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16-100333
February 29, 2016 Amanda Nations T-Mobile West LLC 1505 Westlake Avenue North, Suite 800 Seattle, WA 98109 ptsr a[+i�'y oG a -- c Jim Ferrell, Mayor RE: Permit #16-100333-00-UP; T-MOBILE - SE04020D 27203 Pacific Highway South, Federal Way Dear Ms. Nations: amaiida.nations@taec.net The City of Federal Way's Department of Community Development has completed an administrative review of the proposed eligible facilities request to modify an existing Personal Wireless Facility (PWSF) located at the above -mentioned address. The proposed modifications include the replacement of two panel antennas, addition of one new antenna, addition of two FSMF, two COVP, one FRIG, one FXFB, six diplexers, two FBBC, and one cable. The eligible facilities request is found to be consistent with the provisions of the Spectrum Act and does not exceed the substantial change thresholds. The Process I proposal is hereby approved based on the following statements of fact: Criteria 1 For facilities outside of public rights -of -way, the modification does not increase the height of the tower by more than 10%, or by the height of one additional antenna array with separation from the nearest existing antenna not to exceed twenty feet, whichever is greater; For those facilities in the rights -of -way and for all base stations, it does not increase the height of the tower or area of base station by more than 10% or 10 feet, whichever is greater. Staff Response — The site is not located in the right-of-way. There are no proposed increases to height or area of base station. Criteria 2 For towers outside of public rights -of -way, the modification does not protrude from the edge of the tower more than 20 feet, or more than the width of the tower structure at the level of the appurtenance, whichever is greater; For those towers in the rights -of -way and for all base stations, the modification does not protrude from the edge of the structure more than 6 feet. Staff Response — There is no proposed increase to the width of ttre tower. 33325 8th Avenue South, Federal Way, WA 98003-6325 (253) 835-7000 www.cityoffederalway.com Ms. Nations February 29, 2016 Pa-e 2 Criteria 3 If the installation includes new equipment cabinets, the modification does not include the installation of more than 4 equipment cabinets. Staff Response —No new equipment cabinets are proposed. Criteria 4 For all existing facilities, the modification does not include excavation or equipment installation outside the current site of the tower or base station. Staff Response — There is no excavation or equipment installation proposed outside of the current site of the tower. Criteria 5 If the facility requires screening methods, the proposed modification does not defeat the existing concealment elements of the tower or base station. Staff Response — Current screening methods are not defeated as a result of this proposal. Criteria 6 The modification may not violate any of the conditions of approval associated with prior approvals. Stuff Response — The proposal does not violate any known conditions associated with prior approvals of the tower or site. Closing The effective date of this decision is March 1, 2016, three days from the date of this letter, per FWRC 19.05.360. This Process I approval is valid for one year from the effective date of this decision. If no further action is taken within one year, this decision will expire. A one-year extension of time may be granted only if a written request is submitted to the city's Department of Community Development at least 30 days prior to the expiration of the decision. If you have any questions regarding this decision, please contact Cory Darrow, Planning Intern, at 253- 835-2622, or cory.darrow@cityoffederalway.com. Sincerely, Michael A. Morales Community Development Director c: Cory Darrow, Planning Intern 16-100333 Doe LD 72SI5 FRI PAUL Jo FO &COMPANY Date: November 11, 2015 Michael Murray Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 RD RECEIVED2*t 3AN 2 2 Z516 CITy OF FEDERAL- 0 CDS Subject: Structural Analysis Report Oarrier Designation: T-Mobile Co -Locate Carrier Site Number: Carrier Site Name: FILE PERMIT #: 16-100333 00 CG ADDRESS: 27203 Pacific Hwy S PROJECT: Antenna Modification T-MOBILE - SE04020D DATE: 1 /22/16 SE04020D Redondo/27201 Pac Hwy MP Crown Castle Designation: Crown Castle BU Number: 826931 Crown Castle Site Name: Redondo/27201 Pac Hwy MP Crown Castle JDE Job Number: 354755 Crown Castle Work Order Number: 1150428 Crown Castle Application Number: 316978 Rev. 1 Engineering Firm Designation: Paul J Ford and Company Project Number: 37515-1679.002.7805 Site Data: 27201 Pacific Hwy. S., Federal Way, King County, WA Latitude 470 21' 27.68", Longitude -122° 18' 35.88" 100 Foot - Monopole Tower Dear Michael Murray, Paul J Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 844610, in accordance with application 316978, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LCS: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: \ Jared Smith, E.I. Structural Designer h � 1427 tnxTower Report - version 6.1.4.1 NOV 1 1 2015 PJFPAUL J. FORD &COMPANY Date: November 11, 2015 Michael Murray Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co -Locate Carrier Site Number: Carrier Site Name: Paul J Ford and Company 250 E. Broad Street Suite 600 Columbus, OH 43215 614.221.6679 SE04020D Redondo/27201 Pac Hwy MP Crown Castle Designation: Crown Castle BU Number: 826931 Crown Castle Site Name: Redondo/27201 Pac Hwy MP Crown Castle JDE Job Number: 354755 Crown Castle Work Order Number: 1150428 Crown Castle Application Number: 316978 Rev. 1 Engineering Firm Designation: Paul J Ford and Company Project Number: 37515-1679.002.7805 Site Data: 27201 Pacific Hwy. S., Federal Way, King County, WA Latitude 47021127.68" Longitude-122018'35.88" 100 Foot - Monopole Tower Dear Michael Murray, Paul J Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 844610, in accordance with application 316978, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: Jared Smith, E.I. Structural Designer tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Components vs. Capacity 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations November 11, 2015 CC/ BU No 826931 Page 2 tnxTower Report - version 6.1.4.1 November 11, 2015 100 Ft Monopole Tower Structural Analysis CCI BU No 826931 Project Number 37515-1679.002.7805, Application 316978, Revision 1 Page 3 1) INTRODUCTION This tower is a 100 ft Monopole tower designed by PENNSUMMIT TUBULAR, LLC in July of 2003. The tower was originally designed for a wind speed of 100 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a topographic category 1 and crest height of 0 feet, and Risk Category If were used in this analysis. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 8 ECC1920-VPLUB HBXX-3319DS-A2M w/ Mount Pipe _ coandrew 2 mmscope SBNHH-1 D65C w/ Mount 97.0 3 commscope ; Pipe 97.0 FRIG �yl 2 11-1/4 ] I- 1 nokia 2 nokia FRLB 1 � nokia FXFB 1 nokia NSN COVP 96.0 I 1 nokia FRLB tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 November 11, 2015 CCI BU No 826931 Page 4 Table 2 - Existing Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer (ft) Lines Size (In) 97.0 i iF 97.0 6 andrew E15S081378 3 nokia FRIG 2 nokia FXFB 1 nokia NSN COVP 1 2 �1 2 tower mounts andrew r raycap nokia andrew andrew 11PIatform Mount [LP 1201 -1] TMBXX-6516-R2M w/ Mount Pipe RNSDC-7771-PF-48 � FRIA TMBXX-6516-R2M w/ Mount Pipe 1 ECC1920-VPUB 4 6 3 F alcatel lucent 3JR52703AAAA 3 ralcatel lucent F442 RRH 700 W/SOLAR i 3 �alcatellucentRRH2X60-1900 6 �F ericsson �� KRY 112 71 /2 87.0 i 87.0 6 1 kathrein 742 265 r I I 12 i kathrein 86010025 powerwave l 6 technologies LGP21401 1 raycap l DC6-48-60-18-8F ' 1 tower mounts I Platform Mount [LP 301-1] i Notes: 1) Existing Equipment 2) Equipment To Be Removed - I - II I 18 J� 7/8 3 i 3/8 4 3/4 i tnxTower Report -version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 3) ANALYSIS PROCEDURE Table_ 3 - Documents Provided _ Document 4-GEOTECHNICAL REPORTS 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS �4-TOWER MANUFACTURER DRAWINGS 3.1) Analysis Method Remarks Adapt, WA03-9013, 03/24/03 PSM, C03044, 07/21/03 PST/PJF, 29203-0205, 07/10/03 November 11, 2015 CCI BU No 826931 Page 5 Reference 3562346 ! CCISITES 3562345 CCISITES 3562347 CCISITES 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. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.1.4.1 i 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 4) ANALYSIS RESULTS Table 4 - Section Capacitv (Summary) November 11, 2015 CCI BU No 826931 Page 6 Section No. Elevation (ft) Component Type Critical ;spp_allow Sae Element p (K) (I) % Capacity pass / Fail L1 100 - 73 Pole TP24.103xl 8x0.1875 1 -8.25 965.94 1 34.2 Pass I L2 73 - 36 Pole TP32.091x23.0499x0.2188 2 -11.99 1431.65 60.2 Pass L3 36 - 0 Pole TP39.79x30.7493x0.2813 3 -18.45 2355.34 55.3 Pass F- Summary Pole (1-2) 60.2 60.2 Pass Pass Rating = Table 5 - Tower Component Stresses vs. Capacity - LC5 Notes Component Elevation (ft) % Capacity Pass / Fail I 1 Anchor Rods 0 j 55.7 Pass J� 1 _ Base Plate 0 -T 38.9 —1 Pass 1 Base Foundation 0 38.9 J Pass Steel _ Base Foundation 1 i Soil Interaction 0 31.4 Pass Structure Rating (max from all components) = 60.2% Notes:- 1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. tnxTower Report - version 6.1.4.1 November 11, 2015 100 Ft Monopole Tower Structural Analysis CCI BU No 826931 Project Number 37515-1679.002.7805, Application 316978, Revision 1 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002-7805, Application 316978, Revision 1 Tower Input Data November 11, 2015 CCI BU No 826931 Page 8 There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in King County, Washington. 2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 85 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.0000 ft. 8) Nominal ice thickness of 0.2500 in. 9) Ice thickness is considered to increase with height. 10) Ice density of 56.00 pcf. 11) A wind speed of 30 mph is used in combination with ice. 12) Temperature drop of 50 OF. 13) Deflections calculated using a wind speed of 60 mph. 14) A non -linear (P-delta) analysis was used. 15) Pressures are calculated at each section. 16) Stress ratio used in pole design is 1. 17) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options Distribute Leg Loads As Uniform Assume Legs Pinned 4 Assume Rigid Index Plate 4 Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension J Bypass Mast Stability Checks 4 Use Azimuth Dish Coefficients Project Wind Area of Appurt. 4 Autocalc Torque Arm Areas SR Members Have Cut Ends 4 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 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Pales Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Length Length of Diameter Diameter ft fr ft Sides in in L1 100.0000- 73.0000 L2 73.0000- 36.0000 L3 36.0000- 0.0000 - 27.0000 3.00 40.0000 4.00 40.0000 18 18.0000 24.1030 Wall' Bend Thickness Radius in in 0.1875 0.7500 18 23.0499 32.0910 0.2188 0.8752 18 30.7493 39.7900 0.2813 1.1252 Pole Grade A572-65 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi) tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 November 11, 2015 CCI BU No 826931 Page 9 Tapered Pole Properties f Section w w/t Tip Dia. Area f r C I/C J It/Q in W )n in in in3 in' ir? in _ L1 182777 10.6007 424.9328 6.3234 9.1440 46,4712 850.4248 5.3013 2.8380 15.136 24.4748 14.2327 1028.4520 8.4900 12.2443 83.9942 2058.2573 7.1177 3.9121 20.865 L2 24.0940 15.8555 1044.1709 8.1050 11.7093 89.1742 2089.7157 7.9293 3.6717 16.781 32.5861 22.1343 2840.7160 11.3146 16.3022 174.2532 5685.1699 11.0693 5.2629 24.054 L3 32.1417 27.2032 3190.4025 10.8161 15.6206 204.2428 6385.0030 13.6042 4.9168 17.479 40.4038 35.2752 6956.5246 14.0256 20.2133 344.1555 13922.202 17.6409 6.5080 23.135 7 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft fe in in in 11 100.0000- 1 1 1 73.0000 L2 73.0000- 1 1 1 36.0000 L3 36.0000- 1 1 1 0.0000 Feed Line/Linear Appurtenances - Entered As Area Weight Description Face Allow Component Placement Total CAAA or Shield Type Number deg ft felft -Plf LDF5-50A(7/8) C No Inside Pale 97.0000 - 0.0000 12 No Ice 0.0000 0.33 1/2" Ice 0.0000 0.33 ASU9323TYP01(1- C No Inside Pole 97.0000 - 0.0000 2 No Ice 0.0000 1.05 1/4) 1/2" Ice 0.0000 1.05 CR 50 1070PE(7/8") C No Inside Pole 87.0000 - 0.0000 18 No Ice 0.0000 0.28 1/2" Ice 0.0000 0.28 CR 50 396 PE(3/8") C No Inside Pole 87.0000 - 0.0000 1 No Ice 0.0000 0.09 1/2" Ice 0.0000 0.09 FB-L98B-002-30000( C No Inside Pole 87.0000 - 0.0000 2 No Ice 0.0000 0.06 3/8) 1/2" Ice 0.0000 0.06 WR-VG86T( 314") C No Inside Pole 87.0000 - 0.0000 4 No Ice 0.0000 0.53 1/2" Ice 0.0000 0.53 Feed LinelLinear Appurtenances Section Areas Tower Tower Face Weight AR AF CAAA CAAA Sectio Elevation In Face Out Face n ft fe fe fe ftz K L1 100.0000- A 0.000 0.000 0.000 0.000 0.00 73.0000 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.25 L2 73.0000-36.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.50 L3 36.0000-0.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.48 Feed Line/Unear Appurtenances Section Areas - With Ice tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 Tower Sectio -_n_ L] L2 Tower Elevation ft 100.0000- 73.0000 73.0000-36.0000 L3 36.0000-0.0000 Face Ice or Thickness Leg in A 0.550 B C A 0.525 B C A 0.470 B C November 11, 2015 CCI BU No 826931 Page 10 -A,- . .. .... _AF.. -dA _ _.. CAAA V Weight In Face Out Face ft2 ft2 It ft2 K 0.000 - 0.000 0.000 _ 0.000 0.00 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.25 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.50 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.48 Feed Line Center of Pressure Section .... Elevation --- - CPX- .. _.. _.-CPz .•- _ _ CPX-CPZ -.. Ice Ice ft in in in in Ll 100.0000-73.0000 0.0000 0.0000 0.0000 0.0000 L2 73.0000-36.0000 0.0000 0.0000 0.0000 0.0000 L3 36.0000-0.0000 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft (2) E15S08P78 A (3) ECC1920-VPUB A TMBXX-6516-R2M w/ A Mount Pipe FRIG A (2) FXFB A NSN COVP A SBNHH-1 D65C w/ Mount A Pipe FRLB A tnxTower Report - version 6.1.4.1 From Leg 4.0000 0.00 0.00 From Leg 4.0000 0.00 -1.00 From Leg 4.0000 0.00 0.00 From Leg 4.0000 0.00 0.00 From Leg 4.0000 0.00 0.00 From Leg 4.0000 0.00 0.00 From Leg 4.0000 0.00 0.00 From Leg 4.0000 0.00 -1.00 0.00 97.0000 0.00 97.0000 0.00 97.0000 0.00 97.0000 0.00 97.0000 0.00 97.0000 0.00 97.0000 0.00 97.0000 No Ice 0.3199 0.6671 0.01 1 /2" 0.4078 0.7797 0.02 Ice No Ice 0.5394 0.2069 0.01 1 /2" 0.6403 0.2786 0.01 Ice No Ice 6.1758 4.5251 0.05 1 /2" 6.6547 5.2049 0.10 Ice No Ice 2.7930 1.1025 0.06 1 /2" 3.0183 1.2682 0.07 Ice No Ice 0.9851 1.1229 0.06 1 /2" 1.1485 1.3039 0.08 Ice No Ice 0.8309 0.4590 0.01 1/2" 0.9551 0.5566 0.02 Ice No Ice 11.8639 10.0306 0.09 1 /2" 12.6856 11.6489 0.18 Ice No Ice 2.4117 0.9034 0.06 1 /2" 2.6202 1.0481 0.07 Ice l�l 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679-002.7805, Application 316978, Revision 1 November 11, 2015 CCI BU No 826931 Page 11 Description Face Onset Offsets: Azimuth Placement CaAa CaR.s Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft tr2 fe K ft (2) E15S08078 B From Leg 4.0000 0.00 97.6060 No Ice 0.3199 0.6671 0.01 0.00 1/2" 0.4078 0.7797 0.02 0.00 Ice (3) ECC1920-VPUB B From Leg 4.0000 0.00 97.0000 No Ice 0.5394 0.2069 0.01 0.00 1/2" 0.6403 0.2786 0.01 -1.00 Ice TMBXX 6516-R2M w/ B From Leg 4.0000 0.00 97.0000 No Ice 6.1758 4.5251 0.05 Mount Pipe 0.00 1/2" 6.6547 5.2049 0.10 0.00 Ice FRIG B From Leg 4.0000 0.00 97.0000 No Ice 2.7930 1.1025 0.06 0.00 112" 3.0183 1.2682 0.07 0.00 Ice (4) ECC1920-VPUB B From Leg 4.0000 0.00 97.0000 No Ice 0.5394 0.2069 0.01 0.00 1/2" 0.6403 0.2786 0.01 0.00 Ice SBNHH-1 D65C w/ Mount B From Leg 4.0000 0.00 97.0000 No Ice 11.8639 10.0306 0.09 Pipe 0.00 1/2" 12.6856 11.6489 0.18 0.00 Ice FRIG B From Leg 4.0000 0.00 97.0000 No Ice 2.7930 1.1025 0.06 0.00 1/2" 3.0183 1.2682 0.07 0.00 Ice FRLB B From Leg 4.0000 0.00 97.0000 No Ice 2.4117 0.9034 0.06 0.00 1/2" 2.6202 1.0481 0.07 0.00 Ice (2) E15S08P78 C From Leg 4.0000 0.00 97.0000 No Ice 0.3199 0.6671 0.01 0.00 1/2" 0.4078 0.7797 0.02 0.00 Ice SBNHH-1 D65C w/ Mount C From Leg 4.0000 0.00 97.0000 No Ice 11.8639 10.0306 0.09 Pipe 0.00 1/2" 12.6856 11.6489 0.18 0.00 Ice FRIG C From Leg 4.0000 0.00 97.0000 No Ice 2.7930 1.1025 0.06 0.00 1/2" 3.0183 1.2682 0.07 0.00 Ice (4) ECC1920-VPUB C From Leg 4.0000 0.00 97.0000 No Ice 0.5394 0.2069 0.01 0.00 1/2" 0.6403 0.2786 0.01 0.00 Ice FRLB C From Leg 4.0000 0.00 97.0000 No Ice 2.4117 0.9034 0.06 0.00 1/2" 2.6202 1.0481 0.07 0.00 Ice FXFB C From Leg 4.0000 0.00 97.0000 No Ice 0.9851 1.1229 0.06 0.00 1/2" 1.1485 1.3039 0.08 0.00 Ice NSN COVP C From Leg 4.0000 0.00 97.0000 No Ice 0.8309 0.4590 0.01 0.00 1/2" 0.9551 0.5566 0.02 0.00 Ice Platform Mount [LP 1201- C None 0.00 97.0000 No Ice 23.1000 23.1000 2.10 1] 1/2" 26.8000 26.8000 2.50 Ice HBXX-3319DS-A2M w/ B From Leg 4.0000 0.00 97.0000 No Ice 12.5400 4.3806 0.06 Mount Pipe 0.00 1/2" 13.1355 5.1840 0.13 0.00 Ice HBXX-3319DS-A2M w/ C From Leg 4.0000 0.00 97.0000 No Ice 12.5400 4.3806 0.06 Mount Pipe 0.00 1/2" 13.1355 5.1840 0.13 0.00 Ice 3JR52703AAAA A From Leg 4.0000 0.00 87.0000 No Ice 12.5556 15.4000 0.16 0.00 1/2" 13.2201 16.1335 0.27 0.00 Ice 9442 RRH 700 W/SOLAR A From Leg 4.0000 0.00 87.0000 No Ice 2.4908 2.2050 0.05 0.00 1/2" 2.7103 2.4154 0.07 0.00 Ice RRH2X60-1900 A From Leg 4.0000 0.00 87.0000 No Ice 2.1865 1.4056 0.04 0.00 1/2" 2.3936 1.5867 0.06 0.00 Ice (2) KRY 112 71/2 A From Leg 4.0000 0.00 87.0000 No Ice 0.6806 0.5104 0.01 tnxTower Report - version 6.1.4.1 November 11, 2015 100 Ft Monopole Tower Structural Analysis CCI BU No 826931 Project Number 37515-1679.002.7805, Application 316978, Revision 1 Page 12 Description l Face or Leg OMW Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ftz CAAA Side fe Weight K 0.00 1/2" 0.8022 0.6230 0.02 0.00 Ice (2) 742 265 A From Leg 4.0000 0.00 87.0000 No Ice 7.6081 4.6758 0.05 0.00 1/2" 8.1103 5.1398 0.09 0.00 Ice (12) 860 10025 C From Leg 4.0000 0.00 87.0000 No Ice 0.1565 0.1293 0.00 0.00 1/2" 0.2211 0.1913 0.00 0.00 Ice (2) LGP21401 A From Leg 4.0000 0.00 87.0000 No Ice 1.2880 0.3640 0.01 0.00 1/2" 1.4453 0.4785 0.02 0.00 Ice DC6-48-60-18-8F C From Leg 4.0000 0.00 87.0000 No Ice 1.4667 1.4667 0.02 0.00 1/2" 1.6667 1.6667 0.04 0.00 Ice 3JR52703AAAA B From Leg 4.0000 0.00 87.0000 No Ice 12.5556 15.4000 0.16 0.00 1/2" 13.2201 16.1335 0.27 0.00 Ice 9442 RRH 700 W/SOLAR B From Leg 4.0000 0.00 87.0000 No Ice 2.4908 2.2050 0.05 0.00 1/2" 2.7103 2.4154 0.07 0.00 Ice RRH2X60-1900 B From Leg 4.0000 0.00 87.0000 No Ice 2.1865 1.4056 0.04 0.00 1/2" 2.3936 1.5867 0.06 0.00 Ice (2) KRY 112 71/2 B From Leg 4.0000 0.00 87.0000 No Ice 0.6806 0.5104 0.01 0.00 1/2" 0.8022 0.6230 0.02 0.00 Ice (2) 742 265 B From Leg 4.0000 0.00 87.0000 No Ice 7.6081 4.6758 0.05 0.00 1/2" 8.1103 5.1398 0.09 0.00 Ice (2) LGP21401 B From Leg 4.0000 0.00 87.0000 No Ice 1.2880 0.3640 0.01 0.00 1/2" 1.4453 0.4785 0.02 0.00 Ice 3JR52703AAAA C From Leg 4.0000 0.00 87.0000 No Ice 12.5556 15.4000 0.16 0.00 1/2" 13.2201 16.1335 0.27 0.00 Ice 9442 RRH 700 W/SOLAR C From Leg 4.0000 0.00 87.0000 No Ice 2.4908 2.2050 0.05 0.00 1/2" 2.7103 2.4154 0.07 0.00 Ice RRH2X60-1900 C From Leg 4.0000 0.00 87.0000 No Ice 2.1865 1.4056 0.04 0.00 1/2" 2.3936 1.5867 0.06 0.00 Ice Platform Mount [LP 301-1] C None 0.00 87.0000 No Ice 30.1000 30.1000 1.59 112" 40.8000 40.8000 2.03 Ice (2) 742 265 C From Leg 4.0000 0.00 87.0000 No Ice 7.6081 4.6758 0.05 0.00 1/2" 8.1103 5.1398 0.09 0.00 Ice (2) KRY 112 71/2 C From Leg 4.0000 0.00 87.0000 No Ice 0.6806 0.5104 0.01 0.00 1/2" 0.8022 0.6230 0.02 0.00 Ice (2) LGP21401 C From Leg 4.0000 0.00 87.0000 No Ice 1.2880 0.3640 0.01 0.00 1/2" 1.4453 0.4785 0.02 0.00 Ice Tower Pressures - No Ice GH = 1.1oo tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis November 11, 2015CCI BU No 826931 Project Number 37515-1679.002.7805, Application 316978, Revision 1 Page 13 Section z Kz % AG F AF AR AAV Leg CAAA CAAA Elevation a % In Out ft ft sf ft, a fe ff feFfe ace L1 100.0000- 85.8477 1.226 21.54 48.097 A 0.000 48.097 48.097 100.00 0.000 0.000 73.0000 1 B 0.000 48.097 100.00 0.000 0.000 C 0.000 48.097 100.00 0.000 0.000 L2 73.0000- 53.9089 1.111 19.45 87.382 A 0.000 87.382 87.382 100.00 0.000 0.000 36.0000 B 0.000 87.382 100.00 0.000 0.000 C 0.000 87.382 100.00 0.000 0.000 L3 36.0000- 17.8601 0.881 15.84 108.81 A 0.000 108.818 108.818 100.00 0.000 0.000 0.0000 8 B 0.000 108.818 100.00 0.000 0.000 C 0.000 108.8181 1 100.00 0.000 0.000 Tower Pressure -With Ice GH = 1.1oo Section z Kz q: tz AG F AF AR Ai g I Leg CAAA CAAA Elevation a I % In Out R ft psf in c fe a fe ftz fig Face ff Face fe L1100.0000- 85.8477 1.226 2.68 0.5502 50.572 A 0.000 50.572 50.572 100.00 0.000 0.000 73.0000 B 0.000 50.572 100.00 0.000 0.000 C 0.000 50.572 100.00 0.000 0,000 L2 73.0000- 53.9089 1.111 2.42 0.5252 90.774 A 0.000 90.774 90.774 100.00 0.000 0.000 36.0000 B 0.000 90.774 100.00 0.000 0.000 C 0.000 90.774 100.00 0.000 0,000 L3 36.0000- 17.8601 0.881 1.97 0.4702 111.969 A 0.000 111.969 111.969 100.00 0.000 0.000 0.0000 B 0.000 111.969 100.00 0.000 0.000 C 0.000 111.969 100.00 0.000 0.04p Tower Pressure - Service GH c 1.100 Section z Kz I q: AG F AF An Aleg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf fe a fe ff fe fe fe L1100.0000- 85.8477 1.226 9.60 48.097 A 0.000 48.097 48.097 100.00 0.000 0.000 73.0000 B 0.000 48.097 100.00 0.000 0.000 C 0.000 48.097 100.00 0.000 0.000 L2 73.0000- 53.9089 1.111 8.67 87.382 A 0.000 87.382 87.382 100.00 0.000 0.000 36.0000 B 0.000 87.382 100.00 0.000 0.000 C 0.000 87.382 100.00 0.000 0.000 L3 36.0000- 17.8601 0.881 7.06 108.81 A 0.000 108.818 108.818 100.00 0.000 0.000 0.0000 8 B 0.000 108.818 100.00 0.000 0.000 C 0.000 108.818 100.00 0.0001 0.000 Load Combinations Comb. Description No. 1 Dead Only - 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 November 11, 2015 CCI BU No 826931 Page 14 Comb. -Description- No- 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wnd 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Sectio �Efevation n It No. L1 100-73 L2 73 - 36 L3 36 - 0 Maximum Member Forces Component v Condition -Gov. Type Load Comb. Pole Pole Pole Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max. Torque Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max. Torque Max Tension Max. Compression Max. Mx Max. My 20 26 8 14 8 14 17 1 26 8 14 8 14 19 1 26 8 14 Axial If/ 0.00 -11.97 -8.25 -8.29 9.92 9.58 0.00 -16.16 -11.99 -12.02 11.62 11.29 0.00 -23.18 -18.45 -18.45 Major Axis Minor Axis Moment Moment - kip-f _k�_f 0.00 0-00 -0.23 -0.30 -153.48 -1.33 -1.45 -146.28 -153.48 -1.33 -1.45 -146.28 0.69 0.00 0.00 -0.23 -0.30 -541.29 -3.54 -3.65 -521.91 -541.29 -3.54 -3.65 -521.91 0.52 0.00 0.00 -0.23 -0.30 -1043.69 -5.91 -6.02 -1011.14 tnxTower Report - version 6.1.4.1 November 11, 2015 100 Ft Monopole Tower Structural Analysis CC/ BU No 826931 Project Number 37515-1679.002.7805, Application 316978, Revision 1 Page 15 Sectio Elevation Component Condition Gov. Axial Major Axis MinorAxis n ft Type Load Moment Moment No. _ Comb. K ki -ft ki ft Max. Vy 8 13.45 -1043.69 -5.91 Max. Vx 14 13.13 -6.02 -1011.14 Max. Torque 19 0.52 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 26 23.18 0.00 0.00 Max. HX 21 13.84 13.44 0.06 Max. Hz 3 13.84 0.06 13.12 Max. M,, 2 1011.05 0.06 13.12 Max. M. 8 1043.69 -13.44 -0.06 Max. Torsion 19 0.52 11.61 -6.51 Min. Vert 9 13.84 -13.44 -0.06 Min. Hx 8 18.46 -13.44 -0.06 Min. Hz 15 13.84 -0.06 -13.12 Min. Mx 14 -1011.14 -0.06 -13.12 Min. M. 20 -1043.31 13.44 0.06 Min. Torsion 7 -0.52 -11.61 6.51 Tower Mast Reaction Summary Load f Torque Vertical Shear, v Shear, Overturning Overturning Combination Moment, M. Moment M. K K K kip-tt ki -ft ki ft -Dead Only 15.38 0.00 000 0.03 -0.12 0.00 1.2 Dead+1.6 Wind 0 deg - 18.46 -0.06 -13.12 -1011.05 5.71 0.28 No Ice 0.9 Dead+1.6 Wind 0 deg - 13.84 -0.06 -13.12 -1001.93 5.69 0.28 No Ice 1.2 Dead+1.6 Wind 30 deg - 18.46 6.67 -11.33 -872.75 -516.89 0.46 No Ice 0.9 Dead+1.6 Wind 30 deg - 13.84 6.67 -11.33 -864.84 -512.15 0.46 No Ice 1.2 Dead+1.6 Wind 60 deg - 18.46 11.61 -6.51 -500.46 -901.00 0.52 No Ice 0.9 Dead+1.6 Wind 60 deg - 13.84 11.61 -6.51 -495.94 -892.76 0.52 No Ice 1.2 Dead+1.6 Wind 90 deg - 18.46 13.44 0.06 5.91 -1043.69 0.43 No Ice 0.9 Dead+1.6 Wind 90 deg - 13.84 13.44 0.06 5.84 -1034.11 0.43 No Ice 1.2 Dead+1.6 Wind 120 deg 18.46 11.67 6.61 510.70 -906.86 0.24 - No Ice 0.9 Dead+1.6 Wind 120 deg 13.84 11.67 6.61 506.05 -898.56 0.24 - No Ice 1.2 Dead+1.6 Wind 150 deg 18.46 6.77 11.39 878.69 -527.05 -0.03 - No Ice 0.9 Dead+1.6 Wind 150 deg 13.84 6.77 11.39 870.70 -522.20 -0.03 - No Ice 1.2 Dead+1.6 Wind 180 deg 18.46 0.06 13.12 1011.14 -6.02 -0.28 - No Ice 0.9 Dead+1.6 Wind 180 deg 13.84 0.06 13.12 1001.99 -5.92 -0.28 - No Ice 1.2 Dead+1.6 Wind 210 deg 18.46 -6.67 11.33 872.84 516.58 -0.46 - No Ice 0.9 Dead+1.6 Wind 210 deg 13.84 -6.67 11.33 864.91 511.92 -0.46 - No Ice 1.2 Dead+1.6 Wind 240 deg 18.46 -11.61 6.51 500.54 900.70 -0.52 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 November 11, 2015 CCI BU No 826931 Page 16 Load Vertical Shear,,' Shear, Overturning Overturning Torque Combination Moment, MX Moment M. K _ K K ki -ft krfl kib-ft - No Ice 0.9 Dead+1.6 Wind 240 deg 13.84 -11.61 6.51 496.00 892.54 -0.52 - No Ice 1.2 Dead+1.6 Wind 270 deg 18.46 -13.44 -0.06 -5.83 1043.31 -0.43 - No Ice 0.9 Dead+1.6 Wind 270 deg 13.84 -13.44 -0.06 -5.78 1033.88 -0.43 - No Ice 1.2 Dead+1.6 Wind 300 deg 18.46 -11.67 -6.61 -510.61 906.54 -0.23 - No Ice 0.9 Dead+1.6 Wind 300 deg 13.84 -11.67 -6.61 -505.99 898.32 -0.23 - No Ice 1.2 Dead+1.6 Wind 330 deg 18.46 -6.77 -11.39 -878.60 526.73 0.03 - No Ice 0.9 Dead+1.6 Wind 330 deg 13.84 -6.77 -11.39 -870.64 521.97 0.03 - No Ice 1.2 Dead+1.0 Ice+1.0 Temp 23.18 -0.00 -0.00 0.30 -0.23 0.00 1.2 Dead+1.0 Wind 0 23.18 -0.00 -1.58 -116.05 0.24 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 23.18 0.80 -1.37 -100.21 -59.45 0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 23.18 1.39 -0.79 -57.43 -103.27 0.06 deg+1 .0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 23.18 1.61 0.00 0.83 -119.50 0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 23.18 1.40 0.79 58.96 -103.77 0.04 deg+1 .0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 23.18 0.81 1.37 101.37 -60.31 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 23.18 0.00 1.58 116.72 -0.75 -0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 23.18 -0.80 1.37 100.88 58.94 -0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 23.18 -1.39 0.79 58.09 102.77 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 23.18 -1.61 -0.00 -0.16 118.99 -0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 23.18 -1.40 -0.79 -58.29 103.27 -0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 23.18 -0.81 -1.37 -100.71 59.80 -0.01 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service 15.38 -0.02 -3.65 -280.15 1.50 0.08 Dead+Wind 30 deg - Service 15.38 1.86 -3.16 -241.80 -143.31 0.13 Dead+Wind 60 deg - Service 15.38 3.23 -1.81 -138.65 -249.75 0.14 Dead+Wind 90 deg - Service 15.38 3.74 0.02 1.66 -289.30 0.12 Dead+Wind 120 deg - 15.38 3.25 1.84 141.54 -251.37 0.07 Service Dead+Wind 150 deg - 15.38 1.89 3.17 243.50 -146.12 -0.01 Service Dead+Wind 180 deg - 15.38 0.02 3.65 280.23 -1.75 -0.08 Service Dead+Wind 210 deg - 15.38 -1.86 3.16 241.88 143.05 -0.13 Service Dead+Wind 240 deg - 15.38 -3.23 1.81 138.72 249.49 -0.14 Service Dead+Wind 270 deg - 15.38 -3.74 -0.02 -1.59 289.04 -0.12 Service Dead+Wind 300 deg - 15.38 -3.25 -1.84 -141.47 251.11 -0.07 Service Dead+Wind 330 deg - 15.38 -1.89 -3.17 -243.43 145.86 0.01 Service Solution Summar Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 November 11, 2015 CCI BU No 826931 Page 17 - Load Comb. PX K Sum of Applied Forces PY K PZ K PX K Sum of Reactions PY K PZ K %Error 1 0.00 -15.38 0.00 -0.00 15.38 0.00 0.000% 2 -0.06 -18.46 -13.12 0.06 18.46 13.12 0.006% 3 -0.06 -13.84 -13.12 0.06 13.84 13.12 0.005% 4 6.67 -18.46 -11.33 -6.67 18.46 11.33 0.000% 5 6.67 -13.84 -11.33 -6.67 13.84 11.33 0.000% 6 11.61 -18.46 -6.51 -11.61 18.46 6.51 0.000% 7 11.61 -13.84 -6.51 -11.61 13.84 6.51 0.000% 8 13.44 -18.46 0.06 -13.44 18.46 -0.06 0.002% 9 13.44 -13.84 0.06 -13.44 13.84 -0.06 0.005% 10 11.67 -18.46 6.61 -11.67 18.46 -6.61 0.000% 11 11.67 -13.84 6.61 -11.67 13.84 -6.61 0.000% 12 6.77 -18.46 11.39 -6.77 18.46 -11.39 0.000% 13 6.77 -13.84 11.39 -6.77 13.84 -11.39 0.000% 14 0.06 -18.46 13.12 -0.06 18.46 -13.12 0.006% 15 0.06 -13.84 13.12 -0.06 13.84 -13.12 0.005% 16 -6.67 -18.46 11.33 6.67 18.46 -11.33 0.000% 17 -6.67 -13.84 11.33 6.67 13.84 -11.33 0.000% 18 -11.61 -18.46 6.51 11.61 18.46 -6.51 0.000% 19 -11.61 -13.84 6.51 11.61 13.84 -6.51 0.000% 20 -13.44 -18.46 -0.06 13.44 18.46 0.06 0.006% 21 -13.44 -13.84 -0.06 13.44 13.84 0.06 0.005% 22 -11.67 -18.46 -6.61 11.67 18.46 6.61 0.000% 23 -11.67 -13.84 -6.61 11.67 13.84 6.61 0.000% 24 -6.77 -18.46 -11.39 6.77 18.46 11.39 0.000% 25 -6.77 -13.84 -11.39 6.77 13.84 11.39 0.000% 26 0.00 -23.18 0.00 0.00 23.18 0.00 0.000% 27 -0.00 -23.18 -1.58 0.00 23.18 1.58 0.002% 28 0.80 -23.18 -1.37 -0.80 23.18 1.37 0.002% 29 1.39 -23.18 -0.79 -1.39 23.18 0.79 0.002% 30 1.61 -23.18 0.00 -1.61 23.18 -0.00 0.002% 31 1.40 -23.18 0.79 -1.40 23.18 -0.79 0.002% 32 0.81 -23.18 1.37 -0.81 23.18 -1.37 0.002% 33 0.00 -23.18 1.58 -0.00 23.18 -1.58 0.002% 34 -0.80 -23.18 1.37 0.80 23.18 -1.37 0.002% 35 -1.39 -23.18 0.79 1.39 23.18 -0.79 0.002% 36 -1.61 -23.18 -0.00 1.61 23.18 0.00 0.002% 37 -1.40 -23.18 -0.79 1.40 23.18 0.79 0.002% 38 -0.81 -23.18 -1.37 0.81 23.18 1.37 0.002% 39 -0.02 -15.38 -3.66 0.02 15.38 3.65 0.005% 40 1.86 -15.38 -3.16 -1.86 15.38 3.16 0.005% 41 3.23 -15.38 -1.81 -3.23 15.38 1.81 0.005% 42 3.74 -15.38 0.02 -3.74 15.38 -0.02 0.005% 43 3.25 -15.38 1.84 -3.25 15.38 -1.84 0.005% 44 1.89 -15.38 3.17 -1.89 15.38 -3.17 0.005% 45 0.02 -15.38 3.66 -0.02 15.38 -3.65 0.005% 46 -1.86 -15.38 3.16 1.86 15.38 -3.16 0.005% 47 -3.23 -15.38 1.81 3.23 15.38 -1.81 0.005% 48 -3.74 -15.38 -0.02 3.74 15.38 0.02 0.005% 49 -3.25 -15.38 -1.84 3.25 15.38 1.84 0.005% 50 -1.89 -15.38 -3.17 1.89 15.38 3.17 0.005% Nan -Linear Convergence Results Load Converged? Number Displacement Force Combination ofclvs Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 13 0.00007148 0.00011567 3 Yes 13 0.00000001 0.00009553 4 Yes 16 0.00000001 0.00009083 5 Yes 16 0.00000001 0.00006753 6 Yes 16 0.00000001 0.00008574 7 Yes 16 0.00000001 0.00006344 8 Yes 14 0.00000001 0.00006081 9 Yes 13 0.00000001 0.00012294 10 Yes 16 0.00000001 0.00009395 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 11 Yes 16 0.00000001 0.00006953 12 Yes 16 0.00000001 0.00009153 13 Yes 16 0.00000001 0.00006787 14 Yes 13 0.00007148 0.00013556 15 Yes 13 0.00000001 0.00011114 16 Yes 16 0.00000001 0.00008495 17 Yes 16 0.00000001 0.00006303 18 Yes 16 0.00000001 0.00009268 19 Yes 16 0.00000001 0.00006880 20 Yes 13 0.00007133 0.00012482 21 Yes 13 0.00000001 0.00010248 22 Yes 16 0.00000001 0.00009096 23 Yes 16 0.00000001 0.00006729 24 Yes 16 0.00000001 0.00009062 25 Yes 16 0.00000001 0.00006720 26 Yes 6 0.00000001 0.00000001 27 Yes 12 0.00000001 0.00007954 28 Yes 12 0.00000001 0.00008535 29 Yes 12 0.00000001 0.00008645 30 Yes 12 0.00000001 0.00008284 31 Yes 12 0.00000001 0.00008828 32 Yes 12 0.00000001 0.00008708 33 Yes 12 0.00000001 0.00008055 34 Yes 12 0.00000001 0.00008550 35 Yes 12 0.00000001 0.00008666 36 Yes 12 0.00000001 0.00008201 37 Yes 12 0.00000001 0.00008654 38 Yes 12 0.00000001 0.00008549 39 Yes 12 0.00000001 0.00009435 40 Yes 12 0.00000001 0.00010359 41 Yes 12 0.00000001 0.00008933 42 Yes 12 0.00000001 0.00009873 43 Yes 12 0.00000001 0.00010354 44 Yes 12 0.00000001 0.00009707 45 Yes 12 0.00000001 0.00009472 46 Yes 12 0.00000001 0.00008750 47 Yes 12 0.00000001 0.00010842 48 Yes 12 0.00000001 0.00009807 49 Yes 12 0.00000001 0.00009511 50 Yes 4 _ 12 0.00000001 0.00009468 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in L1 100 - 73 13.45 v 42 1.15^ 0.00 L2 76 - 36 7.88 42 1.01 0.00 L3 40 - 0 2.08 42 0.48 0.00 November 11, 2015 CCl BU No 826931 Page 18 Critical Deflections and Radius of Curvature - Service Wind LJ Elevation Appurtenance �~ Gov. Deflection Tilt Twist Radius of Load Curvature R Comb. in ° It 97.0000 _ _ (2) E15S08P78 42 _ 12.72 1.14 0.00 23679 87.0000 3JR52703AAAA 42 10.34 1.09 0.00 9107 tnxTower Report - version 6.1.4.1 1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 Maximum Tower Deflections - Design Wind Section Elevation Horz ` Gov. Tilt Twist No. Deflection Load ft in Comb. L1 100 - 73 48.55 8 4.15 0.01 L2 76 - 36 28.44 8 3.65 0.01 L3 40 - 0 7.50 8 1.75 0.00 November 11, 2015 CCl BU No 826931 Page 19 Critical Deflections and Radius of Curvature- Desi n Wind Elevation Radius of Appurtenance Gov. Deflection Tilt Twist Load Curvature ft Comb. in 0It 97.0000 (2) EISSOSP78 8 45.93 4.11 0.01 6621 87.0000 3JR52703AAAA 8 37.33 3.95 0.01 2545 Compression Checks Pole Design Data Section Elevation Size L L �KUr �A P. OPn _ Ratiov No. P. ft ft ft irf K K Ll 100 - 73 (1) TP24.103x18x0.i 875 27.000 0.0000 0.0 13-829 -8.25 965.94 0.009 0 2 L2 73-36(2) TP32.09lx23.0499xO.218 40.000 0.0000 0.0 21.506 -11.99 1431.65 0.008 8 0 4 0 36-0(3) TP39.79x30.7493x0.2813 40.000 0.0000 0.0 35.275 -18.45 2355.34 0.008 0 2 Pole Bending Design Data �T Section Elevation Size M. W . Ratio M,Y Wny x Ratio No. M. M,Y ft kip-ft kip-ft tM, kip-ft kip-ft OM,W L1 100 - 73 (1) TP24.103x18xO.1875 153.49 461.46 0.333 0.00 461.46 0.000 L2 73 - 36 (2) TP32.091x23.0499x0.218 541.31 912.40 0.593 0.00 912.40 0.000 8 L3 36 - 0 (3) TP39.79x30.74934.2813 1043.71 1914.96 0.545 0.00 1914.96 0.000 Section Elevation No. ft L1 100 - 73 (1) L2 73 - 36 (2) 0 36 - 0 (3) Pole Shear Design Data .� Y Size Actual V„ Ratio Actual T„ Ratio V. V� T. T. K K 6V kip-ft kip-ft Tn TP24.103x18x0.1875 9.92 482.97 0.021 0.44 924.06 0.000 TP32.091 x23.0499x0.218 11.62 715.82 0.016 0.43 1827.03 0.000 8 TP39.79x30.74930.2813 13.45 1177.67 0.011 0.43 3834.59 0.000 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision 1 Pole Interaction Design Data November 11, 2015 CCl BU No 826931 Page 20 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M X M,n, V T. Stress Stress ft P„ M„ V. Tn Ratio Ratio L1 100 - 73 (1) 0.009 0.333 0.000 0.021 0.000 0.342 1.064 4 8 2 V L2 73 - 36 (2) 0.008 0.593 0.000 0.016 0.000 0.602 1.000 4 8 2 L3 36 - 0 (3) 0.008 0.545 0.000 0.011 0.000 0.553 1.000 4 8 2 V Section Capacity Table Pass Fail Pass Pass Pass Section No Elevation ft Component Type Size Critical P Element K sp./b. K % Capacity 34.2 60.2 55.3 Pole f Pole Pole TP24.103x184.1875 TP32.091x23.0499x0.2188 TP39.79X30.74930.2813 1 -8.25 2 -11.99 3 -18.45 965.94 1431.65 2355.34 L1 L2 1 3 100 - 73 73 - 36 36 - tl Summary Pole (L2) 60.2 Pass RATING = 60.2 Pass tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37515-1679.002.7805, Application 316978, Revision APPENDIX B BASE LEVEL DRAWING IP�101[/Sml jj) f-1%1' TO 4i R [fro 41Ep- (py5T+SO BE (�) S-�f4' 10 6T F� LML 7/e (1�} T fy' 10 07 R [SViL� QNSTALTT (3) 3/B- TO 87 Fr LEVEL (4) 3/4- TO 87 Fr LEVEL (18) 7/8- TO 87 Fr LEVEL November 11, 2015 CCI BU No 826931 Page 21 tnxTower Report - version 6.1.4.1 November 11, 2015 100 Ft Monopole Tower Structural Analysis CCI BU No 826931 Project Number 37515-1679.002.7805, Application 316978, Revision 1 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.1.4.1 8 Im o V 100.0 ft 73.0 ft 36.0 ft QOft � i✓ m g E s a 5 2 y my J Z H U) m C7 5 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (2) E15SD8P76 97 IHBXX3319DS-A2M w/ Mount Pipe 1,97 (3) ECC192D-VPUB 97 IHBXX-3319DS-A2M w/ Mount Pipe 97 TMBXX-6516-R2M w/ Mount Pipe 97 3JR52703AAAA 87 FRIG 97 •9442 RRH 700 W/SOLAR 87 (2) FXFB 97 IRRH2X60-1900 87 NSN COVP b7 12 KRY 112 712 B7 SBNHH-1D65Cw/Mount Pipe 97 Q2)742265 87 FRLB 97 -(12) 86010025 87 (2) E15S%BP76 97 (2) LGP21401 B7 (3) ECC1920-VPUB 97 DC6-488D-183F 87 TMBXX-G516-R2M w/ Mount Pipe 97 :3JR52703AAAA 87 FRIG 97 1.9442 RRH 700 W/SOLAR 67 (4)EOC1920-VPUB 97 RRH2X60-19DO 87 SBNHH-1D65Cw/Mount Pipe 97 (2) KRY 112 71/2 07 FRIG 97 (2)742265 87 FRLB 97 (2) LGP21401 67 (2) E15SOBP78 97 :3JR52703AAAA 87 SBNHH-1D55Cw/Mount Pipe 97 .9442 RRH 700 W/SOLAR 87 FRIG 97 RRH2013-1900 87 (4) EOC1920-VPUB 97 Platform Mount [LP 301-11 97 FRLB 97 (2) 742 265 87 IFXFB 97 (2) KRY 112 712 67 NSN OOVP 97 (2) LGP21401 87 (Platform Mount [LP 1201-1] 97 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu ,A57235 165Id -80 ksi TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the T]A-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TOWER RATING: 60.2% ALL REACTIONS ARE FACTORED AXIAL 23 K SFfEAR� MOMENT 2 Kj 1 120 kip-ft TORQUE 0 kip-ft 30 mph WIND - 0.2500 in ICE AXIAL 18K SHMOMENT 13 K 1044 kip-1t TORQUE 1 kip-ft REACTIONS - 85 mph WIND Paul JFord and Company 250 E. Broad Street Suite 600 Columbus, OH 43215 Phone: 614.221.6679 FAX 614.448.4105 100' MP- Redondo/27201 Pac N a PJF#37515-1679 @U#=93f it: CCI awn by Jared Smith TIA-222-G Date: 11 /11/15 MA Federal '- NTS No. r~i 14 Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1) Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Corner). 2) Rod Spacing = Straight Center -to -Center distance between any (2) adjacent rods (same corner) 31 Clear space between bottom of Is elinn nut and tOD of concrete not exceeding 1 ' Rod Diameter) Site Data BU#: Site Name: Ann A - Anchor Rod Data Eta Factor, q 0.5 TIA G (Fig. 4-4) Qty: Diam: Rod Material: Yield, Fy: Strength, Fu: Bolt Circle. 8 in ksi ksi in 2.25 A615-J 75 100 45 Anchor Spacing: 6 in Plate Data W=Side: Thick: Grade: Clip Distance: 44 in in ksi in 2.5 55 6 Stiffener Data (Weldingat both sides Configuration: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: Unstiffened ** in ** degrees <-- Disregard in in in in in ksi ksi Pole Data Diam: Thick: Grade: # of Sides: 39.79 in in ksi T" IF Round 0.2813 65 18 — Note: for complete joint penetration groove welds the groov Base Reactions TIA Revision: Factored Moment, Mu: Factored Axial, Pu: Factored Shear, Vu. G ft-kips kips kips 1044 18 13 Anchor Rod Results TIA G --> Max Rod (Cu+ Vu/q): 144.7 Kips Axial Design Strength, 4)*Fu*Anet: 260.0 Kips Anchor Rod Stress Ratio: 55.7% Base Plate Results Flexural Check Base Plate Stress: 19.2 ksi PL Design Bending Strength, 4)*Fy: 49.5 ksi Base Plate Stress Ratio: 38.9% Stiffener Results Horizontal Weld: N/A Vertical Weld: N/A Plate Flex+Shear, fb/Fb+(fv/Fv)A2: N/A Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/A Plate Comp. (AISC Bracket): N/A Pole Results Pole Punching Shear Check: N/A Max PL Length Yield Line # Anchors at corner= 5t 5S t= BASE PL Qty/4 ti THICKNESS LAnchor, Typ. STIFFENED CONFIGURATION ASSUMED IN TOOL v B.C. `l> --- - I fC0 i Input Clear Space at B.C. for Sinale l J / Anchor Case Pole w/ DIAM = D Anchor Spvcing Same As 5tWonv Spacing, Lxcdpt for 7ZInn1n Corner Anchor (Input Clear Spocc) e depth must be exactly 112the stiffener thickness for cetculation purposes PL Ref. Data 'Yield Line (in): 22.44 IMax PL Length: 22.44 CClplate 1.5 - Square Base F-G 1.2, Effective March 19, 2012 Analysis date: 11/11/2015 0 PA U L J. F O W Job Number: 37515-1679.002 Page: 1 & COMPANY Site Number: 826931 By: JWS 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Name: Redondo/27201 Pee Hwy MP Date: 11/11/2015 Phone 61A.221.6679 www.pauliford.cgm DRILLED PIER SOIL AND STEEL ANALYSIS - TIA-222-G Factored Base Reactions from RISA t'mmn 1+V TPnsinn 1A Moment, Mu = Shear, Vu = 1044.0 13.0 18.0 13.5 ❑.0 1057.0 0.p Axial Load, Put = Axial Load, Pu2 = OTMu = "Axial Load, Pull will be used for Sol] Compression Analysis. "Axial Load, Pu2 will be used for Steel Analysis. Drilled Pier Parameters Diameter = 6 Height Above Grade = 1 ft Depth Below Grade = 24 lit fc' = 4 ksi cc = 0.003 infra Mat Ftdn. Cap Width = Mat Ftdn. Cap Length = ft Depth Below Grade = ft Steel Parameters Number of Bars = 16 Reber Size = 410 Reber Fy = 60 ksi Reber MOE = 29000 kst Tie Size = #3 Side Clear Cover to Ties = 4 n Direct Embed Pole Shaft Parameters Dia @ Grade = in Dia @ Depth Below Grade = in Number of Sides = Thickness = in Fy = lksi Backfill Condition = Define Soil Lavers Safe Factors/ Load Factors Tower Type = k ft ACI Code = kips Seismic Design Category = kips (from 1.2D + 1.6W)' Reference Standard = kips (from 0.9D + 1.6W)- Use 1.3 Load Factor? k-R @Ground Load Factor = I ac ors ono ole DP 1CI 318-08 ) ' A-222-G o 1-00 Soil Lateral Resistance = Skin Friction = End Bearing = Concrete Wt. Resist Uplift = Safniv Factor d) Factor 2.00 0,75 2-04 0,75 2.00 0,75 125 L a embinati n Checked r 7L4-222-G 1. (0.75) Ult. Skin Friction + (0.75) Ult End Bearing + (1.2) Effective Soil Wt. - (1.2) Buoyant Cone. Wt. Z Comp. 2. (0.75) Ult Skin Friction + (0.9) Buoyant Cone. VA. z Uplift Soil parameters Water Table Depth = 16.00 t Depth to Ignore Soil Depth to Full Cohesion = 0 t Full Cohesion Starts at?. - Above round Above Full Cohesion Lateral Resistance = 4(Cohesicn)(Dia)(H) Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H) INaxirrlum Capacity Ratios Maximum Soil Ratio = 110.096 Maximum Steel Ratio = 105-0% 'Note: The drilled pier foundation was analyzed using the methodology in the software 'PLS- Caisson' (Version 8.10, or newer, by Power Une Systems, Inc.). Per the methods in PLS- Caisson, the soil reactions of cohesive soils are calculated using BCD independent of the depth of the soil layer. The depth of soil to be ignored at the top of the drilled pier is based the recommendations of the site specific geotechnical report. In the absence of any recommendations, the frost depth at the site or one half of the drilled pier diameter A Layer Thickness ft Unit Weight f Cohesion sf Friction Angle degrees Soil Ultimate End Bearing sf Comp. Ult. Skin Friction sf Tension Ult. Skin Friction sf Depth ft 1 8 100 0 30 Sand 1200 8 2 8 100 0 33.75 Sand 2000 16 3 14 100 0 16.6 Sand 36000 2800 30 4 5 6 7 8 9 10 11 12 Soil Results: Overturnin Depth to COR = 14.74 , from Grade Bending Moment, Mu = 1248.59 k-ft, from COR Resisting Moment, (PMn = 3973.74 k-ft, from COR MOMENT RATIO = 31.4% OK Soil Results: Ulplift Uplift, Tu = 0.00 kips Uplift Capacity, (pTn = 710.41 kips UPLIFT RATIO = 0.0% OK Steel Results ACl318-t2O-32 Minimum Steel Area = 3.57 in Actual Steel Area = in Axial, OPn (min) = 1097.2$ kips, Where �Mn = 0 k-ft Axial, cPPn (max) = 7796.48 kips, Where 4)Mn = 0 k-ft Shear, Vu = Resisting Shear, (PVn = SHEAR RATIO = 73.00 ips 41.37 kips 31.4% OK Soil Results: Gam ression Compression, Cu = 1 18.00 ips Comp. Capacity, cPCn 1 717.60 kips COMPRESSION RATIO = Axial Load, Pu = Moment, Mu = Moment, 0Mn = MOMENT RATIO = 2.5% OK 36.40 ips @ 5.00 ft Below Grade 1112,67 -ft @ 5.00 ft Below Grade 2861,70k-ft 38.9% OK v4.1 - Effective: 11/06/15 (c) Copyright 2015 by Paul ). Fad and Company, all rights reserved. Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 826931 Site Name: Redondo/27201 Pac Hwy MP App #: _ Loads Already Factored For M (WL) < ---- Disregard For P (OL) 1 <---- Disregard Pier Concrete: Pier Diameter = 6.0 ft Concrete Area = 4071.5 in Reinforcement: Clear Cover to Tie= 4.00 In Horiz. Tie Bar Size= 3 Vert. Cage Diameter = 5.17 ft Vert. Cage Diameter = 61.98 in Vertical Bar Size = 10 Bar Diameter = 1.27 in Bar Area = 1.27 in Number of Bars = 16 As Total= 20.32 in A s/ Aconc, Rho: 0.0050 0.50% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural Tension Controlled Shafts: (3)*(Sgrt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.3 10% Flexural Provided Rho: 0.50% OK Ref. Shaft Max Axial Ca acities Max Pn or Tn : Max Pu = (9=0.65) Pn. Pn per ACI 318 J12-21 7796.48 Tkips at Mu=(4)=0.65)Mn= 4054.48 1 ft-kips Max Tu, =0.9 Tn =1 1097.28 Iki2s at Mu=c�=(0.90)Mn= 0.00 ft-ki s Maximum Shaft Superimposed Forces TIA Revision: G Max. Factored Shaft Mu: 1112.67 ft-kips (* Note) Max. Factored Shaft Pu: 36.4 kips Max Axial Force Type: COMP. ` Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu:j Pu: 1112.67 ft-kips 1 kips 1.00 1 36.4 Material Pro ernes Concrete Comp. strength, fc = 4000 psi Reinforcement yield strength, Fy = 60 ksi Reinforcing Modulus of Elasticity, E = 29000 ksl Reinforcement yield strain = 0.00207 Limiting compressive strain = 0.003 ACI 318 Code Select Analysis ACI Code= 1 2008 Seismic Properties Seismic Design Category = D Seismic Risk = High Solve Press Upon Completing All Input (Run) Results: Governing Orientation Case: 1 Mu 1 � I + I 4 1 r Mu + 5 Case 1 Case 2 Dist. From Edge to Neutral Axis: 9.73 in Extreme Steel Strain, et: 0.0176 et > 0.0050, Tension Controlled Reduction Factor,cp: 0.900 Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu: 36.40 kips Drilled Shaft Moment Capacity, q)Mn: 2861.70 ft-kips Drilled Shaft Superimposed Mu: 1112.67 ft-kips Mul Mn, Drilled Shaft Flexure CSR: 1 38.9% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 11/11/2015 CUSSOOT)M9019 Monopole Analysis per TIA-222-G Site BU: 826931 C Work Order: � S rL Application: Rev. Axial, W, = 18.0 kips From TNX: ShearA,=1 13.0 bps degrees minutes seconds Site Latitude = 47 21 27.68 47.3577 degrees Site Longitude = -122 18 35.88 -122.3100 degrees Mass or Stiffness Irregularities = No (Table 2-9) (Table 2-1) (Table 2-11) Ground Supported Structure = Yes Structure Class = II Site Class = D - Stiff Soil Spectral response acceleration short periods, Ss = 1.327 USGS Seismic Tool Spectral response acceleration 1 s period, S1= 0.505 Tower Height (AGL), Hf = 100.0 ft CTable2-3) (Table 2-12) (Table 2-13) (2.7.6) C2.7.6) (2.7.7.1) Idps Importance Factor,1 = 1.0 Acceleration -based site coefficient, Fa = 1.0 Velocity -based site coefficient, F„ = 1.5 design spectral response acceleration short period, SDs = 0.885 Design spectral response acceleration 1 s period, SD1= 0.505 Calculated CS = 0.590 Base Seismic Shear, VS = 8.8 Appurtenance Weight (top 1/3 of structure), W„ = 6.6 }rips Average Moment of Inertia, la = 2707.9 in4 Fundamental Frequency, Ff= 0.394 (2.7.11.2) F f related variable, SA = 0.199 (2.7.8.1) Calculated CS = 0.133 Minimum CS = 0.039 Minimum Cb when Sl ? 0.75 = 0.000 Final Cs = 0.133 Alternative Base Seismic Shear, VS = 2.0 (2.7.7.1) (2.7.7.1) (2.7.7.1) kips Seismic shear does not exceed 50% of wind shear. No further analysis is required per section 2.7.3 of TIA-222-G. CCISeismic 2.0.07 Page 1 Analysis Date: 11/11/2015 d OU fD D O V V e-r O O O W %D co O G UI N N i0 P V d N w V rn r o p O N N r N G N A CD O O O O O P 10 ccA CA O 'p O F+ LnW N V f ON p .p r O O W N m O b Y N W O v '17 � n N z+ N 0 ID 00 CD m N co ? n' a VI 1•+ N W UI ON V W O �W p, w w (AUI UI Lnw LnU[ Ln O w O W O W O W O w O W O W C UI V O '0 'W 'N .b G rt N N N N N N N O V '-3 N 'W v O O [J W U7 V O W WCQ Q1 N LnW w N W N ID w 0o ON N O O O O O O O O O O O .Op O O C O p j... 0 �-•` N N C p O O O W W N N N C _r 0 0 0 0 0 0 0 0 0 0 0 0000000�ww� N U7 rP N W w F+ tO O V F+ N UI W C% Ln UI N 10 V .p W 0 0 0 0 0 0 0 0 0 0 I-+ N N N F+ N W O N N F+ O U[ co do Ut a\ m U[ m `/D' 0 0 0 0 0 o 0 c 0 o 0 0 0 0 0 0 0 •o 0 o w— F+ N �O O F+ rp ,p V D\ �` N IN .y0 �• r� 3 � N O O O lV O UI O V O 01 p F.. p O O F+ IN [JT. O d y. 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OJ m M V W m D\ r V r N 0 .P M V N m V M (.It m �D N O ro F' O .P r N w W r .P tD V O 'D to r O I W m V O y l m W m N m I N w w m m G, O O O O O O o 0 6 0 t' O O CD O O O r O N ,O,pp 4 -4M r m r �P O O m r W m .D M N O O O O O O O O O O O 0 0 0 0 0 0 o i, i w m N m 1% W r r 0 W o 10 10 N o O O O O O O O O P r i+ W o y A N r O to .P .P N D\ M N ON 'P O O O O O o 61616 0 0I N y fD ko I r CD trn N to m N O �D N O O tort O r C n O,.p O �O m lNll N w m Ot O '0 ;P m N Ot 'D O 3 1000ft DESIGNED APPURTENANCE LOADING I1 0 $ $ $ $ rn o N . N O N D N r in Q Q M m � V m P t E tl) J Z H W H m (7 moft 36.0 ft ALL REACTIONS ARE FACTORED AXIAL 13 K SHEAR MOMENT 0 KL J `f 0 kip-R 30 mph WIND - 0.2500 in ICE AXIAL 19 K SHEAR MOMENT 5 K 1 448 klp-ft oft REACTIONS - 85 mph WIND TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 97 seismic Linear Force 6 55 Seismic Section Force 1 95 Seismic Section Farce 6 51 Seismic Linear Force 935 Seismic Linear Force 45 Seismic Discrete Force 2 87 Seismic Section Force7 41 Seismic Linear Force 2 85 Seismic Linear Force 8 35 Seismic Section Force 2 95 Seismic Section Force 8 35 Seismic Linear Force 3 835 Seismic Linear Face 9 25 Seismic Section Force 3 76-5 Seismic Section Force 9 25 Seismic Linear Force 4 75 Seismic Linear Force 10 15 Seismic Section Force 4 71 Seismic Section Force 10 15 Seismic Discree Force 3 70 Seismic Linear Face 11 15 Seismic Linear Force 5 65 SeismicSecticnForce11 i5 Seismic Section Face 5 61 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy ,P572$5 165 Im !B0161 ! TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard- 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TOWER RATING: 28.5% Paul J Ford and Company 250 E. Broad Street Suite 600 Columbus, OH 43215 Phone: 614.221.6679 FAX- 614.448.4105 100' MP; Redondo/27201 Pao H 't PJF#37514-0884 Bit# 628 I CCI aavmty, Jared Smith TIA-222-G PaD 11/11/15 AM Federal '- NTS No r__, N I WASHINGTON STATE CODE COMPLIANCE: ALL WORT( AND MATERIALS SHALL BE PREFORMED AND INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY T}-E LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUCTED TO PERMIT WORK NOT CONFORMING TO THESE CODES. THE WASHINGTON STATE BUILDING CODE IS COMPRISED OF THE: MODEL CODE EDITIONS BELOW WITH WASHI NGTON STATE AMENDMENTS: 20121NTERNATIONAL BUILDING CODE 20121NTERNATIONAL RESIDENTIAL CODE 20 1 2 1 NTERNATIONAL MECHANICAL CODE 2012 INTERNATIONAL FIRE CODE 2012 UNIFORM PLUMBING CODE 20121ECCANASHINGTON STATE ENERGY CODE LOCAL CODES AND AMENDMENTS FCC NOTE: THIS WIRELESS COMMUNICATION FACILITY COMPLIES WITH FEDERAL STANDARDS FOR RADIO FREQUENCY IN ACCORDANCE WITH THE TELECOMMUNICATION ACT OF 1996 AND SUBSEQUENT AMENDMENTS AND ANY OTHER REQUIREMENTS IMPOSED BY STATE OR FEDERAL REGULATORY AGENCIES, CODE COMPLIANCE APPLICANT: TOWER OWNER: T-MOBILE USA INC. CROWN CASTLE USA 19807 NORTH CREEK PARKWAY NORTH WESTLAKE UNION CENTER 800 BOTHELL, WA 98011 1505 WEST LAKE AVE N„ STE SEATTLE, WA 98109 PROPERTY OWNER: EXISTING/NEW USE: TOM SAWYER ENTERPRISES INC UNMANNED TELECOMMUNICATIONS 2341 EASTLAKE AVE E , N303 FACILITY SEATTLE. WA 96102 SITE ADDRESS: LATITUDE AND LONGITUDE WPM, z7zD3PAclF1cHwrs w 12T 1g3s.9s FEDERAL WAY, WA 98003 SITE PARCEL NUMBER: __.-._...... JURISDICTION: CITY OF FEDERAL WAY COUNTY: ZONING: KING COUNTY SC(COW *L*ITY BUSINESS) LE(3RI DESCRIPTION: T}dATP41tTlON OF THE NORT"WO I QUARTER QF THE NORTFMEST QUARTER OF THE NORTHWEST OUARTER OF SECTION U. TOVNi40P 22 f•OJITI4. RAGHE • E&.ST• W M., IN KING COUNTY, WASHINGTON, LYING WESTEKLY OF STATE ROAD NO. I (PACIFIC SOUTHI, EXCEPT THEREFROM ENDER RECORDING PORTIONS (8y 1�iYED O KING COUNTY FOR ROAD PURPOSES BY DEEDS AND EXCEPT THEREFROM THAT PORTION CONVEYED TO THE STATE OF WASHINGTON, DEPARTMENT OF TRANSPORTA710N, FOR ROAD PURPOSES BY DEED RECORDED UNDER RECORDING NUMBER 20080401000639 SITUATED IN UNINCORPORATED KING COUNTY, WASHINGTON HANDiC4P REQUIREMENTS: FACILITY IS UNF5WJNE10AND NOT FOR HUMAN HABITATION, HANDICAP ACCESS REQUIREMENTS) DO NOT APPLY SITE INFORMATION • INSTALL (2) NEW FSMF • INSTALL (2) NEW COVP (1 ON TOWER, 1 ON GROUND) • INSTALL (1) NEW FRIG INSTALL (1) NEW FXFB REMOVE (2) EXISTING ANTENNAS • INSTALL (3) NEW ANTENNAS INSTALL (6) NEW DIPLEXERS INSTALL (2) NEW FBBC INSTALL (1) NEW HCS CABLE (± 125') PROJECT DESCRIPTION SITE ACQUISITION - TECHNOLOGY ASSOCIATES EC, INC 4122 FACTORIA BOULEVARD SUITE 303 BELLEVUE, WA 9800E CONTACT: RYAN PARROTT OFFICE: (206)321.1101 EMAIL: ryan.p,nrntl@:Aec net ZONI NG 1 PERM ITTING: TECHNOLOGY ASSOCIATES EC, INC 4122 FACTORIA BOULEVARD SUITE 303 BELLEVUE, WA 98006 CONTACT: AMANDANATICUS OFFICE i20617F8.1548 EMAJL .mandl ORNpaflnec net ARCHITECTURE: TECHNOLWaY ASSOCIATES EC, ANC CONSTRUCTION MANAGER TECHNOLOGY ASSOCIATES EC, INC 4122 FACTORIA BLVD. SE, STE. 303 BELLEVUE, WA 98006 CONTACT: MIKE SUTHERBY MOBILE: (231)527-5269 EMAIL: mike.sulberby@taec net ENGINEER: TECHNOLOGY _A5cgOr_lar -- 9 L/ZZ/ L ❑OZO�O�S - �11$DWI U011ooi}Ip01N IDUUa}UV S AmH 011}01>d COZLZ ; 03-Oa-CCCOO 1-9 L :]1VG :1D�]FOCId :SS�lalcly 411wald NOTE: IF SAFETY CLIMB LINE IS OBSTRUCTED, SITE MAY REQUIRE MAN LIFT OR CRANE. T- •Mobile • LANDLORD SIGNATURE City of Federal Way ISM P PR AL SE04020DBuilding Division Permit Num�aer: V' �'"r°`�`� 27201 PAC HWY I� P •,�' �° �" ....`� AMOvedBy:. � - �- C 0 R EDON DO / .. _ ..�.... � _ _ �. � : � � � .,� .� ..�. 27203 PACIFIC HWY S Comments- FEDERAL WAY, WA 98003 �]I MONOPOLE STARTING F j%W NORTH CREEK PARKWAY NORTM, BOTHELL WA SLBDJ> 1. START OUT GOING EAST ON N CREEK PKWY N TOWARD 120TH AVE NE 2. TAKE THE 1 ST RIGHT ONTO 120TH AVE NE, 3, TAKE THE 1ST RIGHT ONTO NE 195TH ST, 4 MERGE VIA THE RAMP ON THE LEFT TOWARD SEATTLE 5 TAKE 1405 S TOWARD SEATTLE 6 MERGE ONTO 1-5 S TOWARD PORTLAND. 7. TAKE THE S 272ND ST EXIT, EXIT 147. 8 TURN RIGHT ONTO S 272ND ST. 9- TURN LEFT ONTO PACIFIC HWY SNJA-99 10. 27203 PACIFIC HWY S. DRIVING DIRECTIONS CROWN BU, ,77 826931 APPROVAL SIGNATURE DATE PROJECT MANAGER T-MOBILE RF ENGINEER SITE ACQUISITION CONSTRUCTION MANAGER SITE OWNER T-MOBILE DEVELOPMENT MANAGER T-MOBILE CONSTRUCTION MANAGER T-MOBILE OPS MANAGER T-MOBILE REGULATORY REVIEW T-MOBILE PROJECT MANAGER P ING APPROVALS DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL PLANS 8 EXISTING LOCATIONS, CONDITIONS ON THE JOB SITE & SHALL IMMEDIATELY NOTIFY THE ENGINEER IN OF ANY DISCREPANCIES BEFORE pRorEEDING SAME TH THE WORK OR BE RESPC FOR T • •Mobile'• 19807 NORTH CREEK PARKWAY NORTH BOTHELL, WA 98011 4Associated PNW MARKET OFFICE 4122 FACTORIA BOULEVARD, SUITE 303 BELLEVUE, WA 98006 1 1T292015 ISSUEDFOR 100%CD CMB 0 11M 201e ISSUED FOR 1W%CD REVIEW MGM A 1020I2015 ISSUED FOR 90%CD REVIEW JCG REV DATE DESCRIPTION BY SE04020D REDONDO / 27201 PAC HWY MP 27203 PACIFIC HWY S FEDERAL WAY, WA 98003 ► ► C it MONOPOLE SHEET TITLE 2 1 20i6 TITLE Knowwhat's below. CITY OF FE RAL ojA>SHEET 1� CALL before you dig. C CALL AT LEAST TWO WORKING SHEET NUMBER DAYS BEFORE YOU DIG G At— RT T r GENERALNOTES 1. THIS FACILITY IS EXEMPT FROM HANDIDAP REQUIREMENTS PER 2012 INTERNATIONAL BUILDING CODE SECTION 1103.2.9 THIS FACILITY IS NON -OCCUPIABLE SPACE AND ENTERED ONLY BY SERVICE PERSONNEL.THIS$PAC$ IS NOT FOR HUMAN OCCUPANCY. ABBREVIATION DEFINITION ABBREVIATION DEFINITION DEF AB BREVIATION DEFINITION • TIriObile®� 2 THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDiTtONS AND DIMENSIONS PRIOR TO SUBMITTING HIS BID. ANY DISCREPANCIES, CONFLICTS OR OMISSIONS SHALL BE REPORTED TO THE ENGINEER PRIOR TO SUB MITTING SIDS. AND PROCEEDING WITH ANY WORK FABRICATION(OR) PWR POWER (CABINET) NOTIFY JMGMNEER OF ANY ERRORS, OMISSIONS, OR. pBCREPANCIES AS TIREY MAY SB DlSCOVERE6IN THE PLANS. A B. ANCHOR BOLT ABOVE FAB F F FINISH FLOOR CITY RADIUSQUANTITY RADIUS 3 THE CONTTRACTOR SMALL SPECIF1CAnpNS.81iOTF$ PRIOR Ya STARTING CONSTRUCTION INCLUDING BHOT LLUIFEO BY DEAIQUHON. THE CONTRACTOR SHALL BE ABV ANTENNA CABLE COVER ASSEMBLY F G FINISH GRADE RAD (R) REF REFERENCE RESPONSIBLE FORCWIREOTING ANY ERRORS. CABSSION, OR INCOMMETENCY AETHR THE START OF CONSTRUCTION V'A'IICH HAS NOT BEEN OF ACCA ADDITIONAL FIN FINISHED) REINF REINFORCEMENT(ING) 19807 NORTH CREEK PARKWAY NORTH BROUGHT TO THE RTTENTICH OF THE ARCHITECT/ENO#IEER AND SH,4LINCUR ANY EOLPENSES TO RECi6A' THE SOUATION THE METHOD APPROVED BY THE ARCHITECT 09 THE ENGINEER RESPONSIBLE CW THE PROJECT. ADD'L A F.F. ABOVE FINISHED FLOOR GRADE FLR. FDN. FLOOR FOUNDATION RECI'D REQUIRED RIGID GALVANIZED STEEL BOTHELL, WA 98011 CORRECTION SNAILL BE A F.G ABOVE FINISHED ALUMINUM F.O.0 FACE OF CONCRETE FIGS RRU UNIT RADIO REMOTE UNIT 4 PRIOR TO STARTINGCQNSTRNCTION- THE CONTRACTOR NASTHE RESPONSE IJUTY TOLOCATE ALL EXISTING UTILITIES, WHETHER OR NOT OF ALUM ALTERNATE F O M FACE OF MASONRY SIR SCHEDULE SHOWN ON THE PLANS -AND TO PROTECT THEM FROM DAMAGE THE COWRACTOROR SUBCONTRACTOR SHALL BENT YHE EXPENSE ALERT ALT. ANTENNA F.O.S FACE OF STUD SFR SHEET REPAIRING OR REPLACING A74Y DAMAGE TO THE UTILITIES CAUSED DURINGTHE EXEQUTAON OF THE WGRK. CONTACT USA DIG @ ANT. APPRX APPROXIMATE(LY) F.O.W. FACE OF WALL SIM SIMILAR 806227-2600 ARCH. ARCHITECT(URAL) F.S. FINISH SURFACE FOOT(FEET) SPEC SPECIFICATION(S) 5 PRIOR TO STAR71NO CONSTRUCTION. THE CONTRACTOR SHALL PROTECT ALL AREAS FROM DAMAGE 49MIC14 MAY OCCUR DURING SURFACES_BTRUCTURES OR EQUIPMENT SMALL BE IMMEDIATELY REPAIRED OR AWG BLDG AMERICAN WIRE GAUGE BUILDING FT-C) G C'- FOOTING (CABINET) SO Ss SQUARE STAINLESS STEEL CONSTRUCTION ANY DAMAGE TO PROPOSED OR EXISTING OF THE PROPERTY OMER THE CONTRACTOR SHALL BEAR THE EXPENSE OF REPAIRING OR REPLACING BLK BLOCK GAUGE STD STANDARD REPLACED TO THE SATISFAGTION ANY DAMAGED AREAS BLKG BM BLOCKING BEAM Gi. GAVVIM=C1) GROUND FAULT CIRCUIT INTERRUPTERTEMP STL STRUC STEEL STRUCTURAL 6 ACOPY OF THE APPROVED PLANS SHALL ME KEPT IN PLACE SPECIFIED BY THE GOVERNING AGENCY. ART) BY LAW SHALL SE AVAILABLE FOR THE GAME B N BOUNDARY NAIUNG G F.I GLB(GLU-LAMI GLUE LAMINATED BEAM TEMPORARY THICKNESS) Associates INSPECTION AT All TIMES IT IS THE CONTRACTORS RESPONSMOUTY TD ENSURE ALL CONSTRUCT1pN5ETaFrEFLECT CONTRACTOR SHALL ALSD)AWRTAIN ONE SET OF PLANS AT TIRE SITE FOR THE PURPOSE OF BTCW. B O F BARE TINNED COPPER WIRE BOTTOM OF FOOTING GPS GLOBAL POSITIONING SYSTEM THK THK TMA TOWER MOUNTED AMPLIFIER ���h Dl��j{r 717 IHFORMATKIN A$ THE APPROVED PLANS. THE ALL AA -BUILT CHANCES, REVpwN8, ADDENDA 4R CHANDE ORDERS THE CONFRACtOB SHALL FORVWWDTHE BN BACK-UP CABINET GRND. GROUND HEADER T N TOE NAIL OGCUMEHTIHD ASBNLTRRREO ORAWIHGS 70 THE ARCHTFECT OR THE EHGWEER RESPONSIBLE OF THE PROJECT AT THE CONCLUBIDN OF THE PROJECT CAB CABINET HDR. HGR. HANGER T.O A TOP OF ANTENNA 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY OF THE SITE WHILE THE WORK IS IN PROGRESS UNTIL THE JOB IS CANT C I P. CAN7ILEVER(ED) CAST IN PLACE HT HEIGHT ISOLATED COPPER GROUND BUS To C TOP TOP OF CURB TOP OF FOUNDATION COMPLETE. CLG CEILING ICGB. INICH(ES) T O P TOP OF PLATE (PARAPET) PNW MARKET OFFICE PROVIDE TEMPORARY POWER, WATER, AND TOILET FACILITIES AS REQUIRED BY THE PROPERTY CUR. CLEAR COLUMN IN C-) INT. INTERIOR TOW TOP OF STEEL TOP OF WALL 4122 FACTORA BOULEVARD, B THE CONTRACTOR IS RESPONSIBLE TO OWNER OR GOVERNING AGENCY COL CONIC. CONCRETE LB POUND(S) LAG BOLTS TOW TIP. TYPICAL SUITE303 CONSTRUCTION THROUGH THE PROJECT SHALL CONFORM TO THE LATEST IBC, AND ALL OTHER GOVERNING CODES. INCLUDING THE CONN. CONST. CONNECTION(OR) CONSTRUCTION LB. LF. LINEAR FEET LLG LLL UNDERGROUND UNDERWRITERS LABORATORY BELLEVUE, WA 98006 9, ALL THE MOST RESTRICTIVE CODE SHALL GOVERN, CONT, CONTINUOUS L LONG(ITUDINAL) UNLESS NOTED OTHERWISE S INCLUDING ALL OSHA REQUIREMENTS d PENNY (NMI LSI MAS- MASONRY MAXIMUM V I F VERIFY IN FIELD 10 THE CONTRACTOR AND SUBCONTRACTOR SHALL COMPLY WITH ALL LOCAL AND STATE REGULATION DEL. DOUBLE MAX MACHINE BOLT W WIDE(WIDTH) WHEN REQUIRED STORAGE OF MATERALS OCCi1R5, THEY SHALL l EVENLY DISTRIBUTED OVER THE ALDO$A9 ROOF SO AS NOT TO STORGE F SHALLTEMPBAY`+ROBING DEPT DEPARTMENT DOUGLAS FIR M.B. MECH. MEOWACTU W/ WITH WOOD 11, EXCEED TIERED MATDS FORTHE STRUCTURE. OR BRACING SHALL BE FRONDED WHERE THE STRUCTURE D.F. DIA DIAMETER MFR MANUFACTURER W- W.P. WEATHERPROOF OR SOIL HAS NOT ATIAN•fED1T4EOESIGN STRENGTH FOR THE CONDITIONS PRESENT. DIAG DIAGONAL MIN MINIMUM WT WEIGHT 12 THE CONTRACTOR SHALL SUPERVISE AND COORDINATE ALL WORK, USING HB PROF EMOONIAL KNOWLEDGE AND SKILLS. HE IS SOLELY DIM. DIMENSION DRAWING(S) MTL MTL MISCELLANEOUS METAL F CENTERLINE PLATE RESPONSIBLE FOR ALL COIIMUCTION MEANS METHODS.TECHNIQUES. PROCEDURESAND SEQUENCING AND COORDINATING ALL DWG DOWELS) NEW C PORTIONS OF THE WORK UNDER THE PROJECT OWL �' EACH NO.(#) NUMBER CORTRACTOR SR BE TO CSFAITIAND PAY FOR ALL PERMITS, LICENSES AND TIOHB MATH RESPECT TO THE EL ELEVATION N.T.S. O.C. NOT TO SCALE ON CENTER 13 THE ER 011 VYO)tKTO COMPLETE THE PROJECT. I3i11LDRA7 PERMIT APPUCATKONS SHALL BE FILED BY THE OWNER OR AUTHOBG'BD AGENT � CONTRACTOR HE PROJECT- UILo ELEC. ELECTRICAL OPNG. OPENING SHALL CSTAIN THE PERMIT ANO MAKE FINAL PAYMENT OF SAP DOCUMENT. ELEV. ELEVATOR ELECTRICAL METALLIC TUBING P/C PERSON EMT PCS LCOMMCONCRETE PERSONAL COMMUNICATION SERVICES 14, ALL DIMENSIONS TAKE PRECEDENCE OVER SCALE DRAWINGS ARE NOT TO BE SCALED UNDER ANY CIRCUMSTANCES E(y EDGE NAIL PLYWOOD ITEMS ENG ENGINEER PPC OWER PROTECTION CABINET 15. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY BLOCKING, BACKING, FRAMING, HANGERS OR SUPPORTS FOR INSTALLATION OF EO EQUAL PRC PRIMARY RADIO CABINET INDICATED ON THE DRAWINGS EXP_ EXPANSION EXISTING P.S.F. POUNDS PER SQUARE FOOT 16. THE CONTRACTOR SHALL PROVIDE THE FIRE MARSHALL OR U L APPROVED MATERIALS TO FILUSEAL PENETRATIONS THROUGH FIRE RATED EXST.(E) EXT.EXTERIOR P.S.I. P.T. POUNDS PER SQUARE INCH PRESSURE TREATED ASSEMBLIES. ADDED TO EXISTING CONSTRUCTION SHALL BE MATCHED IN FORM, TEXTURE, MATERIAL AND PAINT COLOR 17. PROPOSED CONSTRUCTION EXCEPT AS NOTED IN THE PLANS. 1 12129/2015 ISSU EO FOR 100%CD CMB 0 11MV2015 ISSUED FOR IW%CD REVIEW MGM A 10QW2015 ISSUED FOR 90%CD REVIEW JCC REV DATE DESCRIPTION BY 10 THE CONTRACTOR IS TO PROVIDE PORTABLE FIRE EXTINGUISHERS HAVING AMINIMUM 2A:10-B.0RATING WITHIN 75FT.OFTRAVEL TOALL PORTIONS OF THE CONSTRUCTION AREA. (20121NTERNATANw BUILDING CODE 906.1A AND SECTION 906 31) ABBREVIATIONS -_ _ y-� 19 MATERIALS TESTING SHALL BE TO THE LATEST STANDARDS AVAILABLE AS REQUIRED BY THE LOCAL GOVERNING AGENCY RESPONSIBLE FOR _ ..'f 1 a APPROVING THE RESULTS. Q NEWANTENNA O GRID REFERENCE [ ' 20, ALL GENERAL NOTES AND STANDARD DETAILS ARE THE MINIMUM REQUIREMENTS TO BE USED IN CONDITIONS WHICH ARE NOT SPECIFICALLY � SHOWN OTHERWISE. � EXISTING ANTENNA X x-x DETAIL REFERENCE 21, ALL DEBRIS AND REFUSE IS TO BE REMOVED FROM THE PROJECT, PREMISES SHALL BE LEFT IN A CLEAN BROOM FINISHED CONDITION AT ALL - - TIMES 22 BUILDING INSPECTORS AND/OR OTHER BUILDING OFFICIALS ARE TO BE NOTIFIED PRIOR TO ANY GRADING AND CONSTRUCTION EFFORT AS MANDATED BY THE GOVERNING AGENCY. GROUND ROD xx ELEVATION REFERENCE AND ABUR]MATIONS ARE CONSIDERED CONSTRUCTION INDUSTRYVAN41kRO$' IF A CONTRACTOR HAS A QUESTION REGARDING TF GROUND BUS BAR SECTION REFERENCE 23 ALL SYMBOLS THEIR EXACT MEANING THE ABC HITECT OR THE ENGINEER RESPONSIBLE OF THE PRDUMI` SHALL BE NOTIFIED FOR CLARIFICATIONS. x_x •� 24 SITE CONTRACTOR TO CALL DIG ALERT (1-800-227-2600) TO LOCATE ANY AND ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION • MECHANICAL GRND CONN GROUT OR PLASTER , 25 ALL FACILITIES TO BE INSTALLED ARE UNMANNED- NO (E) PARKING SPACES WILL BE USED OR REMOVED BY THIS PROJECT. (E) BRICK 26 PRIORTO THE ISSIWICE OF ANY CONSTRUCTION PERMITS, THE APPLICANT SHALL INCORPORATE ANY CONSTRUCTION BEST MANAGEMENT e CADWELD PRACTICES NECESSARY TO COMPLY WITH THE CITYS MUNICIPAL CODES INTO THE CONSTRUCTION PLANS OR SPECIFICATIONS. 27 PRIOR TO THE ISSUANCE OF ANYCONSTRUCTION PERMITS, THE APPLICANT SHALL SUBMTCA WATER POLLUTION CONTN%ftAN WPCP) THE W WPCP SHALL BE PREPARED IN ACCORDANCE MATH THE GUIDLINES NAPPENDIX E OFTHE CITYS STORM WATER BTRRDAF*S, F(21) GROUND ACCESS WELL (E) MASONRY IT ISAVIOLAnON OF LAW FOR ANY PERSON. N G 28. THIS PROJECT PROPOSES NO QEVELOPEMENT IMPROVEMENTSOUTSWE THE EXISTING BUILDING FOOTPRINT FOR THIS DISCRETIONARY CONCRETE E ACTING PROFESNDER SIONAL EN DIRECTION UNLESS LICENSED OFA LICENSED PROFESSIONAL ENGINEER, Ij REVIEW AND THEREFORE DOES HOY REQUIRE ANT PERAUAIffNT SYURM WATER BEST MANAGEMENT PRACTICES. OELECTRIC BOX TO ALTER THIS DOCUMENT. 29. THIS IS ROOFTOP INSTALLATION ON AN EXISTING FACILITY AND NO GROUND DISTURBANCE OR TRENCHING IS PROPOSED BY THIS PROJECT, � I EARTH N 30 THIS PROJECT PROPOSES NO WORK WITHIN THE PUBLIC RIGHT-OF-WAY. ❑T TELEPHONE BOX C n i Y LIGHT POLE GRAVEL SE04020 !F STORM WATER QUALITY NOTES CONSTRUCTION SMPS: Tf' ® PLYWOOD THIS PROJECT SHALL COMPLY WITH ALL REQUIREMENTS OF THE STATE PERMIT O FN4 MONUMENT f"� SAND R E D O N D O / 27201 p NOTES 1-6 BELOW REPRESENT KEY MINIMUM REQUIREMENTS FOR CONSTRUCTION BMP'S SPOT ELEVATION ® WOODDDF7T HWY MP I SUFFICIENT BUTS MUSTS6.TNSTALLEDTOPREVENT SILT.NUROROTHERCONSTRUCTION DEBRIS FROM 0EKi0TRACKED INTO THE AD?AC>iRTSTREETiS)ORSTORM OR ANY OTHER CON07RUCTK#4 ACTN1rY. THE CONTRACTOR SHALL SE RE6PONSBLE FOR PAC WATER CONVEYANCE SYSTEMS DUE TO CONSTRUCTION VEHICLES CLEANING ANY SUCH DERRIg THAT MAYBE IR THE STREET AT THE END OF EACH WORK DIY OR AFTER ASTORM emNT MAr CWBEE A BREECH W THE W5TALLED © WOOD BLOCKING BMPS ® SET POINT 27203 PACIFIC HWY S LaCONSTRUCTION 2 A" STOCK PILES OF UNCOMPACTED SOIL AND/OR BUILDING MATERIALS THAT ARE INTENDED TO BE LEFT UNPROTECTED FOR A PERIOD GREATER THAN SEVEN CALENDER DAYS ARE TO BE PROVIDED WITH EROSION AND SEDIMENT CONTROLS, SUCH SOIL MUST BE PROTECTED EACH DAY WHEN THE PROBABILITY OF RAIN IS 40% STEEL FEDERAL WAY, WA 98003 OR GREATER pj REVISION TIE — OVERHEAD SERVICE W 3 A CONCRETE WASHOUT SHALL BE PROVIDED ON ALL PROJECTS WHICH PROPOSE THE CONSTRUCTION OF ANY CONCRETE IMPROVEMENTS THAT ARE TO BE POURED IN CONDUCTORS A COAXIAL CABLE MONOPOLE p PLACE ON THE SITE W _ CENTERLINE F FlBER 4. ALL EROSION/SEDIMENT CONTROL DEVICES SHALL BE MAINTAINED IN WORKING ORDER AT ALL TIMES. >< 5 ALL SLOPES THAT ARE CREATED OR DISTURBED BY CONSTRUCTION ACTIVITY MUST BE PROTECTED AGAINST EROSION AND SEDIMENT TRANSPORT AT ALL TIMES _ pROPERN/LEASE LINE P/F � POWER AND FIBER X CHAIN LINK FENCING SHEET TITLE � 6 THE STORAGE OF ALL CONSTRUCTION MATERIALS AND EQUIPMENT MUST BE PROTECTED AGAINST ANY POTENTIAL RELEASE OF POLLUTANTS uLTO T T4V10.0NMiNT. WOOD FENCE RECEIVED NOTES p1 �- MATCH LINE --0--L�i� S —ow—vw— OVERHEAD POWER LINE �` WORK POINT UfP BURIED POWER LINE 2 2 201E FGENERAL FIRE NOTES: JAN LEGEND L O 1. BUILDINGS UNDERGOING CONSTRUCTION, ALTERATION. OR DEMOLITION SHALL BE IN ACCORDANCEWITH 2O12 INTERNATIONAL BUILDING CODE AND ALL GOVERNING CODES GROUND CONDUCTOR DHT OVERHEAD TELEPHONE LINE BURIED TELEPHONE LINE WA 2 ADDRESS SHALL BE PROVIDED FOR ALL PROPOSED AND EXISTING BUILDINGS IN A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR UGT CITY OF FEDERAL SHEET NUMBER rROAD FRONTING THE PROPERTY.C2D12INTERNATIONAL BUILDING CODE 5012) U 3 DECORATIVE MATERIALS SHALL BE MAINTAINED IN A FLAME-RETARDANT CONDITION (2012 INTERNATIONAL BUILDING CODE 8061) T TELEPHONE —V—M— BURIED WATER LINE SS BURIED SANITARY SEWER ��� e 75 FEET MAXIMUM E ELECTRICAL CONDUIT Tm2 O 4 PORTABLE FIRE EXTINGUISHERS: AT LEAST CMIfiFIRE EXTINGUISHER VMTHAMINIMIRA RATING OF 2-A-106C' LL BE PROVIDED WITHIN THEREOF ON EACH FLOOR rA"2 INTERNATIONAL BUILDING CODE 906.1.1 AND SECTION 906.31) (POWER) SD BURIED STORM DRAIN y TRAVEL DISTANCE FOR EACH 6,00D SQUARE FEET OR PORTION 3 2 4 LEGEND GENERAL NOTES 2822049241 2822049239 ADJACENT ZONING: RM1800 (MULTI FAMILY RESIDENTIAL 1800) C� �r A1Tr- r%l A wi 2822049240 S 272ND ST DRIVEWAY NGACCESS - DRIVE c 2822049014 DISCLAIMER THESE PRAWIN[iS WERE PRODUCED WTHOUT THE S°NEFIT OF A CLAnNT IAND SURVEY. ALLPROPERTY LIKES, EASEMENTS. LANDLORD SIGNATURE 6C""SFRgII",, TAECSCESNOo A"CCt" OF BA10 PROPERTY LINES. E,ASi:MEN7S, ROADS AND SETBACKS - EXISTING T-MOBILE EQUIPMENT 6 ANTENNA AREA, FOR ENLARGED SITE PLAN SEE: 1 PROPERTY LINE ` 22w - - - - f mlaa•-0. _ _ �, � � EXISTI "LOINS S VN I L J PARCEL # 3322049055 1} h ZONING: BC ' j 3322049076 EXISTING (COMMUNITY BUSINESS) / BUILD INS _ EXISTING ! I y - BUILDING 8729920030 , r I EXISTING ' BUILDING zl �;:'rf• y � ADJACENT ZONING w = BC (COMMUNITY BUSINE= ! L - _ EXISTING f BUILDING 8729920020 EXISTING .1 BUILDING 4 1 F; 1 I ! r 8729attEI !/ E L.A 8729920010 OT --Mobile®- 19807 NORTH CREEK PARKWAY NORTH BOTHELL, WA 98011 PNW MARKET OFFICE 4122 FACTORIA BOULEVARD, SUITE 303 BELLEVUE, WA 98006 SE04020D REDONDO / 27201 PAC HWY MP 27203 PACIFIC HWY S FEDERAL WAY, WA 98003 MONOPOLE SHEET TITLE JAr1 2 2 Z016 1 _IS SITE PLAN 1 _ ) c1-r�r OF FED 1. - �'•` � I i � SHEET NllIABER Al j 40' 0 20' 40• SCALE: 1"-40'-0" (24.36) - (OR) 112- 40'-0" 01-17) ti EXISTING/ NEW T-MO BILE EQUIPMENT AREA, FOR EQUIPMENT PLAN SEE: 1 2 WDSCAPING (TYP.) A-4 EXISTING PARKING LOT LANDLORD SIGNATURE �l / r 1 1 41, ! �2 V. �0 / •Mobile®• 19807 NORTH CREEK PARKWAY NORTH BOTHELL, WA 98011 Technology =Associates PNW MARKET OFFICE 4122 FACTORIA BOULEVARD, SUITE 303 BELLEVUE, WA 98006 R 100%CO f 1297�� p IlR 100%CD REVIEW A =R 90%CD REVIEW REV PTION `'ll . n e wa-+nar d Irwrw .r.r P�rtcat UMiy 11,E>'hRi ACT1R6 ue-00R >NE D01CC11C N tl TO ALTERCCESDOCUM El�rti`EP TO ALTER THIS ppCUMENT. SE04020D REDONDO / 27201 PAC HWY MP 27203 PACIFIC HWY S RECEIVED FEDERAL WAY, WA 98003 � MONOPOLE / JAN 2 2 2016 SHEET TITLE /! CITY OF FEDERAL. WAY ENLARGED / CDS SITE PLAN / / SHEET NUMBER r A=2 SCALE: 1!►" a R'-0 {21x36] 0 , 2' a 1 ENLARGED SITE PLAN EXISTING T-MOBILE TMBXX-6516-R2M ANDREW QUAD ANTENNA TO BE REMOVED (1 TOTAL) E; EXISTING T-MOBILE (6) TMA TO REMAIN EXISTING T-MOBILE SBNHH-,D65C COMMSCOPE HEX ANTENNA TO REMAIN (1 PER SECTOR, 2 SECTORS, 2 TOTAL) XISTINGT4AOBU TMBXX-6516-R2M \NDREWGUA0AMTSNNA -O REMAIN 1 PER SECTOR, 2 SECTORS, 2 TOTAL) 7(ISTING T-MOBILE FRLB MOUNTED BEHIND EXISTING ANTENNA TO REMAIN ;1 PER SECTOR, 3 SECTORS, 3 TOTAL) EXISTING T-MOBILE ANTENNA MOUNTING PLATFORM WITH STEEL GRATING EXISTING T-MOBILE FXFB MOUNTED ON EXISTING MONOPOLE TO REMAIN (2 TOTAL) EXISTING T-MOBILE FRIG MOUNTED ON EXISTING ANTENNA PIPE MOUNT TO REMAIN (3 TOTAL) EXISTING T-MOBILE DIPLEXER MOUNTED ON EXISTING ANTENNA PIPE MOUNT TO REMAIN (2 PER SECTOR, 3 SECTORS, 6 TOTAL) {E1's-sFCr EXISTING T-MOBILE SBNHH-1D65C COMMSCOPE HEX ANTENNA TO BE REMOVED (1 TOTAL) r,a N 0 61- ' 2' SCALE' EXISTING T-MOBILE (6) TMA NEW T-MOBILE(1) COVP — MOUNTED ON MONOPOLE 1 ON TOWER, 1 ON GROUND A$ , EXISTING 100'-W HIGH MONOPOLE EXISTING T.MOljILE il}C9VP MWHTED TO EXISTING COLLATI : •� MOUNT (ABOVE) NEW T-MOBILE FXFB MOUNTED TO EXISTING MONOPOLE (BELOW) (1 TOTAL) 4 A8 NEW COMMSCOPESBNHH-7DBSC ANTENNA (1 TOTAL) 2 A-6 — NEW T-MOBILE (6) DIPLXERS — (STACKED) MOUNTED BEHIND NEW ANTENNA 7 A6 0 ii i ANTENNA PLAN (FINAL) LANDLORD SIGNATURE NOTE: 1. DOSIINO A}pTENN AS BV OTHER n C/U;RIERS ARE 10Di SHOWN FOR CLARITY r 4 EXISTING T-MOBILE SBNHH-1D55C COMMSCOPE HEX ANTENNA 2TOTAL) (1 PER SECTOR, 2 SECTORS, EXISTING T-MOBILE TMBXX-6516-R2M ANDREW QUAD ANTENNA 4 i (1 PER SECTOR, 2 SECTORS, 2 TOTAL) • .f EXJSTING T-MOBILE FRLB MOUNTED BEHIND EXISTING ANTENNA I (1 PER SECTOR 3 SECTORS, 3 TOTAL) MOUNTED NEW T-MOBILE FRIG ON EXISTING ANTENNA PIPE MOUNT (1 TOTAL) •, I EXISTING T-MOBILE FXFB MOUNTED TO EXISTING MONOPOLE (2 TOTAL) f , EXISTING T-MOBILE FRIG MOUNTED III, ON EXISTING ANTENNA PIPE MOUNT i (3 TOTAL) 'v EXISTING T-MOBILE NTENNA MOUNTING PLATFORM WITH STEEL PLATFORM +r GRATING 1 1 1I EXISTING T-MOBILE DIPLEXER MOUNTED ON EXISTING ANTENNA PIPE MOUNT (2 PER SECTOR, 3 SECTORS, 5 TOTAL) 'V X. ` — NEW ANDREW HBXX-3319DS-A2M ANTENNA (2 TOTAL) A� r RECEIVED T •Mobile• I 19607 NORTH CREEK PARKWAY NORTH BOTHELL, WA 98011 ti. Technology'=*Associates PNW MARKET OFFICE 4122 FACTORIA BOULEVARD, SUITE 303 BELLEVUE. WA98006 1 12J29201S ISSUED FOR IW%CD CMB 0 1IMS2015 ISSUED FOR 100%CD REVIEW MGM A 102012D15 ISSUED FOR 90%CD REVIEW JCC REV DATE DESCRIPTION BY 1161m IT IS A VIOLATION OF LAW FOR MY PERSON, UNU115114Y AAi �TRO UNDER THE DIRECTION VA LIGENUD FROFE SSIONAL ENGINEER, TO ALTER THIS DOCUMENT SE04020D REDONDO / 27201 PAC HWY MP 27203 PACIFIC HWY S FEDERAL WAY, WA 98003 J0 2 2 2016 MONOPOLE CrrY OF FEDERAL WAX SHEEP TITLE CDs ANTENNA PLANS SHEET NUMBER A=3-il SCALE: 112" = 1'-0- [24x35) /� (OR) 1A4" c 1'-D- (l lxl7) ` ANTENNA PLAN (EXISTING EXISTING A/C CONDENSING UNIT ' EXISTING T-MOBILE METER / EXISTING To■ •Mobile® BUILDING LANDLORD SIGNATURE EXISTINGCURB� ;/ / / / l � / 19807 NORTH CREEK PARKWAY NORTH / / / • / / / / / BOTHELL. WA 98011 EXISTING ACCESS DOOR EXISTING WOOD FENCE t - -- Teellaaingy'''Associates EXISTING EQUIPMENT EXISTING MANUAL CONCRETE PAD r V� TRANSFER SWITCH •`� 5 - PNW MARKET OFFICE 1 4122 FACTORIA BOULEVARD, EXISTING GEN PLUG "l l SUITE 303 1 I BELLEVUE. WA98006 Y1 EXISTING UTILITY �.� � EXISTING CONCRETE PAD SERVICE LIGHT _ 1 ` I, EXISTING FEING EXISTING EXISTING IW'-O-HIGH EXISTING TELCO BOX ` ` Vj I FCOA MONOPOLE \' { CABINET CABINET EXISTING H-RAME 1� UTILITY RACK 1 r _ 1]2912015 ISSUED FOR 1W%CD CMB EXISTING T-MOBILE 0 1110512015 ISSUED FOR 100%CD REVIEW MGM MCPA UNIT (2 TOTAL) (1 TO BE REMOVED) �, _ A 102012015 ISSUED FOR 90%CD REVIEW JCC REV DATE DESCRIPTION BY EXISTING T-MOBILE(1) / EXISTING COVP MOUNTED TO / / BUILDING I EXISTING H-FRAME RACK SCALE: 1/2•' ° s (OR) 114" = 4'A• (t 1><17) r .• v''�rr, EQUIPMENT PLAN (EXISTING) EXISTING A/C CONDENSING UNIT / / EXISTING EXISTING T-MOBILE METER BUILDING •,� _'3 %�V EXISTING CURB —�' J .1-i••-- ; 1RES 11/L EXISTING ACCESS DOOR � / / 11mA W'.✓AnpN L'/uW�JM'PDf`.L=. / / / / / / e•. u��+sEU Pr vc wuxelnuFes UKESS THEY.UtE AO71MG UHQE>t t2R p:RtCnO N llI f, 3 B NEW (2) FSMF &NEW (2) / / / / / TO ALTER THIS DOCUMENT 9 A-6 A-6 FBBC INSIDE CABINET x C EXISTING WOOD FENCE - 0 _ SE04020D a EXISTING EQUIPMENT x EXISTING MANUAL l REDONDO / 27201 EX STING MANUAL CONCRETE PAD a EXISTING GEN PLUG PAC HWY MP i .' E%ISTINGCONCREFEPAD RE27203 PACIFIC HWY S EXISTING UTILITY _ ����� F SERVICE LIGHT FEDERAL WAY, WA 98003 EXISTING EXISTING OD'� EXISTING I EXISTING I'HIGH W I FCOA ULTRASITE PURCELL { i7j MONOPOLE JAM 2 2 2016 MONOPOLE i CABINET i CABINE EXISTING T CABINET 1 u m EXISTINGH-RAME - - / J Y CM OF FEDEUL, Wk SHEET TITLE x UTILITY RACK //�-+•p�s�• v1� _ 0..I,J.7 EQUIPMENT LD Y EXISTING T-MOBILE 1 g MCPA UNIT (2 TOTAL) PLANS 4 6 J e NEW Y.MCBIIP [1) COVP MOUNTED A-6 TO HFRi9M4 RACK 4SHEET NUMBER y i 4 EXISTING T-MOBILE(1) / BUILDING STING/ / / COVP MOUNTED y l EXISTING H-FRAME RACK / SCALE: 112" =1'-D" (24x38) /� rQ� [DRj 1la"=1'-D"(11y1ry ` EQUIPMENT PLAN (FINAL) i EXISTING T-MOBILE FRLB MOUNTED BEHIND EXISTING ANTENNA TO REMAIN TOP OF EXISFNlG MON-OPOLE d ANTENNA (1 PER SECTOR, 3 SECTORS, 3 TOTAL) E� 1•�" -- EIE 107A-AfiL E Mobile m �� OF E1119T1NG T.lAaHllE M1TEMIRB ,� TOPOFE71iETING TdAOBILEANTENNAS:-f y ..•" EXISTING T-MOBILE TMBXX-6516-R2M 6LEV 99' A6L - - r•• ~~1 , LANDLORD SIGNATURE �"� ELEV. 99'L-AGL - F ANDREW QUAD ANTENNA - YY TO REMAIN (1 PER SECTOR, 2 SECTORS, 2 TOTAL) ■■_TOP.4F HEW Y.ND>�.!_E %�1JTEKfiA� - � � � '•!' I��( --, i RAp CENTER OF EXISTINGT-MOBILEANTENNAS Thy-89'S AGL S `- ELEV 9i-0'AGL �• RLEV- W- AOP S%I.+`TING &NEW 7.1110AIlEFHFENHAB + U EXISTING T-MOBILE TMBXXIi51fi-R2M 19807 NORTH CREEK PARKWAY NORTH RAP CENTER OFEXISTINGT-MOSILEANTENNAS r , +, � V•�''�A"' ! ANDREW QUAD ANTENNA �'•1; BOTHELL, WA 98011 i EgrV.W-tr AGL / r , (1 PER SECTOR, 2 SECTORS, 2 TOTAL) f � RAE1 CENTER Of S7USi11'70 T•MOBI(SeANTEHNA_4 � � ' �� EXISTING T-MOBILE DIPLEXER 1 k ELEV 8B-P A�+L MOUNTED ON EXISTING ANTENNA 7 1 -NEWT-MOBILE FRIG MOUNTED PIPE MOUNT TO REMAIN f \ ON EXISTING ANTENNA PIPE MOUNT ' J M1 •�• L (1 TOTAL) (2 PER SECTOR, 3 SECTORS, 6 TOTAL) • NEW ANDREW HB%X-3319DS-A2M - - ' ANTENNA (2 TOTAL) � �, 5 EXISTING T-MOBILE SBNHH-1D651 •'.-- L - EXISTING T-MOBILE ANTENNA MOUNTING PLATFORM 1 L A-6 COMMSCOPE HEX ANTENNA ,-,. _ ` A6 - 4 1 - TO REMAIN 1 VNTH STEEL GRATING EXISTING T-MOBILE (6) TMA EXISTING TJ11C791LE A+�TENNAIAGUNTING (1 PER SECTOR, 2 SECTORS, 2 TOTAL) I� MOUNTED TO PLATFORM TO REMAIN EXISTING T-MOBILE DIPLEXER �'. PLATFORM W91F, STEEL GRATING EXISTING EXISTING T-MOBILE FXFB MOUNTED MOUNTED ON EXISTING ANTENNA >+ i-}RQ01LE I6)1MA M011NTED TO PLATFORM Technology. EXISTING T-MOBILE FRIG MOUNTED �I 1 TO EXISTING MONOPOLE TO REMAIN PIPE MOUNT - - ON EXISTING ANTENNA PIPE MOUNT (2 TOTAL) (2 PER SECTOR, 3 SECTORS, 6 TOTAL) -EXISTING T-MOBILE FXFB MOUNTED TO REMAIN (3 TOTAL) _ Y �1 TO EXISTING MONOPOLE ( 2 TOTAL) EXISTING T-MOBILE (1) COVP MOUNTED J� EXISTING ANTENNA BY OTHERS(IYP) \l DISCLAIMER: EXISTING T-MOBILE FRLB MOUNTEDPNW TO EXISTING COLLAR MOUNT (BEYOND) EXISTING T-MOBILE FRIG MOUNTED 2 FA MARKET OFFICE TO REMAIN 1 IF SAFETY UNE IS OBSTRUCTED, BEHIND EXISTINGANTENNA ON EXISTING ANTENNA PIPE MOUNT 4122 FACTORIA BOULEVARD, SITE MAY REQUIRE MAN LIFE OR (1 PER SECTOR, 3 SECTORS, 3 TOTAL) �y (3 TOTAL) SUITE 303 CRANE. EXISTING ANTENNA BY OTHERS (TYP) BELLEVUE. WA 96006 2- CAPACITY OF THE TOWER TO EXISTING T-MOBILE 1 D65C COMMSCOPEANTENNA SUPPORT PROPOSED LOADS IS TO (1 PER SECTOR,R, 2 2 SECTORS, 2 TOTAL) • BE DETERMINED BY OTHERS EXISTING TW OBILE (1) COVP MOUNTED TO EXISTING COLLAR MOUNT (BEYOND) NEWT -MOBILE (1) COVP MOUNTED ON MONOPOLE, 1 ON TOWER, 1 ON GROUND (BEYOND) EXISTING 100'-0" HIGH MONOPOLE EXISTING 100'-O" HIGH MONOPOLE B . AE • UWDES.RIPTIONBY CMBREVIEW MGMEVIEW JCCBY EXISTING (12)7/8'OOOA%AND (1) FIBER LINE NEW NCS CABLE ROUTED EXISTING (12)7/8"0 COAX AND (1)FIBER LINEFROM TO REMAIN AREA TOIANTENNA AREA (11125')MENT Lrj �irr! m • L IT IE A VIOLATION OF LAW FOR ANY PERSON UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 0 • � EXISTNGI NEW T-MOBILE EOUIPMENT Ta ALTCR mF pOCYNENL Ell STING T-MOBILE EQUIPMENT AREA, AREA, EQUIPMENT PLAN SEE: FOR EQUIPMENT PLAN SEE: 2 3.1 ' 31 EXISTING BUILDING SE04020D EXISTING BUILDING -_ • EXISTING WOOD FENCE REDONDO / 27201 >t EXISTING WOOD FENCE —+ � O PAC HWY MP 2 _ _ - EXISTING BUILDING �A _ _ 27203 PACIFIC HWY S C EXISTING BUILDING _ ••- 7 WA A0AO003 FEDERAL WAY, W �• i� P CEIVE MONOPOLE � EXISTING LANDSCAPING vyy:�+'r'� - 1=��,. 2 �01� EXISTING LANDSCAPING .9h'l:`- i-ir • — N-- ------ iii rrr --�• � pt�i SHEET TITLE - - 1- F FEDERAL, \n1A ELEVATIONS iA '� �"_ r � t. j _ � %'. $ � i � ,1 r �l L ♦ r 7 •J� I `I � l � f � � � � � � I � � I� � `_— - r SHEET NUMBER FINItiH GRApf u FIW6H GRliDE , �_• - - - - Kt2 G=4 r EI.EV. 9.5 REF F0 1.5' $• 5' SCALE: 3116" = 1'-0" W-318) A Q + •q• S' SCALE: 3f1B 1'-0"(24x38] SOUTHEAST ELEVATION (FINAL) (OR) 3/32"=1'-0"(11s17]zo L SOUITHEAST ELEVATION ' ;ISTING) (.R> 3id2"-171(11><17) EXISTING T-MOBILE FRLB MOUNTED BEHIND EXISTING ANTENNA TO REMAIN IFl (1 PER SECTOR, 3 SECTORS, 3 TOTAL) Mob PDFpO'.OAl- 1GMIONG.POLE_3AH___—,__$A LANDLORD SIGNATURE ' ""lle R' ELEV 10a-C+�.+� EXISTING T-MOBILE SBNHH-1D65C OFE%ISTINR TOB�g. Tpp QFw${ T.NO&LE ANTEHNRS TO BE REMOVE ( TOTAL) - r COMMSCOPE HEX ANTENNA D 1T AL S - �ELEV ii.$AGL F � 1 TOP OFNEW T.1ppBILE ANTENNAS NEWT -MOBILE (6)DIPLXER RAD CENTER OF FprtT MG F-OBILE ANTET•81k.S_ V• �L A MOUNTED BEHIND NEW 9807 N NORTH ` EXISTING •^ � ORTHCREEKPARKWAY �Y 9T'-O-ROL -I PLATFORM WTH STEEL GRATING EXISTING RAD DENIER OY EX{STiNG i_NEW T:piQ9iLF,.ANT _ BOTHEL A98011 / NE (STACKED) M ANTENNA 1 CE ER. C1F EX15 .___ T•hK7 LE RNT.E.!ii'�-'� �� T-MOBILE (6) TMA MOUNTED TO PLATFORM ELEV. W-V AOL 7 L W ...-. - TO REMAIN t ELEV. sty' Lr A6t i r RRD CEH7ER OF EXLSTWG r-A1G81LF N:IEMHPB r' / f A 6 EXISTING T-MOBILE DIPLEXER ��� EXISTING T-MOBILE FXFB MOUNTED ELEV. 96.Tf ACll.f +/ , MOUNTED ON EXISTING ANTENNA TO EXISTING MONOPOLE TO REMAIN • ? I r. J•�' E7FSTI OR Y-MOBILE ANTENNA MOUNTINGNG PIPE MOUNT TO REMAIN f (2 TOTAQ(BEYOND) �/` FRATFORL7 VATH STEEL GRATING EXk5TIM (2 PER SECTOR, 3 SECTORS, 6 TOTAL) �- EXISTING T-MOBILE DIPLEXER T.1.FOgILE {6] iMA MOSINTE6 T4 PLATFORM 1 MOUNTED ON EXISTING ANTENNA ��- EXISTING T-MOBILE (1) COVP MOUNTED TO PIPE MOUNT 1 EXISTING T-MOBILE TMBXX-6516-R2M EXISTING COLLAR MOUNT TO REMAIN �`// NEW NNA(l COPE SBNH-1D65C V1 ANDREW QUAD ANTENNA I� I (2 PER SECTOR, 3 SECTORS, fi TOTAL) •• / I ANTENNA (1 TOTAL) ) TO BE REMOVED (1 TOTAL) EXISTING EXISTING A FRLB MOUNTED 2 I EXISTING ANTENNA BY OTHERS (TYP) BEHIND EXISTING ANTENNA j r A{' Technology'' Associates EXISTING T-MOBILE FRIG MOUNTED _ Ih (1 PER SECTOR, 3 SECTORS, 3 TOTAL) - ,{, ON EXISTING ANTENNA PIPE MOUNT Vr /I �- EXISTING T-MOBILE (1) COVP MOUNTED TO I NEW ANDREW HBXX3319DS-A2M !!!1 EXISTING COLLAR MOUNT (3 TOTAL) TO REMAIN I 1_ F• _ ANTENNA (2 TOTAL) J J 1 t NEW TCOVP MOUNTED ON MONOPOLE, DISCLAIMER: � I 10NTOWER. OWER,I ON GROUND PNW MARKET OFFICE 1. IF SAFETY LINE IS OBSTRUCTED, B 4122 FACTORIA BOULEVARD, 03 SITE MAY REQUIRE MAN LIFT OR EXISTING T-MOBILE FRIG MOUNTED f ' e SUITE A CRANE ON EXISTING ANTENNA PIPE MOUNT J' BELLEVUE,WA98006 3 TOTAL) 2. CAPACITY OF THE TOWER I SUPPORT PROPOSED LOADS IS IS TO EXISTING ANTENNA BY OTHERS (TYP) BE DETERMINED BY OTHERS NEW T-MOBILE FXFB MOUNTED ON EXISTING MONOPOLE (1 TOTAL) 4 ' A-6 - EXISTING 10U-0" HIGH MONOPOLE EXISTING 100'-0" HIGH MONOPOLE EXISTING (12) 7/B"0 COAX AND (1) FIBER LINE TO REMAIN 12129I2015 ISSUED FOR IW%CD CME ' 0 1110512015 ISSUED FOR 1W-CD REVIEW MGM EXISTING 02)7/8'0 COAX AND 0) A 100012015 ISSU ED FOR 90%CD REVIEW JCC FIBER UNE NEW HCS CASLE ROUTED REV DATE DESCRIPTION BY FROM EXISTING T-MOBILE EQUIPMENT AREA TO ANTENNA AREA It 126) L7 �1 C-� J •'PloFc /L r rt IL. NCN11Gi 0� rAW �RI luY RE�sOH. G UNE551rrEr nAE ACmr3 YI�R M[ WRLIIDN S M L1Cklli£�vR4t6.L[JAx�LA Q TO ALTER THIS DOCUDOCUMENT EXISTING LANDSCAPING �y EXISTING LANDSCAPING p SE04020D EXISTING LANDSCAPING .' u REDONDO / 27201 OEXISTING LANDSCAPING - ,` �, PAC HWY MP or-CEI� 98003 22 �Ul FEDEORAL WAY, W EXISTING NEW T-MOBILE EQUIPMENT ° MONOPOLE A L� I T]OLE AREA, FOR EQUIPMENT PLAN SEE: 1 -. IVI EXISTING T-MOBILE EQUIPMENT Ji- m AREA, FOR EQUIPMENT PLAN SEE: �� 2� - •., _ _ - q ��yy �� .. 3.7 1 •.--r_. ..5,`:z h� �F FEpEfi1� SHEET TITLE _ - _ ;sue _ EXIST NG LANDSCAPING ELEVATIONS EXISTING LANDSCAPING.- ) - ":'; yrY7.:•;'= EXISTING WOOD FENCE O EXISTING WOOD FENCE r"- SHEET NUMBER a s+ A=5 G f. F1. 1A GRAC F GRADE Fier a R r0 1.5' 3 $ SCALE: 3/16" =1'-0" [zd 2 r Q �, 31 $1 SCALE: 3116"=1'-0"(24x36) SOUTHWEST ELEVATION (FINAL) (ORj 3/32"=1'-0"(11x17) = SOUTHWEST ELEVATION ( "ISTING) (DR> 3rl2"= „x, 7> ANDREW HBXX-3319DS-A2M NOKIA SIEMENS NETWORKS: FXFB ANDREW: E155Q8P77 HARDWARE MATERIAL HOT DIP GALVANIZED COLOR,o-VPUB(MATERIALID: COLOR. E15SOfiP77 GRAY HEIGHT: WIDTH: 52" 17,G RADOME COLOR: LIGHT GRAY j � . � ■ � Mobile CONNECTOR INTERFACE: 7-16 DIN WIDTH W/COVERS: 19, 4" � CONNECTOR INTERFACE STYLE: LONG NECK DEPTH: 766" DIMENSIONS, HxWxD: x224 x4 DIMENSIONS(DXHXVV): 2.6"X76"X7.3" DEPTH W/COVERS: 221" (1446 x 564 x 125 mm) (1 4 WEIGHT: 7,9LBS WEIGHT WI CORE, FANS, 8 CASING: 551Ibs NET WEIGHT: 3811b 19807 NORTH CREEK PARKWAY NORTH (17 3 k9) BOTHE LL, WA 98011 CONNECTOR: 4 x 7116 DIN FEMALE ' 17 5' Technology #Associates f N L _ 4-9' - ��, PNW MARKET OFFICE 4122 FACTORIA BOULEVARD, f -�2 -f SUITE 303 PLAN VIEW BELLEVUE, WA 98006 PERSPECTVL• VIEW SCALE SA7FXFB 4 ANTENNA SPECIFICATIONS SCALE 1O DIPLEXER N.T.S. NBA5E6ANL7 "$c NOT USED N.T.S. SHIELD AND MOUNTING BRACKETS: ANDREW SBNHH-1 D65C SUB MODULE: FBBC FRIG WITH SOLAR RADOME MATERIAL PVC, UV RESISTANT DL SPEED. 450 MbiUs DIMENSIONS: RADOME COLOR: LIGHT GRAY ULSPEED150 MbiUs : HEIGHT: 23,61 RP31OBSAI 4X6GbNs PORTS (ONLY ONE AVAILABLE IN RL60) WIDTH 17.24" DIMENSIONS, HzWxD: 96 4" x 11 9" x 71" DEPTH: 7"60" WEIGHT. 5710 LEIS WEIGHT, W/ 7 60" PRE -MOUNTED BRACKETS: 661 Ib WDESCRIPT1.11 D FOR 100%CD CMR FOR 1W%CD REVIEW MGM D FOR 9D%CD REVIEW JCC RIPTION BY CONNECTOR: 4 x 7/16 DIN FEMALE O � � - . —gr1g j � f•:ts1� Ufa 1 i 1724'- - r QC ENI RFII RF BH E7CT FLF3 SRICURF4 PLAN VIEW +. p R C IVE VIEW ". ��.• ry 'S• fi uq� FRONT VIEW SIDE VIEW IT IS A MCLATON OF LAW FOR ANY PERSON, W UNLESS THEY PRE PLTNG UNDER TIE DIRECTO o SCALE � SCALE r OFALIGENSEDPROFESSIONAIENGINEEP SCALE SCALE V1 ANTENNA SPECIFICATIONS N.T.S. OALTERTIS DOCUMENT NOT USED N•T,$. 11 FBBC N.T.S. 8 FRIG N.T.S. o RAYCAP COVP RNSNDC:L71:EE70 o FSMF SE04020D 'COVP TO BE MOUNTED VERTICALLY ONLY DIMENSIONS, HxWXD: 41 x 1176' x 16 6 o WEIGHT: 41 91b DIMENSIONS: REDONDO / 2720 p HEIGHT: 20.2Z' 2 au c WIDTH 18 86- M P DEPTH T' Cpxi l- 9 .jam s .sue Ir �-� PAC HWY vT RF1 71 ps - 1tu Fea��.fOF i LLm Ito I EY sF(. F _ _ 27203 PACIFIC HWY S _ _ I FEDERAL WAY, WA 98003 MONOPOLE �ECEIVEL SHEET TITLE I.. PLAN VIEW l — {�,yyy.1�• 7'�V2=4'E+'1 �lA��Q1DETAILS Ii:"c1v G� * E!•fi� Eraly T-�/ O F I� PERSPECTIVE VIEW ��1 ' "'� ��S��'ry O 1 FRONT VIEW SIDE VIEW ��•1c m SHEEP NUMBER 4 A=6 x m ? SCALE �` =N.I. SCALE 9 COVP N.T.S. S FSMF NOT USED N.T.S. 12 NOT USED SCALE ELECTRICAL GROUNDING SPECIFICATIONS s IN T Mobile®* LANDLORD SIGNATURE 1. GROUNDING SHALL COMPLY WITH ARTICLE 250 OF THE NATIONAL ELECTRICAL CODE CURRENTLY IN EFFECT FOR THE AUTHORITY HAVING JURISDICTION (�� 19807 NORTH CREEK PARKWAY NOR 2. ALL GROUNDING DEVICES SHALL BE U.L LISTED •+1i { '4 I BOTHELL, WA 98011 FOR THEIR INTENDED USE V NEW M AWG FROM FSMF & FBBC 4 3, GROUND WIRES SHALL BE TINNED #2 AWG BARE L J,, 1 ." TO (E) GROUND BAR (TYP.) G-2 SOLD COPPER UNLESS OTHERWISE NOTED. I 4 CONNECTIONS OF ALL GROUND V41RES TO THE OROUNO RING SHALL B£ EXOTHERMIC / jOAD-WELDED), UNLESS OTHERWa E NOTED. AND SHALL BE INSTALLED IN ACCORDANCE WITH HWpUFACi1JRER'SRECOfiNIENDATIDNS AND T-MOBILE WIRELESS BROADBAND STANDARDS ` Technology Associates 5 GROUNDING CONDUCTORS SHALL BE ROUTED ALONG THE SHORTEST AND STRAIGHTEST PATH 11 POSSIBLE WHEN REQUIRED, GROUND LEADS ` 7f r r i / SHALL BE BENT TO A MINIMUM OF B"RADIUS. L�7• PNWMARKETOLEVA 6 WHERE GROl7P1D LnhRES ARE ROIrI'EOFROM ANY ( I I 4122 FACTORIA BOULEVARD, CHERECTIon,VYB CRAPE TO THE 13RpUND TeNG INSTALL WIRE IN 3FA' HEAVY WALL UGUID TIGHT FLEVOLE CT]NDUrr FROM CONNECTILNN POINT70 s II lII i �c I / SUITE 303 BELLEVUE, WA 98006 BELOW GRADE AND $SAL THE TOP WITH SILICONE SEALANT i`} y. ALL GROUND BARS SHALL BE TINNED, 1/4"COPPER, COLLECTOR AND MGB BARS C'. 1 t yy1 r C SECTOR BARS 2", OF SUFFICIENT LENGTHTO ACCOMMODATE ALL •+ D, REQUIRED CONNECTIONS WITHOUT DOUBLING LUG£ AND EACH INSTALLED WITH IGOLATORSWHEN L.\/77 '- CONNECTING GROUND BARS iYf'" 16 FEET OF GRADE) DIRECTLY TO THE GROUND RING, ' 1 - 2EA 02SOLID DOVO FADS SHALL BE CAO•WELDED TO7ME GROUND BAR. 7 AT EACH pF=pO57YE �, �\ h g.ATE BOTTOM CORNER, AND EACH SHALL RUN IN 3/4" }�F.AVY WALL 4I0U0 TIGHT FLEXIBLE CONDUIT BAA DOWN TO THE GROUND RING r•,>, � � FROM GROUND WHEN CONNECTING SECTOR GROUND OARS, - D FOR 100%CD CMB DAISY-CfWNTHE GRO)NDSARSANO RUN 1 EA #2 FOR 1D%CD REVIEW MGMYHE AWG STRANDEOCO7PER YAM£ WRH TFLWN INSULATIDN FROM THE MIDDLE GROUND BAR TO _ G FOR 90%CD REVIEW JCCYALEN GROUND RING AND CAD.WEID TOTHE RING.`G� ATTA4HIN13$TRANQEO GROWING LEADS TO RIPTION BY THE GROUND SARS.2 HOLE COMPRESSION LUGS SHALL BE USED, PROTECT WITH WEATHERPROOF 1{F AT SHRINK AND WITH A THIN COAT OF �LOPR SHN£LU- OR EQUIVALENT PROPERLY APPLIED AND 4 NEW #SAW. FROM COVP G-2 TO (E) GROUND BAR (TYP.) 4 (E) GROUND BAR G_2 (FIELD VERIFY LOCATION) ATTACHED ONLY WITH STAINLESS STEEL (TYP) HARDWARE -- SEAL£ 2 ; j �" � �F OUNNG EOINPMENT ENCLOSURES. 9 VN1EN GROUNDING N.T.S. PANELS. FRAI.IES� AND OTHER METAL APPARATUS. ASOAWGSTRANDEDULQgPPERWIREW,THT>�"N EQUIPMENT GROUNDING r I , E^ rryf. TACHED, ILIZUlG A 2 INSULATION SHALL BE AT(TT HOLE CCMPRES::ON TYPE LUG. PROTECTED WITH WEATHERPROOF HEAT A CLEAN AND CORROSION -- • �� I --• FREE METALLIC SURFACE UMUZING STAINLESS ' _ - STEEL SELF -TAPPING SCREIAG AS NOTED IN NOTE 10 BELOW �. )h r '.�_ -.�P J l v 10 PREPARE ALL BONDI NG SURFACES FDA GROUND CONNECTIONS BY RCt4DVING ANYAND ALL PAINT AND CORROSION TO SHINY METAL. FOLLOWING NEW #S AWG FROM COVP e TO (E) SECTOR GROUND BAR CAD -WELDED CONNECTIONS TO NON•COPPIM G 2 P( r� SURFACES, APPLY ONE COAT OF ANY ANTI -OXIDIZING PAINT, "COLD GALV' OR �P') v/ ��• EQUIVALENT. 11, GROUND RODS SHALL BE COPPER -CLAD STEEL 3 NEW #B AWG FROM FXFC�•.� ��� • •�A', I Ir I;w VIWilO'<OF µwTORHrcPER00fA uN"E55 nrtY AR2 rG11NG UI�L'II SHE VIIELnCN P •IICEI16E0pRT11S pO 5/B"x10', SPACED NO LESS THAN 10' ON CENTER a TO (E) SECTOR GROUND BAR C' 2 (rYP.) �-'• ,( i UMEN'17MER TO ALTER TIIS DOCUMENT. u 12. ALL GROUND SYSTEM CONDUCTORS AND ggqq ? CONDUITS SHALL BE SECURED UTILIZING ONLY NONMETALLIC, NON-CONDUCTIVE, UV RATED CCLAMPS, D BRACKET, AND OR SUPPORTS, ' -- ' SE04020D 13. WHEN REQUIRED, THE CONTRACTOR SHALL EPl13AC'£+ THE SERVICES OF AN INDEPEND!xiT A MOOGER a TESTING FIRM TO VERIFY, UTILIZNG TEST, THAT THE RESLSTANCE. TO EARTH OF THE ! i I REDONDO / 27201 NEW GROUNDSYSTEM IS EQUAL TO OR LESS THAN TEST)NG y - O 0 5 (OHMS). ACOPY OF THE COMPLETE REPORT SHALL BE PROVIDED TO THE T.MOBIIE REPRESENTATIVE I. r 1�_��� yr NEW #SAWG M FRIG e G2 PAC HWY MP TO (E) SECTORECTORGGROUND BAR (TYP-) O 14 ALL MATERIALS AND HARDWARE SHALL BR INSTALLED IN A WORKMAN -LIKE MANNER IN - �} w `• �'• 27203 PACIFIC HWY S l' 9 ACCORDANCE WITH MANUFACTURER'S RECOMME%DATIOHS, AND DEFINED IN NFPA-70 AND APPROVED BY A,H,J, �N +�. 1 _ G� �L -fit - NEW#SAWG FROM ANTENNA e E FEDERAL WAY, WA 98003 RECEIVE a 1 •• • U-¢• 1 L-4� b�f'� I�� I f !�f TO(E)SECTOR GROUND BAR (TYP.) G-2 MONOPOLE n n i F� O R • m • LEGEND EXOTHERMIC CONNECTION(E)SECTOR (J Ail GROUND BAR G_2 (FIELD VERIFY LOCATION] SHEET TITLE (rYP} U CITY OF FEDERAL Y GROUNDING MECHANICAL CONNECTION EQUIPMENT GROUND BAR x ¢� 2 NEW MECHANICAL LUG �' P` to �� P LANS G_2 CONNECTION (TYP.) ANTENNA GROUND BAR (AS REQUIRED) .- #2 AWG GROUND LEAD (AS REQUIRED) �\ WiVM AWG FROM DIPLEXERS f O 4 (T LEI SECTOR GROUND BAR NOSE. G 2 iiYP'I � SHEET NUMBER 1 1" CONTRACTOR TO REPLACE ALL MISSING GROUND BARS AND GROUNDING CONNECTIONS AS REQUIRED. o SCALE N,T. S, NOTES & LEGEND N s, 1 ANTENNA GROW �iNG NOTES: 1 PROVIDEN ETWEE EASE AND GROUND L EXISTING #6 AWG STRANDED CU NEW DIPLEXERS, FBBC, AND FSMF SURFACE BETWEEN LUG AND GROUND BAR B �ti GROUNDING KIT: #6 AWG STRANDED Cu �l�_ WIRES TO EXISTING EQUIPMENT WIRE WITH GREEN, 600V, THWN INSULATION Mobile 2 CONTRACTOR WILL VERIFY BUSS BARTYPE G7 R � � � OR BLACK GROUNDING TO THE TOWER OR RING TYPE XA TYPE YA-2 TYPE HS TYPE 2-YA-2 3 GROUND BARS AT BOTTOM OF TOWERS OR MONOPOLES SHALL USE EXOTHERMIC CONNECTION 1� 19607 NORTH CREEK PARKWAY NORTH BOTHELL. WA 98011 rL1..- � 1 �' .� •.f V TYPE TA TYPE NC TYPE SS TYPE GY TYPE VN O O O O 0,C, O O O O `. ,0 O 'c O EXISTING MAIN GROUND BAR g O 4) C) i 0 0 0 0 0 0 0 0 C, 0( 0 0 C! u (G �\ O Cs O O O O G O r, _ 0 0 0 _ � � A `Z' O O o r Teeh�afogy ltssnciates O O O Ci 0 0 0 0 o 0 O 0 O r, O `. 0 0 V TYPE W TYPE VS TYPE VB TYPE PT TT'PE GR �1 � -EXOTHERMIC WELD PNwL—TWII)HHOLE LUG, BOLTED TO NOTE: 2 FA MARKET OFFICE GROUND BAR USING 3/6"-16 x 1 4122 FACTORIA BOULEVARD, 1/4"STAINLESS STEEL HEX UNIT I LEXISTING(21� AWG SOLID TINNED BARE CU WIRE ERICOEWTHERMIC"MOLDTYPES'SHONMHEREAREEXAMPLES. CONSULT WITH PROJECT SUITE 303 BOLTS AND HARDWARE L-J TOEMSTING GROUND RING MANAGE FOR SPECIFIC MOLDS TO BE USED FOR THIS PRO1EGi BELLEVUE, WA 98006 SCALE =SCALE110 MAINGROUNDBAR N.T.s. 4 EXOTHERMIC WELDING NOT USED N.T-S- NOTES: NUTS 1rTaz4• WEATHERPROOFING KIT (SEE NOTE 3) _ - CABLE ANTENNA CABLE •,,� CONNECTOR B C CABLE GROUND KIT � WITH J WIRE SIZE BURNDY LUG BOLT SIZE #6 AWG GREEN INSULATED YA6G27C36 3/9' -16 NC S 2 BOLT 02 AWG SOLID TINNED YA3C-27C38 3/B'-16 INC S2 BOLT 92 AWG STRANDED YA2C-2TC38 3/6" -16 INC S 2 BOLT #210 AWG STRANDED YA26-2TC36 3/W -16 NC S 2 BOLT #410 AWG STRANDED YA28-2N 12" -16 NC S 2 BOLT 1- ALL HARDWARE BOLTS, LOCK WASHERS SHALL BE STAINLESS STEEL ALL HARDWARE ARE TO BE AS FOLLOWS: BOLT, FLAT WASHER, GROUND BAR, GROUND LUG, FLAT WASHER, LOCK WASHER AND NUT. 2 COPPER SHIELD, ANTIOX, CR NO-0X OR EQUIVALENT SHALL BE PLACE WHERE ALL DISSIMILAR METALS CONNECT NREVDATE Q.E..CR�IPTI.Ney CD CMB CD REVIEW D REVIEW MGM JCC BY 3 ALL LUGS ARE TO BE INSTALLED PER - #6 AWG STRANDED Cu WI RE GREEN, 600V,THWN INSULATION OR MANUFACTURER'S SPECIFICATIONS BLACK (GROUNDED TO GROUND BAR) HEATSHRINK — {CLEAR HEAT SHRINK INDOOR - �n BLACH HEAT SHRINK OUTDOOR) 4 ALL LUGS MUST HAVE INSPECTION WINDOWS . ANTENNA AND/OR G PS CABLE BURNOY GROUND LUG — ` CONNECTION OD L) OR SIZE AND MODEL)[„ BURNDV GROUNDLUG 1' E°J {g J� NUT (TYP) -- •,� (SEE TABLE FOR SIZE 'L AND MODEL) !y NOTES" LOCK WASHER -- t1� i. ,r .r RARE WARE TO BE (TYP) :L_{ �'�: NO-OX AT BOTH ENDS . .�e T. DO NOT INSTALL CABLE GROUND Kill Al AND ALWAYS FLAT WASHER DIRECT GROUND WIRE DOWN TO GROIJUD @AR (TYP) 2 GROUNDING KIT TYPE SHALL BE APPROVED BY TMO PRIOR TO INSTALLATION _ OUNDING — t�7~.S� GR ! -.Wfi 3 WEATHERPROOFING SWILL INCORPORATE PPC WEATHERPROOFING -(- — CONDUCTOR GROUND BAR ." TAPE KIT, COLD SHRINK SHALL NOT BE USED. BOLT (TYP) �J ... WASHER - F =9 0UNlSST1Q ( SCALE /� ITS A VIOLATION OF LAW FOR IWY PERSON, /.ALE ALIIHG UNDER TIER'R[CTON OfAITCEN'JEDPpOFE551(P44 ERO.mEEA. G SCALE 8 SCALE CABLE GROUNDING H.T.S. ` CHANICAL LUG N.T.S. TO ALTER THIS DOCUMENT NOT USED $GALE 11 NOT USED N-T.S. N.r.s. rNOTES: ROVIDE NO-OX GREASE AT CONTACT SURFACE BETWEEN LUG AND GROUND BARSE04020D uONTRACTOR WILL VERIFY BUSS BAR GROUNDING TO THE TOWER OR RING 1 3 GROUND BARS AT BOTTOM OF TOWERS OR MONOPOLES SHALL USE EXOTHERMIC R E D O N D O/ 27201 CONNECTION ANTENNA, FXFC, DIPLEXERS, COUP, O AND FRIG GROUNDING KIT: #6 AWG �A PAC H M P O STRANDED Cu WIRE WITH GREEN, Y Y#�� s 600V,THWN INSULATION OR BLACK i_ 27203 PACIFIC HWY S TWO -HOLE LUG, BOLTED o 3B'G60UNDBAR FEDERAL WAY, WA 98003 STAINLESS / STEEL ANDHAEXUNITB 7S P ANDHARDWARE. �E�E Lm IIED MONOPOLE 4 m 7, O C O 0 4 O / Tx�Is7TNINGN"�zxva^ ° J:F'K OON RONJAN 2WALL, FLOOR SHEET TITLE 016 V ANTENNA TOWER GROUNDING ov O O 0 O` 1 CITY OF FED A I. � 1V FLU• DETAILS m EXOTHERMIC WELD EXISTING #2 AWG SOLID TINNED BARE CU WIRE TO EXISTING BAR '! m J GROUND BAR OR MAIN GROUND SHEEP NUMBER G=2 0 SCALE SCALE 6 SECTOR GROUND BAR NCT.S� 3 = SCALE 12 NOT USED H.T.S. 9 NOT USED I N.T.S. NOT USED N.T.S. LANDLORD SIGNATURE NOTE: 1 ALL COAXIAL CABL CONnECE40NS TO BE HEATHER PROOF= o crm TO Dip G+6LEz �iw ImE.RS %vHERE ITcG'c55ARY I-ti 3 iACGWG' ALL COAXIAL CABLES TO BE MAW EO W—rrP COLOR CODED TAPE TO INDIC 1 �c TF C P 1TEIM' SECTOR tOtORO EL_'-CiRICX T A209 SHALL %WZD': EAw^ F- Fb Cf CABS Ahil r' CI': M C)FAMPEF A3 tto"i- TO EAC•1 EA'D AS POSS'HLE NOT To VIEitGERF W�YrEATHERPROOFWG.1 4 i3,LS-AL CAIiI-- SPSCTFJCA,-IONS �--OUIRE CASLrz SUPPORT EV-=RY 3�-0-ON CENT-R C'1FJ-ie,A.C' R SKALL SLQPLY SL�FORTS ti gFLVLq5DTOMEET THIS REO IREMENT. 5 V[�RTICAL CONNEGI"S SHALL BE TAPED FROM TVf BOTTOM VP&" OYCF P W E5 LYA I ER AWAY FROM CON`ECT10N p-EE STEP 41 .=TAflE FOOWDPLEf7M'SJTSFFWSHALLBE-CANI"l1 S- RROYC=NEAT SHRINK3N?LACEO Pr ADHESDIE ANTENNA AND COAX GENERAL NOTES: 1. ALL AWETITM.c%.jD GO.AXW_ ANTENNA CABLE TO BE FURMSHED BY 7-17013ILE A}JD INSTALLED BY CONTIPACT09- Z COAX COLORCODIN3:ANTENNA5T►113E KJNBEtEDIN A CLOC4Cl4'IBE MANNER FROM TRUE NORTH AND COLOR OSIDE'rAtf'(XLGRS: 3 THE ABOVE COA)CCOLGR COOING APPLIESTO13ECTCRIZD SITES. FOR OMNISITES. USL TER ATD. DTO. S G10 GOLOR CCOCS ONLY 4 COAX S+AL B 3 TA4 0M VVOA CIOING AT Ltk.AT� PLACES USING I- WDE V4EATFL-R P,F AT Tl #1 • AT ANTENNA CONNECTION 92 -AT ENTRY TO ECYJPMEN7 CABINET S RIIN Co"j AL 04. f WIT" M1eWoM 12' SLACKA jr FROM EWGf OF f.CTJ1PM€1!i WJ•DlNET:S. gCt�CS tYFVE C.VI(7E Bit16cTE SP AAPLICA&^E1 0 40 7'WIER LEv iIF APPMABLE} d OGTR3BVTE 79 EACH ANTENNA OEW-E FU>:1a+j ANb1N5!ALLA MINIYtiM (iF It)GROUND KiT$ PERW0"iAI CASi.E AWNRtAW. TOEI ECOZEr L Tp7A%%%N43& VEA Wv o+L+NEER (IF ANI ENNA'o• CAE4E. 6 6`60E O"ETER WIT"PROJECT MA-kkQEP ELK—RF_k A!DV3LAyMVHTH7T.APcA.5615 ;a'frJ?S IN }q'T.1FE ;AF» VFTFiSQIL fYl1c�.AP1 BUTriTAFE ALL TiPErti6S51-ATsaCV17 NOTSMTT.Y;. ELECFt�3+LT+PE{ILA'c�- 1 -rr..-. 'IA=,`OM71D/dN PSh°i+5>3C.TAFiYTA•PcJ CQkT151Tie7MSCOTcW4TES ZAYSEA!CR CONNECTt2R31 ------- i l _� -�.J- 1J E _y' _-�1�.:, ru- 'V-c- STEPSTEP 3 4 `.r-'.: STEP 1 STEP 2 i . i;• COAXIAL CABLE WEATHERPROOFING LhL �1 SCJI—r-: NITS SITE LOADING CHART VENDOR AZIMUTH MECHANICAL DOWNTILT ELECTRICAL DOWNTILT RADIATION CENTER COAX CABLE LENGTH COAX AMOUNT & SIZE COLOR / SECTOR ENNAICOUNT MODEL (RED) gLpryq (1)TMBXX-6156-R2M (1)SBNHH-1D55C ANDEW COMMSCOPE U° 0° 3- 95-6" 110' (4)7/6.. ItIREEN) BETA (1)TMBXX-615FR2M (1)SBNHH-1 D65C ANDEW COMMSCOPE 100° 0° 2° 95'-T 110' (4)716" IBLLEL GAMMA (1) HBXX-3319DS-A2M (1)SBNHH-1 D65C ANDEW COMMSCOPE 170° 200° 0° 4° 95'S" 110' [40A,, [YELLOVIII DELTA (1) HBXX.3319DS-A2M COMMSCOPE 230' ' _ 95'S" 110' (2) FIBER GROUND SCOPE CHART CABINET CABINET SUPPORT BASEBAND BASEBARADIO U ANIT TYPE QUANTITY CABINET TYPE QUANTITY TYPE 2G PURCELL ESMC 1 FXFB ULTRASITE SUPPORT UPPORT ULTRASITE OUTDOOR BASED ON RFDS VERSION:6 DATED: 101192015 D FSME 3 I FRIA FSMF FRIG FBBC FRLB RADIO UNIT COVP COVP TYPE QUANTITY QUANTITY 2 NSN 2 3 NSN 2 3 j��{ FT\, JARS 2 2 20 CTTY OF FEDERA CF)s SCALE~ uTc To w mMobiliff o 19807 NORTH CREEK PARKWAY NORTH BOTHELL. WA 98011 �Technology*Associatesl PNW MARKET OFFICE 4122 FACTORIA BOULEVARD, SUITE 303 BELLEVUE, WA 98006 MDEIIRIPTI.. 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