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BELC2018-0049 Structural Analysis ReportDate: April 25, 201$ - BLACKOEATCH. Bulldln9 a WOi'Id of difference..* Beshoy Souliman Black &Veatch Corp. Crown Castle 6800 W. 115th street, Suite 2292 200 Spectrum Center Dr., Suite 1700 Overland Park, KS 66211 Irvine. CA 92618 (913) 458-8.145 Subject: Structural Analysis Report Carrier Designation:. AT&T Mobility Co -Locate. Carrier Site Number: LAC964 .Carrier Site Name: LA QUINTA Crown Castle Designation: Crown Castle BU Number: 845223 Crown Castle Site Name: LA QUINTA Crown Castle JDE Job Number: . 492776 Crown Castle Work Order Number: � "1559591 Crown Castle Order Number: 431931 Rev.'1 Engineering Firm, Designation: Black & Veatch Corp. Pro1ect Number: 194393 Site Data:- 49499 Eisenhower Drive, La:Quirtta, Riverside County, CA Latitude 330 41' 14.3'; Longitude -11,6° 18' 33.1 63.667 Foot - Monopole Tower Dear Beshoy Souliman, Black. & Veatch Corp. 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. 1174813, in. accordance with order431931, revision 1.. . 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, u,nder'the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity . Note: See Table l and Table II for the proposed and existing loading, respectively. • ' This analysis has bee n,p6rformed.in accordance. with the 2016 California 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 section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of.Section 1609.1.1: Exposure Category C and Risk Category 11 were used -in this analysis.. Seismic forces have been evaluated based on Site .Class D with spectral response -factors Ss -of 1.5009and Si of:0.631g.. ,. We at -Black & Veatch Corp.. appreciate the opportunity of providing.our continuing professional services to you . and Crown' Castle. If you. have any questions or need further assistance on this or any'other projects please give us a call. . Structural analysis prepared by: Anup Chitale;/ Surnit. Bhujbal Q�oFEss/o .Z•.HER Respectfully submitted by: j m, Noel Herrera, .P.E. : NoelZ Herrera 2018.0,4.25 * D(P. 3/31 /2019 Professional Engineer 15:55-12 r05'00' sTgrE CNIL�D��a�' OF CAt- tnxTower Report - version 7.0.5.1 63.667 Ft Monopole Tower Structural Analysis Project Number 194393, Order 431931, Revision 1 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 j 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS 4.1) Wind Results Table 5 - Section Capacity (Summary) Table 6 - Tower Components vs. Capacity 4.2) Seismic Results Table 7 - Section Capacity (Summary) Table 8 - Tower Components vs. Capacity 4.3) Recommendations 5) APPENDIX A-1 WIND tnxTower Output Additional Calculations 6) APPENDIX A-2 SEISMIC tnxTower Output Additional Calculations 7) APPENDIX B Base Level Drawing April 25, 2018 CC/ BU No 845223 Page 2 April 25, 2018 63.667 Ft Monopole Tower Structural Analysis CC/ BU No 845223 .:� - • Project Number 194393, Order 431931, Revision 1 Page 3 1) INTRODUCTION , This tower is a 63.667 ft Monopole tower designed by Sabre Communications Corporation in July of 2001. The tower was originally designed for a wind speed of 90 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 Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 85 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under.service loads, exposure category C with topographic category 1 and crest height of 0 feet. Seismic forces have been evaluated based on Site Class D with spectral response factors Ss of 1.500g and S, of 0.631g. Table 1 - Proposed Antenna and Cable Information Mounting r Center ' Line Number F. Antenna. _ - ' Number Feed . Liner ' Level ft" ( )x :Elevation °f Manufacturer _ Antenna Model of Feed Size Note , Antennas' ,� Lines 6 JAHH-65B-R3B-V3 commscope w/ Mount Pipe - 63.0 63.0 - - - 3 j ericsson RRUS 4478 B14 3 ericsson RRUS-32 B30 j Table 2 - Ezistina Antenna and Cable Information Mounting' Center _. Line -, , Number" - - f Antenna. ;, k Number Feedr Line x Level•(ft) . ' Elevation , of� Manufacturer Antenna Model of Feed ' Size Note` (ft). Antennas µ' ._ Lines (in) - � T - • 6 .� - cci antennas HPA-45R-BUU-H6 , . w/ Mount Pipe _ _ 2 12 , ericsson KRY 112 75/1 AIR 21 B4A/B12P-B5P 6 FT 3 ericsson w/ Mount Pipe 63.0 63:0 24 7/8 3 ericsson RRUS 12 B2/RRUS'A2` - - _ 3 J1 quintel technology QS6656-3 w/ Mount Pipe ! _ . _. _ _ . 6 3/4 1 7. 3 ericsson RRUS-1 i _ 3 3/8 ` 3 ; raycap DC6-48-60-18-8F 1, J cci tower mounts •T-Arm Mount [TA 602-3] Notes: , 1) Existing Equipment 2) Equipment To Be Removed; Not Considered In This Analysis Table 3 - Design Antenna and Cable Information ' a tnxTower Report - version 7.0.5.1 Mounting Center' ••Line Number "• Antenna ; Number , Feed - Level (ft) of Elevation. Antenas Manufacturer Antenna Model of Feed Line a n (ft) , Lines Size (in) " - April 25, 2018 63.667 Ft Monopole Tower Structural Analysis CC/ BU No 845223 Project Number 194393, Order 431931, Revision 1 Page 4 r 3) ANALYSIS PROCEDURE ,r• Table 4 - Documents Provided • • n Document - Remarks: `- Reference Source 4-GEOTECHNICAL REPORTS Geotech Solutions, Inc. 5232963 CCISITES 4-TOWER FOUNDATION Sabre Communications 5198042 CCISITES ' DRAWINGS/DESIGN/SPECS • Corporation 4-TOWER MANUFACTURER Sabre Communications ' 4840305 CCISITES DRAWINGS Corporation . - 4-TOWER STRUCTURAL Destech EngineeringLLC. •, Engineering,_ 5316874 CCISITES ANALREPORTS ' 3.1) Analysis Method _ f• �' • ;' -• tnxTower (version 7.0.5.1); 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-1 Wind and Appendix A-2 Seismic. 77 3;2) 'Assumptions t • ' 4 ;'� - • 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. , t k4) This analysis was performed under the assumption that all information provided to Black & ` 'Veatch is current and correct. This is to include site data, existing/proposed appurtenance loading; tower/foundation details, and geotechnical data. The existing/proposed loading on the ' structure is based on CAD level drawings and carrier order provided by the owner. If any of this, information is not current and correct, this report should be considered obsolete and further analysis will be required. This analysis may be affected if any assumptions are not valid or have been made in error. Black & Veatch Corp. should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS _ +. 4.1) Wind Results Table 5 - Section'Capacity (Monopole Tower) (Summary) = •. Section No 4 Elevation (ft) Component" Type a Size - • 5 I Criticalr Element JSF*P_allow' P (K) ;" • (K)' Capacity Pass / Fail . L1 63.667 = 50.5 Pole TP21.85x18x0.1875 1 J -6.11 896.39 1 58.4 ' Pass , L2 50.5 - 0 Pole TP36.27x20.67094.3125 2 • 14.56 2550.08 - 76.2 Pass Summary Pole (1-2) 76.2 Pass' ` Rating = J 76.2 Pass tnxTower Report - version 7.0.5.1 63.667 Ft Monopole Tower Structural Analysis Project Number 194393, Order 431931, Revision 1 Table 6 - Tower Component Stresses vs. Capacity (Monopole Tower) — LC5 April 25, 2018 CCI BU No 845223 Page 5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 62.1 Pass 1 Base Plate 0 61.9 Pass 1 Base Foundation 0 69.8 Pass 1 Base Foundation 0 Soil Interaction 62.6 Pass 4.2) Seismic Results Table 7 - Section Canacitv (Monopole Tower) (Summary) Section No. Elevation (ft) Component Type Size critical Element . P (K) SF•P_allow (K) % ' Capacity Pass /Fail L1 63.667 - 50.5 Pole TP21.85x18x0.1875 . 1 7.45 896.39 22.7 Pass 1_2 1 50.5 - 0 Pole TP36.27x20.6709x0.3125 I -14.59 2550.08 30.1 Pass Summary Pole (1-2) 30.1 Pass Rating = 30.1 Pass Table 8 - Tower Component Stresses vs. Capacity (Monopole Tower) — LC5 Notes Component, .Elevation 00 % Capacity Pass / Fail 1 T Anchor Rods 10 24.6 Pass J Base Plate 0 24.5 Pass 1 Base Foundation J 0 1 57.2 J -Pass 1 Base Foundation Soil Interaction 0 47.5 Pass Structure Rating (max from all components) _ 76.2% Note: 1) See additional documentation in "Appendix A-1 Wind and Appendix A-2 Seismic — Additional Calculations" for calculations supporting the % capacity consumed. 4.3) Recommendations The tower.and its foundation have -sufficient capacity to carry the proposed load configuration. No modifications are required at this time. 1 tnxTower Report - version 7.0.5.1 O V c6 N G N fV N it OD O O N M C V) N � 63.7 It 50.5 It ` DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Palm Tree Crown' - - 63.67 RRUS-11 63 ' T-Arm Mount (TA602-31. 63 RRUS-11 63 (2) QS665rr3 w/ Mount Pipe - 63 . RRUS-11 63 AIR 21 84AI812P-B5P 6 FT w/ Mount Pipe 63 RRUS 12 B2IRRUS A2 63 RRUS 12 82IRRUS A2 63 JAHH•6513-R313-V3 w/ Mount Pipe 63 RRUS 12 BORRUS A2. 63 JAHH-6513-R31343 w/ Mount Pipe 63 RRUS 4478 B14 63 AIR 21 B4AI372P-B5P 6 FT w/ Mount Pipe 63 RRUS 4478 at .' 63 RRUS 4478 B14 63 JAHH-65B-R3B-V3 w/ Mount Pipe 63 RRUS-32 B30 63 JAHH-65B-R3B-V3 w/ Mount Pipe - _ 63 QS6656-3 w/ Mount Pipe 63 RRUS-32 B30 63 RRUS-32 B30 63 AIR. 21 B4AIB12P-B5P6 FT w/ Mount Pipe ,' 63 DC6-48-60-18.8F- - ' 63 JAHH-658-R38-V3 w/ Mount Pipe 63 DC6-48-60-18-BF .163 JAHH-65B-R3&V3 w/Mount Pipe 63 DC648Fi0.18•BF 163 MATERIAL STRENGTH GRADE Fy FuGRADE F Fu A572.65 165 kit ISO k51 TOWER DESIGN NOTES 1.. Tower is located in Riverside County, California.: • ' 2.. Tower designed for Exposure C to the TIA=222=G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4: Deflections are based upon a 60 mph wind. 5. Tower Structure Class 11. 6. Topographic Category 1 with Crest Height of 0.00 fl 7: TOWER RATING7.76.2% ALL REACTIONS ARE FACTORED AXIAL .15K. SHEA MOMENT, _ 24 K_L 1425 kip-ff TORQUE 2, kip-ff , REACTIONS - 85 mph WIND Black & Veatch .Corp. °b` LA QUINTA BU# 845223 BLACK:&'VEATCH 6800 W. 115th street, Suite 2292 Pr°ie0:194393 (845223.1559591) Building a'woddofditference- Client:Crown.Castle Drewnny:Anu Chitale Aped: Overland Park, KS.6621.1 Phone: (913) 458-8145 Code' TIA-222-G Date: 04/25/18 scale: NTS FAX: 913 458-8136 Path: Owg No. E-1 - ' .• April 25, 2018 63.667 Ft Monopole Tower Structural Analysis CCI BU No 845223 Project Number 194393, Order 431931, Revision 1 - t Page 7 'Tower In of Data There is a pole.section. This tower is designed using the TIA-222-G standard. The,following design criteria apply: , - 1. Tower is located in Riverside County, California. , 2. Basic wind speed of 85 mph. ' ' 3. Structure Class IL Exposure Category C. 5. Topographic Category 1. 6. Crest Height 0.00 ft: - 7. Deflections calculated using.a wind speed. of 60 mph. •'# '• 8. - A non -linear (P-delta)'analysis was used. ' • 9.. Pressures are calculated at each section. _ •f "` ' • 10. Stress ratio used in pole design is 1. , ' „11. Local bending stresses due to climbing loads, feed line supports,.and appurtenance mounts are r • f not considered: ., Y.t .. ?_ OP tions, 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 * Use Clear Spans For Wind Area SR Leg Bolts Resist Compression _ Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable Use Code Safety Factors - Guys, Retension Guys To Initial Tension Offset Girt At Foundation, -' Escalate Ice Bypass Mast Stability Checks Consider Feed Line Torque . Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check r ,+ " Use Special Wind Profile 'Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.. ' _ Exemption I - Include Bolts In Member Capacity .-Autocalc Torque Arm Areas Use TIA-222-G Tension Splice _ Y Exemption ' Leg Bolts Are At Top Of Section ' Add IBC .6D+W Combination Poles ry SecondaryHorizontal Braces Leg Sort Capacity Reports By Component 4 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 - . Ta eyed. Pole. Secti6h-GeoM6try 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 L1 63.67-50.50 13.17 2.75 , 18 18.0000 21.8500 0.1875 0.7500 A572-65 „ " (65 ksi) L2 50.50-0.00 53.25 1' 18 20.6709 , 36.2700 0.3125 1.2500 A572-65 L (65 ksi) ' - . 'Tapered Pole Properties r Section, Tip Dia' Area I r C I/C J /f/Q w wR ' - ' ill - `in2 in4 i in in • in3. ' In4 in in '+ L1 18.2777 10.6007 424.9328 6.3234 9.1440 46.4712 850.4248 5.3013 2.8380 15.136 t 22.1871 12.8919 764.3132 7.6902 11.0998 68.8583 1529.6321 6.4472 3.5156 18.75 , „100.6937 L2 21.8078 20.1930 1057.3669 ,- 7.2272 10.5008 • 2116.1251 10.0984 3.0881 • 9.882 36.8295 35.6653 5825.8978 .12.7649 18.4252 316.1925 11659.461 17.8361 5.8335 18.667 ,. 5 - f tnxTower Report- version 7.0.5.1 t April 25, 2018 ` ;. 63.667 Ft Monopole Tower Structural Analysis CC/ BU No 845223 ' .. Project Number 194393, Order 431931, Revision 1 Page 8 Tower Gusset Gusset Gusset Grad_eAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af .. Factor Stitch Bolt Stitch Bolt Stitch Bolt ' (per face) ' ' A, Spacing -Spacing Spacing ^ s. r . ' - Diagonals Horizontals Redundants " ft' ft2 in in in in L1 63.67- 1 1 1 ` 50.50 ' • L2 50.50-0.00 1 1 1 i ' Feed Line/Linear;A urtenarice`s -Entered As.Area ` Description Face Allow. Component Placement. -Total CAA,, Weight or Shield • Type Number r t - Leg . .. ' It ft2& x pft LDF5-50A(7/8) : B No Inside Pole 63.00-0.00 24 NoJce 0.00 0.33 y ' FB-L98-002-XXX(3/8) B 1-No , tInside Pole 63.00-0.00 a•`3 :No Ice " ""'0.00 .:" 0.06 - WR-VG86ST-BRD(3/4) B No Inside.Pole 63.00-0.00 6 No Ice ° "0.00 0.58 ° • �' Feed Line/Linear A ' urtenances,Section`:Areas = r - , Tower Tower Face AR' , t= AF CAAA' CAAA Weight r• +�s " Sectio Elevation� In Face Out Face . q - n It ft2 ft2 ft2 4 ft2 K • } L1 63.67-50.50 . A 0.000 0.000 0.000 0.000 0.00 f • ' • , " B p • 0.000 0.000 0.000 ,, 0.000 0.15 C - 0.000 '' 0.000 0.000 - 0.000 0.00 L2 50.50-0.00 . A 0.000 0.000 0.000 F -0.000 0.00 f B "' ' 0.000, 0.000 0.000 .. - 0.000 • ' 0.59 f .* s ;� A C 0.000- 0.000 0.000 0.000 0.00 71 .61 Line Center>of•Pressure _ Section Elevation CPX F CP2 CPx CPZ Ice Ice ft in in in in =f ` L1 63.67-50.50 0.0000 0.0000- 0.0000 0.0000 + L2 50.50-0.00 0.0000 0.0000 ' 0.0000 0.0000 a y� • �' • Shieldi6d Factor Ka ►•�� Tower Feed Line April 25, 2018 63.667 Ft Monopole Tower Structural Analysis CCI BU No 845223 Project Number 194393, Order 431931, Revision 1 Page 9 Description Weight Face Offset . ' Offsets: Azimuth Placement CAAA C AAA or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft e ft Pipe 0.00 0.00 AIR 21 B4A/B12P-135P 6 A From Face 3.00 -20.0000 63.00 No Ice 10.84 8.62 0.14 FT w/ Mount Pipe -2.00- 0.00 JAHH-65B-R3B-V3 w/ A From Face- 3.00 -20.0000 63.00 No Ice 9.35 7.65 0.09 Mount Pipe 0.00 0.00 JAHH-65B-R3B-V3 w/ A From Face 3.00 -20.0000 63.00 No Ice 9.35 7.65 0.09 Mount Pipe 2.00 0.00 AIR 21 B4A/B12P-B5P 6 B From Face 3.00 -20.0000 63.00 . No Ice 10.84 8.62 0.14 FT w/ Mount Pipe -6.00 0.00 JAHH-65B-R3B-V3 w/ B From Face 3.00 -20.0000 63.00 No Ice 9.35 7.65 ` 0.09. Mount Pipe -2.00 0.00 JAHH-65B-R3B-V3 w/ B From Face 3.00 -20.0000 63.00 No Ice 9.35 7.65 0.09 Mount Pipe 2.00 0.00 QS6656-3 w/ Mount Pipe B From Face 3.00 -20.0000 63.00 No Ice 8.37 8.46 0.09 6.00 0.00 AIR 21 B4A/B12P-135P 6 C From Face 3.00 -20.0000 63.00 No Ice 10.84 8.62 0.14 FT w/ Mount Pipe -6.00 -0.00 JAHH-65B-R3B-V3 w/ C From Face 3.00 -20.0000 63.00 No Ice 9.35 7.65 0.09 Mount Pipe 0.00 e 0.00 JAHH-65B-R3B-V3 w/ C From Face 3.00 -20.0000 63.00 No Ice 9.35 7.65 0.09 Mount Pipe 6.00 0.00 RRUS-11 'A From Face " 3.00 0.0000 63.00 _ No Ice 2.78 1.19 0.05 0.00 0.00 RRUS-11 B From Face 3.00 0.0000 63.00 No Ice 2.78 1.19 0.05 0.00 0.00 RRUS-11 C From Face 3.00 0.0000 63.00 No Ice 2.78 1.19 0.05 0.00 0.00 RRUS 12 B2/RRUS A2 A From Face 3.00 0.0000 63.00 No Ice 3.15 1.85 0.07 0.00 0.00 RRUS 12 B2/RRUS A2 B From Face 3.00 0.0000 63.00 No Ice 3.15 1.85 0.07 0.00 - . 0.00 RRUS 12 B2/RRUS A2 C From Face 3.00 0.0000 63.00 No Ice 3.15 1.85 0.07 0.00 0.00 . RRUS 4478 B14 A From Face 3.00 0.0000 63.00 No Ice 1.84 1.06 0.06 0.00 0.00 RRUS 4478 B14 B From Face 3.00 0.0000 63.00 No Ice 1.84 1.06 0.06 0.00 0.00 RRUS 4478 B14 C From Face 3.00 0.0000 63.00 No Ice 1.84 , 1.06 0.06 0.00 0.00 RRUS-32 B30 A From Face 3.00 0.0000 63.00 No Ice 3.31 2.42 o.08 0.00 - 0.00 RRUS-32 B30 B From Face. 3.00 0.0000 63.00 No Ice 3.31 2.42 0.08 0.00 0.00 tnxTower Report - version 7.0.5.1 63.667 Ft Monopole Tower Structural Analysis Project Number 194393, Order 431931, Revision 1 April 25, 2018 CC/ BU No 845223 Page 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or- Type Horz Adjustmen Front Side Leg Lateral ., t Vert ft ft ft, ftz K ft ° ft RRUS-32 B30 C From Face - 3.00 0.0000 63.00 No Ice 3.31 2.42 0.08 0.00 0.00 DC6-48-60-18-8F A From Face 3.00 0.0000 63.00 No Ice 0.92 0.92 0.02 0.00 ' 0.00 DC6-48-60-18-8F B _ From Face 3.00 0.0000 63.00 No Ice 0.92 0.92 0.02 0.00 0.00 DC6-48-60-18-8F C From Face 3.00- 0.0000 63.00 No Ice 0.92 0.92 0.02 - 0.00 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+1.6 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 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 r 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 dea - Service M tnxTower Report - version 7.0.5.1 April 25, 2018 ' 63.667 Ft Monopole Tower Structural Analysis { CC/ BU No 845223 'Project Number, 194393, Order 431931,-.Revision '7 . ''' �• Page 11 Maximum _Member Forces' Sectio Elevation Component Condition - Gov. Axial Major Axis Minor Axis n _ It ,-Type <, Load Moment Moment r + No. Comb' _ K kip-ft kip-ft L1 63.667 - Pole_ Max Tension , " 1 0.00 0.00 0.00 50.5 Max. Compression 1 ' : -6.37 0.19 0.68 Max..Mx 20 -6.12 220.05 ' 0.76 Max. My _ 2 6.11 0.20 ' 220.69 'Max. Vy 20 '21.61 220.05 0.76 ' - - • - Max. Vx 2 - -21.61 0.20 220.69 Max. Torque 19 . , - -1.99 x. L2 _ 50.5 - 0 . • Pole Max Tension 1 0.00 - _ 0.00; •0.00 Max. Compression ', 10 ,_ -14.56-1232.56 •-711.10 „ - ' • '. ° ~ tt--Max. Mx '20 -14.56 % 1423.73 0.86 �. ! �1,. _ t . Max. My 2 ° 14.56 0.26 1424.65 ,, - Max. V '20 , ' -23.55 r 1423.73 0.86 ' Max. Vx ► `' i '', ; a r- Ls .•0.26 ,++' 1424.65• 2 _23.56 ' `,. Max. Torque'., 19 "; " 1.99 Maximum Reactions ' Location r Condition Gov. Vertical Horizontal, X Horizontal, Z ' ' Load i K K K ' + , rs', ' Comb.' A .., ,u ' Pole Max. Vert 14 : 14.60 -0.00 -23.53 u Max. H. 21 ' 10.95 - 23.53 0.00 ^i .. 1 ; Max. H. 2 14.60 0.00 23.53' ' ' Max. Mx '�• • " 2 1424.65 0.00 . : 23.53 Max. M. 8 1423.26 -23.53 -0.00 J~ Max. Torsion 7 1.98; -20.38 11.77 'Min. Vert 25 10.95 I 11.76 "' 20.38 ' Min. H.' 8 14.60• -23.53 ' -0.00 Min. H;' 14 14 '60 0.00 i -23.53 Min` Mx 14 1422.98 0.00 23.53 Min. M. 4 20 'i. "-1423.73 23.53 I 0.00 Min. Torsion, 19 '1.98 20.38 „ r-11.77• J - Tower Mast Reaction Summary..- Load - Vertical Shear, Shear, Overturning' Overturning Torque a Combination F Moment, Mx,-. Moment, M. K x . K K kip-ft - _ kip-ft kip-ft Dead Only 12.16 0.00.. 0.00 -0.68 0.19 -~ 0.00 ' ` 1.2 Dead+1.6 Wind 0 deg 14.60 •-0.00 -23.53 " ; 1424.65 ' s• 0.26 0.97, No Ice y 0.9 Dead+1.6 Wind 0 deg,,,, 10.95 •, • -0.00„ -23.53-1418.30 0.20 -0.97 , No Ice- ~' 1.2 Dead+1.6 Wind 30 deg -' `'_ 14.60 .•. 11.76.E -20.38-1233.88.-7.11.49 -1.70 - No Ice 0.9 Dead+1.6 Wind 30 deg -. t : 10.95' 11.76. -20.38-1228.35 -708.48 -1.70 • No Ice ' 1.2 Dead+1.6 Wind 60 deg - - 14.60 . 20.38 ' -11.77-712.72-1232.53 -1.97 _ • No Ice .F r , 0.9 Dead+1.6 Wind 60 deg - , 10.95 , y 20.38, -11.77 , • .-709.43-1227.28 . ` -1.98 " •' ' ' '.. . No Ice v 1.2 Dead+1.6 Wind 90 deg - 14.60 23.53 , 0.00 -0.81-1423.26 -1.72' . ` No Ice , y: 0.9 Dead+1.6 Wind 90 deg - . 10.95 .., . 23.53 0.00 -0.59 1417.18. = -1.73 No Ice - a I ,, 1.2 Dead+1.6 Wind 120 deg ,. 14.60 20.38 11.77� 711.10-1232.56 1.01 - No Ice .. ; tnxTower Report -version 7.0.5.1 q 63.667 Ft Monopole Tower Structural Analysis Project Number 194393, Order 431931, Revision 1 April 25, 2018 CC/ BU No 845223 Page 12 . Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip-ft kip-ft kip-ft 0.9 Dead+1.6 Wind 120 deg 10.95 20.38 11.77 708.24 -1227.31 -1.01 - No Ice 1.2 Dead+1.6 Wind 150 deg 14.60 11.76 20.38 1232.24 -711.54 -0.02 - No Ice 0.9 Dead+1.6 Wind 150 deg 10.95 11.76 20.38 1227.14 -708.53 -0.03 - No Ice 1.2 Dead+1.6 Wind 180 deg 14.60 0.00 23.53 1422.98 0.21 0.97 - No Ice 0.9 Dead+1.6 Wind 180 deg 10.95 0.00 - 23.53 1417.06 0.15 0.97 - No Ice 1.2 Dead+1.6 Wind 210 deg 14.60 -11.76 20.38 1232.21 : 711.96 1.70 - No Ice 0.9 Dead+1.6 Wind 210 deg 10.95 , -11.76 20.38 1227.11 708.83 1.70 - No Ice 1.2 Dead+1.6 Wind 240 deg 14.60 -20.38 11.77 711.05 1233.00 1.97 - No Ice 0.9 Dead+1.6 Wind 240 deg 10.95 -20.38 -11.77 708.20 1227.63 1.98 - No Ice 1.2 Dead+1.6 Wind 270 deg 14.60 -23.53 -0.00 -0.86 1423.73 1.72 - No Ice 0.9 Dead+1.6 Wind 270 deg 10.95 -23.53 -0.00 -0.65 1417.54 1.7.3 - No Ice 1.2 Dead+1.6 Wind 300 deg 14.60 -20.38 -11.77 -712.77 1233.03 1.01 - No Ice 0.9 Dead+1.6 Wind 300 deg 10.95 -20.38 -11.77 -709.48 1227.66 1.01 - No Ice 1.2 Dead+1.6 Wind 330 deg 14.'60 -11.76 -20.38 -1233.91 712.01 0.02 . - No Ice 0.9 Dead+1.6 Wind 330 deg 10.95 -11.76 -20.38'. -1228.38 708.88 0.03 - No Ice Dead+Wind 0 deg - Service 12.16 -0.00 -6.56 -396.71 0.21 -0.27 Dead+Wind 30 deg - Service 12.16 3.28 .-5.68 -343.65 -197.76 -0.48 Dead+Wind 60 deg - Service 12.16 5.68 -3.28 -198.70 -342.68 -0.56 Dead+Wind 90 deg - Service 12.16 6.56 0.00 -0.69 -395.73 -0.48 Dead+Wind 120 deg - 12.16 5.68 3.28 197.32 -342.69 -0.28 Service Dead+Wind 150 deg - 12.16 3.28. 5.68 342.26 -197.77 -0.01. Service Dead+Wind 180 deg - _ 12.16 0.00 6.56 395.32 0.19 0.27 Service , Dead+Wind 210 deg - 12.16 -3.28 5.68 - 342.26 198.15 0.48 Service Dead+Wind 240 deg - 12.16 -5.68 3.28 197.30 343.08 0.56 Service Dead+Wind 270 deg - 12.16 -6.56 -0.00 -0.71 396.12 0.48 Service Dead+Wind 300 deg - 12.16 -5.68 -3.28 -198.71 343.08 0.28 Service Dead+Wind 330 deg - 12.16 -3.28 -5.68 -343.66 198.17 0.01 Service Solution Summiry Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 2 -0.00 -14.60 -23.53 0.00 14.60 23.53 0.000% 3 -0.00 -10.95 -23.53 0.00 10.95 23.53 0.000% 4 11.76 -14.60 -20.38 -11.76 14.60 20.38' 0.000% 5 11.76 -10.95 -20.38 -11.76 10.95 20.38 0.000% 6 20.38 -14.60 -11.77 -20.38 14.60 11.77 0.000% 7 20.38 -10.95 -11.77 -20.38 10.95 11.77 0.000% 8 23.53 -14.60 0.00 -23.53 14.60 -0.00 0.000% 9 23.53 -10.95 0.00 -23.53 10.95 -0.00 0.000% 10 20.38 -14.60 11.77 -20:38 14.60 -11.77 0.000% tnxTower Report- version 7.0.5.1 4 ` 63.667 Ft Monopole Tower Structural Analysis Project Number 194393, Order 431931, Revision 1 April 25, 2018 CC/ BU No 845223 Page 13 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 11 20.38 -10.95 11.77 -20.38 10.95 -11.77 0.000% 12 11.76 -14.60 20.38 -11.76 14.60 -20.38 0.000% 13 11.76 -10.95 20.38 -11.76 10.95 -20.38 0.000% 14 0.00 -14.60 23.53 -0.00 14.60 -23.53 0.000% 15 0.00 -10.95 23.53 -0.00 10.95 -23.53 0.000% 16 -11.76 -14.60 20.38 11.76 14.60 -20.38 0.000% 17 -11.76 -10.95 20.38 11.76 10.95 -20.38 0.000% 18 -20.38 -14.60 11.77 20.38 14.60 -11.77 0.000% 19 -20.38 -10.95 11.77 20.38 10.95 -11.77 0.000% 20 -23.53 -14.60 -0.00 23.53 14.60 0.00 0.000% 21 -23.53 -10.95 -0.00 23.53 10.95 0.00 0.000% 22 -20.38• -14.60 -11.77 20.38 14.60 11.77 0.000% 23 -20.38 -10.95 -11.77 20.38 10.95 11.77 0.000% 24 -11.76 :14.60 -20.38 11.76 14.60 20.38 0.000% 25 -11.76 -10.95 -20.38 11.76 10.95 20.38 0.000% 26 -0.00 -12.16 -6.56 0.00 12.16 6.56 0.000% 27 3.28 -12.16 -5.68 -3.28 12.16 5.68 0.000% 28 5.68 -12.16 -3.28 -5.68 12.16 3.28 0.000% 29 6.56 -12.16 0.00 -6.56 12.16. -0.00 0.000% 30 5.68 -12.16 3.28 -5.68 12.16 -3.28 0.000% 31 3.28 -12.16 5.68 -3.28 12.16 -5.68 0.000% 32 0.00 -12.16 6.56. -0.00 12.16 -6.56 0.000% 33 -3.28 -12.16 5.68 3.28 12.16 -5.68 0.000% 34 -5.68 -12.16 3.28 5.68 12.16 .-3.28 0.000% 35 -6.56 -12.16 -0.00 6.56 12.16 0.00 0.000% 36 -5.68 -12.16 -3.28 5.68 12.16 3.28 0.000% 37 -3.28, -12.16 -5.68 3.28 12.16 5.68 0.000% Non -Linear Convergence Results Load Force Converged? Number Displacement Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00016874 3 Yes 4 0.00000001 0.00009171 4 Yes 5 0.00000001 0.00003100 5 Yes 4 0.00000001 0.00093326 6 Yes 5 0.00000001 0.00003831 7 Yes 5 0.00000001 0.00001373 8 Yes 4 6.00000001 0.00030202 9 Yes 4 .0.00000001 0.00016417 10 Yes 5 0.00000001 0.00003201 11 Yes 4 0.00000001 0.00096187 12 Yes 5 , 0.00000001 0.00003391 13 Yes 5 0.00000001 0.00001189 14 Yes 4 0.00000001 0.00016854 15 Yes 4 0.00000001 0.00009168 16 Yes 5 0.00000001 0.00003760. 17 Yes 5 0.00000001 0.00001345 18 Yes 5 0.00000001 0.00003056 19 Yes 4 0.00000001 0.00092129 20 Yes 4 0.00000001 0.00030223 21 Yes 4 0.00000001 0.00016424 22 Yes 5 0.00000001 0.00003608 23 Yes 5 0.00000001 0.00001278 24 Yes 5 0.00000001 0.00003392 25 Yes 5 0.00000001 0.00001186 26 Yes 4 0.00000001 0.00002663 27 Yes 4 0.00000001 0.00008913 28 Yes 4 0.00000001 0.00013424 29 Yes 4 0.00000001 0.00004661 30 Yes 4 0.00000001 0.00008987 31 Yes 4 0.00000001 0.00009983 32 Yes 4 0.00000001 0.00002644 33 Yes 4 0.00000001 0.00012755 34 Yes 4 0.00000001 0.00008801 tnxTower Report- version 7.0.5.1 April 25, 2018 63.667 Ft Monopole Tower Structural Analysis CC/ BU No 845223 Project Number 194393, Order 431931, Revision 1 Page 14 35 Yes -4 0.00000001 0.00004672 36 Yes 4 0.00000001 0.00011690 37 Yes 4. 0.00000001 0.00010150 Maximum Tower Deflections -;,Service Wind Section Elevation Horz. Gov. Tilt- Twist No. Deflection Load ft in Comb. L1 63.667 - 50.5 9.061 26 1.2841 0.0079 L2 53.25 - 0 6.382 26 1.1280 0.0043 Critical Deflections and Radius of Curvafure -`Service Wind Elevation Appurtenance Gov. 'Deflection : Tilt Twist Radius of Load Curvature It Comb.. in ° ° ft 63.67 Palm Tree Crown 26, 9.061 1.2841 0.0079 3864 63.00 T-Arm Mount [TA 602-31 26 8.882 1.2745 0.0077 3864 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load It in Comb. ° L1 63.667 - 50.5 32.4942 4.5992 0.0284 L2 53.25 - 0 22.898 2 4.0464 0.0155 Critical Deflections and Radius of Curvature -.. Desi n Wind. .Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in ft 63.67 Palm Tree Crown 2 32.494 4.5992 0.0284 1090 63.00 T-Arm Mount [TA 602-3] 2 31.853 4.5651 0.0275 1090 Compression Checks Pole Desian Data Section Elevation Size L L Kl/r A P. �P Ratio No. P. ft It ft in2 K K �pn L1 63.667 - 50.5 TP21.85x18x0.1875 13.17 0.00 0.0 12.413 -6.11 896:39 0.007 (1) 4 L2 50.5-0(2) TP36.27x20.67094.3125 53.25 0.00 0.0 35.665 -14.56 2550.08 0.006 . 3 tnxTower Report - version 7.0.5.1 April 25, 2018 ` 63.667 Ft Monopole Tower Structural Analysis • - CCI, BU No 845223 ''•Project Number 194393, Order431931, Revision 1 - Page 15 • • ,Pole.Bendin Desi n! Data Section Elevation Size M x �M X Ratio • M y OM y Ratio , No. L M 1 Mer ' ,.. ft - kip-ft * kip-ft ' �N18, 'kip-R kip-ft Ww - .. L1 63.667 - 50.5 TP21.85xl8x0.1875' 220.69 384.05 0.575 •' 0.00 , 384.05 0.000 ' L2 56.5 - 0 (2) TP36.27x20.6709x0.3125 1424.65-1883.98 . 0.756 0.00 1883.98 0.000 Pole rShear Design Data . Section Elevation '+ ', " Size , f _ Actual OVA. •, Ratio . Actual ; OT -Ratio •,; No. Vd, Y. t ", TU T. •. r . ` R - - K K .� V� ,kip-ft kip-R ' -T . L1 63.667 - 50.5 + +•TP21.85x18x0.1875 '• 21.61 448.19 : " 0.048 .-0.97 769.03 _ 0.001 V a L2`- 50.5-0(2) TP36.27x20.6709x0.3125 23.56 1275.04- 0.018... 0.97 3772.57 . .0.600, ` / Po le'Interaction: Desi n`Data ' • >" `t .• Section Elevation Ratio Ratio Ratio Ratio Ratio • Comb. Allow. Criteria r No. PU M x - • MU; VU TU Stress Stress ' --- ft �Pe mM�x " �Me W �Tn Ratio Ratio 7 .• , .,. r .. 'ice L1 63.667 - 50.5 0.007 .-0.575 0.000 0.048 0.001 - 0.584 1.000 4.8.2 - L2 50.5-0(2) 0.006 ;+ 0.756;,..�, 0.000 0.018 . 0.0.00 0.762 nz, ' A.000 4.8.2 `'_ `Section Ca acit ... Table :.. t , •' . Section Elevation Component - Size Critical' - P , rope„o,,, ; % Pass No. It Type , • - Element K K Capacity Fail L1 63.667 = 50.5 ,; < TP21.85xl8x0.1875 1 s' -6.11 896.39 58.4 Pass L2 50.5 - 0 .' _ ,Pole Pole �'N •TP36.27x20.6709z0.3125 • - ti 2 -14.56 ; 2550.08 76.2 Pass. • i. 1 • Summary t V . Pole (L2) 76.2 . Pass •". - y RATING = 76.2 Pass qr `• r'.• 6 tnxTower Report - version 7.0.5.1- f 41 tiY K ' — + + s • .. . �.Y. ,14 ".Lit - nla Stiffener Results Horiiontal.Weld ` n/a Vertical•Weld: '` n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear; fUFt+(fv/Fv)^2'' . n/a ' a ' Plate Comp. (AISC Bracket): n/a ' Pol.e.Results" •�'' :• . . 1 Pole Punching Shear Check , - . n/a Stiffened or'Unstiffened,'Ungrouted, Circular Base Plate. -Any Rod Material TIA ReV G Assumption: Clear space between bottom of leveling:nut and top of concrete not exceeding (1)*(Rod Diameter) . Site Data ' BU#- 845223 Site Name: L4 QUINTA A .#: 431931.Rev. 1 : 1 Pole Manufacturer: Other Anchor Rod Data . Qty: Diam: Rod. Material: Strength (Fu): Yield, (Fy): Bolt.Circle: 10 in . ksi ksi in . . 2.25 A615-J 100 75 44 Plate Data,: Diam: Thick: Grade: Single -Rod &eft: 50 in in . ksi ;. in 2 60 ' .11'051 • Reactions Mul 1425 ft-kips. . Axial, Pu: 15 Rips . . Shear;.Vu.-I 24 kips . Eta'Factor; q 1 0.5 TIA G Fig. 44 If No stiffeners, Criteria: AISC LRFD <-Only Appl&Wb to Unstiffened Cases Anchor Rod Results' - Ri id r Max Rod (Cu+ Vu/fj):, 161.6 Kips Alsc LRFD: Allowable Axial, (D*Fu*Anet: 260.0 Kips •Tn Anchor Rod Stress Ratio: 62.1% Pass ' Base'Plate Results. YFlexural Check ' • Rigid ". Base Plate Stress`. 33;4 ksi AISC LRFD" . Allowable Plate Stress.: i 54.0 ksi .: :. qp.'Fy Base, Plate Stress Ratio: 6L9%'P6ss ' + Y.L. Lerigtti: + ; o-,.. 24.91. Stiffener:Data (Welding at both sides) C:onfig: Weld Type: Groove Depth: Groove Angle; Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld sir.: 0 < L Disregard <-- Disregard .' in in in in in in ksi . r :Pole;Data - -Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 36.27 in' in. , ksi ^o" IF'Round ksi . ` "0". if None 0.3125 65 18 80 0 Applied Loads omp. p i Moment (kip-ft)l 1425 Ayjal Force(kips) ibi Shear Force(kips) 24 Soil.Lateral Capacity Compression Uplift D„� rom TOC _ - Soil Safety Factor : 2:13• - Max Moment (kip-ft 1 5:1 - Rating •. o. - Soil Vertical Capacity' Compression Uplift -. oncrete Strengt , f a 2.5 cst e ar Strength, y: 60 1 cst Pier Design Data De th 20 ft . Above Gra e • 1 ft Pier Section 1 From V above grade to 20' below grade - Pier Diameterl Rebar Quanfityf 18 Rebar Size 9 ear over to. ies 3 in fie.bizel 4 '- Skin Friction (kips) 134.13 End Bearing (kips) •106.91:.. Weight of Concrete kips - ' 89.8 • Total Capacity (kips 2 .04 - Axial (kips) " 04.8. • • Rating •. 43.5% - -Reinforced Concrete Capacity • ompresston tft . 1' ' • • , �... .. ` a Soil Interaction Rating o - Structural Foundation Rating 69.8 01. 1, Critical Depth (ft from TOC) 5.96. - Critical Moment (kip-ft 1 45.17' - Critical. Moment Capacity 22 2. - Rating ". _ o - Soil Profile Groundwater Depth . n/a ft # of Layers 2 ' Calculated Calculated: :Ultimate Skin UIL Gross Angle of . Ultimate Skin Top Bottom . Thickness . y„ii Vc,na.e Cohesion Ultimate Skin Ultimate Skin .Friction Comp Bearing ' SPT Blow Layer Friction friction Uplift' Soil Type ' (ft) (ft) (ft) ' : (pcf) ' (pcf) . (ksf) Friction Comp Friction Uplift ` , Override Capacity ; _Count , . ,�• (degrees)b' (ksf) , (ksf) (ksf) Override (ksf) (ksf) 1 0 2.75 2.75 110.5 ' " 150 0 0 • 0.000 0.000 0.00 0.00 Cohesionless 2 - : . 2.75.. 20 _.17:25 110.5 : 150 : 0.144 25 0.377 0.377 - ' 0.60 - 0.60 - 6 Silty - , Design Maps"Detailed Report Page l of 4 ME Design. Maps Detailed Report 2012/2015 International Building Code (33.687310N, 116.3091.9°W): Site Class D - "'Stiff�Soil", Risk Category I/II/IbI Section 1613.3.1 Mapped acceleration parameters Note: Ground• motion values. provided below are for the direction of maximum horizontal f spectral response'acceIeration. They.have been converted from corresponding geometric' - Mean ground, motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,).• Maps in the 2012/2015 International Building Code are provided for ' Site Class B..Adjustments for�other Site Classes are made, as`needed, in Section ' 1613.3.3.: • . From Figure 1613.3:1(1)`1' Ss ='1;500 g From Figure-1613.3.1(2) `23. S, 0.6.31 g. . f Section 1613.3.2 Site. class'definitions - The authority having jurisdiction (not the USES); site -specific geotechnical data, and/or the default has classified the, site as Site Class D; based on.the site soil properties:in accordance with Section 16'13. 2010'ASCE-7 Standard -Table 20.3-1 y SITE CLASS. DEFINITIONS Site Class.. vs. N'or N6 s.. A. Hard.Rock' ?5,000 ft/s. N/A. N/A, B. Rock 2;500.to 5,000 ft/s : N/A : N/A' C. Very dense soiland'soft rock 1,200 to.2,500 ft/s >50 >2,000 psf •D.. Stiff Soil. 600 to. 1,200 ft/s 15 to 50 1,000•to 2,000 psf .. - E'. Soft clay soil <600 ft%s <15 • <1,000 psf. Any profile. with more'than 10 ft of soil, having the characteristics: •, Plasticity: index.PI > 20, • Moisture content'w > 40%; and ... Undrained shear.strength s, .< 500 p'sf, F. Soils requiring site response See. Section 20.3.1'• analysis in accordance with Section . 21.1 For SI:`lft/s 0:3048 m/s" 1lb/ftz ,=' 0.0479 kN/m? https://earthquake.usgs.gov/cn2/de'sighmaps/us/report.php?template=minimal&latitude=33.. 4/25/2018 Design Maps Detailed Report Page 2 of 4 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS 5 0.25 SS = 0.50 SS = 0.75 - SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 ` B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1` 1.0 E 2.5 1.7 . 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 For Site Class = D and S. ='1.500 g, F. = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv Site Class Mapped Spectral Response Acceleration at 1-s Period S,<_0.10 S,=0.20 S,=0.30 S,=0.40 S,>_0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 y 1.0 C . 1.7- 1:6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, 1 For Site Class = D and S, = 0.631 g, F� = 1.500 , https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=33... 4/25/2018 Design Maps Detailed Report Page 3 of 4 Equation (16-37): SMs = Us = 1.000 x 1.500 = 1.500 g Equation (16-38): SN = F,S, = 1.500 x 0.631 = 0.9479 , Section 1613.3.4 — Design spectral response acceleration parameters - - Equation (16-39): Sps.= % SMs x 1.500 = 1.000 g Equation (16-40): Sp, = % SM, 2/ x 0.947 = 0.631 g https://earthquake.usgs.gov/cn2/des.ignmaps/us/report.php?template=minimal&latitude=33... 4/25/2018 Design Maps Detailed Report Page 4 of 4 r - 17 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF SDI RISK CATEGORY I or II III IV ' _ Sos < 0.167g A A A 0.167g. <_ Sus < 0.33g B B -C 0.33g <_ SDI < 0.509 C C D 0.509 <_ Sps D D D For Risk Category = I and SDI = 1.000 g, Seismic Design Category = D ' TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF Sp, - RISK CATEGORY IorII III IV 'SDI < 0.067g A A A -0.067g <_ Sp, < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ SDI D D t::J For Risk Category = I and So, = 0.631 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for . buildings in.Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective _ of the above. } Seismic Design Category "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.goV/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=33... 4/25/2018 Monopole Analysis per 2012 IBC Site BU: 845223 CeW Work -.1559591, WN E Application. 431931. Rev. kips From TNX: I Axial, W, =1 15.0 Shear, V, =1 24.0 kips seconds degrees. minutes Site Latitude = 33 1 41 14.30 33.6873. ]degrees Site Longitude = -116 1 18 33.10 -1116.3092 Idegrees, Mass or Stiffness Irregularities No (Table 2-9) Ground Supported Structure = Yes Structure Class = 11 (Table 271) Site Class = D - Stiff Soil (Table2-11) Spectral ectra,l response acceleration short periods, Ss = 1.500 Spectral response acceleration 1 s period, S, = 0.631 USGS Seismic Tool Tower -Height (AGL), Ht = 63.7- ft'' Importance Factor, I = '1.0 (Table 2-3) Acceleration -based site'coefficient, Fa = 1.0 (Table 242)' 'Velocity -based site coefficient, F, = 1.5 (Table 2-13) Design spectral response acceleration short period, SDS = 1.000- (2.7.6) Design spectral response acceleration 1 s period, SD1 = 0.631 (2.7.6) Calculated Cs = 0.667 --Ikips (2.7.,Zl) Base Seismic Shear, V, = 8.3 Appurtenance Weight,(top.1/3 of structure), Wu = 6.1 Average Moment of Inertia, 1,,,g = 2542.4, Fundamental Frequency, Ff = 0.798 Ff related variable, SA = 0.503 Calculated C, . -0.336.. Minimum C, = 0.044 Minimum C, when:Sj z 0.75 = 0.000 -Final CS 0.336 'Alternative Base Seismic Shear, V, = 4.2 kips in' (2.Z11.2) (2.7 Z 1.) (2.7. Z 1) kips • . - Discrete. ' Seismic; , Seismic . Ht Wit li c S �: Shear•, F Induced' (kips) ,', ,`' Moment' (kips) ki ft 63.67 ' 3: .' 1.890 ' 1.980 1140 ' 2.083 ' 4:166_' 265.27 .63 .' .2.8443.' .1.85"l .1.779'.' .1.067'. .1.956'.' .3.709. .233.69.' Linear, Mid Ht` Wt (kips) a b c S... r Seismic; Shear, Fs, (kips) _ Seismic Induced Moment' ki -ft 61.5 0.03485 1.764 1.378 ' 0.916 ' 1.688 ' 0.039 " 2.41 0.11618' , 1.410'.' _ 0.304-- ,0.443 0.793— 0.061 ,' 3.38 ' 45 . • . 0.11618 . -0.944 _ . A.120 0.105 '0.200 0.015 - . 0.70. 35 • ' . 0.11618 0.571 • -0 042` 0.012 0.199' 0.015 : 0.54 ' 25 -" 0.11618, 0.291'.' 0.047: 6.0.13 . 0.235' 0.018 . 0.45 ' . 15 '0.11618, 0.105 0.071• ' 0.037 0.181 .' 0.014 0.21' 5 0.1-1618' - 0.012' 0.057 ` 0.033 0.112 0.009 , 0.04 f Monopole Section.Data Height yAbove' Base.(R) :Mid Height Z . (ft) Section Length (ft Number of Sides. . •Top Diameter ,(- - ` Bottom Diameter .. (in)` .Wall Thickness (i.n, Volume - a (ft) " Weight • (kips)-' •Average • Moment of Inertia finl a b. c .' � S,y Seismic Shear, Fn- (kiP§) Seismic Induced Moment (kip. 63.667• 58.667 10 18, •18 20.92398 - 0.1875 .0.79655 ' .0.390309 547.5216 1.605i 0.793' , 0.677 1.245 0.324 19.00. = 53:667 52.0835 . " ` 3.167 -. 18 '20.92398" 21.85. " 0.1875 ' ' 0.277462: 0.135956` 7171523 •1.265 .0.075 0.306' 0.529 0.048 2.50 53.25 4825, 10 .18 1 20.67091 23:60031 0.3125 1.503126 0:736532 •1319.765 - 1.085 -0.078 '0:178 0.301 0.148 7.12 43.25- . " 38.25 -10 '. 18 - " •23.60031' 26.52§72 03125' •1.704897 0.8354 1919.968 -0.682 -0.081 0.027 0.173 - 0.096 3.69 .33.25. 28.25 ; '. 10 :. 18 - .26.52972 29.45913 " 0.3125 -1.906668. 0.934267. 2679.817 0.372 . ' ' ' 0.027 0.008 0.237 0.147 4.16 23.25 19.25 . ' • 10, .'18 . '. � 29.45913. 32.38854 0.3125 '2.108439 ' 1.033135 3618.207 - 0155 - . -0.067 0.029 ' 0.201 0.138 2.52 13.25, - 8.25.. • 10 • .. 18. 32.38854 . 35.31794 0.3125 '. ' 2.31021 - 1.132003 '4754.03 0.032 - .0.069 0.041 0.141 ' 0.107 . 0.88 3.25 1.625 _ 3:25 18 35.31794 36.27. .0.3125 ' 0.794262 1.0.389188 1 5598.891 0.001- 0.026 - .0.014 0.051 0.013 - 0.02 63.7 fl ICI jI jI�I�I¶II ull llll • DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 63.67 Seismic Linear Force 4 35 ' Seismic Discrete Force 2 63 Seismic Section Force 5. 28.25 Seismic Linear Force 1• ' 61.5 Seismic Linear Force 5 - 25 Seismic Section Force 1 58.667 Seismic Section Force 6 18.25 ' Seismic Linear Force 2 55 Seismic linear Force 6 15 - Seismic Section Force 2 52.0835 - Seismic Section Force 7 8.25 Seismic Section Force 3 4825 - Seismic Linear Force 7- 5 Seismic Linear Farce 3 145 • - Seismic Section Force 8 11.625. Seismic Section Force 4 138.25 April 25,. 2018 F� 63.667 Ft Monopole Tower, Structural Analysis CC/ BU No 845223 ' . Project Number 194393, Order 431931, Revision 1 Page 17 Tower I n - ut Data There is a pole section. _ This tower is designed using the TIA-222-G standard. -` A The following design criteria apply: 1) Tower is located in Riverside County, California. •"'• ��. 2) +Basic wind speed of 85imph. j 3) Structure Class ll.. Exposure Category C. ; 5) • Topographic Category,1: 6) Crest Height 0.00 ft: ' '} 7) . Deflections calculated using a wind speed of 60 mph. 8) Seismic Analysis: Wind speed, topographic, and exposure information above do not apply.. 9). See CCISeismic output for seismic force calculations.. ' to) A non -linear (P-delta) analysis was used. 1 11) Pressures are calculated at each section. '• 12) Stress ratio used in pole design is 1. 13)- 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 . " Use Clear Spans For Wind Area SR Leg Bolts Resist Compression • t_» 4 Use Code Stress Ratios • Use Clear Spans For KUr ' All Leg Panels Have Same Allowable 4 Use Code Safety Factors -.Guys Retension Guys To Initial Tension t` Offset Girt At Foundation Escalate Ice r Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz Usezimuth Dish Coefficients.. Include Angle Block Shear Check 'A ' Use Special Wind Profile q Project Wind Area of Appurt..' ° Use TIA-222-G Bracing Resist. 16 - Exemption Include Bolts In Member Capacity Autocalc Torque Ann Areas Use TIA-222-G 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 q Include Shear -Torsion Interaction Use Diamond Inner Bracing'(4 Sided) .` Triangulate Diamond Inner Bracing Always Use Sub -Critical Flow f SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets ' SR Members Are Concentric Ta ered'Pole Section Geomet ` - Section .� Elevation Section Splice Number : Top Bottom Wall Bend Pole Grade ' Length Length, of Diameter Diameter Thickness Radius R �+ ft ft It Sides in • in in . in L1 63.67-50.50 - 13.17 . 2.75" 18 18.0000 21.8500 0.1875 0.7500 A572-65 r ,.a (65 ksi) L2 50.50-0.00 53.25 , 18 20.6709 36.2700 0.3125. 1.2500 A572-65 - (65 ksi) i F77,• -Ta ered' Pole Pro dirties Section Tip Dia. Area I r , C VC J VQ w wR in _ inz in° • in 'in in3 in° in in L1 - 18.2777 10.6007 424.9328 , 6.3234 9.1440 46.4712 850.4248 5'.30132.8380 15.136 22.1871 12.8919-764.3132 - 7.6902 11.0998 , • 68.8583 1529.6321 6.4472 3.5156 18.75 + L2 21.8078' •'20.1930 1057.3669'- 7.2272. 10.5008• 100.6937 2116.1251 10.0984 3.0881 . 9.882 w tnxTower Report - version 7.0.5.1 • r. *J t + . it ... y t:r . fF ,.� • f I y. � , r » a •4 ,, �� � ��,. Y .^ Apri125, 2018 ;.- 63.667 Ft Wriopole.Tower Structural Analysis •, - CC/ BU No 845223 - Project Number 194393, Order 431931, Revision 1 • . Page 18 .. Section Tip Dia. Area I'.. r C MC J /MQ w wR • in in2 ind in in - in3 in', in In 36.8295 35.6653 5825.8978 12.7649 18.4252 316.1925 11659.461 17.8361 5.8335 18.667 - 5 a, Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle , Elevation ,' ' . Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt t. r (per face) . ' A, Spacing Spacing Spacing ' Diagonals Horizontals Redundants ft - ft2 in in in in ` L163:67- 0 0 1 50.50 r L2 50.50-0.00 0 0 1 Fee'd•Line/Linear'A urtenan'66s Section Areas ` tiff` Tower Tower Face AR, AF CAAA CAAA' Weight Sectio Elevation ' , In Face Out Face n ft _. 3. ft2 K, •, • Ll 63.67-50.50A 0.000 0.000 0.000 0.000 0.00 ri ' i`'• i•' ' B 0.000 0.000 0.000 '0.000 0.00 • V - • • C 0.000 '• 0.000 ' 0.000 0.000' 0.00 ', • X + M L2 ' , 50.50-0.00 ` - A 0.000 0.000 0.000 0.000 �. 0.00 r r . , "' ' •,' • ... B , 0.000 0.000 0.000 0.000 0.00 - •+ ' •,3 h C 0.000 0.000 0.000 0.000 ° FeedLine Center of'PressureF : Section Elevation CPx CPZ CPX CPZ .. ° Ice Ice ,� �'• �,� ft in in 'in in ' `� t-• L1. 63.67-50.50 0.0000 0.0000 0.0000 0.0000 1" •' , L2 50.50-0.00 0.0000 0.0000 ,• 0.0000 0.0000 ° P Shieldiri Factor Ka ------------- - k • . Tower Feed Line Description Feed Line K. K. t User Defined`Loads - Description, Elevation - Offset Azimuth Weight F, Fz Wind Force CAA From Angle'- Centroid Seismic Discrete Force 1 63.67 0.00 0.0000 No Ice '' ' 3.00 •" 0.00 r 0.00 2.60 117.06 " Service • ` 0.00 0.00 .0.00 0.00 0.00 Seismic Discrete Force2 63.00. r° • . 0.00- 0.0000 No Ice - 2.84 • 0.00 - 0.00 2.32 104.45 ~ ' Service ` 0.00 0.00 . 0.00 0.00 0.00 '• 4: Seismic Linear Force 1 61.50 " 0.00 0.0000 No Ice 0.03 0.00, 0.00 0.02 1.11 t ` Service' 0.00 0.00 w 0.00 0.00 0.00 + .. _ Seismic Linear Force 2 {. 55.00 - ' 0.00 0.0000 No Ice 0.12 0.00 0.00- 0.04 1.78 " Service • 0.00 0.00 0.00 ' 0.00 0.00 _ Seismic Linear Force 3 '+; 45.00' �. " 0.00 0.0000 No Ice ti 0.12 0.00- 0.00 � 0.01 0.47 Service'' 0.00 0.00 0.00 0.00 '- -0.00 Seismic Linear Force 4 35.00 . ' 0.00 0.0000 No Ice 0.12 0.00 0.00 0.01 0.49 Service 0.00 0.00 0.00 0.00 0.00 Seismic Linear Force 5 25.60 0.00 0.0000 No Ice . 0.12 0.00, 0.00 0.01 0.62 w R Service 0.00- 0.00 -0.00 0.00 0.00 + V +' tnxTower Report *-"version 7.0.5.1 _ �. a_3 ' �. - r .v �i "` ram? 1� +C - '• • - ' Section Record No. Segment. No Ice 'Ice dr. .. ` i' • r '• � •' ,' v *` •, _ p April 25, 2018 < 63.667 Ft Monopole Tower Structural Analysis CC/ BU No 845223 Project Number 194393, Order 431931, Revision 1- . , Page 19 ;A CAAc ' Description Elevation Offset Azimuth Weight F, F, Wind Force From Angle M ✓ r Centroid , , : ft ft K' K K K ftz r Seismic Linear Force 6 15.00 0.00 _' 0.0000 • No Ice 0.12 0.00 0.00 0.01 0.53 Service 0.00 0.00 • 0.00 0.00 0.00 Seismic Linear Force 7 5'00 '0.00 0.0000 No Ice 0.12 0.00 0.00 0.01 •0.33 r ' Service 0.00' 0.00 ` 0.00 0.00 ~0.00 t - Seismic Section Force 1. 58.67 0.00 •0.0000 No Ice 0.00 0.00 0.00 0.20 9.26 - Service 0.00 0.00 0.00 0.00 - 0.00 Seismic Section Force 2 _ 52.08 `• 0.00 0.0000 No Ice 0.00 0.00 0.00 0.03 1.40 t Service _. 0.00 0.00 0.00 0.00 0.00 " + _ Seismic Section Force 3 48.25 , { , 0.000, 0.0000 No Ice 0.00 . 0.00 0.00 0.09 4.40 - - Service 0.00 0.00 0.00 '0.00 0.00, ^ Seismic Section Force 4 38.25 0.00 0.0000 No Ice 0.00 0.00 • 0.00 0.06 3.02 Service 0.00 t 0.00 0.00 0.00. 0.00 Seismic_ Section Force 5 28.25 0.00. 0.0000 No Ice - 0.00 0.00 0.00 0.09 4.91 Service 0.00 0.00 0.00 0.00 0.00 Seismic Section Force 6� 18.25 '. .; ,0.0000 No Ice 0.00 0.00 0.00 0.09 5.06 �0.00 Service' -0.00 0.00 0.00 0.00 _ 0.00 ` '. Seismic Section Force 7 8.25 - 0.00 0.0000 No Ice 0.00 0.00' 0.00 0.07. 4.05 w- Service 0.00 0.001 0.00 0.00 _ 0.00 t 'Seismic Section Force 8 -1.63 , - 0.00 0.0000 No Ice 0.00 0.00 0.00 0.01 0.51 ' Service 0.00 ' 0.00 0.00 0.00 '-0.00 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 a 4 1.2 Dead+1.6 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 iY 9 0.9 Dead+,1.6 Wind 90 deg - No'Ice r , • 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 a 13 0.9 Dead+1.6 Wind 150 deg = No Ice 1 , 4 i y 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 216 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, I - 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice •`' s '° , 22 1.2 Dead+1.6 Wind 300 deg - No Ice = „"' �' - i ' .23 10.9 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 r Dead+Wind 0 deg - Service i 27. Dead+Wind 30 deg - Service': [•, j -. - . 28 Dead+Wind 60 deg - Service ' ' .. ' • . 29 _ Dead+Wind 90 deg - Service a 30 Dead+Wind 120 deg - Service E - 31 ' Dead+Wind 150 deg - Service -t ' ' .32 Dead+Wind 180 deg Service a 33• Dead+Wind 210 deg - Service •r ', 34 Dead+Wind 240 deg - Service ' 35 - Dead+Wind 270 deg - Service;,,, ' _ V _^ 36 ' Dead+Wind 300 deg -Service- - 37 " Dead+Wind 330 deg - Service r4 ` tnxTower Report version 7.0.5.1 - t • '" + f: � � •4 1 4 � ' " �•, a , , . � f, � 44f 4.- t` ..J� ,� < �' - J � ... �: - A; - a. ` 1, y t• I . .. ,� •, 1, � " •,,... `l - ' - � . April25, 2018 �. 63.667 Ft Monopole Tower Structural Analysis CC/ BU No 845223 ' r ,S • Project Number 194393, Order 431931, Revision 1 Page 20 ; • Maximum Member Forces �• Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 63.667 - Pole Max Tension 1 0.00 0.00. 0.00 ' - 50.5 _`Max. Compression_ 6 , -7.45--72.68 41.96 s - • •. Max' Mx 8 -7.45 -83.92 0.00 ' R Max. My - .• 2 -7.45 0.00 83.92 ` Max. Vy 8 8.51 -75.06 0.00 - Max. Vx 2 -8.51 0.00 75.06 - - Max. Torque 6 0.00 L2 50.5 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression .8 -14.59 -555.93 0.00 < Max. Mx 8 -14.59 -555.93 0.00 - ' Max. My 2 -14.59 0.00 555.93 •= • Max. Vy 8 . 9.11 -483.52 0.00 r Max. Vx 2 -9.11 0.00 483.52 '. 4 Max. Torque 6 0.00 C. Maximum Reactions ^ - Location Condition Gov. Vertical Horizontal, X ' Horizontal, Z `' Load K K K .. ,. Comb. Pole Max. Vert 8 . 14.60 -9.07 0.00 Max. Hx 21 10.95 9.07- 0.00 - '• h Max. Hz 2 . 14.60 0.00 9.07 , Max. Mx 2 555.93 0.00 9.07 ' Max. M. 8 555.93 -9.07 . 0.00 ra ; • , Max. Torsion 6 0.00 7.85 4.53 ' - Min. Vert 5 - 10.95 -4.53 7.85 .. Min. Hx ' 8 .' 14.60 -9.07 0.00 w , . L , Min. Hz • 14 , - 14.60 0.00 -9.07 Min. Mx 14 -555.93 0.00 -9.07 , Min. M.. 20 -555.93 9.07 0.00 A Min. Torsion 10 -400 -7.85 4.53 -777 Tower Mast'Reaction -Summarya - Load Vertical Overturning Torque , Shear, Shear, Overturning Combination Moment, Mx Moment, M. K K K kip-ft ' kip-ft kip-ft Dead Only 12.16 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.6 Wind 0 deg - =_ 14.60 0.00 --9.07-555.93 0.00 0.00 , No Ice 0.9 Dead+1.6 Wind 0 deg - F r 10.95 a' 0.00 • '-9.07 • '-553.53 0.00 0.00 - a No Ice 1.2 Dead+1.6 Wind 30 deg - 14.60. 4.53 -7.85 481.45 �' -277.97 0.00 No Ice - 0.9 Dead+1.6 Wind 30 deg 10.95 4.53 -7.85-479.37 - 276.77 0.00 ' No Ice �. 1.2 Dead+1.6 Wind 60 de g = �, , 14.60 7.85 -4.53-277.97 ' -481.45 -0.00 a i . No Ice +. ' 0.9 Dead+1.6 Wind 60 deg - 10.95 7.85 -4.53 --276.77 '-479.37 - -0.00 r ' No Ice - 1.2 Dead+1.6 Wind 90 deg'-14.60, 9.07 .' 0.00 0.00 -555.93 0.00 - No Ice r 0.9 Dead+1.6 Wind 90'deg - 10.95 9.07 0.00 _ 0.00 -553.53 y 0.00 a No Ice 1.2 Dead+1.6 Wind 120 deg '• 14.60 7.85 4.53 277.97 -481.45 0.00 - No Ice .: s. ' - ^: . r• tnxTower Report - version •7.0.5.1 • • April 25, 2018 63.667 Ft Monopole Tower Structural Analysis CCI BU No 845223 Project Number 194393, Order 431931, Revision 1 Page 21 Load Vertical Shear Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, K K K kip-ft kip-ft kip-ft 0.9 Dead+1.6 Wind 120 deg 10.95 7.85 4.53 276.77 -479.37 0.00 - No Ice 1.2 Dead+1.6 Wind 150 deg 14.60 4.53 7.85 481.45 -277.97 -0.00 - No Ice 0.9 Dead+1.6 Wind 150 deg 10.95 4.53 7.85 479.37 -276.77 -0.00 -No Ice 1.2 Dead+1.6 Wind 180 deg 14.60 0.00 9.07 555.93 0.00 0.00 - No Ice O:9 Dead+1.6 Wind 180 deg 10.95 0.00 9.07 553.53 0.00 0.00 No Ice t, ' 1.2 Dead+1.6 Wind 210 deg 14.60 -4.53 7.85 481.45 277.97 0.00 - No Ice 0.9 Dead+1.6 Wind 210 deg 10.95 - -4.53 7.85 479.37 276.77 0.00 - No Ice 1.2 Dead+1.6 Wind 240 deg 14.60 .-7.85 4.53 277.97 481.45 -0.00 - No Ice 0.9 Dead+1.6 Wind 240 deg 10.95 -7.85 4.53 276.77 479.37 -0.00 - No Ice 1.2 Dead+1.6 Wind 270 deg 14.60 -9.07 0.00 0.00 555.93 0.00 -No Ice 0.9 Dead+1.6 Wind 270 deg 10.95 -9.07 0.00 0.00 553.53 0.00 - No Ice 1.2 Dead+1.6 Wind 300 deg 14.60 -7.85 -4.53 -277.97 481.45 0.00 - No Ice 0.9 Dead+1.6 Wind 300 deg 10.95 -7.85 -4.53 -276.77 479.37 0.00 -Nolce 1.2 Dead+1.6 Wind 330 deg 14.60 -4.53 -7.85 -481.45 277.97 -0.00 - No Ice 0.9 Dead+1.6 Wind 330 deg 10.95 -4.53 -7.85 =479.37 276.77 -0.00 - No Ice Dead+Wind 0 deg - Service 12.16 0.00 0.00 0.00 0.00 0.00 Dead+Wind 30 deg - Service 12.16 0.00 0.00 0.00 0.00 0.00 Dead+Wind 60 deg - Service 12.16 0.00 0.00 0.00 0.00 0.00 Dead+Wind 90 deg - Service 12.16 0.00 0.00 0.00 0.00 0.00 Dead+Wind 120 deg - 12.16 - 0.00 0.00 0.00 0.00 0.00 Service Dead+Wind 150 deg - 12.16- 0.00 0.00 0.00 0.00 0.00 Service Dead+Wind 180 deg - 12.16 0.00 0.00 0.00 0.00 0.00 Service Dead+Wind 210 deg - 12.16 0.00 0.00 0.00 0.00 0.00 Service Dead+Wind 240 deg - 12.16 0.00 0.00 0.00 0.00 0.00 Service Dead+Wind 270 deg - 12.16 0.00 0.00, '. 0.00 0.00 0.00 Service Dead+Wind 300 deg - 12.16 0.00 0.00 0.00 0.00 0.00 Service Dead+Wind 330 deg - 12.16 0.00 0.00 0.00 0.00 0.00 Service 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 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 2 0.00 -14.60 -9.07 0.00 14.60 9.07 0:000% 3 0.00 -10.95 -9.07 0.00 10.95 9.07 0.000% 4 4.53 -14.60 -7.85 -4.53 14.60, 7.85 0.000% 5 4.53 -10.95 7.85 -4.53 10.95 7.85 0.000% 6 7.85 -14.60 -4.53 -7.85 14.60 4.53 0.000% 7 7.85 -10.95 -4.53 -7.85 10.95 4.53 0.000% 8 9.07 -14.60 0.00 -9.07 14.60 0.00 0.000% 9 9.07 -10.95 0.00 -9.07 10.95 0.00 0.000% 10 7.85 -14.60 4.53 -7.85 14.60 -4.53 0.000% tnxTower Report - version 7.0.5.1 ' 63.667 Ft Monopole Tower Structural Analysis Project Number 194393, Order 431931, Revision 1 April 25, 2018 CC/ BU No 845223 Page 22 Load Comb. PX K Sum of Applied Forces PY K PZ K PX K Sum of Reactions PY K PZ K % Error 11 7.85 -10.95 4.53 -7.85 10.95 -4.53 0.000% 12 4.53 -14.60 7.85 -4.53 14.60 -7.85 0.000% 13 4.53 -10.95 7.85 -4.53 10.95 -7.85 0.000% 14 0.00 -14.60 9.07 0.00 14.60 -9.07 0.000% 15 0.00 -10.95 9.07 0.00 10.95 -9.07 0.000% 16 -4.53 -14.60 7.85 4.53 14.60 -7.85 0.000% 17 -4.53 -10.95 7.85 4.53 10.95 -7.85 0.000% 18 -7.85 -14.60 4.53 7.85 - 14.60 -4.53 0.000% 19 -7.85 -10.95 4.53 7.85 10.95 -4.53 0.000% 20 -9.07 -14.60 0.00 9.07 14.60 0.00 0.000% 21 -9.07 -10.95 0.00 9.07 10.95 0.00 0.000% 22 -7.85 -14.60 -4.53 7.85 14.60 4.53 0.000% 23 -7.85 -10.95 -4.53 7.85 10.95 4.53 0.000% 24 -4.53 -14.60 -7.85 4M 14.60 7.85 0.000% 25 -4.53 -10.95 -7.85 4.53 10.95 7.85 0.000% 26 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 27 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 28 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 29 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 30 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 31 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 32 0.00 -12.16 0.00 0.00 12,16 0.00 0.000% 33 0.00 -12.16 0.00 0.00. 12.16 0.00 0.000% 34 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% 35 0.00 -12.16 0.00 0.00 12:16 0.00 0.000% 36 0.00 • -12.16 0.00 0.00 12.16 0.00 0.000% 37 0.00 -12.16 0.00 0.00 12.16 0.00 0.000% Non -Linear Convergence, Results Force Load Converged? Number Displacement Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00001216 3 Yes 4 0.00000001 0.00000001 4 Yes 4, 0.00000001 0.00029761 5 Yes 4 0.00000001 0.00018822 6 Yes 4 0.00000001 0.00029761 7 Yes 4. - 0.00000001 0.00018822 8 Yes 4 0.00000001 0.00001216 • 9 Yes 4 0.00000001 0:00000001 10 Yes - 4 0.00000001 0.00029761 11 Yes 4 0.00000001 0.00018822 12 Yes 4 0.00000001 0.00029761 13 Yes 4 0.00000001 0.00018822 14 Yes 4 0.00000001 0.00001216 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00029761 17 Yes 4 0.00000001 0.00018822 18 Yes 4 0.00000001 0.00029761 19 Yes 4 0.00000001 0.00018822 20 Yes 4 0.00000001 0.00001216 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00029761 23 Yes 4 0.00000001 0.00018822 24 Yes 4 0.00000001 0.00029761 25 Yes 4 0.00000001 0.00018822. 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 0.0000000.1 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 tnxTower Report - version 7.0.5.1 _ ` , •. I S April 25, 2018 63.667 Ft Monopole Tower Structural Analysis CC/ BU No 845223" ! ' Project Number 194393, Order 431931, Revision 1 Page 23 . "•• t , �` r ` 35 Yes ' 4 0.00000001 0.00000001 36 Yes 4 ' ' 0.00000001 0.00000001 ' 37 Yes 4 0.00000001 0.00000001 Maximum Tower- Deflections = Service Wind ` Section Elevation Horz. Gov. Tilt Twist No. Deflection% Load - It in Comb. ! - L1 _ 63.667 - 50.5 0.000 1 0.0000 0.0000 L2 53.25 - 0 0.000 - 1 , 0.0000 0.0000' - I Critical' Deflections, and, Radius, of Curvature'- Service Wind • . Elevation Appurtenance Gov. Deflection .. Tilt Twist Radius of , t . 'Load Curvature ' ft '� Comb. in ft . -63.67 Seismic Discrete Force 1 ., 0 0.000 0.0000 0.0000 Inf � 63.00 • Seismic Discrete Force 2 - " 0 0.000 - r 0.0000 0.0000 Inf , 61.50 ; Seismic Linear Force 1 0 0.000 0.0000 0.0000 Inf -t - 58.67 Seismic Section Force 1 0' 0.000 -0.0000 0.0000 • Inf r - 55.00- Seismic Linear Force 2 0. 0.000 0.0000 • 0.0000 Inf 52.08 Seismic Section Force 2 , : 0 •_ 0.000 0.0000 • 0.0000 , . ' Inf 48.25 Seismic Section Force 3 0 0.000 0.0000 . 0.0000 Inf ' 45.00 Seismic Linear Force 3 0 0.000 0.0000 0.0000 Inf ' .. 38.25 - Seismic Section Force 4 '0 0.000 0.0000 0.0000 Inf , 35.00 Seismic Linear Force 4 ,: 0 0.000 0.0000 0.0000. . Inf 28.25 ' Seismic Section Force 5 y 0 r 0.000 0.0000 0.0000 Inf ' -25.00 Seismic Linear Force 5 0 0.000 0.0000 0.0000 Inf ` 18.25 Seismic Section Force 6 0 0.000 0.0000 0.0000 'Inf 15.00 Seismic Linear Force 6 0 0.000 0.0000 0.0000 Inf 8.25 Seismic Section Force 7 0 0.000 0.0000 0.0000 Inf, 5.00 Seismic Linear Force 7 01 0.000 . 0.0000 0.0000 Inf 1'63 Seismic Sectiori Force 8 0 ' 0.000 0.0000 0.0000 Inf " -Maximum.Tower,Deflections = Desi' •n Wind i Section Elevation Horz. Gov. Tilt - Twist = ' No. Deflection Load - + ft in Comb.' L1 63.667 - 50.5 12.665 8 1.7792 0.0000 L2 53.25 - 0 8.938 - 8 1.5754 0.0000, , ' `Critical'Deflections and Radius of.Cu'rvature - Desi" n'Wind Elevation Appurtenance 'Gov. , Deflection Tilt Twist Radius of - ' Load - - ., Curvature , ` .. It Comb. ina ° ° ft 63.67, Seismic Discrete Force 1 8 12.665 1.7792-. •'0.0000 ., 2797 63.00 Seismic Discrete Force 2 -8• 12.416 - 1.7667 0.0000 -2797 - �• . _ � 61.50 k+, :Seismic Linear Force 1 8 11.857 ,` 1.7385 0.0000 ' ' 2797 58.67 ' -Seismic Section Force 1 • •, •8 - 10.816 1 1.6845 0.0000 2797 • + 55.00 Seismic Linear Force 2 8 9.522' 1.6118 0.0000 1666 52.08 tl, Seismic Section Force 2 8 8.563 1.5503 0.0000 - - 1436 48.25 Seismic Section Force 3 8 7.413 1.4636 0.0000 1481 ` 45.00 Seismic Linear Force 3 ; "' 8 6.531 1.3852 0.0000 1588 38.25 +Seismic Section Force 4 8 4.950 - 1.2091 0.0000 1868 35.00 Seismic Linear Force 4 8 t• 4.296 • 1.1187 . 0.0000 2041 + a 28.25 Seismic Section Force 5 . 6 P 3.129 0.9208 0.0000 ' 2528 tnxTower Re ort -'version 7 0 5 1 t . April 25, •2018 63.667 Ft Monopole Tower Structural Analysis t CCI BU No 845223, ' Project Number 194393, Order 431931; Revision 1 . Page 24 ' Elevation Appurtenance Gov. Deflection Tilt Twist Radius of " Load Curvature ft Comb. in ft 25.00 Seismic Linear Force 5 6 2.648 0.8212 0.0060 2857 18:25 Seismic Section Force 6 6 1.784 0.6074 0.0000 3913 15.00 Seismic Linear Force 6 6 1.421 0.5016 0.0000 4761 ' 8.25 Seismic Section Force 7 6 0.745 0.2778 0.0000 8656 5.00 Seismic Linear Force 7 6 0.446 0.1687 . 0.0000• 14282_ , 1.63 Seismic Section Force 8 6 0.144 ' 0.0549 0.0000 14282 ° Compression Checks Pole Design Data Section Elevation Size L L KI/r A P. Ratio No. P. ft It It in K K 4)pn - L1 63.667 - 50.5 TP21.85x18x0.1875 13.17 0.00 0.0 12.413 -7.45 _ 896.39, 0.008 (1) 4 L2 ' : 50.5 - 0 (2) TP36.27x20.67094.3125 53.25 0.00 0.0 35.665 -14.59 2550.08 0.006 3 .+ c Pole'BOnding Design Data _ Section Elevation Size M X �M- Ratio M y ^y Ratio , No. M x M r ft kip-ft kip-ft �M_ kip-ft kip-ft . �M L1 63.667 - 50.5 TP21.85x18x0.1875 83.92 384.05 0.219 0.00 ' 384.05 0.000 L2 50.5-0(2) TP36.27x20.67094.3125 y 555.93 • 1883.98 0.295 0.00 1883.98 0.000 Pole Shear •Desi n Data Section Elevation Size Actual Ratio Actual �T Ratio No. Vu V T. T ft �TP21.85x18x0.1875 K K (PV kip-ft kip-ft �T L1 63.667 - 50.5 8.51 448.19 0.019 0.00 769.03 0.000 (1) L2 50.5-0(2) TP36.27x20:67094.3125 9.08 1275.04 0.007 0.00 3772.57 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio 'Ratio Ratio Comb. Allow. Criteria No. P. M, M y Vu T Stress . Stress ft �P �M- 4)V �T Ratio Ratio _ L1 63.667 - 50.5 0.008 0.219 0.000 0.019 0.000 0.227 1.000 4.8.2 L2 , . 50.5-0(2) 0:006 0.295 0.000 0.007 0.000 0.301 1.000 . 4.8.7 tnxTower Report - version 7.0.5.1 " April 25, 2018 63.667 Ft Monopole Tower Structural' Analysis CC/ BU No 845223 Project Number 194393, Order 431931, Revision 1 Page 25 Section Capacity Table , Section Elevation Component Size Critical . P op.11— % Pass No. ft Type Element " K K Capacity Fail L1 63.667 - 50.5 Pole TP21.85x18x0.1875 1 -7.45 896.39 22.7 Pass L2 50.5 - 0 Pole TP36.27x20.6709xb.3125 2 -14.59 2550.08 30.1 Pass Summary Pole (1-2) 30.1 Pass RATING = 30.1 Pass r tnxTower Report - version 7.0.5.1 f r n/a Stiffener. Results Horizontal Weld . n/a Vertical Weld: n/a Plate Flex+Shear, fb/F6+(1v/Fv)"2: n/a • < Plate Tension+Shear, TlF!t(fv/Fv)A2: n/a Plate Comp. (AISC Bracket):; n/a .' Pole Results_ Pole Punching Shear Check: n/a Stiffened or Unstiffened, Ungrouted, Circular_ Base Plate- Any Rod Material TIA Rey. G Assumption:. Clear space between Bottom of leveling nut and top of concrete not exceeding (1)'(Rod Diameter) . Site Data `BU#: 845223. 'Site Name: LA QUINTA App #:431931.Rev. 1' Pole Manufacturer: Other Anchor Rod Data Qty: Diam: Rod. Material: Strength (Fu): Yield (Fy): Bolt.Circle: 10 in t, ' - ksi ksi in .. 2.25 A615-J 100 75 44 Plate Data Diam: Thick: Grade: Single -Rod B-eff: 50 in In. ksi .. - lin ' 2 60 •`.11':51 Reactions . • Mu: 556 ft-ki s. - Axial, Pu: .. .15 ki • s'' .'. '• Shear,.Vu: V 9 1kips . Eta'Factor ril 0.5 ITING Fig.4 If No stiffeners, Criteria: - AISC LRFD <-Only, Applcable to Unstiffe'ned Cases r Anchor Rod Results'% ` Rigid Max Rod (Cu+ Vu/j): _ 63.9 kips AISC LRFD: ' Allowable Axial, . )*Fu'Anet:' .260.0 Kips ' •Tn Anchor Rod Stress Ratio: 24.6% Pass'' . Base Plate Results ' Flexural Check- Rigid- BasePlate Stress: 13.2 ksi , AISC LRFD' Allowable Plate Stress: 54.0 ksi :. cp'Fy Base Plate Stress Ratio:' 24.5%,Pass' •,v1. Length: .24.91, Stiffener..Data (Welding -at both sides) Config.: Weld Type: Groove Depth: 17 Groove Angle; 'Fillet H. Weld: Fillet V. Weld: Width: Height: 'Thick: Notch: Grade: Weld str.: 0 <-,= Disregard .'. <- Disregard in in in • .• in in ' in . ksi . ksi .-Diam: Thick: Grade: # o_ f Sides: _ . Fu Reinf. Fillet weld 36.27 in' in ksi" "o'! IF'Round ksi :'0". if None' ' 0.3125 65 18 80 0