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BLD2015-00258 - ANALYSIS
■_-- r Y k ' n E r , FE 11 v F..„ 1 ) j I ;i � _ ,, mi mp +T GRP ,, in, i FEB L 4 2016 iy January 27, 2016 I ___.__1'--) p 0 Katie Stana ! 1- tSC `' 1Y B717 Sr�Boulder, Suite 300 II (9 Crown Castle ( �F:F' �x Cirr'`,•• ,`•_ -UF�`i_ tir`�Y vT Tul_ OK 74119 2055 S. Stearman Drive 1;) �eN1 Chandler,AZ 85286 (bt9 o• • ATASED (602) 845-1747 � 2EB � ,g�� PSubject: Structural Analysis Report G I FF4k4ON COUNTY DCD �� Carrier Designation: T-Mobile Co-Locate SE06106A ill Carrier Site Number: Crown Castle BU Number: 826843 Crown Castle Designation: Crown Castle Site Name: PT Lake TarbooIF Crown Castle JDE Job Number: 363378 Crown Castle Work Order Number: 1182700 Crown Castle Application Number: 329708 Rev. 2 Engineering Firm Designation: B+T Group Project Number: 98851.003.01 Site Data: 2749 Tarboo Lake Rd., Quilcene,Jefferson County,WA Latitude 47°55'16.6", Longitude -122°51'29.31" 195 Foot-Self Support Tower Dear Katie Stana, B+T Group is 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 866287, in accordance with application 329708, revision 2. 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: LC5: Existing + Proposed Equipment Sufficient Capacity Note:See Table 1 and Table 2 for the proposed and existing loading,respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per ithi section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. 3:S 'CI Category C and Risk Category II were used in this analysis. All equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. CZ Liu We at B+T Group 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. �C 0.�O1V k� Respectfully submitted by: =y$ o�wA.H `'.tko_<' , B+T Engineering, Inc. \N ? uT, C John W. Kelly, P.E., S.E. - '6 .9� li i o,� John Landon c Project Engineer Engineer of Record O � G '-R I COA: 3425 Expires: 12/31/2016 JONAi. ,. `Z' (to U tnxTower Report-version 6.1.4.1 r r L 1 195 Ft Self Support Tower Structural Analysis Report January 27, 2016 Project Number 98851.003.01, Application 329708, Revision 2 CC/BU No. 826843 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing 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 Components vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 tom. r January 27, 2016 1195 Ft Self Support Tower Structural Analysis Report CCI BU No. 826843 Project Number 98851.003.01, Application 329708, Revision 2 Page 3 1) INTRODUCTION This tower is a 195 ft. Self Support tower designed by Cellxion in March of 2000. The tower was originally designed for a wind speed of 100 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 85 mph with no ice and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Manufacturer Lines Size (in) (ft) Antennas 197.0 3 Commscope LNX-6515DS-A1 M _ __ -_ I 195.0 195.0 3 -- C10857001 V-Boom Mount I 1 I Andrew I VHLP2-18 1 1/2 -- I 150.0 150.0 I 1 I -- I Pipe Mount[PM 601-1] Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting LineAntenna _of Antenna Model of Feed Line: Note Level (ft) Elevation Manufacturer Lines Size (in) (ft) Antennas 3 EMS Wireless RR65-19-00DP 12 1-5/8 1 197.0 6 RFS Celwave ATMAP1412D-1A20 I 195.0 3 RFS Celwave APXV18-206517S-ACU -- -- 2 195.0 1 -- Platform Mount[LP 1201-1] 133.0 133.0 1 Commscope MD-S6 -- -- 2 1 Commscope P4-57W-P7A/A 1 1/2 2 i 129.0 129.0 1 I -- I Pipe Mount[PM 601-1] Notes: 1) Existing,Reserved and Future Equipment 2) Equipment To Be Removed; Not Considered in This Analysis Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Manufacturer Size(in) (ft) Antennas 195 195 12 EMS RR65-19-00 12 1-5/8 1 Generic Rotatable Platform 12 EMS RR65-19-00 12 1-5/8 185 185 3 Generic Rotatable T-Boom Sector Mount 12 I EMS I RR65-19-00 175 175 12 1-5/8 3 I Generic I Rotatable T-Boom Sector Mount 165 165 1 Generic 4' HP Microwave Dish 1 1-5/8 160 160 1 Generic 4' HP Microwave Dish 1 1-5/8 150 I 150 I 1 Generic ( 4' HP Microwave Dish I 1 11-5/8 tnxTower Report-version 6.1.4.1 , 1 . January 27, 2016 195 Ft Self Support Tower Structural Analysis Report CCI BU No. 826843 1 Project Number 98851.003.01,Application 329708, Revision 2 Page 4 3)ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source Online Application I T-Mobile Co-Locate, Rev#2 329708 I CCI Sites Tower Manufacturer Drawing Cellxion Dwg. No. TVSM00445 3564597 CCI Sites Cellxion Dwg. No. TVSM00445 I 3564594 CCI Sites Foundation Drawing Cellxion Dwg. No. TVSM00445 I 3908665 CCI Sites Geotech Report ADaPT, Job No. WA99-2724 3789826 CCI Sites Antenna Configuration Crown CAD Package Date: 01/22/2016 ( CCI Sites 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) 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 Tables 1 and 2 and the referenced drawings. 4) The existing base plate grout was not considered in this analysis. 5) The existing base plate grout was considered in this analysis. Grout must be maintained and inspected periodically, and must be replaced if damaged or cracked. Refer to crown document ENG-BUL-10122, Tower Base Plate Grout Inspection and Classification. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5 -Section Capacity (Summary) Section CriticalSF*P allow Elevation(ft) Component Type Size P(K) Pass/Fail No. Element (K) Capacity T1 I 195-180 Leg I 1 3/4 I 1 -16.098 I 49.938 I 32.2 Pass T2 180-160 Leg 21/4 31 -46.725 105.060 44.5 Pass T3 160-140 Leg 2 3/4 64 -67.719 186.965 36.2 Pass T4 140-120 Leg 3 1/4 100 -86.132 250.287 34.4 Pass T5 120-100 Leg 3 1/2 127 -105.254 306.707 34.3 Pass T6 100-80 Leg 3 1/2 154 -124.986 306.709 40.8 Pass T7 80-60 Leg 3 3/4 181 -145.550 368.084 39.5 Pass T8 60-40 Leg 4 1/4 208 -165.717 421.280 39.3 Pass T9 40-20 Leg 4 1/2 229 -187.487 493.992 38.0 Pass T10 20-0 Leg 4 1/2 250 -209.336 493.989 42.4 Pass Ti 195-180 Diagonal L2x2x3/16 7 -2.070 14.837 14.0 Pass 30.4(b) T2 180-160 Diagonal L2x2x3/16 35 -3.185 14.669 21.7 Pass 45.3(b) T3 I 160-140 Diagonal I L2x2x3/16 I 70 I -1.967 12.234 16.1 I Pass tnxTower Report-version 6.1.4.1 r January 27, 2016 ,195 Ft Self Support Tower Structural Analysis Report CCI BU No. 826843 Project Number 98851.003.01, Application 329708, Revision 2 Page 5 Section Critical SF*P_allow % Pass/Fail No. Elevation(ft) Component Type Size P(K) Ca acit Element (.() p y 28.2(b) 28.4 T4 140-120 Diagonal L2x2x3/16 103 -2.421 8.534 34.7(b) Pass 23.0 T5 120-100 Diagonal L2 1/2x2 1/2x3/16 130 -2.862 12.426 31.1 (b) Pass III 111 35.7 T6 100-80 Diagonal L2 112x2 112x3/16 158 -3.355 9.409 36.3(b) Pass T7 80-60 Diagonal L2 1/2x2 1/2x1/4 185 -3.875 9.467 40.9 Pass T8 60-40 Diagonal L3x3x3/16 212 -4.523 9.425 48.0 Pass 31.2 T9 40-20 Diagonal L3 1/2x3 1/2x1/4 233 -5.086 16.320 33.9(b) Pass T10 20-0 Diagonal L3 1/2x3 1/2x1/4 254 I -5.580 13.602 41.0 Pass T1 I 195-180 Top Girt L3x3x1/4 4 -0.590 26.363 2.2 Pass T3 160-140 I Top Girt L2x2x3/16 69 -0.187 10.305 1.8 Pass Summary Leg(T2) 44.5 Pass Diagonal 48.0 Pass (T8) Top Girt 2.2 Pass Bolt Checks 45.3 Pass I I I I Rating= I 48.0 I Pass Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods Base 33.2 Pass 1 Base Foundation (Structure) Base 22.9 Pass 1 IBase Foundation (Soil Interaction)I Base I 57.9 Pass Structure Rating (max from all components)= 57.9% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. Table 7—Proposed Loading Tilt-Sway Results for 60 mph Service Wind—LC5 Elevation Dish Model Diameter Tilt Twist (ft) (ft) (0) (°) i 150.0 VHLP2-18 2.175 0.148 I 0.013 tnxTower Report-version 6.1.4.1 APPENDIX A TNXTOWER OUTPUT 1 II 195.0 0 I r I - I DESIGNED APPURTENANCE LOADING F e> x TYPE ELEVATION TYPE ELEVATION ix ` . 200 LNX-6515DS-A1M(P) 195 Flash Beacon Lighting(E) - N -' a Beacon Support(E) 197.5 (4)6'x 2"Mount Pipe(P) 195 M _ 180.0 ft Lightning Rod 5/8"x 4'(E) 197 (4)6'x2"Mount Pipe(P) 195 RR65-19-00DP(E) 195 (4)6'x 2'Mount Pipe(P) 195 RR65-19-00DP(E) 195 Sector Mount[SM 502-3] 195 RF165-19-00DP(E) 195 (P(C10857001)) 0 N < - (2)ATMAP1412D-1A20(E) 195 Pipe Mount[PM 601-1](P) 150 z w (2 )ATMAP1412D-1A20(E) 195 Andrew VHLP2-18(P) 150 (2)ATMAP1412D-1A20(E) 195 Side Arm Mount[SO 701.1](E-per 76 a LNX-6515DS-A1M(P) 195 photo) '',2 - 160.0 R GPS_A(E-per photo) 76 i.;. o LNX-6515DSA1M(P) 195 N MATERIAL STRENGTH S N x _ rill GRADE Fy Fu GRADE Fy Fu cc A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi 140.0 ft 1 TOWER DESIGN NOTES 1. Tower is located in Jefferson County,Washington. <91 2. Tower designed for Exposure C to the TIA-222-G Standard. a m 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. F ,-, 4. Deflections are based upon a 60 mph wind. coh. co 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0' 120.0 fl 0111 7. TOWER RATING:48% OS m 0 6 til 0 2 m M N hiA ,V N 6 100.0 ft • N N- co O b N Q Q p A%. Q J 6 %0 80.0 ft m,, 11114 ., 41WN --. 60.0 5 .41114 , a op ,,, ,, o t, O J 011111111'1111114ALL REACTIONS 40.o ft ARE FACTORED N O r40 MAX.CORNER REACTIONS AT BASE: DOWN: 213 K m SHEAR: 19 K 6 UPLIFT: -171 K — < or — 20.0 0 SHEAR: 16 K y 2. M AXIAL F J a047K SHEA MOMENT 31 K r 3224 kip-ft 0.0 ft 1 TORQUE 8 kip-ft REACTIONS-85 mph WIND d S a Y a m m , G O O U ti N 2' N N c u a 7,3 O1 (° . J O 5 i- a * Job: - B+T Group 98851.003.01-PT Lake Tarboo,WA(BU#8$684; j� 1717 S. Boulder, Suite 300 Project: Client: Drawn by: AP"'swT GRP Tulsa,OK 74119 Crown Castle T.Baindur TIA-222-G Date'01/27/16 Scale: NTS I Phone:(918)587-4630 code: --- • FAX:(918)295-0265 Patti: Dwg No.E-1 Plot Plan 11 Total Area -0.06 Acres A A En 7\X \ .i.1 /// /\\\ /Y„e ,\' 1 >iin:0, A N ,/,‘,,,,, /A __*ii\c,,‘A\ N - Base Elev=O' N N / V 9'5-13/32" 9'5-13/32" 15' 1810-13/16" 15' 48'10-13/16" B+T Group Job:98851.003.01-PT Lake Tarboo, WA(BU#82684; r�P 1717 S. Boulder, Suite 300 Project E3.-r Tulsa, OK 74119 Client. Crown Castle Drawnt,y:T.Baindur APPd. Phone:(918)587-4630 code: Date: scale: TIA-222-G 01/27/16 NTS FAX:(918)295-0265 Path:.....,.»..,___-_____..,..m ..__,.._.,_....,...,> Dwg No.E-2 r . TIA-222-G -85 mph Exposure C Leg Capacity Leg Compression (K) 1000 500 <-Minimum-0 Maximum-u -500 -1000 195 195' , r 1 I ! 1 t 180A , ' J L .- J 1 J 180' � I I i I I I I f I I I I , , I i160 -1 x t-__--_- ---1-.�� ----1 I I- 160' t , 140' ..,___t___F ., _____1_ r_-�_y i___F 140' i 1 ! I , 1 \ .I 120' I 120' -I r r T__r y __. __ r--_:_-••••••••e,_--r I I I l i-r C 100' 100' 0 r r 1 1- -1 -f -r r - tQ I > N u_i I 1 80' 80' r -I C r -S I- 1 1 _I _, , I 40' - I 40' I t • • : f S I 20'. € � 20' : E 0' 0' 1000 500 <-Minimum-0 Maximum-> -500 -1000 B+T Group Job:98851.003.01-PT Lake Tarboo, WA(BU#82684; 1717 S. Boulder, Suite 300 Project B+T Gat' Tulsa, OK 74119 ctlent. Crown Castle Drawn by:T.Baindur Avv'd: Phone:(918)587-4630 code: TIA-222-G Date:01/27/16 scale: NTS FAX:(918)295-0265 Path:..,_,. . _...,_..-.._, ._ .,.._ ...:_r. ,...... Dwg No.E_3 TIA-222-G - 85 mph Exposure C Maximum Values Vx Vz Mx Mz • t ' Global Mast Shear (K) 50 0 Global Mast Moment (kip-ft) 0 5000 195' 195' I 1180' 180' .t J _ , 160` I160' _J 4- a 4- 4 ' 1 : I II 140' It 4- j i _" 140' 1 , 120' Ir ___ __-I , 120' I I1 j . I I C 1m, 1 100' 0 7, -r, \ , , 1 > 1 ' I 1 UJ \ , 1 I I I 80' ' I _ ,_ 80 1 1 60' __._. 60' 1 40' 40 1 1 I f 20' _ - _ _ 20' I I k I 1 I 0' , 0 50 0 5000 Job: B+T Group 98851.003.01-PT Lake Tarboo, WA(BU#82684, � 1717 S. Boulder, Suite 300 Project: B-T GRP Tulsa, OK 74119 Chef' Crown Castle Drawn by:T.Baindur AP": code: TIA-222-G Date:01/27/16 scale: NTS Phone:(918)587-4630 FAX:(918)295-0265 Path:..,.......,�a.___.,._,_.,.., _.__,._.,....,,._.,,_. _Dwg No.E-4 TIA-222-G - Service -60 mph Maximum Values Deflection (in) Tilt(deg) Twist(deg) 0 5 0 005 0.1 0.15 0.2 0.25 0 0.05 0.1 195 195' IIII IIII IIII IIII IIII 1 I I I I I I 1111 IIII I I I I 1111 1111 I I I I I I I 1 1 1 1111 1111 -1111 1111 1111 1 I I I 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 Iso Iso L 1 1-1-1-1" 1777 I I I rrrYtt Ti1 I i r I' -r t''r 1111 1111 I I I I 1111 1111 I I I I I I I I 1111 IIII 1111 IIII 1111 I I I I 1 1 1 1 1111 1111 IIII III 1111 1 1 1 1 1 1 I 1 • 1111 IIII 1111 11 1 IIII I I I I 1 1 1 1 1 IIII 1111 1111 1111 1111 I I I I I I I I yso 160 I +----- 444+ 4-I4-I--1-I-1-I- 11-41 41-I I- --I- +--I- 1 I-- 1 4 1- 1111 1111 1111 III 1111 I I 1 I 1 I I 1 1111 1111 1111 1111 1111 1 1 1 1 11 I I 1111 1111 1111 1111 1111 I I I I I I I 1 IIII 1111 IIII 1111 1111 1 1 1 1 I I I I i 1111 1111 III 1111 1111 I I I I 1 I I 1 140 __--+ F -+ 1_411 4_1_14__11-1 I__1111 14-14- 1 1 1- 1 L 1 1 L 140' 1111 1111 11 1 1111 1111 I I 1 1 1 1 1 1 1111 1111 1111 1111 1111 1 1 1 1 I I I I IIII 1111 I II 1111 IIII 1 I 1 I I I I I 1111 1111 1111 1111 1111 I I I I I I I I 1111 IIII III IIII 1111 I I I I 11 1 I 120' I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 L 120• r 1111 1111 1111 1111 1111 I I I I 11 I 1 1 1111 1111 1111 1111 1111 I I I I I I 1 1111 1111 1111 1111 IIII 1 I 1 I I I I 1111 III 1111 1111 1111 I I I 1 1 I I 1 IIII 1111 1111 1111 1111 I I I I 1 1 1 1 C 100 i 1 1 1 1 11 1 1111 1 1 1 1 1 1 1 1 I 1 I I1 1 1 1 I 100' O -Tr 1111 11 . 1 1111 1111 1111 I I I I 1 1 1 1 (0 1111 1111 1111 1111 1111 I I I I I I I I > 1111 1111 1111 1111 1111 I I I I I I I I 0 1111 I II IIII IIII IIII I I I I I I I I all1111 1 11 1111 1111 1111 I I I I 1 1 1 1 1111 1111 1111 1111 1111 I I I I I I I I 130.80' r 7 IIII III Iltl IIII IIII I I I I I I I I 1111 III 1111 IIII 1111 11 I 1 1 1 1 1 1111 1111 1111 IIII 1111 I I I I I I I I II11 1111 1111 IIII 1111 11 I 1 1 1 1 1 IIII 1111 1111 1111 IIII I I I I I I I 1 IIII 1111 1111 IIII IIII 11 I I I I I 1 50 Vi IIII 1111- iii 1111 I l r I T 1111 1111 1111 1111 IIII I I I 1 I I I I II 11 1111 1111 1111 1111 I I I I I I I I 1111 1111 IIII 1111 IIII I I I 1 I I I I II II 1111 1111 1111 1111 I I I 1 I I I I II 1 1111 1111 III 1111 I I I I I I 1 1 ao 01_ 11 1 ill-1--I-I-1-1- FI-tt 1111- --I--1- 1---1--- --1- I- 1--1--- 1111 1111 IIII 1111 1111 1 1 1 1 1 1 1 1 1111 1111 1111 1111 1 1 1 1 1 1 I I 1 1 111 1111 1111 1111 1111 I I 1 I 11 I 1 1 11 III I IIII { 111 IIII IIII I I I I II11 IIII IIII IIII 1111 I I I I I I I 1 20 411 1 4-I--1-1-I-I--I-I-41 a4a-1- --1--4--I---1--- - 1---I--4--I-- ¢o I I III I 1111 1111 1111 1 I I I I I I I 1111 1111 IIII 1111 1111 I I I I I I I 1 1111 1111 1111 1111 1111 I I I I I I I 1 1111 IIIt 1111 IIII IIII I I I I I I I I 1111 1111 IIII 1111 IIII I I I I I I I I 0 1 1 1 1 1 1 1 1 tit 1 I 1 l 1 1 1 1 I 1 I I 1 I 1 I 0' 0 5 0 0.05 0.1 0.15 0.2 0.25 0 0.05 0.1 B+T Group Job:98851.003.01-PT Lake Tarboo, WA(BU#82684: r—r 1717 S. Boulder, Suite 300 Project: Clienb Crown Castle DrawnbY'T.Baindur AP"' BwT f,:<.= Tulsa, OK 74119 Code' TIA-222-G Date:01/27/16 Scale' NTS Phone:(918)587-4630 FAX:(918)295-0265Path: Dwg No.E-5 Feed Line Distribution Chart t1 0' - 195' Round Flat App In Face App Out Face Truss Leg ' t Face A Face B Face C 195' 195' 180' 180' 160' _ _ ____ ,160' 160' 160' 150' 150' 140' 140' 120'___-- 120' C a 0 W 4 v LL .1-+ a W w O J Q 0 100' �'_ a `m_ _ 100' E m �A Jto tTS U LL d m m 2 : c _a) so OJ as LU w LL w a 80' 4 80' m '0 76' 76' m . m LL 60' 60' 40' 40' 20' 20' 0' 0' B+T Group bb:98851.003.01-PT Lake Tarboo, WA(BU#82684; �� 1717 S. Boulder, Suite 300 Project: client' Crown Castle Drawn bY'T.Baindur An". *3...-T��� Tulsa, OK 74119 —_ Phone:(918)587-4630 Code: TIA-222-G Date:01/27/16 Scale' NTS FAX:(918)295-0265Path: Dwg No.E-7 r tIZ.�7'oWeY Job Page 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 1 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX. (918)295-0265 Tower Input Data The main tower is a 3x free standing tower with an overall height of 195'above the ground line. The base of the tower is set at an elevation of 0'above the ground line. The face width of the tower is 4'6"at the top and 18'10-13/16"at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0'. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options 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 I Assume Rigid Index Plate 4 Calculate Redundant Bracing Forces Use Moment Magnification 'I Use Clear Spans For Wind Area Ignore Redundant Members in FEA -/ Use Code Stress Ratios 4 Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice 'I Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz -4 Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction NI 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 Combination Use TIA-222-G Tension Splice Capacity Exemption Job Page tnxTower 98851.003.01 -PT Lake Tarboo, WA (BU#826843) 2 of 22 Project Date B+T Group 15:33:52 01/27/16 1717 S.Boulder,Suite 300 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Wind 180 1 Leo A o Wind 90 ► c Leg C Leg B Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 195'-180' 4'6" 1 15' T2 180'-160' 4'6" 1 20' T3 160'-140' 4'6" 1 20 T4 140'-120' 6'3-5/8" 1 20' T5 120'-100' 8'1-3/16" 1 20' T6 100'-80' 9'10-13/16" 1 20' T7 80'-60' 11'8-3/8" 1 20' T8 60'-40' 13'6" 1 20' T9 40'-20' 15'3-5/8" 1 20' T10 20'-0' 171-3/16" 1 20' Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in Tl 195'-180' 3'9" X Brace No No 0.000 0.000 T2 180'-160' 4' X Brace No Yes 0.000 0.000 T3 160'-140' 4' X Brace No Yes 0.000 0.000 T4 140'-120' 5' X Brace No Yes 0.000 0.000 T5 120'-100' 5' X Brace No Yes 0.000 0.000 i r Job e g Pa xTower m 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 3 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 T.Baindur Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T6 100'-80' 5' X Brace No Yes 0.000 0.000 T7 80'-60' 5' X Brace No Yes 0.000 0.000 T8 60'-40' 6'8" X Brace No Yes 0.000 0.000 T9 40'-20' 6'8" X Brace No Yes 0.000 0.000 T10 20'-0' 6'8" X Brace No Yes 0.000 0.000 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft Tl 195'-180' Solid Round 1 3/4 A572-50 Equal Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T2 180'-160' Solid Round 2 1/4 A572-50 Equal Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T3 160'-140' Solid Round 2 3/4 A572-50 Equal Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T4 140'-120' Solid Round 3 1/4 A572-50 Equal Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T5 120'-100' Solid Round 3 1/2 A572-50 Equal Angle L2 l/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T6 100'-80' Solid Round 3 1/2 A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T7 80'-60' Solid Round 3 3/4 A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 (50 ksi) (36 ksi) T8 60'-40' Solid Round 4 1/4 A572-50 Equal Angle L3x3x3/16 A36 (50 ksi) (36 ksi) T9 40'-20' Solid Round 4 1/2 A572-50 Equal Angle L3 1/2x3 1/2x1/4 A36 (50 ksi) (36 ksi) T10 20'-0' Solid Round 4 1/2 A572-50 Equal Angle L3 1/2x3 1/2x1/4 A36 (50 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T3 160'-140' Equal Angle L2x2x3/16 A36 Equal Angle A36 (36 ksi) (36 ksi) a , Job Page tnxTower 98851.003.01 PT Lake Tarboo, WA (BU#826843) 4 of 22 , Project Date B+T Group 15:33:52 01/27/16 1717 S Boulder,Suite 300 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mull. Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt (per face) A,. Spacing Spacing Diagonals Hori:ontals ft ftp in in in Tl 195'-180' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T2180'-160' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T3160'-140' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T4140'-120' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T5120'-100' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T6100'-80' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T7 80'-60' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T8 60'-40' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T9 40'-20' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) T10 20'-0' 0.000 0.000 A36 1.05 1 1.05 0.000 0.000 (36 ksi) Tower Section Geometry (cont'd) K Factors' Tower Calc Calc Legs X K Single Girls Hort:. Sec. Inner Elevation K K Brace Brace Diags Horn. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y Tl 195'-180' Yes Yes 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 T2180'-160' Yes Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T3160'-140' Yes Yes 1 1 1 1 I 1 0.5 1 1 1 1 1 1 0.5 1 T4140'-120' Yes Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T5120'-100' Yes Yes 1 1 I 1 I 1 0.5 1 1 I I 1 1 0.5 1 T6100'-80' Yes Yes 1 1 1 1 1 1 0.5 1 1 1 I 1 1 0.5 1 T7 80'-60' Yes Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T8 60'-40' Yes Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 T9 40'-20' Yes Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 I 0.5 1 TI0 20'-0' Yes Yes 1 1 1 1 1 1 0.5 1 1 1 1 1 1 0.5 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Job Page tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 5 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Hori=ontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in TI 195'-180' 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2180'-160' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3160'-140' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 140'-120' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5120'-100' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6100'-80' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 80'-60' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 60'-40' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 40'-20' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 20'-0' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Sire No. Bolt Sire No. Bolt Sire No. Bolt Sire No. Bolt Sire No. Bolt Sire No. Bolt Sire No. in in in in in in in TI 195'-180' Flange 1.000 4 0.625 1 0.000 0 0.000 0 0.625 0 0.000 0 0.875 0 A325N A325N A325N A325N A325X A325N A325X T2180'-160' Flange 1.000 4 0.625 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T3160'-140' Flange 1.375 6 0.625 1 0.625 1 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T4140'-120' Flange 1.375 6 0.625 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T5120'-100' Flange 1.375 6 0.875 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T6100'-80' Flange 1.375 6 0.875 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T7 80'-60' Flange 1.375 6 0.875 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T8 60'-40' Flange 1.375 6 0.875 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T9 40'-20' Flange 1.500 6 0.875 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A325N A325N A325N A325N A325X A325N A325X T10 20'-0' Flange 0.000 0 0.875 1 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 A572-50 A325N A325N A325N A325X A325N A325X • Job Page `nxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 6 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX(918)295-0265 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in klf LDF7-50A(1- C No Ar(CaAa) 195'-0' 0.000 0 12 12 0.850 1.980 0.001 5/8") 0.500 (E) Feedline C No Af(CaAa) 195'-0' 0.000 0.01 1 1 3.000 3.000 0.008 Ladder(Af) (E) ******* LDF4-50A(1/ C No Ar(CaAa) 150'-76' 0.000 -0.08 1 1 0.500 0.630 0.000 2") (P) ******* Thin Flat Bar A No Af(CaAa) 195'-0' 0.000 0 1 1 2.000 2.000 0.004 Climbing Ladder (E) Safety Line A No Ar(CaAa) 195'-0' 0.000 0.01 1 1 0.375 0.375 0.000 3/8 (E) ******* Feedline A No Af(CaAa) 160'-0' 0.000 0.1 1 1 3.000 3.000 0.008 Ladder(At) (E-Empty) ******* Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C.iAA Weight or Shield Type Number Leg ft ft2/ft klf ******* Feed Line/Linear Appurtenances Section Areas Tower Tower Face AK Ar C.1A.1 C,A.1 Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K Tl 195'-180' A 0.000 0.000 5.563 0.000 0.063 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 43.140 0.000 0.274 T2 180'-160' A 0.000 0.000 7.417 0.000 0.084 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 57.520 0.000 0.365 T3 160'-140' A 0.000 0.000 17.417 0.000 0.252 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 58.150 0.000 0.366 T4 140'-120' A 0.000 0.000 17.417 0.000 0.252 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 58.780 0.000 0.368 T5 120'-100' A 0.000 0.000 17.417 0.000 0.252 Job Page K tmxTower 98851.003.01 - PT Lake Tarboo, WA(BU#826843) 7 of 22 B+T Group Project Date 1717 S.Boulder.Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Tower Tower Face AR AF CAA CA_a Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 58.780 0.000 0.368 T6 100'-80' A 0.000 0.000 17.417 0.000 0.252 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 58.780 0.000 0.368 T7 80'-60' A 0.000 0.000 17.417 0.000 0.252 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 57.772 0.000 0.365 T8 60'-40' A 0.000 0.000 17.417 0.000 0.252 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 57.520 0.000 0.365 T9 40'-20' A 0.000 0.000 17.417 0.000 0.252 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 57.520 0.000 0.365 T10 20'-0' A 0.000 0.000 17.417 0.000 0.252 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 57.520 0.000 0.365 Feed Line Center of Pressure Section Elevation CPA: CPz CPA. CPz Ice Ice ft in in in in TI 195'-180' -0.318 2.567 -0.511 2.788 T2 180'-160' -0.320 2.580 -0.514 2.801 T3 160'-140' -0.665 2.255 -1.094 2.221 T4 140'-120' -0.841 2.930 -1.389 2.883 T5 120'-100' -0.965 3.371 -1.595 3.316 T6 100'-80' -1.115 3.900 -1.842 3.834 T7 80'-60' -1.280 4.300 -2.099 4.225 T8 60'-40' -1.424 4.740 -2.330 4.656 T9 40'-20' -1.479 4.925 -2.420 4.837 T10 20'-0' -1.593 5.308 -2.606 5.212 Shielding Factor Ka Tower Feed Line Description Feed Line K„ K Section Record No. Segment Elev. No Ice Ice T1 1 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 195.00 Tl 2 Feedline Ladder(At) 180.00- 0.6000 0.6000 195.00 T1 7 Thin Flat Bar Climbing 180.00- 0.6000 0.6000 Ladder 195.00 Tl 8 Safety Line 3/8 180.00- 0.6000 0.6000 195.00 T2 1 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 180.00 T2 2 Feedline Ladder(At) 160.00- 0.6000 0.6000 180.00 T2 7 Thin Flat Bar Climbing 160.00- 0.6000 0.6000 Ladder 180.00 Job Page mxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 8 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX::(918)295-0265 T.Baindur Tower Feed Line Description Feed Line K Ko Section Record No. Segment Elev. No Ice Ice T2 8 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T3 I LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 2 Feedline Ladder(Af) 140.00- 0.6000 0.6000 160.00 T3 5 LDF4-50A(l/2") 140.00- 0.6000 0.6000 150.00 T3 7 Thin Flat Bar Climbing 140.00- 0.6000 0.6000 Ladder 160.00 T3 8 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T3 10 Feedline Ladder(Af) 140.00- 0.6000 0.6000 160.00 T4 1 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 2 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 T4 5 LDF4-50A(1/2") 120.00- 0.6000 0.6000 140.00 T4 7 Thin Flat Bar Climbing 120.00- 0.6000 0.6000 Ladder 140.00 T4 8 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T4 10 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 15 1 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 15 2 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 15 5 LDF4-50A(1/2") 100.00- 0.6000 0.6000 120.00 15 7 Thin Flat Bar Climbing 100.00- 0.6000 0.6000 Ladder 120.00 15 8 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T5 10 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 T6 1 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000 T6 2 Feedline Ladder(Af) 80.00-100.00 0.6000 0.6000 T6 5 LDF4-50A(1/2") 80.00-100.00 0.6000 0.6000 T6 7 Thin Flat Bar Climbing 80.00-100.00 0.6000 0.6000 Ladder T6 8 Safety Line 3/8 80.00-100.00 0.6000 0.6000 T6 10 Feedline Ladder(Af) 80.00-100.00 0.6000 0.6000 T7 1 LDF7-50A(1-5/8") 60.00-80.00 0.6000 0.6000 T7 2 Feedline Ladder(Af) 60.00-80.00 0.6000 0.6000 T7 5 LDF4-50A(1/2") 76.00-80.00 0.6000 0.6000 T7 7 Thin Flat Bar Climbing 60.00-80.00 0.6000 0.6000 Ladder T7 8 Safety Line 3/8 60.00-80.00 0.6000 0.6000 T7 10 Feedline Ladder(Af) 60.00-80.00 0.6000 0.6000 T8 1 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T8 2 Feedline Ladder(At) 40.00-60.00 0.6000 0.6000 T8 7 Thin Flat Bar Climbing 40.00-60.00 0.6000 0.6000 Ladder T8 8 Safety Line 3/8 40.00-60.00 0.6000 0.6000 T8 10 Feedline Ladder(At) 40.00-60.00 0.6000 0.6000 T9 1 LDF7-50A(I-5/8") 20.00-40.00 0.6000 0.6000 T9 2 Feedline Ladder(At) 20.00-40.00 0.6000 0.6000 T9 7 Thin Flat Bar Climbing 20.00-40.00 0.6000 0.6000 Ladder I L , Job Page tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 9 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Tower Feed Line Description Feed Line K„ K„ Section Record No. Segment Elev. No Ice Ice T9 8 Safety Line 3/8 20.00-40.00 0.6000 0.6000 T9 10 Feedline Ladder(Af) 20.00-40.00 0.6000 0.6000 T10 1 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T10 2 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000 T10 7 Thin Flat Bar Climbing 0.00-20.00 0.6000 0.6000 Ladder T10 8 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T10 10 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement C,IA. C.A. Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert ft ft ft' ft' K ft ft Lightning Rod 5/8"x 4' C None 0.000 197' No Ice 0.250 0.250 0.031 (E) Flash Beacon Lighting C None 0.000 200' No Ice 2.700 2.700 0.050 (E Beacon Support C None 0.000 1976" No Ice 1.867 0.039 0.190 (E) RR65-19-00DP A From Leg 4.000 0.000 195' No Ice 5.867 2.750 0.016 (E) 0' 2' RR65-19-00DP B From Leg 4.000 0.000 195' No Ice 5.867 2.750 0.016 (E) 0' 2' RR65-19-00DP C From Leg 4.000 0.000 195' No Ice 5.867 2.750 0.016 (E) 0' 2' (2)ATMAP1412D-1A20 A From Leg 4.000 0.000 195' No Ice 0.467 1.167 0.013 (E) 0' 2' (2)ATMAP1412D-1A20 B From Leg 4.000 0.000 195' No Ice 0.467 1.167 0.013 (E) 0' 2' (2)ATMAP1412D-1A20 C From Leg 4.000 0.000 195' No Ice 0.467 1.167 0.013 (E) 0' 2' LNX-6515DS-A 1 M A From Leg 4.000 0.000 195' No Ice 11.445 7.696 0.050 (P) 0' 2' LNX-6515DS-A 1 M B From Leg 4.000 0.000 195' No Ice 11.445 7.696 0.050 (P) 0' 2' LNX-6515DS-Al M C From Leg 4.000 0.000 195' No Ice 11.445 7.696 0.050 (P) 0' 2' (4)6'x 2"Mount Pipe A From Leg 4.000 0.000 195' No Ice 1.425 1.425 0.022 (P) 0' 2' , Job Page tnxTO er 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 10 of 22 Project Date B+T Group 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Description Face Offset Offsets: Azimuth Placement CAAA C,9AA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f ft ft2 ft' K ft ft (4)6'x 2"Mount Pipe B From Leg 4.000 0.000 195' No Ice 1.425 1.425 0.022 (P) 0' 2' (4)6'x 2"Mount Pipe C From Leg 4.000 0.000 195' No Ice 1.425 1.425 0.022 (P) 0' 2' Sector Mount[SM 502-3] C None 0.000 195' No Ice 33.020 33.020 1.673 (P(C10857001)) ******* Pipe Mount[PM 601-1] B From Leg 0.500 0.000 150' No Ice 3.000 0.900 0.065 (P) 0' 0' ******* ******* ******* GPS_A B From Leg 3.000 0.000 76' No Ice 0.297 0.297 0.001 (E-per photo) 0' 0' Side Arm Mount[SO 701-1] B From Leg 1.500 0.000 76' No Ice 0.850 1.670 0.065 (E-per photo) 0' 0' ******* Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft 0 ft ft fr2 K Andrew VHLP2-18 B Paraboloid From 1.000 -38.000 150' 2.175 No Ice 3.715 0.031 (P) w/Shroud(HP) Leg 0' 0' ******* ******* Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+I.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice Y ( , Job Page ,� tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 11 of 22 Project Date B+T Group 15:33:52 01/27/16 1717 S.Boulder,Suite 300 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Comb. Description No. 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 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 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+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kiP ft TI 195-180 Leg Max Tension 15 13.393 0.000 -0.013 Max.Compression 18 -16.098 0.014 -0.006 Max.Mx 20 -1.301 0.022 -0.000 Max.My 2 5.818 0.004 0.023 Max.Vy 20 1.089 0.000 0.000 Max.Vx 2 1.091 0.000 0.000 Diagonal Max Tension 20 2.074 0.000 0.000 Max.Compression 20 -2.070 0.000 0.000 Max.Mx 18 1.750 0.013 -0.000 Max.My 20 -1.487 0.001 0.001 Max.Vy 18 -0.008 0.013 -0.000 Max.Vx 20 -0.000 0.001 0.001 Top Girt Max Tension 18 0.591 0.000 0.000 Max.Compression 14 -0.590 0.000 0.000 Max.Mx 18 0.591 -0.016 0.000 Max.My 10 -0.285 0.000 -0.000 Max.Vy 18 0.014 0.000 0.000 Max.Vx 10 0.000 0.000 0.000 T2 180-160 Leg Max Tension 15 41.768 0.001 -0.010 Max.Compression 18 -46.725 0.112 -0.055 Max.Mx 20 -1.771 0.112 -0.006 Max.My 2 -46.307 -0.001 0.123 Max.Vy 10 0.044 -0.112 -0.054 Max.Vx 2 -0.047 -0.001 0.123 l Job Page t`nxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 12 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 T.Bam ur Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Diagonal Max Tension 20 3.092 0.000 0.000 Max.Compression 8 -3.185 0.000 0.000 Max.Mx 18 2.594 0.026 -0.003 Max.My 12 -2.991 -0.012 -0.006 Max.Vy 18 -0.012 0.026 -0.003 Max.Vx 12 0.002 -0.012 -0.006 T3 160-140 Leg Max Tension 15 59.758 -0.066 -0.004 Max.Compression 18 -67.719 0.074 0.003 Max.Mx 18 -52.267 0.124 0.009 Max.My 12 -2.613 -0.009 -0.157 Max.Vy 22 -0.064 -0.108 0.015 Max.Vx 16 -0.090 -0.016 0.131 Diagonal Max Tension 20 1.926 0.000 0.000 Max.Compression 20 -1.967 0.000 0.000 Max.Mx 18 1.395 0.018 0.002 Max.My 20 -1.625 -0.008 0.005 Max.Vy 18 -0.010 0.018 0.002 Max.Vx 20 -0.002 0.000 0.000 Top Girt Max Tension 11 0.115 0.000 0.000 Max.Compression 22 -0.187 0.000 0.000 Max.Mx 18 0.109 -0.008 0.000 Max.My 10 -0.105 0.000 0.000 Max.Vy 18 0.007 0.000 0.000 Max.Vx 10 0.000 0.000 0.000 T4 140-120 Leg Max Tension 23 74.997 -0.087 0.004 Max.Compression 18 -86.132 0.127 0.006 Max.Mx 11 -84.720 0.128 -0.007 Max.My 12 -4.287 -0.003 -0.120 Max.Vy 6 0.037 -0.124 -0.005 Max.Vx 12 0.034 -0.004 -0.107 Diagonal Max Tension 20 2.370 0.000 0.000 Max.Compression 20 -2.421 0.000 0.000 Max.Mx 18 1.815 0.015 0.001 Max.My 22 -1.987 0.003 0.002 Max.Vy 22 0.009 0.014 0.001 Max.Vx 22 -0.001 0.000 0.000 T5 120-100 Leg Max Tension 23 90.493 -0.108 0.004 Max.Compression 18 -105.254 0.107 0.003 Max.Mx 11 -89.193 0.128 -0.007 Max.My 12 -4.373 -0.003 -0.120 Max.Vy 6 -0.036 -0.124 -0.005 Max.Vx 10 -0.036 -0.068 -0.111 Diagonal Max Tension 20 2.820 0.000 0.000 Max.Compression 20 -2.862 0.000 0.000 Max.Mx 18 2.237 0.024 0.002 Max.My 22 -2.422 0.007 0.003 Max.Vy 22 0.014 0.023 0.002 Max.Vx 22 -0.001 0.000 0.000 T6 100-80 Leg Max Tension 23 106.300 -0.090 0.003 Max.Compression 18 -124.986 0.167 0.010 Max.Mx 19 -122.921 0.167 0.010 Max.My 16 -6.615 -0.004 0.156 Max.Vy 6 0.045 -0.158 -0.009 Max.Vx 10 0.042 -0.087 -0.143 Diagonal Max Tension 8 3.296 0.000 0.000 Max.Compression 8 -3.355 0.000 0.000 Max.Mx 18 2.671 0.027 0.002 Max.My 22 -2.746 0.011 0.003 Max.Vy 22 0.015 0.026 0.003 Max.Vx 22 -0.001 0.000 0.000 T7 80-60 Leg Max Tension 23 122.173 -0.108 0.003 Job Page tnxTOwer 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 13 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 T.Bal ur Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Compression 18 -145.550 0.132 0.005 Max.Mx 19 -127.673 0.167 0.010 Max.My 12 -8.790 -0.021 -0.161 Max.Vy 6 -0.045 -0.158 -0.009 Max.Vx 16 -0.051 -0.006 0.112 Diagonal Max Tension 8 3.861 0.000 0.000 Max.Compression 8 -3.875 0.000 0.000 Max.Mx 22 2.841 0.039 0.004 Max.My 22 -3.284 0.026 0.005 Max.Vy 22 0.023 0.039 0.004 Max.Vx 22 -0.001 0.000 0.000 T8 60-40 Leg Max Tension 23 137.543 -0.144 0.004 Max.Compression 18 -165.717 0.319 0.016 Max.Mx 10 -165.285 0.320 -0.020 Max.My 24 -11.855 0.007 0.281 Max.Vy 3 -0.068 0.318 0.004 Max.Vx 24 -0.066 0.007 0.281 Diagonal Max Tension 8 4.429 0.000 0.000 Max.Compression 8 -4.522 0.000 0.000 Max.Mx 22 3.328 0.047 0.005 Max.My 22 -3.788 0.031 0.006 Max.Vy 22 0.024 0.047 0.005 Max.Vx 22 -0.001 0.000 0.000 T9 40-20 Leg Max Tension 23 153.433 -0.185 0.007 Max.Compression 18 -187.487 0.130 0.004 Max.Mx 10 -171.977 0.320 -0.020 Max.My 24 -12.127 0.007 0.281 Max.Vy 6 -0.064 -0.275 -0.014 Max.Vx 24 0.060 0.007 0.281 Diagonal Max Tension 8 5.009 0.000 0.000 Max.Compression 8 -5.086 0.000 0.000 Max.Mx 22 3.670 0.087 0.008 Max.My 22 -4.283 0.060 0.010 Max.Vy 22 0.040 0.087 0.008 Max.Vx 22 -0.002 0.000 0.000 T10 20-0 Leg Max Tension 23 169.103 -0.186 0.008 Max.Compression 18 -209.336 -0.000 -0.000 Max.Mx 10 -194.213 0.221 -0.005 Max.My 12 -15.033 -0.041 -0.365 Max.Vy 6 -0.074 -0.197 -0.006 Max.Vx 12 -0.092 -0.041 -0.365 Diagonal Max Tension 8 5.456 0.000 0.000 Max.Compression 8 -5.580 0.000 0.000 Max.Mx 18 4.488 0.103 0.011 Max.My 20 -5.296 0.063 0.012 Max.Vy 20 0.044 0.099 -0.008 Max.Vx 20 -0.002 0.000 0.000 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max.Vert 18 212.642 16.873 -9.511 Max.Ha 18 212.642 16.873 -9.511 Max.H. 5 -148.834 -11.711 7.958 Min.Vert 7 -170.457 -13.999 7.875 , Job Page tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 14 of 22 Project Date B+T Group 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX. (918)295-0265 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Min.H. 7 -170.457 -13.999 7.875 Min.Hz 18 212.642 16.873 -9.511 Leg B Max.Vert 10 212.029 -16.887 -9.461 Max.Hs 23 -171.405 14.051 7.858 Max.Hz 25 -149.662 11.776 7.898 Min.Vert 23 -171.405 14.051 7.858 Min.H. 10 212.029 -16.887 -9.461 Min.Hz 10 212.029 -16.887 -9.461 Leg A Max.Vert 2 211.026 -0.056 19.313 Max.Hs 21 11.513 2.009 0.801 Max.Hz 2 211.026 -0.056 19.313 Min.Vert 15 -170.884 0.042 -16.048 Min.H. 9 11.266 -2.018 0.788 Min.Hz 15 -170.884 0.042 -16.048 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip-ft kip-ft Dead Only 39.233 0.000 0.000 6.550 4.851 0.000 1.2 Dead+1.6 Wind 0 deg-No 47.079 0.005 -31.062 -3197.354 5.730 -1.688 Ice 0.9 Dead+1.6 Wind 0 deg-No 35.309 0.005 -31.062 -3196.222 4.266 -1.683 Ice 1.2 Dead+1.6 Wind 30 deg-No 47.079 14.591 -25.175 -2622.961 -1521.587 3.016 Ice 0.9 Dead+l.6 Wind 30 deg-No 35.309 14.591 -25.175 -2622.367 -1521.554 3.017 Ice 1.2 Dead+1.6 Wind 60 deg-No 47.079 24.678 -14.200 -1482.310 -2589.251 5.829 Ice 0.9 Dead+1.6 Wind 60 deg-No 35.309 24.678 -14.200 -1482.828 -2588.166 5.825 Ice 1.2 Dead+1.6 Wind 90 deg-No 47.079 29.153 0.011 10.227 -3045.756 6.797 Ice 0.9 Dead+1.6 Wind 90 deg-No 35.309 29.153 0.011 8.245 -3044.233 6.786 Ice 1.2 Dead+1.6 Wind 120 deg- 47.079 26.971 15.521 1609.564 -2781.664 8.025 No Ice 0.9 Dead+1.6 Wind 120 deg- 35.309 26.971 15.521 1606.030 -2780.420 8.016 No Ice 1.2 Dead+1.6 Wind 150 deg- 47.079 14.607 25.191 2641.739 -1525.136 5.756 No Ice 0.9 Dead+1.6 Wind 150 deg- 35.309 14.607 25.191 2637.181 -1525.100 5.750 No Ice 1.2 Dead+1.6 Wind 180 deg- 47.079 0.005 28.434 2994.729 4.354 1.480 No Ice 0.9 Dead+1.6 Wind 180 deg- 35.309 0.005 28.434 2989.818 2.893 1.476 No Ice 1.2 Dead+1.6 Wind 210 deg- 47.079 -14.616 25.177 2638.945 1537.026 -3.043 No Ice 0.9 Dead+1.6 Wind 210 deg- 35.309 -14.616 25.177 2634.391 1534.064 -3.045 No Ice 1.2 Dead+1.6 Wind 240 deg- 47.079 -26.980 15.520 1608.247 2794.026 -6.529 No Ice 0.9 Dead+1.6 Wind 240 deg- 35.309 -26.980 15.520 1604.715 2789.854 -6.524 No Ice . Job Page • tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 15 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip-ft kip-ft 1.2 Dead+1.6 Wind 270 deg- 47.079 -29.182 -0.007 6.173 3061.707 -6.880 No Ice 0.9 Dead+1.6 Wind 270 deg- 35.309 -29.182 -0.007 4.196 3057.253 -6.868 No Ice 1.2 Dead+1.6 Wind 300 deg- 47.079 -24.724 -14.211 -1485.129 2608.479 -7.216 No Ice 0.9 Dead+1.6 Wind 300 deg- 35.309 -24.724 -14.211 -1485.642 2604.460 -7.208 No Ice 1.2 Dead+1.6 Wind 330 deg- 47.079 -14.623 -25.182 -2624.649 1539.196 -5.841 No Ice 0.9 Dead+1.6 Wind 330 deg- 35.309 -14.623 -25.182 -2624.052 1536.231 -5.835 No Ice Dead+Wind 0 deg-Service 39.233 0.002 -9.673 -990.963 4.829 -0.525 Dead+Wind 30 deg-Service 39.233 4.544 -7.840 -812.197 -470.498 0.939 Dead+Wind 60 deg-Service 39.233 7.685 -4.422 -457.206 -802.773 1.815 Dead+Wind 90 deg-Service 39.233 9.079 0.003 7.298 -944.847 2.116 Dead+Wind 120 deg-Service 39.233 8.399 4.833 505.043 -862.663 2.498 Dead+Wind 150 deg-Service 39.233 4.549 7.845 826.271 -471.605 1.792 Dead+Wind 180 deg-Service 39.233 0.002 8.855 936.128 4.401 0.460 Dead+Wind 210 deg-Service 39.233 -4.552 7.840 825.403 481.397 -0.947 Dead+Wind 240 deg-Service 39.233 -8.402 4.833 504.634 872.603 -2.032 Dead+Wind 270 deg-Service 39.233 -9.088 -0.002 6.037 955.904 -2.142 Dead+Wind 300 deg-Service 39.233 -7.700 -4.425 -458.083 814.849 -2.246 Dead+Wind 330 deg-Service 39.233 -4.554 -7.842 -812.721 482.069 -1.818 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -39.233 0.000 0.000 39.233 0.000 0.000% 2 0.005 -47.079 -31.062 -0.005 47.079 31.062 0.000% 3 0.005 -35.309 -31.062 -0.005 35.309 31.062 0.000% 4 14.591 -47.079 -25.175 -14.591 47.079 25.175 0.000% 5 14.591 -35.309 -25.175 -14.591 35.309 25.175 0.000% 6 24.678 -47.079 -14.200 -24.678 47.079 14.200 0.000% 7 24.678 -35.309 -14.200 -24.678 35.309 14.200 0.000% 8 29.153 -47.079 0.011 -29.153 47.079 -0.011 0.001% 9 29.153 -35.309 0.011 -29.153 35.309 -0.011 0.000% / 10 26.971 -47.079 15.521 -26.971 47.079 -15.521 0.000% 11 26.971 -35.309 15.521 -26.971 35.309 -15.521 0.000% 12 14.607 -47.079 25.191 -14.607 47.079 -25.191 0.000% 13 14.607 -35.309 25.191 -14.607 35.309 -25.191 0.000% 14 0.005 -47.079 28.434 -0.005 47.079 -28.434 0.000% 15 0.005 -35.309 28.434 -0.005 35.309 -28.434 0.000% 16 -14.616 -47.079 25.177 14.616 47.079 -25.177 0.000% 17 -14.616 -35.309 25.177 14.616 35.309 -25.177 0.000% 18 -26.980 -47.079 15.520 26.980 47.079 -15.520 0.000% 19 -26.980 -35.309 15.520 26.980 35.309 -15.520 0.000% 20 -29.182 -47.079 -0.007 29.182 47.079 0.007 0.001% 21 -29.182 -35.309 -0.007 29.182 35.309 0.007 0.000% 22 -24.724 -47.079 -14.211 24.724 47.079 14.211 0.000% 23 -24.724 -35.309 -14.211 24.724 35.309 14.211 0.000% 24 -14.623 -47.079 -25.182 14.623 47.079 25.182 0.000% 25 -14.623 -35.309 -25.182 14.623 35.309 25.182 0.000% 26 0.002 -39.233 -9.673 -0.002 39.233 9.673 0.000% 27 4.544 -39.233 -7.840 -4.544 39.233 7.840 0.000% 28 7.685 -39.233 -4.422 -7.685 39.233 4.422 0.000% Job Page . tnxTower 98851.003.01 - PT Lake Tarboo, WA(BU#826843) 16 of 22 , B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 T.Baindur Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 29 9.079 -39.233 0.003 -9.079 39.233 -0.003 0.000% 30 8.399 -39.233 4.833 -8.399 39.233 -4.833 0.000% 31 4.549 -39.233 7.845 -4.549 39.233 -7.845 0.000% 32 0.002 -39.233 8.855 -0.002 39.233 -8.855 0.000% 33 -4.552 -39.233 7.840 4.552 39.233 -7.840 0.000% 34 -8.402 -39.233 4.833 8.402 39.233 -4.833 0.000% 35 -9.088 -39.233 -0.002 9.088 39.233 0.002 0.000% 36 -7.700 -39.233 -4.425 7.700 39.233 4.425 0.000% 37 -4.554 -39.233 -7.842 4.554 39.233 7.842 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00000001 5 Yes 4 0.00000001 0.00000001 6 Yes 4 0.00000001 0.00000001 7 Yes 4 0.00000001 0.00000001 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00000001 11 Yes 4 0.00000001 0.00000001 12 Yes 4 0.00000001 0.00000001 13 Yes 4 0.00000001 0.00000001 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00000001 17 Yes 4 0.00000001 0.00000001 18 Yes 4 0.00000001 0.00000001 19 Yes 4 0.00000001 0.00000001 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00000001 23 Yes 4 0.00000001 0.00000001 24 Yes 4 0.00000001 0.00000001 25 Yes 4 0.00000001 0.00000001 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 a i , Job Page tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 17 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Maximum Tower Deflections - Service Wind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. ° TI 195-180 3.955 34 0.219 0.017 T2 180-160 3.270 34 0.207 0.017 T3 160-140 2.452 34 0.169 0.015 T4 140-120 1.812 34 0.131 0.012 T5 120-100 1.301 34 0.105 0.009 T6 100-80 0.890 34 0.083 0.007 T7 80-60 0.566 34 0.061 0.005 T8 60-40 0.328 34 0.042 0.004 T9 40-20 0.158 34 0.027 0.002 T10 20-0 0.053 34 0.013 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 200' Flash Beacon Lighting 34 3.955 0.219 0.017 139224 1976" Beacon Support 34 3.955 0.219 0.017 139224 197' Lightning Rod 5/8"x 4' 34 3.955 0.219 0.017 139224 195' RR65-19-00DP 34 3.955 0.219 0.017 139224 150' Andrew VHLP2-18 34 2.112 0.148 0.013 29365 76' GPS A 34 0.512 0.057 0.005 54935 Maximum Tower Deflections - Design Wind Section Elevation Nor:. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 195-180 12.650 18 0.701 0.056 T2 180-160 10.461 18 0.660 0.055 T3 160-140 7.846 18 0.539 0.048 T4 140-120 5.798 18 0.419 0.038 T5 120-100 4.164 18 0.336 0.030 T6 100-80 2.850 18 0.265 0.024 T7 80-60 1.812 18 0.195 0.017 T8 60-40 1.052 18 0.133 0.012 T9 40-20 0.506 18 0.086 0.007 T10 20-0 0.169 18 0.043 0.004 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 200' Flash Beacon Lighting 18 12.650 0.701 0.056 43677 1976" Beacon Support 18 12.650 0.701 0.056 43677 , Job Page . tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 18 of 22 , B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 197' Lightning Rod 5/8"x 4' 18 12.650 0.701 0.056 43677 195' RR65-19-00DP 18 12.650 0.701 0.056 43677 150' Andrew VHLP2-18 18 6.757 0.475 0.043 9187 76' GPS A 18 1.640 0.181 0.016 17173 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K Tl 195 Leg A325N 1.000 4 3.348 53.014 0.063 M'/ 1 Bolt Tension Diagonal A325N 0.625 1 2.074 6.831 0.304 V 1 Member Block Shear T2 180 Leg A325N 1.000 4 10.442 53.014 0.197 V 1 Bolt Tension Diagonal A325N 0.625 1 3.092 6.831 0.453 V I Member Block Shear T3 160 Leg A325N 1.375 6 9.960 100.230 0.099 V 1 Bolt Tension Diagonal A325N 0.625 1 1.926 6.831 0 282 lo#f I Member Block Shear Top Girt A325N 0.625 1 0.115 6.831 0.017 V 1 Member Block Shear T4 140 Leg A325N 1.375 6 12.500 100.230 0.125 1l/ 1 Bolt Tension Diagonal A325N 0.625 1 2.370 6.831 0.347 V 1 Member Block Shear T5 120 Leg A325N 1.375 6 15.082 100.230 0.150 V 1 Bolt Tension Diagonal A325N 0.875 1 2.820 9.0740.311 V I Member Block Shear T6 100 Leg A325N 1.375 6 17.717 100.230 0.177 1/ 1 Bolt Tension Diagonal A325N 0.875 1 3.296 9.074 0.363 V 1 Member Block Shear T7 80 Leg A325N 1.375 6 20.362 100.230 0.203 V I Bolt Tension Diagonal A325N 0.875 1 3.861 12.098 0.319 V 1 Member Block Shear T8 60 Leg A325N 1.375 6 22.924 100.230 0.229 V 1 Bolt Tension Diagonal A325N 0.875 1 4.429 10.093 0.439 V 1 Member Block Shear T9 40 Leg A325N 1.500 6 25.572 119.282 0.214 1f 1 Bolt Tension Diagonal A325N 0.875 1 5.009 14.790 0.339 VVf 1 Member Bearing T10 20 Diagonal A325N 0.875 1 5.456 14.790 0.369 1 Member Bearing f Job Page tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 19 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 T.Baindur Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ (1)1'„ Ratio No. P„ ft ft ft in2 K K 4,13„ TI 195-180 1 3/4 15' 3'9 102.9 2.405 -16.098 49.938 0.322' K=1.00 V T2 180-160 2 1/4 20' 4' 85.3 3.976 -46.725 105.060 0.445' K=1.00 V T3 160-140 2 3/4 20'5/16" 4'1/16" 69.9 5.940 -67.719 186.965 0.362' K=1.00 V T4 140-120 3 1/4 265/16" 5'3/32" 73.9 8.296 -86.132 250.287 0.344' K=1.00 V T5 120-100 31/2 20'5/16" 5'3/32" 68.7 9.621 -105.254 306.707 0.343' K=1.00 V T6 100-80 3 1/2 20'5/16" 5'3/32" 68.7 9.621 -124.986 306.709 0.408' K=1.00 V T7 80-60 3 3/4 20'5/16" 5'3/32" 64.1 11.045 -145.550 368.084 0.395' K=1.00 V T8 60-40 41/4 20'5/16" 68-1/8" 75.4 14.186 -165.717 421.280 0.393' K=1.00 V T9 40-20 4 1/2 20'5/16" 68-1/8" 71.2 15.904 -187.487 493.992 0.380' K=1.00 V TIO 20-0 4 1/2 20'5/16" 68-1/8" 71.2 15.904 -209.336 493.989 0.424' K=1.00 V ' P„ /(0P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ d1P„ Ratio No. P„ ft ft ft int K K OP„ 1 TI 195- 180 L2x2x3/16 5'10-9/3 2'8-9/16' 92.0 0.715 -2.070 14.837 0.140' 2" K=1.11 f T2 180-160 L2x2x3/16 61/4" 29-3/16' 93.2 0.715 -3.185 14.669 0.217' K=1.11 V T3 160-140 L2x2x3/16 73-25/3 3'6-3/32' 110.1 0.715 -1.967 12.234 0.161 ' 2" K=1.03 V T4 140-120 L2x2x3/16 9'3-15/1 4'6-7/32' 137.6 0.715 -2.421 8.534 0.284' 6" K=1.00 4/ 15 120-100 L2 1/2x2 1/2x3/16 10'10-23 5'3-3/32' 127.5 0.902 -2.862 12.426 0.230' /32" K=1.00 V T6 100-80 L2 1/2x2 1/2x3/16 12'6-3/1 627/32" 147.2 0.902 -3.355 9.409 0.357' 6" K=1.00 V T7 80-60 L2 1/2x2 1/2x1/4 14'2-7/3 610-3/4' 168.5 1.190 -3.875 9.467 0.409' 2" K=1.00 "' Job Page tnxTower 98851.003.01 - PT Lake Tarboo, WA(BU#826843) 20 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Section Elevation Si=e L L„ Kl/r A P„ 4P„ Ratio No. P„ ft ft ft int K K 4,19„ T8 60-40 L3x3x3/16 16'5" 8'11/32" 161.6 1.090 -4.523 9.425 0.480' K=1.00 T9 40-20 L3 1/2x3 1/2x1/4 18'29/32 8'10-5/3 153.0 1.690 -5.086 16.320 0.312' 2" K=1.00 d T I 0 20-0 L3 1/2x3 1/2x1/4 19'9-1/8' 9'8-9/32' 167.5 1.690 -5.580 13.602 0.410' K=1.00 V ' P. /(I)P„controls Top Girt Design Data (Compression) Section Elevation Si=e L L„ Kl/r A P„ d1P„ Ratio No. P„ ft ft ft in? K K (i)P„ TI 195-180 L3x3x1/4 4'6" 4'4-1/4" 104.1 1.440 -0.590 26.363 0.022' K=1.18 ✓ T3 160-140 L2x2x3/16 4'6" 4'7/8" 124.0 0.715 -0.187 10.305 0.018' K=1.00 V ' P„ /tpP„controls Tension Checks Leg Design Data (Tension) Section Elevation Si_e L L„ Kl/r A P„ +P„ Ratio No. P„ ft ft ft in2 K K (i)P„ TI 195-180 1 3/4 15' 3'9" 102.9 2.405 13.393 108.238 0.124' V T2 180-160 2 1/4 20' 4' 85.3 3.976 41.768 178.924 0.233' V T3 160-140 2 3/4 20'5/16" 4'1/16" 69.9 5.940 59.758 267.281 0.224' V T4 140-120 3 1/4 20'5/16" 5'3/32" 73.9 8.296 74.997 373.310 0.201 ' V T5 120-100 3 1/2 20'5/16" 5'3/32" 68.7 9.621 90.493 432.951 0.209' V T6 100-80 3 1/2 20'5/16" 5'3/32" 68.7 9.621 106.300 432.951 0.246' V T7 80-60 3 3/4 20'5/16" 5'3/32" 64.1 11.045 122.173 497.010 0.246' V T8 60-40 41/4 20'5/16" 6'8-1/8" 75.4 14.186 137.543 638.381 0.215' V T9 40-20 41/2 20'5/16" 6'8-1/8" 71.2 15.904 153.433 715.694 0.214' Job Page tnxTower 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 21 of 22 B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle T.Baindur FAX:(918)295-0265 Section Elevation Sire L L„ Kl/r A P„ 4)P„ Ratio No. P„ ft ft ft int K K Vp„ V T10 20-0 41/2 20'5/16" 68-1/8" 71.2 15.904 169.103 715.694 0.236' V ' P„ /l4P„controls Diagonal Design Data (Tension) Section Elevation Sire L L„ Kl/r A P„ d1P„ Ratio No. P„ ft ft ft int K K gyp„ T1 195-180 L2x2x3/16 5'10-9/3 2'8-9/16 55.1 0.431 2.074 18.739 0.111 ' 2" V T2 180-160 L2x2x3/16 61/4" 2'9-3/16' 56.1 0.431 3.092 18.739 0.165' V T3 160-140 L2x2x3/16 73-25/3 3'6-3/32' 70.6 0.431 1.926 18.739 0.103' 2" V T4 140-120 L2x2x3/16 9'3-15/1 4'6-7/32' 90.2 0.431 2.370 18.739 0.126' 6" T5 120- 100 L2 1/2x2 1/2x3/16 10'10-23 5'3-3/32' 83.4 0.536 2.820 23.311 0.121 ' /32" V T6 100-80 L2 1/2x2 1/2x3/16 12'6-3/1 627/32" 96.0 0.536 3.296 23.311 0.141 ' 6" V T7 80-60 L2 1/2x2 1/2x1/4 142-7/3 610-3/4' 110.0 0.705 3.861 30.668 0.126' 2" V T8 60-40 L3x3x3/16 16'5" 8'11/32" 104.5 0.677 4.429 29.444 0.150' V T9 40-20 L3 I/2x3 1/2x1/4 1829/32 8'10-5/3 99.0 1.080 5.009 46.980 0.107' 2" V TI0 20-0 L3 1/2x3 1/2x1/4 19'9-1/8' 9'8-9/32' 108.3 1.080 5.456 46.980 0.11`6' V ' P. /4P„controls Top Girt Design Data (Tension) Section Elevation Sire L L„ Kl/r A F„ (i)P„ Ratio No. P„ ft ft ft in2 K K gyp„ T1 195-180 L3x3x1/4 4'6" 4'4-1/4" 56.2 1.440 0.591 46.656 0.013' V T3 160- 140 L2x2x3/16 4'6" 4'7/8" 83.9 0.431 0.115 18.739 0.006' V P„ I(1)P„controls i Page T tnxower Job g 98851.003.01 - PT Lake Tarboo, WA (BU#826843) 22 of 22 , B+T Group Project Date 1717 S.Boulder,Suite 300 15:33:52 01/27/16 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.:(918)295-0265 T.Baindur Section Capacity Table Section Elevation Component Size Critical P oPoe % Pass No. ft Type Element K K Capacity Fail Tl 195-180 Leg 1 3/4 1 -16.098 49.938 32.2 Pass T2 180-160 Leg 2 1/4 31 -46.725 105.060 44.5 Pass T3 160-140 Leg 2 3/4 64 -67.719 186.965 36.2 Pass T4 140-120 Leg 3 1/4 100 -86.132 250.287 34.4 Pass 15 120-100 Leg 3 1/2 127 -105.254 306.707 34.3 Pass T6 100-80 Leg 3 1/2 154 -124.986 306.709 40.8 Pass T7 80-60 Leg 3 3/4 181 -145.550 368.084 39.5 Pass T8 60-40 Leg 4 1/4 208 -165.717 421.280 39.3 Pass T9 40-20 Leg 4 1/2 229 -187.487 493.992 38.0 Pass T10 20-0 Leg 4 1/2 250 -209.336 493.989 42.4 Pass T1 195-180 Diagonal L2x2x3/16 7 -2.070 14.837 14.0 Pass 30.4(b) T2 180-160 Diagonal L2x2x3/16 35 -3.185 14.669 21.7 Pass 45.3(b) T3 160-140 Diagonal L2x2x3/16 70 -1.967 12.234 16.1 Pass 28.2(b) T4 140-120 Diagonal L2x2x3/16 103 -2.421 8.534 28.4 Pass 34.7(b) T5 120-100 Diagonal L2 1/2x2 1/2x3/16 130 -2.862 12.426 23.0 Pass 31.1(b) T6 100-80 Diagonal L2 1/2x2 1/2x3/16 158 -3.355 9.409 35.7 Pass 36.3(b) T7 80-60 Diagonal L2 1/2x2 1/2x1/4 185 -3.875 9.467 40.9 Pass T8 60-40 Diagonal L3x3x3/16 212 -4.523 9.425 48.0 Pass T9 40-20 Diagonal L3 1/2x3 1/2x1/4 233 -5.086 16.320 31.2 Pass 33.9(b) T10 20-0 Diagonal L3 1/2x3 1/2x1/4 254 -5.580 13.602 41.0 Pass Tl 195 180 Top Girt L3x3x1/4 4 -0.590 26.363 2.2 Pass T3 160-140 Top Girt L2x2x3/16 69 -0.187 10.305 1.8 Pass Summary Leg(T2) 44.5 Pass Diagonal 48.0 Pass (T8) Top Girt 2.2 Pass (T1) Bolt Checks 45.3 Pass RATING= 48.0 Pass Program Version 6.1.4.1 APPENDIX B BASE LEVEL DRAWING 1 o LEG B LEG A (PROPOSED) �.....,4 . (1) 1/2" TO 150 FT LEVEL (INSTALLED-TO BE REMOVED) (1) 1/2" TO 11:5,90 29 FT LEVEL (INSTALLED) (12) 1-5/8" TO 195 FT LEVEL CUMBING LADDER IN/ SAFETY CUMB LEG C 3USI \ ESS UNIT:826843 APPENDIX C ADDITIONAL CALCULATIONS 1) . 1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev.6.1 Site Data Reactions BU#: 826843 Eta Factor, q 0.55 Detail Type Site Name: PT Lake Tarboo,WA Uplift, Pu: 171 kips App#: 329708 Revision#2 Shear,Vu: 16 kips Anchor Rod Data lar: in Qty: 6 Mu =0.65*lar*Vu ft-kips Diam: 1.75 in Rod Material: A572 Gr.50 Strength (Fu): 65 ksi Anchor Rod Results: Yield (Fy): 50 ksi Max Rod (Cu+Vu/q): 33.3 Kips Design Axial, *Fu*Anet: 98.8 Kips *Rod Circle: in Anchor Rod Stress Ratio: 33.8% *e: in *#of Rods 1 or 2 If Applicable; Mu=Pu x e: ft-kips 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 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). (VARnv)2+[(1 J Rnt)+ (MARnm)12<= 1 ` ( T RflV= *0.45*FUb*Ab= kips :-`OA oa ET�r-�°-43- 6 (1)Rnt=b*Fu*Anel= kips N._,..--11 `",,.'' 4"�, a./ (14Rnm=4*Fy*Z= ft-kips Colo-ste-, r- Corc*ot3-\ SECTION A-A SECTION B-B Detail Type (a) Detail Type(b) i4= •gO 2= -au / ., } o of C� 6 � D4 � 4 I.3D X r Ncct aarrx: .F Grout 'Oo, Ct.-"-Z. �- rl.rcr5ra ` ..._ _ to I SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % -P.7-,.. S S (See Nota 1 below) Y1°O_sd Governing Stress Ratio: 33.8% Pass Figure 4-4 of TIA-222-G 98851 003 01 SST Anchor Rod Check For Rev G-Rev 6-1 091912 1 41 [PROJECT 826843 PT Lake Tarboo,WA ss _. B+T G R P [SUBJECT Pad Footing Analysis 1717 S. Boulder,Suite 300 74119 DATE 01/27/16 'I PAGE 1 OF 9 Tulsa,OK __. _._._. .Y..__._..-. (918)587-44630630 98851_003_01_SS Unit Base Unified(1 5)_Square_Rev F-G.xls B&T Proj.No.: 0 Combined Footing Foundation Analysis Design Loads: Saftev Factors Rev. Type: G Input factored loads Compression per leg(Pa) = 213.0 (k) Uplift S.F.(Conc.Wt.) = 1.25 Tension per leg(PT) = 171.0 (k) Uplift S.F.(Soil Wt.) = 2.00 Overturning Moment(M0) = 3,224.0 (k) Overturning S.F. = 1.50 Total Tower Horizontal Load = 31.0 (k-ft) Bearinging S.F. = 2.00 Tower+Appurtenances = 47.0 (k) Tower Information 1! Tower base width = 18.90 ft t Pad&Pier Dimensions/Properties: Plan View for Triangle or Square Tower Tower Shape(triangle or square) = T Pier Shape(round or square) = R Pier Diameter ( HP) = 4.00 (ft) i Pier height above grade( DA) = 0.50 (ft) Footing Width(WF) = 24.00 (ft) `1 Footing Thickness(HF) = 3.00 (ft) Depth to BOC(D) = 8.00 (ft) e 9.vr j N Concrete Strength(Pc) = 4.00 (ksi) Rebar Strength(Fy) = 60.00 (ksi) i Ultimate Load Factor = 1.30 Min.Cover over Rebar = 3.00 (in) Qty of footing Rebar(1 layer) = 28 I Size of footing Rebar = #8 (bar) 24.00 ft Qty of Vertical Rebar per Pier = 12 Total Overview Size of Pier Vertical Rebar = #8 (bar) 1 Qty of Rebar Ties per Pier = 24 1 Size of Pier Rebar Ties = #4 (bar) iiiiii -0. ^ ++� _i HF Soil Data: ' I a F Allowable Values Soil bearing = 3000 (psf) WF Soil bearing(ultimate) = 6000 (psf) Soil Cone for Uplift(0) = 29 (degrees) Cohesion(C) = 0.00 (ft) Top Soil to Neglect(N) = 1.50 (ft) Base Sliding(p) = 0.38 (ksf) Summary of Results Dry Soil Density(YDRY) = 120 (pcf) Overturing 57.86% Soil Bearing 55.04% Base Sliding 7.94% One way Shear 1.98% Punching Shear 14.27% 6 Pad Moment Capacity 22.94% Pier Moment Capacity 14.43% �.. I , • 1PROJECT 98851 002 01 PT Lake Tarboo,WA i B+T Group !SUBJECT Seismic Check 1717 S. Boulder,Suite 300 Tulsa,OK 74119 DATE 01/27/16 PAGE 1 OF 4 (918)587 4630 ..�__ _..�._.._. .�__.. _ ._. B+T GRP Seismic Base Shear Calculation (Compared to Wind Base Shear) Codes: Seismic: IBC 2012 Wind: TIA/EIA-222(See Tower Calcs for version of code) Tower Type(Guyed,SST, MP): SST Tower Height: 195.0 ft Wind Base Shear 31.0 kips (From tnxTower Output) Wind Moment 3224 k-ft (From tnxTower Output) Maximum Tower Weight(including appurtenances&ice): 47.0 kips Site Class D Table 1615.1.1(IBC) Seismic Category II Table 1604.5/1622.2.5(2)(IBC) Spectral Response Acceleration for Short Period(Ss) 1.169 Figure 1615(1)(IBC) Spectral Response Acceleration at 1.0 Second Period(51) 0.433 Figure 1615(2)(IBC) Importance Factor(Ie) 1.00 Table 1604.5(IBC) Monopole Self-Support Guyed Face WidthroP= 4.50 ft Face WidthBoT= 18.90 ft Number of Sections= 10 !Section Number Weight Elevation at Top Base,0 0 lb 0 ft 1 5500 lb 20 ft 2 5300 lb 40 ft 3 4200 lb 60 ft 4 3800 lb 80 ft 5 3000 lb 100 ft 6 2900 lb 120 ft 7 2300 lb 140 ft 8 1800 lb 160 ft 9 1300 lb 180 ft 10 800 lb 195 ft I' i 1 r 0 PROJECT 98851 002.01 J.17 B+T Group 1717 S. Boulder,Suite 300 SUBJECT (BU#817998)Seismic Check Tulsa,OK 74119 DATE ..� 01/27/16 L. PAGE 2 OF 4 B+T GRP (918)587-4630 Seismic Design Using: ASCE 7-10 Ss = 1.17 Fa = 1.0324 SMs= 1.207 SDs= 0.805 51 = 0.43 Fv= 0.367 SM1 = 0.159 SD1= 0.106 Site Class= D SITE COEFFICIENT, Fa SITE COEFFICIENT, Fv Site Class I 0.25 1 0.5 1 0.75 1 1 I 1.25 Site Class II 0.1 I 0.2 I 0.3 I 0.4 I 0.5 A 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 1.6 1.4 1.2 1.1 1.0 D 2.4 2.0 1.8 1.6 1.5 E2.5 1.7 1.2 0.9 0.9 E 3.5 3.2 2.8 2.4 2.4 p F II See Section 11.4.7 F See Section 11.4.7 Using ASCE 7-10 SEISMIC DESIGN CATEGORY BASED ON Sds Occupancy Category Table 15.4.-2 Value of Sds I or II I III I IV R= 3.00 Sds<0.167 A A A Telecommunication Towers: Qo= 1.50 0.167< Sds<0.33 B B C Cd= 3.00 0.33 <Sds<0.50 C C D 0.50< Sds D D D ` Approximate Fundamental Period ASCE 12.8.2.1 Ta= Ct(h_n)^x Ct= 0.02 SEISMIC DESIGN CATEGORY BASED ON Sdl = 1.044 SEC h_n = 195.00 FT Occupancy Category x= 0.75 Value of Sdl I or II I III I IV ASCE 12.8.2 Sdl<0.067 A A A T= Cu Ta Cu = 1.6 0.067<Sdl <0.133 B B C = 1.670 SEC 0.133<Sdl <0.20 C C D 0.20<Sdl D D D Seismic Design Category= D Approximated Period calculation is used per ASCE. COEFFICIENT FOR UPPER LIMIT ON Calculate Seismic Response Coefficient CALCULATED PERIOD Cs_< 0.044*S_ds*Ie ASCE 7-10 15.4-1 Value of Sdl I Coefficient Cu <_ 0.035 >=0.4 1.4 0.3 1.4 Cs= 5_ds S_ds= 0.805 ASCE 7-10 12.8-2 0.2 1.5 (R/I) R= 3.00 0.15 1.6 = 0.268 I= 1.00 <=0.1 1.7 Cs>_0.010 Cs<_ Sat ASCE 7-10 12.8-3 (T R/I) < 0.021 If S1>_0.6 then, CS= 0.035 Cs=E greater IPROJECT 98851.002.01 - PT Lake Tarboo,WA B+T Group I Ll."? _ 1717 S. Boulder, Suite 300 'SUBJECT Seismic Check Tulsa,OK 74119 DATE 01/27/16 j PAGE 3 OF 4 B+T GRP (918)587-4630 Equivalent Modal Analysis Procedure: Saz wz I f1 = 0.1144 F R SA= 0.1059 SDS= 0.8046 a(SA)2+b(Sds)2 a = 1.89(z/h)2 Sdz- [(SA)2+c(Sps)2)1/1 b= 26.4(z/h)5-44.5(z/h)4+27.0(z/h)3-8.14(z/h)2+ 1.22(z/h) l c= 4.48(z/h)5-7.16(z/h)4+6.41(z/h)3-3.23(z/h)2+0.64(z/h) R= 3.00 I= 1.00 Fundamental Frequency:TIA-222-G Sec 2.7.11 Monopole Self Support Guyed Tower f= Ks(wa) W1 h2 W1+W2 f= 0.114 T= 8.740 W1= 20.99 k W2= 3108.7 k Wa= 11.7 ft Wo= 18.90 ft W= 39.37 k KS= 4540 h = 195 ft Cs= 0.07217 V= 1.1 Qo= 1.50 k= 2.00 Load Comparison Load Type Wind Seismic Control Ratio Shear 31.0 2.84 Wind 10.91 Moment 3224.0 166.7 Wind 19.33 Since Wind controls by a factor greater than then()for this tower,all component overstrength design requirements are met under the wind analysis and design. • 1 k ' r PROJECT 98851 002 01- PT Lake Tarboo,WA B+T Group C SUBJECT Seismic Check 1717 S. Boulder, Suite 300 DATE 01/27/16 PAGE 4 OF 4 Tulsa,OK 74119 ... ._ _ B+T GRP (918)587-4630 Seismic Weight Table Vertical Distribution of Seismic Forces Equipment Tower Height Feed lines Load Weight Total Weight:w k w h^k Cvx Cs Fx Mx 0 ft 78 lbs 0 lbs 688 lbs 765 lbs 2.0000 0 0 0.0721667 0 0 5 ft 155 lbs 0 lbs 1375 lbs 1530 lbs 2.0000 38251.25 9.371E-05 0.0721667 0.0001059 0.00053 10 ft 155 lbs 0 lbs 1375 lbs 1530 lbs 2.0000 153005 0.0003748 0.0721667 0.0004238 0.00424 15 ft 155 lbs 0 lbs 1375 lbs 1530 lbs 2.0000 344261.25 0.0008433 0.0721667 0.0009535 0.0143 20 ft 155 lbs 0 lbs 1350 lbs 1505 lbs 2.0000 602020 0.0014748 0.0721667 0.0016674 0.03335 25 ft 155 lbs 0 lbs 1325 lbs 1480 lbs 2.0000 925031.25 0.0022661 0.0721667 0.0025621 0.06405 30 ft 155 lbs 0 lbs 1325 lbs 1480 lbs 2.0000 1332045 0.0032631 0.0721667 0.0036894 0.11068 35 ft 155 lbs 0 lbs 1325 lbs 1480 lbs 2.0000 1813061.25 0.0044415 0.0721667 0.0050216 0.17576 40 ft 155 lbs 0 lbs 1188 lbs 1343 lbs 2.0000 2148080 0.0052622 0.0721667 0.0059495 0.23798 45 ft 155 lbs 0 lbs 1050 lbs 1205 lbs 2.0000 2440226.25 0.0059779 0.0721667 0.0067587 0.30414 50 ft 155 lbs 0 lbs 1050 lbs 1205 lbs 2.0000 3012625 0.0073801 0.0721667 0.008344 0.4172 55 ft 155 lbs 0 lbs 1050 lbs 1205 lbs 2.0000 3645276.25 0.0089299 0.0721667 0.0100963 0.5553 60 ft 155 lbs 0 lbs 1000 lbs 1155 lbs 2.0000 4158180 0.0101864 0.0721667 0.0115169 0.69101 65 ft 155 lbs 0 lbs 950 lbs 1105 lbs 2.0000 4668836.25 0.0114374 0.0721667 0.0129312 0.84053 70 ft 155 lbs 0 lbs 950 lbs 1105 lbs 2.0000 5414745 0.0132647 0.0721667 0.0149972 1.0498 75 ft 155 lbs 53 lbs 950 lbs 1158 lbs 2.0000 6512321.25 0.0159534 0.0721667 0.0180371 1.35278 80 ft 155 lbs 13 lbs 850 lbs 1018 lbs 2.0000 6516633.6 0.015964 0.0721667 0.0180491 1.44392 85 ft 155 lbs 0 lbs 750 lbs 905 lbs 2.0000 6538986.25 0.0160187 0.0721667 0.018111 1.53943 90 ft 155 lbs 0 lbs 750 lbs 905 lbs 2.0000 7330905 0.0179587 0.0721667 0.0203043 1.82739 95 ft 155 lbs 0 lbs 750 lbs 905 lbs 2.0000 8168076.25 0.0200096 0.0721667 0.022623 2.14919 100 ft 155 lbs 0 lbs 738 lbs 893 lbs 2.0000 8925500 0.0218651 0.0721667 0.0247209 2.47209 105 ft 155 lbs 0 lbs 725 lbs 880 lbs 2.0000 9702551.25 0.0237686 0.0721667 0.0268731 2.82167 110 ft 155 lbs 0 lbs 725 lbs 880 lbs 2.0000 10648605 0.0260862 0.0721667 0.0294933 3.24427 115 ft 155 lbs 0 lbs 725 lbs 880 lbs 2.0000 11638661.3 0.0285116 0.0721667 0.0322355 3.70708 120 ft 155 lbs 0 lbs 650 lbs 805 lbs 2.0000 11592720 0.028399 0.0721667 0.0321082 3.85299 125 ft 155 lbs 0 lbs 575 lbs 730 lbs 2.0000 11407031.3 0.0279441 0.0721667 0.0315939 3.94924 130 ft 155 lbs 0 lbs 575 lbs 730 lbs 2.0000 12337845 0.0302244 0.0721667 0.034172 4.44236 135 ft 155 lbs 0 lbs 575 lbs 730 lbs 2.0000 13305161.3 0.032594 0.0721667 0.0368512 4.97491 140 ft 155 lbs 0 lbs 513 lbs 667 lbs 2.0000 13080305 0.0320432 0.0721667 0.0362284 5.07198 145 ft 155 lbs 0 lbs 450 lbs 605 lbs 2.0000 12713291.9 0.0311441 0.0721667 0.0352119 5.10572 150 ft 155 lbs 65 lbs 450 lbs 670 lbs 2.0000 15068385 0.0369135 0.0721667 0.0417348 6.26021 155 ft 155 lbs 0 lbs 450 lbs 605 lbs 2.0000 14527316.9 0.035588 0.0721667 0.0402362 6.23661 160 ft 133 lbs 0 lbs 388 lbs 521 lbs 2.0000 13337280 0.0326727 0.0721667 0.0369401 5.91042 165 ft 112 lbs 0 lbs 325 lbs 437 lbs 2.0000 11905492.5 0.0291652 0.0721667 0.0329745 5.4408 170 ft 112 lbs 0 lbs 325 lbs 437 lbs 2.0000 12637970 0.0309596 0.0721667 0.0350033 5.95056 175 ft 112 lbs 0 lbs 325 lbs 437 lbs 2.0000 13392312.5 0.0328075 0.0721667 0.0370926 6.4912 180 ft 131 lbs 0 lbs 296 lbs 427 lbs 2.0000 13829940 0.0338796 0.0721667 0.0383047 6.89484 185 ft 150 lbs 0 lbs 267 lbs 416 lbs 2.0000 14251290 0.0349118 0.0721667 0.0394717 7.30226 190 ft 150 lbs 0 lbs 267 lbs 416 lbs 2.0000 15032040 0.0368244 0.0721667 0.0416341 7.91048 195 ft 75 lbs 2111 lbs 133 lbs 2319 lbs 2.0000 88176172.5 0.2160077 0.0721667 0.2442207 47.623 200 ft 0 lbs 373 lbs 0 lbs 373 lbs 2.0000 14936000 0.0365892 0.0721667 0.0413681 8.27362 205 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 210 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 215 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 220 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 225 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 230 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 235 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 240 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 245 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 250 ft 0 lbs 0 lbs 0 lbs 0 lbs 2.0000 0 0 0.0721667 0 0 39374 lbs 408208437 1 0.0721667 1.13 166.748 s t PROJECT 98851.002.01 PT Lake Tarboo,WA B+T Group SUBJECT Seismic Check 1717 S. Boulder, Suite 300 , � E Tulsa =DATE 01/27/16PAGE 5 OF 5 (918),587-4630OK74119 B+T GRP Equipment Tower Height Feed lines Load Weight Total Weight:w k w h^k Cvx Cs Fx Mx 255 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 260 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 265 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 270 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 275 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 280 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 285 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 290 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 295 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 300 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 305 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 310 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 315 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 320 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 325 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 330 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 335 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 340 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 345 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 350 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 355 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 360 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 365 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 370 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 375 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 380 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 385 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 390 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 395 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 400 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 405 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 410 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 415 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 420 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 425 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 430 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 435 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 440 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 445 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 450 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 455 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 460 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 465 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 470 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 475 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 480 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 485 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 490 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 495 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 500 ft 0 0 0 0 2.0000 0 0 0.07217 0 0 M/2a2416, • Search Results for Map .. .,....,..4MFWVIWITilkigt4A4ANMOS:AteMIF,44- 541t004;04Wfl$11 f Applied Technology Council: - i W/NDSPE D BYLOCATION ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search ResultsCanad; ALBERTA Query Date: Tue Jan 26 2016 • €, COLLUMBIA SASKATCHEWAN Latitude:47.9213 Longitude:-122.8581 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): lite Risk Category I: 100 o NOR Risk Category II: 110 WASHINGTON MONTANA OAK; Risk Category III-IV: 115 u MRI**10-Year: 72 oREGor< OAK; MRI**25-Year: 79 IDAHO WYOMING MRI**50-Year:85 NEB MRI**100-Year: 91 NEVADA United St UTAH COLORADO ASCE 7-05 Windspeed: San Fr9ncisco 85(3-sec peak gust in mph) ASCE 7-93 Windspeed: Go:, je cALrcaiiNtA oLes Vegas p g -__-- Map data©2016 Google,INEGI 72 (fastest mile in mph) - 'Miles per hour "Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. n 0 Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 http://wi ndspeed.atcounci I.org/i ndex.php?option=com_content&view=article&id=10&dec=1&latitude=47.921278&longitude=-122.858142&risk_category_i=100&r... 1/1