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HomeMy WebLinkAboutB15-2413 000-000-000PFPMIT #_ pIaTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE- C. MPLIANCiE DATE BY__p Date: September 15, 2015����";'� ° COLMA"M Talissa Huntsman Jacobs Engineering Group. Inc. Crown Castle 5449 Bells Ferry Rd 5350 North 48th Street Suite 305 Acworth, Ga 30102 Chandler, AZ 85226 770-701-2500 Subject: Structural Analysis Report Carrier Designation: T -Mobile Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Amber Puckett, Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: SC06533A Chico/Oroville Chic 827207 SA533 Chico/Oroville Chic 346406 1118099 309868 Rev. 0 Jacobs Engineering Group, Inc. Project Number: 1118099 OROVILLE CHICO HWY, Durham, Butte County, CA Latitude 390 40'26.18", Longitude -121* 46'54.71 " 135 Foot - Self Support Tower 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 824890, in accordance with application 309868, revision 0. 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: LCS: Existing + Proposed Equipment Note: See Table I and Table II for the proposed and existing loading, respectively. Sufficient Capacity This analysis has been performed in accordance with the 2013 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. 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: Joshua Yacoby, EIT Tower Structural Engineer tnxTower Report - version 6.1.4.1 Reviewed by: Q q ti y C 75100 Z Deep Shah, MS, PE, SE Senior Structural Engineer CIV11. r F AI ,fe GA� 135 Ft Self Support Tower Structural Analysis Project Number 1118099, Application 309868, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 6.1.4.1 September 15, 2015 CCI BU No 827207 Page 2 135 Ft Self Support Tower Structural Analysis Project Number 1118099, Application 309868, Revision 0 1) INTRODUCTION September 15, 2015 CC/ BU No 827207 Page 3 This tower is a 135 ft Self Support tower designed by LEBLANC BROADCAST INC. in August of 1998. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural 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, and an exposure category C. Table 1 - Proposed Antenna and Cable Information Table 2 — Existina Antenna and Cable Information Mounting Center Number Antenna Number Feed Mounting Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Size (in) Lines Size (in) (ft) j 3 andrew ETW190VS12UB 135 6 Decibel i - 3 commscope TMAT1921 B78-21 A 3 decibel DB961 DD90E-M w/ 3 andrew ETW190VS12UB Mount Pipe 135.0 135.0 1 tower mounts Side Arm M3] nt [SO 101- 3 andrew TMBXX-6516-R2M w! Mount Pipe 3 rfs/celwave APXVF13-C-A20 w/ 1 andrew VHP2-180A ' Mount Pipe 13/32 2 1 tower mounts Pipe Mount [PM 601-1] 1 andrew VHLP2-18 120.0 120.0 1 1 /2 - 1 ceragon FIBEAIR IP -10 Table 2 — Existina Antenna and Cable Information Mounting Center Line Number Antenna Number Feed Mounting Level (ft) Elevation Of Manufacturer Antenna Model of Feed Line Note Antennas (ft) Antennas Size (in) Lines Size (in) { 137.0 j 3 andrew ETW190VS12UB 135 6 Decibel j DB961 DD90E w/ Mount - - 2 120 3 decibel DB961 DD90E-M w/ 135.0 1/2 Mount Pipe 135.0 1 tower mounts Side Arm M3] nt [SO 101- 12 1 andrew VHP2-180A ' 1 13/32 2 1 tower mounts Pipe Mount [PM 601-1] 120.0 120.0 1 tower mounts Pipe Mount [PM 601-1] - - 1 Notes: 1) Existing Equipment 2) Equipment To Be Removed; Not Considered In This Analysis Table 3 - Design Antenna and Cable Information tnxTower Report - version 6.1.4.1 Center NumberNumber Feed Mounting Line of Antenna ` Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Size (in) eft) .Lines k 135 135 6 Decibel j DB961 DD90E w/ Mount 24 J 7/8 i 120 120 2 I Generic 2' STD Dish 2 1/2 tnxTower Report - version 6.1.4.1 135 Ft Self Support Tower Structural Analysis Project Number 1118099, Application 309868, Revision 0 3) ANALYSIS PROCEDURE Table 4 - Documents Provided September 15, 2015 CCI BU No 827207 Page 4 Document Remarks Reference ' Source 4 -GEOTECHNICAL REPORTS BM198S-290 j 3578904 CCISITES -TOWER FOUNDATION LeBlanc SA -533-03 3578903 CCISITES DRAWINGS/DESIGN/SPECS j4 1 -5.16 49.29 I 4 -TOWER MANUFACTURER LeBlanc SA -533-03 3578905 CCISITES DRAWINGS 2" solid 26 -18.83 3.1) Analysis Method tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The capacities of the weld connections between the gussets and the leg splices and between the legs and flange plates are outside of the scope of this report due to the lack of information provided. 5) Base plate information was not provided at the time of analysis and therefore was not analyzed. 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 Table 5 - Section Capacity (Summarvl Section No. Elevation (ft) Component Type Size `Element Critical P (K) SF*P_allow < (K) % Capacity Pass /Fail TI j 135-120 Leg 2" solid 1 -5.16 49.29 I 10.5 , Pass T2 120-100 Leg 2" solid 26 -18.83 49.29 38.2 Pass T3 100-80 Leg 2 1/4" solid 53 -38.79 77.87 49.8 Pass T4 80-60 Leg 2 1/2" solid 80 -52.26 112.36 46.5 Pass j T5 60-40 Leg 2 3/4" solid 110 -63.95 152.88 41.8 Pass j T6 40-20 Leg 2 3/4" solid 137 -75.89 152.88 49.6 Pass T7 20-0 Leg 3" solid 164 -86.51 191.74 45.1 Pass T1 135-120 Diagonal L 2 x 2 x 1/4 9 -1.08 14.80 7.3 11.5 (b) Pass T2 j T3 120-100 100-80 Diagonal Diagonal L 2 x 2 x 1/4 L 2 x 2 x 1/4 30 57 -1.85 -2.55 14.80 14.86 12.5 1 20.1 (b) 17.1 27.4 (b) Pass Pass 9 T4 80-60 Diagonal L 2 x 2 x 1/4 87 1.46 10.69 � 13.7 16.1 (b) Pass tnxTower Report - version 6.1.4.1 135 Ft Self Support Tower Structural Analysis Project Number 1118099, Application 309868, Revision 0 September 15, 2015 CCI BU No 827207 Page 5 Section No Elevation (ft) Component Type Size critical Element P (IO SF*P allow_ (IQ % Capacity Pass/Fail T5 60-40 , Diagonal L 2 x 2 x 1/4 114 -1.70 # 7.68 22.2 Pass T6 40-20 Diagonal L2 1/2x2 1/2x1/4 141 -2.00 11.39 17.6 19.1 (b) Pass j T7 20-0 Diagonal L 3 x 3 x 1/4 168 -2.70 10.88 24.8 Pass T7 20-0 Secondary Horizontal L 2.5 x 2.5 x 1/4 172 -1.51 10.34 14.6 Pass T1 135-120 Top Girt L 3 x 3 x 1/4 5 -0.22 22.05 2.2 Pass T4 80-60 Top Girt L 3 x 3 x 1/4 84 -0.22 22.11 2.2 Pass Summary Leg (T3) 1 49.8 Pass Diagonal (T3) 27.4 Pass Secondary Horizontal (T7) 14.6Pass Top T Girt 2.2 Pass Bolt Checks 28.7 Pass RATING = 49.8 Pass Table 6 - Tower Component Stresses vs. Caaacity - LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 14.3 Pass 1 Base Foundation 0 7.5 Pass 1 Base Foundation Soil Interaction 0 40.8 Pass Structure Rating (max from all components) = 49.8% 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 cavy the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 6.1.4.1 135 Ft Self Support Tower Structural Analysis Project Number 1118099, Application 309868, Revision 0 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.1.4.1 September 15, 2015 CCI BCl No 827207 Page 6 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 It 20.0 ft 0.0 it DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION S ide Ann Mount [SD 101-3] e APXVFI3-C-A20 w/ Mount Pipe m ETW190VS12UB 135 ETW190VS12UB v .o TMBXX-6516.R2M w/ Mount Pipe 135 TMBXX-6516-R2M w/ Mount Pipe an J TMAT1921B78-21A APXVFI3-C-A20 w/ Mount Pipe 135 135 TMAT1921B78-21A APxM3-C-A20 w/ Mount Pipe 135 135 ETW190V$12UB Nb N Pipe Mount [PM 601-11 120 TMBXX:W6-R2M w/ Mount Pipe 1135 FIBEAIR IP -10 120 TMAT1921B78-21A 1135 1 VHLP2-18 1120 s w d i e N p.' N K N N J Z N v c fe Q m C 'v w N K N � � � � c N J 2 & S v r N u� 0 N C X N J lV J m 0 O O L v 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 It 20.0 ft 0.0 it DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION S ide Ann Mount [SD 101-3] 135 APXVFI3-C-A20 w/ Mount Pipe 135 ETW190VS12UB 135 ETW190VS12UB 135 TMBXX-6516.R2M w/ Mount Pipe 135 TMBXX-6516-R2M w/ Mount Pipe 135 TMAT1921B78-21A APXVFI3-C-A20 w/ Mount Pipe 135 135 TMAT1921B78-21A APxM3-C-A20 w/ Mount Pipe 135 135 ETW190V$12UB 135 Pipe Mount [PM 601-11 120 TMBXX:W6-R2M w/ Mount Pipe 1135 FIBEAIR IP -10 120 TMAT1921B78-21A 1135 1 VHLP2-18 1120 MATERIAL STRENGTH GRADE Fy Fu I GRADE I Fy Fu A572-50 50 ksi I A36 136 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 85.00 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60.00 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 49.8% N ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE. DOWN: 89 K SHEAR: 8 K UPLIFT. -71 K SHEAR: 7 K AXIAL 20 K SHEA1� MOMENT 13 K 999 kip -ft TORQUE 3 kip -ft REACTIONS - 85.00 mph WIND Jacobs Engineering Group, Inc. ACOBS 5449 Bells Ferry Road Acworth, GA 30102 Phone: (770) 701-2500 FAX: 770 701-2501 °b:135' - SST - SA533 Chico/Oroville Chk PnDied`BU827207W01118099 client` Crown Castle °rain°y YacobyJ AWd: _ Cade TIA-222-G Date: 09/15/15 score: NTS Path: Dwg No. E-1 tnxTower Job 135'- SST - SA533 Chico/Oroville Chic Page1 of 23 Jacobs Engineering Group, Inc. Project BU827207 W01118099 Date 17:12:30 09/15/15 5449 Bells Ferry Road Ignore Redundant Members in FEA J Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle YacobyJ FAX.- (770) 701-2501 J Include Angle Block Shear Check Tower Input Data The main tower is a 3x free standing tower with an overall height of 135.00 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 6.25 ft at the top and 13.94 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Butte County, California. Basic wind speed of 85.00 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60.00 mph. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. 4 Consider Moments - Legs J Consider Moments - Horizontals J Consider Moments - Diagonals J Use Moment Magnification J 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) Add IBC .6D+W Combination Options Distribute Leg Loads As Uniform Assume Legs Pinned J Assume Rigid Index Plate J Use Clear Spans For Wind Area 4 Use Clear Spans For KIJr Retension Guys To Initial Tension 4 Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA J SR Leg Bolts Resist Compression 4 All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feedline Torque J Include Angle Block Shear Check Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets MxTower Job Page Pa g 1 135'- SST - SA533 Chico/Oroville Chic 2 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01118099 17:12:30 09/15/15 6.25 by Acworth, GA 30102Designed Phone: (770) 701-2500 rie7 Crown Castle YacobyJ FAX.- (770) 701-2501 20.00 T5 Wind 180 Leg A Wind 90 w' Q � Leg C Z Leg B Face C Wind Normal Trianaular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections Tl 135.00-120.00 6.25 1 15.00 T2 120.00-100.00 6.25 1 20.00 T3 100.00-80.00 6.25 1 20.00 T4 80.00-60.00 6.25 1 20.00 T5 60.0040.00 8.17 1 20.00 T6 40.00-20.00 10.10 1 20.00 T7 20.00-0.00 12.02 1 20.00 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in Tl 135.00-120.00 5.00 X Brace No No 0.00 0.00 T2 120.00-100.00 5.00 X Brace No No 0.00 0.00 T3 100.00-80.00 5.00 X Brace No No 0.00 0.00 T4 80.00-60.00 5.00 X Brace No No 0.00 0.00 T5 60.00-40.00 5.00 X Brace No No 0.00 0.00 T6 40.00-20.00 5.00 X Brace No No 0.00 0.00 T7 20.00-0.00 10.00 X Brace No Yes 0.00 0.00 WxTower JobPage 135'- SST - SA533 Chico/Oroville Chic 3 of 23 Jacobs Engineering Group, Inc. 5449 Bells Ferry Road Project BU827207 WO1118099 Date 17:12:30 09/15/15 Acworth, GA 30102 Phone: (770) 701-2500 FAX- (770) 701-2501 Client Crown Castle 1 Designed by 1 YacobyJ Tower SectionGeometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft Tl 135.00-120.00 Single Angle L 3 x 3 x 1/4 Tl 135.00-120.00 Solid Round 2" solid A572-50 Single Angle L 2 x 2 x 1/4 A36 (36 ksi) T4 80.00-60.00 (50 ksi) L 3 x 3 x 1/4 A36 (36 ksi) T2 120.00-100.00 Solid Round 2" solid A572-50 Single Angle L 2 x 2 x 1/4 A36 (50 ksi) (36 ksi) T3 100.00-80.00 Solid Round 2 1/4" solid A572-50 Single Angle L 2 x 2 x 1/4 A36 (50 ksi) (36 ksi) T4 80.00-60.00 Solid Round 2 1/2" solid A572-50 Single Angle L 2 x 2 x 1/4 A36 (50 ksi) (36 ksi) T5 60.00-40.00 Solid Round 2 3/4" solid A572-50 Single Angle L 2 x 2 x 1/4 A36 (50 ksi) (36 ksi) T6 40.00-20.00 Solid Round 2 3/4" solid A572-50 Single Angle L2 1/2x2 1/2x1/4 A36 (50 ksi) (36 ksi) T7 20.00-0.00 Solid Round 3" solid A572-50 Single Angle L 3 x 3 x 1/4 A36 (50 ksi) (36 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade f Tl 135.00-120.00 Single Angle L 3 x 3 x 1/4 A36 Single Angle A36 (36 ksi) (36 ksi) T4 80.00-60.00 Single Angle L 3 x 3 x 1/4 A36 Single Angle A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade T7 20.00-0.00 Single Angle L 2.5 x 2.5 x 1/4 A36 Single Angle A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ftz in in in MxTower Job Page Gusset Grade Adjust. Factor 135'- SST - SA533 Chico/Oroville Chic 4 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01 118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crowd Castle YacobyJ FAX.- (770) 701-2501 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt .t (per face) Ar Spacing Spacing Net Width U Tower Calc Calc Legs X K Diagonals Horizontals it J?s in Elevation K K in in TI 0.00 0.00 A36 1 1 1.1 36.00 36.00 135.00-120.00 Diags in (36 ksi) Tl 0.00 1 0.00 0.75 0.00 0.75 Angles T2 0.00 0.00 A36 1 1 1.1 36.00 36.00 120.00-100.00 1 (36 ksi) Y Y Y Y Y T3 0.00 0.00 A36 1 1 1.1 36.00 36.00 100.00-80.00 1 1 (36 ksi) 135.00-120.00 1 T4 80.00-60.00 0.00 0.00 A36 1 1 1.1 36.00 36.00 1 1 1 (36 ksi) 1 1 1 1 120.00-100.00 T5 60.00-40.00 0.00 0.00 A36 1 1 1.1 36.00 36.00 1 T3 Yes (36 ksi) I 1 1 1 I T6 40.00-20.00 0.00 0.00 A36 1 1 1.1 36.00 36.00 1 1 1 (36 ksi) 1 T4 Yes No 1 T7 20.00-0.00 0.00 0.00 A36 1 1 1.1 36.00 36.00 I (36 ksi) 1 1 1 1 I Note: Kfactors are applied to member segment lengths. K -braces without inner supporting members will have the K factor in the out -of -plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Tower Section Geometry cont'd Mid Girt Long Horizontal Short Horizontal Elevation .t K Factors Net Width U Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Deduct Deduct Horiz. Brace Single Solid Diags Diags in I in Tl 0.00 1 0.00 0.75 0.00 0.75 Angles Rounds 1.00 0.75 X X X X X X X Jt 1 Y Y Y Y Y Y Y TI Yes No 1 1 I I 1 1 1 1 135.00-120.00 1 1 1 1 1 1 1 T2 Yes No 1 1 1 I 1 1 1 1 120.00-100.00 1 1 1 1 1 1 1 T3 Yes No I 1 1 1 I 1 1 1 100.00-80.00 1 1 1 1 1 1 1 T4 Yes No 1 I 1 1 1 1 1 1 80.00-60.00 I 1 1 1 1 1 I T5 Yes No 1 I I 1 1 1 1 1 60.00-40.00 I 1 1 1 1 1 1 T6 Yes No 1 1 I 1 1 1 1 1 40.00-20.00 1 1 1 1 1 1 I T7 20.00-0.00 No No I 1 1 1 I 1 0.5 1 1 1 1 1 1 0.5 1 Note: Kfactors are applied to member segment lengths. K -braces without inner supporting members will have the K factor in the out -of -plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation .t Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct M in in I in Tl 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 1.00 0.75 0.00 0.75 135.00-120.00 1 1 1 MxTower Job Page Diagonal 135'- SST - SA533 Chico/Oroville Chic 5 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01118099 17:12:30 09/15/15 Net Width Designed by Acworth, GA 30102Client Phone: (770) 701-2500 Crown Castle YacobyJ FAX: (770) 701-2501 U Net Tower Elevation ft Leg Leg Bolt Size Diagonal Top Gin Bottom Girt Mid Girt Long Horizontal Short Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Leg Deduct Deduct in Deduct Width in Width Flange Width 4 Width 1 0.63 in 0.63 in 0.63 in 0.63 Deduct 0.63 Deduct 135.00-120.00 Deduct A325N Deduct A325N A325N 0.25 A325N A325N in in in Flange in 4 T2 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 1.00 0.75 0.00 0.75 120.00-100.00 A325N A325N A325N A325N A325N A325N T3 Flange T3 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 1.00 0.75 0.00 0.75 100.00-80.00 A325N 0.38 A325N 0.22 A325N A325N A325N A325N A325N T4 80.00-60.00 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T5 60.00 40. 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T6 40.00-20.00 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T7 20.00-0.00 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 Tower Section Geometry cont'd 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 in Spacing in in Leg in in in in in in Tl Flange 1.00 4 0.63 1 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 135.00-120.00 A325N A325N A325N 0.25 A325N A325N A325N A325N T2 Flange 1.00 4 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 0.63 0 120.00-100.00 1.04 A325N A325N A325N A325N A325N A325N A325N T3 Flange 1.00 4 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 0.63 0 100.00-80.00 1 A325N 0.38 A325N 0.22 A325N A325N A325N A325N A325N T4 80.00-60.00 Flange 1.00 4 0.63 1 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 A325N A325N A325N 1.50 A325N A325N B A325N Ar (CaAa) A325N 0.00 T5 60.0040.00 Flange 1.00 4 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 0.63 0 A325N A325N A325N A325N A325N A325N A325N T6 40.00-20.00 Flange 1.00 4 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 0.63 0 A325N A325N A325N A325N A325N A325N A325N T7 20.00-0.00 Flange 1.00 6 0.75 1 0.63 0 0.63 0 0.63 0 0.63 0 0.75 1 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in pr 1/4" x 2" A No Af (CaAa) 135.00 - 0.00 -6.00 -0.4 2 2 12.00 0.25 4.00 Climb Ladder 0.25 Rail 5/8" ladder A No Ar (CaAa) 135.00 - 0.00 -6.00 -0.39 1 1 0.63 0.63 1.04 rung (12" long 12" oc) Safety Line A No Ar (CaAa) 135.00 - 0.00 -6.00 -0.38 1 1 0.38 0.38 0.22 3/8 1.5" flat Cable B No Af (CaAa) 135.00 - 0.00 0.00 0 2 2 24.00 1.50 1.80 Ladder Rail 1.50 LDF5-50A(7/ B No Ar (CaAa) 135.00 - 0.00 0.00 -0.03 12 4 1.00 1.09 0.33 8") MxTower Job Page Lateral 135'- SST - SA533 Chico/Oroville Chic 6 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle 1 1 YacobyJ FAX.- (770) 701-2501 rr LDF4-50A(1/ B No Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in Ar :►s in rt T1 rr LDF4-50A(1/ B No At (CaAa) 120.00 - 0.00 0.00 0.03 1 1 0.63 0.63 0.15 2") A 0.000 0.000 2.750 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Arc AF C,AA CAAA Weight Section Elevation Ice Ice In Face Out Face in in rt T1 rr r� r� rt= K T1 135.00-120.00 A 0.000 0.000 2.750 0.000 0.14 2.36 -1.55 B 0.000 0.000 27.120 0.000 0.11 2.94 -1.90 C 0.000 0.000 0.000 0.000 0.00 T2 120.00-100.00 A 0.000 0.000 3.667 0.000 0.19 3.55 -2.43 B 0.000 0.000 37.420 0.000 0.15 C 0.000 0.000 0.000 0.000 0.00 T3 100.00-80.00 A 0.000 0.000 3.667 0.000 0.19 B 0.000 0.000 37.420 0.000 0.15 C 0.000 0.000 0.000 0.000 0.00 T4 80.00-60.00 A 0.000 0.000 3.667 0.000 0.19 B 0.000 0.000 37.420 0.000 0.15 C 0.000 0.000 0.000 0.000 0.00 T5 60.00-40.00 A 0.000 0.000 3.667 0.000 0.19 B 0.000 0.000 37.420 0.000 0.15 C 0.000 0.000 0.000 0.000 0.00 T6 40.00-20.00 A 0.000 0.000 3.667 0.000 0.19 B 0.000 0.000 37.420 0.000 0.15 C 0.000 0.000 0.000 0.000 0.00 T7 20.00-0.00 A 0.000 0.000 3.667 0.000 0.19 B 0.000 0.000 37.420 0.000 0.15 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice jt in in in in T1 135.00-120.00 2.21 -1.48 2.62 -1.71 T2 120.00-100.00 2.40 -1.57 2.82 -1.80 T3 100.00-80.00 2.36 -1.55 2.77 -1.77 T4 80.00-60.00 2.50 -1.65 2.94 -1.90 T5 60.00-40.00 3.00 -2.02 3.52 -2.32 T6 40.00-20.00 3.19 -2.17 3.75 -2.49 T7 20.00-0.00 3.55 -2.43 4.18 -2.80 Shielding Factor Ka Tower I Feed Line I Description I Feed Line K I Ka �] Section Record No. Segment Elev. I No Ice Ice WxT ower Job Page Pa g Feed Line Segment Elev. 135'- SST - SA533 Chico/Oroville Chic 7 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01 118099 17:12:30 09/15/15 Ciient Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle 1 YacobyJ FAX.- (770) 701-2501 2 5/8" ladder rung (12" long Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K Ice TI 1 1/4" x 2" Climb Ladder Rail 120.00- 0.6000 0.6000 135.00 Tl 2 5/8" ladder rung (12" long 120.00- 0.6000 0.6000 12" oc) 135.00 Tl 3 Safety Line 3/8 120.00- 0.6000 0.6000 135.00 Tl 4 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 135.00 Tl 5 LDF5-50A(7/8") 120.00- 0.6000 0.6000 135.00 T2 1 1/4" x 2" Climb Ladder Rail 100.00- 0.6000 0.6000 120.00 T2 2 5/8" ladder rung (12" long 100.00- 0.6000 0.6000 12" oc) 120.00 T2 3 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T2 4 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T2 5 LDF5-50A(7/8") 100.00- 0.6000 0.6000 120.00 T2 8 LDF4-50A(1/2") 100.00- 1.0000 1.0000 120.00 T3 1 1/4" x 2" Climb Ladder Rail 80.00 -100.00 0.6000 0.6000 T3 2 5/8" ladder rung (12" long 80.00 - 100.00 0.6000 0.6000 12" oc) T3 3 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T3 4 1.5" flat Cable Ladder Rail 80.00 - 100.00 0.6000 0.6000 T3 5 LDF5-50A(718") 80.00 -100.00 0.6000 0.6000 T3 8 LDF4-50A(1/2") 80.00 - 100.00 1.0000 1.0000 T4 1 1/4" x 2" Climb Ladder Rail 60.00 - 80.00 0.6000 0.6000 T4 2 5/8" ladder rung (12" long 60.00 - 80.00 0.6000 0.6000 12" oc) T4 3 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T4 4 1.5" flat Cable Ladder Rail 60.00 - 80.00 0.6000 0.6000 T4 5 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T4 8 LDF4-50A(1/2") 60.00-80.00 1.0000 1.0000 T5 l 1/4" x 2" Climb Ladder Rail 40.00 - 60.00 0.6000 0.6000 T5 2 5/8" ladder rung (12" long 40.00 - 60.00 0.6000 0.6000 12" oc) T5 3 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T5 4 1.5" flat Cable Ladder Rail 40.00 - 60.00 0.6000 0.6000 T5 5 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T5 8 LDF4-50A(1/2") 40.00 - 60.00 1.0000 1.0000 T6 1 1/4" x 2" Climb Ladder Rail 20.00 - 40.00 0.6000 0.6000 T6 2 5/8" ladder rung (12" long 20.00 - 40.00 0.6000 0.6000 12" oc) T6 3 Safety Line 3/8 20.00 -40.00 0.6000 0.6000 T6 4 1.5" flat Cable Ladder Rail 20.00 - 40.00 0.6000 0.6000 T6 5 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 T6 8 LDF4-50A(1/2") 20.00-40.00 1.0000 1.0000 T7 1 1/4" x 2" Climb Ladder Rail 0.00-20.00 0.6000 0.6000 T7 2 5/8" ladder rung (12" long 0.00-20.00 0.6000 0.6000 12" oc) T7 3 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T7 4 1.5" flat Cable Ladder Rail 0.00-20.00 0.6000 0.6000 T7 5 LDF5-50A(7/8") 0.00-20.00 0.6000 0.6000 T7 8 LD174-501(1/2") 0.00-20.00 1.0000 1.0000 l`nxT'ower Job Page8 CAA 135'- SST - SA533 Chico/Oroville Chic of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01118099 17:12:30 09/15/15 From Leg by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle [clientDesigned YaCObyJ FAX.- (770) 701-2501 0.01 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAA CAAA Weight or Type Hon Adjustment Front Side Leg Lateral From Leg 4.00 0.000 135.00 Vert 0.66 0.37 0.01 ft 0 ft f? ft, K ft ft 2.00 Side Ann Mount [SO 101-3] C None k#k 0.000 135.00 No Ice 7.50 7.50 0.25 Pipe Mount [PM 601-1] A From Face 0.50 0.000 120.00 No Ice 3.00 0.90 0.07 0.00 0.00 FIBEAIR IP -10 A From Face 1.00 0.000 120.00 No Ice 0.28 0.12 0.01 0.00 0.00 ##k ETW190VS12UB A From Leg 4.00 0.000 135.00 No ice 0.66 0.37 0.01 0.00 2.00 TMBXX-6516-R2M w/ A From Leg 4.00 0.000 135.00 No Ice 6.18 4.53 0.05 Mount Pipe 0.00 0.00 TMAT1921B78-21A A From Leg 4.00 0.000 135.00 No Ice 0.76 0.35 0.02 0.00 0.00 APXVFI3-C-A20 w/ Mount A From Leg 4.00 0.000 135.00 No Ice 7.81 4.97 0.05 Pipe 0.00 0.00 ETW190VS12UB B From Leg 4.00 0.000 135.00 No Ice 0.66 0.37 0.01 0.00 2.00 TMBXX-6516-R2M w/ B From Leg 4.00 0.000 135.00 No Ice 6.18 4.53 0.05 Mount Pipe 0.00 0.00 TMAT1921B78-21A B From Leg 4.00 0.000 135.00 No Ice 0.76 0.35 0.02 0.00 0.00 APXVFI3-C-A20 w/ Mount B From Leg 4.00 0.000 135.00 No Ice 7.81 4.97 0.05 Pipe 0.00 0.00 ETW190VS12UB C From Leg 4.00 0.000 135.00 No Ice 0.66 0.37 0.01 0.00 2.00 TMBXX-6516-R2M w/ C From Leg 4.00 0.000 135.00 No Ice 6.18 4.53 0.05 Mount Pipe 0.00 0.00 TMAT19211178-21A C From Leg 4.00 0.000 135.00 No Ice 0.76 0.35 0.02 0.00 0.00 APXVFI3-C-A20 w/ Mount C From Leg 4.00 0.000 135.00 No Ice 7.81 4.97 0.05 Pipe 0.00 0.00 Dishes WxTvwer JobPage 135'- SST - SA533 Chico/Oroville Chic 9 of 23 Jacobs Engineering Group, Inc. 5449 Bells Ferry Road Project BU827207 W01118099 Date 17:12:30 09/15/15 Acworth, GA 30102 Phone: (770) 701-2500 FAX: (770) 701-2501 Client Crown Castle Designed by YacobyJ Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Hon Adjustment Beam Diameter Area Leg Lateral Width Vert ft 0 0 hft, K VHLP2-18 A Paraboloid w/o From 1.00 0.000 120.00 2.17 No Ice 3.72 0.03 Radome Face 0.00 0.00 Load Combinations wmu. 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 12 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+l .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 I Maximum Member 'Forces ' cievaaoa t-omponent Condition Gov. Axial Major Axis Minor Axis No. Type Load Moment Moment Comb K kip kip ft T1 135-120 Leg Max Tension 15 3.72 -0.00 -0.01 WxTower Job 135'- SST - SA533 Chico/Oroville Chic Page 10 of 23 Jacobs Engineering Group, Inc. Project BU827207 W01 118099 Date 17:12:30 09/15/15 5449 Bells Ferry Road No. f? Type Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle YaCObyJ FAX.- (770) 701-2501 Comb. Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. f? Type Load Moment Moment Comb. K kipfi kip ft Max. Compression 18 -5.16 0.02 -0.01 Max. Mx 11 0.75 -0.02 -0.01 Max. My 2 -0.07 -0.00 0.02 Max. Vy 8 -0.46 0.00 0.00 Max. Vx 3 0.46 0.00 0.00 Diagonal Max Tension 24 1.05 0.00 0.00 Max. Compression 12 -1.08 0.00 0.00 Max. Mx 10 0.82 0.01 0.00 Max. My 10 -0.97 0.00 0.00 Max. Vy 10 -0.01 0.01 0.00 Max. Vx 10 -0.00 0.00 0.00 Top Girt Max Tension 3 0.21 0.00 0.00 Max. Compression 6 -0.22 0.00 0.00 Max. Mx 2 -0.12 -0.03 0.00 Max. Vy 2 0.02 0.00 0.00 T2 120-100 Leg Max Tension 23 15.38 0.01 0.01 Max. Compression 10 -18.83 -0.03 -0.02 Max. Mx 9 -0.73 -0.04 -0.00 Max. My 2 5.50 -0.01 0.03 Max. Vy 6 -0.09 -0.01 0.01 Max. Vx 14 -0.07 0.01 -0.01 Diagonal Max Tension 12 1.83 0.00 0.00 Max. Compression 12 -1.85 0.00 0.00 Max. Mx 10 1.50 0.02 0.00 Max. My 13 1.64 0.01 0.00 Max. Vy 10 -0.01 0.02 0.00 Max. Vx 13 0.00 0.00 0.00 T3 100-80 Leg Max Tension 23 32.53 0.01 0.01 Max. Compression 10 -38.79 -0.07 -0.04 Max. Mx 9 -0.80 -0.08 -0.00 Max. My 2 -37.85 0.00 0.08 Max. Vy 9 0.04 -0.08 -0.00 Max. Vx 2 403 -0.03 0.07 Diagonal Max Tension 12 2.50 0.00 0.00 Max. Compression 12 -2.55 0.00 0.00 Max. Mx 10 1.98 0.02 0.00 Max. My 20 2.27 0.02 -0.00 Max. Vy 10 -0.01 0.02 0.00 Max. Vx 20 -0.00 0.00 0.00 T4 80-60 Leg Max Tension 23 43.21 -0.03 -0.00 Max. Compression 10 -52.26 0.06 0.00 Max. Mx 10 -43.13 0.08 0.00 Max. My 9 -1.05 -0.01 0.10 Max. Vy 11 0.03 0.08 0.00 Max. Vx 9 -0.04 -0.01 0.10 Diagonal Max Tension 12 1.47 0.00 0.00 Max. Compression 12 -1.46 0.00 0.00 Max. Mx 10 1.15 0.02 0.00 Max. My 12 -1.30 -0.00 0.00 Max. Vy 10 -0.01 0.02 0.00 Max. Vx 12 -0.00 0.00 0.00 Top Girt Max Tension 11 0.17 0.00 0.00 Max. Compression 22 -0.22 0.00 0.00 Max. Mx 2 -0.13 -0.03 0.00 Max. My 2 0.15 0.00 0.00 Max. Vy 2 0.02 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T5 60-40 Leg Max Tension 23 52.11 -0.05 -0.00 Max. Compression 10 -63.95 0.06 0.00 Max. Mx 10 -63.95 0.06 0.00 Max. My 9 -1.62 -0.01 0.06 inxTower Job Page Pa g Condition 135'- SST - SA533 Chico/Oroville Chic 11 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01 118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle 1 1 YacobyJ FAX. (770) 701-2501 0.00 Comb. Section .Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type 2 Load 0.00 Moment Moment 2 -0.04 0.00 0.00 Comb. K kip ft kip ft 0.00 Min. Vert 7 Max. Vy 6 0.02 -0.05 -0.00 7 -69.85 -5.89 Max. Vx 11 -0.03 -0.03 0.06 7.25 4.21 Diagonal Max Tension 12 1.69 0.00 0.00 Max. H. 23 Max. Compression 12 -1.70 0.00 0.00 23 -70.61 5.87 Max. Mx 10 1.36 0.02 0.00 5.87 3.51 Max. My 10 -1.59 0.01 0.00 Min. H. 10 Max. Vy 22 0.01 0.02 -0.00 Max. Vx 10 -0.00 0.00 0.00 T6 40-20 Leg Max Tension 23 60.90 -0.05 -0.00 Max. Compression 10 -75.89 0.02 0.01 Max. Mx 10 -66.76 0.06 0.00 Max. My 8 -4.20 -0.01 0.09 Max. Vy 6 -0.02 -0.05 -0.00 Max. Vx 10 -0.03 -0.02 0.09 Diagonal Max Tension 12 1.99 0.00 0.00 Max. Compression 12 -2.00 0.00 0.00 Max. Mx 10 1.64 0.04 0.00 Max. My 12 -1.84 0.01 0.00 Max. Vy 22 0.02 0.04 -0.00 Max. Vx 12 -0.00 0.00 0.00 T7 20-0 Leg Max Tension 23 68.55 0.02 -0.01 Max. Compression 10 -86.51 0.00 -0.00 Max. Mx 10 -80.28 0.16 -0.01 Max. My 9 -3.48 -0.03 0.33 Max. Vy 10 0.06 0.16 -0.01 Max. Vx 8 0.11 -0.03 0.33 Diagonal Max Tension 12 2.58 0.00 0.00 Max. Compression 10 -2.70 0.00 0.00 Max. Mx 10 2.02 0.08 0.01 Max. My 20 2.23 0.07 -0.01 Max. Vy 10 -0.03 0.08 0.01 Max. Vx 12 -0.00 0.00 0.00 Secondary Max Tension 10 1.51 0.00 0.00 Horizontal Max. Compression 10 -1.51 0.00 0.00 Max. Mx 2 1.48 -0.12 0.00 Max. My 2 0.02 0.00 0.00 Max. Vy 2 -0.04 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 88.42 7.25 4.21 Max. H. 18 88.42 7.25 4.21 Max. Hz 7 -69.85 -5.89 3.41 Min. Vert 7 -69.85 -5.89 3.41 Min. H. 7 -69.85 -5.89 3.41 Min. H. 18 88.42 7.25 4.21 Leg B Max. Vert 10 89.49 -7.28 4.34 Max. H. 23 -70.61 5.87 3.51 Max. H. 23 -70.61 5.87 3.51 Min. Vert 23 -70.61 5.87 3.51 Min. H. 10 89.49 -7.28 4.34 Min. H. 10 89.49 -7.28 -4.34 WxTower Job Page12 Horizontal, X 135'- SST - SA533 Chico/Oroville Chic of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle 1 YacobyJ FAX. (770) 701-2501 8.38 Max. H. Location Condition Gov. Vertical Horizontal, X Horizontal, Z Overturning Load K K K Comb. Moment, M Leg A Max. Vert 2 88.10 0.10 8.38 Max. H. 21 5.33 0.97 0.39 Max. H, 2 88.10 0.10 8.38 Min. Vert 15 -70.09 -0.10 -6.81 Min. H. 10 -34.76 -0.98 -3.51 Min. H. 15 -70.09 -0.10 -6.81 Tower Mast Reaction Summary I LoadVertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M K K K kip -ft kipft kip -ft Dead Only 16.90 0.00 0.00 0.90 2.13 0.00 1.2 Dead+1.6 Wind 0 deg - No 20.28 -0.04 -13.32 -982.17 7.93 2.44 Ice 0.9 Dead+1.6 Wind 0 deg - No 15.21 -0.04 -13.32 -982.44 7.29 2.44 Ice 1.2 Dead+1.6 Wind 30 deg - No 20.28 6.09 -10.55 -784.69 -450.94 1.13 Ice 0.9 Dead+1.6 Wind 30 deg - No 15.21 6.09 -10.55 -784.96 -451.58 1.13 Ice 1.2 Dead+1.6 Wind 60 deg - No 20.28 10.54 -5.90 -435.22 -792.50 -0.31 Ice 0.9 Dead+1.6 Wind 60 deg - No 15.21 10.54 -5.90 -435.49 -793.14 -0.31 Ice 1.2 Dead+1.6 Wind 90 deg - No 20.28 12.33 0.11 14.45 -922.76 -1.69 Ice 0.9 Dead+1.6 Wind 90 deg - No 15.21 12.33 0.11 14.18 -923.40 -1.69 Ice 1.2 Dead+1.6 Wind 120 deg - 20.28 11.66 6.73 501.36 -863.96 -2.88 No Ice 0.9 Dead+1.6 Wind 120 deg - 15.21 11.66 6.73 501.09 -864.60 -2.88 No Ice 1.2 Dead+1.6 Wind 150 deg - 20.28 6.26 10.63 795.73 -471.69 -2.71 No Ice 0.9 Dead+1.6 Wind 150 deg - 15.21 6.26 10.63 795.46 -472.33 -2.71 No Ice 1.2 Dead+1.6 Wind 180 deg - 20.28 0.16 12.08 907.76 -17.13 -2.25 No Ice 0.9 Dead+1.6 Wind 180 deg - 15.21 0.16 12.08 907.49 -17.77 -2.25 No Ice 1.2 Dead+1.6 Wind 210 deg - 20.28 -6.09 10.55 786.70 456.30 -1.13 No Ice 0.9 Dead+1.6 Wind 210 deg - 15.21 -6.09 10.55 786.43 455.66 -1.13 No Ice 1.2 Dead+1.6 Wind 240 deg - 20.28 -11.56 6.62 488.04 856.76 0.45 No Ice 0.9 Dead+1.6 Wind 240 deg - 15.21 -11.56 6.62 487.77 856.12 0.45 No Ice 1.2 Dead+1.6 Wind 270 deg - 20.28 -12.29 -0.03 -2.81 922.02 1.85 No Ice 0.9 Dead+1.6 Wind 270 deg - 15.21 -12.29 -0.03 -3.08 921.38 1.85 No Ice 1.2 Dead+1.6 Wind 300 deg - 20.28 -10.50 -6.06 -455.24 792.91 2.55 No Ice 0.9 Dead+1.6 Wind 300 deg - 15.21 -10.50 -6.06 -455.51 792.27 2.55 No Ice WxTower JobPage 135'- SST - SA533 Chico/Oroville Chic 13 of 23 Jacobs Engineering Group, Inc. 5449 Bells Ferry Road Project BU827207 W01118099 Date 17:12:30 09/15/15 Acworih, GA 30102Client Phone. (770) 701-2500 FAX., (770) 701-2501 Crown Castle Designed by YacobyJ Load Vertical Shear, Shear Overturning Overturning Torque Combination Load PX Py Moment, M Moment, M Py PZ K K K kip -ft kip -ft kip -ft 1.2 Dead+1.6 Wind 330 deg - 20.28 -6.17 -10.62 -793.26 465.65 2.56 No Ice 16.90 0.00 0.000% 2 -0.04 -20.28 0.9 Dead+1.6 Wind 330 deg - 15.21 -6.17 -10.62 -793.53 465.01 2.56 No Ice -13.32 0.04 15.21 13.32 0.000% 4 Dead+Wind 0 deg - Service 16.90 -0.01 4.15 -305.31 3.80 0.76 Dead+Wind 30 deg - Service 16.90 1.90 -3.29 -243.81 -139.10 0.35 Dead+Wind 60 deg - Service 16.90 3.28 -1.84 -134.97 -245.47 -0.10 Dead+Wind 90 deg - Service 16.90 3.84 0.03 5.06 -286.03 -0.53 Dead+Wind 120 deg - Service 16.90 3.63 2.10 156.69 -267.72 -0.90 Dead+Wind 150 deg - Service 16.90 1.95 3.31 248.37 -145.56 -0.84 Dead+Wind 180 deg - Service 16.90 0.05 3.76 283.25 4.00 -0.70 Dead+Wind 210 deg - Service 16.90 -1.90 3.29 245.55 143.43 -0.35 Dead+Wind 240 deg - Service 16.90 -3.60 2.06 152.55 268.14 0.14 Dead+Wind 270 deg - Service 16.90 -3.83 -0.01 -0.31 288.46 0.57 Dead+Wind 300 deg - Service 16.90 -3.27 -1.89 -141.21 248.26 0.79 Dead+Wind 330 deg - Service 16.90 -1.92 -3.31 -246.48 146.34 0.80 Solution Summary I 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 -16.90 0.00 -0.00 16.90 0.00 0.000% 2 -0.04 -20.28 -13.32 0.04 20.28 13.32 0.000% 3 -0.04 -15.21 -13.32 0.04 15.21 13.32 0.000% 4 6.09 -20.28 -10.55 -6.09 20.28 10.55 0.000% 5 6.09 -15.21 -10.55 -6.09 15.21 10.55 0.000% 6 10.54 -20.28 -5.90 -10.54 20.28 5.90 0.000% 7 10.54 -15.21 -5.90 -10.54 15.21 5.90 0.000% 8 12.33 -20.28 0.11 -12.33 20.28 -0.11 0.000% 9 12.33 -15.21 0.11 -12.33 15.21 -0.11 0.000% 10 11.66 -20.28 6.73 -11.66 20.28 -6.73 0.000% 11 11.66 -15.21 6.73 -11.66 15.21 -6.73 0.000% 12 6.26 -20.28 10.63 -6.26 20.28 -10.63 0.000% 13 6.26 -15.21 10.63 -6.26 15.21 -10.63 0.000% 14 0.16 -20.28 12.08 -0.16 20.28 -12.08 0.000% 15 0.16 -15.21 12.08 -0.16 15.21 -12.08 0.000% 16 -6.09 -20.28 10.55 6.09 20.28 -10.55 0.000% 17 -6.09 -15.21 10.55 6.09 15.21 -10.55 0.000% 18 -11.56 -20.28 6.62 11.56 20.28 -6.62 0.000% 19 -11.56 -15.21 6.62 11.56 15.21 -6.62 0.000% 20 -12.29 -20.28 -0.03 12.29 20.28 0.03 0.000% 21 -12.29 -15.21 -0.03 12.29 15.21 0.03 0.000% 22 -10.50 -20.28 -6.06 10.50 20.28 6.06 0.000% 23 -10.50 -15.21 -6.06 10.50 15.21 6.06 0.000% 24 -6.17 -20.28 -10.62 6.17 20.28 10.62 0.000% 25 -6.17 -15.21 -10.62 6.17 15.21 10.62 0.000% 26 -0.01 -16.90 -4.15 0.01 16.90 4.15 0.000% 27 1.90 -16.90 -3.29 -1.90 16.90 3.29 0.000% 28 3.28 -16.90 -1.84 -3.28 16.90 1.84 0.000% 29 3.84 -16.90 0.03 -3.84 16.90 -0.03 0.000% 30 3.63 -16.90 2.10 -3.63 16.90 -2.10 0.000% 31 1.95 -16.90 3.31 -1.95 16.90 -3.31 0.000% 32 0.05 -16.90 3.76 -0.05 16.90 -3.76 0.000% 33 -1.90 -16.90 3.29 1.90 16.90 -3.29 0.000% 34 -3.60 -16.90 2.06 3.60 16.90 -2.06 0.000% 35 -3.83 -16.90 -0.01 3.83 16.90 0.01 0.000% 36 -3.27 -16.90 -1.89 3.27 16.90 1.89 0.000% WxTower Job 135'- SST - SA533 Chico/Oroville Chic Page 14 of 23 Jacobs Engineering Group, Inc. 5449 Bells Feny Road Project BU827207 W01118099 Date 17:12:30 09/15/15 Client Crown Castle 1 Designed by 1 YacobyJ Acworth, GA 30102 Phone: (770) 701-2500 FAX. (770) 701-2501 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 37 -1.92 -16.90 -3.31 1.92 16.90 3.31 0.0000/0 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Load Deflection Load ft Curvature ft ft in Comb. ° ° Tl 135-120 2.05 30 0.126 0.007 T2 120-100 1.65 30 0.124 0.007 T3 100-80 1.14 30 0.111 0.006 T4 80-60 0.71 30 0.087 0.004 T5 60-40 0.39 30 0.060 0.003 T6 40-20 0.17 30 0.039 0.002 T7 20-0 0.05 30 0.018 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of No. Load Deflection Load ft Curvature ft Comb. in ° ° ft 135.00 Side Arm Mount [SO 101-3J 30 2.05 0.126 0.007 697125 120.00 VHLP2-18 30 1.65 0.124 0.007 221344 Maximum Tower Deflections =Design Wind Section Elevation Harz. Gov. Tilt Twist No. Load Deflection Load ft Comb. ft in Comb. o° 11 Tl 135,120 6.60 11 0.408 0.022 T2 120-100 5.32 11 0.401 0.021 T3 100-80 3.68 11 0.360 0.019 T4 80-60 2.28 11 0.280 0.014 T5 60-40 1.26 11 0.194 0.010 T6 40-20 0.56 11 0.125 0.005 T7 20-0 0.15 11 0.057 0.002 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in oft 135.00 Side Arm Mount [SO 101-3j 11 6.60 0.408 0.022 221616 120.00 VHLP2-18 11 5.32 0.401 0.021 70270 tnxTower Job Page Pa g Bolt 135'- SST - SA533 Chico/Oroville Chic 15 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle Yacob J y FAX- (770) 701-2501 Load Ratio Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft Section Elevation in Bolts Bolt K Allowable No. P. K ft f ft inz K Tl 135 Leg A325N 1.00 4 0.93 53.01 0.018 0.105' 1 Bolt Tension Diagonal A325N 0.63 1 1.05 9.11 2" solid 20.00 1 Member Block 49.29 0.382 K=1.00 0.115 T3 Shear 2 1/4" solid 20.00 Top Girt A325N 0.63 1 0.21 10.44 1 Member Bearing T4 80-60 21/2"solid 20.03 5.01 96.1 4.91 -52.26 0.020 0.465' T2 120 Leg A325N 1.00 4 3.85 53.01 0.073 20.03 1 Bolt Tension 152.88 0.4181 Diagonal A325N 0.63 1 1.83 9.11 0.201 1 Member Block Shear T3 100 Leg A325N 1.00 4 8.13 53.01 0.153 1 Bolt Tension Diagonal A325N 0.63 1 2.50 9.11 I Member Block 0.274 �/ Shear T4 80 Leg A325N 1.00 4 10.80 53.01 1 Bolt Tension 0.204 Diagonal A325N 0.63 1 1.47 9.11 0.161 1 Member Block Shear Top Girt A325N 0.63 1 0.22 12.43 1 Bolt Shear 0.018 T5 60 Leg A325N 1.00 4 13.03 53.01 0.246 1 Bolt Tension Diagonal A325N 0.63 1 1.69 9.11 1 Member Block 0.185 Shear T6 40 Leg A325N 1.00 4 15.23 53.01 0.287 1/ 1 Bolt Tension Diagonal A325N 0.63 1 1.99 10.44 1 Member Bearing 0.191 T7 20 Leg A325N 1.00 6 11.40 53.01 1 Bolt Tension 0.215 Diagonal A325N 0.75 1 2.58 12.62 0.204 1 Member Bearing Secondary A325N 0.75 1 1.51 11.96 0.126 1 Member Block Horizontal Shear Compression Checks Leg Design Data Com ` ression Ratio Section Elevation Size L L. KI/r A P. OP„ No. P. ft f ft inz K K op" Tl 135-120 2" solid 15.00 5.00 120.0 3.14 -5.16 49.29 0.105' K=1.00 T2 120-100 2" solid 20.00 5.00 120.0 3.14 -18.83 49.29 0.382 K=1.00 T3 100-80 2 1/4" solid 20.00 5.00 106.7 3.98 -38.79 77.87 0.498' K=1.00 T4 80-60 21/2"solid 20.03 5.01 96.1 4.91 -52.26 112.36 0.465' K=1.00 T5 60-40 2 3/4" solid 20.03 5.01 87.4 5.94 -63.95 152.88 0.4181 K=1.00 WxTvwer Job Page16 L. 135'- SST - SA533 Chico/Oroville Chic of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01 118099 17:12:30 09/15/15 Pd Designed by Acworth, GA 30102Client Phone: (770) 701-2500 Crown Castle YacobyJ FAX. (770) 701-2501 ft ft Section Elevation Size L L. Kl/r A Pd �P" Ratio No. Pd M M. Stress Stress P. ft ft ft kip ft int K K V. T6 40-20 2 3/4" solid 20.03 5.01 87.4 5.94 -75.89 152.88 0.496 T2 120-100 2" solid 0.04 K=1.00 0.009 0.00 4.42 0.000 T7 20-0 3" solid 20.03 5.20 83.2 7.07 -86.51 191.74 0.451 ' T4 80-60 2 1/2" solid 0.07 K=1.00 0.008 0.00 8.63 0.000 I P. / �P" controls Leg Bending Design Data Com ression Section Elevation Size M 0Xf Ratio M� OM„, Ratio No. Pd M M. Stress Stress M,ry JT kip ft kip ft OM, kip -ft kip -ft W TI 135-120 2" solid 0.02 4.42 0.005 0.00 4.42 0.000 T2 120-100 2" solid 0.04 4.42 0.009 0.00 4.42 0.000 T3 100-80 2 1/4" solid 0.08 6.29 0.013 0.00 6.29 0.000 T4 80-60 2 1/2" solid 0.07 8.63 0.008 0.00 8.63 0.000 T5 60-40 2 3/4" solid 0.07 11.48 0.006 0.00 11.48 0.000 T6 40-20 2 3/4" solid 0.03 11.48 0.003 0.00 11.48 0.000 T7 20-0 3" solid 0.00 14.91 0.000 0.00 14.91 0.000 Leg Interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. Pd M Mw Stress Stress ft Op" OM OM Ratio Ratio Tl 135-120 2" solid 0.105 0.005 0.000 0.105, 1.000 4.94 V T2 120-100 2" solid 0.382 0.009 0.000 0.382' 1.000 V 4.9-3 T3 100-80 2 1/4" solid 0.498 0.013 0.000 0.498' 1.000 4.9-3 T4 80-60 2 1/2" solid 0.465 0.008 0.000 0.465 1.000 I/ y 4.9-3 T5 60-40 2 3/4" solid 0.418 0.006 0.000 0.418 1.000 4.9-3 T6 40-20 2 3/4" solid 0.496 0.003 0.000 0.496' 1.000 4.9-3 T7 20-0 3" solid 0.451 0.000 0.000 0.451 ' 1.000 V 4.9-3 I P. / V. controls Diagonal Design Data (Compression) tnxT`ower Job Page Pa g L ft 135'- SST - SA533 Chico/Oroville Chic 17 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 WO1118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle YaCObyJ FAX: (770) 701-2501 0.073' Section No. Elevation ft Size L ft L. ft Kl/r A int P. K OP„ K Ratio P. SPR T1 135-120 L 2 x 2 x 1/4 8.00 3.78 116.9 0.94 -1.08 14.80 0.073' V. W- Ratio Section K=1.01 Size M- W_ Ratio M,,,. T2 120-100 L 2 x 2 x 1/4 8.00 3.78 116.9 0.94 -1.85 14.80 0.125' ft kip fi kip ft OM kip ft K=1.01 Om- MTl TI 135-120 L 2 x 2 x 1/4 T3 100-80 L 2 x 2 x 1/4 8.00 3.76 116.6 0.94 -2.55 14.86 0.171 ' 0.00 0.87 0.000 T3 100-80 K=1.01 0.00 1.69 0.000 0.00 0.87 T4 80-60 L 2 x 2 x 1/4 9.38 4.59 140.8 0.94 -1.46 10.69 0.137' 60-40 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 K=1.00 0.000 T6 40-20 L21/2x21/2x1/4 T5 60-40 L 2 x 2x 1/4 11.05 5.41 166.1 0.94 -1.70 7.68 0.222' 0.00 2.01 0.000 0.000 0.000 K=1.00 1.000 T6 40-20 L2 1/2x2 1/2x1/4 12.80 6.28 153.6 1.19 -2.00 11.39 0.176' 0.176 0.000 0.000 0.176' 1.000 K=1.00 T7 20-0 L 3 x 3 x 1/4 16.77 8.53 172.8 1.44 -2.70 10.88 0.248' 0.000 0.248 ' 1.000 K=1.00 1 P. / SPA controls Diagonal Interaction Design Data Section Elevation Diagonal Bending Design Data Comb. Allow. Criteria No. P. M. M,X Stress Stress ft V. W- Ratio Section Elevation Size M- W_ Ratio M,,,. raM.. No. 0.000 0.073 1.000 M M ft kip fi kip ft OM kip ft kip ft Om- MTl TI 135-120 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T2 120-100 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T3 100-80 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T4 80-60 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T5 60-40 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T6 40-20 L21/2x21/2x1/4 0.00 2.70 0.000 0.00 1.38 0.000 T7 20-0 L 3 x 3 x 1/4 0.00 3.95 0.000 0.00 2.01 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M,X Stress Stress ft V. W- Ratio Ratio Tl 135-120 L 2 x 2 x 1/4 0.073 0.000 0.000 0.073 1.000 4.9-4 T2 120-100 L2 x 2 x 1/4 0.125 0.000 0.000 0.125' 1.000 4.9-4 T3 100-80 L2 x 2 x 1/4 0.171 0.000 0.000 0.171 ' 1.000 4.9-4 T4 80-60 L2 x2 x 1/4 0.137 0.000 0.000 0.137' 1.000 4.94 T5 60-40 L 2 x 2 x 1/4 0.222 0.000 0.000 0.222 ' 1.000 4.9-3 T6 40-20 L2I/2x21/2x1/4 0.176 0.000 0.000 0.176' 1.000 4.9-4 T7 20-0 L3 x 3 x 1/4 0.248 0.000 0.000 0.248 ' 1.000 V 4.9-3 WxTower Job 135'- SST - SA533 Chico/Oroville Chic Page 18 of 23 Jacobs Engineering Group, Inc. 5449 Bells Ferry Road Project BU827207 W01 118099 Date 17:12:30 09/15/15 Client Crown Castle Designed by YacobyJ Acworth, GA 30102 Phone: (770) 701-2500 FAX (770) 701-2501 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M- Mme,. Stress Stress ft bP- d)M-_ AM_.. Ratio Ratio I P u / ¢P„ controls Secondary Horizontal Design Data (Compression) L„ KI1r A P. Ratio No. Allow. Criteria Section Elevation Size Ratio Ratio Section Elevation Size L L. KI1r A P. �Pq No. M,,,. Stress Stress P. ft ft ft int K K �P. T7 20-0 L2.5x2.5x1/4 13.44 13.19 161.2 1.19 -1.51 10.34 0.146' 1.000 ii/ K=0.50 ' P. / �P„ controls Secondary Horizontal Bending Design Data` Section Elevation Size M Il)M Ratio My OM y Ratio No. M M ft kip Jt kip ft OM kip -jt kip ft OM„„ T7 20-0 L 2.5 x 2.5 x 1/4 0.00 2.70 0.000 0.00 1.38 0.000 Secondary Horizontal Interaction Design Data L„ KI1r A P. Ratio No. Allow. Criteria Section Elevation Size Ratio Ratio Ratio Comb. No. P. M- M,,,. Stress Stress ft �P WM w, Ratio Ratio T7 20-0 L 2.5 x 2.5 x 1/4 0.146 0.000 0.000 0.146 1.000 ii/ 0.010 V 4.9-4 I P. / �P„ controls Top Girt Design Data (Compression) Section Elevation Size L L„ KI1r A P. Ratio No. P. ft ft ft int K K �P Tl 135-120 L 3 x 3 x 1/4 6.25 5.84 119.2 1.44 -0.22 22.05 0.010 K=1.01 T4 80-60 L 3 x 3 x 1/4 6.25 5.82 119.0 1.44 -0.22 22.11 0.010 K=1.01 tnxT ower .lob Page Pa g Ratio 135'- SST - SA533 Chico/Oroville Chic 19 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 W01 118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crowd Castle YacobyJ FAX(770) 701-2501 kip -(i �M" Top Girt Bending Design Data Section Elevation Size MI. Ratio Ratio M„. OMIW Ratio No. P. M. M Stress M M 4P" ft kip -ft kip -(i �M" kip -P kip -ft W., Tl 135-120 L 3 x 3 x 1/4 -0.02 3.95 0.006 -0.02 2.01 0.011 T4 80-60 L 3 x 3 x 1/4 -0.02 3.95 0.006 -0.02 2.01 0.011 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. OP„ P. M. Stress Stress M ft 4P" � y Ratio Ratio T1 135-120 L 3 x 3 x 1/4 0.010 0.006 0.011 0.022 1.000 4.9-4 K V. Tl 135-120 2" solid V 5.00 T4 80-60 L3 x 3 x 1/4 0.010 0.006 0.011 0.022 1.000 4.9-4 2" solid 20.00 5.00 120.0 3.14 V 141.37 Tension Checks Leg Design Data Tension Section Elevation Size L L. KI1r A P. OP„ Ratio No. M M" P. ft kip -ft ft ft kip -ft int K K V. Tl 135-120 2" solid 15.00 5.00 120.0 3.14 3.72 141.37 0.026' T2 120-100 2" solid 20.00 5.00 120.0 3.14 15.38 141.37 0.109' T3 100-80 2 1/4" solid 20.00 5.00 106.7 3.98 32.53 178.92 0.182' T4 80-60 2 1/2" solid 20.03 5.01 96.1 4.91 43.21 220.89 0.196' T5 60-40 2 3/4" solid 20.03 5.01 87.4 5.94 52.11 267.28 0.195 T6 40-20 2 3/4" solid 20.03 5.01 87.4 5.94 60.90 267.28 0.228' T7 20-0 3" solid 20.03 5.20 83.2 7.07 68.55 318.09 0.216' 1 P. / V. controls Leg Bending Design Data Tension Section Elevation Size M QOM Ratio M,. �M� Ratio No. M M" ft kip -ft kip -ft OM- ko-ft kip -ft OM",. Tl 135-120 2" solid 0.01 4.42 0.003 0.00 4.42 0.000 T2 120-100 2" solid 0.02 4.42 0.004 0.00 4.42 0.000 T3 100-80 2 1/4" solid 0.02 6.29 0.002 0.00 6.29 0.000 T4 80-60 2 1/2" solid 0.03 8.63 0.004 0.00 8.63 0.000 T5 60-40 2 3/4" solid 0.05 11.48 0.004 0.00 11.48 0.000 tnxTvwer Job Page Pa g Ratio 135'- SST - SA533 Chico/Oroville Chic 20 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 WO1118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle YacobyJ I FAX.- (770) 701-1501 kip -ft W_ Section Elevation Size M,a Ratio Ratio M,Y Comb. Ratio No. No. No. M r M My Mw Stress ft kip ft kip -ft W_ ki"t kip ft ym T6 40-20 2 3/4" solid 0.05 11.48 0.004 0.00 11.48 0.000 T7 20-0 3" solid 0.03 14.91 0.002 0.00 14.91 0.000 Le` Interaction Design Data Tension Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. No. P. M My Stress Stress ft Op" oM OM, Ratio Ratio int Tl 135-120 2" solid 0.026 0.003 0.000 0.026' 1.000 V 0.56 1.05 24.49 0.043' T2 120-100 L 2 x 2 x 1/4 8.00 4.9-4 T2 120-100 2" solid 0.109 0.004 0.000 0.109' 1.000 V 3.76 76.5 0.56 2.50 24.49 0.102' T4 80-60 4.94 T3 100-80 2 1/4" solid 0.182 0.002 0.000 0.182' 1.000 4.94 V L 2 x 2 x 1/4 11.05 5.41 109.0 0.56 1.69 24.49 0.069' T6 T4 80-60 2 1/2" solid 0.196 0.004 0.000 0.196 1.000 0.061' T7 20-0 L3 x 3 x 1/4 16.77 8.53 110.0 0.91 2.29 4.9-4 T5 60-40 2 3/4" solid 0.195 0.004 0.000 0.195' 1.000 Y 4.94 T6 40-20 2 3/4" solid 0.228 0.004 0.000 0.228' 1.000 y 4.9-3 T7 20-0 3" solid 0.216 0.002 0.000 0.216' 1.000 4.9-3 V 1 P. /op, controls Diagonal Design Data Tension Section Elevation Sue L L. Kl/r A P. �P„ Ratio No. P" ft ft ft int K K gyp" Tl 135-120 L 2 x 2 x 1/4 8.00 3.78 76.8 0.56 1.05 24.49 0.043' T2 120-100 L 2 x 2 x 1/4 8.00 3.78 76.8 0.56 1.83 24.49 0.075 ' T3 100-80 L 2 x 2 x 1/4 8.00 3.76 76.5 0.56 2.50 24.49 0.102' T4 80-60 L 2 x 2 x 1/4 9.38 4.59 92.8 0.56 1.47 24.49 0.060' T5 60-40 L 2 x 2 x 1/4 11.05 5.41 109.0 0.56 1.69 24.49 0.069' T6 40-20 L21/2x21/2x1/4 12.80 6.28 99.9 0.75 1.99 32.71 0.061' T7 20-0 L3 x 3 x 1/4 16.77 8.53 110.0 0.91 2.29 39.76 0.058 I P, / �Pn controls Diagonal Bending Design Data Section Elevation Size M- OMI. Ratio M:, OM,Y Ratio No. M- Mw ft kip -ft kip -ft $M- kip -ft kip -ft �M . WxTvwer Job Page Pa g Al. 135'- SST - SA533 Chico/Oroville Chic 21 of 23 Jacobs Engineering Group, Inc. Project Date 5449 Bells Ferry Road BU827207 WO1118099 17:12:30 09/15/15 Client Designed by Acworth, GA 30102 Phone: (770) 701-2500 Crown Castle YacobyJ FAX: (770) 701-2501 ft 0.000 Section Elevation Size Al. OM Ratio M,Y OM„, Ratio No. Mw P. M M, Stress Stress MN T7 20-0 L 2.5 x 2.5 x 1/4 0.00 ft 0.000 kip -ft kip -ft OXI kip -ft kip -ft OM Tl 135-120 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T2 120-100 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T3 100-80 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T4 80-60 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T5 60-40 L 2 x 2 x 1/4 0.00 1.69 0.000 0.00 0.87 0.000 T6 40-20 L2 1/2x2 1/2x1/4 0.00 2.70 0.000 0.00 1.38 0.000 T7 20-0 L 3 x 3 x 1/4 0.05 3.95 0.012 0.06 2.01 0.031 Diagonal InteractionDesign Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. Mw P. M M-1 Stress Stress QM„ T7 20-0 L 2.5 x 2.5 x 1/4 0.00 ft 0.000 +prt WM +mm Ratio Ratio T1 135-120 L 2 x 2 x 1/4 0.043 0.000 0.000 0.043' 1.000 4.9-4 T2 120-100 L 2 x 2 x 1/4 0.075 0.000 0.000 0.075' 1.000 4.946/ T3 100-80 L 2 x 2 x 1/4 0.102 0.000 0.000 0.102' 1.000 4.9-4 V T4 80-60 L 2 x 2 x 1/4 0.060 0.000 0.000 0.060' 1.000 4.9-4 V T5 60-40 L2 x 2 x 1/4 0.069 0.000 0.000 0.069' 1.000 I/ 4.9-4 y T6 40-20 L21/2x21/2x1/4 0.061 0.000 0.000 0.061' 1.000 4.94 T7 20-0 L 3 x 3 x 1/4 0.058 0.012 0.031 0.072 1.000 4.9-4 V I P � / r P controls Secondary Horizontal Design Data' Tension Section Elevation Size L Lr Kl/r A P. OP„ Ratio No.Pu ft ft ft inz K K tpq T7 20-0 L 2.5 x 2.5 x 1/4 12.48 12.23 191.0 0.73 1.51 31.69 0.048 ' I P a / �P„ controls Secondary Horizontal Bending Design Data Section Elevation Size M- Om Ratio M„ OMm. Ratio No. M- Mw ft kip -ft kip -ft r M kip -ft kip -ft QM„ T7 20-0 L 2.5 x 2.5 x 1/4 0.00 2.70 0.000 0.00 1.38 0.000 tnxTower JobPage 135'- SST - SA533 Chico/Oroville Chic 22 of 23 Jacobs Engineering Group, Inc. 5449 Bells Ferry Road Project BU827207 W01 118099 Date 17:12:30 09/15/15 Acworth, GA 30102 Phone: (770) 701-2500 FAX.- (770) 701-250/ Client Crown Castle 1 Designed by 1 YacobyJ Section Elevation Size M W- Ratio M y �M,ry Ratio No. M Mw ft kip ft kip -ft Om- kip -f? kip ft OM., Secondary Horizontal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. Pr M,,* M,, Stress Stress ft � p. W— WM Ratio Ratio T7 20-0 L 2.5 x 2.5 x 1/4 0.048 0.000 0.000 0.048 1.000 int K K t/ 4.94 I P � / �Pq controls Top Girt` Desi ` n Data Tension Section Elevation Size L L„ Kl/r A Pr �M,ry, Ratio No. Pd M- M M. Stress P. �pn ft ft ft int K K app Tl 135-120 L 3 x 3 x 1/4 6.25 5.84 78.5 0.94 0.21 40.78 0.005 T4 80-60 L 3 x 3 x 1/4 6.25 5.82 78.2 0.94 0.16 40.78 0.004 Top Girt Bending Design Data Section Elevation Size M WM Ratio MW �M,ry, Ratio No. Pd M- M M. Stress M-. �pn ft kip -ft kip -ft W kip -ft kip -ft �Xy Tl 135-120 L 3 x 3 x 1/4 -0.02 3.95 0.006 -0.02 2.01 0.011 T4 80-60 L 3 x3 x 1/4 -0.02 3.95 0.006 -0.02 2.01 0.011 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. Pd M- M Stress Stress fl �pn W �Mm Ratio Ratio Tl 135-120 L 3 x 3 x 1/4 0.005 0.006 0.011 0.019 1.000 V 4.9-4 T4 80-60 L 3 x 3 x 1/4 0.004 0.006 0.011 0.019 1.000 6/ 4.9-4 Section` Capacity Table WxTower JobPage 135'- SST -SA533 Chico/Oroville Chic 23 of 23 Jacobs Engineering Group, Inc. 5449 Bells Ferry Road Project BU827207 W01118099 Date 17:12:30 09/15/15 Acworth, GA 30102 Phone: (770) 701-2500 FAX.- (770) 701-2501 Client Crown Castle Designed by Yacob J y Section Elevation Component size Critical P eP"11",,. % Pass No. .it Type Element K K Capacity Fail Tl 135-120 Leg 2" solid 1 -5.16 49.29 10.5 Pass T2 120-100 Leg 2" solid 26 -18.83 49.29 38.2 Pass T3 100-80 Leg 2 1/4" solid 53 -38.79 77.87 49.8 Pass T4 80-60 Leg 2 1/2" solid 80 -52.26 112.36 46.5 Pass T5 60-40 Leg 2 3/4" solid 110 -63.95 152.88 41.8 Pass T6 40-20 Leg 2 3/4" solid 137 -75.89 152.88 49.6 Pass T7 20-0 Leg 3" solid 164 -86.51 191.74 45.1 Pass TI 135-120 Diagonal L 2 x 2 x 1/4 9 -1.08 14.80 7.3 Pass 11.5 (b) T2 120-100 Diagonal L 2 x 2 x 1/4 30 -1.85 14.80 12.5 Pass 20.1 (b) T3 100-80 Diagonal L 2 x 2 x 1/4 57 -2.55 14.86 17.1 Pass 27.4 (b) T4 80-60 Diagonal L 2 x 2 x 1/4 87 -1.46 10.69 13.7 Pass 16.1 (b) T5 60-40 Diagonal L 2 x 2 x 1/4 114 -1.70 7.68 22.2 Pass T6 40-20 Diagonal L2 1/2x2 1/2xl/4 141 -2.00 11.39 17.6 Pass 19.1 (b) T7 20-0 Diagonal L 3 x 3 x 1/4 168 -2.70 10.88 24.8 Pass T7 20-0 Secondary Horizontal L 2.5 x 2.5 x 1/4 172 -1.51 10.34 14.6 Pass Tl 135-120 Top Girt L 3 x 3 x 1/4 5 -0.22 22.05 2.2 Pass T4 80-60 Top Girt L 3 x 3 x 1/4 84 -0.22 22.11 2.2 Pass Summary Leg (T3) 49.8 Pass Diagonal 27.4 Pass (T3) Secondary 14.6 Pass Horizontal (T7) Top Girt 2.2 Pass (Tl) Bolt Checks 28.7 Pass RATING = 49.8 Pass Program Version 6.1.4.1 - 3/21/2014 File:C:/Users/YacobyJ/Desktop/827207 SA533 Chico - Oroville Chic/WO 1118099/ANALYSIS/LC/Models/BU827207 WOII18099.eri September 15, 2015 135 Ft Self Support Tower Structural Analysis CCI BU No 827207 Project Number 1118099, Application 309868, Revision 0 Page 7 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.1.4.1 e+w�i3nw�' ;pwaul°°"3!',Snw'^ fm "aE�nLwlun"1- ON)M"43 MA313SV8 a3ewnN133Ns 13/ 3'1 3SVS 31111133HS 13A313SYB-0 :01 m3MO1 iouro ILNn SS3NRn8 VSn ALNnOO mune stege Vo,wvmna AM" OOMO 3TIAOVO SS3i1 MIS 10269 H38NnN 11Nn MN1311S DINO 3TSAOLOIOOINO CCM 3— 3115 :3WVN 3113 •1i39WnN 3119 CLet/10I1t 31VOONIMVtlO 8 031 OVS Aa 03NO3HO Viso NMtlNO DDD 13A31 1! M O1 ,i/1 (LL) 13A31 !d OLl Ol `U/TLS(1))) (03AOM33 38 01 — 0311V1SNI) 13A31 L OLL 01 J/L (l) (03SOdONd)) ung Vsn ss3aaaV Nolou NMoao 031 ,41* — 135 Ft Self Support Tower Structural Analysis Project Number 1118099, Application 309868, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.1.4.1 September 15, 2015 CCI BU No 827207 Page 8 Project Name: SA533 Chico/Oroville Chic a Created On: 10/6/2014 Project Number: BU#827207 i ( CD Checked By: HE / DW Job Number: WO#1118099 Engin Revised On: 12/2/2014 Date: 9/15/2015 Jacobs Engineering Group. Inc. Revision No.: 1.0 Self Support Single Pad Stability Checks I Foundation Properties Foundation Type: Single Pad Length (Short Side): 21.5 ft Width (Long Side): 21.5 ft Thickness: 4 ft Bearing Depth: 3.5 ft Soil Properties 0.9 Axial: KP: Unit Weight: 110 pcf Friction Angle: 29 Passive Resistance: Cohesion: 0 psf Friction Coefficient (p): 0.3 Sliding Capacity: Ultimate Bearing Strength: 6 ksf Water Table: 1 23 Ift Calculate Bearing Length Sliding Resistance: 0.9 Axial: KP: 2.88206 20 Friction Resistance: 79.38 kip Passive Resistance: 41.75 kip Total Resistance: 121.13 kip Sliding Capacity: 10J% IPass Reactions Code: G Axial: 20 Shear: 13 Moment: 999 Factored Loads 0.9 Axial: 15 1.2 Axial: 20 Shear: 13 Moment: 999 Overturning Check Bearing Check Orthogonal Direction Orthogonal Direction Eccentricity: 9.38 Ift Allowable Moment: 24459 ' kip -ft Moment Capacity: IPass Diagonal Direction: Amax: Eccentricity: 7.1 1 ft Allowable Moment: ° 2633.3 , kip -ft Moment Capacity: 37.9" Pass , Analysis Date: 9/15/2015 Page 1 of 2 Bearing Check Orthogonal Direction Compressive Force: 352.8 kip Eccentricity: 2.94 ft Amax: 1.389 - ksf Bearing Capacity: 30.9 z - Pass Diagonal Direction Compressive Force: 352.8 - kip Eccentricity: 2.08 _ ft Amax: -. 1.172 ksf Bearing Capacity: 26.1% Pass Analysis Date: 9/15/2015 Page 1 of 2 Project Name: Project Number: Job Number. Date: SA533 Chico/Oroviile Chic . J�V ✓ p Jacobs Engineering Group. Inc. Created On: 10/6/2014 _ BU#827207 Checked By: HE / DW W0#1118099 Revised On: 12/2/2014 9/15/2015 Revision No.: 1.0 Self Support Single Pad Structural Checks Structural Properties Pad Beam Shear Tower Width: 13.9427 ft f',: 3000 psi Concrete Density: 150 pcf Clear Cover: 3 in Flexual Rebar Strength: 60 Iksi Tie Strength: 1 40 Iksi Pad Reinforcement (1 level): Short Side Long Side Size: 6 Size: 6 Quantity: 26 Quantity: 26 Foundation and Tower Centroids Alligned Maximum Single Pier Reactions Max Compression: 89 kip Max Comp. Shear: 8 kip Max Uplift: 71 kip Max Uplift Shear: 7 kip Tower and Foundation Centroids Are Alligned Pad Flexural Strength Overturning Capacity independent of Direction cpm, : 2231.8 kip -ft Applied Moment: 166.5 kip -ft Flexural Capacity: 7.5% 171ass Foundation and Tower Centrolds Analysis Date: 9/15/2015 Page 2 of 2 Pad Beam Shear IV,.: Overturning over Length 1240.0 kip On: 930.0 kip Critical Shear: 41.6 kip Beam Shear Capacity: 4.5% Pass Overturning over Width VC: 1240.0 - kip cpv.: 930.0 kip Critical Shear: 41.6 kip Beam Shear Capacity: 4.5% Pass Pad Flexural Strength Overturning Capacity independent of Direction cpm, : 2231.8 kip -ft Applied Moment: 166.5 kip -ft Flexural Capacity: 7.5% 171ass Foundation and Tower Centrolds Analysis Date: 9/15/2015 Page 2 of 2 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev. 6.1 Site Data BU#: 827207 Site Name: SA533 Chico/Oroville Chic App #: 309868 Rev. 0 Anchor Rod Data Qty. 8 Diam: 1.5 in Rod Material: A572 Gr. 50 Strength (Fu): 65 ksi Yield F 50 lksi Rod Circle: it * e: * # of Rods Mu= Pu x e:1 Ift-kir)s * 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. 11U V CA�TLE Reactions Eta Factor, rl 0.55 Detail Type Uplift, Pu: 71 kips Shear, Vu: 7 kips lar: I in Mu = 0.65*lar*V„ ft -kips Anchor Rod Results: Max Rod (Cu+ Vu/j): 10.5 Kips Design Axial, (D*Fu*Anet: 73.3 Kips Anchor Rod Stress Ratio: 14.3% 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): (VJ/ Rnv)2 + i(PAR,,t) + (MJ/ Rnm))2 < = 1 G-a B oC" ( , p B �R,,,,=�*0.45*170*Ab= kips AA �Rnt=�*Fu*k t= kips �R..=�*Fy*Z= ft -kips C�nve•r� Cor+aete SECTION A -A SECTION B -B Detail Type (a) Detail Type (b) T=G --W ?Z * C /+ .q O O G. D QJ7 D Ol St/l!!�t cwcwo SECTION C -C SECTION D -D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % yZ -C. SS (See Note 1 below] . =c.sa Governing Stress Ratio: 14.3°/O Pass Figure 4-4 of TIA-222-G SST Anchor Rod Check For Rev G -Rev 6.1 091912 Self -Support Analysis per TIA-222-G Site BU: 827207 R Work Order: 1118099 61 CAR AtRWL E Application. 309868 Rev. 0 IUUICCC/// 1 .✓"t Axial, Wt = 20.0 kips From TNX: ShearV,,=l 14.0 kips Base Face Width, %= degrees minutes seconds Average Face Width of Structure, w = Site Latitude = 39 40 26.18 39.6739 degr ;Site Longitude = -121 46 54.71 -121.7819 degr Mass or Stiffness Irregularities = Yes (Table 2-9) (Table 2-1) (Table 2-11) Ground Supported Structure= Yes Foundation Type = Unit Base Structure Class = II Site Class = D - Stiff Soil Spectral response acceleration short periods, Ss = 0.613 USGS Seismic Tool Spectral response acceleration 1 s period, SI = 0.271 Tower Height (AGL), Ht = 135.0 ft (Table 2-3) (Table2-12) (Table 2-13) (2.7.6) (2.7.6) (2.7.7.1) kips Importance Factor, I = 1.0 Acceleration -based site coefficient, Fa= 1.3 Velocity -based site coefficient, F, = 1.9 Design spectral response acceleration short period, SDS= 0.535 Design spectral response acceleration 1 s period, SDI = 0.336 Calculated Cs= 0.178 Base Seismic Shear, V5= 3.0 Base Face Width, %= 13.9 Average Face Width of Structure, w = 8.5 Variable, W1,= 8.7 Tower Weight of Top 5% of Structure= 0.5 Appurtenance Weight Within Top 5% of Structure = 0.7 Total Weight Within Top 5% of Structure, W2 = 1.2 Fundamental Frequency, Ff = 1.989 Ff related variable, SA = 0.535 Calculated C,= 0.223 Minimum C, = 0.024 Minimum C, when Sl a 0.75 = 0.000 Final C, = 0.223 Alternative Base Seismic Shear, V = 3.7 Ft ft (2.7.11.1) kips kips kips (2.7.11.1) (2.7.8.1) kips Ss is less than or equal to 1, no seismic analysis is required per section 2.7.3 of TIA-222-G. !es !es CCISeismic 2.0.07 Page 1 Analysis Date: 9/15/2015 DESIGNED APPURTENANCE LOADING TYPE Zv N TYPE ELEVATION Seismic Discrete Farce 1 a m J z Seismic Linear Force 7 N m Seismic Discrete Force 2 135 Seismic Section Force 4 70 C v Seismic Linear Force 8 r Seismic Section Face 1 127.5 S_eisrNc Ling Force_9 55 Seismic Linear Force 2 125 Seismic Section F0. 5 N a N Seismic Discrete Face 3 X N N J Seismic Linear Face 10 45 Seismic Linear Face 3 115 Seismic Linear Force 11 35 Seismic section Force 2 110 Seismic Section Force 6 30 Seismic Linear Force 4 105 z Z 25 N 95 Seismic Linear Force 13 a seismic section Face 3 90 Seismic Section Force 7 v Seismic Linear Force 6 85 Seismic Linear Force 14 5 � X N Q N N 6 rQ� x J M r to 9 .Q N � y G O t° N D a f 0 N a N o 4 � M X N X a N � J n ci J — M m gm C c 2 i5 g m Y X tr7h g J g J 5 3 Io S g a m DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Farce 1 137 Seismic Linear Force 7 75 Seismic Discrete Force 2 135 Seismic Section Force 4 70 Seismic Ling Force 1 132.5 Seismic Linear Force 8 65 Seismic Section Face 1 127.5 S_eisrNc Ling Force_9 55 Seismic Linear Force 2 125 Seismic Section F0. 5 50 Seismic Discrete Face 3 120 Seismic Linear Face 10 45 Seismic Linear Face 3 115 Seismic Linear Force 11 35 Seismic section Force 2 110 Seismic Section Force 6 30 Seismic Linear Force 4 105 Seismic Linear Face 12 25 Seismic Linear Force 5 95 Seismic Linear Force 13 15 seismic section Face 3 90 Seismic Section Force 7 10 Seismic Linear Force 6 85 Seismic Linear Force 14 5 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-50 160 list 165 ksi A36 136 ksi 158 kW 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 85.00 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60.00 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 15.1% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 23 K SHEAR: 2 K UPLIFT. -11 K SHEAR: 1 K AXIAL 20K SHEAR MOMENT 2K 194 kip -ft REACTIONS - 85.00 mph WIND Jacobs Engineering Group, Inc.[": 135'. SST - SA533 Chico/Oroville Chk (Seismic Ai ACQBS 5449 Bells Ferry Road Protect SU827207 W01118099 Acworth, GA 30102 cue"t` Crown Castle DramD� YacobyJ AWd: Phone: (770) 701-2500 Cade: TIA-222-G Date: 09/15/15 scale: NTS FAX: 770 701-2501 Pte' Dwg No. EA U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 FEDERAL EMERGENCY MANAGEMENT AGENCY Expiration hate: July 31, 2015 fvationnl f7ixxl insiriamc I'iorlam IMPORTANT: Follow the instructions on pages 1-9. SECTION A PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Harris Landowning Corp. Policy Number_ A2. BuildStreet Address (including Apt., Unit, Suite, and/or Bldg. No.) or PO. Route and Bax No. Company MAIC Number: 409 Aguas Friss Rd. City Durham state CA ZIP code 85938 A3, Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN-029-060-020-000 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) -Pilular Tower Site A5. Latitude/Longitude: Lat. Sg_._27-52 14 Long. 121-51-32,72 Horizontal Datum. [] NAD 1927 0 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number -1.f3 A8. For a building with a crawlspace or anclosure(s} A9. For a building with an attached garage: a) Square footage of crawispace or enclosureit s) NIA sq a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawispace NIA b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade within 1.0 foot above adtacont grade -Nati,_.,. c; Total net area of flood openings in A8.b NlA sq in c) Total net area of flood openings in A9.b NZA sq in d) Engineered flood openings? Q Yes ® No d) <Engineered flood openings? 0 Yes ER No SFr -TION R - FLOOD INSURANCE RATE MAP ('FIRM) INFORMATION 81. NFIP Community Name & Community Number B2, County Name B3. State I Butte County, 060017 Butte CA B4, Map/Panel NumberB5. Suffix 66. FIRM Index Date B7. FIRM Panel Effective/ B8. Flood Zone(s) B9. Base Flood Elevation(s) (Zone 812. is the building located in a Coastal Barrier Resources' System (CBRS) area or Othennvise Protected Area (OPA)? []Yes t No Revised Date Designation Date: /`., / ❑CBRS ❑OPA AO, use base flood depth) 060017/0950 I= 01106f2011 01/0612011 R 82.5 610. Indicate the source of the Base FloodElevation (BFE) data or base flood depth entered In item U9: ❑ FIS Profile [] FIRM ❑ Community Determined 9 Other/Source: Sifn)jlified Method -Contour interpolation B11.lndic6te elevation datum used for 'BFE 'in Item B9: C1NGVD 4929 ® NAVD 1988 0Other Source - 812. is the building located in a Coastal Barrier Resources' System (CBRS) area or Othennvise Protected Area (OPA)? []Yes t No Designation Date: /`., / ❑CBRS ❑OPA SECTION C- BUILDING :ELEVATION iINFORMATION (SURVEY REQUIRED)` Cl. Building elevations are based on: S Construction Drawings* ❑ Building Under Construction* Q Finished Construction" *A new Elevation Certificate will be required when construction of the building is complete. G2. Elevations - Zones Ai A30 At, AH, A (with E3FE), NE, V1430, V (with BFE), AR. AR/A, AR/AF, AR/Al-A30, AR/AH, AR/AO. Complete Items l C2.a-h below according to the building diagram specified in Item A7. In Puerto' Rico only, eater meters.. w Benchmark Utilized: PID-DH3654 Vertical Datum: NAVD 88 v � indicate elevation datum used for the elevations in items a) through h) below. C] NGVD 1929 ❑ NAVD 1.`x88 ❑ other/Source: cc Datum used'for building elevations must be the same as that used for the BFE. Check the measurement used: Z W m Z ACU a) Top of bottom floor (including basement, crawtspace, or enclosure floor) 83 . 5 M feet ❑ meters W OWZQ IV1A feet ❑ meters b) Top of the next higher floor D NIA a- Q J c) Bottom of the lowest horizontal structural member (V Zones only) . ❑feet 0 meters � �� I d) Attached garage {top of slab} N/A ❑feet p meters o W0 e) Lowest elevation of machinery or equipment servicing the building TBD , ® feet 0 meters aU (Describe type of equipment and location in Comments) WLLI WQ f) LovieEst adjacent (finished) grade next to building (LAG) 82 . 2 JK feet 0 meters p O g) Highest (adjacent (finished) grade next to building (HAG) $2 . 5 ® feet Q meters h) W U ). A Lowest adjacent grad.. at lowest elevation of deck or stairs,: including' NI ❑ feet ❑ meters -, structural support m -- SECTION D SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION Lu This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information, i certify that the friformation an this Certificate represents my best efforts to interpret the data available. J (understand that any false statement may be punishable by fine or imprisonment under 28 US. Code, Section 2001. o l d Cl Check here if comments are provided on back of form. were latitude and longitude in Section A provided by'a c' GS.p,�'pytG`� E] Check here if attachments.. licensed land surveyor? N Yes C] No D ' � �` Q� LicenseNumber Certifier's Name Lic Martin S. Gonzales � LS 6682 -- Title Company Name President Gonzales Surveyys,°inc.s� 1 1r� Address City State ZIP Cade 6244 W. 6th St. Rio Linda CA 95673 1��� OF (',��- Signature Date Telephone 10/2812015 916 838-7069 171MA Enrm 0€ 6-40-33 (Revised 7/12) See reverse side for continuation. Replaces all Previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt„ unit, Suite, and/or Bldg. No.) or PO. Route and Box No. policy Number: 44409 Aquas Frias Rd. City State ZIP Code Comparry NAIC Number: Durham CA 95938 SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company. and (3) building owner. Comments Signature date SECTION E BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED)FOR ZONE AO AND ZOITE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items 171—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, Band C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E2, Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the _lowest adjacent grade (LAG), a) Tap of bottom floor (including basement, crawlspace, or enclosure) is 1 .0 N feet El meters N above or 0 below the HAG. b) Top of bottom floor (including basement, crawlspace;, or enclosure) is 1 5 P9 feet © meters 0 above or 0 below the LN1 E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Rents 8 and/or J (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is' NIA . ❑ feet [] meters ❑ above or ❑ below the HAG, C3. Attached garage (top of slab) is NIA , E] feet E] meters 0 above or ❑ below the HAG, E4. Top of platform of machinery and/or equipment servicing the building is ') -0 Rd feet ❑ meters 9 above or ❑ below the HAG. M. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated' in accordance with the community's floodplain management ordinance? Q Yes 0 No [] Unknown. The local official must certify this information In Section G, SECTION F— PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner ar owner's authorized representative who completes Sections A,'8, and E for Zone A (without a FEMA issued or community -issued BFE) or g Zane AO must i n here. The statements in Sections A, d, and E are correct to the best of my knowledge., ,Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments El Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The kcal official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, G (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in items G3—GIO. In Puerto Rico only, enter meters`, G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.) 62. Q A community official completed Section E for a building located in Zone A (wittiout a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) 'is provided for community floodplain management purposes. G4. Permit Number G5. -Date Permit Issued 56. Date Certificate Of Compliance/Occupancy issued G7. This permit has been issued for: M New Construction [j Substantial improvement G8. Elevation of as buift. lowest floor (including basement) of the building: ❑ feet ❑meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet 0 meters Datum G14.Community's design flood elevation: El feet 0 meters Datum Local Officials Name Title Community Name Telephone Signature Date Comments Check here if attachments. FEIVA Form 086-0-33 (Revised 7/12) Replaces all previous editions. GENERAL CONSTRUCTION NOTES: 1. DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONS TAKE PRECEDENCE. THIS SET OF PLANS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSES ONLY UNLESS NOTED OTHERWISE. THE GENERAL CONTRACTOR'S SCOPE OF WORK SHALL INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT, LABOR, AND ANYTHING ELSE DEEMED NECESSARY TO COMPLETE INSTALLATIONS AS DESCRIBED HEREIN. 2. PRIOR TO SUBMISSION OF BIDS, CONTRACTORS INVOLVED SHALL 'VISIT JOB SITE AND FAMILIARIZE THEMSELVES WITH ALL CONDITIONS AFFECTING THE PROPOSED PROJECT, WITH THE CONSTRUCTION AND CONTRACT DOCUMENTS, FIELD CONDITIONS, AND CONFIRM THAT THE PROJECT MAY BE ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION. ANY ERRORS, OMISSIONS, OR DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER, AND PROJECT MANAGER (C.C.) 3. CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED BY THE CONSTRUCTION DRAWINGS/CONTRACT DOCUMENTS. 4. CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBED HEREIN. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. 5. CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO MANUFACTURER'S/VENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE, OR WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE. 6, 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 CONTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES. AND STATE JURISDICTION CODES BEARING ON THE PERFORMANCE OF THE ADOPTED CODES: 1. 2013 CALIFORNIA BUILDING CODE 5. 2013 CALIFORNIA MECHANICAL CODE 2. 2013 CALIFORNIA RESIDENTIAL CODE 6. 2013 CALIFORNIA PLUMBING CODE 3. 2013 CALIFORNIA FIRE AND ENERGY CODES 4. 2013 CALIFORNIA ELECTRICAL CODE 7. CONTRACTOR SHALL PROVIDE AT THE PROJECT SITE A FULL SET OF CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS AND ADDENDA OR CLARIFICATIONS FOR THE USE BY ALL PERSONNEL INVOLVED WITH THE PROJECT. PERMITTED, STAMPED ORIGINALS SHALL NOT BE USED FOR REDLINE PURPOSES. 8. STRUCTURAL COMPONENTS OF THIS PROJECT SITE/FACILITY ARE I'NOT-J... BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE. 9. DETAILS INCLUDED HEREIN ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR MODIFICATIONS MAY BE REQUIRED TO SUITE JOB CONDITIONS OR 'SITUATIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE SCOPE OF WORK. 10. SEAL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. LISTED OR FIRE MARSHALL APPROVED MATERIALS IF APPLICABLE TO THIS FACILITY OR PROJECT SITE. 11. CONTRACTOR SHALL PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2-A OR 2-A10BC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF THE PROJECT AREA DURING CONSTRUCTION. 12. CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING IMPROVEMENTS, EASEMENTS, PAVING, CURBING, ETC. DURING CONSTRUCTION. UPON COMPLETION OF WORK, CONTRACTOR SHALL REPAIR ANY DAMAGE THAT MAY HAVE OCCURRED DUE TO CONSTRUCTION ON/OR ABOUT THE PROPERTY., 13. CONTRACTOR SHALL ENSURE THAT THE GENERAL WORK AREA IS (KEPT CLEAN AND HAZARD FREE DURING CONSTRUCTION AND DISPOSE OF ALL DIRT, DEBRIS, RUBBISH, AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY. PREMISES SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST OR SMUDGES OF ANY NATURE. SITE SHALL BE SECURED, SAFE AND CLEAN UPON COMPLETION OF WORK EACH DAY. 14. THE ARCHITECTS/ENGINEERS HAVE MADE EVERY EFFORT TO SET FORTH IN THE CONSTRUCTION AND CONTRACT DOCUMENTS THE COMPLETE SCOPE OF WORK, CONTRACTOR IS NEVERTHELESS CAUTIONED THAT MINOR OMISSIONS OR ERRORS IN THE DRAWINGS AND/OR SPECIFICATIONS SHALL NOT EXCUSE SAID CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. CONTRACTOR SHALL BEAR THE RESPONSIBILITY OF NOTIFYING, IN WRITING THE ARCHITECT/ENGINEER OF ANY CONFLICTS, ERRORS OR OMISSIONS PRIOR TO THE SUBMISSION OF CONTRACTOR'S PROPOSAL. IN THE EVENT OF DISCREPANCIES CONTRACTOR SHALL PRICE THE MORE COSTLY OR EXTENSIVE WORK, UNLESS DIRECTED OTHERWISE. 15. CONTRACTOR SHALL FURNISH SANITARY FACILITIES PRIOR TO START OF WORK. 16. THE ALLOWABLE LOADING ON THE EXISTING ANTENNA SUPPORT STRUCTURE IS NOT PART OF THESE DRAWINGS AND SHALL BE PROVIDED BY T-MOBILIE. SPECIAL INSPECTIONS: N/A VICINITY MAP MARYBILL RANCH RD HWY 99 OROVI(lE CNICp H� SI TE LOTTRID DIRT RD DIRECTIONS TO SITE DEPART 1755 CREEKSIDE OAKS DR, SACRAMENTO, CA 95833 ON CREEKSIDE OAKS DR (WEST). TURN LEFT (SOUTH-WEST) ONTO CAPITAL PARK DR, THEN IMMEDIATELY TURN LEFT (SOUTH) ONTO NATOMAS PARK DR. TURN RIGHT (WEST) ONTO GARDEN HWY. TAKE RAMP (RIGHT) ONTO 1-5 [CA -99]. AT EXIT 525B, TURN RIGHT ONTO RAMP. ROAD NAME CHANGES TO CA -70 [CA -99]. TURN RIGHT (EAST) ONTO CA -20 [CA -70]. TURN LEFT TO STAY ON CA -20 [CA -70]. KEEP STRAIGHT ONTO CA -70 [B ST]. BEAR LEFT (NORTH-WEST) ONTO CA -149. MERGE ONTO CA -99 [STATE HIGHWAY 99]. TURN LEFT (SOUTH-WEST) ONTO ESTATES DR. TURN LEFT (EAST) ONTO OfROVILLE CHICO HWY [ORO CHICO HWY], THEN IMMEDIATELY BEAR RIGHT (SOUTH) ONTO LOTT RD. TURN RIGHT (WEST) ONTO.CAROLMARK CT. TURN LEFT (WEST) ONTO LOCAL_ ROAD(S). ARRIVE AT THE EXISTING SITE. EACH PROJECT DESCRIPTION INSTALL (1) NEW COMMSCOPE VHLP2-18 2'0 MICROWAVE DISH, INSTiALL (1) IP10-18-C50X-A AND INSTALL (1) 1/2 COAX CABLES. REMOVE (1) EXISTING 2' MICROWAVE DISH MOUNTED AT 120', 300 -DEGREES. PROJECT SUMMARY: SITE NAME: CHICO/OROVILLE CHIC SITE NUMBER: SC06533A SITE ADDRESS: 10184 JONES AVENUE DURHAM, CA 95938 LANDLORD: ALBERT AND CARROLL AMATOR 10130 LOTT RD DURHAM, CA 95938 PROJECT CONTACTS: JAMES MORAN T -MOBILE US INC - METROPCS DIVISION 1755 CREEKSIDE OAKS DRIVE SUITE 190 SACRAMENTO, CA 95833 PH: 707-450-5653 APPLICANT: T -MOBILE WEST LLC 1755 CREEKSIDE OAKS DR., SUITE 190 SACRAMENTO, CA 95833 CONTACT: JEFF LIENERT PHONE: (916) 505-3683 jeff.lienert@sbcglobal.net JURISDICTION: BUTTE COUNTY APN: 040 -050 -034 - ZONING: AG -20 LATITUDE: 39° 40' 26.2" (NAD83) LONGITUDE: -121° 46' 54.7" (NAD83) T -MOBILE WEST LLC 1755 CREEKSIDE OAKS DR., SUITE 190 SACRAMENTO, CA 95833 CONTACT: JEFF LIENERT PHONE: (916) 505-3683 jeff.lienert@sbc.lobal.net 0 ■ i WEST L LC SITE NAME.: CHICO/OROVILL SITE NUMBER: SC06533A CROWN CASTLE BU 827207 M/W,PROJECT SITE ADDRESS: 10184 JONES AVENUE DURHAM, CA 959,38 ABBREVIATIONS AC ASPHALT PAVING A/C AIR CONDITIONING APPROX APPROXIMATELY A.G.L. ABOVE GRADE LEVEL A. M. S. L. ABOVE MEAN SEA LEVEL BOT BOTTOM BTS BASE TRANSCEIVER STATION C. L. CHAIN-LINK CONC CONCRETE DET DETAIL DIM DIMENSION DWG DRAWING (E) EXISTING EA EACH ELEV ELEVATION FLR FLOOR FT FOOT, FEET GA GAUGE GALV GALVANIZED GND GROUND HR HOUR LBS POUNDS LNA LOW NOISE AMPLIFIER MAX MAXIMUM MIN MINIMUM (E) EXISTING NTS NOT TO SCALE 0. C. ON CENTER (P) PROPOSED READ REQUIRED SECT SECTION SIM SIMILAR SS STAINLESS STEEL STL STEEL THK THICK TMA TOWER MOUNTED AMPLIFIER TYP TYPICAL W/ WITH XFMR TRANSFORMER SHEET INDEX SHEET DESCRIPTION T-1 TITLE SHEET A-1 SITE PLANS A-2 ELEVATION & DETAILS A-3 DETAILS JW DATE ZONING APPROVAL A CONST DOCS 90% CONSTRUCTION 8/28/15 CH 0 CONST DOCS 100% 8/2815 9/08/15 CH APPROVALS TITLE BY DATE RF ENGINEER CH SC06533A REAL ESTATE NO. PROPERTY OWNER JW DATE ZONING APPROVAL A CONST DOCS 90% CONSTRUCTION 8/28/15 CH 0 CONST DOCS 100% 8/2815 9/08/15 CH PROJECT NAME & NO. CHICO/OROVILLE CHIC SC06533A SITE ADDRESS: 10184 JONES AVENUE DURHAM, CA 95938 CH SC06533A REVISIONS NO. DESCRIPTION JW DATE BY A CONST DOCS 90% 8/28/15 CH 0 CONST DOCS 100% 8/2815 9/08/15 CH PREPARED FOR: 0 m 13 13 13 D I%Ioblla � WEST LLC 1755 CREEKSIDE OAKS DR., SUITE 190 SACRAMENTO, CA 95833 THESE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF T -MOBILE AND THEIR USE AND PUBLICATION SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH THEY ARE PREPARED. REUSE, REPRODUCTION BY ANY METHOD, IN WHOLE OR IN PART, IS PROHIBITED EXCEPT BY WRITTEN PERMISSION FROM T -MOBILE. 1 I\LI-MRLV D1. r �_3 -lb PERMIT BUTTE C'011 +NIT`/ vi LC)PMENT SERVICES Ixycl '�EC�iJ I©R ODE- i m, p"I1',N E DATE-----A_1%iiiiiii%iii� DY _.c-,/ ne Cr' AI J LNL. R FES F N0.67146 EXP. 9130116 sl clvi�� �P grFOF CA��F°�� RDA%Alfkl^ TITI r TITLE SHEET DRAWN BY: PROJECT NO. CH SC06533A CHECKED BY: CADD FILE NO. JW - SCALE: DRAWING NO. AS NOTED T-1 DATE: 8/2815 SHEET 1 OF 4 PROJECT NAME & NO. CHICO/OROVILLE CHIC SC06533A SITE ADDRESS: 10184 JONES AVENUE DURHAM, CA 95938 CH (E) T -MOBILE REVISIONS NO. DESCRIPTION JW RBS CABINET BY A CONST DOCS 90% 8/28/15 (E) T -MOBILE 0 CONST DOCS 100% 82815 9/08/15 CH TESCO BOX (E) T -MOBILE — (E) T -MOBILE CABLE TRAY TELCO BOX (E) T -MOBILE RRUS �\ ' (E) T -MOBILE ICE BRIDGE REMOVE (1) (E) 2' (E) STEEL MICROWAVE DISH MOUNTED PLATFORM AT 120', 300 -DEGREES. (E) T -MOBILE RBS CABINET (E) T -MOBILE TESCO BOX (E) T -MOBILE (E) STAIRS TELCO BOX (E) T -MOBILE CABLE TRAY (E) LATTICE TOWER (E) T -MOBILE RRUS (E) T -MOBILE ANTENNAS (E) T -MOBILE ICE (E) CHAIN LINK FENCE BRIDGE EXISTING ENLARGED ANTENNA PLAN 22"x34" SCALE: 3/16°' =1'-0" 2 11"x17" SCALE: 3/32"' = 1'-0" 4' 2' 0" 4' (E) STEEL PLATFORM COMPLY WITH I CALIFORNIA 830 (E) T— MOBILE ELECTRICAL CODE- AR77C RBS CABINET requirements fior Network -Powered Broadband Communications Systems (E) T -MOBIL TESCO BOX (E) T -MOBILE (E) T -MOBILE CABLE TRAY TELCO BOX (E) STAIRS �T,y2,% (E) T -MOBILE RRUS Zone; / Flood (E) T -MOBILE ICE / HR.M: Cl C 051 �L BRIDGE (E) LATTICE TOWER INSTALL (1) NEW 1/2 COAX. II (E) STEEL I PLATFORM (E) T—MOBILE ANTENNAS INSTALL (1) NEW VHLP2-18 (TR) 2"0 MICROWAVE DISH @ 312.86° AZIMUTH I (E) CHAIN LINK FENCE RAD CENTER OF 120' _ -ling to Y NEW (1) IP10-18-C50X-A RADIO - nage ,c°mP provide FCC sig ants for Radio Of o-1 MOUNTED TO BACK OF (N) M/W DISH the FCC reQuirem eter fields at Perim FreQuencY installation NEW ANDREW UNIVERSAL LAI„- OPEN PIPE MOUNT MODEL (E) STAIRS #PM-SC2-72 A-096 # (E) LATTICE TOWER PERMIT BUTTE COUNTY CEVELC)PMENT SERVICES REVIEWED FOR CODEC MPLIANGE (E) T—MOBILE ANTENNAS DATE (E) CHAIN LINK FENCE S1TE PLAN 22"x34„ SCALE: 1/4" =1'-0" 11"x17 SCALE: 1/8" = V-0" 1 NEW ENLARGED ANTENNA PLAN 22"x34" SCALE: 1/8"' = 1'_0" 7 J 4' 3' 2' 1' 0" 4' 11"x17" SCALE: 1/16"= 1'-0" 8' 6' 4' 2' 0" 8' PROJECT NAME & NO. CHICO/OROVILLE CHIC SC06533A SITE ADDRESS: 10184 JONES AVENUE DURHAM, CA 95938 CH SC06533A REVISIONS NO. DESCRIPTION JW DATE BY A CONST DOCS 90% 8/28/15 CH 0 CONST DOCS 100% 82815 9/08/15 CH PREPARED FOR: • 0 0 0 CMOD 1 0 W EST L LC 1755 CREEKSIDE OAKS DR., SUITE 190 SACRAMENTO, CA 95833 THESE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF T—MOBILE AND THEIR USE AND PUBLICATION SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH THEY ARE PREPARED. REUSE, REPRODUCTION BY ANY METHOD, IN WHOLE OR IN PART, IS PROHIBITED EXCEPT BY WRITTEN PERMISSION FROM T—MOBILE. SEAL: R FES � UNC% N0.67146 EXP. 9/30/16 s� clvO� ��. q�FOF CA1.\F��� DRAWING TITLE: SITE PLANS DRAWN BY: PROJECT NO. CH SC06533A CHECKED BY: CADD FILE N0. JW — SCALE: DRAWING NO. AS NOTED A - 1 DATE: 82815 SHEET 2 OF 4 SOUTH ELEVATION INSTALL (1) NEW MICROWAVE DISH RAD CENTER OF (E) 2' MICROWAV 120', 300—DEGRE NEW ANDREW UIQ OPEN PIPE MOI #PM—SC2-72 RADIO M/W DISH -- - - I '. a g to Provide FCC signage comp Win the FCC requirements r meRe Radio Frequency fields installation PERMIT # & 2/ BUTTE COUNT`l .DEVELOPMENT SEF REVIEWED FOR CODE COMPLIANCE 22"x34" SCALE: 1/8" = 1'-0" 11"x17" SCALE: 1/16"' = 1'-0" 8' 6' 4' 2' 0" 8' PROJECT NAME & NO. CHICO/OROVILLE CHIC SC06533A SITE ADDRESS: 10184 JONES AVENUE DURHAM, CA 95938 REVISIONS NO. DESCRIPTION DATE BY A CONST DOCS 90% 8/28/15 CH 0 CONST DOCS 100% 9/08/15 CH DRAWING NO. AS NOTED �% A — L DATE: 8/2815 SHEET 3 of 4 PREPARED FOR: e T13 0 13Mo-,bilff WEST LLC 1755 CREEKSIDE OAKS DR., SUITE 190 SACRAMENTO, CA 95833 THESE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF T -MOBILE AND THEIR USE AND PUBLICATION SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH THEY ARE PREPARED. REUSE, REPRODUCTION BY ANY METHOD, IN WHOLE OR IN PART, IS PROHIBITED EXCEPT BY WRITTEN PERMISSION FROM T -MOBILE. SEAL: R FES UNl�i � N0.67146 EXP. 9130116 CIVO 0,0 qTF OF C AIJEDQ`� \n 1��11\1^ TITI r ELEVATION DRAWN BY: PROJECT NO. CH SC06533A CHECKED BY: CADD FILE NO. JW — SCALE: DRAWING NO. AS NOTED �% A — L DATE: 8/2815 SHEET 3 of 4 13 NEW PIPE MOUNT NOTE: - ALL MOUNTING HARDWARE BY VALMONT (NO SUBSTITUTES). - ALL HARDWARE TO BE EITHER HOT DIPPED GALVANIZED OR STAINLESS STEEL. - ALL ANTENNAS TO HAVE NONREFLECTIVE GRAY FINISH TO MATCH FINISH OF TOWER. NEW T -MOBILE AAI(`Dn1A/A\/C r) ICU /-1 V l /-\ I V u V v v v MICROWAVE DETAIL S TSE 3 (1) NEW AND ARM SUPPOR NEW M/W DIS MODEL: SA-[ EQUAL) 2,-0" NEW COMMSCOPE - VHLP2-18(TR) 2'0 MICROWAVE DISH 10-18-C50X-A RADIO D BACK OF (N) M/W DISH VV Df\/-\Ur\CI -D W/ MICROV ) IP10-18- AOUN7ED TC N DISH NEW COMMSCOPE VHLP)2-18(TR) 2'V REAR VIEW MICROWAVE DISH SIDE VIEW INSTALL (1) NEVIV VHLP2-' MICROWAVE DISH @ 312.8E RAD CENTER OF' 120' TO (E) 2' MICROWAVE DISH M 120', 300 -DEGREES. NEW (1) IP10-118-C50X-) MOUNTED TO BACK OF (N NEW ANDREW UNIVERSAL OPEN PIPE MOUNT MOC #PM-SC2-72 (E) LATTICE TOWER (E) T -MOBILE ANTENNAS ANTENNA SECTOR ANTENNA COAX ANTENNA AZIMUTH MAKE/MODEL CABLE CABLE CENTERLINE SIZE REVISIONS LENGTH NO. SECTOR 1 312.86° COMMSCOPE - VHLP2-18(TR) 150' 120' A.G.L. (1) 1 /2" BY A COAX NEW ANTENNA PLAN NEW ANDREW UNIVERCAI OPEN PIPE MOUNT #PM-SC2-72 NEW MICROWAVE DISH EXIS EW ANDREW ICROWAVE DISH JPPORT PERMIT # ° N 0° W 270° E 90° S 180° ti SCALE: NTS NEW MICROWAVE DETAIL SNTSE 4NEW MOUNT DETAIL NTS Z PROJECT NAME & NO. CHICO/OROVILLE CHIC SC06533A SITE ADDRESS: 10184 JONES AVENUE DURHAM, CA 95938 CH SC06533A REVISIONS NO. DESCRIPTION JW DATE BY A CONST DOCS 90% 8/28/15 CH. 0 CONST DOCS 100% 8/2815 9/08/15 CH PREPARED FOR: O 1313 CMob I I ff 13 13 W EST L LC 1755 CREEKSIDE OAKS DR., SUITE 190 SACRAMENTO, CA 95833 THESE DRAWINGS AND/OR THE ACCOMPANYING SPECIFICATIONS AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF T -MOBILE AND THEIR USE AND PUBLICATION SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH THEY ARE PREPARED. REUSE, REPRODUCTION BY ANY METHOD, IN WHOLE OR IN PART, IS PROHIBITED EXCEPT BY WRITTEN PERMISSION FROM T -MOBILE. fRLFMRLV DI SEAL: R FES F UNr% y N0.67146 EXP. 9130116 * 011 s� CN1HI �p qrF OF CA %DA%Atlkln TIT) C. DETAILS DRAWN BY: PROJECT NO. CH SC06533A CHECKED BY: CADD FILE NO. JW - SCALE: DRAWING NO. AS NOTED A-3 DATE: 8/2815 SHEET 4 OF 4 1 mwwr1