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Home My WebLink AboutB17-1148 078-010-070BUTTE COUNTY A ss . � COMPANY 1 VM�� Dear Jeffrey McNeill, Paul J Ford and Company 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 1036795, in accordance with application 369943, revision 9. 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 2016 CBC based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1•.1. Exposure Category C and Risk Category II were used in this analysis. We at Paul J Ford and Company 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. Re pe ully sub fitted by: Christina Hedges, PE Project Manager tnxTower Report - version 7.0.5.1 PERMIT LOPMEWSERVICES ED FOR APLIANC DEVELOPMENT SERVICES Date: May 15' 2017 BUTTE CGU:9I7-Ag Jeffrey McNeill BU8j-DI G DI N, 00—'Paul J Ford and Company Crown Castle 250 E. Broad St Suite 600 2055 S. � ,0\1 43215 ChandleStAZ 85286rive 614-221-6609 chedges@pjfweb.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: CNU0233 Carrier Site Name: OPHIR RD Crown Castle Designation: Crown Castle BU Number: 845772 Crown Castle Site Name: OPHIR RD Crown Castle JDE Job Number: 410505 Crown Castle Work Order Number: 1400644 Crown Castle Application Number: 369943 Rev. 9 Engineering Firm Designation: Paul J Ford and Company Project Number: . 37517-2093.001.7805 Site Data: 83 BRONSON COURT, OROVILLE, Butte County, CA Latitude 390 27147.49", Longitude -121* 34'27.9" 132 Foot - Monopole Tower I Dear Jeffrey McNeill, Paul J Ford and Company 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 1036795, in accordance with application 369943, revision 9. 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 2016 CBC based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1•.1. Exposure Category C and Risk Category II were used in this analysis. We at Paul J Ford and Company 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. Re pe ully sub fitted by: Christina Hedges, PE Project Manager tnxTower Report - version 7.0.5.1 PERMIT LOPMEWSERVICES ED FOR APLIANC PAUL J. FORD POT &COMPANY Date: May 15, 2017 Jeffrey McNeill Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle Designation: Engineering Firm Designation: Site Data: i Dear Jeffrey McNeill, Paul J Ford and Company 250 E. Broad St Suite 600 Columbus, OH 43215 614-221-6679 chedges@pjfweb.com CNU0233 OPHIR RD Crown Castle BU Number: 845772 Crown Castle Site Name: OPHIR RD Crown Castle JDE Job Number: 410505 Crown Castle Work Order Number: 1400644 Crown Castle Application Number: 369943 Rev. 9 Paul J Ford and Company Project Number: 37517-2093.001.7805 83 BRONSON COURT, OROVILLE, Butte County, CA Latitude 39° 27'47.49'; Longitude -121° 34'27.9" 132 Foot - Monopole Tower Paul J Ford and Company 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 1036795, in accordance with application 369943, revision 9. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table II for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2016 CBC based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. We at Paul J Ford and Company 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. Respectfully submitted by: Christina Hedges, PE Project Manager tnxTower Report - version 7.0.5.1 132 Ft Monopole Tower Structural Analysis Project Number 37517-2093.001.7805, Application 369943, Revision 9 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations n 7.0.5.1 May 15, 2017 CCI BU No 845772 Page 2 e w May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 3 1) INTRODUCTION This tower is a 132 ft Monopole tower mapped by FDH in October of 2016. The tower was original design standard and wind speed are unknown. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Y P q Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind speed of 85.2 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposure —f--/ r` wifh fnnnnrnnhin nntannni 1 anti Bract hainht of n fast Table 1 - Proposed Antenna and (:able Information ?.v €Center Number.: ?\ tnxTower Report - version 7.0.5.1 111.0 1 ericsson 3 ericsson RRUS 32 B2 RRUS 32 B66 2 cci antennas BSA-M65R-BUU-H4-K w/ Mount Pipe 110.0 1 commscope 110.0 3 encsson SBNHH-1 D65A w/ Mount Pipe 6 3/4 3 3/8 KRY 112 89/4 RRUS 32 B2 4 ericsson 9 kathrein 86010025 3 quintel technology QS4658-3 w/ Mount Pipe 2 raycap I DC6-48-60-18-8F tnxTower Report - version 7.0.5.1 a 132 Ft Monopole Tower Structural Analysis Project Number 37517-2093.001.7805, Application 369943, Revision 9 1 tower mounts Pipe Mount [PM 601-1 1 andrewP6-1056 50.0 50.0 1 tower mounts Pipe Mount [PM 601-1 Installed inside (1) 2" conduit Notes: 1) Existing Equipment 2) Equipment To Be Removed 3) ANALYSIS PROCEDURE Table 3 - Documents Provided May 15, 2017 CCI BU No 845772 Page 4 1 8 EW90 j 1 4 -GEOTECHNICAL REPORTS Salem Engineering, 4-212-0872, 4719437 CCISITES 11 /14/2012 4 -TOWER FOUNDATION Platinum Engineering Solutions, 4719438 CCISITES DRAWINGS/DESIGN/SPECS 2012-3801, 11/2/2012 4 -TOWER MANUFACTURER FDH, 16PVCP1500, 10/31/2016 6534404 CCISITES DRAWINGS i 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The monopole manufacturer drawings are not available at the time of this analysis. Therefore, we have assumed pole shaft and base plate steel yield strength(s) (Fy) as shown in the attached calculations. Anchor rods are assumed to be ASTM A615 #18J, 2.25" diam, (Fu = 100 ksi, Fy = 75 ksi). This analysis may be affected if any assumptions are not valid or have been made in error. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section L1 132-85 Pole TP30.4x19.63x0.2813 1 -9.19 1834.81 23.6 Pass L2 85 - 42 Pole TP39.81 x28.9782x0.375 2 18.05 3224.21 34.4 Pass L3 42-0 Pole TP48.24x37.9015x0.4063 3 -31.29 4107.03 46.3 Pass Summary tnxTower Report - version 7.0.5.1 132 Ft Monopole Tower Structural Analysis Project Number 37517-2093.001.7805, Application 369943, Revision 9 May 15, 2017 CCI BU No 845772 Page 5 Table 5 - Tower — LC5 1) See additional documentation in "Appendix C — Additional caicuiations- for caicuiauons supporuny um io toapacny consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 3) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The monopole and its foundation have sufficient capacity to carry the proposed loading configuration. No modifications are required at this time. 1 tnxTower Report - version 7.0.5.1 I 132 Ft Monopole Tower Structural Analysis Project Number 37517-2093.001.7805, Application 369943, Revision 9 APPENDIX A TNXTOWER OUTPUT May 15, 2017 CCI BU No 845772 Page 6 There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in Butte County, California. 4) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 5) Basic wind speed of 85 mph. 6) Structure Class IL 7) Exposure Category C. 8) Topographic Category 1. 9) Crest Height 0.00 ft. 10) Deflections calculated using a wind speed of 60 mph. 11) A non-linear (P -delta) analysis was used. 12) Pressures are calculated at each section. 13) Stress ratio used in pole design is 1. 14) 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 Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination 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 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 132.00-85.00 47.00 3.75 12 19.6300 30.4000 0.2813 1.1250 A572-65 (65 ksi) L2 85.00-42.00 46.75 5.00 12 28.9782 39.8100 0.3750 1.5000 A572-65 (65 ksi) L3 42.00-0.00 47.00 12 37.9015 48.2400 0.4063 1.6250 A572-65 (65 ksi) Tapi , 0016 0' ernes ' i 33 ii'i 333 j / i tnxTower Report - version 7.0.5.1 132 Ft Monopole Tower Structural Analysis Project Number 37517-2093.001.7805, Application 369943, Revision 9 May 15, 2017 CCI BU No 845772 Page 7 Section Tip Dia. Area / r C I/C J It/Q w wit in Int fns in in in' in° int in L1 20.3225 17.5227 837.3231 6.9269 10.1683 82.3461 1696.6437 8.6241 4.5071 16.025 31.4724 27.2763 3158.2404 10.7825 15.7472 200.5589 6399.4513 .13.4246 7.3934 26.288 L2 30.8999 34.5384 3606.7544 10.2399 15.0107 240.2788 7308.2623 16.9987 6.7612 18.03 41.2143 47.6178 9451.8893 14.1177 20.6216 458.3494 19152.090 23.4360 9.6641 25.771 2 L3 40.3772 49.0485 8801.6597 13.4233 19.6330 448.3098 17834.548 24.1402 9.0689 22.323 9 49.9417 62.5725 18274.204 17.1245 24.9883 731.3099 37028.493 30.7963 11.8396 29.144 6 0 Feed Lime/Linear.A..urtenances - Entered As Area . Description Face Allow Component Placement Total CAAA Weight O�Shield Type Number ft kZ/ft plf LDF7-50A(1-5/8) C No Inside Pole Tower Gusset Gusset Gusset Grade Adjust Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt 1 (per face) 0.00 Ar Spacing Spacing Spacing Face) Diagonals Horizontals Redundants R 8 in WR-VG86ST-BRD(3/4) in in in L1 132.00- CaAa (Out Of 1 1 1 85.00 0.58 L2 85.00- 1 1 1 42.00 LDF5-50A(7/8) C No Inside Pole L3 42.00-0.00 8 1 1 1 Feed Lime/Linear.A..urtenances - Entered As Area . Description Face Allow Component Placement Total CAAA Weight O�Shield Type Number ft kZ/ft plf LDF7-50A(1-5/8) C No Inside Pole 132.00 - 0.00 1 No Ice 0.00 0.82 FB-L98B-002-)=(3/8) C No CaAa (Out Of 110.00 - 0.00 1 No Ice 0.00 0.06 Face) WR-VG86ST-BRD(3/4) C No CaAa (Out Of 110.00 - 0.00 2 No Ice 0.00 0.58 Face) LDF5-50A(7/8) C No Inside Pole 110.00 - 0.00 8 No Ice 0.00 0.33 LDF5-50A(7/8) C No CaAa (Out Of 110.00 - 0.00 3 No Ice 0.00 0.33 Face) LDF5-50A(7/8) C No CaAa (Out Of 110.00 - 0.00 3 No Ice 0.10 0.33 Face) LDF6-50A(1-1/4) C No Inside Pole 110.00 - 0.00 6 No Ice 0.00 0.60 LDF7-50A(1-5/8) C No Inside Pole 110.00 - 0.00 6 No Ice 0.00 0.82 1713-1-9813-0024=(3/8) C No CaAa (Out Of 110.00 - 0.00 3 No Ice 0.00 0.06 Face) WR-VG86ST-BRD(3/4) C No CaAa (Out Of 110.00 - 0.00 6 No Ice 0.00 0.58 Face) 2 1/4" Rigid Conduit C C CaAa (Out Of 110.00 - 0.00 1 No Ice 0.00 1.48 (2" EMT) Face) EW90(ELLIPTICAL) C No CaAa (Out Of 93.00-0.00 1 No Ice 0.13 0.32 Face) LDF2*50(3/8) C No CaAa (Out Of 57.00-0.00 1 No Ice 0.00 0.08 Face) EW90(ELLIPTICAL) C No CaAa (Out Of 50.00-0.00 1 No Ice 0.00 0.32 Face) T, i, Discrete ,Tower. Leads tnxTower Report - version 7.0.5.1 May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 8 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ft2 K ft ° ft Platform Mount [LP 602-1] C None 0.0000 132.00 No Ice 32.03 32.03 1.34 (4) 2.375" OD x V Mount A From Leg 4.00 0.0000 132.00 No Ice 0.87 0.87 0.02 Pipe 0.00 0.00 (4) 2.375' OD x V Mount B From Leg 4.00 0.0000 132.00 No Ice 0.87 0.87 0.02 Pipe 0.00 0.00 (4) 2.375' OD x V Mount C From Leg 4.00 0.0000 132.00 No Ice 0.87 0.87 0.02 Pipe 0.00 0.00 (2) 742 264 w/ Mount Pipe A From Leg 4.00 0.0000 110.00 No Ice 5.10 4.19 0.06 0.00 1.00 (2) 742 264 w/ Mount Pipe B From Leg 4.00 0.0000 110.00 No Ice 5.10 4.19 0.06 0.00 1.00 (2) 742 264 w/ Mount Pipe C From Leg 4.00 0.0000 '110.00 No Ice 5.10 4.19 0.06 0.00 1.00 KRY 112 71/2 A From Leg 4.00 0.0000 110.00 No Ice 0.58 0.45 0.01 0.00 1.00 KRY 112 71/2 B From Leg 4.00 0.0000 110.00 No Ice 0.58 0.45 0.01 0.00 1.00 KRY 112 71/2 C From Leg 4.00 0.0000 110.00 No Ice 0.58 0.45 0.01 0.00 1.00 RRUS 11 A From Leg 4.00 0.0000 110.00 No Ice 2.79 1.19 0.05 0.00 1.00 RRUS 11 B From Leg 4.00 0.0000 110.00 No Ice 2.79 1.19 0.05 0.00 1.00 RRUS 11 C From Leg 4.00 0.0000 110.00 No Ice 2.79 1.19 0.05 0.00 1.00 860 10025 A From Leg 4.00 0.0000 110.00 No Ice 0.14 0.12 0.00 0.00 1.00 86010025 B From Leg 4.00 0.0000 110.00 No Ice 0.14 0.12 0.00 0.00 1.00 860 10025 C From Leg 4.00 0.0000 110.00 No Ice 0.14 0.12 0.00 0.00 1.00 DC6-48-60-18-8F C From Leg 4.00 0.0000 110.00 No Ice 0.92 0.92 0.02 0.00 1.00 BSA-M65R-BUU-H4-K w/ A From Leg 4.00 0.0000 110.00 No Ice 12.09 5.65 0.10 Mount Pipe 0.00 0.00 BSA-M65R-BUU-H4-K w/ B From Leg 4.00 0.0000 110.00 No Ice 12.09 5.65 0.10 Mount Pipe 0.00 0.00 SBNHH-1 065A w/ Mount C From Leg 4.00 0.0000 110.00 No Ice 6.18 5.24 0.05 Pipe 0.00 0.00 QS4658-3 w/ Mount Pipe A From Leg 4.00 0.0000 110.00 No Ice 5.79 5.64 0.09 0.00 0.00 QS4658-3 w/ Mount Pipe B From Leg 4.00 0.0000 110.00 No Ice 5.79 5.64 0.09 0.00 tnxTower Report - version 7.0.5.1 17 T i 7', 7-7771 , May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 9 Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert R R Rz ft K ft ° R 0.00 QS4658-3 w/ Mount Pipe C From Leg 4.00 0.0000 110.00 No Ice 5.79 5.64 0.09 0.00 0.00 KRY 112 89/4 A From Leg 4.00 0.0000 110.00 No Ice 0.56 0.36 0.02 0.00 0.00 KRY 112 89/4 B From Leg 4.00 0.0000 110.00 No Ice 0.56 0.36 0.02 0.00 0.00 KRY 112 89/4 C From Leg 4.00 0.0000 110.00. No Ice 0.56 0.36 0.02 0.00 0.00 (2) RRUS 32 B2 A From Leg 4.00 0.0000 110.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B2 B From Leg 4.00 0.0000 110.00 No Ice 2.73 1.67 0.05 0.00 1.00 RRUS 32 B2 B From Leg 4.00 0.0000 110.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B2 C From Leg 4.00 0.0000 110.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B66 A From Leg 4.00 0.0000 110.00 No Ice 2.74 1.67 0.05 0.00 1.00 RRUS 32 B66 B From Leg 4.00 0.0000 110.00 No Ice 2.74 1.67 0.05 0.00 1.00 RRUS 32 B66 C From Leg 4.00 0.0000 110.00 No Ice 2.74 1.67 0.05 0.00 1.00 (3) 860 10025 A From Leg 4.00 0.0000 110.00 No Ice 0.14 0.12 0.00 0.00 0.00 (3) 860 10025 B From Leg 4.00 0.0000 110.00 No Ice 0.14 0.12 0.00 0.00 0.00 (3) 860 10025 C From Leg 4.00 0.0000 110.00 No Ice 0.14 0.12 0.00 0.00 0.00 DC6-48-60-18-8F A From Leg 4.00 0.0000 110.00 No Ice 0.92 0.92 0.02 0.00 0.00 DC6-48-60-18-8F B From Leg 4.00 0.0000 110.00 No Ice 0.92 0.92 0.02 0.00 0.00 T -Ann Mount CTA 602-3] C None 0.0000 110.00 No Ice 11.59 11.59 0.77 Pipe Mount [PM 601-1] C From Leg 0.00 0.0000 93.00 No Ice 3.00 0.90 0.07 0.00 Rtf 0.00 GX800-18 C From Leg 1.00 0.0000 57.00 No Ice 0.85 0.33 0.01 0.00 0.00 Pipe Mount [PM 601-11 C From Leg 0.00 0.0000 57.00 No Ice 3.00 0.90 0.07 0.00 0.00 Pipe Mount [PM 601-1] C From Leg 0.00 0.0000 50.00 No Ice 3.00 0.90 0.07 0.00 0.00 tnxTower Report - version 7.0.5.1 May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 10 Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight CAAA In Face ft, or Type Type Horz Adjustment Beam 101.43 Diameter Area 101.432 101.432 Leg 0.000 0.000 Lateral Width 2 B 0.000 101.432 100.00 Vert 0.000 C 0.000 101.432 ft oft 0.000 ft fe K PL6-105 C Paraboloid w/o From 1.00 0.0000 93.00 6.36 No Ice 31.75 0.28 42.00 Radome Leg 0.00 B 0.000 129.205 100.00 0.000 0.000 0.00 C 0.000 129.205 SP2-5.2 C Paraboloid w/o From 1.00, 0.0000 57.00 2.00 No Ice 3.14 0.02 0.000 158.058 Radome Leg 0.00 0.000 8 B 0.000 158.058 0.00 100.00 0.000 0.000 P6-1058 A Paraboloid w/o From 1.00 0.0000 50.00 6.00 No Ice 28.27 0.28 Radome Leg 0.00 0.00 GH = 1.100 Section Elevation ft z ft Kz q. psf AG ff F a c e AF fe AR fe A,,, ft, Leg % CAAA In Face ft, CAAA Out Face fe L1132.00- 107.08 1.284 22.53 101.43 A 0.000 101.432 101.432 100.00 0.000 0.000 85.00 2 B 0.000 101.432 100.00 0.000 0.000 C 0.000 101.432 100.00 0.000 8.749 L2 85.00- 62.86 1.148 20.09 129.20 A 0.000 129.205 129.205 100.00 0.000 0.000 42.00 5 B 0.000 129.205 100.00 0.000 0.000 C 0.000 129.205 100.00 0.000 18.791 L3 42.00-0.00 21.06 0.912 16.11 158.05 A 0.000 158.058 158.058 100.00 0.000 0.000 8 B 0.000 158.058 100.00 0.000 0.000 C 1 0.0001 158.0581 1 100.001 0.0001 18.354 GH =1.100 Section Elevation ft z ft Kz q. psf Aa fe F a c a AF ft, AR ft, A,, ft, Leg % CAAA In Face ft, CAAA Out Face ft, L1132.00- 107.08 1.284 10.04 101.43 A 0.000 101.432 101.432 100.00 0.000 0.000 85.00 2 B 0.000 101.432 100.00 0.000 0.000 C 0.000 101.432 100.00 0.000 8.749 L2 85.00- 62.86 1.148 8.96 129.20 A 0.000 129.205 129.205 100.00 0.000 0.000 42.00 5 B 0.000 129.205 100.00 0.000 0.000 C 0.000 129.205 100.00 0.000 18.791 L3 42.00-0.00 21.06 0.912 7.18 158.05 A 0.000 158.058 158.058 100.00 0.000 0.000 8 B 0.000 158.058 100.00 0.000 0.000 C 1 0.0001 158.0581 1 100.001 0.0001 18.354 Comb. Description No. tnxTower Report - version 7.0.5.1 May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 11 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Meber Forces ,, :3 m Sectio Elevation Component Condition Gov. Axial MajorAxis Minor Axis n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft 1-1 132-85 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 24 -9.25 125.25 215.85 Max. Mx 8 -9.18 -251.61 2.58 Max. My 2 -9.19 -5.29 252.20 Max. Vy 8 11.40 -251.61 2.58 Max. Vx 2 -11.10 -5.29 252.20 Max. Torque 22 2.41 L2 85-42 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 24 -18.11 396.19 683.05 Max. Mx 8 -18.07 -837.78 44.02 Max. My 2 -18.06 -72.28 828.13 Max. Vy 8 17.34 -837.78 44.02 Max. Vx 2 -17.60 -72.28 828.13 Max. Torque 12 -3.47 L3 42-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 24 -31.29 847.82 1466.34 Max. Mx 8 -31.29 -1781.24 95.78 Max. My 2 -31.29 -155.04 1784.48 Max. Vy 8 22.64 -1781.24 95.78 Max. Vx 2 -22.91 -155.04 1784.48 Max. Torque 12 -4.54 tnxTower Report - version 7.0.5.1 May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 12 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Twist Load K K K Comb. ft in Pole Max. Vert 24 31.31 10.87 18.88 Max. H. 20 31.31 22.01 -0.07 Max. H. 3 23.48 -1.75 22.89 Max. M. 2 1784.48 -1.75 22.89 Max. Mz 8 1781.24 -22.63 1.10 Max. Torsion 24 2.63 10.87 18.88 Min. Vert 3 23.48 -1.75 22.89 Min. H, 9 23.48 -22.63 1.10 Min. H. 15 23.48 0.24 -22.82 Min. Mx 14 -1759.06 0.24 -22.82 Min. Mr 20 -1728.30 22.01 -0.07 Min. Torsion 12 -4.54 -10.44 -19.65 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. Comb. ° L1 132-85 12.791 28 0.7737 0.0025 L2 88.75-42 6.205 28 0.6303 0.0024 L3 47-0 1.816 28 0.3503 0.0008 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Deflection Load Curvature ft Comb. Comb. in ° 132-85 ft 132.00 Platform Mount [LP 602-1] 28 12.791 0.7737 0.0025 87788 110.00 (2) 742 264 w/ Mount Pipe 28 9.302 0.7149 0.0026 19951 93.00 PL6-105 28 6.791 0.6507 0.0025 11254 57.00 SP2-5.2 28 2.607 0.4249 0.0012 6740 50.00 P6 -105B 28 2.034 0.3728 0.0009 6283 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. Comb. ° L1 132-85 46.214 6 2.7967 0.0139 L2 88.75-42 22.421 6 2.2793 0.0121 L3 47-0 6.560 6 1.2654 0.0051 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 132.00 Platform Mount [LP 602-11 6 46.214 2.7967 0.0139 24415 110.00 (2) 742 264 w/ Mount Pipe 6 33.611 2.5851 0.0137 5547 1 93.00 PI -6-105 6 24.536 2.3532 0.0126 3128 tnxTower Report - version 7.0.5.1 132 Ft Monopole Tower Structural Analysis Project Number 37517-2093.001.7805, Application 369943, Revision 9 May 15, 2017 CCI BU No 845772 Page 13 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of L„ Load A Curvature ft Comb. in oft 57.00 S132-5.2 6 9.416 1.5357 0.0067 1866 50.00 P6-1056 6 7.345 1.3468 0.0055 1739 Section Elevation Size L L„ K11r A P. �P„ Ratio No. V. Mx M,,, T. T MY Stress P. ft kip -ft ft It kip -ft int K K �P" L1 132-85(l) TP30.4x19.634.2813 47.00 0.00 0.0 26.498 -9.19 1834.81 0.005 2509.56 0.339 0.00 2509.56 0.000 L3 1 TP48.24x37.90154.4063 1820.16 4000.04 L2 85-42(2) TP39.8lx28.9782x0.375 46.75 0.00 0.0 46.218 -18.05 3224.21 0.006 9 V 4.8.2 L3 42-0(3) TP48.24x37.90154.4063 47.00 0.00 0.0 62.572 -31.29 4107.03 0.008 5 4.8.2' Section Elevation Size M,,, +10- Ratio M,. r MM y Ratio No. No. V. Mx M,,, T. T MY Stress ft kip -ft kip -ft +M x kip -ft kip -ft +M r L1 132-85(l) TP30.4x19.634.2813 252.32 1091.89 0.231 0.00 1091.89 0.000 L2 85-42(2) TP39.81x28.9782x0.375 849.79 2509.56 0.339 0.00 2509.56 0.000 L3 42-0(3) TP48.24x37.90154.4063 1820.16 4000.04 0.455 0.00 4000.04 0.000 Section Elevation Size Actual rbV Ratio Actual mT„ Ratio No. No. V. Mx V„ T. T T. Stress ft K K 77jV7 kip -ft kip -ft �T° L1 132-85(l) TP30.4x19.634.2813 11.21 917.41 0.012 0.06 2214.01 0.000 L2 85-42(2) TP39.81x28.9782x0.375 17.91 1612.11 0.011 1.94 5088.60 0.000 L3 42-0(3) TP48.24x37.9015x0.4063 23.21 2053.52 0.011 1.94 8110.84 0.000 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. Mx My V. T Stress Stress ft op„ OM- �M y 0V 0T Ratio Ratio L1 132-85(l) 0.005 0.231 0.000 0.012 0.000 0.236 1.000 Y/ M+' 4.8.2 L2 85-42(2) 0.006 0.339 0.000 0.011 0.000 0.344 1.000 1+/ V 4.8.2 L3 42-0(3) 0.008 0.455 0.000 0.011 0.000 0.463 1.000 4.8.2' tnxTower Report - version 7.0.5.1 May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 14 ,3 � „ ecfion tnxTower Report - version 7.0.5.1 C apacityTable Pass Section Elevation Component Size Critical P aP,,b„. % No. ft Type Element K K Capacity Fail L1 132-85 Pole TP30.4xl9.63x0.2813 1 -9.19 1834.81 23.6 Pass L2 85-42 Pole TP39.8lx28.9782x0.375 2 -18.05 3224.21 34.4 Pass L3 42-0 Pole TP48.24x37.9015x0.4063 3 -31.29 4107.03 46.3 Pass Summary Pole (L3) 46.3 Pass RATING z 46.3 Pass tnxTower Report - version 7.0.5.1 132 Ft Monopole Tower Structural Analysis Project Number 37517-2093.001.7805, Application 369943, Revision 9 APPENDIX B BASE LEVEL DRAWING (INSTALLED -IN CONDUIT) (1) 3/8" TO 57 FT LEVEL (INSTALLED) (1) EW90 TO 50 FT LEVEL (1) EW90 TO 93 FT LEVEL May 15, 2017 CCI BU No 845772 Page 15 tnxTower Report - version 7.0.5.1 {PROPOSED) (313TO 110 FT LEVEL (6) 3/4" TO 110 FT LEVEL (INSTALLED -IN CONDUIT) (1) 3/8" TO 110 F7 LEVEL (2) 3/4- TO 110 FT LEVEL (INSTALLED) (1) 5/16" TO 110 FT LEVEL (14) 7/8" TO 110 FT LEVEL (6)1-1/4" TO 110 FT LEVEL (6) 1-5/8" TO 110 FT LEVEL (ABANDONED) (1) 1-5/8" TO 132 FT LEVEL May 15, 2017 132 Ft Monopole Tower Structural Analysis CCI BU No 845772 Project Number 37517-2093.001.7805, Application 369943, Revision 9 Page 16 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.5.1 132.0 ft 85.0 ft 42.0 ft O.0 ft DESIGNED APPURTENANCE LOADING TYPE g v N I � I w l Nn c I I I 6 I o a 6 110 ro 132 p 110 S4)2.375- OD x "---t Pipe 132 KRY 112 8..- 110 N 132 (2) RRUS 32 82 p ,6 N RRUS 32 82 110 (2) 742 264 w/ Mourn Pipe 110 RRUS 32 B2 I I I I � I I 110 RRUS 32 B2 110 n. a RRUS 32 B66 110 KRY 112 712 � � 110 KRY1127112 110 RRUS 32 B66 110 o I i � g RRUS 11 110 (3) 86010025 110 N Ilia I g� £ I � 86010025 110 a 110 86010025 110 DC648-60-18-8F 110 86010025 110 T -_Arte Mout (TA 002-3] 110 132.0 ft 85.0 ft 42.0 ft O.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Pla Fr Mout (LP 802-11 132 KRY 112 89/4 110 (4) 2.375" OD x 4' Mout Pipe 132 KRY 112 89/4 110 S4)2.375- OD x "---t Pipe 132 KRY 112 8..- 110 (4) 2.375" OD x 4' Mout Pipe 132 (2) RRUS 32 82 110 (2) 742 264 w/ M -rd Pipe 110 RRUS 32 82 110 (2) 742 264 w/ Mourn Pipe 110 RRUS 32 B2 110 (2) 742 264W Mourx Pipe 110 RRUS 32 B2 110 KRY 112 71/2 110 RRUS 32 B66 110 KRY 112 712 1110 RRUS 32 866 110 KRY1127112 110 RRUS 32 B66 110 RRUS 11 110 (3) 86010025 110 RRUS 11 110 (3) 86010025 110 RRUS 11 Ilia (3) 860 10025 110 86010025 110 DC6-48-60-18-8F 110 86010025 110 DC648-60-18-8F 110 86010025 110 T -_Arte Mout (TA 002-3] 110 DC6-48 18-8F 110 Pipe Mout IPM 601-1] 93 BSA4X5R-BUU-44-K w/ Mart Pipe 110 PL&105 93 BSA-M65R-BUU-H4-K w/ Mout Pipe 110 Pipe Mart FM 601-11 57 SBNHFI-1 D65A w/ kWt Pipe 110 GX800-18 57 QS4656-3 w/ Mart Pipe 110 SP2.5.2 57 QS4658-3 w/ Mout Pipe 1110 1Pipe Mourrt IPM 601-11 50 QS465&3 w/ Mart Pipe 110 P&1058 50 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 165 180w 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 R 7. TOWER RATING: 46.3% ALL REACTIONS AREFACTORED AXIAL 31 KK ?3 K_R'/ I \ MOMENT t3 K i 1820 kip -ft TORQUE 5 kip -ft REACTIONS - 85 mph WIND Paul J Ford and Company PJF250 E. Broad St Suite 600 Columbus, OH 43215 Phone: 614-221-6679 FAX: 614-448-4105 '0b: 132 -Ft. Monopole / Ophir Rd. PfOflle37517-2093 / BU# 845772 oie Crown Castle Drae'n by` chedges 1Appd: Cl": TIA-222-G Date 05/15/17 Sale: NTS Paer. D" s i'1o' E-1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev GI Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 845772 Site Name: Ophir Rd. App #: Pole Manufacturer: ; .. Other Anchor Rod Data Qty: 8 in in ksi In Diam: 2.25 , in Rod Material: : A615 -.I 0.25 Strength (Fu) 100 ksi Yield (Fy): . ,• . 75 ksi Bolt Circleq 56.5 _ in Plate Data Diam: Thick: Grade: Single -Rod B-eff: :.62.5 in in ksi In •^ 2 60 - •-: 18.77 Stiffener Data(Welding at both sides Config: Oi 48.24 Weld Type: Fillet 0.375 Groove Depth: 0.25 <-- Disregard Groove Angle: 45 <— Disregard Fillet H. Weld: 0.25 in Fillet V. Weld: 0,3125 _ - in Width: 5.:... in Height: 18 in Thick: 0.75 in Notch: 0.5_ in Grade: 36 ksi Weld str.: 70.1111 ksi Reactions Pole Data Mu: "'1820;:_ Diam: 48.24 in Thick: 0.375 in Grade: 65 ksi # of Sides: 12 "0* IF Round Fu -• 80 ksi Reinf. Fillet Weld 0 °0" if None Reactions Flexural Check Mu: "'1820;:_ ft—kips Axial, Pu: 31' : ki s Shear, Vu: 23 kips Eta Factor, n ITIA G (Fig. 4-4 If No stiffeners. Criteria, I AISC LIR <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/j): Allowable Axial, (D*Fu*Anet: Anchor Rod Stress Ratio: Rigid 202.9 Kips AISC LRFD 260.0 Kips q�-Tn 78.0% Pass Base Plate Results Flexural Check Rigid Base Plate Stress: 40.7 ksi AISC LRFD Allowable Plate Stress: 54.0 ksi q*Fy Base Plate Stress Ratio: 75.4% Pass Y.L. Length: n/a 20.00 n/a Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a * 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 5/15/2017 OF PA ULJ. FORD Job Number: 37517-2093 Page: 1 & COMPANY Site Number: 845772 By: CMH 250 E Brood St, Ste 600 - Columbus, OH 43215 Site Name: Ophir Rd Date: 5/15/2017 Phone 614.221.6679 www.pauliford.com DRILLED PIER SOIL AND STEEL ANALYSIS - TIA-222-G Factored Base Reactions from RISA I 31.00 kips Comp. + Tension - Moment, Mu = _ 7k 1820.0 ,777,7- s.: -77k - -Shear, Shear, Vu = 23.0 14, .e,*,wqA,`kips Moment, Mu = Axial Load, Put = 31.0 _ Ar kips (from 1.2D + 1.6W)' Axial Load, Put = 23.3=,0.0 kips (from 0.9D + 1.6W)" OTMu = 1829.6 k -ft @ Ground 'Axial Load, Pull will be used for Soil Compression Analysis. **Axial Load, Put will be used for Steel Analysis. Drilled Pier Parameters Diameter = 1 17 ft Height Above Grade = 0.41667 ft Depth Below Grade = 14 ft fc' = 3 ksi t c = 0.003 in/in L / D Ratio = Mat Ftdn. Cap Width = ft Mat Ftdn. Cap Length = ft Depth Below Grade = ,. - ft Steel Parameters Number of Bars = Rebar Size = Rebar Fy = Rebar MOE _ Tie Size = Side Clear Cover to Ties = Safety Factors / Load Factors / 0 Factors Tower Type = M22-G ACI Code = Seismic Design Category = Reference Standard = Use 1.3 Load Factor? Load Factor = Soil Lateral Resistance = Skin Friction = End Bearing = Concrete Wt. Resist Uplift = Safety Factor m Factor 0:75 ',1r1�2,00 75: 2.00 0.75 2 Load Combinations Checked per TIA-222-G 1. (0.75) Ult. Skin Friction + (0.75) Ult. End Bearing + (1.2) Effective Soil Wt. - (1.2) Buoyant Conc. Wt. 2 Comp. 2. (0.75) Ult Skin Friction + (0,9) Buoyant Conc. Wt. 2 Uplift Soil Parameters Water Table Depth Depth to Ignore Soil =1 1 3.50- ksi Depth to Full Cohesion = 0 ksi Full Cohesion Starts at?'round Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H) in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H) Direct Embed Pole Shaft Parameters Dia @ Grade in Dia @ Depth Below Grade = _ in Number of Sides = Thickness = in Fy = ksi Backfill Condition = Define Soil Lavers Maximum Capacity Ratios Maximum Soil Ratio = 110.070% Maximum Steel Ratio 'Note: The drilled pier foundation was analyzed using the methodology in the software 'PLS - Caisson' (Version 8.10, or newer, by Power Line Systems, Inc.). Per the methods in PLS - Caisson, the soil reactions of cohesive soils are calculated using 8CD independent of the depth of the soil layer. The depth of soil to be ignored at the top of the dolled pier is based the recommendations of the site speck geotechnical report. In the absence of any recommendations, the frost depth at the site or one half of the drilled pier diameter Friction Ultimate Comp. Ult. Tension Ult. Thickness I Unit Weight I Cohesion I Angle I I End Bearing Skin Friction Skin Friction Soil Results: Overturnin Depth to COR = 1 10.17 ft, from Grade Bending Moment, Mu = 2063.49 k -ft, from COR Resisting Moment, OMn = 1954.89 k -ft, from COR MOMENT RATIO = 105.6% OK Soil Results: Uplik Uplift, Tu = 0.00 kips Uplift Capacity, (PTn I 74.90 kips UPLIFT RATIO = 0.0% OK Steel Results ACI 318-05 : Minimum Steel Area = 18.47 sq in Actual Steel Area = 1 24.96 Isq in Axial, (DPn (min) = 1347.84 kips, Where 0Mn = 0 k -ft Axial, 0Pn (max) 1 8094.041 kips, Where 4>Mn = 0 k -ft v4.3 - Effective: 03-1446 __... ..._. r Soil Shear, Vu = 23.00 ips Resisting Shear, 0Vn = 21.79 kips SHEAR RATIO = 105.6% OK Soil Results: Compression Depth Compression, Cu = I 31.00 kips Comp. Capacity, mCn I 58989.334 kips COMPRESSION RATIO = 5.3% OK Axial Load, Pu = 46.20 ips @ 4.00 ft Below Grade Moment, Mu = 1917.17 -ft @ 4.00 ft Below Grade Moment, OMn = 4154.45 k -ft MOMENT RATIO = 46.1% OK (c) Copyright 2016 by Paul J. Ford and Company, all rights reserved. 5/15/2017 Design Maps Summary Report im PR5USM Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 39.46320N, 121.5744°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III USGS—Provided Output Ss = 0.587 g SMs = 0.781 g SDS = 0.521 g S,, = 0.261 g S,,,, = 0.490 g SDI = 0.326 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. CFR Response Spectrum Design Response Sptctrum Period. T (see) Period. T (s€c) 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. R hftps://earthquake. us gs. gov/c n2/des i grim aps/us/s um m ary. php?tem pl ate=minimal &I ati tude= 39.4632&1 ong i tude=-121.5744&s i tecl as s= 3&r i s k categ ory= 0&edition .. Cc9se'U'SM06C Monopole Analysis per 2012 IBC Site BU: 845772 OIAOS Work Order: 1337020 A Ii, t' R K i , pp a ion. ev. Height (AGL), H, = 132.0 0.023 0 ", _ � Importance Factor, I= 1.0 Final C,= kips 1.3 " Axial, Wt=; 31.0 1.9 Prom TIVX' Design spectral response accelerlation short period, Sns =, 0.521 Design spectraLresponseacceleration 1 s period, SDI =; 0.327 Shear,,V,, -: 23.0 kips Base Seismic Shear, V. = 9.0 degrees minutes seconds ... Site Latitude = 39 27; 47.76 39.4633 Site Longitude = -121 34 27.90 -121.5744 %risyP`, ,Mass or Stiffness' Irregularities = No (Table 2-9) !.. ; % Ground Supported Structure = Yes ..,..,, .. Structure' Class = II ](Table2-1) Site Class = D - Stiff Soil (Table 2-21) able 2-3) able 2-12) zble 2-13) 7.6) 7.6) 771) y�� Calculated C, = Height (AGL), H, = 132.0 0.023 0 ", _ � Importance Factor, I= 1.0 Final C,= Acceleration -based site coefficient, F,, _, 1.3 2.2 ,llelocity4based site coefficient, F,, = 1.9 Design spectral response accelerlation short period, Sns =, 0.521 Design spectraLresponseacceleration 1 s period, SDI =; 0.327 Calculated CS =; 0.347 Base Seismic Shear, V. = 9.0 able 2-3) able 2-12) zble 2-13) 7.6) 7.6) 771) y�� Calculated C, = 0.086 00-/d Minimum Cs =, 0.023 Minimum Ciwhen SI > 0.75 = 0.000 Final C,= 0.086 Alternative Base Seismic Shear, Vs = 2.2 Response Modification Factor, R =' 1.5 ilc 2.0.07 Full seismic analysis is required by 2012 IBC for all sites. Page 1 kips degrees degrees Analysis Date: 5/15/2017 132 1 1.5833 1.890 1 1.980 1.140 1 0.996 1.051 1 138.73 111 0.76348 1.336 0.174 0.369 0.204 0.104 11.50 110 1.60474 1.313 0.138 0.347 0.178 0.191 20.99 93 0.345 0.938 -0.120 0.103 -0.080 -0.018 -1.71 57 0.0945 0.352 0.032 0.009 0.106 0.007 0.38 50 0.345 0.271 0.051 0.015 0.128 0.029 1.47 CCISeismic 2.0.07 TOp 1/3 Weight' 4.72294128 Page 2 Analysis Date: 5/15/2017 Au a Moment of Inertia (in),- 7093.70 in ..7093.70 132 127 10 1 12 19.63 21.92149 0.28125 1.287066 10.630663 1005.896 1 1.750 1.319 1 0.893 0.760 0.320 1 40.60 122 117 10 12 21.92149 24.21298 0.28125 1.430973 0.701177 1379.934 1.485 0.464 0.525 0.378 0.177 20.67 112 107 10 12 24.21298 26.50447 0.28125 1.57488 0.771691 1837.064 1.242 0.048 0.287 0.110 0.056 6.04 102 97 10 12 26.50447 28.79596 0.28125 1.718787 0.842206 2385.643 1.021 -0.104 0.142 -0.048 -0.027 -2.59 92 88.5 7 12 28.79596 30.4 0.28125 1.288776 0.6315 2923.263 0.850 -0.119 0.069 -0.096 -0.040 -3.58 88.75 83.75 10 12 28.97819 31.29516 1 0.375 2.492068 1.221113 4087.488 0.761 -0.104 0.043 -0.091 1 -0.074 -6.21 78.75 73.75 10 12 31.29516 33.61212 0.375 2.686077 1.316178 5115.039 0.590 -0.049 0.013 -0.025 -0.022 -1.59 68.75 63.75 10 12 33.61212 35.92908 0.375 2.880086 1.411242 6302.051 0.441 0.005 0.006 0.064 0.060 3.83 58.75 53.75 10 12 35.92908 38.24605 0.375 3.074095 1.506306 7660.04 0.313 0.042 0.011 0.119 0.119 6.41 48.75 45.375 6.75 12 38.24605 39.81 0.375 2.18469 1.070498 8924.223 0.223 0.060 0.020 0.133 0.095 4.32 47 42 10 12 37.90152 40.1012 0.40625 3.501038 1.715509 9636.288 0.191 0.064 0.024 0.134 0.154 6.45 37 32 10 12 40.1012 42.30087 0.40625 3.700575 1.813282 11376.57 0.111 0.070 0.036 0.129 0.156 4.99 27 22 10 12 1 42.30087 44.50055 0.40625 3.900112 1.911055 13314.85 0.053 0.071 0.042 1 0.121 0.154 3.38 17 12 10 12 44.50055 46.70023 0,40625 4.099649 2.008828 15461.82 0.016 0.061 0.036 0.103 0.138 1.66 7 3.5 7 12 46.70023 48.24 0.40625 2.988479 1.464355 17444.23 1 0.001 1 0.027 0.015 0.051 0.050 0.17 CCISeismic 2.0.07 Page 3 Analysis Date: 5/15/2017 132.0 ft 85.0 ft 42.0 ft N ALL REACTIONS ARE FACTORED AXIAL 31K SHEAR I � MOMENT 3 K _...��+ 266 kip-# REACTIONS - 85 mph WIND „- T�, �- I � Ii..,–, DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 I Seismic Linear Fome 9 05 Seismic Linear Face 1 131 8 a N n c I r I I I I pQ( �p W 8 pO OIO _.—...._— Seismic Liner Face 2 Crpf N ____._ 55 Seismic Section Force 2 O S N Seismic Linear Force 3 % 115 Seismic Linear Force 11 53.5 Seismic Discrete Face 2 111 Seismic Discrete Farce 6 50 ..._........__......._._....—..... Seismic Discrete Force 3 110 .................................. _..__........ Seismic Section Farce 10 ola Seismic Section Face 3 107 Seismic Linear Force 12 45 S 105 Seismic Section Force 11 42 a 97 Seismic Linear Force 13 35 Seismic L'anar Force 5 95 Seismic Section Face 12 32 Seismic Discrete Force 4 93 `I 25 Seismic Linear Force 6 91.5 Seismic Section Force 13 y Seismic Section Face 5 zz' iE 15 Seismic Cheer Force 7 S Seismic Section Foca 14 3 132.0 ft 85.0 ft 42.0 ft N ALL REACTIONS ARE FACTORED AXIAL 31K SHEAR I � MOMENT 3 K _...��+ 266 kip-# REACTIONS - 85 mph WIND „- T�, �- I � Ii..,–, DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 132 Seismic Linear Fome 9 05 Seismic Linear Face 1 131 Seismic Section Force 8 63.75 Seismic Section Face 1 127 Seismic Discrete Force 5 57 _.—...._— Seismic Liner Face 2 125 ..___.— -------- ._..._... Seismic Linear Force 10 ____._ 55 Seismic Section Force 2 117 Seismic Section Face 9 63.75 Seismic Linear Force 3 % 115 Seismic Linear Force 11 53.5 Seismic Discrete Face 2 111 Seismic Discrete Farce 6 50 ..._........__......._._....—..... Seismic Discrete Force 3 110 .................................. _..__........ Seismic Section Farce 10 45.375 Seismic Section Face 3 107 Seismic Linear Force 12 45 Seismic l-hsa Face 4 105 Seismic Section Force 11 42 Seismic Section Force 4 97 Seismic Linear Force 13 35 Seismic L'anar Force 5 95 Seismic Section Face 12 32 Seismic Discrete Force 4 93 Seismic Lineer Force 14 25 Seismic Linear Force 6 91.5 Seismic Section Force 13 22 Seismic Section Face 5 88.5 Seismic Linear Force 15 15 Seismic Cheer Force 7 85 Seismic Section Foca 14 12 Seismic Section Force 8 83.75 Seismic Linear Force 16 5 Seismic Linear Force 8 75 Seismic Section Farce 15 3.5 Seismic Section Force 7 73.75 MATERIAL STRENGTH GRADEFy Fu GRADE Fy Fu A572-85 85 w80 kat 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: 7.4% pjF Paul J Ford and Company 250 E. Broad St Suite 600 Columbus, OH 43215 Phone: 614-221-6679 FAX: 614-448-4105 lob: 132 -Ft. Monopole / Ophir Rd. Project 37517-2093 / BU# 845772 cite'"' Crown Castle IDna*n by ched es Awl'; Code TIA-222-G Date 05/15/17 Sces' NTS Path: D- No. E-1 As� u-5-5 a c cop-, U-) � Q w v u :�i u�. oQL Q u� O z t cm 4-3kx U V cc 0 2, ao z ¢ Z rrnn cn cv) V � E to LL1 V w LLJ Z Q CO N z�� W� C14 U) OM 00 r�LO o d .s p w a (0 QROFESS/0� McOo i� 891 �c EXP 9-30-18 civ 1V OF CA't OPHIP\ CVL00233 83 BRON50N COURT OROVILLE, CA 95965 ISSUE STATUS DATE DESCRIPTION 05/18/17 CD 90010 05/31/17 CD 100% DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 05/31/17 5HEET TITLE: TITLE SHEET 5HEET NUMBER . As� u-5-5 a c cop-, IIa d- u uLn j U > �z O Lu r � z O ¢ O N I. LO ujN z¢ zz ¢ cn''nn Q m za 0Mt&oiwi 0 E LO t • U Q T�TCL F.L CJI N Lo yLLyl aw .UY 1-S F✓/�I O� • M 04 z �y z ON � V � w L 00 Q CO wvi" 0) o 55 wv�zo Q�OFESS/p� 91 �r EX 09-30-18 CIV IL OF CA1-�F� OPHIR CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE 5TATU5 DATE DE5CRIPTION 05/15/17 CD 90% 05131/17 CD 100% DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 05/31/17 5NEET TITLE: 51TE PLAN 5HEET NUMBER a � U > Z O LLJ Ln k .O} 4� N �i4 L y �'o (f� `v Q 0 z d Q z V aco' ~n 0 LO v' U is.9 NIS � IMI I- F.�.1 a ? g �u - W - :3 w Q „� Ld U F 0 � O N W N is it • U) m OM (ntzuz co v! ^ O 0 Z� Ong TTT p Q aCD 0' CL W �� IL ca a� CL N� W o FESS/ 1 EX 09-30-18 CIV I OF CAt OPH I R CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE 5TATU5 D DATE DE5CRIPTION 05/18/17 CD 909/o 05/31117 CD 100% DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 05/31/17 5HEET TITLE: ENLARGED 51TE PLAN SHEET NUMBER . now BATTEKY DATA CHAKT,A3 r _ � _ • ,r t t it T, �. � , .--, i-�-,�_.�... � i I i � DL r � � LU U � z O. tu ►i5 0� O Q O N t O N coCn J - .. Q O. Z Q Z Z Q cn Q . +w f� w z cf) 0 coo E LO CA n ' 0 � 1) 8 Q T_ 7 V C L�3 -0 w z 0- o3�w O - CT N m� � � LU cn C14 r•� 00 .0 yup �y� N am ..�f tp 0 u F � W � CC) a - CD65 r NZ O z O ILo FESS/A'�9 LPEXP 9-30-18 fI CIV 1 L ��\P OFC \ OPHIR CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE STATUS DATE DESCRIPTION 05/18/17 CD 90% 05/31/17 CD 100% DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 05/31/17 SHEET TITLE: ANTENNA PLANS 5HEE7 NUMBER A 4 k 3 ca �f- Lo w V LUO LO 0 4 0 N •�� CWf)D co OO =, ¢ p z¢ Q � CD ¢ m z E Lo U Q m F� v C V y v�Wo TTT ZCL i_ Q y ~ W - LLi LU W cQ N Rei � o 8 Nil ci o � z C,, -0 *Rj6z l� Lf) QN Q Q Z N S U 'Wr/I a co to Aow � U 0. W O U O VOESS/p� P - Mac �X 9 91 09-30-18 I V %�- F OF OPHIR CVL00233 .. _77777777,17 i w U > � Z O LU O N Ln x O I V Q L L v C) =, zQ ¢z rEn m us "K cv) V � Zig' E Lo CD U 0 Q U m UJ CL z C)co urLu � i. cq Nr z $ m 0 1t_�~ co v! 0 U) 0 N r 2 .0 H - T, T i � W a to U=U—h ZQg µµ O FESS MSC 1 EX 09-30-18 CIV 0, OF CpJ-\� OPHIP\ CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE STATUS DATE DESCRIPTION 05/15117, CD 90% 05/31/17 CD 100016 DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. MCCOMB DATE: 05/31/17 SHEET TITLE: DETAILS 5HEET NUMBER A 7 -"-, - - r „ r r rT71 I-- - --- U-) w U z U O 1 ON u , � O ■� 00 4.3 r �. < cuO O =, Q z °- E-Zr z¢ cn Q m V) Ta, O v =w l �' t } -p U to FL -Z Q. `_ 13 �gm� � �Zw 1 ¢ ur agxg �� 7 z N �y 04 W�J 1 Ocv) oll of J? C> .e O V QR O W a co U �* T- nx iol O O , (a ? OFESS/ MSC R 09-30-18 Cl OF CA1 �F OPHIR CVL00233 83 13RON50N COURT OROVILLE, CA -95965 155UE 5TATU5 DATE DE5CRIPTION 05/15/17 CD 90% 05131/17 CD 100% DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 05/31/17 5HEET TITLE: GROUNDING PLAN5. SHEET NUMBER -"-, - - r „ r r rT71 I-- - --- r -- Lo W V. - O Lo W V. - O xx 11..1 Q O T) LoQ N 5�R 0 � Q 0 Z Q Z2 Q Z CDV)d O co zrs r�� E Lo !J a J�/ II C O. L WW �y1Q Mica, O . O N _ b � p cl)ce (US 0 w 04 00 —c Z �. O u F ,e i O Li a (o UW Mgr d� Q�FESS/ W 91 �r EXP 9-30-18 CIV I F OF OPHIR CVL00233 83 BRONSON COURT OROVILLE, CA 95965 155UE 5TATU5 D DATE DESCRIPTION 05/18/17 CD 90% 05/31/17 CD 1007o DRAWN BY: TD/0R CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 05/31/17 SHEET TITLE: GROUNDING DETAIL5 SHEET NUMBER E.... 700 850 HIGH HIGH X X X X J>—, xx 'xx xxxxxxxx'x X X X X :K X X X 7t K X X X X X X xx X X X K X X X X X X X X X X X X xx xx xx xx 70a 850 HIGH HIGH X X X X X X X X xic xx 'xx xx X X X X :K X X X 7t K X X X X X X X:iC X X 7CX XX xZc xx xx xx Cal LO - - - LOW HIWI HNGN xx xx XX xx xx xx xx xx X X X X X IAM 101y ,�YRH iNG11- MGN N1G11(... X X X X X X X X X X xx xx xx xx xx xx xx xx - XX X'X XX XX Xx XX X X!X xx xx xx xx x xx xx XX Xx xx x• X°X 'XX X',X . - PLUMBING DIAGRAM SHEET NUMBER XX XX XX XX .X X X X X X X X X X'X xx xx x xx xx xx x x'K xx x_x - - - - ... � AtIN f � . , _. mob %lr, : - - - ro _ awn 700 r �s-a2 E165 I a 82 = 700 _ 1 usu 8� :xus. , 865 700 `' aus st ._ BI ~� 855 ♦ r GSM TTTI ._ I t • .. r r Q a,, v GSM , r yr _ GSM ty r HIGH - - xx xx xx xx xx xx Lc Q w U LO Mi Mir. 10 Diu z Kffl 0 cl) co M Z O U xw � W z s t y 0 N • �� wU' o Q z ' 4 O Z Q z z r n Q m O ZLL,W.- U) U Q - T_T u W ,� Ci. L c—f) zizp g I It us 0 U') 0 LLI CL LSD OPHIR g uj z it per• M �� Q K N Q�FESS/� 9 91 09-30-18 ��9 F C 1 V 1 OF CA1-�F CVL00233 83 BRONSON COURT OROVILLE, CA -95965 .ISSUE STATUS_ DATE DESCRIPTION 05/18/17 CD 90% 05/31117 CD 100% DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 05/31/17 SHEET TITLE: LOW HIGH - - iawr lOW ' _NKiI iY611 dIM6'll..jLOW HIGHXX XX ,XX X XXXXbCxx xx ;xx xXxx'x xx xXxx xx 'xxXxx x`x xx xxX X X XX XXX%'X XX XXXX XX'xX XXX XxKX XxX X XXX X ' X X- x X X x _ X X X X 700 xx 850 xx HIWI HNGN xx xx XX xx xx xx xx xx X X X X X X X X X X X X X X X X xx xx xx xx xx xx xx xx LAW HIGH lOW HIGH NIG XX X X X X X X X ZC - - - - - xx xx xx xx x7c xx xx xx xx xsc XX XX - XX XX X �C - - - X X X X X X X X X- . - X X X X _ X X X X X fC - _- - - - —7177-77 LOW HIGH LOW H H XX XX ' xx xx xx xx x x �cx X X X X • XX XX xx xx LAW HIGH lOW HIGH NIG XX X X X X X X X ZC - - - - - xx xx xx xx x7c xx xx xx xx xsc XX XX - XX XX X �C - - - X X X X X X X X X- . - X X X X _ X X X X X fC - _- - - - —7177-77 LOW H H ' acx xix x x �cx • x x x.x - XX X'X LAW HIGH lOW HIGH NIG XX X X X X X X X ZC - - - - - xx xx xx xx x7c xx xx xx xx xsc XX XX - XX XX X �C - - - X X X X X X X X X- . - X X X X _ X X X X X fC - _- - - - —7177-77 . - PLUMBING DIAGRAM SHEET NUMBER _ -- 13-31RC -1 I �R (j18_ -117 (► (53 BoNu`N50N COURT - ,10,*5 _RECHEC �EpLA K CE ApJ-TENNA OF\OVILLE, CA 95'9G5 PROJECT DVICINITY MAP CODE COMPLIANCE MODIFICATION TO ANE UNMANNED TELECOMMUNICATION FACILITY CONSISTING OF. O ALL WORK f MATERIALS SHALL BE PERFORMED INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS Pacific Heights Rd t`?5�1 ADOPTED BY THE LOCAL GOVERNING AUTHOKITIE5. NOTHING IN THESE PLANS 15 TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO 1. REMOVE (3) (E) DUMMY ANTENNAS t REPLACE W/ (3) (N) ATT ANTENNAS ON TOWER a <ti ' THESE CODES: 2. REMOVE EAT ANTENNASP R.E 0 (3) O �T � RE LACE W/ (3) (N) ATT ANTENNAS ON TOWER- 3. ROTATE SECTOR A ANTENNA MOUNT TO 900 TO REMOVE SKEW Q,g ,I R3 Oph.1t P 1. 2016 CALIFORNIA ADMINISTRATIVE CODE (INCL. TITLES 24 25) 4. INSTALL (5) (N) ATtT RRU5-32132 * (3) (N) ATT RRU5-32 B66 ON TOWER oar SITE LOCATION 5. INSTALL (N) DCG ON TOWER t r N nerd ,,i�'. �R2. 2016 CALIFORNIA BUILDING CODE C G. INSTALL (2) (N) DC POWER TRUNKS t (I) (N) FIBER TRUNK 7. REMOVE E DU5-41 t REPLACE W/ N 5216 IN EQUIPMENT SHELTER O O 3. 2016 CALIFORNIA ELECTRICAL CODE 8. INSTALL (2) (N) XMU IN EQUIPMENT SHELTER Slid Nor w1 9. INSTALL DUAL PAIR FIBER FROM 5216 TO RRUS 32 t RRUS 32 TO SQUID ON LTE 1900 AWS E 10. REMOVE E BATTERY RACK t 1000AH BATTERIES 4. 201 6 CALIFORNIA MECHANICAL CODE 1. INSTALL (1) (N) BATTERY RACK W/ (5) (N) STRINGS OF 150AH BATTERIES Serene Ln - 5. 20 ! 6 CALIFORNIA PLUMBING CODE 12. INSTALL (2) (N) STRINGS OF 180AH BATTERIES IN (E) POWER PLANT �, xa G. 2016 CALIFORNIA FIRE CODE POO JECT INfORMATION P ROJ ECT TEAM 7. LOCAL BUILDING CODES TN TTY NTY SITE NAME: OPHIR APPLICANT: ATTN: ATtT MOBILITY - 8 C /COU ORDINANCES 5001 EXECUTIVE PARKWAY D�1Gn Dr 9. AN51/EIA-TIA-222-G _SITE #. CVL00233 SAN RAMON, CA 94583 �� .SITE TYPE: MONOPOLE PROJECT MANAGERS: ATTN: BRANDY VASALLO 1s ALONG WITH ANY OTHER APPLICABLE LOCAL t STATE LAWS AND REGULATIONS ATtT MOBILITY r. _ COUNTY: BUTTE 2600 CAMINO RAMON ACCE551BILITY REQUIREMENTS 5AN RAMON, CA 94583 JURISDICTION: COUNTY OF BUTTE (707) 392-9799 THIS FACILITY 15 UNMANNED t NOT FOR HUMAN HABITATION. ACCESSIBILITY REQUIREMENTS ARE NOT REQUIRED IN ACCORDANCE WITH DRIVI NG. DI RECTION5 CALIFORNIA STATE ADMINISTRATIVE CODE, TITLE 24 PART 2, CHAPTER 1 I B, SECTION I I B-203.5 APN: 078-010-076 CONSTRUCTION MANAGER: ATTN: JEREMY KANGAS ATtT MOBILITY 51TE ADDRESS: 83 BRONSON COURT 5001 EXECUTIVE PARKWAY FROM: 5001 EXECUTIVE PARKWAY, SAN RAMON, CA 94583 OKOVILLE, CA 95965 SAN RAMON, CA 94583 TO: 83 BRONSON COURT, OROVILLE, CA 95965 - (925) 286-3509 PROPERTY OWNER: JOHN t JOYCE PERMANN I . HEAD NORTHEAST ON BISHOP DR TOWARD SUNSET DR 256 FT 83 BRONSON COURT ZONING MANAGER: ATTN: JO 51MP50N 2. TURN RIGHT ONTO SUNSET DR 0.1 MI APPROVAL SHEET INDEX 0 OV LLE CA R 95965 SMA T IN RL K TURN URN RIGHT ONTO BOLLINGER CANYON RD 0.2 MI 2001 N. MAIN STREET, SUITE 240 4. MERGE ONTO 1-680 N VIA THE RAMP TO SACRAMENTO 0.3 MI POWER: PGCE WALNUT CREEK CA 94596 SHEET DE5CRIPTION REV , 5. MERGE ONTO I-680 N 10:6 MI j (951) 236-4321 G KEEP LEFT TO STAY ON I -G80 N 5.0 MI 7. KEEP LEFT AT THE FORK TO STAY ON 1-680 N MI RF T-1 TELEPHONE: ATT � 5 9 TITLE .SHEET A ARCHITECT/ENGINEER: ATTN: BRET McCOMB 8. KEEP LEFT AT THE FORK TO CONTINUE ON I-680 14.4 MI LATITUDE: 390 27` 47,46996" N (39.463 186 ! � NAD 83 PRECISION DESIGN * DRAFTING, INC. 9. TAKE EXIT 7 I A TOWARD I-80 E/SACRAMENTO 0.4 MI A- I 51TE PLAN - LEA51 N G 768 ATWOOD ROAD, SUITE 12 10. MERGE ONTO I-80 E 29.0 Mi A_2 _ ENLARGED 51TE PLAN LONGITUDE: 1210 34'27.85404" W (121.5744039) NAD 83 AUBURN, CA 95603 11. KEEP LEFT AT THE FORK TO STAY ON 1-80 E 12.1 MI (530) 823-6546 12. KEEP RIGHT AT THE FORK TO STAY ON 1-80 E, FOLLOW SIGNS FOR RENO 4.4 MI A-3 EQUIPMENT PLANS AMSL: ±252' 13. TAKE EXIT 86 FOR 1-5 N TOWARD CA-99/REDDING 0.7 MI ZONING A-4 ANTENNA PLANS - 4. KEEP LEFT AT THE FORK, FOLLOW SIGNS FOR I-5 NAND MERGE ONTO CA -99 NA -5 N 3.0 MI 5. KEEP RIGHT TO CONTINUE ON CA -99 N, FOLLOW SIGNS FOR YUBA CITY/MAKY5VILLE 12.5 MI A-5 ELEVATIONS G. KEEP RIGHT TO CONTINUE ON CA -70 N, FOLLOW SIGNS FOR MARY5VILLE/OROVILLE 22.0 MI 17. TURN RIGHT ONTO STATE HWY 70 E/9TH 5T (SIGNS FOR OROVILLE) 0.2 MI CON5TRUCTI ON A-6 DETAILS A CODE AI- YE.5 15 18. TURN LEFT ONTO CA -70 WB ST 22.9 MI 19. TURN RIGHT ONTO OPHIR RD 0.1 MI A-7 DETAI L5 20. TURN RIGHT ONTO POWER HOUSE HILL RD 0.2 MI ATT E- I ONE LINE DIAGRAM � PANEL SCHEDULE A OCCUPANCY TYPE: U, (UNMANNED COMMUNICATIONS FACILITY) 21. TURN LEFT ONTO LONE TREE RD 0.1 Mf 22. TURN LEFT ONTO SERENE LN 0.2 MI E-2 GROUNDING PLANS CONSTRUCTION TYPE: A-10 23. TURN LEFT ONTOBRON5ON CT 0.2 MI PGCE BUTTE COUNTY E 3 GROUNDING DETAIL5 BUILDING DIVISION CURRENT ZONING: KK -5 ESTIMATED TIME: 2 HR 18 MINS ESTIMATED DISTANCE: 144 MI. RF' I PLUMBING DIAGRAM . - STONES: 1. _SOV FIRE 5PRINKLER5: NODI -7 - WW to BUTTE COUNTY DEVELOPMENT SERVICES BUILDING TOTAL AREA: ± 178 SF REVIEWED FOR - CODE COMPLIANCE DATE -1 +NJ. w U-1 U �z O 4 3 i 4 i O • _tu � z z 4-3Coa o Q 0 Z Q E zz 4 CD Q 6� zWN �o 0 E� u"a <=o w zE N W > W pzpz �- n 40m�y 1 Q 0 co oC14� t((� r �y _ O �_o gs�J�F W U U. �t�� 0400Z ■,/�/l I1 N Y r O 4• F� L p � ¢� < Z P via V o�sC) wGo d (O W H o v a 0 Lu FESS/q� � A . hf.0 9891 - �c EX 09-30-18 C IV IV OF CAS \F OPH I R CVL00233 83 BRON50N COURT OROVILLE, CA 95965 I55UE 5TATU5 A DATE DESCRIPTION 05/18/17 CD 90% 06/ 12117 CD 100% A 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DICARLO APPROVED BY: B. MCCOMB DATE: 07/19117 SHEET TITLE: TITLE 5HEET 5HEET NUMBER i � .,_�-,', f1, OR IDENTIFIED BY THE CONTRACT DOCUMENTS. / �, �� i,• - SEE ENLARGED SITE PLAN--� (E) BUILDING 7. CALL BEFORE YOU DIG. CONTRACTOR 15 REQUIRED TO CALL 811 (NATIONWIDE CALL BEFORE YOU DIG HOTLINE) AT LEAST 72 HOURS BEFORE DIGGING. ` \ 8. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL BE IN 5TR(CT�- ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND ORDINANCES. CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY :..: vl 'I WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ..::.. �f-, ,�� /j / (E) BUILDINGS ORDERS OF ANY PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF �` L / / (E) ATtT MONOPOLE THE WORK. If W/ (E) t (N) ANTENNAS / / vl 9. THE GENERAL CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK , ...... � � �. � � (E) ATT EQUIPMENT SHELTER. U51NG THE BEST SKILLS AND ATTENTION. THE CONTRACTOR SHALL BE / W1 E N EQUIPMENT SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. CONTRACTOR SHALL ; ; ; ; ; ; �� E BUILDING �, 0 .. ........... .... . AL50 COORDINATE ALL PORTIONS OF THE WORK UNDER THE CONTRACT; O \ ;. I ...................... INCLUDING CONTACT AND COORDINATION WITH THE CONSTRUCTION Z�............ .... ....... MANAGER AND WITH THE LANDLORD'S AUTHORIZED REPRESENTATIVE. '� t(E) BUILDING 10. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT 1.. (E) BUILDING EXISTING IMPROVEMENTS, PAVING, CURBS, GALVANIZED SURFACES, . . . ETC., AND UPON COMPLETION OF WORK, REPAIR ANY DAMAGE THAT .�' -: — APN . 078-010-076 -.-.... - OCCURRED DURING CONSTRUCTION TO THE SATISFACTION OF THE :�.... . PROJECT MANAGER. 0.;. (E) BUILDING . KEEP GENERAL AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, : j - DEBRIS, RUBBISH AND REMOVE EQUIPMENT NOT SPECIFIED AS . . - �- --1 REMAINING ON THE PROPERTY, LEAVE PREMISES IN CLEAN CONDITION; . ; AND FREE FROM PAINT SPOTS, DUST, OR 5MUDGE5 OF ANY NATURE. �' '� rf S � < 12. ALL EXISTING INACTIVE SEWER WATER GAS ELECTRIC AND OTHER77-: UTILITIES, WHICH INTERFERE WITH THE EXECUTION OF THE WORK, SHALLi�i� \ BE REMOVED AND/OR CAPPED, PLUGGED, OR OTHERWISE / r' D15CONNECTED AT POINTS WHICH WILL NOT INTERFERE WITH THE /S� rf EXECUTION OF THE WORK, AS DIRECTED BY THE RESPONSIBLE ENGINEER AND SUBJECT TO THE APPROVAL OF THE OWNER AND/ORrf LOCAL UTILITIES. r' \� �-- \ < \ / / \� �-� (E) BUILDING rf S-- S 13. ALL EXISTING ACTIVE SEWER, WATER, GAS, ELECTRIC AND ALL OTHER UTILITIES WHERE ENCOUNTERED IN THE WORK SHALL BE PROTECTED AT ALL TIMES. r� 4. DETAILS ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR -� MODIFICATIONS MAY REQUIRED TO SUIT JOB DIMENSIONS OR ...... l ..... CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. 15. CONTRACTOR SHALL PROVIDE A TOILET FACILITY DURING ALL PHASES OF CONSTRUCTION. ; - ; rf �` 1 . f < (E) FOREST I G. SUFFICIENT MONUMENTATION WAS NOT RECOVERED TO E5TA5L15H THE ` C P051TION OF THE BOUNDARY LINES SHOWN HEREON. THE BOUNDARY REPRESENTED ON THIS MAP IS BASED ON COMPILED RECORD DATA AND /�SS BEST FIT ONTO EXISTING IMPROVEMENTS. IT 15 P0551BLE FOR THE l J r LOCATION OF THE SUBJECT PROPERTY TO SHIFT FROM THE PLACEMENTIf - SHOWN HEREON WITH ADDITIONAL FIELD WORK AND RESEARCH_ - THEREFORE ANY SPATIAL REFERENCE MADE OR SHOWN BETWEEN THE \ / RELATIONSHIP OF THE BOUNDARY LINES SHOWN HEREON AND EX15TING GROUND FEATURES,-EA5EMENT5 OR LEASE AREA 15 INTENDED TO BE r r / APPROXIMATE AND 15 SUBJECT TO VERIFICATION BY RESOLVING THE 4-J Lu V aZ O Lu /' '' O Q � ors) � k L Q 0 N tLi U>5 ca o -a o E zQ Qz VJ ma m V o Z' Ua Z�CL �T Q --- � f2 � H o Q m � yy y O v • M Z C\lU)LL co w(n C -f) -0 -� z0H �2.02- L 0O � lioQu K �_ V w o Q co b W q LnJ� � �NZa How UMN Rwo �pFESS /� 'Vic 891 EXP 9-30-18 �9T CIV 1\- OF cAl. OPHIR CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE STATUS Z� DATE DESCRIPTION 05/18/17 CD 90% OG/ 12/17 CD 100% A 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 07/19/17 SHEET TITLE: 51TE PLAN SHEET NUMBER .Now ulna GA w > U z O LU� Q O r � ire N • �� Lu 4 4-3 ZJ O Q Z Q Z CD a 6� o M.9tz.. K"'0U M V C) (O vgg Z�a� V � w _�Wo Q g02 Q w� W •� Q Oto 04 w aQ)y Lo O uj W�0 M U) P—m ODa v 0 C O Q F G �0 X03 w = � a � W� �zw a O K�a �OR' d O 1^tz1 yU`''. --FESS / ` Mcc 891 �r EXP 9-30-18 civiv F OF CAL SFO OPH I R CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE STATUS 0 DATE DESCRIPTION 05/18/17 CD 90% 06/ 12/17 CD 100% ® 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 07/19/17 SHEET TITLE: ENLARGED 51TE PLAN SHEET NUMBER CPC CHAPTER 6 COMPLIANCE (E) AT*T EQUIPMENT SHELTER (51NCE >50 GAL OF ELECTROLYTE, CFC CHAPTER 6, SECTION 608 APPLIES) BATTERY INFORMATION (BATTERY ELECTROLYTE DATA - 12V MONOBLOCK5) �z 0 TOTAL # OF (E) CABLE ENTRY PORT, TYP TOTAL ELECTROLYTE % 5ULFURIC ACID VOLUME /UNIT _ BATTERY UNITS VOLUME (GAL) PER WEIGHT (LBS) PER ACID BY VOL ELECTROLYTE VOLUME /UNIT (N) WALL LOUVERS W/ COVER INSTALLED UNIT (E) HVAC (E) FIRE SUPPRESSION SYSTEM N55 180FT RED SAW CUT (E) SHELTER WALL TO ALLOW FOR FAN _ 23.2 LBS UNIT % SULFURIC TOTAL ACID WEIGHT TOTAL SULFURIC TOTAL UNIT5 X TOTAL SULFURIC TOTAL UNIT5 X ACID BY WEIGHT TOTAL ELECTROLYTE VOLUME (GAL) - SULFURIC O HVAC WEIGHT VOLUME / UNITS w 45.3% = 10.5 LB5 / 23.2 LBS 19.6 GAL = 28 UNITS X 0.7 GAL/ UNIT UNIT (E) ALARM BLOCK >>-a co N z 0t, 9 � - (E) ALARM PANEL W coz a ClLo z� m (E) FILE HOLDER gW 1"FCO (naW ti r o a 1- ZdOZ (E) RB5 F 0 O QRpFESSiq� Mac C (N) WALL MOUNTED H2 MONITORING 2206 EX 09-30-18 s�91 C 1V It (N) 16° VENTILATION PAN SYSTEM CONTROLLER W/ WIRED H2 CVL00233 83 15RON50N COURT OROVILLE, CA 95965 155UE STATUS A SENSOR @ CEILING LEVEL DESCRIPTION (E) ACCESS DOOR CD 90% (E) RBS CD 100% A --:- CD 100% 2206 ---:-: DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. MCCOMB DATE: 07/19/17 SHEET TITLE: EQUIPMENT PLANS 5HEET NUMBER A-3 (E) RBS 3206 (E) AC PANEL o ° (E) MANUAL TRANSFER 5WITCt1 ° (E) DC POWER PLANT W/ (2) (E) DC POWER PLANT (E) CIENA W1 LIAM, BELOW (N) STRINGS OF BATTERIES (E) NOKTEL RACK (E) RB? (E) 19" RACK W/ DU5-41 TO (E) TELCO BOARD (N) BATTERY RACK W/ (5) 3206 BE REMOVED � REPLACED,. (N) STRINGS OF BATTERIES (E) 19" RACK W/ (N) 52 16 (2) RAYCAP, 51AD (N) XMU, INSTALL DUAL PAIR - (E) GENERATOR INTERFACE FIBER FROM 5216 TO RRU5-32 - o (E) 19" RACK W/ TELCO EQUIPMENT ° (E) BATTERY D15CONNECT (E) GP5 ANTENNA - - (E) BATTERY RACK TO BE REMOVED - (E) MANUAL TRANSFER SWITCH (E) PULL BOX - TN TN EX15TING EQUIPMENT PLAN NEW EQUIPMENT PLAN I /2"= i' -o" CPC CHAPTER 6 COMPLIANCE TOTAL ELECTROLYTE =28 BATTERIES X 2.08 GAL/ BATTERY = 58.24 GAL (51NCE >50 GAL OF ELECTROLYTE, CFC CHAPTER 6, SECTION 608 APPLIES) BATTERY INFORMATION (BATTERY ELECTROLYTE DATA - 12V MONOBLOCK5) �z 0 TOTAL # OF TOTAL ELECTROLYTE TOTAL ELECTROLYTE % 5ULFURIC ACID VOLUME /UNIT BATTERY MODEL BATTERY UNITS VOLUME (GAL) PER WEIGHT (LBS) PER ACID BY VOL ELECTROLYTE VOLUME /UNIT c\j INSTALLED UNIT UNIT coJ N55 180FT RED 28 2.08 GAL 23.2 LBS 34% = 0.7 GAL/ 2.08 GAL % SULFURIC TOTAL ACID WEIGHT TOTAL SULFURIC TOTAL UNIT5 X TOTAL SULFURIC TOTAL UNIT5 X ACID BY WEIGHT TOTAL ELECTROLYTE VOLUME (GAL) - SULFURIC WEIGHT. (LBS) ACID MIGHT/ UNIT WEIGHT VOLUME / UNITS w 45.3% = 10.5 LB5 / 23.2 LBS 19.6 GAL = 28 UNITS X 0.7 GAL/ UNIT 294 L13528 UNITS X5 _ - 10.5 LBS / UNIT ,. 1 ¢m �co v to > �z 0 V � p Q O (D Lo �q f a 0 c\j Lu 4-3 _ coJ o� < 0 Z ,Q z Z Q z - CD 0 a WzLL 1`V cf) U � a USW RIM N;. w W 1 ¢ >>-a co N z 0t, 9 � 9 N cn W coz a ClLo z� m V U Ci0 p Q w =� gW 1"FCO (naW ti r o a 1- ZdOZ a�� LL F 0 O QRpFESSiq� Mac C co 9 1 EX 09-30-18 s�91 C 1V It OF cps\F� OPH I R CVL00233 83 15RON50N COURT OROVILLE, CA 95965 155UE STATUS A DATE DESCRIPTION 05/18/17 CD 90% 06/ 12/17 CD 100% A 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. MCCOMB DATE: 07/19/17 SHEET TITLE: EQUIPMENT PLANS 5HEET NUMBER A-3 ,. 1 ITT if "ll i -_ r,� - _T - - - ---- -- -� — TT -- r 7T T 11 2 d U z Z:) O U -j Ln O coO d o zd QZ VJ ma z � o &� ll�� C) _ V cflE Lo a � z V W_ Q m • � 1 LL � WNW W 1 CC -:4) Ov' M mai r..+ OND /1 � W LM p y�za� IMP i6 V a L W OD n. co U W W ov a fH. � � z a r a E OW yO U - - FESS / McCO 8 1 ♦c EXP 9-30-18 �9T CIV 1� OF CMOS - OPh CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE 5TATU5 'L DATE DESCRIPTION 05/18/17 CD 90% 06/ 12/17 CD 100% A 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 07/19/17 5HEET TITLE: ANTENNA PLAN5 SHEET NUMBER A-4 i -_ r,� - _T - - - ---- -- -� — TT -- r 7T T 11 D rn 7�o O < rn 11<0��'�'o C!� o s PRECISION DESIGN rn rn = — — — rn C C y ya B� `� & INC. at&t, ZM • N smartlink n n �rn O nUl c4 a (j1 ➢ = 20 � � � � � m 00 r o ��' Phone: (530) 823-6546 www.pdnd.com 11768 Atwood Rd, Suite 20 Auburn, CA 95603 . . . . . . ..- 70^ V 0 6 p p I -D 22 O w �co 2�q CI) c°r' —moi * 1997 ANNAPOL15 EXCHANGE PARKWAY 5001 EXECUTIVE PARKWAY Z THESE PLANS ANDSPECIFICAnONS,ASINSTRUMENTSOFSERVICE,AREANDSHALLREMAINTHEPROPERTY OF PRECISION DESIGN 8 DRAFTING INC. WHETHER THE PROJECTS FOR WHICH THEY ARE MADE ARE ANNAPOLIS, MARYLAND 21401 SAN RAMON, CA 94583 ECUTED OR NOT. THESE DRAWINGS AND SPECIFICATIONS SHALL NOT BE USED BY ANY PERSON OR ENTM ON OTHER PROJECTS WITHOUT PRIOR WRITTEN CONSENT OF THE ENGINEER Copydgh=013, PRECISION DESIGN 6 DRAFTING INC. ALL RIGHTS RESERVED. rM 1 -- T low LO 0 W > U � z O LU u� LO oC � . LU ■� Q t.! co - Qo zQ zz Q cn Q �a c W = � co Lo0 ,o m LU :Q �81 W .� Q co q Z V. c �a MM O°�3 • cQ�82 M U) M...y ^ �♦ � 0 0 t R i,VT O Q LL a co ��W� a o00 N O W W N O --FESS/ C 891 Ic EX 09-30-18 C IV I OF CAl-\F� CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE 5TATU5 A DATE DE5CRIPTION 05/18/17 CD 90% 06/12/17 CD 100% A 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 07/19/17, SHEET TITLE: DETAILS SHEET NUMBER A now E E G� ENH CK E FA f1A T X U5 N Lo MFR#: 551-1 G -436-A7 - TYPE: EXHAU5T FAN PROPELLER DIA: I G CFM @ 0.000-1N 5P: 4076 0 CFM @ 0.125 -IN 5P: 3923 - 5ONE5 @ 0.000 -IN 5P: I G.6 co J MOTOR RPM: I 0 75 - 11P: 3/4 SBS -H 2 HYDROGEN GA5 DETECTOR MOTOR TYPE: DIRECT DRIVE \TTT 1M/' C) PHASE: SINGLE MAX AMBIENT TEMP: 110° F VENT FRAME COLOR: BLACK oW� M Omaf!s DIMEN51ON5: 4.7" TALL X 4.7" WIDE X 1.2" DEEP OPERATING VOLTAGE: 9-58 VDG cl'-1on) t F iso w c ¢ CL colu •y. . TOP VIEW - c� �o FAN PANEL it FESS/q� H2 5EN50R tj 2G.0" 15.0" �- �•.+.,... ,'-.,.^-.--�-��,.. _,-,r.:-.,.- i--�'1--T_--.-'. _ it - -_ ,. -'T'— _._-_ - T -T-_ -__-- _-____.--___-_ _. __-_-- ____ PERMIT# Gt-7 t►L{ BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE S�-7i-17 BY Lo W Q > V �Z O Lu C8 Q 0 CV r rrr� W z i W '< co J Q O Z z Q n a cn O �wrn w \TTT 1M/' C) E Lo U 0) IIJ z -COL =omz o(1) oW� M Omaf!s w . 0 �y ILO O !22 G6 Z vJ t F iso w c ¢ CL colu B."co ! �- SZE0 c� �o it FESS/q� P, MSC � co * 891 EXP 9-30-18 �9T CIVIL F OF CA1.1F0 OPH I R CVL00233 83 BRON50N COURT OROVILLE, CA 95965 I55UE STATUS Z� DATE DE5CRIPTION 05/18/17 CD 90% OG/ 12/17 CD 100% ® 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 07/19/17 SHEET TITLE: DETAI L5 5HEET NUMBER A.- 7 3. ALL ELECTRICAL ITEM5 SHALL BE U.L. APPROVED OR LISTED AND PROCURED PER PLAN SPECIFICATIONS. VOLTS: 120/24OV, 10, 3W - LOCATION : CELLULAR EQUIPMENT 51TE NOTE: EXISTING LOAD5 HAVE NOT BEEN FIELD VERIFIED. THEY ARE APPROXIMATE BASED ON EXISTING CB BUS AMPS: 200A _ SERVICE GROUND 4. ALL CIRCUIT BREAKER5, FU5E5, AND ELECTRICAL EQUIPMENT SHALL HAVE AN INTERRUPTION RATING NOT OB z LOAD DESCRIPTION LE55 THAN THE MAXIMUM SHORT CIRCUIT CURRENT TO WHICH THEY MAY BE 5UBJECTED WITH A MINIMUM CIRCUIT NO WIRED CONNECTION z OF 10,000 A.I.C. OR A5 REQUIRED. OA O B 5. THE ENTIRE ELECTRICAL INSTALLATION SHALL BE GROUNDED A5 REQUIRED BY ALL APPLICABLE CODES. LOAD VA TIMER SWITCH, WATERPROOF G. ELECTRICAL WIRING 5HALL BE COPPER # 12 MIN WITH TYPE XHHW, THWN, OR THHN INSULATION. Y (E) HVAC #1 7. ALL OUTDOOR EQUIPMENTSHALL HAVE NEMA 3R ENCLOSURE. 02 INDOOR LIGHT 8. ALL BURIED WIRE SHALL RUN THROUGH SCHEDULE 40 PVC CONDUIT UNLESS OTHERWISE NOTED. 2,400 GFI OUTLET, WATERPROOF 9. A GROUND WIRE 15 TO BE PULLED IN ALL CONDUITS. 03 04 10. WHERE ELECTRICAL WIRING OCCURS OUTSIDE A STRUCTURE AND HAS THE POTENTIAL FOR EXPOSURE TO SD SMOKE DETECTOR Y WEATHER, WIRING SHALL BE IN WATERTIGHT GALVANIZED RIGID STEEL OR FLEXIBLE CONDUIT. 15/1 05 NAMEPLATE: PBD- I 5C LEVEL: I OkAIC VOLTS: 120/24OV, 10, 3W - LOCATION : CELLULAR EQUIPMENT 51TE NOTE: EXISTING LOAD5 HAVE NOT BEEN FIELD VERIFIED. THEY ARE APPROXIMATE BASED ON EXISTING CB BUS AMPS: 200A MOUNTING: SHELTER WALL MAIN CB: 200A QA OB z LOAD DESCRIPTION BKR AMP/ POLE CIRCUIT NO BKR AMP/ POLE z LOAD DESCRIPTION OA O B LOAD VA LOAD VA LOAD VA LOAD VA 2,400 � o Y (E) HVAC #1 30/2 0I 02 30/2 Y (E) HVAC #2 2,400 z C.,q • �� 2,400 03 04 C) 2,400 500 ��ep Y (E) EXT. INT. LIGHTS 15/1 05 OG 20/1 (E) RECEPT. 120 irFESS/ A McC� 120 E FIRE SUPPRESSION 5Y5TEM O 30/2 07 08 20/1 83 13RON50N COURT (E) RECEPT. ISSUE STATUS 120 120 DESCRIPTION 09 10 15/1 CD 90% (E) RECEPT. 120 (E) 120/24OV, 200A, 10, 3W, I OkAIC CD 100% 1,000 A (E) 800 UMTS 40/2 11 12 15/1 (N) EXHAUST FAN H2 DETECTOR 500 1,000 13 14 30/1 - b (E) 5PARE _ APPROVED BY: B. McCOMB DATE: 07/19117 1,000 ONE LINE DIAGRAM (E) 800 UMTS 40/2 15 1 G 30/2 (E) 800 UMTS (DARKENED) b ,000 17 18 - 1,040 _ 40A 40A 40A 40A 40A l 1 (E) SHELF I RECT. 1,2 4012 19 20 30/2 (E) 5HELF 2 * RECT. 3,4 (DARKENED) 1,040 2P / IF 2 P 21 22 / IP / IF IP P 2P 2 P 2P 2 1 0 1,040 2P (E) 5HELF I RECT. 3,4 40/2 23 24 30/2 (E) 5HELF 3 * RECT. 1,2 (DARKENED) 1,040 25 2G - 1,040 _ � (E) SHELF2 RECT. i ,2 40/2 27 28 20/1 (E) CORD REEL 500 ,040 29 30 30/2 (E) 5HELF 3 RECT. 3,4 (DARKENED) - 20 (E) E I I I 40/2 31 32 - 20 33 34 30/2 (E) 5HELF 4 RET. 1,2 (DARKENED) - 120 (E) El I I 40/2 35 36 _ 120 37 38 20/1 (E) UNKNOWN - 120 (E) E 1 I i 40/2 39 40 15/2 (E) 5HELF 4 RECT. 3,4 (DARKENED) - 20 41 4 - 8,500 8,000 PHASE TOTALS PHASE TOTALS 2,640 3,520 TOTAL VA = 22,000 125% CONTINUOUS LOADS = 28,325VA TOTAL AMPS = 119 � Q NOTE: EXISTING LOAD5 HAVE NOT BEEN FIELD VERIFIED. THEY ARE APPROXIMATE BASED ON EXISTING CB �Z 0 tu SIZES. CONTACT THE ENGINEER IF THE LOAD5 DIFFER FROM THAT WHICH 15 5HOWN ON THE PLANS Q 0 (E) SERVICE ENTRANCE 4-3 U � J {NEMA -3R) CL - ao zQ Q Z ''nn V, Q m � o M E <*^ ) • O � U �Q m p � C w CL Z N W W QW o(o z C.,q • �� Zz 1200A ZCD C) 22 C).5 g ��ep V w - � Lco a HZ~ ~ 2P IoW d � o w 2 irFESS/ A McC� 9891 EX 09-30-18 �9T CIVIL REPLACE (E) 30 AMP BREAKER OPHIR CVL00233 83 13RON50N COURT OROVILLE, CA 95965 ISSUE STATUS A DATE DESCRIPTION W/ (N) 15 AMP BREAKER 05/18/17 CD 90% (E) 120/24OV, 200A, 10, 3W, I OkAIC CD 100% A 07/19/17 CD 100% PC G N - b DRAWN BY: TD/0R CHECKED BY: - T. DCARLO APPROVED BY: B. McCOMB DATE: 07/19117 � ONE LINE DIAGRAM PANEL 5ChEDULE SHEET NUMBER I b b 30A 15A 30A 1 1 _ 40A 40A 40A 40A 40A l 1 40A 40A 4OA 30A � 20A 20A 15A (15 30A 30A 30A 30A l 20A 30A 30A 20A 1 15A 2P / IF 2 P 2P P 2P 2P 2P / / 2 / 2P 2 P 2P 2P / l / IP / IF IP P 2P 2 P 2P 2 1 0 2P 2P 21' 2P / / 2P (E) GNDIT] - dLLJ cz m (E) EXT. t (E) HVAC # I INT. LIGHT (E) FIRE (E) 800 (E) 800 (E} SHELF I (E) SHELF I (E) SHELF 2 (E) E i I I (E) E I i i (E) E I I I (E) HVAC #2 (E) RECEPT. z (E) RECEPT. (E) RECEPT. (E) 800 UMT5 (E) SHELF 2 (E) 5HELF 3 (E) CORD (E) 5HELF 3 (E) 5HELF 4 (E) UNKNOWN (E) SHELF 4 SUPPRESSION UMT5 UMTS RECT. 1,2 RECT. 3,4 RECT. 1,2 (DARKENED) RECT. 3,4 RECT. 1,2 REEL RECT. 3,4 RECT. 1,2 RECT. 3,4 5Y5TEM (DARKENED) (DARKENED) (DARKENED) (DARKENED) (DARKENED) (N) EXHAUST FAN t H2 DETECTOR 51NGLE LINE DIAGRAM � Q w U �Z 0 tu Q 0 4-3 U � J CL - ao zQ Q Z ''nn V, Q m � o M E <*^ ) • O � U �Q m p � C w CL Z N W W QW o(o z C.,q • �� Zz 0� M �y � D ZCD C) 22 C).5 g ��ep V w - � Lco a HZ~ ~ IoW d � o w 2 irFESS/ A McC� 9891 EX 09-30-18 �9T CIVIL OF cA1-�F� OPHIR CVL00233 83 13RON50N COURT OROVILLE, CA 95965 ISSUE STATUS A DATE DESCRIPTION 05/18/17 CD 90% OG/ 12117 CD 100% A 07/19/17 CD 100% PC DRAWN BY: TD/0R CHECKED BY: - T. DCARLO APPROVED BY: B. McCOMB DATE: 07/19117 SHEET TITLE: ONE LINE DIAGRAM PANEL 5ChEDULE SHEET NUMBER CIO 4=J Ljr) am > �z v � LU Z: o Q cry t O oG � �t N LU � Z � Q Z OF U b - - Q O - - Z Q Q Z A d - - cn O 1� ll FJ_/y M-8 (n M- 8 F wouj cv) co w �a joy t� • U06 �> m TT lT F�..1 C U u, Nd p � w '�omZ o u I$1 C-4 $ P� 0 0U M N I i � "e -L, - OD 0 U Z� t� �� :iii � dl ZZ 2 i� TTT v w = � ��_ O. co NOT � CosaZQ 11/111 r• - CL a) � Of t O w a FESS ` cC CO 8 1 EX 09-30-18 CIV 1\- OF cm.\ 01 I IIP\ CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155UE 5TATU5 A DATE DE5CRIPTION 05/18/17 CD 90% 06/ 12/17 CD 100% ® 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. McCOMB DATE: 07/19/17 SHEET TITLE: GROUNDING PLAN5 5HEET NUMBER E — 2 ip 7 v V ,�. Q N .■� LU 00 CU Q0 Z Q zz Q r n m o � Lu LU �.J co cfl t...r o rn w z Q omzg Q � O a LL Sr Ut N(51 z CD O � N cn w jn co V1 M '0 � 0 `�z<�•e a u `Jp OC Q w L co a co �� 3 �IL . (L - U 0 K tt�� {tO FESS/q� P MSC ` 81- EX 09-30-18 cPjq j� C IV 1\- OF CAX.\ OPH I R CVL00233 83 BRON50N COURT OROVILLE, CA 95965 155U E 5TATU 5 A DATE DESCRIPTION 05/18/17 CD 90% 06/ 12/ 17 CD 100% A 07/19/17 CD 100% PC DRAWN BY: TD/OR CHECKED BY: T. DiCARLO APPROVED BY: B. MCCOMB DATE: 07/19/17 SHEET TITLE: GROUNDING DETAILS SHEET NUMBER - 850 HIGH HIGH - - - - I x x LOW HIGH - X'x x x xx xx x!x x'x xx xx xx xx x x x xx xx X'x { - - - - X,x I xx xx xx XIX.. x^x X'X XIX xx xx xx XX xx xx xx xx 700 850 HIGH HIGH I x.x ! x -x I x x 1 x,x X'x XFx X'x x x xx xPx x!x x'x xx XX x X xx x x x X* x' x X'x { x,x I X,x I x !_ R- LOW HIGH 4 - x"x xx - H16H xx xx "M xlxs xx xx xx xx xx xx Xjx xx x X X X X'X x'x xx xx x'x R- iON 14 4 LOW 4 "M XIX H16H HRH X' "M xlxs xx XMX xx xx x�x' x,x Xjx xx X'X xx X'X x'x X�x XX x'x xx xx XIX.. x^x X'X XIX xx X'X xx XX xx x�xxX'Xxxx�xxx - -J-1 xx xx ,ice - 850 HIGH HIGH x!x x±x X� XIX - LOWHIGH X' - x=x x`x x''+x xx xx ty XX i X;X 6 x.X xIx xx xx x"x XFx XIX x x xx xx xx x -x x'x XX xx X x xx x�'x, xx X,x xx xx xx y W z 4a (moo Oma• ) z . p x;x X`x C> F.1 Ln 0 700 850 HIGH HIGH x!x x±x X� XIX Xix X:x X' X* x=x x`x x''+x x,x X .X ty XX i X;X 6 x.X xIx 9 x x P x.x , x"x XFx XIX x x X�x - LOW HIGH L- LOW x x x'x + "KM xx xx "M XIX' 5x -x xx x x x x X. 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OF CAO OPH I R CVL00233 83 BRON50N COURT OROVILLE, CA 95965 ISSUE STATUS D DATE DESCRIPTION 05/18/17 CD 90% 06/ 12117 CD 100% ® 07/19/17 CD 100% PC DRAWN BY: TD/0R CHECKED BY:. T. DiCARLO APPROVED BY: B. McCOMB DATE: 07/19/17 SHEET TITLE: PLUMBING DIAGRAM SHEET NUMBER a r it { i t , r it { i