Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (71)
M � RECEIVED =fp B+T GRP Date: June 03, 2019 SEP 3 2019 Kent Nowak CITY OF TIGARD B+T Group Crown Castle BUILDING DIVISION 1717 S Boulder Ave, Suite 300 2055 S Stearman Dr Tulsa, OK 74119 Chandler, AZ 85286 (918) 587-4630 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PR77 Carrier Site Name: SCHOLLS & 125TH Crown Castle Designation: Crown Castle BU Number: 856366 Crown Castle Site Name: SCHOLLS & 125TH Crown Castle JDE Job Number: 557932 Crown Castle Work Order Number: 1745853 Crown Castle Order Number 479127 Rev. 0 Engineering Firm Designation: B+T Group Project Number 111442.002.01 Site Data: 12655-A SOUTHWEST NORTH DAKOTA STREET, TIGARD,Washington County, OR Latitude 45°26'32.07", Longitude-122°48'16.2" 55 Foot-Monopole Dear Kent Nowak, B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. 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: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 120 mph as required by the 2014 Oregon Structural Specialty Code (OSSC). Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Sathish Mamidi OFFICE v Respectfully submitted by: B+T Engineering, Inc. CI OF TIGARD EV'IEtWED FOR CODE COMPLIANCE S�RUGTURq< Ep PROF Approved: I �,� �� OTC: I l .. 907. PE T- ...., Permit#: 1214142a16.01.9 C)0 . 1113 "p OR Address: ��S ntdr-l-� <�o-i'c.. ST Suite#: °3/o8/,,e 2O Date:q _J3 yN y � Br W. KE0- • Expires: 6/30/2019 John W. Kelly, P.E. tnxTower Report-version 8.0.5.0 June 03, 2019 . - 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 111442.002.01, Order 479127, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration 3)ANALYSIS PROCEDURE Table 2 -Documents Provided 2.1)Analysis Method 2.2)Assumptions 4)ANALYSIS RESULTS Table 3 -Section Capacity (Summary) Table 4—Tower Component Stresses vs. Capacity- LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.5.0 June 03. 2019 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 111442.002.01, Order 479127, Revision 0 Page 3 1) INTRODUCTION This tower is a 55 ft. Monopole designed by Valmont in July of 1996. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-E. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 120 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 30 mph Seismic Ss: 0.967 Seismic S1: 0.424 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Size Level (ft.) Elevation Antennas Manufacturer Lines (in) (ft-) 3 Alcatel Lucent RRH2X40-07L-AT 3 I Commscope CBC23SR-43 - LL3 Commscope ION-M23 SDARS 52.0 3 Kmw Comm. EPBQ-652L8H8 j 3 Nokia AHNA_CCIV2 1 Raycap DC9-48-60-24-8C-EV 6 7/8 52.0 1 – Side Arm Mount LSO 701-3] 7 3 /4 51.0 1 Raycap ' DC6-48-60-18-8F 49.0 1 Raycap DC6-48-60-18-8F 48.0 1 Alcatel Lucent B25 RRH4X30 47.0 1 Alcatel Lucent B25 RRH4X30 pii:6------T 1 1 Alcatel Lucent B25 RRH4X30 1 i 48.0 3 Alcatel Lucent B66A RRH4X45 1— 3 i Xmw Comm. i EPBQ-652L8H8 J 3 1-5/8 45.0 45.0 1 – Shia Arm Mount SO 701-3 7/8 37.0 6 Andrew I ETB19G8-12UB 3)ANALYSIS PROCEDURE Table 2 -Documents Provided Document Remarks Reference Source Online Order Information AT&T Mobility Co-Locate, Rev#0 479127 ;CCI Sites Tower Manufacturer Drawing Valmont, Order No. 13628-96 5239297 ;CCI Sites Foundation Drawing Valmont, Order No. 13628-96 4304674 ;CCI Sites. Geotech Report Redmond&Associates, Project No. 110.051.G 4304673 ;CCI Sites Antenna Configuration I Crown CAD Package Date: 05/22/2019 JCCI Sites tnxTower Report-version 8.0.5.0 June 03, 2019 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 111442.002.01, Order 479127, Revision 0 Page 4 ' 2.1) Analysis Method tnxTower(version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 2.2) Assumptions 1) The tower and structures were built and have been maintained in accordance with the manufacturer's specification. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Mount areas and weights are assumed based on photographs provided. 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 3-Section Capacity (Summary) Section Component Critical SF*P_allow No. Elevation(ft) Type Size Element P(K) (K) Capacity Pass/Fail L1 55-31 Pole TP16.175x11.375x0.188 I 1 -3.060 570.651 24.7 Pass L2 31 -0 Pole TP22x15.2x0.188 2 -5.420 ± 808.924 58.4 ; Pass Summary; Pole(L2) 58.4 = Pass I I I I I Rating= 58.4 i Pass Table 4-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation % Capacity Pass/Fail 1 Anchor Rods Base 37.1 Pass 1 Base Plate I Base I 61.5 I Pass i 1 Base Foundation(Structure) Base I 86.9 Pass 1 Base Foundation (Soil Interaction) ( Base 1 23.5 I Pass Structure Rating (max from all components)= 86.9% Notes: 11 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.0.5.0 APPENDIX A TNXTOWER OUTPUT 55.0 ft rMATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 2.00 in ice.Ice is considered to increase gyp;, in thickness with height. 5. Deflections are based upon a 60 mph wind. o 0. o 6. Tower Risk Category II. r o 1.®rl 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TIA-222-H Annex S 9. TOWER RATING:58.4% !22 31.06 O O aOa N O 4, N ALL REACTIONS ARE FACTORED Il�il AXIAL 13K SHEARMOMENT 1 K 22 kip-ft TORQUE 0 kip-ft 30 mph WIND-2.000 in ICE AXIAL 5K SHEAR I \MOMENT 6 K / 229 kip-ft 0.0 ft TORQUE 0 kip ft N REACTIONS-120 mph WIND F'i c ` C Y Q m C z H N g m (1 i J B+T Group Job 111442.002.01-SCHOLLS&125TH,OR(BU#856361 =� 1717 S Boulder Ave, Suite 300 Project El`T < ' Tulsa, OK 74119 cue�t..Crown Castle Sampath APP'S Phone:(918)587-4630 Code:TIA-222-H Date:05/30/19 Scale: NTS FAX:(918)295-0265 Path:ty Dwg No.E-1 TIA-222-H - 120 mph/30 mph 2.000 in Ice Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear(K) - ---- ------------- Global Mast Moment(kip-ft) 0 5 10 0 50 100 150 200 250 55.001 _.. 55.000 I I 1 i 31.000 J L L 1 L L J_L J_L__L _L J__J_L__L__L__1___ ___1__1 31.000 1 z 0 t: 03 W \I I I i Y I 0 5 10 0 50 100 150 200 250 B+T Group Job 111442.002.01-SCHOLLS& 125TH, OR(BU#856361 �j 1717 S Boulder Aye,Suite 300 proles: Tulsa, OK 74119 Client Crown Castle Drawn by.Sampath APP.d: Elt..1" CoPhone:(918)587-4630 Code. TIA-222-H Date:05/30/19 Scale: NTS FAX:(918)295-0265 Path: Drag Na'E-4 TIA-222-H - Service - 60 mph Maximum Values Deflection (in) Tilt(deg) Twist(deg) 0 5 10 0 0.5 1 0 0.05 0.1 55.1 / 1 1 I 155.000 ' 1 1 1 1 1 1 I 1 1 1 1 I 1 I I I I 1 I I I I I i 1 I I 1 1 1 1 1 1 1 1 1 1 • 1 1 1 1 1 1 1 I I 1 ' I I 1 / I 1 1 1 i I I I I I I I I I I I I I I I 1 I I I I I I I I II I 1 I I 1 i 1 1 1 1 I 1 1 1 I 1 1 II I 1 1 1 I 1 I I 1 1 1 1 I I I I 1 I 1 1 I 1 1 I 1 1 III 1 II 1 1 I 1 I I I I 1 ! I I 1 I 1 I 1 1 1 1 1 1 I I 11 , 1 1 I I 1 I 1 1 1 1 1 II 1 31.00Q L 1 J 1 I 1 I 1 1 I L I 1 I I ( I I,1.000 v ,, 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 C 1 1 1 1 1 1 I 1 I I I I 1 1 1 1 0 I 1 1 I I I I 1 1 1 I I 1 1 1 Cs i i 1 1 1 I I t 1 1 1 I I I II > ' ' I 1 I 1 1 1 1 1 I 1 1 1 I I i 1 1 d , 1 1 1 I 1 1 i 1 i 1 i 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 ' 1 1 1 1 I 1 1 1 I 1 1 1 1 I 1 I 1 I 1 1 1 I 1 1 1 1 1 I 1 I 1 1 1 I 1 1 I I 1 I 1 1 I 1 1 1 1 1 I I I 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 i 1 1 1 1 1 1 I I I I I I I I ' 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 I I I I 1 1 I I 1 I 1 1 1 1 1 I 1 1 ! 1 1 1 1 I I I I 1 1 1 1 I I 1 1 1 I 1 I 1 I 1 1 1 i I ! i I I I I 1 I 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 III , 1 1 1 1 I I 1 1 1 1 1 ! 1 1 1 1 II 1 1 1 1 1 1 1 1 1 II 1 I I I I 1 1 1 1 ! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ! 1 1 1 1 1 1 1 11 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.0.. I 1 1 1 I I I I '.000 0 5 10 0 0.5 1 0 0.05 0.1 B+T Group 'ob 111442.002.01-SCHOLLS& 125TH, OR(BU#856361 c�� 1717 S Boulder Ave, Suite 300 Project: g-T CEat=s Tulsa,OK 74119 client.Crown Castle Drawn by-Sampath AP": Phone:(918)587-4630 Code:TIA-222-H _ Date:05/30/19 sc81e' NTS FAX:(918)295-0265 Path: - - ._ ,, _�No.E-5 Feed Line Distribution Chart 0' -55' Round Flat App In Face App Out Face Truss Leg 55.000 Face A Face B Face C 55000 52.000 52.000 _---- - _-__ 45.000 45.000 _ 31.000 31.000- VNO./ m a w w 45 O w e v W at M M w -€ + CO m m m D' (~N� m U S IL N Q 0 LL 0. m III 8 1 >t a-. w j el- 33' 53 :Fe m - eo LL Q 0 ✓ 6:--, 0.000 IJIB O OQO $+T Group j=' Job: °b111442.002.01-SCHOLLS&125TH,OR(BU#85636 � 1717 S Boulder Ave,Suite 300 Project: s.-r c;Fzr> Tulsa,01(74119 client.Crown Castle Drawn bY:Sampath APP'd: Phone:(918)587-4630 Code:TIA-222-H Date:05/30/19 ale: NTS FAX:(918)295-0265 Path: .-..�.�_._-..�---, --- —-_„.„..,.m.... No.E_7 Page I'm-Tower 1ob111442.002.01 -SCHOLLS & 125TH, OR ( BU#856366) 1 of 14 B+T Group Project Date • 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Washington County,Oregon. Tower base elevation above sea level:237.000 ft. Basic wind speed of 120 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height:0.000 ft. Nominal ice thickness of 2.000 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.000°F. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used:Kes(Fw)=0.95,Kes(ti)=0.85. 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 Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification I Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 'I Bypass Mast Stability Checks V Consider Feed Line Torque Always Use Max Kz V Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile V Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component V Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Page tnxTower Job 111442.002.01 -SCHOLLS& 125TH, OR ( BU#856366) 2 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by ' Phone:(918)587-4630 Crown Castle Sampath FAX:(918)295-0265 Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 55.000-31.000 24.000 3.000 12 11.375 16.175 0.188 0.750 A572-65 (65 ksi) L2 31.000-0.000 34.000 12 15.200 22.000 0.188 0.750 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area mYSf I r C I/C J IdQ w w/t in in2 in4 inin in3 in' in2 in LI 11.710 6.754 107.905 4.005 5.892 18.313 218.645 3.324 2.546 13.579 16.679 9.652 314.909 5.724 8.379 37.585 638.091 4.751 3.832 20.439 L2 16.291 9.064 260.737 5.374 7.874 33.115 528.323 4.461 3.571 19.046 22.710 13.169 799.760 7.809 11.396 70.179 1620.530 6.482 5.394 28.765 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt - (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 1 1 1 55.000-31.000 L2 1 1 1 31.000-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter To,qur ft in in klf Calculation ********** LDF5-50A(7/8) C No Surface Ar 52.000- 6 2 -0.200 1.090 0.000 (E) (CaAa) 0.000 -0.120 WR-VG86ST-BRD(3/4) C No Surface Ar 52.000- 2 2 -0.060 0.795 0.001 (E) (CaAa) 0.000 -0.010 12 PAIR(3/8) C No Surface Ar 52.000- 3 3 -0.300 0.400 0.000 (2P(3/8)+1E(5/16)) (CaAa) 0.000 -0.230 ********** Feed Line/Linear Appurtenances - Entered As Area _ Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft felt klf Calculation 12 PAIR(3/8) B No No Inside Pole 52.000-0.000 1 No Ice 0.000 0.000 Page tnxTower aver .1ob111442.002.01 -SCHOLLS & 125TH, OR ( BU#856366) 3 of 14 B+T Group Project Date - 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft f2/,fit klf Calculation (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 WR-VG86ST-BRD( B No No Inside Pole 52.000-0.000 3 No Ice 0.000 0.001 3/4) 1/2"Ice 0.000 0.001 (P) 1"Ice 0.000 0.001 2"Ice 0.000 0.001 WR-VG86ST-BRD( B No No Inside Pole 52.000-0.000 2 No Ice 0.000 0.001 3/4) 1/2"Ice 0.000 0.001 (E) 1"Ice 0.000 0.001 2"Ice 0.000 0.001 2"Rigid Conduit B No No Inside Pole 52.000-0.000 1 No Ice 0.000 0.003 (E) 1/2"Ice 0.000 0.003 I"Ice 0.000 0.003 2"Ice 0.000 0.003 ********** AVA7-50(1-5/8) B No No Inside Pole 45.000-0.000 3 No Ice 0.000 0.001 - (P) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 LDF5-50A(7/8) B No No Inside Pole 45.000-0.000 6 No Ice 0.000 0.000 - (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 ********** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CgAA CAAA Weight Section Elevation In Face Out Face ft le 1t2 f 2 f2 K Ll 55.000-31.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.179 C 0.000 0.000 10.437 0.000 0.071 L2 31.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.306 C 0.000 0.000 15.407 0.000 0.105 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft' le K L 1 55.000-31.000 A 1.743 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.179 C 0.000 0.000 40.495 0.000 0.558 L2 31.000-0.000 A 1.571 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.306 C 0.000 0.000 59.778 0.000 0.823 Page tnxTower Job 111442.002.01 -SCHOLLS& 125TH, OR ( BU#856366) 4 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sampath FAX. (918)295-0265 p Feed Line Center of Pressure Section Elevation CPx CPz CPX CPZ Ice Ice ft in in in in L1 55.000-31.000 0.655 2.079 0.830 2.546 L2 31.000-0.000 0.745 2.366 1.034 3.170 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K K Section Record No. Segment Elev. No Ice Ice - - L 1 3 LDFS-50A(7/8) 31.00-52.00 1.0000 1.0000 L1 4 WR-VG86ST-BRD(3/4) 31.00-52.00 1.0000 1.0000 LI 5 12 PAIR(3/8) 31.00-52.00 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement C.,A, CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° fi ft2 ft' K ft ft EPBQ-652L8H8 w/Mount A From Leg 2.000 0.000 52.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 (E) 0.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 EPBQ-652L8H8 w/Mount B From Leg 2.000 0.000 52.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 (E) 0.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 EPBQ-652L8H8 w/Mount C From Leg 2.000 0.000 52.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 (E) 0.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 B25 RRH4X30 A From Leg 2.000 0.000 52.000 No Ice 2.200 1.742 0.055 (E) 0.000 1/2"Ice 2.393 1.920 0.075 -7.000 1"Ice 2.593 2.106 0.099 2"Ice 3.015 2.501 0.156 B25 RRH4X30 B From Leg 2.000 0.000 52.000 No Ice 2.200 1.742 0.055 - (E) 0.000 1/2"Ice 2.393 1.920 0.075 -5.000 1"Ice 2.593 2.106 0.099 2"Ice 3.015 2.501 0.156 Page tnxTower Job 111442.002.01 - SCHOLLS & 125TH, OR ( BU#856366) 5 of 14 B+T Group Project Date - 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fia fl2 K ft ft B25 RRH4X30 C From Leg 2.000 0.000 52.000 No Ice 2.200 1.742 0.055 (E) 0.000 1/2"Ice 2.393 1.920 0.075 -4.000 1"Ice 2.593 2.106 0.099 2"Ice 3.015 2.501 0.156 DC6-48-60-18-8F C From Leg 2.000 0.000 52.000 No Ice 1.212 1.212 0.033 (E) 0.000 1/2"Ice 1.892 1.892 0.055 -3.000 1"Ice 2.105 2.105 0.080 2"Ice 2.570 2.570 0.138 DC6-48-60-18-8F C From Leg 2.000 0.000 52.000 No Ice 1.212 1.212 0.033 (E) 0.000 1/2"Ice 1.892 1.892 0.055 -1.000 1"Ice 2.105 2.105 0.080 2"Ice 2.570 2.570 0.138 RRH2X40-07L-AT A From Leg 2.000 0.000 52.000 No Ice 2.562 1.358 0.052 (P) 0.000 1/2"Ice 2.773 1.530 0.071 - 0.000 1"Ice 2.992 1.709 0.093 2"Ice 3.452 2.087 0.146 RRH2X40-07L-AT B From Leg 2.000 0.000 52.000 No Ice 2.562 1.358 0.052 (P) 0.000 1/2"Ice 2.773 1.530 0.071 0.000 I"Ice 2.992 1.709 0.093 2"Ice 3.452 2.087 0.146 RRH2X40-07L-AT C From Leg 2.000 0.000 52.000 No Ice 2.562 1.358 0.052 (P) 0.000 1/2"Ice 2.773 1.530 0.071 0.000 1"Ice 2.992 1.709 0.093 2"Ice 3.452 2.087 0.146 CBC23SR-43 A From Leg 2.000 0.000 52.000 No Ice 0.417 0.145 0.005 (P) 0.000 1/2"Ice 0.500 0.202 0.009 0.000 1"Ice 0.590 0.266 0.013 2"Ice 0.792 0.420 0.026 CBC23SR-43 B From Leg 2.000 0.000 52.000 No Ice 0.417 0.145 0.005 (P) 0.000 1/2"Ice 0.500 0.202 0.009 0.000 1"Ice 0.590 0.266 0.013 2"Ice 0.792 0.420 0.026 CBC23SR-43 C From Leg 2.000 0.000 52.000 No Ice 0.417 0.145 0.005 (P) 0.000 1/2"Ice 0.500 0.202 0.009 0.000 1"Ice 0.590 0.266 0.013 2"Ice 0.792 0.420 0.026 ION-M23 SDARS A From Leg 2.000 0.000 52.000 No Ice 1.838 1.764 0.048 (P) 0.000 1/2"Ice 2.051 1.975 0.063 0.000 1"Ice 2.270 2.193 0.082 2"Ice 2.731 2.650 0.128 ION-M23 SDARS B From Leg 2.000 0.000 52.000 No Ice 1.838 1.764 0.048 (P) 0.000 1/2"Ice 2.051 1.975 0.063 0.000 1"Ice 2.270 2.193 0.082 2"Ice 2.731 2.650 0.128 ION-M23 SDARS C From Leg 2.000 0.000 52.000 No Ice 1.838 1.764 0.048 (P) 0.000 1/2"Ice 2.051 1.975 0.063 0.000 1"Ice 2.270 2.193 0.082 2"Ice 2.731 2.650 0.128 - AHNA_CCIV2 A From Leg 2.000 0.000 52.000 No Ice 1.331 0.608 0.034 (P) 0.000 1/2"Ice 1.475 0.716 0.045 0.000 1"Ice 1.626 0.832 0.058 2"Ice 1.952 1.085 0.091 AHNA_CCIV2 B From Leg 2.000 0.000 52.000 No Ice 1.331 0.608 0.034 (P) 0.000 1/2"Ice 1.475 0.716 0.045 0.000 1"Ice 1.626 0.832 0.058 2"Ice 1.952 1.085 0.091 AHNA_CCIV2 C From Leg 2.000 0.000 52.000 No Ice 1.331 0.608 0.034 inXrra��<� Job Page j 111442.002.01 -SCHOLLS& 125TH, OR ( BU#856366) 6 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft (P) 0.000 1/2"Ice 1.475 0.716 0.045 0.000 I"Ice 1.626 0.832 0.058 2"Ice 1.952 1.085 0.091 DC9-48-60-24-8C-EV A From Leg 2.000 0.000 52.000 No Ice 2.737 4.785 0.026 (P) 0.000 1/2"Ice 2.963 5.065 0.063 0.000 1"Ice 3.196 5.352 0.104 2"Ice 3.684 5.948 0.200 Side Arm Mount[SO 701-3] C None 0.000 52.000 No Ice 2.830 2.830 0.195 (E) 1/2"Ice 3.920 3.920 0.237 1"Ice 5.010 5.010 0.279 2"Ice 7.190 7.190 0.363 ********** EPBQ-652L8H8 w/Mount A From Leg 2.000 0.000 45.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 (E) 0.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 _ EPBQ-652L8H8 w/Mount B From Leg 2.000 0.000 45.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 (E) 0.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 - EPBQ-652L8H8 w/Mount C From Leg 2.000 0.000 45.000 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 (E) 0.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 B66A RRH4X45 A From Leg 2.000 0.000 45.000 No Ice 2.580 1.630 0.057 (E) 0.000 1/2"Ice 2.794 1.811 0.077 3.000 1"Ice 3.015 1.999 0.101 2"Ice 3.479 2.396 0.158 B66A RRH4X45 B From Leg 2.000 0.000 45.000 No Ice 2.580 1.630 0.057 (E) 0:000 1/2"Ice 2.794 1.811 0.077 3.000 1"Ice 3.015 1.999 0.101 2"Ice 3.479 2.396 0.158 B66A RRH4X45 C From Leg 2.000 0.000 45.000 No Ice 2.580 1.630 0.057 (E) 0.000 1/2"Ice 2.794 1.811 0.077 3.000 1"Ice 3.015 1.999 0.101 2"Ice 3.479 2.396 0.158 - (2)ETB 19G8-12UB A from Leg 2.00.000-- ___45.000 -__.-No Ice 0.909 ----0.424 0.020 1 _' (E) 0.000 1/2"Ice 1.038 0.528 0.027 -8.000 1"Ice 1.176 0.639 0.035 2"Ice 1.472 0.883 0.058 (2)ETB19G8-12UB C From Leg 2.000 0.000 45.000 No Ice 0.909 0.424 0.020 (E) 0.000 1/2"Ice 1.038 0.528 0.027 -8.000 1"Ice 1.176 0.639 0.035 2"Ice 1.472 0.883 0.058 (2)ETBI9G8-12UB B From Leg 2.000 0.000 45.000 No Ice 0.909 0.424 0.020 (P) 0.000 1/2"Ice 1.038 0.528 0.027 -8.000 1"Ice 1.176 0.639 0.035 2"Ice 1.472 0.883 0.058 Side Ann Mount[SO 701-3] C None 0.000 45.000 No Ice 2.830 2.830 0.195 (E) 1/2"Ice 3.920 3.920 0.237 - 1"Ice 5.010 5.010 0.279 2"Ice 7.190 7.190 0.363 ********** ********** Page tnxTower Job Page -SCHOLLS & 125TH, OR ( BU#856366) 7 of 14 B+T Group Project Date I717SBoulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+I.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+I.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 411 .Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 de•-Service Maximum Member Forces Page tnxTower Job 111442.002.01 -SCHOLLS& 125TH, OR ( BU#856366) 8 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX. (918)295-0265 Sampath Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Ll 55-31 Pole Max Tension 36 0.000 -0.000 0.000 Max.Compression 26 -8.493 0.454 -0.141 Max.Mx 20 -3.060 54.143 -0.043 Max.My 14 -3.111 0.106 -46.913 Max.Vy 20 -4.099 54.143 -0.043 Max.Vx 14 3.454 0.106 -46.913 Max.Torque 7 0.343 L2 31-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -12.933 0.473 -0.947 Max.Mx 20 -5.420 228.933 -0.160 Max.My 14 -5.423 0.111 -191.005 Max.Vy 20 -6.153 228.933 -0.160 Max.Vx 14 5.029 0.111 -191.005 Max.Torque 5 0.296 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. - Pole Max.Vert 35 12.933 0.465 -0.266 Max.H, 21 4.071 6.146 -0.000 Max.H, 2 5.427 -0.000 5.024 Max.M, 2 190.702 -0.000 5.024 Max.M. 8 228.727 -6.146 0.000 Max.Torsion 5 0.295 -2.549 4.351 Min.Vert 13 4.071 -2.549 -4.351 Min.H, 8 5.427 -6.146 0.000 Min.H, 14 5.427 0.000 -5.024 Min.M, 14 -191.005 0.000 -5.024 Min.M, 20 -228.933 6.146 -0.000 Min.Torsion 17 -0.295 2.549 -4.351 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 4.523 0.000 0.000 0.123 0.082 0.000 1.2 Dead+1.0 Wind 0 deg-No 5.427 0.000 -5.024 -190.702 0.094 -0.141 Ice 0.9 Dead+1.0 Wind 0 deg-No 4.071 0.000 -5.024 -189.589 0.067 -0.141 Ice 1.2 Dead+1.0 Wind 30 deg-No 5.427 2.549 -4.351 -165.136 -97.327 -0.295 Ice 0.9 Dead+1.0 Wind 30 deg-No 4.071 2.549 -4.351 -164.177 -96.763 -0.295 - Ice 1.2 Dead+1.0 Wind 60 deg-No 5.427 5.322 -3.036 -112.247 -198.024 -0.135 Ice 0.9 Dead+1.0 Wind 60 deg-No 4.071 5.322 -3.036 -111.617 -196.868 -0.135 - Ice 1.2 Dead+1.0 Wind 90 deg-No 5.427 6.146 -0.000 0.143 -228.727 -0.115 Ice Page tnxTower )ob111442.002.01 - SCHOLLS & 125TH, OR ( BU#856366) 9 of 14 B+T Group Project Date - 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sampath FAX:(918)295-0265 Load Vertical Shears Shear, Overturning Overturning Torque Combination Moment,Al,, Moment,A K K K kip-ft kip-ft kip-.11 0.9 Dead+1.0 Wind 90 deg-No 4.071 6.146 -0.000 0.104 -227.389 -0.116 Ice 1.2 Dead+1.0 Wind 120 deg- 5.427 4.415 2.512 95.570 -168.630 -0.229 No Ice 0.9 Dead+1.0 Wind 120 deg- 4.071 4.415 2.512 94.955 -167.635 -0.229 No Ice 1.2 Dead+I.O Wind 150 deg- 5.427 2.549 4.351 165.430 -97.311 -0.051 No Ice 0.9 Dead+I.0 Wind 150 deg- 4.071 2.549 4.351 164.394 -96.748 -0.051 No Ice 1.2 Dead+1.0 Wind 180 deg- 5.427 -0.000 5.024 191.005 0.111 0.141 No Ice 0.9 Dead+1.0 Wind 180 deg- 4.071 -0.000 5.024 189.814 0.085 0.141 No Ice 1.2 Dead+1.0 Wind 210 deg- 5.427 -2.549 4.351 165.439 97.531 0.295 No Ice 0.9 Dead+1.0 Wind 210 deg- 4.071 -2.549 4.351 164.403 96.915 0.295 No Ice - 1.2 Dead+1.0 Wind 240 deg- 5.427 -5.322 3.036 112.550 198.229 0.135 No Ice 0.9 Dead+1.0 Wind 240 deg- 4.071 -5.322 3.036 111.843 197.020 0.135 No Ice - 1.2 Dead+1.0 Wind 270 deg- 5.427 -6.146 0.000 0.161 228.933 0.116 No Ice 0.9 Dead+1.0 Wind 270 deg- 4.071 -6.146 0.000 0.122 227.541 0.116 No Ice 1.2 Dead+1.0 Wind 300 deg- 5.427 -4.415 -2.512 -95.266 168.836 0.229 No Ice 0.9 Dead+1.0 Wind 300 deg- 4.071 -4.415 -2.512 -94.729 167.788 0.229 No Ice 1.2 Dead+1.0 Wind 330 deg- 5.427 -2.549 -4.351 -165.127 97.517 0.051 No Ice 0.9 Dead+1.0 Wind 330 deg- 4.071 -2.549 -4.351 -164.168 96.901 0.051 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 12.933 -0.000 0.000 0.947 0A73 -0.000 1.2 Dead+1.0 Wind 0 deg+1.0 12.933 0.000 -0.476 -17.937 0.477 -0.019 Ice+1.0 Temp 1.2 Dead+I.0 Wind 30 deg+1.0 12.933 0.241 -0.412 -15.406 -9.111 -0.027 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 12.933 0.465 -0.266 -9.735 -18.283 -0.009 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 12.933 0.532 -0.000 0.954 -20.988 -0.005 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 12.933 0.417 0.238 10.399 -16.129 -0.009 __" deg+1.O Ice+1.0 Temp 1.2 Dead+1.O Wind 150 12.933 0.241 0.412 17.314 -9.110 0.005 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 12.933 -0.000 0.476 19.847 0.478 0.018 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 12.933 -0.241 0.412 17.316 10.068 0.027 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 12.933 -0.465 0.266 11.643 19.239 0.009 • deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 12.933 -0.532 0.000 0.955 21.944 0.004 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 12.933 -0.417 -0.238 -8.491 17.085 0.009 • deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 12.933 -0.241 -0.412 -15.406 10.066 -0.005 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 4.523 0.000 -1.189 -44.892 0.083 -0.033 Dead+Wind 30 deg-Service 4.523 0.603 -1.029 -38.861 -22.893 -0.070 Job Page tnxo er 111442.002.01 - SCHOLLS& 125TH, OR ( BU#856366) 10 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Load Vertical Shear Shear Overturning Overturning Torque Combination Moment,M Moment,M K K K lap-ft lap-.l kip-ft Dead+Wind 60 deg-Service 4.523 1.253 -0.715 -26.247 -46.402 -0.032 Dead+Wind 90 deg-Service 4.523 1.447 -0.000 0.124 -53.606 -0.027 Dead+Wind 120 deg-Service 4.523 1.044 0.594 22.632 -39.710 -0.054 Dead+Wind 150 deg-Service 4.523 0.603 1.029 39.111 -22.889 -0.012 Dead+Wind 180 deg-Service 4.523 -0.000 1.189 45.143 0.087 0.033 Dead+Wind 210 deg-Service 4.523 -0.603 1.029 39.113 23.063 0.070 Dead+Wind 240 deg-Service 4.523 -1.253 0.715 26.498 46.572 0.032 Dead+Wind 270 deg-Service 4.523 -1.447 0.000 0.128 53.777 0.027 Dead+Wind 300 deg-Service 4.523 -1.044 -0.594 -22.381 39.881 0.054 Dead+Wind 330 de,-Service 4.523 -0.603 -1.029 -38.859 23.060 0.012 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 -4.523 0.000 0.000 4.523 0.000 0.000% _ 2 0.000 -5.427 -5.024 -0.000 5.427 5.024 0.000% 3 0.000 -4.071 -5.024 -0.000 4.071 5.024 0.000% 4 2.549 -5.427 -4.351 -2.549 5.427 4.351 0.000% 5 2.549 -4.071 -4.351 -2.549 4.071 4.351 0.000% _ 6 5.322 -5.427 -3.036 -5.322 5.427 3.036 0.000% 7 5.322 -4.071 -3.036 -5.322 4.071 3.036 0.000% 8 6.146 -5.427 -0.000 -6.146 5.427 0.000 0.000% 9 6.146 -4.071 -0.000 -6.146 4.071 0.000 0.000% 10 4.415 -5.427 2.512 -4.415 5.427 -2.512 0.000% 11 4.415 -4.071 2.512 -4.415 4.071 -2.512 0.000% 12 2.549 -5.427 4.351 -2.549 5.427 -4.351 0.000% 13 2.549 -4.071 4.351 -2.549 4.071 -4.351 0.000% 14 -0.000 -5.427 5.024 0.000 5.427 -5.024 0.000% 15 -0.000 -4.071 5.024 0.000 4.071 -5.024 0.000% 16 -2.549 -5.427 4.351 2.549 5.427 -4.351 0:000% 17 -2.549 -4.071 4.351 2.549 4.071 -4.351 0.000% 18 -5.322 -5.427 3.036 5.322 5.427 -3.036 0.000% 19 -5.322 -4.071 3.036 5.322 4.071 -3.036 0.000% 20 -6.146 -5.427 0.000 6.146 5.427 -0.000 0.000% 21 -6.146 -4.071 0.000 6.146 4.071 -0.000 0.000% 22 -4.415 -5.427 --F-5T7 4.415 5 477 2.512 0.000% 23 -4.415 -4.071 -2.512 4.415 4.071 2.512 0.000% 24 -2.549 -5.427 -4.351 2.549 5.427 4.351 0.000% 25 -2.549 -4.071 -4.351 2.549 4.071 4.351 0.000% 26 0.000 -12.933 0.000 0.000 12.933 -0.000 0.000% 27 0.000 -12.933 -0.476 -0.000 12.933 0.476 0.000% 28 0.241 -12.933 -0.412 -0.241 12.933 0.412 0.000% 29 0.465 -12.933 -0.266 -0.465 12.933 0.266 0.000% 30 0.532 -12.933 -0.000 -0.532 12.933 0.000 0.000% 31 0.417 -12.933 0.238 -0.417 12.933 -0.238 0.000% 32 0.241 -12.933 0.412 -0.241 12.933 -0.412 0.000% 33 -0.000 -12.933 0.476 0.000 12.933 -0.476 0.000% 34 -0.241 -12.933 0.412 0.241 12.933 -0.412 0.000% 35 -0.465 -12.933 0.266 0.465 12.933 -0.266 0.000% 36 -0.532 -12.933 0.000 0.532 12.933 -0.000 0.000% 37 -0.417 -12.933 -0.238 0.417 12.933 0.238 0.000% 38 -0.241 -12.933 -0.412 0.241 12.933 0.412 0.000% 39 0.000 -4.523 -1.189 -0.000 4.523 1.189 0.000% - 40 0.603 -4.523 -1.029 -0.603 4.523 1.029 0.000% 41 1.253 -4.523 -0.715 -1.253 4.523 0.715 0.000% 42 1.447 -4.523 -0.000 -1.447 4.523 0.000 0.000% A Job Page tnxTower 111442.002.01 -SCHOLLS & 125TH, OR ( BU#856366) 11 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle - FAX::(918)295-0265 Sampath Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 43 1.044 -4.523 0.594 -1.044 4.523 -0.594 0.000% 44 0.603 -4.523 1.029 -0.603 4.523 -1.029 0.000% 45 -0.000 -4.523 1.189 0.000 4.523 -1.189 0.000% 46 -0.603 -4.523 1.029 0.603 4.523 -1.029 0.000% 47 -1.253 -4.523 0.715 1.253 4.523 -0.715 0.000% 48 -1.447 -4.523 0.000 1.447 4.523 -0.000 0.000% 49 -1.044 -4.523 -0.594 1.044 4.523 0.594 0.000% 50 -0.603 -4.523 -1.029 0.603 4.523 1.029 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance I Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00021530 3 Yes 4 0.00000001 0.00013608 4 Yes 5 0.00000001 0.00004325 5 Yes 4 0.00000001 0.00089059 6 Yes 5 0.00000001 0.00007030 7 Yes 5 0.00000001 0.00003096 8 Yes 4 0.00000001 0.00025126 9 Yes 4 0.00000001 0.00015494 10 Yes 5 0.00000001 0.00004405 11 Yes 4 0.00000001 0.00090478 12 Yes 5 0.00000001 0.00004941 13 Yes 5 0.00000001 0.00000001 ' 14 Yes 4 0.00000001 0.00021590 15 Yes 4 0.00000001 0.00013640 16 Yes 5 0.00000001 0.00005655 17 Yes 5 0.00000001 0.00000001 18 Yes 5 0.00000001 0.00006187 19 Yes 5 0.00000001 0.00002697 20 Yes 4 0.00000001 0.00025125 21 Yes 4 0.00000001 0.00015487 22 Yes 5 0.00000001 0.00005521 23 Yes 5 0.00000001 0.00000001 24 Yes 5 0.00000001 0.00004720 25 Yes 4 0.00000001 0.00096981 26 Yes 4 0.00000001 0.00001942 27 Yes 4 0.00000001 _0.00025961 28 Yes 4 0.00000001 0.00025910 29 Yes 4 0.00000001 0.00029819 30 Yes 4 0.00000001 0.00029511 31 Yes 4 0.00000001 0.00027460 32 Yes 4 0.00000001 0.00028069 33 Yes 4 0.00000001 0.00028393 34 Yes 4 0.00000001 0.00029660 35 Yes 4 0.00000001 0.00033629 36 Yes 4 0.00000001 0.00032219 37 Yes 4 0.00000001 0.00028563 38 Yes 4 0.00000001 0.00027484 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00005218 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 Page tnxTower Job Page -SCHOLLS& 125TH, OR ( BU#856366) 12 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sampath FAX (918)295-0265 p 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00004809 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00004347 50 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist w� No. Deflection Load ft in Comb. 0 0 L1 55-31 5.206 48 0.709 0.004 L2 34-0 2.248 48 0.584 0.002 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 . i 52.000 EPBQ-652L8H8 w/Mount Pipe 48 4.742 0.697 0.004 12368 45.000 EPBQ-652L8H8 w1 Mount Pi.- 48 3.688 0.666 0.003 6184 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 ° L1 55-31 22.154 20 3.013 0.018 L2 34-0 _ _9.571 20 2.488 0.007 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 52,000 EPBQ-652L8H8 w/Mount Pipe 20 20.178 2.965 0.016 2923 45.000 EPBQ-652L8H8 w/Mount Pipe 20 15.694 2.834 0.013 1461 Compression Checks . t .x7'©Wet' Job Page l 111442.002.01 -SCHOLLS & 125TH, OR ( BU#856366) 13 of 14 B+T Group Project Date - 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Pole Design Data Section Elevation Size L L„ Kl/r A P„ .P„ Ratio No. pw ft ft ft in2 K K 4)p„ LI 55-31(1) TP16.175x11.375x0.188 24.000 0.000 0.0 9.290 -3.060 543.477 0.006 L2 31-0(2) TP22x15.2x0.188 34.000 0.000 0.0 13.169 -5.420 770.404 0.007 Pole Bending Design Data Section Elevation Size M 4114. Ratio M,,, of,,, Ratio No. M M,,,, ft laP-1t kip-ft 4M,,. _ laP-.i kTP f 4)14 L1 55-31(I) TP16.175x11.375x0.188 54.143 213.764 0.253 0.000 213.764 0.000 L2 31-0(2) TP22x15.2x0.188 228.933 378.337 0.605 0.000 378.337 0.000 Pole Shear Design Data Section Elevation Size Actual 4)V„ Ratio Actual 4T Ratio No. V, V T T ft K K .y kiP fi kip ft +T LI 55-31(1) TP16.175x11.375x0.188 4.099 163.043 0.025 0.161 220.683 0.001 L2 31-0(2) TP22x15.2x0.188 6.153 231.121 0.027 0.116 443.450 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M M j, V T Stress Stress f 4P„ 4M„x +M„,, 4V 4)T Ratio Ratio LI 55-31(1) 0.006 0.253 0.000 0.025 0.001 0.260 1.050 482 V L2 31-0(2) 0.007 0.605 0.000 0.027 0.000 0.613 1.050 482 V Section Capacity Table Section Elevation Component Size Critical P eP„,,o,,. % Pass No. ft Type Element K K Capacity Fail LI 55-31 Pole TP16.175x11.375x0.188 1 -3.060 570.651 24.7 Pass L2 31-0 Pole TP22x15.2x0.188 2 -5.420 808.924 58.4 Pass Summary Page tnxTower Job 111442.002.01 -SCHOLLS & 125TH, OR ( BU#856366) 14 of 14 B+T Group Project Date 1717 S Boulder Ave,Suite 300 17:59:55 05/30/19 Tulsa,OK 74119 Client Designed by - Phone:(918)587-4630 Crown Castle Sampath FAX. (918)295-0265 Section Elevation Component Size Critical P ePar % Pass No. ./1 Type Element K K Capacity Fail Pole(L2) 58.4 Pass RATING= 58.4 Pass Program Version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING (2)(PROPO3/4"SEDTO EQUIPMENT52FTLEVEL CONFIGURATION) __ / .4111110/ .4111110 (6) 7/8" TO 45 FT LEVEL / ` (3) 1-5/8" TO 45 FL LEVEL U`'V (1) 3/8" TO 52 FT LEVEL // / \\ (3) 3/4" TO 52 FT LEVEL Q4 Q1 1 1 Q3 Q2 / \ \i / / � -- � / / (PROPOSED EQUIPMENT CONFIGURATION) — (2) 3/8" TO 52 FT LEVEL •oo (2) 3/4" TO 52 FT LEVEL •• i. (6) 7/8" TO 52 FT LEVEL I �• (OTHER CONSIDERD EQUIPMENT) L (1) 5/16" GROUND TO 52 FT LEVEL B ,JSI \ -SS ., \ IT: 856366 APPENDIX C ADDITIONAL CALCULATIONS Monopole Base Plate Connection CROWN CASTLE BU# 856366 Site Name SCHOLLS&125TH,OR Order# 479127,Rev.O 0 Analysis Considerations TIA-222 Revision H Grout Considered: No Iar(in) 0.5 AppYedtoads Moment(kip-ft) 229.00 Axial Force(kips) 5.00 Shear Force(kips) 6.00 \ 'TIA-222-H Section 15.5 Applied Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.28"BC Pu_c=94.88 4Pn_c=243.75 Stress Rating Vu=1.5 4Vn=73.13 37.1% Base Plate Data Mu=n/a dI,Mn=n/a Pass 28"OD x 1.5"Plate(S-128;Fy=60 ksi,Fu=80 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 34.89 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 61.5% P...... Pole Data 22"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-version 3.6.0 Analysis Date:05/30/2019 • • I Drilled Pier FoundationCROW N Bu#: 856366 %me CASTLE Site Name: SCHOLLS&125TH,0 Order Number: 479127,Rev.0 TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Capacity Compression Uplift A..1 TIA-222-H Section 15.5: 1111111111111 Comp. Uplift D,,.0(ft from TOC) 3.44 - N/A•U Moment(kip-ft) 229 Soil Safety Factor 6.62 - Axial Force(kips) 5 Max Moment(kip-ft) 246.91 - Shear Force(kips) 6 Rating* 19.1% - Soil Vertical Capacity Compression Uplift Material Prope Skin Friction(kips) 77.75 - Concrete Stren.th,fc: 3 ksi End Bearing(kips) 65.97 - Rebar Stren.th,F : 60 ksi Weight of Concrete(kips) 30.54 - Total Capacity(kips) 143.73 - Pier Design Data Axial(kips) 35.54 - Depth 13 ft Rating* 23.5% - Ext.Above Grade 0.5 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 3.44 - From 0.5'above grade to 13'below grade Critical Moment(kip-ft) 246.91 - Pier Diameter 4 ft Critical Moment Capacity 270.69 - Rebar Quantity 8 Rating* 86.9% - Rebar Size 6 Clear Cover to Ties 3 in Soil Interaction Rating* 23.5% _ Tie Size 4 Structural Foundation Rating* 86.9% *Rating per TIA-222-H Section 15.5 ..a.. , Soil Profile Groundwater De.th 20 ft #of La ers 2 Calculated Calculated Ultimate Skin Ult.Gross TopBottom Thickness Angle of Ultimate Skin Layer V:oi Vro„�rete Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) Override(ksf) (ksf) (ksf) (ksf) (ksf) 1 0 2 2 110 150 0 0 0.000 0.000 Cohesionless 2 2 13 11 110 150 1 32 0.000 0.000 0.75 0.75 7 Cohesionless Version 2.1.1 CROWN BU: 855366 Structure:' A 3 Order:CASTLEW : 1,45 5 479127 Rei,.: 0 Location Decimal Degrees Deg Min Sec Lat: 45.442242 Long: -122.804500 ( I I and Site Parameters Seismic Design Code: TIA-222-H' Site Soil:. D Dense Soil/Soft Rock Risk Category: USGS Seismic Reference Si g S F, T, s Ct, .®': i:n Category Determination . ..;x- 111 Importance Factor,le: Acceleration-based site coefficient,Fa: 1.1132 Velocity-based site coefficient,F.,: 1.5760 Design spectral response acceleration short period,Sas: 0.7176 g Design spectral response acceleration 1 s period,Sr :l0.44.55 g Seismic Design Category Based on SDS: D Seismic Design Category Based on SDI: D Seismic Design Category Based on SI: N/A Controlling Seismic Design Category: D *Using ASCE 7-10 Seismic Parameters CCISeismic 3.2.3 Page 1 Analysis Date:05/30/2019 CROWN BU: 856366 Structure: CASTLE wo: 1745853 Order 479127 Rev: Tower Details • Tower Type: Tapered Monopole Height,h: 55 ft Effective Seismic Weight,W: 4.52 kips Amplification Factor,As: 1,^ Seismic Base Shear ; . Response Modification Factor,R: Discrete Appurtenance Weight in Top 1/3 of Structure,W„: 1.9054 Kips W[: -'.614647112 kips E: g: 386.088 in/s2 Average Moment of Inertia,lase: 376.9224017 in4 F,: 0.664999195 hz Approximate Fundamental Period Monopole,Ta: 1.5038 s 2.7.7.1.3.3 Seismic Response Coefficient,Cs 0.4784 2.7.7.1.1 Seismic Response Coefficient Max 1,Csmax 0.1975 2.7.7.1.1 Seismic Response Coefficient Max 2,C,„,ax N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,C,,,,,, 0.0316 2.7.7.1.1 Seismic Response Coefficient Min 2,Cs„,;„ N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C,, 0.1975 Seismic Base Shear,V 0.893 kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 1.502 2.7.7.1.2 Sum of w;h;' 1037.98 2.7.7.1.2 CClSeismic 3.2.3 Page 2 Analysis Date:05/30/2019 • • I Tawe,Section Loads Section Length Top Height Mid Height,h,, Section w h" C.,„ F.,, F,,, Number -<.. Weight,w,. _. 4O0 55.00 ”.0C .0.0P51. 36.96 0.0356 7.0319 0.0136 10.00 51,20 46.06 0.2664 03,73 0 0007 2 27.5.0 0 03E2 10.00 41.00 41..10 1.3046: 66.86. 0.0644 3.0575 0.0441 4.00 34.30 32.0.. ..265 23.04 0.0222 -2 019E 3 0102 10.00 30.00 35.00 +3.38 0,0418 0.0373 0.0495 10.03 20.00 15.03 2253 0.0217 0 019 0.0554 70.1.0 10.00 ..60 -.3270 479 0.0046 0.0041 0.0613 , 1.9533 281.29 CCISeismic 32.3 Page 3 Analysis Date: 05/30/2019 7. Discrete loads Name h,, w„ w„h," G,. F," Fx; kmw communications EP5Q-6521868 w/Mount P16, 0.0964 36.42 0.0351 0.0313 b_ :,,.:,,r,_-PB^_ c_L._ 2n9Fn 3612 ,0351 0 0219 .ications EPBQ-65268H8 0.0964 35.42 0.0351 0.0313 7 5 625 RRH4X30 _c 0.0550 '0 78 0.0200 C.0179 .7 1325 956403O 2-00 O.0550 78 0.02200 0.017e 0 0970 e,..a. . .._,025 85614X3C 2.00 9-0550 0.78 9 0200 - raycap D06-45-60-18-95 00-40 0.0190 '.18 0.0059 0.0062 rayeap Dc15-48 60-18-SF 9-0190 7.18 .2069 0 0062 0 67,2, of atel lucent 9662140-07L-AT -700 0.0520 19.64 0.01€9 0,0159 irn-rc aicatei lucent 6562X40-07L-AT 0.0520 15.64 0.0189 0 0169 u. 0 alcatei lucent RRH2X40-07L-AT :1_20 0.0520 _ 19.64 001.89 0.0169 10076 commscope CBC 353-43 )D0 0.0050 1.89 0.;01$ 0 0010 , commscope 0902359743 -00 0.0050 1.89 0.0013 0.6016 9.000 C233R 4., ,_.03 _0050 1.89 9 0041. commscope ION-7M23 SOARS 52.00 0.048.' 18.13 001 5 9150 0779 corn mscope ION-M23 SDAc.S 0 0480 18.13 C 0156 a 005> commscope iON M23 S''" __1 0.0490 18.13 0.0175 0.0154 7i 00;- nolo a AHN42C07V2 0 0310 12.8 L' 0.0124 0..,110 ... nokia AHNA CGM._ 2 0347 12.94 0.0124 0.0110 00kis 565A CC'72342. .284 0 0124 "_0110 -001' raycap DCS-48-50-24-81-EV 0.0261 .i.F32 0.0095 0.0004 0.00<.:r tower mounts Side Arm Mount[SO 701-3] 0.1950 73.67 0.0710 0.0634 0.0280 krnw communications EPBQ-652L8H8 w/Mc. 0.0954 29.31 0.0282 0.0252 0.0138 kmw communications EPBQ-612[868 w/Mo,, ._ 0.2964 29.31 0.0282 0.8292 0.0158 kmw communications EPBQ-652L8H9 w/Moa: - 0.0954 . 29.31 0.0282 0.0252 0.0138 a icatei lucent Bbbla 091147:c e.05/0 1,.33 0 01b1 a 014. 0:708[ alcatel lucent 866A 6964077 9.0570 17.33 0.0167 0.0149 0.0082 a(cate'lucent 6666 RRH47., U.0570 1733 '7.0167 0.0149 0 0082 (2)andrew ET61968-1203 00400 1.2.16 0.0117 0.0105 0.0057 (2i andrew ET61948-1206 0.6400 12.16 2.0117 0.0105 0.0057 (2)andrew 8T51988-12U8 _. 31406 12.15 0.0117 0.0105 0.0057 tower molds Side Arm Mount[00 701-3] 45.00 0.195C :. 0.0571 0.0510 0 0280 Sum 1.9054 CCISeismic 3.2.3 Page 4 Analysis Date:05/30/2019 - -% w, 1999 241 0.0020 (6)anOrew LDt ..„t1("rr8)From 0 to 52 45.00. 52.00- 48,50 010139 _.r04_ - a inro,-121.24:5-50A(7732 _ 35.00 (5 .000 0.0198 - .,)43 0.0028 j6)andrew LOF5.50A(7/8 - 25.00.. .35.00 :;0.00 0.0198 . .3028 0.0028 1500 :5nr. -O.PO 00198 ^1, 0.00: a 55.0 ft 4 'it • Ili MATERIAL STRENGTH 11 GRADE Fy Fu GRADE I Fy I Fu A572-65 65 ksi 80 ksi IlilF TOWER DESIGN NOTES I l 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 1i` 11111 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 2.00 in ice.Ice is considered to increase in thickness with height. I 5. Deflections are based upon a 60 mph wind. o N 8 6. Tower Risk Category II. <.., o m 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TIA-222-H Annex S 9. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 10. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H 11. TOWER RATING:58.4% / I ' I! i 31.0 R I II � I N Q I 0 ALL REACTIONS ARE FACTORED o AXIAL a.v 6K "' '`�° N c SHEAR ) MOMENT N 1K f 41kip-ft TORQUE 0 kip-ft SEISMIC AXIAL i 13K l' SHEARMOMENT 1 K f J 22 kip-ft TORQUE 0 kip-ft II 30 mph WIND-2.000 in ICE AXIAL 5K SHEAR MOMENT 6 K 229 kip-ft 0.0 ft ,=>. TORQUE 0 kip-ft • N N REACTIONS-120 mph WIND - c S CG .0 8 E 9_x g a u n r•p 3 Z F N r' m 0 B+T Engineering '°b'111442.002.01-SCHOLLS&125TH, OR(BU#856361 .j 1717 S. Boulder Ave, Suite 300 Project S4.7 cafe Tulsa, OK 74119 client`Crown Castle Drawn `smamidi App'd: Phone:(918)587-4630 Code: Date: scale:TIA-222-H 06/03/19 NTS FAX:(918)295-0265 Path:. ,,��._...._�._...�®m.�..-.o. --��_�Dwg No.E-1