. G. SS f Sc -e Not -31 belo'. J - - . YZ= 0.50 .•' Governing Stress Ratio: ''80.1% Pass Figure 4-4 of TIA-222-G SST Anchor Rod Check For Rev G -Rev 6.1 091912 _`Att ' A PASS PASS Live Oak (BLI 856619) °"� Results Summary: LCI LC2 TEPM 55739.26763 PFOiFb90wLB ' ..r � • . � Soil Interaction: 62.2% 63.6% Analysis: TLI 11/14/2014 Drilled Caisson Tool - Input Foundation Structural: 22.6% 36.6% Check: JLW 11/14/2014 4 Y'Code Revisions:TIA-222=G-ACS 1.318 11' Tower Type:$elf Support• lCl LC2 Shaft Information Moment. kip -ft • Diameter x`4;00 ft ' Axial (download): 1277 00 ~ s a;. kip Projection: 0 50 ft Shear 29 00%26 00 . kip Caisson length 35 50 ft ' ` +' .° ; { Axial (uplift): 244 00 " kip f c. 3 000, ksi ` y Max cc: 0.003 in/in Axial Safety Factors a t q,all:+8 000:0 ' psf{Net);' Bearing: 2;0 S.F.: 2.0. ' Cage i Reinforcement ' Tie Bar Size: 410W59 (fy = 60.0 ksi) Clear Cover to Tie: ~3 44 in (Cage 0 = 39.00in) n� Tie Bar Spacing: in Vertical Bar Size. 9x Vertical Bar Quantity: 14� (p=0.774%) • T , Pd:`60s0-"' ksi E: 29 000:... ksi ®®' j/////%��®® 0//iiyyyiy/y/y0y0014 ii0/1.WE/i%%///i'/� /i//y�y/yy//// /i///yr/i//////////NZE'i////// i�//////110MNO//////i///1% WIMMI //%i///% ��yy;/ii/ yy %/iii GW/.l INK140114 I %/////%//:'/////%. %//////// j/////%i %////ZZZZ4P/O% %///%i%///////////% %/////% i/%////%%O///// t Live Oak (BU 856619) TEP #: 55739.26763 Analysis: TLI 11/14/2014 Soil Interaction: LC1 Check: JLW 11/14/2014 -Shear Diagram (k) Moment Diagram (k -ft) 0 1 188 289 389 400 -2 -3 -4 -5 -6 7 -8 9 -10 -11 -12 -13 -14 -15 -16 -17 -18 - -19 -20 -21 -22 -23 -24 -25 -26 - -- - -27 --- — — -- — 28 1 -29 -30 -31 -32 – - -33 — — --- -34 -35 -36 -37 Max Unfactored Moment: 336.8 kip -ft @ 1.6:97 ft be!ow grade Additional Factor of Safety: 15.68 , Capacity = 8.5% PASS Soil Interaction: LC2 Live Oak (BLI 856619) TEP #: 55739.26763 Analysis: TLI 11/14/2014 Check: JLW 11/14/2014 t Shear Diagram (k) Moment Diagram (k -ft) 0 go 20 19 1-41 io -1 2 3 4 1 -5 -6 7 -8 -9 -10 -11 12— 12 -13 14 14 -15 15 16- 16 i7— -17 -- -i -18 9 -19 -20 -21 r -22 -23 -24 -25 --- ---26--- I-26 --27 -------- -27 28 -28 299— 29 30 -31 -- --- 3-2— -------- -32 — -- 3 ----- -23 -34 -35 36- 36 —3; -37 Max Unfactored Moment: 301.9 kip -ft @ 16.97 ftbelow grade Additional Factor of Safety: 17.49 Capacity = 7.6% PASS I A Live Oak (SU 856619) - ', TEP #: 55739.26763 .. Analysis: TLI 11/14/201.4 ' ; Soil lnteiactioni Uplift/Download Capacity .. Check: JLW 11/14/2014 Y ' + layer from to Area • (ft) Ultimate Skin " Friction (k) Down load Uplift 01's (OFs Uplift Concrete wt. (kips) Concrete Wt.' Replaced (kips) Down .load 0.00 3.00 37.70 0.00 0.00 0.00 0.00 6.60 2.07' 3.00 �' 5.50 31.42 33.51 33.51 25.13 25.13 4.71 0.94 550 ' 35.00 370.71 395.42 395.42 296.56 296.56 32.47 11.12 + r LC1' RC2 Ca►_;+, a "; =s" '`. Pu= 294.0 17.0 kip 4)Pn = 472.5 472.5 kip Uu = 0.0 204.6 kip, ' ... r.� ,. 4¢Un= 3217 3213 ..kin ' j 1I r +�,• Download Capacity= :62.29t 16% ^! Uplift Capacity 0.0%'I63.6°Yo r y..s , PASS PASS A 4., 3' , + r LC1' RC2 Ca►_;+, a "; =s" '`. Pu= 294.0 17.0 kip 4)Pn = 472.5 472.5 kip Uu = 0.0 204.6 kip, ' ... r.� ,. 4¢Un= 3217 3213 ..kin ' j 1I r +�,• Download Capacity= :62.29t 16% ^! Uplift Capacity 0.0%'I63.6°Yo r y..s , PASS PASS A � oy r ' Live Oak (BU 856619) TEP M 55739.26763 Analysis: TLI 11/14/2014 Reinforcement Capacity Check: JLW 11/14/2014 LC1 LC2 1.5 i r • Vc = . 213.4 144.8 kip fy,tie = 60:0 Vs = 86.0 86.0 kip 4)Vn = 224.6 173.1 kip 1.0 PASS PASS LCI LC2 Mu = 336.8 301.9 kip -ft 0.5 kip -ft Capacity = 22.6% 36.6% PASS ,PASS .5 0 -1.5 -1.0 -0.5 0 0 0.5 1.0 1.5 0 25 -0.5 I I -1.0 • -1.5 � LC1 LC2 Vu = 38.1 34.2 kip Vc = . 213.4 144.8 kip fy,tie = 60:0 Vs = 86.0 86.0 kip 4)Vn = 224.6 173.1 kip Capacity = 17.0% ,10.4% PASS PASS LCI LC2 Mu = 336.8 301.9 kip -ft 4OMn = 1486.9 825.4 kip -ft Capacity = 22.6% 36.6% PASS ,PASS 0