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Home My WebLink AboutB16-2054 040-140-068i r BUTM COVE SEP 15. Z01(r DEVELOPMENT SERVICES Date: July 21, 2016 PER 1 f 1 t 33UTTE COUNTY I��ELOPMENT SERVICE13 Jonathan Jacobsen y V f Jacobs Engineoring Group, Inc. Crown Castle' _ E �- 5449 Bells Ferry Road 2055 S. Stearman Drive Acworth, GA 30102 Chandler, AZ 85286 Da �770)701-2500 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Jonathan Jacobsen, Structural Analysis Report A T& T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: CVL00236 DURHAM/DAYTON 845770 DURHAM/DAYTON 387720 1270917 342051 Rev. 3 Jacobs Engineering Group Inc. Project Number: 9039 ESQUON, DURHAM, Butte County, CA Latitude 39037'54.56"5 Longitude -12104553.62'f 148 Foot - Self Support Tower 1270917 Jacobs Engineering Group Inc. 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 928208, in accordance with application 342051, revision 3. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2013 California Building Code based upon an ultimate 3 -second gust wind speed of wind speed of 110 mph converted to a nominal 3 -second gust 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 II were used in this analysis All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Jacobs Engineering Group Inc. 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: Deepjyoti Chakraborty Structural Engineer tnxTower Report - version 7.0.6.2 ESS/GLV �O ql C 75' 00 Exp. ' 2/3" /17 CIV 1 V �F �F C A�- Reviewed by: r l Deep M. Shah, MS,PE,SE Senior Structural Engineer t Date: July 21, 2016 Jonathan Jacobsen Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Jonathan Jacobsen, Jacobs Enginoering Group,, Inc. 5449 Bells Ferry Road Acworth, GA 30102 (770)701-2500. Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: CVL00236 DURHAM/DAYTON 845770 DURHAM/DAYTON 387720 1270917 342051 Rev. 3 Jacobs Engineering Group Inc. Project Number: 9039 ESQUON, DURHAM, Butte County, CA Latitude 39037'54.56", Longitude -121045'53.62"' 148 Foot - Self Support Tower 1270917 Jacobs Engineering Group Inc. 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 928208, in accordance with application 342051, revision 3. The purpose of the analysis is to 14 stress 1 our analysis we have determined the tower stress level for the structure and foundation, under i F Date: July 21, 2016 Jonathan Jacobsen Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Jonathan Jacobsen, Jacobs Enginoering Group,, Inc. 5449 Bells Ferry Road Acworth, GA 30102 (770)701-2500. Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: CVL00236 DURHAM/DAYTON 845770 DURHAM/DAYTON 387720 1270917 342051 Rev. 3 Jacobs Engineering Group Inc. Project Number: 9039 ESQUON, DURHAM, Butte County, CA Latitude 39037'54.56", Longitude -121045'53.62"' 148 Foot - Self Support Tower 1270917 Jacobs Engineering Group Inc. 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 928208, in accordance with application 342051, revision 3. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Note: See Table I and Table I I for the proposed and existing loading, respectively. Sufficient Capacity This analysis has been performed in accordance with the 2013 California Building Code based upon an ultimate 3 -second gust wind speed of wind speed of 110 mph converted to a nominal 3 -second gust 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 II were used in this analysis All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Jacobs Engineering Group Inc. 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: Deepjyoti Chakraborty Structural Engineer tnxTower Report - version 7.0.6.2 Reviewed by: Deep M. Shah, MS,PE,SE Senior Structural Engineer 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 -Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 -Section Capacity (Summary) Table 6 —Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations July 21, 2016 CCI BU No 845770 Page 2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 3 1) INTRODUCTION This tower is a 148 ft Self Support tower designed by ROHN in May of 1995. The tower was originally designed for a wind speed of 80 mph per TIA/EIA-222-E. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind speed of 85 mph with no ice and 60 mph under service loads, exposure category C . Table 1 -Proposed Antenna and Cable Information Center Number. Antenna Number Feed Mounting Line of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 4 cci antennas HBSA-M65R-KU-H6 6 — ericsson RRUS 32 3 kathrein 80010121 2 kathrein 80010864 2 5/8 _ 130.0 131.0 1 kathrein 80010866K 1 3/8 6 kathrein ( 86010147 2 quintet technology (. QS6656-3 1 raycap DC6-48-60-18-8F T.. L..1,. n Cvin+ir,n Antenna nnA r-nhia infnrmntinn Center ti Number Feed 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 3 1) INTRODUCTION This tower is a 148 ft Self Support tower designed by ROHN in May of 1995. The tower was originally designed for a wind speed of 80 mph per TIA/EIA-222-E. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind speed of 85 mph with no ice and 60 mph under service loads, exposure category C . Table 1 -Proposed Antenna and Cable Information Center Number. Antenna Number Feed Mounting Line of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 4 cci antennas HBSA-M65R-KU-H6 6 — ericsson RRUS 32 3 kathrein 80010121 2 kathrein 80010864 2 5/8 _ 130.0 131.0 1 kathrein 80010866K 1 3/8 6 kathrein ( 86010147 2 quintet technology (. QS6656-3 1 raycap DC6-48-60-18-8F T.. L..1,. n Cvin+ir,n Antenna nnA r-nhia infnrmntinn tnxTower Report - version 7.0.6.2 Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) tower mounts I (crown) Sector Mount [SM 504-3] I - � - I 3 146.0 146.0 I 1 I 3 cci antennas HPA-33R-BUU-H6-K 6 ericsson KRY 112 71/3 �- 3 kathrein 730 372 - - 2 3 powerwave 7182.42 technologies 131.0 6 KRY 112 71/3 130.0 1 1/4 3 ericsson ( RRUS 11 �- 3 ericsson RRUS12/RRUS A2 1 3/8 3 – kathrein 739-664 2 5/8 1 6 kathrein 860 10025 6 1-1/4 1 raycap[—DC6-48-60-18-8Fg 12 15/$ 7/8 130.0 I 1 tower mounts (crown) Sector Mount [SM 201-3] 121.0 121.0 1 andrew HP6-107 1 EW90 1 tower mounts Pipe Mount [PM 601-1 (crown)] tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 4 Notes: 1) 2) 3) Existing Equipment Equipment To Be Removed; Not Considered in this Analysis Empty mount; considered in this analysis Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Number Antenna Manufacturer Number Antenna Model of Feed Lines Number Feed 150.0 Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer 1 Lines Size (in) 110.0 (ft) 1 CCISITES F 4' DIA. H.P. DISH - 90.0 _F 90.0 1 - 1 andrew HP6-107 80.0 2 - 95.0 95.0 1 EW90 1 1 tower mounts Pipe Mount [PM 601-1 50.0 50.0 2 (crown) F 8' DIA. H.P. DISH Notes: 1) 2) 3) Existing Equipment Equipment To Be Removed; Not Considered in this Analysis Empty mount; considered in this analysis Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Number Antenna Model of Feed Lines Feed Line Size (in) 150.0 150.0 12 Rohn SRL-410C-4R90- CCISITES 130.0 130.0 1 r 8' DIA. H.P. DISH - Rohn 120.0 120.0 1 - 4' DIA. H.P. DISH �) 110.0 110.0 1 CCISITES F 4' DIA. H.P. DISH - 90.0 _F 90.0 1 - 4' DIA. H.P. DISH 80.0 80.0 2 - 8' DIA. H.P. DISH - 70.0 _ —70.0 1 r 8' DIA. H.P. DISH - 50.0 50.0 2 F 8' DIA. H.P. DISH 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4 -GEOTECHNICAL REPORTS I Robert Young 5205130 CCISITES 4 -TOWER FOUNDATION Rohn 5205182 CCISITES DRAW INGS/DESIGN/SPECS 4 -TOWER MANUFACTURER Rohn 5205124 CCISITES DRAWINGS 4 -TOWER STRUCTURAL GPD Group 5008072 CCISITES ANALYSIS REPORTS 3.1) Analysis Method tnxTower (version 7.0.6.2), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. tnxTower Report - version 7.0.6.2 I 1W 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 3.2) Assumptions July 21, 2016 CCI BU No 845770 Page 5 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Specifications of the weld connecting the tower legs to the base plates have not been provided to Jacobs and as a result are outside the scope of this report. 5) The capacities of the weld connections between the gussets and the leg members and between the legs and flange plates are outside of the scope of this report due to the lack of information provided. 6) Based on our experience with similar tower types by the manufacturer the following material grades were assumed: a) Tower legs: A572-50 b) Tower bracing: A36 c) Anchor Rods: A354 Gr. BC d) Base plate: A572-50 e) Bolts: A325 This analysis may be affected if any assumptions are not valid or have been made in error. Jacobs Engineering Group Inc. should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS T-%hlo 9; _ Qne%finn r-nnnr%-ity (Siimmarv) SectionCritical No. Elevation (ft) Component Type Leg Size Element P K ( ) SF*P_allow (K) % Capacity pass /Fail ROHN 2.5 STD 3 } -9.17 63.56 14.4 Pass T1 148-128 T2 128-120 Leg ROHN 2.5 STD 37 -19.42 63.56 30.5 Pass T3 � T4 120- 100 100-80 Leg Leg ROHN 2.5 EH ROHN 3 X-STR 54 84 -42.90 -64.96 74.43 94.34 57.6 68.9 Pass Pass _ T5 � 80_6 0 � Leg ROHN 3.5 EH 105 -87.74 125.73 69.8 Pass Pass T6 60-40 Leg ROHN 4 X-STR 126 -110.29 159.91 69.0 T7 T8 T1 40-20 � 20-0 148- 128 Le 9 Leg Diagonal ROHN 5 X-STR ROHN 5 EH L1 3/4x1 3/4x3/16 147 162 11 -130.71 -152.49 -1.94 201.25 201.25 8.67 64.9 75.8 22.4 31.7 (b) Pass Pass Pass T2 128-120 Diagonal L1 3/41 3/43/16 44 -3.12 8.67 36.0 52.5 b Pass T3 120-100 Diagonal L1 3/41 3/43/16 62 -3.23 5.01 64.5 Pass T4 100-80 Diagonal L2 1/2x2 1/2x3/16 89 -4.34 9.39 46.3 55.3 (b) Pass T5 80 - 60 Diagonal g L2 1/2x2 1/2x1/4 110 -4.66 9.36 49.8 39.7 Pass 6 FT42.8 60-40 Diagonal L3x3x1 /4 131 152 -5.16 -6.12 12.98 14.29 49.1 (b) Pass Pass T7 40 - 20 Diagonal L3 1/2x3 1/2x1/4 57.5 (b) 53.9 Pass T8 20 - 0 Diagonal L3 1 /2x3 1 /2x1 /4 167 5 -6.47 -0.02 12.00 3.02 60.5 (b) 0.6 Pass T1 148-128 �4 Top Girt L1 3/4x1 3/4x3/16 T3 120-100 Top Girt L2x2x3/16 56 -0.21 4.58 4.5 Pass Leg (T8) Summary I75.8 Pass tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 6 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity pass / Fail � Pass 1 Base Plate 0 36.2 Pass Diagonal 64.5 Pass 8.9 Pass Structural (T3) � Base Foundation —� 54.0 Pass Soil Interaction Top Girt (T3) Bolt Checks 4.5 60.5 Pass Pass Rating = 75.8 -F Pass Table 6 - Tower Component Stresses vs. Capacity — LC5 Notes Component Elevation (ft) %Capacity Pass /Fail 1 Anchor Rods ( 0 _ _�_ 44.1. � Pass 1 Base Plate 0 36.2 Pass 1 Base Foundation � 8.9 Pass Structural � Base Foundation � 54.0 Pass Soil Interaction Structure Rating (max from all components) = 75.8% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 tnxTower Report - version 7.0.6.2 APPENDIX A TNXTOWER OUTPUT July 21, 2016 CCI BU No 845770 Page 7 t t 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 tnxTower Report - version 7.0.6.2 APPENDIX A TNXTOWER OUTPUT July 21, 2016 CCI BU No 845770 Page 7 148.0 ft 128.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION safety climb mount 146 CD 130 Sector Mount [SM 504-31 146 RRUS 11 130 (3) Mount Pipe 146 RRUS 11 130 (3) Mount Pipe 146 RRUS 11 130 (3) Mount Pipe 146 RRUS12/RRUS A2 130 v 130 RRUS12/RRUS A2 130 739-664 130 RRUS12/RRUS A2 130 739-664 co DC6-48-60-18-8 F 130 800 10864 130 (4) 860 10147 130 800 10864 130 ca 130 800 10866K 130 860 10147 130 800 10121 130 (2) RRUS 32 130 800 10121 130 (2) RRUS 32 130 800 10121 130 (2) RRUS 32 130 QS6656-3 130 DC6-48-60-18-8F 130 QS6656-3 130 Sector Mount [SM 201-31 130 HBSA-M65R-KU-H6 130 6'x 2" Mount Pipe 130 (2) HBSA-M65R-KU-H6 130 6'x 2" Mount Pipe 130 HBSA-M65R-KU-H6 X 6'x 2" Mount Pipe 130 (2) KRY 112 71/3 130 Pipe Mount [PM 601 -11 121 (2) KRY 112 71/3 130 HP6-107 121 (2) KRY 112 71/3 130 _ 95 (2) 860 10025 130 HP6-107 M (2) 860 10025 1130 m f Q r O X F- C/) M •c} N J z ca Cl) x c M Q N �- Z X M W cD I U') N X o F Z N O 00 cP 00 cc X x N � a � M f- M N z N 2 O r- J co 0 O r L cliQ M W Q N V) CSD �p rj CD ao In N z X ON M cc N J 0 ca n N N X X Q v �p Cl) N Z z Cl) 2 J 0 r n qC T M 'F— '^ V/ X n r Lo N z cc X N p v N n � n M J W V00 m f z N °o= C) ri r, T co T w` /; TW V co L N oO L o ai c� M d a) 5 6 Fes- li * � 148.0 ft 128.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION safety climb mount 146 (2) 860 10025 130 Sector Mount [SM 504-31 146 RRUS 11 130 (3) Mount Pipe 146 RRUS 11 130 (3) Mount Pipe 146 RRUS 11 130 (3) Mount Pipe 146 RRUS12/RRUS A2 130 739-664 130 RRUS12/RRUS A2 130 739-664 130 RRUS12/RRUS A2 130 739-664 130 DC6-48-60-18-8 F 130 800 10864 130 (4) 860 10147 130 800 10864 130 860 10147 130 800 10866K 130 860 10147 130 800 10121 130 (2) RRUS 32 130 800 10121 130 (2) RRUS 32 130 800 10121 130 (2) RRUS 32 130 QS6656-3 130 DC6-48-60-18-8F 130 QS6656-3 130 Sector Mount [SM 201-31 130 HBSA-M65R-KU-H6 130 6'x 2" Mount Pipe 130 (2) HBSA-M65R-KU-H6 130 6'x 2" Mount Pipe 130 HBSA-M65R-KU-H6 130 6'x 2" Mount Pipe 130 (2) KRY 112 71/3 130 Pipe Mount [PM 601 -11 121 (2) KRY 112 71/3 130 HP6-107 121 (2) KRY 112 71/3 130 Pipe Mount [PM 601-1] 95 (2) 860 10025 130 HP6-107 195 (2) 860 10025 1130 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu 158 A572-50 50 ksi 65 ksi A36 36 ksi ksi TOWER DESIGN NOTES 1. Tower is located in Butte County, California. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower 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 II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 75.8% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE. DOWN: 158 K SHEAR: 18 K UPLIFT. -133 K SHEAR: 15 K AXIAL 30 K SHE MOMENT 29K L 2405 kip -ft TORQUE 15 kip -ft REACTIONS - 85 mph WIND Jacobs Engineering Group Inc. ob: 148'-SST-DURHAM/DAYTON " 5449 Bells FerryRoad Project: BU#845770 WO#1270917 Acworth, GA 30102 Client: Drawn by: Scale: Crown Castle Dee oti Chakrabort Jacobs Engineering Group Inc. Phone: (770)701-2500 Code' TIA-222-G Date: 07/21 /16 Scale: NTS FAX: (770)701-2501 Path: Dwg No. E-1 f,-'1la�rt'(:tokn Dt�D...w'nNDEEpfV(?'T�PPf?1C�`,TS'a5 d A^n IFH►+ADAVTMf Wn M 1271TArnl:ai^.`+AnA..la' "I1*ff�Rnr1 Wns+2?++u+7 .++ 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 'tower Input Data July 21, 2016 CCI BU No 845770 Page 8 The main tower is a 3x free standing tower with an overall height of 148.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.65 ft at the top and 18.77 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Butte County, California. 2) Basic wind speed of 85 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Deflections calculated using a wind speed of 60 mph. 8) Pressures are calculated at each section. 9) Stress ratio used in tower member design is 1. 10) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification 4 Use Code Stress Ratios 4 Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile 4 Include Bolts In Member Capacity Leg Bolts Are At Top Of Section 4 Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric tnxTower Report - version 7.0.6.2 Options Distribute Leg Loads As Uniform Assume Legs Pinned 4 4 Assume Rigid Index Plate 4 Use Clear Spans For Wind Area 4 4 Use Clear Spans For KL/r Retension Guys To Initial Tension 4 Bypass Mast Stability Checks 4 4 Use Azimuth Dish Coefficients 4 4 Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination 4 Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 Leg C Wind 180 Face C Wind Normal Triangular Tower Leg B Tower Section Geometry July 21, 2016 CCI BU No 845770 Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 148.00-128.00 6.65 1 20.00 T2 128.00-120.00 6.65 1 8.00 T3 120.00-100.00 6.65 1 20.00 T4 100.00-80.00 8.69 1 20.00 T5 80.00-60.00 10.72 1 20.00 T6 60.00-40.00 12.76 1 20.00 T7 40.00-20.00 14.77 1 20.00 T8 20.00-0.00 16.77 1 20.00 Tower Section Geometry (contd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 148.00-128.00 4.00 X Brace No No 0.0000 0.0000 T2 128.00-120.00 4.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 5.00 X Brace No No 0.0000 0.0000 T4 100.00-80.00 6.67 X Brace No No 0.0000 0.0000 T5 80.00-60.00 6.67 X Brace No No 0.0000 0.0000 T6 60.00-40.00 6.67 X Brace No No 0.0000 0.0000 T7 40.00-20.00 10.00 X Brace No No 0.0000 0.0000 T8 20.00-0.00 10.00 X Brace No No 0.0000 0.0000 Tower Section Geometry (contd) tnxTower Report - version 7.0.6.2 July 21, 2016 r Structural Analysis CCI BU No 845770 148 Ft Self Support Tower Y Project Number 1270917, Application 342051, Revision 3 Page 10 Tower Leg Leg Leg Grade Diagonal Type Diagonal Size UIayu<<aI Grade Elevation T e Type Size Elevation Type Size Grade Type ft ftA36 T1 148.00- Equal Angle L1 3/4x1 3/4x3/16 A36 Solid Round Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi) Pie P ROHN 2.5 STD A572-50 T1 148.00 - 128.00 T2 128.00 - PiPe ROHN 2.5 STD (50 ksi) A572-50 Equal Angle L1 3/4x1 3/4x3/16 3 (36 ksi) 120.00 T3 120.00 - PiPe ROHN 2.5 EH (50 ksi) A572-50 Equal Angle L1 3/4x1 3/4x3/16 3 (36 ksi) 100.00 T4 100.00 - PiPe ROHN 3 X-STR (50 ksi) A572-50 Equal Angle L2 1/2x2 1/2x3/16 36 (36 ksi) 80.00 T5 80.00-60-00 Pie P ROHN 3.5 EH (50 ksi) A572-50 Equal Angle L2 1/2x2 1 /2x1 /4 3 (36 ksi) T6 60.00 40.00 Pie P ROHN 4 X-STR (50 ksi) A572-50 Equal Angle L3x3x1 /4 A36 (36 ksi) T7 40.00-20.00 Pie P ROHN 5 X-STR (50 ksi) A572-50 Equal Angle L3 1/2x3 1 /2x1 /4 A36 (36 ksi) Ta 20-00-0-00 Pire ROHN 5 EH (50 ksi) A572-50 Equal Angle L3 1/2x3 1 /2x1 /4 A36 (36 ksi (50 ksi) Tower Section Geometry ntd Gusset GradeAdust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle ' Tower Gusset Gusset � Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt Ar Spacing Spacing Spacing (per face) Diagonals Horizontals Redundants ft ftz in in in in T1 148.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 128.00 (36 ksi) T2128.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 120.00 (36 ksi) T3120.00- 0.00 0.000 0 A36 1.03 1 1.05 36.0000 36.0000 36.0000 100.00 (36 ksi) T4100.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 80.00 (36 ksi) T5 80.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 60.00 (36 ksi) T6 60.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 40.00 (36 ksi) 1.03 1 1.05 36.0000 36.0000 36.0000 T7 40.00- 0.00 0.0000 A36 20.00 (36 ksi) 1.03 1 1.05 36.0000 36.0000 36.0000 T8 20.00-0.00 0.00 0.0000 A36 36 ksi Tower Section Geometa_ qonf'd� IK Factors' tnxTower Report - version 7.0.6.2 r Section Geometrycont'dTowe Tower Top Girt To Girt p Top Girt Bottom Girt Bottom Girt Size Bottom Girt Grade Elevation Type Size Grade Type ftA36 T1 148.00- Equal Angle L1 3/4x1 3/4x3/16 A36 Solid Round (36 ksi) 128.00 T3 120.00- Equal Angle L2x2x3/16 (36 ksi) A36 Solid Round A36 �36 ksi 100.00 36 ksi Tower Section Geometry ntd Gusset GradeAdust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle ' Tower Gusset Gusset � Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt Ar Spacing Spacing Spacing (per face) Diagonals Horizontals Redundants ft ftz in in in in T1 148.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 128.00 (36 ksi) T2128.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 120.00 (36 ksi) T3120.00- 0.00 0.000 0 A36 1.03 1 1.05 36.0000 36.0000 36.0000 100.00 (36 ksi) T4100.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 80.00 (36 ksi) T5 80.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 60.00 (36 ksi) T6 60.00- 0.00 0.0000 A36 1.03 1 1.05 36.0000 36.0000 36.0000 40.00 (36 ksi) 1.03 1 1.05 36.0000 36.0000 36.0000 T7 40.00- 0.00 0.0000 A36 20.00 (36 ksi) 1.03 1 1.05 36.0000 36.0000 36.0000 T8 20.00-0.00 0.00 0.0000 A36 36 ksi Tower Section Geometa_ qonf'd� IK Factors' tnxTower Report - version 7.0.6.2 n 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 11 Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Net U Brace Brace Diags Deduct in Horiz. Brace Deduct Single Solid in Diags Diags Width in Width T1 148.00- Flange in Angles Rounds 0.6250 1 X X X X X X X ft Deduct A325N Y Y Y Y Y Y Y T1 148.00- Yes No 1 1 1 1 1 1 1 1 128.00 0.0000 0.75 0.0000 1 1 1 1 1 1 1 T2128.00- Yes No 1 1 1 1 1 1 1 1 120.00 0.7500 4 0.6250 1 1 1 1 1 1 1 1 T3120.00- Yes No 1 1 1 1 1 1 1 1 100.00 A325N A325N 1 1 1 1 1 1 1 T4100.00- Yes No 1 1 1 1 1 1 1 1 80.00 0.0000 0.75 0.0000 1 1 1 1 1 1 1 T5 80.00- Yes No 1 1 1 1 1 1 1 1 60.00 0.0000 0.75 0.0000 1 1 1 1 1 1 1 T6 60.00- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T7 40.00- Yes No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T8 20.00- Yes No 1 1 1 1 1 1 1 1 0.00 0.0000 0.75 0.0000 1 1 1 1 1 1 1 'Note: K factors are applied to member segment lengths. K -braces without inner supporting members will have the K factor in the out-of- plane ut-ofplane direction applied to the overall length. lower Section Geometry (contyU)-M Tower Elevation ft Leg Leg Bolt Size Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net U Net Width U Net U Net U Net U Net U Deduct in Width in Deduct in Width in Width in Width in Width T1 148.00- Flange in 4 Deduct 0.6250 1 in 0 Deduct 0 Deduct 0 Deduct 0 Deduct A325N A325N in A325N A325N in A325N in A325N in T2128.00- in 0.6250 T1148.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 128.00 A325N A325N A325N A325N A325N T3120.00- Flange 0.7500 4 0.6250 1 T2128.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00 A325N A325N A325N T4100.00- Flange 0.8750 4 0.6250 1 0.6250 0 0.6250 T3120.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00 A325N A325N T4100.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00 T5 80.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00 T6 60.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00 T7 40.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 20.00 T8 20.00-0.001 0.0000 1 1 0.0000 0.75 0.0000 0.75 0.0000 0.750.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry (contd) Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 148.00- Flange 0.6250 4 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 128.00 A325N A325N A325N A325N A325N A325N A325N T2128.00- Flange 0.6250 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 120.00 A325N A325N A325N A325N A325N A325N A325N T3120.00- Flange 0.7500 4 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T4100.00- Flange 0.8750 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 12 Tower Elevation ft ti Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 12 Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Offset Offset in Per in in in in in ft in (Frac FW) T5 80.00- Flange 0.8750 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 60.00 in A325N A325N A325N A325N 148.00 - 0.00 A325N 0.4 A325N 1 A325N 0.3750 T6 60.00- Flange 1.0000 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 40.00 A A325N Ar (CaAa) A325N A325N A325N 6 A325N 0.5000 A325N 0.33 A325N A T7 40.00- Flange 1.0000 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 20.00 0.0000 A325N 6 A325N A325N A325N 0.82 A325N A A325N Ar (CaAa) A325N 0.0000 T8 20.00-0.00 Flange 0.7500 0 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 1 0.5000 A325N 0.32 A325N A325N A325N Ar (CaAa) A325N 0.0000 A325N 1 A325N 0.5000 Feed Line/Linear Appurtenances.- Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FW) Row in in plf in A No Ar (CaAa) 148.00 - 0.00 -12.0000 0.4 1 1 0.5000 0.3750 0.22 Safety Line 3/8 Climbing A No Af (CaAa) 148.00 - 0.00 -12.0000 0.4 1 1 0.5000 2.5000 7.90 Ladder LDF5- A No Ar (CaAa) 130.00 - 0.00 2.0000 0.46 6 2 0.5000 1.0300 0.33 50A(7/8) LDF6-50A(1- A No Ar (CaAa) 130.00 - 0.00 0.0000 -0.2 6 6 0.5000 1.5500 0.60 1/4) LDF7-50A(1- A No Ar (CaAa) 130.00 - 0.00 0.0000 0.45 6 6 0.5000 1.9800 0.82 5/8) LDF7-50A(1- A No Ar (CaAa) 130.00 - 0.00 0.0000 -0.1 2 2 0.5000 1.9800 0.82 5/8) EW90(ELLIP A No Ar (CaAa) 121.00 - 0.00 0.0000 -0.25 1 1 0.5000 1.2800 0.32 TICAL) EW90(ELLI P A No Ar (CaAa) 95.00-0.00 0.0000 -0.26 1 1 0.5000 1.2800 0.32 TICAL) Feedline A No Af (CaAa) 148.00 - 0.00 0.0000 -0.1 1 1 0.5000 3.0000 8.40 Ladder (Af) T -Brackets A No Af (CaAa) 130.00 - 0.00 0.0000 0.45 1 1 0.5000 1.0000 8.40 2.5" Conduit A No Ar (CaAa) 130.00 - 0.00 0.0000 0 2 2 1.0000 2.5000 1.00 2.5000 9776(5/8") A No Ar (CaAa) 130.00 - 0.00 2.0000 -0.26 2 2 0.5000 0.7350 0.28 LDF2- A No Ar (CaAa) 130.00 - 0.00 2.0000 -0.25 1 1 0.5000 0.4400 0.08 50(3/811) LDF7-50A(1- A No Ar (CaAa) 130.00 - 0.00 2.0000 0.45 4 2 0.5000 1.9800 0.82 5/8 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number -- ft ft2lft plf LDF1-50A(1 /4) A No CaAa (Out Of 130.00 - 0.00 1 No Ice 0.00 0.06 Face) LDF2-50(3/8) A No CaAa (Out Of 130.00 - 0.00 1 No Ice 0.00 0.08 Face) 9776(5/8) A No CaAa (Out Of 130.00 - 0.00 2 No Ice 0.00 0.28 Face) .wwn�e.�r•r�nr�r��ri tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation Ice Ice In Face Out Face in n ft T1 ft' ff ftz ftz K T1 148.00-128.00 A 0.000 0.000 28.647 0.000 0.38 -3.1304 -5.5809 B 0.000 0.000 0.000 0.000 0.00 -4.2298 -7.4153 C 0.000 0.000 0.000 0.000 0.00 T2 128.00-120.00 A 0.000 0.000 46.015 0.000 0.35 -5.6065 -9.5568 B 0.000 0.000 0.000 0.000 0.00 -6.8645 -11.9047 C 0.000 0.000 0.000 0.000 0.00 T3 120.00-100.00 A 0.000 0.000 117.277 0.000 0.88 Feedline Ladder (Af) 128.00- B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T4 100.00-80.00 A 0.000 0.000 119.197 0.000 0.88 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T5 80.00-60.00 A 0.000 0.000 119.837 0.000 0.89 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T6 60.00-40.00 A 0.000 0.000 119.837 0.000 0.89 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T7 40.00-20.00 A 0.000 0.000 119.837 0.000 0.89 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 T8 20.00-0.00 A 0.000 0.000 119.837 0.000 0.89 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPX CPz CPX CPz T1 1 Safety Line 3/8 128.00- Ice Ice ft in in in in T1 148.00-128.00 -1.4049 -2.6485 -1.9771 -3.6652 T2 128.00-120.00 -2.6617 -4.9709 -2.9013 -5.5365 T3 120.00-100.00 -3.1304 -5.5809 -3.4158 -6.2283 T4 100.00-80.00 -3.8644 -6.6273 -4.2298 -7.4153 T5 80.00-60.00 -4.5413 -7.7124 -4.9861 -8.6427 T6 60.00-40.00 -4.9936 -8.4987 -5.4986 -9.5332 T7 40.00-20.00 -5.6065 -9.5568 -6.1867 -10.7279 T8 20.00-0.00 -6.2105 -10.5992 -6.8645 -11.9047 Shielding factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 1 Safety Line 3/8 128.00- 0.6000 0.6000 148.00 T1 2 Climbing Ladder 128.00- 0.6000 0.6000 148.00 T1 6 LDF5-50A(7/8) 128.00- 0.6000 0.6000 130.00 T1 7 LDF6-50A(1-1 /4) 128.00- 0.6000 0.6000 130.00 T1 8 LDF7-50A(1-5/8) 128.00- 0.6000 0.6000 130.00 T1 9 LDF7-50A(1-5/8) 128.00- 0.6000 0.6000 130.00 T1 13 Feedline Ladder (Af) 128.00- 0.6000 0.6000 148.00 July 21, 2016 CCI BU No 845770 Page 13 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 Tower Feed Line Section Record No. T1 T1 T1 T1 T1 T2 T2 T2 T2 T2 T2 T2 T2 T2 T2 T2 T2 T2 T3 T3 T3 T3 T3 T T T',': T T T T T T Description 14 T -Brackets 15 2.5" Conduit 17 9776(5/8") 18 LDF2-50(3/8") 20 LDF7-50A(1-5/8) 1 Safety Line 3/8 2 Climbing Ladder 6 LDF5-50A(7/8) 7 LDF6-50A(1-1 /4) 8 LDF7-50A(1-5/8) 9 LDF7-50A(1-5/8) 11 EW90(ELLIPTICAL) 13 Feedline Ladder (Af) 14 T -Brackets 15 2.5" Conduit 17 9776(5/8") 18 LDF2-50(3/8") 20 LDF7-50A(1-5/8) 1 Safety Line 3/8 2 Climbing Ladder 6 LDF5-50A(7/8) 7 LDF6-50A(1-1 /4) 8 LDF7-50A(1-5/8) 3 9 LDF7-50A(1-5/8 3 11 EW90(ELLIPTICAL; 13 Feedline Ladder (Af 3 14 T -Bracket; 3 15 2.5" Condu 3 17 9776(5/8" 3 18 LDF2-50 (3/8' 3 20 LDF7-50A(1-5/f 4 1 Safety Line 3) T4 2 Climbing Laddi T4 6 LDF5-50A(W T4 7 LDF6-50A(1-1 / tnxTower Report - version 7.0.6.2 Feed Line Segment Elev. 128.00- 130.00 128.00- 130.00 128.00- 130-00 128.00- 130.00 128.00- 130.00 120.00- 128.00 120-00- 128.00 120-00- 128.00 120.00- 128.00 120-00- 128-00 120.00- 128.00 120-00- 121-00 120.00- 128.00 120-00- 128.00 120.00- 128.00 120-00- 128.00 120-00- 128-00 120-00- 128.00 100.00- 120.00 100-00- 120-00 100-00- 120.00 100-00- 120-00 100-00- 120.00 100-00- 120-00 100-00- 120.00 100-00- 120-00 100-00- 120.00 It 100-00- 120-00 100-00- 120.00 ') 100-00- 120-00 ;) 100-00- 120-00 '8 80-00- 100-00 3r 80.00- 100.00 3) 80-00- 100-00 4) 80.00- Ka 0.00- Ka No Ice 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 Ka Ice 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.600( 0.600( 0.6001 0.600 0.600 0.600 0.600 0.60C 0.60( 0.60( 0.60( f J 0 0 0 ►0 )0 )0 July 21, 2016 CCI BU No 845770 Page 14 tnxTower Report - version 7.0.6.2 Feed Line Segment Elev. 128.00- 130.00 128.00- 130.00 128.00- 130-00 128.00- 130.00 128.00- 130.00 120.00- 128.00 120-00- 128.00 120-00- 128.00 120.00- 128.00 120-00- 128-00 120.00- 128.00 120-00- 121-00 120.00- 128.00 120-00- 128.00 120.00- 128.00 120-00- 128.00 120-00- 128-00 120-00- 128.00 100.00- 120.00 100-00- 120-00 100-00- 120.00 100-00- 120-00 100-00- 120.00 100-00- 120-00 100-00- 120.00 100-00- 120-00 100-00- 120.00 It 100-00- 120-00 100-00- 120.00 ') 100-00- 120-00 ;) 100-00- 120-00 '8 80-00- 100-00 3r 80.00- 100.00 3) 80-00- 100-00 4) 80.00- Ka 0.00- Ka No Ice 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 Ka Ice 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.6000 0.600( 0.600( 0.6001 0.600 0.600 0.600 0.600 0.60C 0.60( 0.60( 0.60( f J 0 0 0 ►0 )0 )0 July 21, 2016 CCI BU No 845770 Page 14 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 100.00 T4 8 LDF7-50A(1-5/8) 80.00- 0.6000 0.6000 100.00 T4 9 LDF7-50A(1-5/8) 80.00- 0.6000 0.6000 100.00 T4 11 EW90(ELLIPTICAL) 80.00- 0.6000 0.6000 100.00 T4 12 EW90(ELLIPTICAL) 80.00- 0.6000 0.6000 95.00 T4 13 Feedline Ladder (Af) 80.00- 0.6000 0.6000 100.00 T4 14 T -Brackets 80.00- 0.6000 0.6000 100.00 T4 15 2.5" Conduit 80.00- 0.6000 0.6000 100.00 T4 17 9776(5/8") 80.00- 0.6000 0.6000 100.00 T4 18 LDF2-50(3/8") 80.00- 0.6000 0.6000 100.00 T4 20 LDF7-50A(1-5/8) 80.00- 0.6000 0.6000 100.00 T5 1 Safety Line 3/8 60.00- 0.6000 0.6000 80.00 T5 2 Climbing Ladder 60.00- 0.6000 0.6000 80.00 T5 6 LDF5-50A(7/8) 60.00- 0.6000 0.6000 80.00 T5 7 LDF6-50A(1-1/4) 60.00- 0.6000 0.6000 80.00 T5 8 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000 80.00 T5 9 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000 80.00 T5 11 EW90(ELLIPTICAL) 60.00- 0.6000 0.6000 80.00 T5 12 EW90(ELLIPTICAL) 60.00- 0.6000 0.6000 80.00 T5 13 Feedline Ladder (Af) 60.00- 0.6000 0.6000 80.00 T5 14 T -Brackets 60.00- 0.6000 0.6000 80.00 T5 15 2.5" Conduit 60.00- 0.6000 0.6000 80.00 T5 17 9776(5/8") 60.00- 0.6000 0.6000 80.00 T5 18 LDF2-50(3/811) 60.00- 0.6000 0.6000 80.00 T5 20 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000 80.00 T6 1 Safety Line 3/8 40.00- 0.6000 0.6000 60.00 T6 2 Climbing Ladder 40.00- 0.6000 0.6000 60.00 T6 6 LDF5-50A(7/8) 40.00- 0.6000 0.6000 60.00 T6 7 LDF6-50A(1-1 /4) 40.00- 0.6000 0.6000 60.00 T6 8 LDF7-50A(1-5/8) 40.00- 0.6000 0.6000 60.00 T6 9 LDF7-50A(1-5/8) 40.00- 0.6000 0.6000 60.00 T6 11 EW90(ELLIPTICAL) 40.00- 0.6000 0.6000 60.00 T6 12 EW90(ELLIPTICAL) 40.00- 0.6000 0.6000 60.00 T6 13 Feedline Ladder (Af) 40.00- 0.6000 0.6000 60.00 T6 14 T -Brackets 40.00- 0.6000 0.6000 60.00 tnxTower Report - version 7.0.6.2 July 21, 2016 CCI BU No 845770 Page 15 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T6 15 2.5" Conduit 40.00- 0.6000 0.6000 t 60.00 Vert ft f t T6 17 9776(5/811) 40.00- 0.6000 0.6000 ft 60.00 T6 18 LDF2-50(3/811) 40.00- 0.6000 0.6000 0.00 60.00 T6 20 LDF7-50A(1-5/8) 40.00- 0.6000 0.6000 60.00 T7 1 Safety Line 3/8 20.00- 0.6000 0.6000 40.00 T7 2 Climbing Ladder 20.00- 0.6000 0.6000 40.00 T7 6 LDF5-50A(7/8) 20.00- 0.6000 0.6000 40.00 T7 7 LDF6-50A(1-1 /4) 20.00- 0.6000 0.6000 40.00 T7 8 LD F7-5 0A(1 -5/8) 20.00- 0.6000 0.6000 40.00 T7 9 LDF7-50A(1-5/8) 20.00- 0.6000 0.6000 40.00 T7 11 EW90(ELLIPTICAL) 20.00- 0.6000 0.6000 40.00 T7 12 EW90(ELLIPTICAL) 20.00- 0.6000 0.6000 40.00 T7 13 Feedline Ladder (Af) 20.00- 0.6000 0.6000 40.00 T7 14 T -Brackets 20.00- 0.6000 0.6000 40.00 T7 15 2.5" Conduit 20-00- 0.6000 0.6000 40.00 T7 17 9776(5/8") 20.00- 0.6000 0.6000 40.00 T7 18 LDF2-50(3/8") 20.00- 0.6000 0.6000 40.00 T7 20 LDF7-50A(1-5/8) 20.00- 0.6000 0.6000 40.00 T8 1 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T8 2 Climbing Ladder 0.00-20.00 0.6000 0.6000 T8 6 LDF5-50A(7/8) 0.00-20.00 0.6000 0.6000 T8 7 LDF6-50A(1-1/4) 0.00-20.00 0.6000 0.6000 T8 8 LDF7-50A(1-5/8) 0.00-20.00 0.6000 0.6000 T8 9 LDF7-50A(1-5/8) 0.00-20.00 0.6000 0.6000 T8 11 EW90(ELLIPTICAL) 0.00-20.00 0.6000 0.6000 T8 12 EW90(ELLIPTICAL) 0.00-20.00 0.6000 0.6000 T8 13 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 T8 14 T -Brackets 0.00-20.00 0.6000 0.6000 T8 15 2.5" Conduit 0.00-20.00 0.6000 0.6000 T8 17 9776(5/8") 0.00-20.00 0.6000 0.6000 T8 18 LDF2-50(3/8") 0.00-20.00 0.6000 0.6000 Tg 20 LDF7-50A(1-5/8) 0.00 - 20.001 0.60001 0.6000 Discrete Tower Loads July 21, 2016 CCI BU No 845770 Page 16 --- Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft f t ftp ftp K ft ° ft 0.00 0.0000 146.00 No Ice 1.88 1.88 0.01 safety climb mount C From Leg 0.00 tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 D July 21, 2016 CCI BU No 845770 Page 17 escription Face Offset Offsets: Azimuth Placement or Type Horz Ad'ustmen CAAA CAAA Weight Leg Lateral t Front Side Vert i ft ft ft ftp ftz K ft � *146* 0.00 Sector Mount [SM 504-3] C None 0.0000 1 46.00 No Ice 3 Mo 34.25 Mount Pipe e 34.25 p A From Leg 4.00 0.0000 146.00 No Ice 0.87 0. 1.71 0.00 87 0.02 0.00 (3) Mount Pipe B From Leg 4.00 0.0000 146.00 No Ice 0.87 0.87 0.02 0.00 0.00 (3) Mount Pipe C From Leg 4.00 0.0000 146.00 No Ice 0.87 0.87 0.02 0.00 *130* 0.00 739-664 A From Leg 4.00 0.0000 130.00 No Ice 4.77 2.50 0.03 0.00 1.00 739-664 B From Leg 4.00 0.0000 130.00 No Ice 4.77 2.50 0.03 0.00 739-664 1.00 C From Leg 4.00 0.0000 130.00 No Ice 4.77 2.50 0.03 0.00 1.00 800 10864 A From Leg 4.00 0.0000 130.00 No Ice 7.12 3.70 0.06 0.00 1.00 800 10864 B From Leg 4.00 0.0000 130.00 No Ice 7.12 3.70 0.06 0.00 1.00 800 10866K C From Leg 4.00 0.0000 130.00 No Ice 13.61 7.35 0.09 0.00 1.00 800 10121 A From Leg 4.00 0.0000 130.00 No Ice 5.16 3.29 0.05 0.00 1.00 800 10121 B From Leg 4.00 0.0000 130.00 No Ice 5.16 3.29 0.05 0.00 800 10121 1.00 C From Leg 4.00 0.0000 130.00 No Ice 5.16 3.29 0.05 0.00 1.00 QS6656-3 A From Leg 4.00 0.0000 130.00 No Ice 8.13 6.45 0.08 0.00 1.00 QS6656-3 C From Leg 4.00 0.0000 130.00 No Ice 8.13 6.45 0.08 0.00 1.00 HBSA-M65R-KU-H6 A From Leg 4.00 0.0000 130.00 No Ice 8.49 5.76 0.05 0.00 1.00 (2) HBSA-M65R-KU-H6 B From Leg 4.00 0.0000 130.00 No Ice 8.49 5.76 0.05 0.00 1.00 HBSA-M65R-KU-H6 C From Leg 4.00 0.0000 130.00 No Ice 8.49 5.76 0.05 0.00 1.00 (2) KRY 112 71/3 A From Leg 4.00 0.0000 130.00 No Ice 0.59 0.36 0.01 0.00 1.00 (2) KRY 112 71/3 B From Leg 4.00 0.0000 130.00 No Ice 0.59 0.36 0.01 0.00 1.00 (2) KRY 112 71/3 C From Leg 4.00 0.0000 130.00 No Ice 0.59 0.36 0.01 0.00 1.00 (2) 860 10025 A From Leg 4.00 0.0000 130.00 No Ice 0.14 0.12 0.00 tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 18 n n IA Description Face Offset Offsets: Azimuth Placemen VAf..{A vAryA r r Front Side or Type Horz Adjustmen Leg Lateral t Vert f�Z ft2 K ft ft ft ° ft tnxTower Report - version 7.0.6.2 0.0000 130.00 No Ice 0.00 0.12 0.00 0.0000 1.00 (2) 860 10025 B From Leg 4.00 0.00 0.0000 130.00 No Ice 1.00 (2) 860 10025 C From Leg 4.00 0.00 No Ice 2.78 1.19 1.00 RRUS 11 A From Leg 4.00 0.00 1.19 0.05 0.0000 1.00 RRUS 11 B From Leg 4.00 0.00 0.0000 130.00 No Ice 1.00 RRUS 11 C From Leg 4.00 0.00 No Ice 3.14 1.84 1.00 RRUS12/RRUS A2 A From Leg 4.00 0.00 0.92 0.03 0.0000 1.00 RRUS12/RRUS A2 B From Leg 4.00 0.00 0.0000 130.00 No Ice 1.00 RRUS12/RRUS A2 C From Leg 4.00 0.00 No Ice 0.14 0.12 1.00 DC6-48-60-18-8F A From Leg 4.00 0.00 1.78 0.06 0.0000 1.00 (4) 860 10147 A From Leg 4.00 0.00 0.0000 130.00 No Ice 1.00 860 10147 B From Leg 4.00 0.00 No Ice 0.92 0.92 1.00 860 10147 C From Leg 4.00 0.00 26.69 1.08 0.0000 1.00 (2) RRUS 32 A From Leg 4.00 0.00 0.0000 130.00 No Ice 1.00 (2) RRUS 32 B From Leg 4.00 0.00 No Ice 1.43 1.43 1.00 (2) RRUS 32 C From Leg 4.00 0.00 1.00 DC6-48-60-18-8F B From Leg 4.00 0.00 1.00 Sector Mount [SM 201-31 6'x 2" Mount Pipe C A None From Leg 4.00 0.00 0.00 6'x 2" Mount Pipe B From Leg 4.00 0.00 0.00 6'x 2" Mount Pipe C From Leg 4.00 0.00 0.00 *121* Pipe Mount [PM 601 -1 ] C From Leg 0.50 0.00 0.00 *95* tnxTower Report - version 7.0.6.2 0.0000 130.00 No Ice 0.14 0.12 0.00 0.0000 130.00 No Ice 0.14 0.12 0.00 0.0000 130.00 No Ice 2.78 1.19 0.05 0.0000 130.00 No Ice 2.78 1.19 0.05 0.0000 130.00 No Ice 2.78 1.19 0.05 0.0000 130.00 No Ice 3.14 1.84 0.07 0.0000 130.00 No Ice 3.14 1.84 0.07 0.0000 130.00 No Ice 3.14 1.84 0.07 0.0000 130.00 No Ice 0.92 0.92 0.03 0.0000 130.00 No Ice 0.14 0.12 0.00 0.0000 130.00 No Ice 0.14 0.12 0.00 0.0000 130.00 No Ice 0.14 0.12 0.00 0.0000 130.00 No Ice 2.86 1.78 0.06 0.0000 130.00 No Ice 2.86 1.78 0.06 0.0000 130.00 No Ice 2.86 1.78 0.06 0.0000 130.00 No Ice 0.92 0.92 0.03 0.0000 130.00 No Ice 26.69 26.69 1.08 0.0000 130.00 No Ice 1.43 1.43 0.02 0.0000 130.00 No Ice 1.43 1.43 0.02 0.0000 130.00 No Ice 1.43 1.43 0.02 0.0000 121.00 No Ice 3.00 0.90 0.07 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051 Revision 3 riac�nrintir�r, ..�vvv..wc�vi i Pince KAni int rou cni i i -r- - ...v.....a L• "' vv 1 - 1, I dC.0 or Leg L/1lS& Type urrsets: Horz Lateral Vert ft ft ft v rr ur n Leg U.SU 0.00 0.00 Azimuth Placement CAAA CAAA Adjustmen Front Side t ft Eel ftz 0.0000 95.00 No !ce 3.00 Dishes ftz r July 21, 2016 CCI BU No 845770 Page 19 K 0.90 0.07 Description Face Dish Offset Offsets: Azimuth 3 dB Elevation or Type Type Horz Adjustment Beam Outside Aperture Weight Le Diameter Area 9' Lateral Width Vert ft ft ft HP6-107 C Paraboloid From 1.00 -20.0000 121 f No 31 - K .00 6.38 Ice .92 0.36 w/Radome Leg 0.00 0.00 HP6-107 C Paraboloid From 1.00 -30.0000 95.00 6.38 No Ice 31.92 0.36 w/Radome Leg 0.00 0.00 vvr I nv. No. i r% -1 .. tnxTower Report - version 7.0.6.2 Load Combinations Description uCdU U1 11Y 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 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 tnxTower Report - version 7.0.6.2 Load Combinations Description 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 20 Comb. Component Description No. Axial Major Axis 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No Comb. K kip -ft kip -ft Leg Max Tension 23 5.08 0.35 0.18 T1 148-128 Max. Compression 2 -9.17 -0.01 0.41 Max. Mx 8 -1.30 0.86 -0.00 Max. My 2 1.90 0.01 -0.88 Max. Vy 9 -0.64 -0.40 -0.00 Max. Vx 2 0.66 0.01 0.42 Diagonal Max Tension 5 1.84 0.00 0.00 Max. Compression 2 -1.94 0.00 0.00 Max. Mx 2 1.38 0.01 -0.00 Max. My 2 1.22 0.01 0.00 Max. Vy 2 -0.01 0.01 -0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 19 0.01 0.00 0.00 Max. Compression 6 -0.02 0.00 0.00 Max. Mx 2 -0.01 -0.01 0.00 Max. Vy 2 0.01 0.00 0.00 T2 128-120 Leg Max Tension 23 13.95 0.14 0.02 Max. Compression 18 -19.42 0.16 -0.10 Max. Mx 20 -11.86 0.40 -0.04 Max. My 2 -13.71 -0.01 0.41 Max. Vy 8 0.29 -0.17 -0.02 Max. Vx 3 -0.40 -0.00 0.17 Diagonal Max Tension 5 3.05 0.00 0.00 Max. Compression 4 -3.12 0.00 0.00 Max. Mx 24 1.45 0.01 -0.00 Max. My 17 -2.85 -0.00 -0.00 Max. Vy 24 -0.01 0.01 -0.00 Max. Vx 17 0.00 0.01 -0.00 T3 120-100 Leg Max Tension 7 35.09 -0.03 0.01 Max. Compression 2 -42.90 0.16 0.06 Max. Mx 2 -24.75 0.20 0.08 Max. My 2 15.82 -0.09 0.21 Max. Vy 18 0.06 0.19 -0.01 Max. Vx 3 -0.06 -0.09 0.21 Diagonal Max Tension 4 3.27 0.00 0.00 Max. Compression 4 -3.29 0.00 0.00 Max. Mx 2 2.30 0.01 0.00 Max. My 2 -3.20 -0.00 0.00 Max. Vy 6 0.01 0.01 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 3 0.16 0.00 0.00 Max. Compression 6 -0.21 0.00 0.00 Max. Mx 2 -0.11 -0.02 0.00 Max. My 2 0.16 0.00 0.00 Max. Vy 2 0.01 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T4 100-80 Leg Max Tension 7 54.56 -0.06 0.01 Max. Compression 2 -64.96 0.17 0.02 Max. Mx 6 39.26 -0.28 0.05 Max. My 2 21.75 -0.16 0.33 Max. Vy 6 0.28 -0.28 0.05 Max. Vx 2 -0.39 -0.16 0.33 Diagonal Max Tension 4 4.33 0.00 0.00 Max. Compression 4 -4.34 0.00 0.00 Max. Mx 2 2.69 0.04 0.00 Max. My 2 -4.06 -0.01 0.01 Max. Vy 2 -0.02 0.04 0.00 tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 r1__1-_ r July 21, 2016 CCI BU No 845770 Page 21 Occ;cw cievauon n ft Lomponent Condition Gov. Axial Major Axis Minor Axis K Type K Load Comb. Moment Moment t Leg C Max. Vert 18 Comb. K kip -ft kin -ft 18 154.71 14.97 T5 80-60 Leg Max. Vx Max Tension 2 7 -0.00 0.00 Min. Vert 0.00 -132.83 -13.14 Max. Compression 2 74.48 -87.74 -0.15 0.21 0.02 0.01 8.09 Min. HZ Leg B Max. Vert Max. Mx 18 -86.32 0.21 -0.02 23 -127.73 Max. My 20 -5.73 -0.01 -0.20 12.85 7.45 Max. Vy 10 -0.05 0.21 0.01 Diagonal Max. Vx Max Tension 21 4 0.06 -0.01 -0.20 Max. Compression 4 4.63 -4.66 0.00 0.00 0.00 0.00 Max. Mx 2 3.06 0.05 0.01 Max. My 2 -4.15 0.01 0.01 Max. Vy 6 0.02 0.05 0.01 T6 60-40 Leg Max. Vx Max Tension 2 7 -0.00 0.00 0.00 Max. Compression 2 93.61 -110.29 -0.18 0.39 0.02 0.02 Max. Mx 18 -108.18 0.39 -0.03 Max. My 9 -6.78 -0.00 0.23 Max. Vy 10 -0.08 0.39 0.01 Diagonal Max. Vx Max Tension 18 4 0.06 5.12 -0.12 -0.21 Max. Compression 4 -5.16 0.00 0.00 0.00 0.00 Max. Mx 2 3.59 0.08 0.01 Max. My 4 -5.01 0.02 0.01 Max. Vy 6 0.03 0.08 0.01 T7 40-20 Leg Max. Vx Max Tension 4 7 -0.00 110.56 0.00 0.00 Max. Compression 2 -130.71 -0.34 0.55 0.04 0.02 Max. Mx 18 -128.03 0.55 -0.04 Max. My 9 -7.92 -0.04 0.75 Max. Vy 10 -0.10 0.55 0.02 Diagonal Max. Vx Max Tension 9 4 0.16 6.01 -0.04 0.75 Max. Compression 4 -6.12 0.00 0.00 0.00 0.00 Max. Mx 2 4.16 0.13 0.02 Max. My 4 -5.68 0.02 0.02 Max. Vy 2 -0.04 0.13 0.02 T8 20-0 Leg Max. Vx Max Tension 4 7 -0.00 0.00 0.00 128.40 -0.38 0.05 Max. Compression 2 -152.49 0.00 -0.00 Max. Mx 18 -138.95 0.55 -0.04 Max. My 9 -9.37 -0.05 0.94 Max. Vy 14 -0.11 -0.40 -0.03 Diagonal Max. Vx Max Tension 9 4 -0.17 6.32 -0.05 0.94 Max. Compression 4 -6.47 0.00 0.00 0.00 0.00 Max. Mx 2 4.31 0.15 0.02 Max. My 8 5.42 0.13 0.02 Max. Vy 2 -0.05 0.15 0.02 Max. Vx 4 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 154.71 14.97 -9.20 Max. Hx 18 154.71 14.97 -9.20 Max. HZ 7 -132.83 -13.14 8.09 Min. Vert 7 -132.83 -13.14 8.09 Min. Hx 7 -132.83 -13.14 8.09 Min. HZ Leg B Max. Vert 18 10 154.71 150.07 14.97 -9.20 Max. Hx 23 -127.73 -14.91 12.85 -8.71 7.45 Max. HZ 23 -127.73 12.85 7.45 Min. Vert 23 -127.73 12.85 7.45 tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. HX 10 150.07 -14.91 -8.71 Min. HZ 10 150.07 -14.91 -8.71 Leg A Max. Vert 2 157.88 -0.46 17.75 Max. HX 19 -63.66 2.32 -7.75 Max. HZ 2 157.88 -0.46 17.75 Min. Vert 15 -126.90 0.39 -14.97 Min. HX 8 13.12 -2.42 0.98 Min. HZ 15 -126.90 0.39 -14.97 Tower Mast Reaction Summar July 21, 2016 CCI BU No 845770 Page 22 Load Vertical Shearx Shear2 Overturning Overturning Torque Combination Moment, M, Moment, MZ K K K kip -ft kip -ft kip -ft Dead Only 24.87 -0.00 -0.00 -21.87 13.70 0.00 1.2 Dead+1.6 Wind 0 deg - 29.85 0.14 -28.67 -2404.81 0.87 - 14.20 No Ice 0.9 Dead+1.6 Wind 0 deg - 22.38 0.14 -28.67 -2398.25 -3.24 -14.20 No Ice 1.2 Dead+1.6 Wind 30 deg - 29.85 13.86 -23.85 -2023.09 -1147.23 -15.26 No Ice 0.9 Dead+1.6 Wind 30 deg - 22.38 13.86 -23.85 -2016.53 -1151.34 -15.26 No Ice 1.2 Dead+1.6 Wind 60 deg - 29.85 23.48 -13.57 -1167.80 -1958.82 -14.96 No Ice 0.9 Dead+1.6 Wind 60 deg - 22.38 23.48 -13.57 -1161.24 -1962.93 -14.96 No Ice 1.2 Dead+1.6 Wind 90 deg - 29.85 27.31 -0.23 -51.50 -2266.59 -10.45 No Ice 0.9 Dead+1.6 Wind 90 deg - 22.38 27.31 -0.23 -44.94 -2270.70 -10.45 No Ice 1.2 Dead+1.6 Wind 120 deg 29.85 24.39 13.71 1095.36 -1997.83 -2.79 - No Ice 0.9 Dead+1.6 Wind 120 deg 22.38 24.39 13.71 1101.92 -2001.94 -2.79 - No Ice 1.2 Dead+1.6 Wind 150 deg 29.85 13.39 23.00 1877.30 -1095.11 6.50 - No Ice 0.9 Dead+1.6 Wind 150 deg 22.38 13.39 23.00 1883.86 -1099.22 6.50 - No Ice 1.2 Dead+1.6 Wind 180 deg 29.85 -0.11 26.42 2177.56 29.34 13.00 - No Ice 0.9 Dead+1.6 Wind 180 deg 22.38 -0.11 26.42 2184.12 25.23 13.00 - No Ice 1.2 Dead+1.6 Wind 210 deg 29.85 -13.67 23.58 1941.60 1158.93 15.00 - No Ice 0.9 Dead+1.6 Wind 210 deg 22.38 -13.67 23.58 1948.16 1154.82 15.00 - No Ice 1.2 Dead+1.6 Wind 240 deg 29.85 -24.60 14.20 1149.62 2053.46 14.51 - No Ice 0.9 Dead+1.6 Wind 240 deg 22.38 -24.60 14.20 1156.18 2049.35 14.51 - No Ice 1.2 Dead+1.6 Wind 270 deg 29.85 -26.80 0.06 -19.06 2243.12 9.05 - No Ice 0.9 Dead+1.6 Wind 270 deg 22.38 -26.80 0.06 -12.50 2239.01 9.05 - No Ice 1.2 Dead+1.6 Wind 300 deg 29.85 -22.60 -13.19 -1125.62 1895.64 0.89 - No Ice 0.9 Dead+1.6 Wind 300 deg 22.38 -22.60 -13.19 -1119.06 1891.53 0.89 - No Ice 1.2 Dead+1.6 Wind 330 deg 29.85 -13.31 -23.47 -1980.61 1118.68 -7.11 - No Ice 0.9 Dead+1.6 Wind 330 deg 22.38 -13.31 -23.47 -1974.05 1114.57 -7.11 - No Ice Dead+Wind 0 deg - Service 24.87 0.04 -8.93 -762.60 8.85 -4.42 Dead+Wind 30 deg - Service 24.87 4.32 -7.43 -643.72 -348.69 -4.75 tnxTower Report - version 7.0.6.2 r 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 23 Load Vertical Shear, Shear, Overturning Overturning Torque Combination 2 0.14 -29.85 Moment, M, Moment, M, 29.85 28.67 K K K kip -ft kip -ft kif_ Dead+Wind 60 deg - Service 24.87 7.31 -4.23 -377.37 -601.43 -23.85 -4.66 Dead+Wind 90 deg - Service 24.87 8.51 -0.07 -29.73 -697.28 -3.26 Dead+Wind 120 deg - 24.87 7.60 4.27 327.42 -613.58 -0.87 Service -23.48 29.85 13.57 0.000% 7 23.48 Dead+Wind 150 deg - 24.87 4.17 7.16 570.93 -332.46 2.02 Service -29.85 -0.23 -27.31 29.85 0.23 0.000% Dead+Wind 180 deg - 24.87 -0.04 8.23 664.44 17.72 4.05 Service 10 24.39 -29.85 13.71 -24.39 29.85 Dead+Wind 210 deg - 24.87 -4.26 7.34 590.95 369.50 4.67 Service -13.71 0.000% 12 13.39 -29.85 23.00 Dead+Wind 240 deg - 24.87 -7.66 4.42 344.32 648.07 4.52 Service -13.39 22.38 -23.00 0.000% 14 -0.11 Dead+Wind 270 deg - 24.87 -8.35 0.02 -19.63 707.13 2.82 Service -22.38 26.42 0.11 22.38 -26.42 0.000% Dead+Wind 300 deg - 24.87 -7.04 -4.11 -364.23 598.92 0.28 Service 17 -13.67 -22.38 23.58 13.67 22.38 Dead+Wind 330 deg - 24.87 -4.15 -7.31 -630.49 356.96 -2.22 Service -14.20 0.000% 19 -24.60 -22.38 14.20 Solution Summa 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 -24.87 0.00 0.00 24.87 0.00 0.000% 2 0.14 -29.85 -28.67 -0.14 29.85 28.67 0.000% 3 0.14 -22.38 -28.67 -0.14 22.38 28.67 0.000% 4 13.86 -29.85 -23.85 -13.86 29.85 23.85 0.000% 5 13.86 -22.38 -23.85 -13.86 22.38 23.85 0.000% 6 23.48 -29.85 -13.57 -23.48 29.85 13.57 0.000% 7 23.48 -22.38 -13.57 -23.48 22.38 13.57 0.000% 8 27.31 -29.85 -0.23 -27.31 29.85 0.23 0.000% 9 27.31 -22.38 -0.23 -27.31 22.38 0.23 0.000% 10 24.39 -29.85 13.71 -24.39 29.85 -13.71 0.000% 11 24.39 -22.38 13.71 -24.39 22.38 -13.71 0.000% 12 13.39 -29.85 23.00 -13.39 29.85 -23.00 0.000% 13 13.39 -22.38 23.00 -13.39 22.38 -23.00 0.000% 14 -0.11 -29.85 26.42 0.11 29.85 -26.42 0.000% 15 -0.11 -22.38 26.42 0.11 22.38 -26.42 0.000% 16 -13.67 -29.85 23.58 13.67 29.85 -23.58 0.000% 17 -13.67 -22.38 23.58 13.67 22.38 -23.58 0.000% 18 -24.60 -29.85 14.20 24.60 29.85 -14.20 0.000% 19 -24.60 -22.38 14.20 24.60 22.38 -14.20 0.000% 20 -26.80 -29.85 0.06 26.80 29.85 -0.06 0.000% 21 -26.80 -22.38 0.06 26.80 22.38 -0.06 0.000% 22 -22.60 -29.85 -13.19 22.60 29.85 13.19 0.000% 23 -22.60 -22.38 -13.19 22.60 22.38 13.19 0.000% 24 -13.31 -29.85 -23.47 13.31 29.85 23.47 0.000% 25 -13.31 -22.38 -23.47 13.31 22.38 23.47 0.000% 26 0.04 -24.87 -8.93 -0.04 24.87 8.93 0.000% 27 4.32 -24.87 -7.43 -4.32 24.87 7.43 0.000%. 28 7.31 -24.87 -4.23 -7.31 24.87 4.23 0.000% 29 8.51 -24.87 -0.07 -8.51 24.87 0.07 0.000% 30 7.60 -24.87 4.27 -7.60 24.87 -4.27 0.000% 31 4.17 -24.87 7.16 -4.17 24.87 -7.16 0.000% 32 -0.04 -24.87 8.23 0.04 24.87 -8.23 0.000% 33 -4.26 -24.87 7.34 4.26 24.87 -7.34 0.000% 34 -7.66 -24.87 4.42 7.66 24.87 -4.42 0.000% 35 -8.35 724.87 0.02 8.35 24.87 -0.02 0.000% 36 -7.04 -24.87 -4.11 7.04 24.87 4.11 0.000% 37 -4.15 -24.87 -7.31 4.15 24.87 7.31 0.000% tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 Maximum 'Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. Comb. ° 0 148-128 3.699 26 0.2146 0.0250 T1 T2 128-120 2.799 26 0.2089 0.0243 T3 120-100 2.446 26 0.1982 0.0231 T4 100-80 1.659 26 0.1615 0.0157 T5 80-60 1.037 26 0.1235 0.0101 T6 60-40 0.575 26 0.0868 0.0063 T7 40-20 0.261 26 0.0530 0.0036 T8 20-0 0.076 26 0.0271 0.0018 July 21, 2016 CCI BU No 845770 Critical Deflections and Radius of Curvature - Service Wind Page 24 Elevation Appurtenance I'll Gov. - Deflection - Tilt Twist Radius of Deflection Load Curvature ft Comb. Comb. in 0 0ft 11.681 146.00 safety climb mount 26 3.609 0.2147 0.0250 996834 130.00 739-664 26 2.888 0.2107 0.0245 241811 121.00 HP6-107 26 2.489 0.1997 0.0233 39775 95.00 HP6-107 26 1.488 0.1519 0.0140 28273 Maximum cower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. Comb. ° 0 148-128 11.681 2 0.6766 0.0804 T1 T2 128-120 8.841 2 0.6589 0.0780 T3 120-100 7.727 2 0.6255 0.0741 T4 100-80 5.241 2 0.5097 0.0506 T5 80-60 3.277 2 0.3897 0.0324 T6 60-40 1.819 2 0.2735 0.0201 T7 40-20 0.827 2 0.1670 0.0116 T8 20-0 0.241 2 0.0853 0.0057 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0ft 146.00 safety climb mount 2 11.396 0.6770 0.0804 350404 130.00 739-664 2 9.124 0.6645 0.0786 83600 121.00 HP6-107 2 7.864 0.6304 0.0748 12797 95.00 HP6-107 2 4.700 0.4793 0.0450 8948 Bolt Design Data tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 25 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria ft No. Type Grade Of Load per Load Lo ° Load Ratio in Bolts Bolt K Allowable K T1 148 Leg A325N 0.6250 4 1.27 20.711 Bolt Tension on Diagonal A325N 0.6250 1 1.84 5.81 0.317 1 Member Block Top Girt A325N 0.6250 1 0.01 5 81Shear 1 Member Block 0.002 T2 128 Leg A325N 0.6250 4 3.49 20.71 � 1 Shear Bolt Tension Diagonal A325N 0.6250 1 3.05 5.81 0.168 1 Member Block 0.525 T3 120 Leg A325N 0.7500 4 8.77 29 820.294 1 Bolt Tension Shear Diagonal A325N 0.6250 1 3.27 5.81 �' �., 1 Member Block 0.562 Top Girt A325N 0.6250 1 0.16 6.83 1 Shear Member Block 0.024 T4 100 Leg A325N 0.8750 4 13.64 40.590.336 1 Bolt Tension Shear Diagonal A325N 0.6250 1 4.33 7.83 1 Member 0.553 T5 80 Leg A325N 0.8750 4 18.62 40.590.459 1 Bolt Tension Bearing Diagonal A325N 0.6250 1 4.63 10.44 1 Member 0.444 T6 60 Leg A325N 1.0000 4 23.40 53.010.441 1 Bolt Tension Bearing Diagonal A325N 0.6250 1 5.12 10.44 1 Member 0.491 T7 40 Leg A325N 1.0000 4 27.64 53.010.521 1 Bolt Tension Bearing Diagonal A325N 0.6250 1 6.01 10.44 1 Member 0.575 T8 20 Diagonal A325N 0.6250 1 6.32 10.44Bearing 1 Member 0.605 Bearing Compression Checks Leg Design Data (Compression Section Elevation Size L L� K11r A Pu P Ratio No. ft ft ft int K K PU T1 148-128 ROHN 2.5 STD 20.00 4.00 50.7 1.7040 -9.17 63.56 0.4144 K=1.00 T2 128-120 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 -19.42 63.56 0.305 ' _ K=1.00 T3 120-100 ROHN 2.5 EH 20.03 5.01 65.0 2.2535 -42.90 74.43 0.576' K=1.00 T4 100-80 ROHN 3 X-STR 20.03 6.68 70.5 3.0159 -64.96 94.34 0.689' K=1.00 T5 80-60 ROHN 3.5 EH 20.03 6.68 61.3 3.6784 -87.74 125.73 0.698' K=1.00 T6 60-40 ROHN 4 X-STR 20.03 6.68 54.3 4.4074 -110.29 159.91 0.690 ' K=1.00 T7 40-20 ROHN 5 X-STR 20.03 10.02 65.4 6.1120 -130.71 201.25 0.6491 K=1.00 T8 20-0 ROHN 5 EH 20.03 10.02 65.4 6.1120 -152.49 201.25 0.758 ' K=1.00 1 P / SPR controls tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 26 Dragonal DesignData(Compression) -Now � �„ KI/r A P„ � Pn Ratio Section Elevation Size PU No. ft ft int K K Pn ft x3/16 7.76 3.62 126.4 0.6211 -1.94 8.67 0.224 T1 148-128 L1 3/4x1 3/4 K-1.00 26.4 0.6211 -3.12 8.67 0.360 T2 128-120 L1 3/4x1 3/4x3/16 7.76 3.62 1 K=1.00 4.79 167.4 0.6211 -3.23 5.01 0.645 T3 120-100 L1 3/4x1 3/4x3/16 9.80 K-1.00 T4 100-80 L2 1/2x2 1/2x3/16 12.34 6.08 147.3 0.9020 -4.34 9.39 0.463 K=1.00 V 6.93 ' T5 80-60 L2 1/2x2 1 /2x1 /4 14.10 169.4 1.1900 -4.66 9.36 0.498K-1.00 T6 60-40 L3x3x1 /4 15.90 7.81 158.3 1.4400 -5.16 12.98 0.397 ' K=1.00 T7 40-20 L3 1/2x3 1 /2x1 /4 19.10 9.45 163.4 1.6900 -6.12 14.29 0.428 K=1.00 1 Tg 20-0 L3 1 /2x3 1/2x1/4 20.83 10.32 178.4 1.6900 -6.47 12.00 0.539 K=1.00 1 P,, / �P„ controls i n Data(Compression)- Ratio Girt Des Top g� LU KI/r A PU $P„ Section Elevation Size P U j No. ft ft in K K OPn I ft 6.65 6.17 215.5 0.6211 -0.02 3.02 0.006 T1 148-128 L1 3/4x1 3/4x3/16 K-1.00 KUR > 200 (C) - 5 .8 0.7150 -0.21 4.58 0.045 T3 120-100 L2x2x3/16 6.65 6.17 =1 l K-1.00 f � 1 P / �P„ controls Tension Checks Data Tension) Leg_Design Or PU P„ Ratio Section Elevation Size � �U P U No. ft ft inK K P� ft T1 148-128 ROHN 2.5 STD 20.00 4.00 50.7 1.7040 5.08 76.68 0.066 ' 1.7040 13.95 76.68 0.182 T2 128-120 ROHN 2.5 STD 8.00 4.00 50.7 � T3 120-100 65.0 2.2535 35.09 ROHN 2.5 EH 20.03 5.01 101.41 0.346 T4 100-80 ROHN 3 X-STR 20.03 6.68 70.5 3.0159 54.56 135.72 0.402 T5 80-60 ROHN 3.5 EH 20.03 6.68 61.3 3.6784 74.48 165.53 0.450 tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 27 Section Elevation Size L Lu Kl/r A Pu P„ Ratio No. Element No. PU ft ft ft int K PU Fn ft PU ft ft ft in 2 K K O P„ Int K K Pn T3 120-100 T1 148-128 L1 3/4x1 3/4x3/16 T6 60-40 ROHN 4 X-STR 20.03 6.68 54.3 4.4074 93.61 198.34 0.472 ' t/ T7 40-20 ROHN 5 X-STR 20.03 10.02 65.4 6.1120 110.56 275.04 0.402 ' 0.1951 T8 20-0 ROHN 5 EH 20.03 10.02 65.4 6.1120 128.40 275.04 0.4671 109.8 0.3604 3.27 15.68 0.2081 1 P u / �P„ controls Diagonal Design Data (Tension) Section Elevation Lu Size L Lu Kl/r A P„ �P„ Ratio Element No. PU ft ft ft int K K Fn T1 148-128 PU 6.17 143.2 0.3604 ft 15.68 0.001 ft ft Int K K Pn T3 120-100 T1 148-128 L1 3/4x1 3/4x3/16 7.76 3.62 83.6 0.3604 1.84 15.68 0.117 t/ T2 128-120 L1 3/4x1 3/4x3/16 7.76 3.62 83.6 0.3604 3.05 15.68 0.1951 T3 120-100 L1 3/4x1 3/43/16 9.80 4.79 109.8 0.3604 3.27 15.68 0.2081 T4 100-80 L2 1/2x2 1/2x3/16 11.77 5.80 91.3 0.5710 4.33 24.84 0.1741 T5 80-60 L2 1/2x2 1 /2x1 /4 14.10 6.93 110.1 0.7519 4.63 32.71 0.1421 T6 60-40 L3x3x1 /4 15.90 7.81 102.3 0.9394 5.12 40.86 0.125' T7 40-20 L3 1/2x3 1 /2x1 /4 19.10 9.45 105.4 1.1269 6.01 49.02 0.1231 T8 20-0 L3 1/2x3 1/2x1/4 20.83 10.32 114.9 1.1269 6.32 49.02 0.1291 I 1 P u / �Pn controls Top Girt Design Data (Tension) Section Elevation Size L Lu Kl/r A PU P„ Ratio No. No. ft Type Element K PU ft ft ft int K K Fn T1 148-128 L1 3/4x1 3/4x3/16 6.65 6.17 143.2 0.3604 0.01 15.68 0.001 T3 120-100 L2x2x3/16 6.65 6.17 124.6 0.4308 0.16 18.74 0.0091 t/ 1 P u / �Pn controls Section Capacity Table Section Elevation Component Size Critical P OPanow % Pass No. ft Type Element K K Capacity Fail T1 148-128 Leg ROHN 2.5 STD 3 -9.17 63.56 14.4 Pass tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 28 Section Elevation � Size Critical F 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 July 21, 2016 CCI BU No 845770 Page 28 Section Elevation Component Size Critical P OPanoW % Pass ft Type Element K K Capacity Fail No. 128-120 Leg ROHN 2.5 STD 37 -19.42 63.56 30.5 Pass T2 T3 120-100 Leg ROHN 2.5 EH 54 -42.90 74.43 57.6 Pass T4 100-80 Leg ROHN 3 X-STR 84 -64.96 94.34 68.9 Pass T5 80-60 Leg ROHN 3.5 EH 105 -87.74 125.73 69.8 Pass T6 60-40 Leg ROHN 4 X-STR 126 -110.29 159.91 69.0 Pass T7 40-20 Leg ROHN 5 X-STR 147 -130.71 201.25 64.9 Pass T8 20-0 Leg ROHN 5 EH 162 -152.49 201.25 75.8 Pass T1 148-128 Diagonal L1 3/41 3/43/16 11 -1.94 8.67 22.4 Pass 31.7 (b) T2 128-120 Diagonal L1 3/41 3/43/16 44 -3.12 8.67 36.0 Pass 52.5 (b) T3 120-100 Diagonal L1 3/41 3/43/16 62 -3.23 5.01 64.5 Pass T4 100-80 Diagonal L2 1/2x2 1/2x3/16 89 -4.34 9.39 46.3 Pass 55.3 (b) T5 80-60 Diagonal L2 1/2x2 1/2x1/4 110 -4.66 9.36 49.8 Pass T6 60-40 Diagonal L3x3x1 /4 131 -5.16 12.98 39.7 Pass 49.1 (b) T7 40-20 Diagonal L3 1/2x3 1/2x1/4 152 -6.12 14.29 42.8 Pass 57.5 (b) T8 20-0 Diagonal L3 1/2x3 1/2x1/4 167 -6.47 12.00 53.9 Pass 60.5 (b) T1 148-128 Top Girt L1 3/41 3/43/16 5 -0.02 3.02 0.6 Pass T3 120-100 Top Girt L2x2x3/16 56 -0.21 4.58 4.5 Pass Summary Leg (T8) 75.8 Pass Diagonal 64.5 Pass (T3) Top Girt 4.5 Pass (T3) Bolt 60.5 Pass Checks RATING - 75.8 Pass tnxTower Report - version 7.0.6.2 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.6.2 July 21, 2016 CCI BU No 845770 Page 29 CLIMBING LADDER W/ SAFETY CLIME (INSTALLED) (6) 7/8- TO 130 FT LEVEL V (10) 1-5/8- TO 130 FT LEVEL----- (PROPOSED-IN EVEL (PROPOSED -IN CONDUIT) (1) 3/8' TO 130 FT LEVEL (2) 5/8- TO 130 FT LEVEL (INSTALLED -IN 2-1/2' CONDUIT) (1) 1/4- TO 130 FT LEVEL (1 3/8- TO 130 Fr LEVEL 2) 5/8- TO 130 FT LEVEL (INSTALLED) 1) EW90 TO 95 FT LEVEL (1) EW90 TO 121 FT LEVEL (2) 1-5/8- TO 130 FT LEVEL BASE LEVEL DRAWING xnf k\t;T 7 1A & � °'� F S O AS��oVEL.DWG a r.► Lcv v BUSINESS UNIT: 845770 TOWER ID: C_BASELEVEL LEG B J CROWN REGION ADDRESS USA a I % l g l I f % I t i C DRAWN BY: MH CHECKED BY: DRAWING DATE: 917114 SITE NUMBER: SITE NAME: SITE NAME DURHAM/DAYTON BUSINESS UNIT NUMBER 845770 SITE ADDRESS 9039 ESQUON DURHAM, CA 95938 BUTTE COUNTY USA SHEET TITLE BASE LEVEL SHEET NUMBER SCALE 1 ".TS. Al -0 l c l I f r f k I t i 1 148 Ft Self Support Tower Structural Analysis Project Number 1270917, Application 342051, Revision 3 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.6.2 July 21, 2016 CCI BU No 845770 Page 30 r /anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev. 6.1 Site Data BU#: 1845770 Site Name: I DURHAM/DAYTON Apr) #: 1342051 Rev.03 Anchor Rod Data Qty: 1 s Diam: 1 1 Rod Material: A354 Gr. BC Strength (Fu): 125 Yield (Fy): 109 * Rod Circle: * e: * # of Rods in 1/4 to 2-1/2 incl.) ksi ksi in in 1 or 2 Mu= Pu x ej eft -kips * Only enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. A r1 ccnUA'E- % SECTION A --A Detail Type (a) 'JZ=d•�p G —J]C {-mcn Snr'r*Groit SECT ICN C -C Detail Type (e) "'?=Q. 5.5 A If- SECTION S-5 Detail Type (b) z Q -?0 Dii y a SECTION D -D Detail Type (d) (Sea Nota 1 Czl0w) J7 2 17. Sd Figure 4-4 of TIA-222-G GOWN Anchor Rod Results: Max Rod (Cu+ Vu/n): 26.7Kips Design Axial, O*Fu*Anet:F 60.6 Kips Anchor Rod Stress Ratio: 44.1 If Applicable; Anchor Rod Results with Bending Considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (Vu/�Rnv)2 + [(Pu/�Rnt) + (Mu/�Rnm)]2 < = 1 �Rnv4*0.45*Fub*Ab= �Rnt4*17u*Anet = �Rnm4*Fy*Z = kips kips ft -kips Maximum Acceptable Ratio: 1 105 00 Governing Stress Ratio: 44.1 % Pass SST Anchor Rod Check For Rev G -Rev 6.1 091912 Q /anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev. 6.1 Site Data BU#: 1845770 Site Name: I DURHAM/DAYTON Apr) #: 1342051 Rev.03 Anchor Rod Data Qty: 1 s Diam: 1 1 Rod Material: A354 Gr. BC Strength (Fu): 125 Yield (Fy): 109 * Rod Circle: * e: * # of Rods in 1/4 to 2-1/2 incl.) ksi ksi in in 1 or 2 Mu= Pu x ej eft -kips * Only enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. A r1 ccnUA'E- % SECTION A --A Detail Type (a) 'JZ=d•�p G —J]C {-mcn Snr'r*Groit SECT ICN C -C Detail Type (e) "'?=Q. 5.5 A If- SECTION S-5 Detail Type (b) z Q -?0 Dii y a SECTION D -D Detail Type (d) (Sea Nota 1 Czl0w) J7 2 17. Sd Figure 4-4 of TIA-222-G GOWN Anchor Rod Results: Max Rod (Cu+ Vu/n): 26.7Kips Design Axial, O*Fu*Anet:F 60.6 Kips Anchor Rod Stress Ratio: 44.1 If Applicable; Anchor Rod Results with Bending Considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (Vu/�Rnv)2 + [(Pu/�Rnt) + (Mu/�Rnm)]2 < = 1 �Rnv4*0.45*Fub*Ab= �Rnt4*17u*Anet = �Rnm4*Fy*Z = kips kips ft -kips Maximum Acceptable Ratio: 1 105 00 Governing Stress Ratio: 44.1 % Pass SST Anchor Rod Check For Rev G -Rev 6.1 091912 TIA Rev G Site Data B U#: 845770 Site Name: DURHAM/DAYTON A /I APP IT: J42U5l Hev.03 Pole Manufacturer: 1 Other Bolt Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 6 in ksi ksi in 1 Other 125 109 10.5 Plate Data Diam: 13.5 Iin Thick: 1.25 in Grade: 50 ksi Single -Rod B-eff: 2.91 in CClplate 1.5 - SST Circular Plate G SST Circular Plate Reactions Pole Data 0 Diam: 5.5625 in Thick: 0.375 in Grade: 50 ksi # of Sides: 0 "0" IF Round Fu 65 ksi 1"0" Reinf. Fillet Weld r 0 if None CClplate 1.5 - SST Circular Plate G SST Circular Plate Reactions Mu: 0 ft -kips Axial, Pu: 133 kips Shear, Vu: 15 kips Eta Factor, n 0.55 TIA G (Fig. 4-4) FIfN—ostiffeners, Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: Flexural Check 16.3 ksi 45.0 ksi 36.2% Pass Ri id AISC LRFD cp*F Y.L. Length: 12.30 Analysis Date: 7/21/2016 CCI Foundation Tool Suite - SS Drilled Pier CCIFTS 1.2.108.14286 - Phase 1-2 BU: 845770 Site Name: DURHAM/DAYTON App Number: 342051 Rev.03 Work Order: 1270917 Self -Support Drilled Pier Input Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D Forces Compression 158 kips Compression Shear .r Uplift 133 kips CCI Foundation Tool Suite - SS Drilled Pier CCIFTS 1.2.108.14286 - Phase 1-2 BU: 845770 Site Name: DURHAM/DAYTON App Number: 342051 Rev.03 Work Order: 1270917 Self -Support Drilled Pier Input Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D Forces Compression 158 kips Compression Shear 18 kips Uplift 133 kips Uplift Shear 15 kips Add'I Moment 0 k -ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 5 ft Ext. above grade: 0.5 ft Depth below grade: 22 ft Bell Diameter: ft Bell Angle: deg Material Properties Number of Rebar: 16 Rebar Size: 9 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3.311 in Soil Profile d 10 Layer Thickness (ft) From (ft) To (ft) 57.6 4 0 4 2 1 4 5 3 5 5 10 4 2.5 10 12.5 5 2.5 12.5 15 6 2.5 15 17.5 7 2.5 17.5 20 8 2 20 22 Unit Weight Cohesion (Pcf) (Psf) 120 Bearing 57.6 1000 57.6 1000 57.6 4000 57.6 (ksf) 57.6 �Mn 57.6 4000 57.6 3250 Date: 7/21/2016 CROWN CASTLE 3.311" C.C. Friction Ultimate Ultimate Bearing Angle Uplift Skin Comp. Skin Capacity (deg) Friction (ksf) Friction (ksf) (ksf) 35 40 10 SPT'N' Counts Analysis Results Concrete/Steel Check Uplift Case Mu (from soil analysis) 134.2 k -ft Soil Lateral Capacity Uplift case Com case P• �Mn 1505.5 k -ft Depth to Zero Shear. 11.0 ft 11.0 ft RATING: 8.92% Max Moment, Mu: 134.2 k -ft 161.1 k -ft Soil Safety Factor: 26.6 1 22.2 Safety Factor Req'd: 1. 1 1.33 RATING: 5.00% 6.00% rho provided 0.57 rho required 0.50 OK Soil Axial Capacity Concrete Weight: 39.8 kips Rebar Spacing 8.9 Skin Friction: kips ps Spacing required 18.0 OK Soil Cone: kips Uplift Capacity (k), (�Tn: 246.1 kips Uplift (k), Tu: 133.0 kips10.7 Dev. length required RATING: 54.04% Dev. Length provided 49.4 OK Skin Friction (k): 206.3 kips End Bearing (k): 147.3 kips Comp. Capacity (k), ,tCn: 353.6 kips Comp. (k), Cu: 158.0 kips RATING: 44.69% vera oun a ion a ing: Vo Comp case 1161.1 k -ft 2014.6 k -ft 7.99% Page 1 of 1 7/21/2016 Design Maps Summary Report Design Maps Summary P Re ort User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.631830N, 121.76489°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 0.611 g SMS = 0.801 _ SDS = r Fs#tip ►a 7- S1 = 0.270 g SM1 = 0.502 g SDI = 0.335 g • i ' ti 70 J Fi ; Durliam ail ' t G . , t . USGS-Provided Output SS = 0.611 g SMS = 0.801 g SDS = 0.534 g S1 = 0.270 g SM1 = 0.502 g SDI = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 4.94 0.72-- 0.0 r, 0.54 tM �M 0.45 M, 4.3 G 0.27 0.12-- 0.09-- 0.00 .1s0.090.04 0.00 0.24 0.40 4.64 4.80 1.44 1.24 1.40 1.60 1.80 2.00 Period, T (sec) 0.54 4.42 4.42 rti 0. 3 6 tM *.r 0.20 M Ln 4.24 0.12 0.12 Design Response Spectrum 0.06 0.04 4.00 0.20 0.40 4.64 0.80 1.00 1.20 1.40 1.64 1.80 2.04 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sum m ary.php?tem plate=m i ni m al&latitude=39.631833&longitude=-121.764889&siteclass=3&riskcategory=0 . . 1/1 Q a Self -Support Analysis per TIA-222-G Site BU: 845770 Work Order: 1270917 Application: 342051 Rev.3 Axial, Wt= 30.0 kips EFromTNX: Shear, VW = 29.0 kips Site Latitude = Site Longitude = Mass or Stiffness Irregularities = Ground Supported Structure = Foundation Type = Structure Class = Site Class = Spectral response acceleration short periods, Ss = Spectral response acceleration 1 s period, S1= Tower Height (AGL), Ht = Importance Factor, I = Acceleration -based site coefficient, Fa = Velocity -based site coefficient, F„ Design spectral response acceleration short period, SDs = Design spectral response acceleration 1 s period, SD1 = Calculated CS = Base Seismic Shear, VS = degrees 39 -121 Base Face Width, wo = Average Face Width of Structure, wa = Variable, W1= Tower Weight of Top 5% of Structure= Appurtenance Weight Within Top 5% of Structure = Total Weight Within Top 5% of Structure, W2 = Fundamental Frequency, F f = F f related variable, SA = CCISeismic 2.0.07 Calculated CS = Minimum CS = Minimum CS when S1 z 0.75 = Final Cs = Alternative Base Seismic Shear, VS = minutes seconds 37 1 54.56 45 53.62 Yes Yes Independent 11 D - Stiff Soil 0.611 0.270 148.0 1.0 1.3 1.9 0.534 0.335 0.178 4.5 18.8 11.6 13.3 0.3 2.0 2.4 2.211 0.534 0.247 0.024 0.000 0.247 6.2 CA(OSS _WN 39.6318 -121.7649 (Table 2-9) degrees degrees (Table 2-1) (Table 2-11) USGS Seismic Tool ft (Table 2-3) (Table 2-12) (Table 2-13) (2.7.6) (2.7.6) (2.7.7.1) kips Jurisdiction requires that seismic analysis be preformed. ft ft (2.7.11.1) kips kips kips (2.7.11.1) (2.7.8.1) (2.7.7.1) (2.7.7.1) (2.7.7.1) kips Analysis Date: 7/21/2016 Linear Increment 10 Discrete Mid Ht Wt (kips) a b c S aZ Seismic Seismic Ht Wt (kips) a b c S aZ Shear, F SZ Induced 135 0.1652 1.573 0.696 0.633 0.948 0.052 Moment 125 0.4366 1.348 0.193 0.380 0.701 (kips) 12.74 120.5 0.00032 1.253 0.060 0.296 0.616 0.000 ki -ft 146 1.8979 1.839 1.723 1.046 1.330 0.841 122.85 131 1.66392 1.481 0.455 0.520 0.838 0.465 60.92 130 1.143 1.458 0.403 0.494 0.813 0.310 40.28 121 0.425 1.263 0.073 0.305 0.625 0.089 10.71 95 0.425 0.779 -0.108 0.048 0.350 0.050 4.71 CCISeismic 2.0.07 Top 5% Weight 2.03006 Linear Mid Ht Wt (kips) a b c S aZ Seismic Shear F SZ (kips) Seismic Induced Moment WT) -ft 144 0.13216 1.789 1.490 0.959 1.251 0.055 7.94 135 0.1652 1.573 0.696 0.633 0.948 0.052 7.05 125 0.4366 1.348 0.193 0.380 0.701 0.102 12.74 120.5 0.00032 1.253 0.060 0.296 0.616 0.000 0.01 115 0.4398 1.141 -0.044 0.213 0.532 0.078 8.97 105 0.4398 0.951 -0.119 0.109 0.422 0.062 6.50 95 0.4398 0.779 -0.108 0.048 0.350 0.051 4.88 92.5 0.0016 0.738 -0.098 0.038 0.336 0.000 0.02 85 0.443 0.623 -0.061 0.017 0.298 0.044 3.74 75 0.443 0.485 -0.011 0.007 0.253 0.037 2.80 65 0.443 0.365 0.029 0.008 0.209 0.031 2.01 55 0.443 0.261 0.053 0.016 0.167 0.025 1.35 45 0.443 0.175 0.066 0.027 0.127 0.019 0.84 35 0.443 0.106 0.071 0.036 0.093 0.014 0.48 25 0.443 0.054 0.071 0.042 0.066 0.010 0.24 15 0.443 1 0.019 0.064 0.038 0.044 0.006 0.10 5 1 0.443 0.002 0. 0 3-3--F 0.018 0.019 0.003 0.01 Analysis Date: 7/21/2016 U Top 5% Weight 0.343 CCISeismic 2.0.07 Page 1 Analysis Date: 7/21/2016 Self -Support Tower Section Data Seismic To Height Top g Bottom Mid- Section Seismic Induced of Section Height of Section Height, Z Weight a b c Saz Shear, FSZ Moment (ft) Section (ft) Length (ft) (ft) (kips) s (kips) p) ki -ft 148 128 20 138 0.925945 1.643 0.919 0.730 1.040 0.321 44.30 128 120 8 124 0.35268 1.327 0.159 0.360 0.680 0.080 9.92 120 100 20 110 1.022702 1.044 -0.096 0.154 0.471 0.161 17.67 100 80 20 90 1.330919 0.699 -0.087 0.030 0.322 0.143 12.87 80 60 20 70 1.823471 0.423 0.011 0.006 0.231 0.140 9.82 60 40 20 50 2.363194 0.216 0.061 0.021 0.146 0.115 5.75 40 20 20 30 2.665838 0.078 0.072 0.040 0.078 0.069 2.08 20 0 20 10 2.79022 0.009 0.053 0.030 0.032 0.030 0.30 CCISeismic 2.0.07 Page 1 Analysis Date: 7/21/2016 148.0 It 128.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 It 0.0 It ELEVATION J � Seismic Discrete Force 1 146 co 92.5 Seismic Linear Force 1 144 Seismic Section Force 4 90 Seismic Section Force 1 138 Seismic Linear Force 9 LOv Seismic Linear Force 2 135 Seismic Linear Force 10 75 Seismic Discrete Force 2 131 Seismic Section Force 5 70 Seismic Discrete Force 3 130 Seismic Linear Force 11 65 Seismic Linear Force 3 125 Seismic Linear Force 12 55 Seismic Section Force 2 124 Seismic Section Force 6 50 Seismic Discrete Force 4 121 Seismic Linear Force 13 45 Seismic Linear Force 4 120.5 cri 35 Seismic Linear Force 5 115 Seismic Section Force 7 30 Seismic Section Force 3 110 CD 25 Seismic Linear Force 6 105 Seismic Linear Force 16 15 Seismic Discrete Force 5 95 Seismic Section Force 8 10 Seismic Linear Force 7 95 Seismic Linear Force 17 15 X C O �. X U LIQCl)_ (V J /N �! z O co Cl) X v N M Q V X Nr M J W co L u, F N X o z N @ X .� O J r- 00 co CC Cl) N X x ~ Z 1 = N Or Q= J ao 0 C) Nc0 .t Cl) Q W LO Q X c^o N CD In (D .n M �- CD ao ~ z X co N Q .- @ N a) J 0 to r` N cc X F vX N X Z Z C0 Z J o Q= 0 n v Q= F— N X n Lo N z X N p M X p � r � M CO J �— W 00 z 0D fV O o= OD C) co cli co (13 O o o C7 c L <C M Q_ J J Ca >N V% 6 6 F-' LL *t ? 148.0 It 128.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 It 0.0 It DESIGNED APPURTENANCE LOADING TYPE ELEVATION J � DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 146 Seismic Linear Force 8 92.5 Seismic Linear Force 1 144 Seismic Section Force 4 90 Seismic Section Force 1 138 Seismic Linear Force 9 85 Seismic Linear Force 2 135 Seismic Linear Force 10 75 Seismic Discrete Force 2 131 Seismic Section Force 5 70 Seismic Discrete Force 3 130 Seismic Linear Force 11 65 Seismic Linear Force 3 125 Seismic Linear Force 12 55 Seismic Section Force 2 124 Seismic Section Force 6 50 Seismic Discrete Force 4 121 Seismic Linear Force 13 45 Seismic Linear Force 4 120.5 Seismic Linear Force 14 35 Seismic Linear Force 5 115 Seismic Section Force 7 30 Seismic Section Force 3 110 Seismic Linear Force 15 25 Seismic Linear Force 6 105 Seismic Linear Force 16 15 Seismic Discrete Force 5 95 Seismic Section Force 8 10 Seismic Linear Force 7 95 Seismic Linear Force 17 15 MATERIAL STRENGTH GRADE Fy 150 Fu 165 GRADE I Fy Fu A572-50 ksi ksi A36 36 ksi 158 ksi TOWER DESIGN NOTES 1. Tower is located in Butte County, California. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower 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 II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. Seismic Analysis 8. TOWER RATING: 20.7% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE. DOWN: 35 K SHEAR: 3 K i UPLIFT. • -17K SHEAR: 2 K AXIAL 30 K SHEAR MOMENT 3 K L,, r 402 kip -ft REACTIONS - 85 mph WIND Jacobs E1lgtneering Group hic. °b: 148 =SST-DURHAM/DAYTON 5449 Bells Ferry Road Project: BU#845770 WO#1270917 Acworth, GA 30102 client: Crown CastleDrawn by: Deepjyoti Chakrabort App'd: Jacobs Engineering Group Inc. Phone: (770)701-2500 Code' TIA-222-G Date: 07/21/16 Scale: NTS FAX: (770)701-2501 Path: N�PPPgPF�sPal"n d,AH„-,41-)aYr0,' ,z ,�� w.. M�� .sE �,ar K1 Dwg tvo. E-1 PROJECT DESCRIPTION FlUMIV roe �� TE H��v�i[�e �NJRC�1aV�v�i/�QY�i F o BUM �: 845770 C � #: M1"FL'*t0'02'U73^U f �� PTN 37fU"1AUf%5C4"r" 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 JURISDICTION: BUTTE COUNTY 1. IN SECTOR "A", CREATE A NEW ANTENNA POSITION FOR FWLL. MIGRATE UMTS ANTENNA TO POSITION 3, SWAP THE EXISTING GSM 1900 ANTENNA WITH NEW HEX PORT AND INSTALL AT POSITION 4 AND ADD THE SAME ANTENNA AT POSITION 5. 2. IN SECTOR "B" AND "C", SWAP THE EXISTING GSM 1900 ANTENNA AT POSITION 3 WITH HEX PORT ANTENNAS. 3. INSTALL (4) (N) RRUS MOUNTED BEHIND (N) AT&T ANTENNAS. 4. INSTALL (1) (N) DUS-41 WITH (N) 6601 V1 CHASSIS IN (N) AT&T DATA RACK. 5. INSTALL (N) SURGE SUPPRESSOR (SQUID) MOUNTED TO (E) LATTICE TOWER NEAR ANTENNAS. 6. REMOVE (6) EXISTING AT&T TMA'S, (2) PER SECTOR (GSM 1900). 7. REMOVE (E) 6 LINES OF COAX, (2) PER SECTOR (GSM 1900). 8. INSTALL (N) 23" DATA RACK IN (E) SHELTER. 9. INSTALL (N) (2) POWER TRUNKS AND (N) (1) FIBER TRUNK FROM DUS TO RRU'S. 10. INSTALL (N) DC 12 INSIDE (N) DATA RACK. CODE COMPLIANCE ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES. 1) 2013 CALIFORNIA ADMINISTRATIVE CODE, CHAPTER 10, PART 1, TITLE 24 CODE OF REGULATIONS 2) 2013 CALIFORNIA BUILDING CODE (CBC) WITH CALIFORNIA AMENDMENTS, BASED ON THE 2012 IBC (PART 2, VOL 1-2) 3) 2013 CALIFORNIA RESIDENTIAL CODE (CRC) WITH APPENDIX H, PATIO COVERS, BASED ON THE 2012 IRC (PART 2.5) 4) 2013 CALIFORNIA GREEN BUILDINGS STANDARDS CODE (CALGREEN) (PART 11) (AFFECTED ENERGY PROVISIONS ONLY) 5) 2013 CALIFORNIA FIRE CODE (CFC), BASED ON THE 2012 IFC, WITH CALIFORNIA AMENDMENTS (PART 9) 6) 2013 CALIFORNIA MECHANICAL CODE (CMC), BASED ON THE 2012 UMC (PART 4) 7) 2013 CALIFORNIA PLUMBING CODE (CPC), BASED ON THE 2012 UPC (PART 5) 8) 2013 CALIFORNIA ELECTRICAL CODE (CEC) WITH CALIFORNIA AMENDMENTS, BASED ON THE 2011 NEC (PART 3) 9) 2013 CALIFORNIA ENERGY CODE (CEC)- AFTER JULY 1, 2014 (PART 6) 10) ANSI / EIA-TIA-222-G 11) 2012 NFPA 101, LIFE SAFETY CODE 12) 2013 NFPA 72, NATIONAL FIRE ALARM CODE 13) 2013 NFPA 13, FIRE SPRINKLER CODE OCCUPANCY AND CONSTRUCTION TYPE OCCUPANCY: U (UNMANNED) CONSTRUCTION TYPE: V -B HANDICAP REQUIREMENTS FACILITY IS UNMANNED AND NOT FOR HUMAN HABITATION, ACCESSIBILITY ACCESS AND REQUIREMENTS ARE NOT REQUIRED, IN ACCORDANCE WITH CALIFORNIA STATE ADMINISTRATIVE CODE, PART 2, TITLE 24, SECTION 1103B.1, EXCEPTION 1 & SECTION 1134B.2.1, EXCEPTION 4. PROJECT INFORMATION PROPERTY INFORMATION: SITE NAME: DURHAM/DAYTON SITE NUMBER: CVL00236 FA#: 10090479 APP#: TBD SITE ADDRESS: 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 A.P.N. NUMBER: 040-140-068-000 CURRENT USE: UNMANNED WIRELESS TELECOMMUNICATIONS FACILITY PROPOSED USE: UNMANNED WIRELESS TELECOMMUNICATIONS FACILITY JURISDICTION: BUTTE COUNTY LATITUDE: 390 37'54.54084" N LONGITUDE: -1210 45'53.57196" W GROUND ELEVATION: 148'± AMSL PROPERTY OWNER: NAME: AP WIRELESS INFRASTRUCTURE ADDRESS: 9373 TOWNE CENTER DRIVE SUITE 200, SAN DIEGO CA 92121 TOWER OWNER: NAME: CCATT LLC SITE ID: 845770 - DURHAM/DAYTON RFDS: 2.00 MS in . � aww�11111111 I I W"0^0 F - fall PROJECT TEAM AT&T CONSTRCTION MNGR: AT&T MOBILITY - FRESNO 5555 EAST OLIVE AVENUE FRESNO, CALIFORNIA 93727 CONTACT: RAY AMADOR PHONE: TBD LEASING & ZONING CONTACT: CROWN CASTLE 4301 HACIENDA DRIVE, SUITE 410 PLEASANTON, CALIFORNIA 94588 CONTACT: ANN JI/ CROWN CASTLE USA, AUTHORIZED PHONE: (415) 404-5700 E-MAIL:ANN.JI.CONTRACTOR@CROW NCASTLE.COM APPLICANT/LESSEE: AT&T MOBILITY 5555 EAST OLIVE AVENUE FRESNO, CALIFORNIA 93727 RF ENGINEER: AT&T MOBILITY CONTACT: SYED MASHOOD PHONE: (404) 956-1068 ARCHITECT/ENGINEER: JEFFREY ROME & ASSOCIATES CONTACT: MARK WHITEHOUSE EMAIL: MARKW@JRAINC.NET PHONE: (949) 760-3929 MASTEC CONSTRUCTION MNGR: CONTACT: LUIS HERNANDEZ PHONE: (916)-616-7427 MASTEC PROJECT MANAGER: CONTACT: LISA KONTOKANIS PHONE: (916) 509-1035 /liai f"ICVJCI.,I ivir�rvrw�R. AE MANAGER: 1. TBD VENDOR: R.F.. LEASING / LANDLORD: ZONING: CONSTRUCTION: POWER / TELCO: PG&E: SHEET INDEX W T-1 TITLE SHEET C GN -1 GENERAL NOTES, ABBREVIATIONS, & NOTES C A-0 SITE PLAN C A-1 ENLARGED SITE PLAN C A-1.1 EXISTING AND PROPOSED ANTENNA PLAN C A-1.2 EXISTING AND PROPOSED EQUIPMENT PLAN C A-2 EXISTING AND PROPOSED ELEVATION C A-2.1 EXISTING AND PROPOSED ELEVATION C A-3 DETAILS C A-4 DETAILS C A-5 DETAILS C A-6 HYBRID RACK DETAILS C BUTTE COUNTY SEP 15 2016" DEVELOPMENT SERVICES 81( -aosy PERMIT#_Pl� BUTTE COUNTY DEVELO MENTSERVICES REVIEWED FOR CODEOMPLIANCE Ql�TE� - GENERAL CONTRACTOR NOTES DO NOT SCALE DRAWINGS THESE DRAWINGS ARE FORMATTED TO BE FULL SIZE AT 24" x 36'. CONTRACTOR SHALL VERIFY ALL PLANS AND EXISTING DIMENSIONS AND CONDITIONS ON THE JOBSITE AND SHALL IMMEDIATELY NOTIFY THE ARCHITECT/ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR MATERIAL ORDERS OR BE RESPONSIBLE FOR THE SAME. 'kOO-'^2*0-A%6OAk "Call 2 Full Working'Days In Advance PREPARED FOR 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey RomeIASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Licensor: IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: TITLE SHEET SHEET NUMBER: C 08/22/16 100% C D'S B 05/31/16 REVISED RFDS A 04/20/16 90% C D'S REV DATE DESCRIPTION Licensor: IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: TITLE SHEET SHEET NUMBER: ABBREVIATIONS GENERAL CONSTRUCTION NOTES: - AMERICAN CONCRETE INSTITUTE (ACI) 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE - AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), MANUAL OF STEEL CONSTRUCTION, ASD, NINTH EDITION - TELECOMMUNICATIONS INDUSTRY ASSOCIATION (TIA) 222-G, STRUCTURAL STANDARD FOR STRUCTURAL ANTENNA TOWER AND ANTENNA SUPPORTING STRUCTURES - INSTITUTE FOR ELECTRICAL AND ELECTRONICS ENGINEERS (IEEE) 81, GUIDE FOR MEASURING EARTH RESISTIVITY, GROUND IMPEDANCE, AND EARTH SURFACE POTENTIALS OF A GROUND SYSTEM IEEE 1100 (1999) RECOMMENDED PRACTICE FOR POWERING AND GROUNDING OF ELECTRICAL EQUIPMENT. -IEEE C62.41, RECOMMENDED PRACTICES ON SURGE VOLTAGES IN LOW VOLTAGE AC POWER CIRCUITS (FOR LOCATION CATEGORY "C3" AND "HIGH SYSTEM EXPOSURE") TIA 607 COMMERCIAL BUILDING GROUNDING AND BONDING REQUIREMENTS FOR TELECOMMUNICATIONS TELCORDIA GR -63 NETWORK EQUIPMENT -BUILDING SYSTEM (NEBS): PHYSICAL PROTECTION TELCORDIA GR -347 CENTRAL OFFICE POWER WIRING TELCORDIA GR -1275 GENERAL INSTALLATION REQUIREMENTS TELCORDIA GR -1503 COAXIAL CABLE CONNECTIONS SYMBOLS LEGEND 1 1 A-300 A-3oo BLDG. SECTION AS WALL SECTION A-310 DS DETAIL A-500 ANY AND ALL OTHER LOCAL & STATE LAWS AND REGULATIONS C1 KA1 FOR ANY CONFLICTS BETWEEN SECTIONS OF LISTED CODES AND STANDARDS REGARDING MATERIAL, METHODS OF CONSTRUCTION, OR A4C4 OTHER REQUIREMENTS, THE MOST RESTRICTIVE SHALL GOVERN. WHERE THERE IS CONFLICT BETWEEN A GENERAL REQUIREMENT AND A ELEVATION A -113A-113 SPECIFIC REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL GOVERN. A-113 001 DOOR SYMBOL 10 WINDOW SYMBOL Q3 TILT -UP PANEL MARK — — PROPERTY LINE CENTERLINE +0 ELEVATION DATUM GRID/COLUMN LINE 3 KEYNOTE, DIMENSION ITEM 2 KEYNOTE, PREPARED FOR A.B. ANCHOR BOLT IN. (") INCH(ES) 1. PLANS ARE INTENDED TO BE DIAGRAMMATIC OUTLINE ONLY, UNLESS NOTED OTHERWISE. THE WORK SHALL INCLUDE FURNISHING MATERIALS, ® ROOM NUMBER ABV. ABOVE INT. INTERIOR EQUIPMENT, APPURTENANCES AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. Vendor: ACCA ANTENNA CABLE COVER ASSEMBLY LB.(#) POUND(S) ADD'L ADDITIONAL L.B. LAG BOLTS 2. THE CONTRACTOR SHALL OBTAIN, IN WRITING, AUTHORIZATION TO PROCEED BEFORE STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED A.F.F. ABOVE FINISHED FLOOR L.F. LINEAR FEET (FOOT) OR IDENTIFIED BY THE CONTRACT DOCUMENTS. tel 949.760.3929 1 fax 949.760.3931 A.F.G. ABOVE FINISHED GRADE L. LONGITUDINAL) "AST L ALUM. ALUMINUM MAS. MASONRY 3. CONTRACTOR SHALL CONTACT USA (UNDERGROUND SERVICE ALERT) AT (800) 227-2600, FOR UTILITY LOCATIONS, 48 HOURS BEFORE ALT. ALTERNATE MAX. M.B. MAXIMUM MACHINE BOLT PROCEEDING WITH ANY EXCAVATION, SITE WORK OR CONSTRUCTION. ANT. APPRX. ANTENNA APPROXIMATE(LY) MECH. MECHANICAL I oft I Network Solutions ARCH. ARCHITECT(URAL) MFR. MANUFACTURER 4. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS CVL00236 AWG. AMERICAN WIRE GAUGE MIN. MINIMUM SPECIFICALLY INDICATED OTHERWISE, OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE. BLDG. BUILDING MISC. MISCELLANEOUS BLK. BLOCK MTL. METAL B BLOCKING NEW 5. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CBC / UBC'S REQUIREMENTS REGARDING EARTHQUAKE RESISTANCE, FOR, BUT BM. . BEAM N NO.(#) NUMBER NOT LIMITED TO, PIPING, LIGHT FIXTURES, CEILING GRID, INTERIOR PARTITIONS, AND MECHANICAL EQUIPMENT. ALL WORK MUST COMPLY B.N. BOUNDARY NAILING N.T.S. NOT TO SCALE WITH LOCAL EARTHQUAKE CODES AND REGULATIONS. B 05/31/16 BTCW. BARE TINNED COPPER WIRE O.C. ON CENTER 6. REPRESENTATIONS OF TRUE NORTH, OTHER THAN THOSE FOUND ON THE PLOT OF SURVEY DRAWINGS, SHALL NOT BE USED TO IDENTIFY OR 90% CD'S B.O.F. BOTTOM OF FOOTING OPNG. P/C OPENING PRECAST CONCRETE ESTABLISH BEARING OF TRUE NORTH AT THE SITE. THE CONTRACTOR SHALL RELY SOLELY ON THE PLOT OF SURVEY DRAWING AND ANY Licensor: B/U CAB. BACK–UP CABINET CABINET PCS PERSONAL COMMUNICATION SERVICES SURVEYOR'S MARKINGS AT THE SITE FOR THE ESTABLISHMENT OF TRUE NORTH, AND SHALL NOTIFY THE ARCHITECT / ENGINEER PRIOR TO CANT. CANTILEVER(ED) PLY. PLYWOOD PROCEEDING WITH THE WORK IF ANY DISCREPANCY IS FOUND BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND THE C.I.P. CAST IN PLACE PPC POWER PROTECTION CABINET TRUE NORTH ORIENTATION AS DEPICTED ON THE CIVIL SURVEY. THE CONTRACTOR SHALL ASSUME SOLE LIABILITY FOR ANY FAILURE TO NOTIFY UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO CLG. CEILING PRC PRIMARY RADIO CABINET THE ARCHITECT /ENGINEER. DURHAM/DAYTON CLR. CLEAR P.S.F. POUNDS PER SQUARE FOOT DURHAM, CALIFORNIA 95938 COL. COLUMN P.S.I. POUNDS PER SQUARE INCH 7. THE BUILDING DEPARTMENT ISSUING THE PERMITS SHALL BE NOTIFIED AT LEAST TWO WORKING DAYS PRIOR TO THE COMMENCEMENT OF GENERAL NOTES, CONC. CONCRETE P.T. PRESSURE TREATED WORK, OR AS OTHERWISE STIPULATED BY THE CODE ENFORCEMENT OFFICIAL HAVING JURISDICTION. N�l CONN. CONNECTION(OR) PWR. POWER (CABINET) CONST. CONSTRUCTION QTY. QUANTITY CONT. CONTINUOUS RAD.(R) RADIUS 8. DO NOT EXCAVATE OR DISTURB BEYOND THE PROPERTY LINES OR LEASE LINES, UNLESS OTHERWISE NOTED. d PENNY (NAILS) REF. REFERENCE DBL. DOUBLE REINF. REINFORCEMENT(ING) 9. ALL EXISTING UTILITIES, FACILITIES, CONDITIONS, AND THEIR DIMENSIONS SHOWN ON THE PLAN HAVE BEEN PLOTTED FROM AVAILABLE DEPT. DEPARTMENT REQ'D/ REQUIRED RECORDS. THE ARCHITECT / ENGINEER AND THE OWNER ASSUME NO RESPONSIBILITY WHATSOEVER AS TO THE SUFFICIENCY OR THE D.F. DOUGLAS FIR RGS. RIGID GALVANIZED STEEL ACCURACY OF THE INFORMATION SHOWN ON THE PLANS, OR THE MANNER OF THEIR REMOVAL OR ADJUSTMENT. CONTRACTORS SHALL BE DIA. DIAMETER SCH. SCHEDULE RESPONSIBLE FOR DETERMINING EXACT LOCATION OF ALL EXISTING UTILITIES AND FACILITIES PRIOR TO START OF CONSTRUCTION. DIAG. DIAGONAL SHT. SHEET CONTRACTORS SHALL ALSO OBTAIN FROM EACH UTILITY COMPANY DETAILED INFORMATION RELATIVE TO WORKING SCHEDULES AND DIM. DIMENSION SIM. SIMILAR DWG. DRAWING(S) SPEC. SPECIFICATIONS METHODS OF REMOVING OR ADJUSTING EXISTING UTILITIES. DWL. DOWEL(S) SQ. SQUARE 10. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES, BOTH HORIZONTAL AND VERTICALLY, PRIOR TO THE START OF CONSTRUCTION. ANY EA. EACH S.S. STAINLESS STEEL DISCREPANCIES OR DOUBTS AS TO THE INTERPRETATION OF PLANS SHOULD BE IMMEDIATELY REPORTED TO THE ARCHITECT / ENGINEER FOR EL. ELEVATION STD. STANDARD RESOLUTION AND INSTRUCTION, AND NO FURTHER WORK SHALL BE PERFORMED UNTIL THE DISCREPANCY IS CHECKED AND CORRECTED BY ELEC. ELECTRICAL STL. STEEL THE ARCHITECT / ENGINEER. FAILURE TO SECURE SUCH INSTRUCTION MEANS CONTRACTOR WILL HAVE WORKED AT HIS/HER OWN RISK AND ELEV. ELEVATOR STRUC. STRUCTURAL EXPENSE. EMT. ELECTRICAL METALLIC TUBING TEMP. TEMPORARY E.N. EDGE NAIL THK. THICKNESS) 11. ALL NEW AND EXISTING UTILITY STRUCTURES ON SITE AND IN AREAS TO BE DISTURBED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISH ENG. ENGINEER T.N. TOE NAIL ELEVATIONS PRIOR TO FINAL INSPECTION OF WORK. EQ. EQUAL T.O.A. TOP OF ANTENNA EXP. EXPANSION T.O.C. TOP OF CURB 12. ANY DRAIN AND/OR FIELD TILE ENCOUNTERED / DISTURBED DURING CONSTRUCTION SHALL BE RETURNED TO ITS ORIGINAL CONDITION EXST.(E) EXISTING T.O.F. TOP OF FOUNDATION PRIOR TO COMPLETION OF WORK. SIZE, LOCATION AND TYPE OF ANY UNDERGROUND UTILITIES OR IMPROVEMENTS SHALL BE ACCURATELY EXT. EXTERIOR T.O.P. TOP OF PLATE (PARAPET) NOTED AND PLACED ON "AS -BUILT' DRAWINGS BY GENERAL CONTRACTOR, AND ISSUED TO THE ARCHITECT / ENGINEER AT COMPLETION FAB. FABRICATION(OR) T.O.S. TOP OF STEEL OF PROJECT. F.F. FINISH FLOOR T.O.W. TOP OF WALL F.G. FINISH GRADE TYP. TYPICAL 13. ALL TEMPORARY EXCAVATIONS FOR THE INSTALLATION OF FOUNDATIONS, UTILITIES, ETC., SHALL BE PROPERLY LAID BACK OR BRACED IN FIN. FINISH(ED) U.G. UNDER GROUND ACCORDANCE WITH CORRECT OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) REQUIREMENTS. FLR. FLOOR U.L. UNDERWRITERS LABORATORY FDN. FOUNDATION U.N.O. UNLESS NOTED OTHERWISE F.O.C. FACE OF CONCRETE V.I.F. VERIFY IN FIELD 14. INCLUDE MISC. ITEMS PER AT&T SPECIFICATIONS F.O.M. FACE OF MASONRY W WIDE (WIDTH) F.O.S. FACE OF STUD W/ WITH F.O.W. FACE OF WALL WD. WOOD F.S. FINISH SURFACE W.P. WEATHERPROOF FT.(' ) FOOT (FEET) WT. WEIGHT FTG. FOOTING CENTERLINE APPLICABLE CODES, REGULATIONS AND STANDARDS: G. GROWTH (CABINET) L PLATE,PROPERTY LINE GA. GAUGE GI. GALVANIZE(D) G.F.I. GROUND FAULT CIRCUIT INTERRUPTER SUBCONTRACTOR'S WORK SHALL COMPLY WITH ALL APPLICABLE NATIONAL, STATE, AND LOCAL CODES AS ADOPTED BY THE LOCAL GLB. (GLU–LAM) GLUE LAMINATED BEAM AUTHORITY HAVING JURISDICTION (AHJ) FOR THE LOCATION. GPS GLOBAL POSITIONING SYSTEM GRNTHE GROUND EDITION OF THE AHJ ADOPTED CODES AND STANDARDS IN EFFECT ON THE DATE OF CONTRACT AWARD SHALL GOVERN THE DESIGN. HDR. HDR. HEADER HGR. HANGER HT. HEIGHT SUBCONTRACTOR'S WORK SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING STANDARDS: ICGB. ISOLATED COPPER GROUND BUS - AMERICAN CONCRETE INSTITUTE (ACI) 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE - AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), MANUAL OF STEEL CONSTRUCTION, ASD, NINTH EDITION - TELECOMMUNICATIONS INDUSTRY ASSOCIATION (TIA) 222-G, STRUCTURAL STANDARD FOR STRUCTURAL ANTENNA TOWER AND ANTENNA SUPPORTING STRUCTURES - INSTITUTE FOR ELECTRICAL AND ELECTRONICS ENGINEERS (IEEE) 81, GUIDE FOR MEASURING EARTH RESISTIVITY, GROUND IMPEDANCE, AND EARTH SURFACE POTENTIALS OF A GROUND SYSTEM IEEE 1100 (1999) RECOMMENDED PRACTICE FOR POWERING AND GROUNDING OF ELECTRICAL EQUIPMENT. -IEEE C62.41, RECOMMENDED PRACTICES ON SURGE VOLTAGES IN LOW VOLTAGE AC POWER CIRCUITS (FOR LOCATION CATEGORY "C3" AND "HIGH SYSTEM EXPOSURE") TIA 607 COMMERCIAL BUILDING GROUNDING AND BONDING REQUIREMENTS FOR TELECOMMUNICATIONS TELCORDIA GR -63 NETWORK EQUIPMENT -BUILDING SYSTEM (NEBS): PHYSICAL PROTECTION TELCORDIA GR -347 CENTRAL OFFICE POWER WIRING TELCORDIA GR -1275 GENERAL INSTALLATION REQUIREMENTS TELCORDIA GR -1503 COAXIAL CABLE CONNECTIONS SYMBOLS LEGEND 1 1 A-300 A-3oo BLDG. SECTION AS WALL SECTION A-310 DS DETAIL A-500 ANY AND ALL OTHER LOCAL & STATE LAWS AND REGULATIONS C1 KA1 FOR ANY CONFLICTS BETWEEN SECTIONS OF LISTED CODES AND STANDARDS REGARDING MATERIAL, METHODS OF CONSTRUCTION, OR A4C4 OTHER REQUIREMENTS, THE MOST RESTRICTIVE SHALL GOVERN. WHERE THERE IS CONFLICT BETWEEN A GENERAL REQUIREMENT AND A ELEVATION A -113A-113 SPECIFIC REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL GOVERN. A-113 001 DOOR SYMBOL 10 WINDOW SYMBOL Q3 TILT -UP PANEL MARK — — PROPERTY LINE CENTERLINE +0 ELEVATION DATUM GRID/COLUMN LINE 3 KEYNOTE, DIMENSION ITEM 2 KEYNOTE, PREPARED FOR CONSTRUCTION ITEM WALL TYPE MARK OFFICE ROOM NAME ® ROOM NUMBER • • •• ' GROUT OR PLASTER (E) BRICK F.T.-A-75 : T'- i. 5 (E) MASONRY CONCRETE EARTH GRAVEL PLYWOOD SAND PLYWOOD SAND (E) STEEL ==310_7 Tel Pwr Coax— MATCH LINE GROUND CONDUCTOR OVERHEAD SERVICE CONDUCTORS TELEPHONE CONDUIT POWER CONDUIT COAXIAL CABLE CHAIN LINK FENCE WOOD FENCE (P) ANTENNA (P) RRU (P) DC SURGE SUPPRESSION (F) ANTENNA (F) RRU (E) EQUIPMENT PERMIT #--jI.�L1,vj_ BUTTE COUNTY DEVELOPMENTSERVICES REVIEWED FOR COIF �OjvjI"PLIANCE DAT€..___ PREPARED FOR at&t 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey RomelASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 :Fh f"ft , �4.e u "AST L '.:. 4301 Hacienda Drive, Suite 410 Pleasanton, California 94588 IN ASSOCIATION WITH n a e c."AsT 12 PD I oft I Network Solutions AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW C 08/22/16 100% C D'S B 05/31/16 REVISED RFDS A 04/20/16 90% CD'S REV DATE DESCRIPTION Licensor: JEF Y i_ pr ki - I 17_ V') IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For. DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: GENERAL NOTES, ABBREVIATIONS, & NOTES SHEET NUMBER: N�l PREPARED FOR at&t 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: JeffreyRomelAssoclATEs architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 ROW N 4301 Hacienda Drive, Suite 410 Pleasanton, California 94588 IN ASSOCIATION WITH a sTe c■ Network Solutions AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW C 08/22/16 100% C D'S B 05/31/16 REVISED RFDS A 04/20/16 90% CD'S REV DATE DESCRIPTION Licensor: ?,E D �FFf _. R0p1E �� 1 02 i76 i mop IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: SITE PLAN SHEET NUMBER: USA North X X X X X X X X X X X X X F- X X x X 0 G G r'O0 0, X X X X X X X X X X X LX X X X X X X X X X X X X X (E) CABLE BRIDGE. (N) AND (E) AT&T ANTENNAS, (N) RRUS AND (N) SQUID MOUNTED ON AN (E) LATTICE TOWER; SEE SHEET A-1.1. (E) LATTICE TOWER. (E) CHAIN LINK FENCE ENCLOSURE. (E) AT&T EQUIPMENT SHELTER; SEE SHEET A-1.2. (E) CHAIN LINK ACCESS GATE. PERMIT #-E b �� BUTTE COUNTY DEVELOPMENT SERVICES REVIEWISD FOR CODE C MI� LIAN101' gAfiP a - f/_�! �-BY_Ilv--N- — " UNDERGROUND SERVICE ALERT OF NORTHERN CALIFORNIA/NEVADA Q DIAL TOLL FREE 1-800-277-2600 AT LEAST TWO DAYS BEFORE YOU DIG 11x17 SCALE: 1/8"=V-0" ENLARGED SITE PLAN 24x36 SCALE: 1/4"=1'-0" 0 2' 4' 8' PREPARED FOR at&t 5001 Executive Parkway, West Wing San Ramon, California 94583 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: ENLARGED SITE PLAN SHEET NUMBER: C 08/22/16 100% CD'S B 05/31/16 REVISED RFDS A 04/20/16 90% CD'S REV DATE DESCRIPTION Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: ENLARGED SITE PLAN SHEET NUMBER: 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey RomelASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW C 08/22/16 100% C D'S B 05/31/16 REVISED RFDS A 04/20/16 90% CDS REV DATE DESCRIPTION 011 SECTOR SECTOR 8p - �0 8p° �0° (E) AT&T ANTENNA MOUNTED (E) AT&T RRUS-11 AND RRUS-12+A2 (E) AT&T RRUS-11 AND (E) LATTICE TOWER MOUNTED ON (E) PIPE MOUNT TOAT&T MOUNTED(3 EN A RRUS-12+A2 MOUNTED ON (E) PIPE REMAIN (3 PER SECTORS "B" RE REMAIN (1 PER SECTOR, 3 SECTORS). O(E) LATTICE TOWER MOUNT (1 PER SECTOR, 3 SECTORS). AND "C"). (E) AT&T TMAS MOUNTED ON (E) PER SECTOR, 3 SECTORS). (N) AT&T RRUS MOUNTED BEHIND (E) AT&T DC SURGE LTE LATTICE TOWER TO BE RELOCATED TO(E) "A"). AT&T DC SURGE LTE ° (N) ANTENNA; SEE DETAIL 4/A-3. SUPPRESSOR MOUNTED ON (E) POSITION 3 (2 PER SECTOR SUPPRESSOR MOUNTED ON (E) POS 1 LATTICE TOWER. (E) AT&T ANTENNA MOUNTED ON LATTICE TOWER. ° ;o (N) AT&T ANTENNA MOUNTED ON (E) AT&T ANTENNA MOUNTED UMTS (E) LATTICE TOWER TO BE (E) AT&T ANTENNA MOUNTED(E) LATTICE TOWER (2 PER LTE FWLL POS 5 ON (E) LATTICE TOWER TO RELOCATED TO POSITION 3 (1 ON (E) LATTICE TOWER (3 SECTOR "A"); SEE DETAILS 6/A-3. REMAIN (3 PER SECTORS "B" GSM PER SECTOR "A"). PER SECTOR, 3 SECTORS). GSM (N) AT&T RRUS MOUNTED BEHIND AND "C"). (E) AT&T ANTENNA MOUNTED ® (E) AT&T TMAS MOUNTED ON (E) LATTICE TOWER TO BE REMOVED (N) AT&T ANTENNA MOUNTED ON (E) LATTICE TOWER (1 POS 2 ° ° (N) ANTENNA; SEE DETAIL 4/A-3. O PER SECTOR, 3 SECTORS). "B" "C" 0 N E LATTICE TOWER TO BE (2 PER SECTORS AND ;LTE FWLL N AT&T ANTENNA MOUNTED ON REMOVED (1 PER SECTORS (E) AT&T ANTENNA MOUNTED ON SEE DETAILS 2/A-3. POS 3 �� (E) LATTICE TOWER (2 PER „ B AND C ). GSM GSM (E) LATTICE TOWER TO BE REMOVED "A"). (N) AT&T RRUS MOUNTED i ° N LTE FWLL POS 4 SECTOR "A"); SEE DETAILS 6/A-3. (E) AT&T TMAS MOUNTED ON (1 PER SECTOR BEHIND (N) ANTENNA; SEE( -° E) AT&T TMAS MOUNTED ON (E) LATTICE TOWER TO BE (E) LATTICE TOWER. DETAIL 4/A-3. °' -- (E) LATTICE TOWER (2 PER REMOVED (2 PER SECTOR, 3 (E) AT&T ANTENNA MOUNTED SECTOR, 3 SECTORS). SECTORS). ON (E) LATTICE TOWER (3 U MTS (E) AT&T ANTENNA MOUNTED ON (E) AT&T ANTENNA MOUNTED 0 ) PER SECTOR' 3 SECTORS. POS 4 0 (E) LATTICE TOWER (3 PER UMTS POS 3 SECTOR, 3 SECTORS). ON (E) LATTICE TOWER TO U MTS (E) AT&T ANTENNA MOUNTED ON (E) AT&T TMAS MOUNTED ON REMAIN (3 PER SECTORS "B" (E) LATTICE TOWER TO REMAIN (2 (E) LATTICE TOWER (2 PER AND "C"). GSM PER SECTOR "A"). SECTOR, 3 SECTORS). SUPPRESSOR MOUNTED ON (E) (E) AT&T TMAS MOUNTED ON (E) AT&T TMAS MOUNTED ON (E) (E) AT&T RRUS-11 AND ® 3'�?" MONOPOLE; SEE 4/A-4. (E) LATTICE TOWER TO REMAIN LATTICE TOWER TO BE REMOVED RRUS-12+A2 MOUNTED ON (E) p (E) AT&T ANTENNA MOUNTED ON (2 PER SECTORS "B" AND "C"). (2 PER SECTOR, 3 SECTORS). PIPE MOUNT (1 PER SECTOR, 3 �' GSM POS 2 (E) LATTICE TOWER (3 PER (E) AT&T RRUS-11 AND (E) AT&T RRUS-11 AND RRUS-12+A2 SECTORS). SECTOR, 3 SECTORS). RRUS-12+A2 MOUNTED ON (E) O MOUNTED ON (E) PIPE MOUNT TO (E) AT&T ANTENNA MOUNTED Q (E) AT&T RRUS-11 AND PIPE MOUNT TO REMAIN (1 PER LTE REMAIN (1 PER SECTOR, 3 SECTORS). ON (E) LATTICE TOWER (3 LTE POS 1 °; RRUS-12+A2 MOUNTED ON (E) PIPE SECTOR, 3 SECTORS). (E) AT&T ANTENNA MOUNTED PER SECTOR, 3 SECTORS). ° MOUNT (1 PER SECTOR, 3 SECTORS). (E) AT&T ANTENNA MOUNTED GSM LTE ON (E) LATTICE TOWER TO "A"). (E) AT&T ANTENNA MOUNTED (E) AT&T ANTENNA MOUNTED ON (E) LATTICE TOWER TO REMAIN (1 PER SECTOR ON (E) LATTICE TOWER (3 GSM POS 2 ON (E) LATTICE TOWER (3 PER REMAIN (3 PER SECTORS "B" (E) AT&T TMAS MOUNTED ON PER SECTOR, 3 SECTORS). LTE POS 1 SECTOR, 3 SECTORS). AND "C"). GSM (E) LATTICE TOWER TO REMAIN 99C (N) AT&T RRUS MOUNTED (E) AT&T TMAS MOUNTED ON (E) AT&T ANTENNA MOUNTED (2 PER SECTORS B AND ). BEHIND (N) ANTENNA; SEE (E) LATTICE TOWER (2 PER ON (E) LATTICE TOWER TO (E) AT&T ANTENNA MOUNTED ON DETAIL 4/A-3. SECTOR, 3 SECTORS). REMAIN (3 PER SECTORS "B" U MTS (E) LATTICE TOWER TO REMAIN (3 (N) AT&T ANTENNA MOUNTED AND "C"). V PER SECTORS "B" AND "C"). ON (E) LATTICE TOWER (1 LTE FWLL POS 3 UMTS POS 4 (E) AT&T ANTENNA MOUNTED PER SECTORS "B" AND "C"); SEc/QR ON (E) LATTICE TOWER TO BE ° SEE DETAILS 2/A-3. ,, " REMOVED (1 PER SECTORS "B" AND "C"). �O O V (O (E) AT&T ANTENNA MOUNTED ON (E) LATTICE TOWER (3WC'S ,V 'q 4� PER SECTOR, 3 SECTORS). (E) ANTENNA LAYOUT ® (N) ANTENNA LAYOUT ® <v o 131'-0" RAD CENTER 131'-0" RAD CENTER N _ PERMIT#BSE' ND� ,D��PMENTSERVICE: EVIEWED FOR j�cOMPUANC= VO EXISTING ANTENNA PLAN 11X17 SCALE: 1/4"=1'-0 PROPOSED ANTENNA PLAN 11X17 SCALE: 1/4"=V-099 24X36 SCALE: 1/2"=1'-0" 0 1' 2' 4' 24X36 SCALE: 1/2"=1'-0" 11 0 1' 2' 4' 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey RomelASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Licensor: n �2 77 i IT IS A'1101-'-TIONOFA FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: EXISTING AND PROPOSED ANTENNA PLAN SHEET NUMBER: C 08/22/16 100% C D'S B 05/31/16 REVISED RFDS A 04/20/16 90% CDS REV DATE DESCRIPTION Licensor: n �2 77 i IT IS A'1101-'-TIONOFA FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: EXISTING AND PROPOSED ANTENNA PLAN SHEET NUMBER: 10'-3" 10'-3" If r--------0----._..._. — --- 0 --- —— - �--------0------- -- —Q- - I I ( (E) CABLE BRIDGE. a (— (E) CABLE BRIDGE. _... ---------i ------------ ---------_1 I I I I 1 (E) AT&T EXTERIOR MOUNTED (E) AT&T EXTERIOR MOUNTED A/C UNITS. A/C UNITS. I FF I I I I I I (E) AT&T TELCO BACKBOARD. L — — — — — _ (E) AT&T TELCO BACKBOARD. I— — — — — _ C7 — — —1 (N) (2) POWER TRUNKS AND (N) (1) FIBER TRUNKS FROM DUS TO RRU'S. (E) AT&T DATA RACK. (E) AT&T DATA RACK. 1 (E) AT&T EQUIPMENT CABINET. I (E) AT&T EQUIPMENT CABINET. (E) AT&T EQUIPMENT CABINET. I (E) AT&T EQUIPMENT CABINET. (E) AT&T EQUIPMENT CABINET. (E) AT&T EQUIPMENT CABINET. I I (E) AT&T EQUIPMENT CABINET. o (E) AT&T EQUIPMENT CABINET. I o 0) i rn I (E) AT&T DATA RACK. (E) AT&T DATA RACK. O I O (E) AT&T DATA RACK. (E) AT&T DATA RACK. (E) AT&T EQUIPMENT SHELTER. / (E) AT&T EQUIPMENT SHELTER. l l � (E) AT&T DC POWER PLANT. (E) AT&T DC POWER PLANT. r (N) AT&T DUS-41 MOUNTED INSIDE (N) 6601 V1 CHASSIS INSIDE (N) AT&T DATA RACK WITH (N) RAYCAP DC -12; SEE DETAIL 2/A-5 AND SHEET A-6. (E) AT&T BATTERY RACK. (E) AT&T BATTERY RACK. PERMIT# BU�fE COUNTY DEVELOPMENT SERVICES RE i EW ED FOR CODE COMPLIANCE »r�Tr —IN I 11X17 SCALE: 1/4"=1'-0" 11X17 SCALE: 1/4"=1'-0" )UIPMENT PLAN ,� 2, 4, PROPOSED EQUIPMENT PLAN 24X36 SCALE: 1/2"=l'—on 0 1' 2' 4' 24X36 SCALE: 1/2"=V-0- 0 / PREPARED FOR 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey Romel ASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Licensor: r0?0- 6 1 1 1 117/ ' 1 IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: EXISTING AND PROPOSED EQUIPMENT PLAN SHEET NUMBER: C 08/22/16 100% C D'S B 05/31/16 REVISED RFDS A 04/20/16 90% C D'S REV DATE DESCRIPTION Licensor: r0?0- 6 1 1 1 117/ ' 1 IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: EXISTING AND PROPOSED EQUIPMENT PLAN SHEET NUMBER: SHEET NUMBER: TOP OF (E) AT&T LATTICE TOWER. TOP OF (E) AT&T LATTICE TOWER. 148.00 A.G.L. (N) AT&T DC SURGE SUPRRESOR 148.00 A.G.L. MOUNTED ON (E) MONOPOLE; SEE TOP OF (E) AT&T PANEL ANTENNAS. 4/A-4. 135.00 A.G.L. TOP OF (E) AT&T PANEL ANTENNAS. (E) AT&T DC SURGE SUPPRESSOR TOP OF (N) AT&T PANEL ANTENNAS. (E) AT&T DC SURGE SUPPRESSOR 135.00 A.G.L. MOUNTED ON (E) LATTICE TOWER. 134.00 A.G.L. MOUNTED ON E LATTICE TOWER () TOP OF (E) AT&T PANEL ANTENNAS. (N) AT&T RRUS MOUNTED TO (E) PIPE MOUNT. TOP OF (E) AT&T PANEL ANTENNAS. TO REMAIN. 133.25 A.G.L. 133.25 A.G.L. (E) AT&T RRUS-11 MOUNTED TO (E) AT&T RRUS-11 MOUNTED TO (E) PIPE MOUNT TO REMAIN. TOP OF (E) AT&T PANEL ANTENNAS. (E) PIPE MOUNT. TOP OF (E) AT&T PANEL ANTENNAS. (E) AT&T ANTENNA MOUNTED TO 133.08 A.G.L. E (E) AT&T ANTENNA MOUNTED TO 133.08 A.G.L. (E) LATTICE TOWER TO REMAIN. CENTER OF (E) AT&T PANEL ANTENNAS. (E) LATTICE TOWER. CENTER OF (E) AND (N) AT&T PANEL ANTENNAS. (E) AT&T RRUS-12+A2 MOUNTED 131.00 A.G.L. (E) AT&T RRUS-12+A2 MOUNTED 131.00 A.G.L. TO (E) PIPE MOUNT TO REMAIN. TO (E) PIPE MOUNT. (E) AT&T ANTENNAS MOUNTED TO (E) AT&T ANTENNAS MOUNTED TO (E) LATTICE TOWER TO BE REMOVED (E) LATTICE TOWER. j AND REPLACED. (N) AT&T ANTENNA MOUNTED TO (E) AT&T ANTENNA MOUNTED TO (E) LATTICE TOWER. (E) LATTICE TOWER TO REMAIN. (E) AT&T ANTENNA MOUNTED TO (E) LATTICE TOWER. (E) OTHER CARRIER MICROWAVE (E) OTHER CARRIER MICROWAVE ANTENNA MOUNTED TO (E) LATTICE ANTENNA MOUNTED TO (E) LATTICE j TOWER. TOWER. (E) OTHER CARRIER MICROWAVE (E) OTHER CARRIER MICROWAVE ANTENNA MOUNTED TO (E) LATTICE ANTENNA MOUNTED TO (E) LATTICE TOWER. TOWER. I (E) LATTICE TOWER. o (E) LATTICE TOWER. i o 0- (N) AT&T RUN OF (2) DC TRUNKS AND (1) FIBER TRUNK. I r- I p I I w I o M I 1 I� M r- (E) CABLE BRIDGE. 11 I I I I (E) CABLE BRIDGE. I (E) AT&T EQUIPMENT SHELTER. (E) AT&T EQUIPMENT SHELTER. I (E) CHAIN LINK FENCE. (E) CHAIN LINK FENCE. i TOP OF F.G. n X TOP OF F.G. 0.00 A.G.L. 0.00 A.G.L. PERMIT# r p` s� BUTTE COUNTY DEVELO MENTSERVICES REVIEWED FOR co D OWiP ANCE AAT D CY 11x17 SCALE: 1/16"=l' -O" PROPOSED SOUTH ELEVATION 11x17 SCALE: 1/16"=l' -O" "_ '_ „ 0 4� $� 16' 1 8"=1'-0" 0 4' 8' 16' EXISTING SOUTH ELEVATION 24x36 SCALE. 1 /8 1 0 24x36 SCALE: / SHEET NUMBER: TOP OF (E) AT&T LATTICE TOWER. Vendor: f. Jeffrey Romelassoclnres architecture I telecommunications f 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 TOP OF (E) AT&T LATTICE TOWER. SILE 4301 Hacienda Drive, Suite 410 Pleasanton, California 94588 148.00 A.G.L. (E) AT&T DC SURGE SUPPRESSOR IN ASSOCIATION WITH 111111:vM. a sTe c Network Solutions 148.00 A.G.L. AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 MOUNTED ON (E) LATTICE TOWER. JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW (N) AT&T RRUS-32 MOUNTED TO (E) PIPE MOUNT. TOP OF (N) AT&T PANEL ANTENNAS. (E) AT&T DC SURGE SUPPRESSOR (N) AT&T DC SURGE SUPRRESOR 134.00 A.G.L. MOUNTED ON (E) LATTICE TOWER 08/22/16 TOP OF (E) AT&T PANEL ANTENNAS. MOUNTED ON (E) MONOPOLE; SEE B 05/31/16 REVISED RFDS TOP OF (E) AT&T PANEL ANTENNAS. TO REMAIN. A 133.25 A.G.L. 90% CUS 4/A-4. REV DATE DESCRIPTION 133.25 A.G.L. (E) AT&T RRUS-11 MOUNTED TO Licensor: z�z 17 IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. 1 1 MOUNTED TO Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 TOP OF (E) AT&T PANEL ANTENNAS. E PIPE MOUNT TO REMAIN. () 100- SHEET TITLE: EXISTING AND PROPOSED ELEVATION TOP OF (E) AT&T PANEL ANTENNAS. (E) PIPE MOUNT 1 // (E) AT&T RRUS-12+A2 MOUNTED 133.08 A.G.L. (E) AT&T RRUS-12+A2 MOUNTED ✓ j': 133.08 A.G.L. TO (E) PIPE MOUNT TO REMAIN. CENTER OF (E) AT&T PANEL ANTENNAS. TO (E) PIPE MOUNT., CENTER OF (E) AND (N) AT&T PANEL ANTENNAS. (E) AT&T ANTENNA MOUNTED TO 131.00 A.G.L. (E) AT&T ANTENNA MOUNTED TO f: 131.00 A.G.L. (E) LATTICE TOWER TO REMAIN. (E) LATTICE TOWER. 1 (E) AT&T ANTENNAS MOUNTED TO (N) AT&T ANTENNA MOUNTED TO (E) LATTICE TOWER TO BE REMOVED (E) LATTICE TOWER. 1 AND REPLACED. (E) OTHER CARRIER MICROWAVE I (E) OTHER CARRIER MICROWAVE ANTENNA MOUNTED TO (E) LATTICE ANTENNA MOUNTED TO (E) LATTICE TOWER. 1 TOWER. (E) OTHER CARRIER MICROWAVE (E) OTHER CARRIER MICROWAVE ANTENNA MOUNTED TO (E) LATTICE ANTENNA MOUNTED TO (E) LATTICE TOWER. TOWER. (E) LATTICE TOWER.(E) o I LATTICE TOWER. I I ' 0 I 00 (N) AT&T RUN OF (2) DC TRUNKS I 00 AND (1) FIBER TRUNK. 1 o ;f I r7 I I i o I r� � I I M (E) AT&T EQUIPMENT SHELTER. 7 (E) AT&T EQUIPMENT SHELTER. i I I ( E) CHAIN LINK FENCE. (E) CHAIN LINK FENCE. I (E) CHAIN LINK ACCESS GATE. "'LEE- (E) CHAIN LINK ACCESS GATE. - k • k- • ks.".Y. TOP OF F.G. ,_ �� , ° �; ;,; �� TOP OF F.G. 0.00 A.G.L. 0.00 A.G.L. PERMIT #��6_=_-2,p LTTE COUNTY DEVELOP ENT SERVICES REVIEWED FOR CODE COMPLIANCE 11x17 SCALE: 1/16"=1 9-0" ' PROPOSED SOUTH ELEVATION 11 x17 SCALE: 1/16"=1 9-0" "_ ._ " � 0 4 8 16 24x36 SCALE. 11/8"=V-0" EXISTING SOUTH ELEVATION 0 4 8 16 24x36 SCALE. 1 /8 -1 0 PREPARED FOR at&t 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: f. Jeffrey Romelassoclnres architecture I telecommunications f 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 SILE 4301 Hacienda Drive, Suite 410 Pleasanton, California 94588 IN ASSOCIATION WITH 111111:vM. a sTe c Network Solutions AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW C 08/22/16 100% C D'S B 05/31/16 REVISED RFDS A 04/20/16 90% CUS REV DATE DESCRIPTION Licensor: z�z 17 IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 100- SHEET TITLE: EXISTING AND PROPOSED ELEVATION SHEET NUMBER: A�201 7 1 (N) 2"0 x 6'-0" LONG X .216" WALL THICKNESS GALV. STD. PIPE. PANEL ANTENNA PANEL ANTENNA DIMENSIONS, HxWxD: (68.1 "x13.7"X8.5") C 08/22/16 100% CD'S B (N) 2"0 PIPE. REVISED RFDS DIMENSIONS, HxWxD: (72.0"x12.0"X9.6") 04/20/16190% CD'S WEIGHT, WITHOUT PRE -MOUNTED BRACKETS: 44.5 lbs DATE DESCRIPTION WEIGHT, WITHOUT PRE -MOUNTED BRACKETS: 65.0 lbs WIND LOAD, FRONTAL/REAR: 217 LBS. © 100 MPH. WIND LOAD, FRONTAL/REAR: 132 LBS. ® 100 MPH. WIND LOAD, SIDE: 147 LBS. ® 100 MPH. WIND LOAD, SIDE: 86 LBS. © 100 MPH. CONNECTOR: (6) 7/16 DIN FEMALE CONNECTOR: (6) 7/16 DIN FEMALE (N) AT&T PANEL ANTENNA; SEE DETAIL 1/A-3. O 13.7" 11 8.5" 01 0 9.6" 12.0" (N) RRU MOUNTED TO PIPE WITH 1/2" THREADED ROD WITH NUTS AND WASHERS; SEE DETAIL 1/A-4.. ANTENNA ANTENNA SUPPORT PIPE o SUPPORT PIPE MECHANICAL MECHANICAL DOWNTILT DOWNTILT BRACKET (N) 1/2" GALV. THREADED ROD BRACKET ? WITH NUTS AND WASHERS, TYP. 1 0 00 to N 1 i (N) 1/2" THICK TRANSFER PLATE WITH 1/2" U -BOLTS; SEE DETAIL 3/A-3. i o o oa FRONT SIDE PERSPECTIVE FRONT SIDE PERSPECTIVE NOTE: SEE DETAILS 1/A-3 AND 4/A-3 FOR MOUNTING DETAILS. NOTE: SEE DETAILS 1/A-3 AND 4/A-3 FOR MOUNTING DETAILS. PANEL ANTENNA SPECIFICATIONNTS SCALE: ANTENNA AND RRU MOUNTING SCALE: 4 PANEL ANTENNA SPECIFICATION SCALE: NTS 16 NTS NOTES: PARTS LIST 1. REFER TO MOST CURRENT AT&T RFDS; SEE 2. SEE ANTENNA MANUFACTURER SPECS. FOR SHEET RF -1. COMPLETE ANTENNA AND BRACKET ITEM QTY. PART NO. PARTS DESCRIPTION LENGTH UNIT WT. NET WT. 1 1 X-SP219 SMALL SUPPORT CROSS PLATE 8 1/4 IN. 8.61 8.61 SPECIFICATIONS. 2 2 X-UB1306 1/2" X 3-5/8" X 6" X 3" U -BOLT (HDG.) 0.86 1.31 3 2 X -U1300 1/2" X 3" X 5" X 2" U -BOLT (HDG.) 0.66 1.31 4 8 G12FW 1/2" HDG USS FLATWASHER 0.03 0.27 5 8 G12UW 1/2" HDG LOCKWASHER 0.01 0.11 6 8 G12NUT 1/2" HDG HEAVY 2H HEX NUT 0.07 0.57 TOTAL WT. 12.61° CCI ANTENNA MOUNTING 40000 ° BRACKET. SUPPLIED WITH ANTENNA. 2"0 PIPE. O AT&T ANTENNA; SEE DETAIL 2/A-3, 3/A-3, 6/A-3 AND 2/A-4. (N) 2" PIPE. 6 5 4 2 100, (E) AT&T CROSS ARM PIPE. X2 X2 X2 0 0 REMOTE ELECTRICAL DOWNTILT (RET). 3 4 5 6 RET TO ALL 1 AND RUBNEDOWNYTOHAINED EQUIPMENT THROUGHNAS POLE. X2 X2 X2 COAX CABLE AND JUMPER (TYP.). �j PERtAIT#__ BUTTE COUNTY DEVELOPMNTSERVICES REVIEWED FOR CO E OMPLIANCE USED SCALE: ANTENNA PIPE M0UNT SCALE: ANTENNA M 0 U NTI N G SCALE: NONE NONE NONE _DETAILNOT 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey Romel ASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Licensor: FCD AR (J i JE -_R E' 1 C EXP. - co r -- XP. -c(- cF IT IS A VIO I0N-0F W FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: DETAILS SHEET NUMBER: N C 08/22/16 100% CD'S B 05/31/16 REVISED RFDS A 04/20/16190% CD'S REV DATE DESCRIPTION Licensor: FCD AR (J i JE -_R E' 1 C EXP. - co r -- XP. -c(- cF IT IS A VIO I0N-0F W FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: DETAILS SHEET NUMBER: N PREPARED O. at&I 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey Rome' ASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW ERICSSON RRUS-12 W/ RRUS—A2 MODULE C 08/22/16 RRUS COLOR: LIGHT GRAY 05/31/16. REVISED RFDS A 04/20/16 90% CD'S REV DATE DESCRIPTION DIMENSIONS, HxWxD: (SEE BELOW) WEIGHT, WITH PRE—MOUNTED BRACKETS: 55 Ibs + 22 Ibs (RRUS A2) WIND LOAD: TBD CONNECTOR: (4) 1/2 DIN FEMALE s L TOP VIEW 20.4" Y N M 14.7» , NOT USEDNOT SCALE: 7 USED SCALE: 5 NONE NONE Z O FRONT VIEW 00 N RAYCAP DC6-48-60-18-8F DC SURGE SUPPRESSION " i SURGE SUPPRESSOR COLOR: LIGHT GRAY DIMENSIONS, HxWxD: (10"0 x24") WEIGHT, WITH PRE—MOUNTED BRACKETS: 32.8 Ibs WIND LOAD, FRONTAL/LATERAL/REAR SIDE 149.8 mph, Cd=1: N/A Ibs CONNECTOR: (4) 1/2 DIN FEMALE o SIDE VIEW N N SIDE VIEW " RRUS- 12 RRUS-A2 N DC SURGE SUPPRESSOR (N) STAINLESS STEEL BANDING. MOUNTING HARDWARE. 17" (E) TOWER LEG. EXISTING RRUS-12/A2 UNIT DETAIL SCALE:NTS 2 (N) DC SURGE SUPPRESSOR. TOP VIEW RRUS CABINET COLOR: LIGHT GRAY DIMENSIONS, HxWxD: (12.1 "x27.2"x7") WEIGHT, WITH PRE—MOUNTED BRACKETS: MOUNTING RACK: ABLE ENTRY: 60 Ibs (EMPTY) 19" WIDTH BOTTOM OF "CABINET» ° V ` ° ° NOT USED • SCALE: DC SURGE SUPPRESSOR SQUID SCALE: NONE NONE TOP VIEW RRUS 11 REMOTE RADIO UNIT 1'-5" 7„ COLOR: WHITE DIMENSIONS: 19.7" TALL x 17" WIDE x 7.2" DEEP MFR'S STANDARD MOUNTING BRACKETS. (INCLUDING SUNSHIELD) STANDARD MOUNTING BRACKET PROVIDED BY RRU WEIGHT: ±50 Ibs (INCLUDING MOUNTING BRACKET) MFR'S STANDARD MOUNTING P1000 UNISTRUT AS ALTERNATE MANUFACTURER. BRACKETS. El ATTACHMENT. 00 RRUS 11 WITH SUNSHIELD. .I SUNSHIELD P1000 UNISTRUT AS ALTERNATES N RRU SUPPORT PIPE. ATTACHMENT. i O o PERMIT TOP VIEW ' FRONT VIEW _ 1 SIDE VIEW B � �� EVE NTSERVICES FOP, CODE COMPLIANCE FRONT VIEW SIDE VIEW Q�TE__ ./_"j/_,b_ey EXISTING RRUS-11 DETAIL SCALE: PROPOSED RRUS DETAIL SCALE: NONE NONE PREPARED O. at&I 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey Rome' ASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Licensor: � j D _FF RUh,"E 11 ! 02 76 EXP. Zlz i►7 ; O o, IT IS A VI TION-OKLLAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: DETAILS SHEET NUMBER: C 08/22/16 100% CUS B 05/31/16. REVISED RFDS A 04/20/16 90% CD'S REV DATE DESCRIPTION Licensor: � j D _FF RUh,"E 11 ! 02 76 EXP. Zlz i►7 ; O o, IT IS A VI TION-OKLLAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: DETAILS SHEET NUMBER: NOT USED SCALE: NONE NONE RBS -6601 (DUS-41) MOUNTED INSIDE (N) DATA RACK TOP VIEW ®om M O ® O O FRONT VIEW GENERAL NOTES: 1. VERIFY CHASSIS MODEL FOR SPACE IN (E) CABINET. z z z z C 08/22/16 100% CD'S w 05/31/16 REVISED RFDS Uj 04/20/16 LLJ REV DATE DESCRIPTION LLJ Q (E) JUMPER CABLES. II (N) JUMPER CABLES., II II II Ilr N) & (E) RRU'S. (N) SURGE SUPRESSOR. AS REQUIRED. (E) SURGE SUPRESSOR. (E) COAX CABLES. (E) & (N) DC/ FIBER CABLES. INDOOR CABINET TYPICAL. GENERAL NOTES: 1. SPLICE GROUND CONNECTIONS. 2. FOLLOW COAXIAL CABLE MANUFACTURES RECOMMENDATIONS (TYPICAL) 3. ALL INSULATED GROUND WIRES TO BE STRANDED, AWG WIRE UNLESS NOTED OTHERWISE. 4. THIS IS TYPICAL FOR ONE SECTOR OF ANTENNAS. SEE PLANS FOR NUMBER OF SECTORS NOT USED NONE Q- RBS -6601 (DU)S 41NONE 2 GROUNDING SYSTEM SCHEMATIC (N) #6 INSULATED GROUND FOR EACH (N) ANTENNA. ATTACH PER MANUFACTURERS SPECS. (N) #6 INSULATED GROUND FOR EACH (N) RRU. ATTACH PER MANUFACTURERS SPECS. (E) ANTENNA GROUND BUS (AGB) AT INDIVIDUAL SECTOR — "X12"X1/4" SOLID COPPER. (N) #6 INSULATED GROUND FOR EACH SURGE SUPPRESSOR. ATTACH PER MANUFACTURERS SPECS. 21:41 4"X12"X1/4" SOLID COPPER E 1" FLEX C. 1#2 SOLID BARE TINNED COPPER CAD WELDED TO AGB AND (E) MAIN GROUND. MAIN GROUND. VERIFY TIED TO E) 1" FLEX C. 1#2 SOLID BARE TINNED COPPER CAD WELDED TO MGB AND (E) MAIN GROUND. MGB MOUNT ON GROUND NEAR OUTDOOR CABINET VERIFY TIED TO MGB ELECTRICAL PANEL GROUND BUS TELCO GROUND BUS VERIFY ALL EQUIPMENT GROUNDED TO MGB PERMIT# — Zo BUTTE COUNTY DEVELOP ENTSERVICES REVIEWED FOR CODE COMPLIANCE DATF= La/_-7-/lk_-- _ _ I -I SCALE: NONE PREPARED FOR at&t..W W 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey RomeIASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Licensor: E D �,.. JE F HEY C- ;, F FXP. T� IT IS A VIO TION O FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: DETAILS SHEET NUMBER: C 08/22/16 100% CD'S B 05/31/16 REVISED RFDS A 04/20/16 90% CD'S REV DATE DESCRIPTION Licensor: E D �,.. JE F HEY C- ;, F FXP. T� IT IS A VIO TION O FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 SHEET TITLE: DETAILS SHEET NUMBER: 2'-1" (TYP) 1'-11" (TYP) DATA RACK ELEVATION VIEW (N) EQUIPMENT RACK' "r" ""' MOUNTING BRACKET BRACING; SEE DETAIL (N) DUS-41 IN (N) CHASSIS; SEE DETAIL (VERIFY ISOLATION F( ELIMINATION) (N) RAYCAP DC 12— SURGE SUPPRESSOR, (N) 23" EQUIPMENT RACK. NONECJ I DATA RACK WITH BRACINGS SCALE: (N) (4) 1/2"0 HILTI KWIK BOLT TZ STAINLESS ANCHOR IN CONCRETE, PER BASE; INSTALL PER MANUFACTURERS REQUIREMENTS. (N) DATA RACK BASE PLATE. (E) CONCRETE SLAB. SCALE: � I EQUIPMENT ANCHORAGE SSE NONE NONE Z (N) DATA RACK DIAGONAL BRACING. ATTACH TO DATA RACK AND CEILING AS REQUIRED. (N) EQUIPMENT RACK CEILING MOUNTING BRACKET. I I j I (N) DATA RACK DIAGONAL I I BRACING. ATTACH TO DATA I I RACK AND CEILING I I AS REQUIRED. I LJ cc I 1'-9 1 /9" 1 -7C." 2'-1 " (N) DATA RACK ATTACH TO (E) FLOOR; SEE DETAILS 2/A-6. (N) 23" DATA RACK. BRACE AT TOP IN (2) DIRECTIONS; SEE DETAIL 3/A-6. (N) AT&T DATA EQUIPMENT RACK. PERMIT# /b 20 BUTTE COUNTY DEVELO MENT SERVICES REVIEWED FOR � CODE OMPLIANOF.DATE SCALE: SCALE: SCALE: 3 DATA RACK ANCHORAGE NONE 11 PREPARED FOR w 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey RomelASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW C - ;p'a .° .a •a y A v 4 a a ,A i a,,. .4v .4 •a. ` 4 i q. a..• 'd a C 08/22/16 B a' REVISED RFDS aa.e 'Q 4 4 REV o o° .a ' .a , , .d. DESCRIPTION , ,a • • a a •, 4 • as . • ' a A ° . • �as� a as o 4 .. '. _a.a ♦, .4 4 a .. a .. < �A' .° • �_ ° .® x .a 4. .. A .a a a•, '•4 d a' po .. '• a. y a a a A (E) CONCRETE SLAB. SCALE: � I EQUIPMENT ANCHORAGE SSE NONE NONE Z (N) DATA RACK DIAGONAL BRACING. ATTACH TO DATA RACK AND CEILING AS REQUIRED. (N) EQUIPMENT RACK CEILING MOUNTING BRACKET. I I j I (N) DATA RACK DIAGONAL I I BRACING. ATTACH TO DATA I I RACK AND CEILING I I AS REQUIRED. I LJ cc I 1'-9 1 /9" 1 -7C." 2'-1 " (N) DATA RACK ATTACH TO (E) FLOOR; SEE DETAILS 2/A-6. (N) 23" DATA RACK. BRACE AT TOP IN (2) DIRECTIONS; SEE DETAIL 3/A-6. (N) AT&T DATA EQUIPMENT RACK. PERMIT# /b 20 BUTTE COUNTY DEVELO MENT SERVICES REVIEWED FOR � CODE OMPLIANOF.DATE SCALE: SCALE: SCALE: 3 DATA RACK ANCHORAGE NONE 11 PREPARED FOR w 5001 Executive Parkway, West Wing San Ramon, California 94583 Vendor: Jeffrey RomelASSOCIATES architecture I telecommunications 131 Innovation Drive; Suite 100 Irvine, California 92617 tel 949.760.3929 1 fax 949.760.3931 AT&T Site ID: CVL00236 AT&T SITE NO: CVL00236 JRA PROJECT NO: 160494 DRAWN BY: MS CHECKED BY: MW Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 F.�t,# Ej T "",FH'YbR!ID K T LS SHEET NUMBER: C 08/22/16 100% CD'S B 05/31/16 REVISED RFDS A 04/20/16 90% C D'S REV DATE DESCRIPTION Issued For: DURHAM/DAYTON 9039 ESQUON ROAD DURHAM, CALIFORNIA 95938 F.�t,# Ej T "",FH'YbR!ID K T LS SHEET NUMBER: f4,