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Permit D18-0066 - VERIZON - ANTENNAS
VERIZON 15700 NELSON PL EXPIRED 10/31/18 D18-0066 Parcel No: Address: Project Name: I \ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0005800029 15700 NELSON PL VERIZON DEVELOPMENT PERMIT Permit Number: D18-0066 Issue Date: 5/4/2018 Permit Expires On: 10/31/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: WILTON LP PO BOX 116, N LAKEWOOD, WA, 98259 ANDI SPENCER - CROWN CASTLE 1505 WESTLAKE AVE N STE 800 , SEATTLE, WA, 98109 MASTEC NETWORK SOLUTIONS INC (CONST) 806 S DOUGLAS RD 11TH FLOOR , CORAL GABLES, FL, 33134 MASTENS876KN VERIZON WIRELESS 1505 WESTLAKE AVE N SUITE 800 , SEATTLE, WA, 98109 Phone: (206) 336-2867 Phone: (866) 545-1782 Expiration Date: 5/14/2019 DESCRIPTION OF WORK: INSTALL (6) PANEL ANTENNAS, (1) 2' MCO DISH, (9) RRU'S - REMOVE RADIO UNIT, (20 HYBRID CABLES, (10 MCO FEEDER AND (2) JUNCTION BOXES ON PROPOSED PLATFORM. INSTALL (3) EQUIPMENT CABINETS AND H -FRAME WITHIN EXISTING COMPOUND. Project Valuation: $55,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,801.35 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and .gree to the�conditions attached to this permit. Signatur Print Nam Date: C-6.�4/Z--E) r5 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. I\ 1 6: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 7: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. bl g oo 6 b Project No. Date Application Accepted: 111'10 Date Application Expires: q _q q (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 15700 Nelson Pl, Tukwila, WA 98188 Tenant Name:', submitted by Andi Spencer, Crown Castle King Co Assessor's Tax No.: 000580-0027 PROPERTY OWNER Name: Andi Spencer, Crown Castle, on behalf of Verizon Name: Global Tower Holdings LLC City: Seattle State: WA Zip: 98109 Address: 601 Poydras St #2660 Email: Andi.Spencer@crowncastle.com City: New Orleans State: LA Zip: 70130 CONTACT PERSON — person receiving all project communication Name: Andi Spencer, Crown Castle, on behalf of Verizon Address: 1505 Westlake Ave N, ste 800 City: Seattle State: WA Zip: 98109 Phone: 206-336-2867 Fax: Email: Andi.Spencer@crowncastle.com GENERAL CONTRACTOR INFORMATION Company Name: Mastec Network Solutions Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:Wpplications\Forms-Applications On Line \ 2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Suite Number: New Tenant: Floor: 0 Yes j}J,,No ARCHITECT OF RECORD Name: Verizon Wireless / C rU,-"->✓\. Ca—S'&J t Company Name: Crown Castle City: 1 State: Zip:9,5 / J Architect Name: Truc Lac, P.E. S.E. Address: 2000 Coporate Drive City: Canonsburg State: pA Zip: 15317 Phone: 724-416-2000 Fax: Email: ENGINEER OF RECORD Name: Verizon Wireless / C rU,-"->✓\. Ca—S'&J t ' Company Name: Morrison Hershfield City: 1 State: Zip:9,5 / J Engineer Name: Robert Jerry Lara Address: 600 Stewart St. ste 200 City: Seattle State: WA Zip: 98101 Phone: 206-268-7370 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Verizon Wireless / C rU,-"->✓\. Ca—S'&J t Address: i O lti� 5 A4je /U�t, City: 1 State: Zip:9,5 / J Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 55,000 Describe Existing Building Valuation: $ the scope of work (please provide detailed information): n.... (i ) ` ,,e i ie iria 5 ( I) -2 / /✓7 (,C' a - i (9) Z.\JL-`s r�,2 -e r O wvti.- - / (z), I-fai) leSi � m -ceecte47. 0,- A (2) J'ivy kCjt 0---1 b�-xes ? v^t msec, p ((Tc r , I io s -e ( 3) el lA.` � , co -/Y2 ‘k ✓l - H- Fra—rne, l,L2H 1- P�Jc i'7( i b"1f ?r.-Yy1)/ vze Will there be new rack storage? ❑ Yes �.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Existin 115 ft. Monopole p 115 ft. Monopole Addition to Existing Interior Remodel Structure 2 ' Eloor Ne Type of Type of Construction per Occupancy per IBC IBC IIB S-2 3 Floor Floors thru Basement Accessory S cture Attached Garage Detached Garage Attached Carport Detached Ca Covered Deck Uncovered Dec PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Areas :Existing 10480 Lease_area (q ft ) oor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ® No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm In None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications'Permit Application Revised - 8-9-11.docx Revised August 2011 bh Page 2 of 4 � 1 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 N Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ,.,Tukwila ❑...Water District #125 ❑ .,,Water Availability Provided 0 .. Highline dthicwila ❑.,,Valley View 0 .. Renton ❑ ...Sewer Use Certificate ❑...Sewer Availability Provided 0 .. Renton ❑ .. Seattle antic System: ❑ On-site Septic System = For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department, bmitted with Annlication (mark boxes which aunty): ...Civil Plans (Maximum Paper Size — 22" x 34") 0 .,,Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Bond 0 .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) onosed Activities (mark boxes that anntvl: ...Right•of--way Use - Nonprofit for less than 72 hours 0 .,.Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 ...Total Cut 0 ...Total Fill 0 ,.,Sanitary Side Sewer 0 ,,.Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention • Fire Protection Irrigation Domestic Water cubic yards cubic yards ❑ ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) 0 .. Right-ofway Use • Profit for less than 72 hours 0 .. Right-of-way Use = Potential Disturbance 0 ., Work in Flood Zone 0 ., Storm Drainage Abandon Septic Tank .. Curb Cut Pavement Cut .. Looped Fire Line It 0 ...Permanent Water Meter Size... 0 ...Temporary Water Meter Size .. ❑ ,..Water Only Meter Size " 0 ...Sewer Main Extension Public 0 0 ...Water Main Extension Public 0 0 .. Grease Intcrc€ptor 0 .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding WO# WO # WO # 0 ...Deduct Water Meter Size Private 0 Private 0 ff FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 • PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER ORUTHORIZED AGEN Signature: `� 40-a-of—eA., Date: 01/04/2018 Day Telephone: 206-336-2867 Print Name: Andi Spencer, Crown Castle, on behalf of Vex't Mailing Address: 1505 Westlake Avenue North, ste 800; Seattle, WA 98109 H: Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11 docx Revised: August 2011 bh City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number R13969. DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,801.35 D18-0066 Address: 15700 NELSON PL Apn: 0005800029 $1,801.35 DEVELOPMENT $1,748.50 PERMIT FEE R000.322.100.00.00 0.00 $1,056.97 PLAN CHECK FEE R000.345.830.00.00 0.00 $687.03 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $52.85 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13969 R000.322.900.04.00 0.00 $52.85 $1,801.35 Date Paid: Friday, March 09, 2018 Paid By: CROWN CASTLE - WTA PROPERTY Pay Method: CHECK 16737 Printed: Friday, March 09, 2018 2:00 PM 1 of 1 SYSTEMS 4 Date: November 01, 2017 Saleem Dooh Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 Subject: Carrier Designation: Crown Castle Designation: REVIEWED FOR CODE COMPLIANCE APPROVED APR 30 2018 City of Tukwila BUILDING DIVISION Suuk.lu,dl on Report Verizon Wireless Co -Locate Carrier Site Number: Carrier Site Name: CROWN CASTLE Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 (724) 416-2000 Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: Longacres Way Longacres Way 856360 SOUTHCENTER 461057 1482450 407028 Rev. 2 Engineering Firm Designation: Crown Castle Project Number: 1482450 Site Data: Dear Saleem Dooh, 15700 NELSON ROAD SOUTH, TUKWILA, King County, WA Latitude 47° 27'40.7", Longitude -122° 14'32.7" 115 Foot - Monopole Tower Crown Castle is pleased to submit this "Structural Modification Report" to determine the structural integrity of the above mentioned tower. This analysis has ben performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 1482450, in accordance with application 407028, revision 2. The purpose of the analysis is to determine acceptability of the tower stress level including the proposed modifications as outlined in the attached drawings, "Appendix D". Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4: Modified Structure w/ Existing + Reserved + Proposed Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2015 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 and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Matthew Schmitt, E.I.T. / NCM ,Ruc LA„ 11/10/2017 Respectfully submitted by: Truc Lac, P.E., S.E. Senior Project Engineer tnxTower Report - version 7.0.5.1 License Expires: 02/24/2019 Crown Castle USA, Inc Engineer/Land Surveying #2271 RECEIVE - c0 t 111KINGLh b(8Oob MAR 0 9 2010 PMIDET CE 4 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations 8) APPENDIX D Required Modification Drawings tnxTower Report - version 7.0.5.1 November 01, 2017 CCI BU No 856360 Page 2 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 3 1) INTRODUCTION This tower is a 115 ft Monopole tower designed by Power Structures, Inc. The original tower drawings were not available. The original design standard and wind speed are unknown. The tower geometry and member sizes have been obtained from a previous structural analysis by TRK Engineering, Project No. 0373-169, dated 9/23/2003, which references the original tower drawings by Power Structures, Inc. The modification drawings designed by CCI and attached in Appendix D, have been considered in this analysis. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind speed of 85 mph with no ice and 60 mph under service loads, exposure category C. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 96.0 96.0 6 amphenol HEX456CW0000x 2 1-1/2 - 3 ericsson RADIO 4449 6 ericsson RRUS 32 B66 2 rfs celwave DB-C1-12C-24AB-0Z 1 tower mounts Platform Mount [LP 1301-1] 88.0 88.0 2 nokia MPT-HC-HQAM 4 1/4 - 1 rfs celwave SC2-190BB 1 tower mounts Pipe Mount [PM 601-1] Table 2 - Existing and Reserved Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 115.0 118.0 3 alcatel lucent B25 RRH4x30-4R BTS 2 2 3/4 3/8 2 3 alcatel lucent RRH2x40-07-L 3 alcatel lucent RRH4x25-WCS 6 commscope SBNHH-1D65C 3 ericsson KRY 112 71/2 1 communicationskmw AM X -CD 14 -65 -OOT -RET 2 kmw communications ET-X-CH-45-16-45-18-iR-AT 4 powerwave technologies LGP21401 1 powerwave technologies TT08-19DB111-001 1 raycap DC6-48-60-18-8F 3 ericsson KRY 112 71/2 1 1 2 18 1/4 1/2 3/4 7/8 1 3 kathrein 742 264 1 raycap DC6-48-60-18-8F 115.0 1 tower mounts Platform Mount [LP 301-1] Notes: 1) Existing Equipment 2) Reserved Equipment tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Table 3 - Design Antenna and Cable Information November 01, 2017 CCI BU No 856360 Page 4 Mounting Level (ft) Center Lineof Elevation (ft) Number Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Information Not Available 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4 -GEOTECHNICAL REPORTS Morrison Hershfield 4722343 CCISITES 4 -TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Engineered Endeavors, Inc. 6034924 CCISITES 4 -TOWER MANUFACTURER DRAWINGS Power Structures, Inc. / TEP (Mapping) 5216040 CCISITES 4 -TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Crown Castle Appendix ID ON FILE 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. tnxTower was used to determine the loads on the modified structure. Additional calculations were performed to determine the stresses in the pole and in the reinforcing elements, These calculations are included in Appendix C. 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. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summa Elevation (ft) Component Type Size Critical Element % Capacity Pass / Fail 115 - 110 Pole TP15.406x14.5x0.2188 Pole 20.1% Pass 110 - 105 Pole TP16.312x15.406x0.2188 Pole 30.8% Pass 105 - 100 Pole TP17.218x16.312x0.2188 Pole 39.6% Pass 100 - 95 Pole TP18.124x17.218x0.2188 Pole 48.9% Pass 95 - 90 Pole TP19.03x18.124x0.2188 Pole 61.6% Pass tnxTower Report - version 7.0.5.1 t 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 5 90 - 85 Pole TP19.936x19.03x0.2188 Pole 73.2% Pass 85 - 80 Pole TP20.841x19.936x0.2188 Pole 83.7% Pass 80 - 79.42 Pole TP21.53x20.841x0.2188 Pole 84.9% Pass 79.42 - 74.42 Pole TP21.452x20.509x0.25 Pole 82.3% Pass 74.42 - 69.42 Pole TP22.395x21.452x0.25 Pole 88.2% Pass 69.42 - 64.42 Pole TP23.337x22.395x0.25 Pole 94.0% Pass 64.42 - 62.25 Pole TP23.746x23.337x0.25 Pole 96.3% Pass 62.25 - 62 Pole + Reinf. TP23.793x23.746x0.5313 Reinf. 1 Tension Rupture 71.6% Pass 62 - 57 Pole + Reinf. TP24.736x23.793x0.5125 Reinf. 1 Tension Rupture 75.9% Pass 57 - 52 Pole + Reinf. TP25.679x24.736x0.5063 Reinf. 1 Tension Rupture 79.7% Pass 52 - 47 Pole + Reinf. TP26.622x25.679x0.4938 Reinf. 1 Tension Rupture 83.3% Pass 47 - 42 Pole + Reinf. TP27.564x26.622x0.4875 Reinf. 1 Tension Rupture 86.5% Pass 42 - 41.78 Pole + Reinf. TP28.36x27.564x0.4875 Reinf. 1 Tension Rupture 86.6% Pass 41.78 - 36.78 Pole TP28.051x27.106x0.3125 Pole 90.0% Pass 36.78 - 31.78 Pole TP28.995x28.051x0.3125 Pole 92.1% Pass 31.78 - 26.78 Pole TP29.94x28.995x0.3125 Pole 94.1% Pass 26.78 - 21.78 Pole TP30.885x29.94x0.3125 Pole 95.9% Pass 21.78 - 16.78 Pole TP31.829x30.885x0.3125 Pole 97.6% Pass 16.78 - 11.78 Pole TP32.774x31.829x0.3125 Pole 99.2% Pass 11.78 - 6.78 Pole TP33.719x32.774x0.3125 Pole 100.6% Pass 2 6.78 - 1.78 Pole TP34.664x33.719x0.3125 Pole 102.0% Pass 2 1.78 - 0 Pole TP35x34.664x0.3125 Pole 102.5% Pass 2 Summary Pole 102.5% Pass 2 Reinforcement 86.6% Pass Overall 102.5% Pass 2 Table 6 - Tower Component Stresses vs. Capacity - LC4 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 93.6 Pass 1 Base Plate 0 64.1 Pass 1 Base Foundation Structure 0 48.0 Pass 1 1 Base Foundation Soil Interaction 1 0 30.9 I Pass Structure Rating (max from all components) = I102.5% P) Notes: 1) See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the % capacity. 2) Capacities up to 105% are considered acceptable based on analysis methods used. tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 4.1) Recommendations Perform the modifications detailed in "Appendix D" Castle Work Order No. 1468694. The results of the tilt and twist values for a 60 mph 222-G standard are given below. November 01, 2017 CCI BU No 856360 Page 6 to remedy the deficiencies identified in Crown 3 -second gust service wind speed per the TIA- Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 88.00 SC2-190BB 50 20.536 2.3182 0.0063 1820 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 November 01, 2017 CCI BU No 856360 Page 7 115.0 ft [ 110.0 ft 105.0 ft 100.0 ft 95.0 ft 90.0 fl 85.0 ft 80.0 ft 76.2 ft 74.4 ft 69.4 9 64.49 62.39 57.0 ft 52.0 ft 47.06 42.0 ft 37.8 9 31.8 fl 26.8 ft 21.8 ft 16.8 ft 11.8 9 6.8 ft 1.8 ft 0.0 ft • Ism i 1 i ■ 1 ALL REACTIONS ARE FACTORED AXIAL 27 K DESIGNED APPURTENANCE LOADING TYPE O ' m N O ELEVATION O N O 115 RRH2x40-07-L 115 N o v o a M M m m o u m CV No m m 'n m N a o o N m o ry (2) LGP21401 u2 N N0 0 r co Ca o 6 (2) SBNHH-1D65C S' Ln H o rn O m r 0 o 03 .cs.- 0 m 0 m 0 CO rir v 278, ',14 e �o tH • o2O1V ET-X-CH-45-16-45-18-iR-AT 115 RADIO 4449 H AM -X -CD -14 -65 -00T -RET r RADIO 4449 I tfl N C.4 Milan 96 RRH4x25-WCS 115 M 96 o c. (2) RRUS 32 666 96 (2) KRY 112 71/2 115 0.6 0.6 96 KRY 112 71/2 115 N 96 11::! m 0 o m 115 (2) MPT-HC-HQAM 88 B25 RRH4x30-4R BTS b Pipe Mount [PM 601-1] 88 B25 RRH4x30-40 BTS 141111 SC2-190BB 88 N ea 115 N c 1 c o N N N 8N N r O N 0 N N c N m o N m N 0 N 2 c N N r G N m m N LC) mo r m n m o P B m Length (ft) INumber of Sides Thickness (in) 0 ISocket Length (6) M 0 m m I Grade Weight (K) 10.3 115.0 ft [ 110.0 ft 105.0 ft 100.0 ft 95.0 ft 90.0 fl 85.0 ft 80.0 ft 76.2 ft 74.4 ft 69.4 9 64.49 62.39 57.0 ft 52.0 ft 47.06 42.0 ft 37.8 9 31.8 fl 26.8 ft 21.8 ft 16.8 ft 11.8 9 6.8 ft 1.8 ft 0.0 ft • Ism i 1 i ■ 1 ALL REACTIONS ARE FACTORED AXIAL 27 K DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 742264 115 RRH2x40-07-L 115 742264 115 RRH2x40-07-L 115 742 264 115 006-48-60-18-8F 115 006-48-60-18-8F 115 (2) LGP21401 115 (2) KRY 112 71/2 115 (2) LGP21401 115 KRY 112 71/2 115 Platform Mount [LP 301-1] 115 (2) SBNHH-1D65C 115 (2) HEX456CW0000x 96 (2) SBNHH-1D65C 115 (2) HEX456CW0000x 96 (2) SBNHH-1D65C 115 (2) HEX456CW0000x 96 ET-X-CH-45-16-45-18-iR-AT 115 RADIO 4449 96 ET-X-CH-45-16-45-18-iR-AT 115 RADIO 4449 96 AM -X -CD -14 -65 -00T -RET 115 RADIO 4449 96 RRH4x25-WCS 115 (2) RRUS 32 666 96 RRH4x25-WCS 115 (2) RRUS 32 B66 96 RRH4x25-WCS 115 (2) RRUS 32 666 96 (2) KRY 112 71/2 115 (2) 0B-C1-12C-24AB-0Z 96 KRY 112 71/2 115 Platform Mount [LP 1301-1] 96 TT08-19DB111-001 115 Side Arm Mount [SO 301-1] 94 825 RRH4x30-4R BTS 115 (2) MPT-HC-HQAM 88 B25 RRH4x30-4R BTS 115 Pipe Mount [PM 601-1] 88 B25 RRH4x30-40 BTS 115 SC2-190BB 88 RRH2x40-07-L 115 MATERIAL STRENGTH GRADE A572-65 F 65 ksi Fu 80 ksi GRADE 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 0.00 ft 8. TOWER RATING: 102.5% SHEAR MOMENT 2 K J Jl 161 kip -ft TORQUE 0 kip -ft 30 mph WIND - 0.2500 in ICE AXIAL 21 K SHEAR \ MOMENT 19 K ( , ` 1691 kip -ft TORQUE 1 kip -ft REACTIONS - 85 mph WIND Crown Castle CROWN 2000 Corporate Drive �1 CASTLE Canonsburg, PA 15317 The Foundation for a Wireless World Phone: (724) 416-2000 FAX. (724) 416-2254 J06: BU#856360 Project: Client: Crown Castle Drawn by: NMartinak App'd code: TIA-222-G Date: 11/01/17 scale. NTS Path: aA,e56O R.e,i R. �o oa p„,W0 A,,.uo,n„ R&,,,e„�u�O WO 1 824sTWe,Mnmx Dw8 No. E_1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 8 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in King County, Washington. 4) Basic wind speed of 85 mph. 5) Structure Class II. 6) Exposure Category C. 7) Topographic Category 1. 8) Crest Height 0.00 ft. 9) Nominal ice thickness of 0.2500 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) TOWER RATING: 102.5%. 16) A non-linear (P -delta) analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1. 19) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification J Use Code Stress Ratios J Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric J J J Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination J Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption _ Poles J Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Length ft ft Splice Number Top Bottom Wall Length of Diameter Diameter Thickness ft Sides in in in Bend Radius in Pole Grade L1 115.00-110.00 5.00 0.00 L2 110.00-105.00 5.00 0.00 L3 105.00-100.00 5.00 0.00 L4 100.00-95.00 5.00 0.00 L5 95.00-90.00 5.00 0.00 tnxTower Report - version 7.0.5.1 12 14.5000 15.4059 12 15.4059 12 16.3119 12 17.2178 12 18.1237 16.3119 17.2178 18.1237 19.0296 0.2188 0.8750 A572-65 (65 ksi) 0.2188 0.8750 A572-65 (65 ksi) 0.2188 0.8750 A572-65 (65 ksi) 0.2188 0.8750 A572-65 (65 ksi) 0.2188 0.8750 A572-65 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 9 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L6 90.00-85.00 5.00 0.00 12 19.0296 19.9356 0.2188 0.8750 (65 ksi) A572-65 (65 ksi) L7 85.00-80.00 5.00 0.00 12 19.9356 20.8415 0.2188 0.8750 A572-65 (65 ksi) L8 80.00-76.20 3.80 3.22 12 20.8415 21.5300 0.2188 0.8750 A572-65 (65 ksi) L9 76.20-74.42 5.00 0.00 12 20.5091 21.4518 0.2500 1.0000 A572-65 (65 ksi) L10 74.42-69.42 5.00 0.00 12 21.4518 22.3945 0.2500 1.0000 A572-65 (65 ksi) L11 69.42-64.42 5.00 0.00 12 22.3945 23.3372 0.2500 1.0000 A572-65 (65 ksi) L12 64.42-62.25 2.17 0.00 12 23.3372 23.7464 0.2500 1.0000 A572-65 (65 ksi) L13 62.25-62.00 0.25 0.00 12 23.7464 23.7935 0.5313 2.1250 A572-65 (65 ksi) L14 62.00-57.00 5.00 0.00 12 23.7935 24.7362 0.5125 2.0500 A572-65 (65 ksi) L15 57.00-52.00 5.00 0.00 12 24.7362 25.6789 0.5062 2.0250 A572-65 (65 ksi) L16 52.00-47.00 5.00 0.00 12 25.6789 26.6216 0.4938 1.9750 A572-65 (65 ksi) L17 47.00-42.00 5.00 0.00 12 26.6216 27.5643 0.4875 1.9500 A572-65 (65 ksi) L18 42.00-37.78 4.22 4.00 12 27.5643 28.3600 0.4875 1.9500 A572-65 (65 ksi) L19 37.78-36.78 5.00 0.00 12 27.1058 28.0506 0.3125 1.2500 A572-65 (65 ksi) L20 36.78-31.78 5.00 0.00 12 28.0506 28.9953 0.3125 1.2500 A572-65 (65 ksi) L21 31.78-26.78 5.00 0.00 12 28.9953 29.9400 0.3125 1.2500 A572-65 (65 ksi) L22 26.78-21.78 5.00 0.00 12 29.9400 30.8848 0.3125 1.2500 A572-65 (65 ksi) L23 21.78-16.78 5.00 0.00 12 30.8848 31.8295 0.3125 1.2500 A572-65 (65 ksi) L24 16.78-11.78 5.00 0.00 12 31.8295 32.7742 0.3125 1.2500 A572-65 (65 ksi) L25 11.78-6.78 5.00 0.00 12 32.7742 33.7189 0.3125 1.2500 A572-65 (65 ksi) L26 6.78-1.78 5.00 0.00 12 33.7189 34.6637 0.3125 1.2500 A572-65 (65 ksi) L27 1.78-0.00 1.78 12 34.6637 35.0000 0.3125 1.2500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. in Area int r C VC in' in in in3 L1 15.0115 10.0594 261.8717 5.1127 7.5110 34.8651 530.6230 4.9509 3.2998 15.085 15.9494 10.6975 314.9351 5.4370 7.9803 39.4642 638.1440 5.2650 3.5425 16.194 L2 15.9494 10.6975 314.9351 5.4370 7.9803 39.4642 638.1440 5.2650 3.5425 16.194 16.8873 11.3356 374.7222 5.7613 8.4495 44.3482 759.2889 5.5790 3.7853 17.304 L3 16.8873 11.3356 374.7222 5.7613 8.4495 44.3482 759.2889 5.5790 3.7853 17.304 17.8252 11.9737 441.6341 6.0857 8.9188 49.5171 894.8704 5.8931 4.0281 18.414 L4 17.8252 11.9737 441.6341 6.0857 8.9188 49.5171 894.8704 5.8931 4.0281 18.414 18.7630 12.6118 516.0717 6.4100 9.3881 54.9709 1045.7012 6.2071 4.2709 19.524 L5 18.7630 12.6118 516.0717 6.4100 9.3881 54.9709 1045.7012 6.2071 4.2709 19.524 19.7009 13.2499 598.4362 6.7343 9.8574 60.7096 1212.5940 6.5212 4.5137 20.634 L6 19.7009 13.2499 598.4362 6.7343 9.8574 60.7096 1212.5940 6.5212 4.5137 20.634 20.6388 13.8880 689.1286 7.0586 10.3266 66.7332 1396.3615 6.8353 4.7565 21.744 L7 20.6388 13.8880 689.1286 7.0586 10.3266 66.7332 1396.3615 6.8353 4.7565 21.744 21.5767 14.5261 788.5501 7.3829 10.7959 73.0417 1597.8163 7.1493 4.9993 22.854 L8 21.5767 14.5261 788.5501 7.3829 10.7959 73.0417 1597.8163 7.1493 4.9993 22.854 tnxTower Report - version 7.0.5.1 J in° It/Q in2 w in wit 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 10 Section Tip Dia. Area I r C I/C J It/Q w wit in int in4 in in in3 in4 int in 22.2895 15.0111 870.1951 7.6294 11.1525 78.0266 1763.2513 7.3880 5.1838 23.697 L9 21.8611 16.3086 854.3605 7.2528 10.6237 80.4202 1731.1659 8.0266 4.8264 19.306 22.2085 17.0674 979.2640 7.5902 11.1120 88.1265 1984.2543 8.4001 5.0791 20.316 L10 22.2085 17.0674 979.2640 7.5902 11.1120 88.1265 1984.2543 8.4001 5.0791 20.316 23.1845 17.8263 1115.7837 7.9277 11.6004 96.1853 2260.8803 8.7736 5.3317 21.327 L11 23.1845 17.8263 1115.7837 7.9277 11.6004 96.1853 2260.8803 8.7736 5.3317 21.327 24.1605 18.5852 1264.4362 8.2652 12.0887 104.5967 2562.0905 9.1471 5.5844 22.338 L12 24.1605 18.5852 1264.4362 8.2652 12.0887 104.5967 2562.0905 9.1471 5.5844 22.338 24.5840 18.9146 1332.8572 8.4117 12.3006 108.3570 2700.7300 9.3092 5.6940 22.776 L13 24.5840 39.7123 2731.8260 8.3110 12.3006 222.0886 5535.4200 19.5452 4.9403 9.299 24.6328 39.7930 2748.4998 8.3279 12.3250 223.0014 5569.2057 19.5849 4.9529 9.323 L14 24.6328 38.4195 2657.9106 8.3346 12.3250 215.6514 5385.6474 18.9089 5.0032 9.762 25.6088 39.9752 2994.0403 8.6721 12.8134 233.6656 6066.7374 19.6746 5.2558 10.255 L15 25.6088 39.4979 2959.8174 8.6743 12.8134 230.9947 5997.3926 19.4396 5.2726 10.415 26.5848 41.0346 3318.9053 9.0118 13.3017 249.5102 6725.0019 20.1960 5.5252 10.914 L16 26.5848 40.0413 3241.7815 9.0163 13.3017 243.7121 6568.7283 19.7071 5.5587 11.258 27.5607 41.5401 3619.6099 9.3538 13.7900 262.4806 7334.3110 20.4448 5.8113 11.77 L17 27.5607 41.0241 3576.3573 9.3560 13.7900 259.3441 7246.6695 20.1908 5.8281 11.955 28.5367 42.5039 3977.5061 9.6935 14.2783 278.5694 8059.5057 20.9191 6.0807 12.473 L18 28.5367 42.5039 3977.5061 9.6935 14.2783 278.5694 8059.5057 20.9191 6.0807 12.473 29.3604 43.7529 4338.5461 9.9784 14.6905 295.3305 8791.0706 21.5338 6.2940 12.911 L19 28.8445 26.9608 2470.4262 9.5920 14.0408 175.9460 5005.7533 13.2693 6.4269 20.566 29.0401 27.9114 2741.0698 9.9302 14.5302 188.6465 5554.1506 13.7372 6.6801 21.376 L20 29.0401 27.9114 2741.0698 9.9302 14.5302 188.6465 5554.1506 13.7372 6.6801 21.376 30.0181 28.8621 3030.7915 10.2684 15.0196 201.7896 6141.2053 14.2050 6.9332 22.186 L21 30.0181 28.8621 3030.7915 10.2684 15.0196 201.7896 6141.2053 14.2050 6.9332 22.186 30.9962 29.8127 3340.2411 10.6067 15.5089 215.3753 6768.2341 14.6729 7.1864 22.997 L22 30.9962 29.8127 3340.2411 10.6067 15.5089 215.3753 6768.2341 14.6729 7.1864 22.997 31.9742 30.7633 3670.0684 10.9449 15.9983 229.4036 7436.5536 15.1408 7.4396 23.807 L23 31.9742 30.7633 3670.0684 10.9449 15.9983 229.4036 7436.5536 15.1408 7.4396 23.807 32.9523 31.7140 4020.9231 11.2831 16.4877 243.8745 8147.4804 15.6086 7.6928 24.617 L24 32.9523 31.7140 4020.9231 11.2831 16.4877 243.8745 8147.4804 15.6086 7.6928 24.617 33.9304 32.6646 4393.4551 11.6213 16.9770 258.7880 8902.3312 16.0765 7.9460 25.427 L25 33.9304 32.6646 4393.4551 11.6213 16.9770 258.7880 8902.3312 16.0765 7.9460 25.427 34.9084 33.6152 4788.3141 11.9595 17.4664 274.1441 9702.4225 16.5444 8.1992 26.237 L26 34.9084 33.6152 4788.3141 11.9595 17.4664 274.1441 9702.4225 16.5444 8.1992 26.237 35.8865 34.5659 5206.1499 12.2977 17.9558 289.9428 10549.071 17.0123 8.4524 27.048 1 L27 35.8865 34.5659 5206.1499 12.2977 17.9558 289.9428 10549.071 17.0123 8.4524 27.048 1 36.2347 34.9043 5360.5684 12.4181 18.1300 295.6739 10861.965 17.1788 8.5425 27.336 0 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft f12 in in in in L1 115.00- 1 1 1 110.00 L2 110.00- 1 1 1 105.00 L3 105.00- 1 1 1 100.00 L4 100.00- 1 1 1 95.00 L5 95.00- 1 1 1 90.00 L6 90.00- 1 1 1 85.00 L7 85.00- 1 1 1 80.00 L8 80.00- 1 1 1 76.20 L9 76.20- 1 1 1 74.42 L10 74.42- 1 1 1 69.42 L11 69.42- 1 1 1 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 11 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in 64.42 L12 64.42- 62.25 L13 62.25- 62.00 L14 62.00- 57.00 L15 57.00- 52.00 L16 52.00- 47.00 L17 47.00- 42.00 L18 42.00- 37.78 L19 37.78- 36.78 L20 36.78- 31.78 L21 31.78- 26.78 L22 26.78- 21.78 L23 21.78- 16.78 L24 16.78- 11.78 L25 11.78- 6.78 L26 6.78-1.78 L27 1.78-0.00 1 1 1 1 1 0.929267 1 1 0.944016 1 1 0.938137 1 1 0.94499 1 1 0.941416 1 1 0.940761 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement r Type ft Total Number Start/En Width or Perimete Weight Number Per Row d Diamete r Position r in in plf CAT5e(1/4) B Surface Ar 88.00 - 0.00 4 2 0.450 0.2638 0.15 (CaAa) CCI-65FP-060100 A Surface Af 64.25 - 39.25 1 1 0.000 6.0000 14.0000 0.00 (CaAa) 0.200 CCI-65FP-060100 B Surface Af 64.25 - 39.25 1 1 0.000 6.0000 14.0000 0.00 (CaAa) 0.200 CCI-65FP-060100 C Surface Af 64.25 - 39.25 1 1 0.000 6.0000 14.0000 0.00 (CaAa) 0.200 0.500 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement or Shield Type Leg ft Total Number CAAA Weight ft2/ft LDF1-50A(114) A No Inside Pole 115.00 - 0.00 1 No Ice 0.00 1/2" Ice 0.00 LDF4-50A(1/2) A No Inside Pole 115.00 - 0.00 1 No Ice 0.00 1/2" Ice 0.00 LDF5-50A(718) A No Inside Pole 115.00 - 0.00 6 No Ice 0.00 tnxTower Report - version 7.0.5.1 pif 0.06 0.06 0.15 0.15 0.33 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 12 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft p/f 1/2" Ice 0.00 0.33 AVA5-50(7/8) A No Inside Pole 115.00 - 0.00 12 No Ice 0.00 0.30 1/2" Ice 0.00 0.30 WR-VG86T(3/4) A No Inside Pole 115.00 - 0.00 2 No Ice 0.00 0.53 1/2" Ice 0.00 0.53 FB-L98B-002- A No Inside Pole 115.00 - 0.00 2 No Ice 0.00 0.06 30000(3/8) 1/2" Ice 0.00 0.06 WR-VG86ST-BRD(3/4) A No Inside Pole 115.00 - 0.00 2 No Ice 0.00 0.58 1/2" Ice 0.00 0.58 2" Rigid Conduit A No Inside Pole 115.00 - 0.00 1 No Ice 0.00 2.80 1/2" Ice 0.00 2.80 * MLC HYBRID 6x12 B No Inside Pole 96.00 - 0.00 2 No Ice 0.00 0.59 6AWGx6(1-1/2) 1/2" Ice 0.00 0.59 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 L1 115.00-110.00 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L2 110.00-105.00 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L3 105.00-100.00 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L4 100.00-95.00 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L5 95.00-90.00 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L6 90.00-85.00 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.158 0.000 C 0.000 0.000 0.000 0.000 L7 85.00-80.00 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.264 0.000 C 0.000 0.000 0.000 0.000 L8 80.00-76.20 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.200 0.000 C 0.000 0.000 0.000 0.000 L9 76.20-74.42 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.094 0.000 C 0.000 0.000 0.000 0.000 L10 74.42-69.42 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.264 0.000 C 0.000 0.000 0.000 0.000 L11 69.42-64.42 A 0.000 0.000 0.000 0.000 B 0.000 0.000 0.264 0.000 C 0.000 0.000 0.000 0.000 L12 64.42-62.25 A 0.000 0.000 2.000 0.000 B 0.000 0.000 2.114 0.000 C 0.000 0.000 2.000 0.000 L13 62.25-62.00 A 0.000 0.000 0.250 0.000 B 0.000 0.000 0.263 0.000 C 0.000 0.000 0.250 0.000 L14 62.00-57.00 A 0.000 0.000 5.000 0.000 B 0.000 0.000 5.264 0.000 C 0.000 0.000 5.000 0.000 L15 57.00-52.00 A 0.000 0.000 5.000 0.000 B 0.000 0.000 5.264 0.000 tnxTower Report - version 7.0.5.1 Weight K 0.05 0.00 0.00 0.05 0.00 0.00 0.05 0.00 0.00 0.05 0.00 0.00 0.05 0.01 0.00 0.05 0.01 0.00 0.05 0.01 0.00 0.04 0.01 0.00 0.02 0.00 0.00 0.05 0.01 0.00 0.05 0.01 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.05 0.01 0.00 0.05 0.01 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K C 0.000 0.000 5.000 0.000 0.00 L16 52.00-47.00 A 0.000 0.000 5.000 0.000 0.05 B 0.000 0.000 5.264 0.000 0.01 C 0.000 0.000 5.000 0.000 0.00 L17 47.00-42.00 A 0.000 0.000 5.000 0.000 0.05 B 0.000 0.000 5.264 0.000 0.01 C 0.000 0.000 5.000 0.000 0.00 L18 42.00-37.78 A 0.000 0.000 2.750 0.000 0.05 B 0.000 0.000 2.973 0.000 0.01 C 0.000 0.000 2.750 0.000 0.00 L19 37.78-36.78 A 0.000 0.000 0.000 0.000 0.01 B 0.000 0.000 0.053 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L20 36.78-31.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L21 31.78-26.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L22 26.78-21.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L23 21.78-16.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L24 16.78-11.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L25 11.78-6.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L26 6.78-1.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L27 1.78-0.00 A 0.000 0.000 0.000 0.000 0.02 B 0.000 0.000 0.094 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 November 01, 2017 CCI BU No 856360 Page 13 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 L1 115.00-110.00 A 0.565 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L2 110.00-105.00 A 0.563 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L3 105.00-100.00 A 0.560 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L4 100.00-95.00 A 0.557 0.000 0.000 0.000 0.000 8 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L5 95.00-90.00 A 0.554 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 L6 90.00-85.00 A 0.551 0.000 0.000 0.000 0.000 B 0.000 0.000 0.611 0.000 C 0.000 0.000 0.000 0.000 L7 85.00-80.00 A 0.548 0.000 0.000 0.000 0.000 8 0.000 0.000 1.015 0.000 C 0.000 0.000 0.000 0.000 L8 80.00-76.20 A 0.545 0.000 0.000 0.000 0.000 B 0.000 0.000 0.768 0.000 tnxTower Report - version 7.0.5.1 Weight K 0.05 0.00 0.00 0.05 0.00 0.00 0.05 0.00 0.00 0.05 0.00 0.00 0.05 0.01 0.00 0.05 0.01 0.00 0.05 0.01 0.00 0.04 0.01 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 14 Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K C 0.000 0.000 0.000 0.000 0.00 L9 76.20-74.42 A 0.543 0.000 0.000 0.000 0.000 0.02 B 0.000 0.000 0.360 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L10 74.42-69.42 A 0.540 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 1.005 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L11 69.42-64.42 A 0.537 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 1.000 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L12 64.42-62.25 A 0.534 0.000 0.000 2.213 0.000 0.03 B 0.000 0.000 2.646 0.000 0.01 C 0.000 0.000 2.213 0.000 0.01 L13 62.25-62.00 A 0.533 0.000 0.000 0.277 0.000 0.00 B 0.000 0.000 0.326 0.000 0.00 C 0.000 0.000 0.277 0.000 0.00 L14 62.00-57.00 A 0.530 0.000 0.000 5.530 0.000 0.07 B 0.000 0.000 6.523 0.000 0.03 C 0.000 0.000 5.530 0.000 0.02 L15 57.00-52.00 A 0.526 0.000 0.000 5.526 0.000 0.07 B 0.000 0.000 6.513 0.000 0.03 C 0.000 0.000 5.526 0.000 0.02 L16 52.00-47.00 A 0.521 0.000 0.000 5.521 0.000 0.07 B 0.000 0.000 6.501 0.000 0.03 C 0.000 0.000 5.521 0.000 0.02 L17 47.00-42.00 A 0.515 0.000 0.000 5.515 0.000 0.07 B 0.000 0.000 6.489 0.000 0.03 C 0.000 0.000 5.515 0.000 0.02 L18 42.00-37.78 A 0.510 0.000 0.000 3.030 0.000 0.05 B 0.000 0.000 3.846 0.000 0.02 C 0.000 0.000 3.030 0.000 0.01 L19 37.78-36.78 A 0.506 0.000 0.000 0.000 0.000 0.01 B 0.000 0.000 0.193 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L20 36.78-31.78 A 0.502 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.957 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L21 31.78-26.78 A 0.494 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.947 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L22 26.78-21.78 A 0.485 0.000 0.000 0.000 0.000 0.05 6 0.000 0.000 0.936 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L23 21.78-16.78 A 0.474 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.922 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L24 16.78-11.78 A 0.460 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.904 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L25 11.78-6.78 A 0.440 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.880 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L26 6.78-1.78 A 0.408 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.839 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 L27 1.78-0.00 A 0.348 0.000 0.000 0.000 0.000 0.02 B 0.000 0.000 0.272 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation ft CPx in CPZ in CPx lce in L1 115.00-110.00 0.0000 0.0000 0.0000 tnxTower Report - version 7.0.5.1 CPZ lce in 0.0000 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L2 110.00-105.00 0.0000 0.0000 0.0000 0.0000 L3 105.00-100.00 0.0000 0.0000 0.0000 0.0000 L4 100.00-95.00 0.0000 0.0000 0.0000 0.0000 L5 95.00-90.00 0.0000 0.0000 0.0000 0.0000 L6 90.00-85.00 0.0416 0.0212 0.1376 0.0701 L7 85.00-80.00 0.0678 0.0346 0.2126 0.1083 L8 80.00-76.20 0.0678 0.0346 0.2135 0.1088 L9 76.20-74.42 0.0678 0.0346 0.2137 0.1089 L10 74.42-69.42 0.0679 0.0346 0.2139 0.1090 L11 69.42-64.42 0.0679 0.0346 0.2146 0.1093 L12 64.42-62.25 0.0292 0.0149 0.0964 0.0491 L13 62.25-62.00 0.0280 0.0143 0.0925 0.0471 L14 62.00-57.00 0.0283 0.0144 0.0935 0.0476 L15 57.00-52.00 0.0289 0.0147 0.0952 0.0485 L16 52.00-47.00 0.0295 0.0150 0.0969 0.0494 L17 47.00-42.00 0.0301 0.0153 0.0984 0.0501 L18 42.00-37.78 0.0379 0.0193 0.1226 0.0624 L19 37.78-36.78 0.0679 0.0346 0.2152 0.1096 L20 36.78-31.78 0.0679 0.0346 0.2140 0.1090 L21 31.78-26.78 0.0679 0.0346 0.2131 0.1086 L22 26.78-21.78 0.0679 0.0346 0.2117 0.1079 L23 21.78-16.78 0.0679 0.0346 0.2099 0.1069 L24 16.78-11.78 0.0679 0.0346 0.2072 0.1056 L25 11.78-6.78 0.0679 0.0346 0.2031 0.1035 L26 6.78-1.78 0.0679 0.0346 0.1954 0.0996 L27 1.78-0.00 0.0679 0.0346 0.1806 0.0920 November 01, 2017 CCI BU No 856360 Page 15 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L6 14 CAT5e(1/4) 85.00 - 1.0000 1.0000 88.00 L7 14 CAT5e(1/4) 80.00 - 1.0000 1.0000 85.00 L8 14 CAT5e(1/4) 76.20 - 1.0000 1.0000 80.00 L10 14 CAT5e(1/4) 69.42 - 1.0000 1.0000 74.42 L11 14 CAT5e(1/4) 64.42 - 1.0000 1.0000 69.42 L12 14 CAT5e(1/4) 62.25 - 1.0000 1.0000 64.42 L12 16 CCI-65FP-060100 62.25 - 1.0000 1.0000 64.25 L12 17 CCI-65FP-060100 62.25 - 1.0000 1.0000 64.25 L12 18 CCI-65FP-060100 62.25 - 1.0000 1.0000 64.25 L13 14 CAT5e(1/4) 62.00 - 1.0000 1.0000 62.25 L13 16 CCI-65FP-060100 62.00 - 1.0000 1.0000 62.25 L13 17 CCI-65FP-060100 62.00 - 1.0000 1.0000 62.25 L13 18 CCI-65FP-060100 62.00 - 1.0000 1.0000 62.25 L14 14 CAT5e(1/4) 57.00 - 1.0000 1.0000 62.00 L14 16 CCI-65FP-060100 57.00 - 1.0000 1.0000 62.00 L14 17 CCI-65FP-060100 57.00 - 1.0000 1.0000 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 62.00 L14 18 CCI-65FP-060100 57.00 - 1.0000 1.0000 62.00 L15 14 CAT5e(1/4) 52.00 - 1.0000 1.0000 57.00 L15 16 CCI-65FP-060100 52.00 - 1.0000 1.0000 57.00 L15 17 CCI-65FP-060100 52.00 - 1.0000 1.0000 57.00 L15 18 CCI-65FP-060100 52.00 - 1.0000 1.0000 57.00 L16 14 CAT5e(1/4) 47.00 - 1.0000 1.0000 52.00 L16 16 CCI-65FP-060100 47.00 - 1.0000 1.0000 52.00 L16 17 CCI-65FP-060100 47.00 - 1.0000 1.0000 52.00 L16 18 CCI-65FP-060100 47.00- 1.0000 1.0000 52.00 L17 14 CAT5e(1/4) 42.00 - 1.0000 1.0000 47.00 L17 16 CCI-65FP-060100 42.00 - 1.0000 1.0000 47.00 L17 17 CCI-65FP-060100 42.00 - 1.0000 1.0000 47.00 L17 18 CCI-65FP-060100 42.00 - 1.0000 1.0000 47.00 L18 14 CAT5e(1/4) 37.78 - 1.0000 1.0000 42.00 L18 16 CCI-65FP-060100 39.25 - 1.0000 1.0000 42.00 L18 17 CCI-65FP-060100 39.25 - 1.0000 1.0000 42.00 L18 18 CCI-65FP-060100 39.25 - 1.0000 1.0000 42.00 L20 14 CAT5e(1/4) 31.78 - 1.0000 1.0000 36.78 L21 14 CAT5e(1/4) 26.78 - 1.0000 1.0000 31.78 L22 14 CAT5e(1/4) 21.78 - 1.0000 1.0000 26.78 L23 14 CAT5e(1/4) 16.78 - 1.0000 1.0000 21.78 L24 14 CAT5e(1/4) 11.78 - 1.0000 1.0000 16.78 L25 14 CAT5e(1/4) 6.78 - 11.78 1.0000 1.0000 L26 14 CAT5e(1/4) 1.78 - 6.78 1.0000 1.0000 L27 14 CAT5e(1/4) 0.00 - 1.78 1.0000 1.0000 November 01, 2017 CCI BU No 856360 Page 16 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral t Vert ft ft ft ft CAAA CAAA Weight Front Side ft2 ft2 K 742 264 A From Leg 4.00 0.0000 115.00 No Ice 4.86 2.93 0.04 0.00 1/2" 5.20 3.26 0.07 3.00 Ice 742 264 B From Leg 4.00 0.0000 115.00 No Ice 4.86 2.93 0.04 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 17 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 0.00 1/2" 5.20 3.26 0.07 3.00 Ice 742 264 C From Leg 4.00 0.0000 115.00 No Ice 4.86 2.93 0.04 0.00 1/2" 5.20 3.26 0.07 3.00 Ice DC6-48-60-18-8F A From Leg 4.00 0.0000 115.00 No Ice 0.79 0.79 0.02 0.00 1/2" 1.27 1.27 0.04 3.00 Ice (2) KRY 112 71/2 B From Leg 4.00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0.02 3.00 Ice KRY 112 71/2 C From Leg 4.00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0.02 3.00 Ice (2) SBNHH-1D65C A From Leg 4.00 0.0000 115.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 3.00 Ice (2) SBNHH-1D65C B From Leg 4.00 0.0000 115.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 3.00 Ice (2) SBNHH-1D65C C From Leg 4.00 0.0000 115.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 3.00 Ice ET-X-CH-45-16-45-18-iR- A From Leg 4.00 0.0000 115.00 No Ice 10.73 4.98 0.05 AT 0.00 1/2" 11.20 5.41 0.11 3.00 Ice ET-X-CH-45-16-45-18-iR- B From Leg 4.00 0.0000 115.00 No Ice 10.73 4.98 0.05 AT 0.00 1/2" 11.20 5.41 0.11 3.00 Ice AM -X -CD -14 -65 -00T -RET C From Leg 4.00 0.0000 115.00 No Ice 4.99 2.83 0.02 0.00 1/2" 5.32 3.14 0.05 3.00 Ice RRH4x25-WCS A From Leg 4.00 0.0000 115.00 No Ice 3.34 3.84 0.09 0.00 1/2" 3.59 4.09 0.13 3.00 Ice RRH4x25-WCS B From Leg 4.00 0.0000 115.00 No Ice 3.34 3.84 0.09 0.00 1/2" 3.59 4.09 0.13 3.00 Ice RRH4x25-WCS C From Leg 4.00 0.0000 115.00 No Ice 3.34 3.84 0.09 0.00 1/2" 3.59 4.09 0.13 3.00 Ice (2) KRY 112 71/2 A From Leg 4.00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0.02 3.00 Ice KRY 112 71/2 C From Leg 4.00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0.02 3.00 Ice TT08-19DB111-001 A From Leg 4.00 0.0000 115.00 No Ice 0.79 0.64 0.02 0.00 1/2" 0.90 0.75 0.03 3.00 Ice B25 RRH4x30-4R BTS A From Leg 4.00 0.0000 115.00 No Ice 2.14 1.31 0.05 0.00 1/2" 2.33 1.46 0.07 3.00 Ice B25 RRH4x30-4R BTS B From Leg 4.00 0.0000 115.00 No Ice 2.14 1.31 0.05 0.00 1/2" 2.33 1.46 0.07 3.00 Ice B25 RRH4x30-4R BTS C From Leg 4.00 0.0000 115.00 No Ice 2.14 1.31 0.05 0.00 1/2" 2.33 1.46 0.07 3.00 Ice RRH2x40-07-L A From Leg 4.00 0.0000 115.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 3.00 Ice RRH2x40-07-L B From Leg 4.00 0.0000 115.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 3.00 Ice tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 18 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 RRH2x40-07-L C From Leg 4.00 0.0000 115.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 3.00 Ice DC6-48-60-18-8F B From Leg 4.00 0.0000 115.00 No Ice 0.79 0.79 0.02 0.00 1/2" 1.27 1.27 0.04 3.00 Ice (2) LGP21401 A From Leg 4.00 0.0000 115.00 No Ice 1.10 0.21 0.01 0.00 1/2" 1.24 0.27 0.02 3.00 Ice (2) LGP21401 C From Leg 4.00 0.0000 115.00 No Ice 1.10 0.21 0.01 0.00 1/2" 1.24 0.27 0.02 3.00 Ice Platform Mount [LP 301-1] C None 0.0000 115.00 No Ice 30.10 30.10 1.59 1/2" 40.80 40.80 2.03 Ice (2) HEX456CW0000x A From Leg 4.00 0.0000 96.00 No Ice 10.31 5.52 0.05 0.00 1/2" 10.79 5.97 0.11 0.00 Ice (2) HEX456CW0000x B From Leg 4.00 0.0000 96.00 No Ice 10.31 5.52 0.05 0.00 1/2" 10.79 5.97 0.11 0.00 Ice (2) HEX456CW0000x C From Leg 4.00 0.0000 96.00 No Ice 10.31 5.52 0.05 0.00 1/2" 10.79 5.97 0.11 0.00 Ice RADIO 4449 A From Leg 4.00 0.0000 96.00 No Ice 3.50 2.36 0.09 0.00 1/2" 3.74 2.57 0.11 0.00 Ice RADIO 4449 B From Leg 4.00 0.0000 96.00 No Ice 3.50 2.36 0.09 0.00 1/2" 3.74 2.57 0.11 0.00 Ice RADIO 4449 C From Leg 4.00 0.0000 96.00 No Ice 3.50 2.36 0.09 0.00 1/2" 3.74 2.57 0.11 0.00 Ice (2) RRUS 32 B66 A From Leg 4.00 0.0000 96.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice (2) RRUS 32 B66 B From Leg 4.00 0.0000 96.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice (2) RRUS 32 B66 C From Leg 4.00 0.0000 96.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice (2) DB-C1-12C-24AB-OZ A From Leg 4.00 0.0000 96.00 No Ice 4.06 3.10 0.03 0.00 1/2" 4.32 3.34 0.07 0.00 Ice Platform Mount [LP 1301- A None 0.0000 96.00 No Ice 51.70 51.70 2.26 1] 1/2" 62.70 62.70 2.94 Ice Side Arm Mount [SO 301- B From Leg 1.00 0.0000 94.00 No Ice 1.00 0.90 0.02 1] 0.00 1/2" 1.39 1.42 0.03 0.00 Ice (2) MPT-HC-HQAM B From Leg 1.00 0.0000 88.00 No Ice 0.71 0.45 0.01 0.00 1/2" 0.81 0.54 0.02 0.00 Ice Pipe Mount [PM 601-1] B From Leg 0.50 0.0000 88.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 19 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside or Type Type Hoa Adjustment Beam Diameter Leg Lateral Width Vert ft ft ft Aperture Weight Area ftz SC2-190BB B Paraboloid w/o From 1.00 0.0000 88.00 2.20 No Ice 3.80 0.02 Radome Leg 0.00 0.00 1/2" Ice 4.10 0.04 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 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+Wind 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 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 20 Comb. No. Description 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Sectio n No. L1 Elevation Component Condition Gov. ft Type Load Comb. K kip -ft kip -ft 115 - 110 Pole Max Tension 26 0.00 0.00 -0.00 Max. Compression 26 -5.39 -0.27 0.55 Max. Mx 8 -2.59 -47.02 -0.01 Max. My 2 -2.55 0.20 48.12 Max. Vy 20 -6.71 46.74 0.53 Max. Vx 2 -6.83 0.20 48.12 Max. Torque 22 -0.64 L2 110 - 105 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -5.74 -0.28 0.56 Max. Mx 8 -2.86 -81.34 -0.17 Max. My 2 -2.82 0.39 83.03 Max. Vy 20 -7.02 81.05 0.74 Max. Vx 2 -7.14 0.39 83.03 Max. Torque 22 -0.64 L3 105 - 100 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -6.10 -0.28 0.58 Max. Mx 8 -3.15 -117.19 -0.32 Max. My 2 -3.12 0.57 119.49 Max. Vy 20 -7.33 116.91 0.94 Max. Vx 2 -7.45 0.57 119.49 Max. Torque 22 -0.64 L4 100 - 95 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -11.80 -0.29 1.34 Max. Mx 8 -6.57 -159.53 -0.29 Max. My 2 -6.52 0.77 162.84 Max. Vy 20 -12.55 159.26 1.35 Max. Vx 2 -12.74 0.77 162.84 Max. Torque 22 -1.47 L5 95 - 90 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -12.24 -0.36 1.32 Max. Mx 8 -6.99 -223.22 -0.48 Max. My 2 -6.94 0.96 227.39 Max. Vy 20 -12.90 222.88 1.58 Max. Vx 2 -13.08 0.96 227.39 Max. Torque 22 -1.47 L6 90 - 85 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -12.85 -0.62 1.19 Max. Mx 8 -7.50 -289.41 -0.87 Max. My 2 -7.46 1.75 294.17 Max. Vy 20 -13.54 288.95 2.22 Max. Vx 2 -13.63 1.75 294.17 Max. Torque 22 -1.46 L7 85 - 80 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -13.29 -0.63 1.21 Max. Mx 8 -7.97 -357.47 -1.30 Max. My 2 -7.93 3.14 363.02 Max. Vy 20 -13.84 357.35 3.26 Max. Vx 2 -13.93 3.14 363.02 Max. Torque 22 -1.46 L8 80 - 76.2 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -13.35 -0.64 1.21 Max. Mx 8 -8.03 -365.46 -1.35 Max. My 2 -7.99 3.30 371.10 Max. Vy 20 -13.87 365.38 3.38 Max. Vx 2 -13.96 3.30 371.10 Max. Torque 22 -1.46 L9 76.2 - 74.42 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -14.08 -0.65 1.22 Max. Mx 20 -8.67 435.60 4.42 Axial Major Axis Minor Axis Moment Moment tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 21 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft Max. My 2 -8.65 4.70 441.77 Max. Vy 20 -14.23 435.60 4.42 Max. Vx 2 -14.32 4.70 441.77 Max. Torque 22 -1.46 L10 74.42 - Pole Max Tension 1 0.00 0.00 0.00 69.42 Max. Compression 26 -14.60 -0.66 1.22 Max. Mx 20 -9.24 507.37 5.45 Max. My 2 -9.21 6.10 513.99 Max. Vy 20 -14.51 507.37 5.45 Max. Vx 2 -14.60 6.10 513.99 Max. Torque 22 -1.46 L11 69.42 - Pole Max Tension 1 0.00 0.00 0.00 64.42 Max. Compression 26 -15.13 -0.67 1.23 Max. Mx 20 -9.81 580.59 6.48 Max. My 2 -9.79 7.49 587.66 Max. Vy 20 -14.80 580.59 6.48 Max. Vx 2 -14.89 7.49 587.66 Max. Torque 22 -1.45 L12 64.42 - Pole Max Tension 1 0.00 0.00 0.00 62.25 Max. Compression 26 -15.38 -0.68 1.23 Max. Mx 20 -10.07 612.82 6.93 Max. My 2 -10.05 8.10 620.08 Max. Vy 20 -14.93 612.82 6.93 Max. Vx 2 -15.02 8.10 620.08 Max. Torque 22 -1.45 L13 62.25 - 62 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -15.43 -0.68 1.23 Max. Mx 20 -10.13 616.55 6.98 Max. My 2 -10.11 8.17 623.83 Max. Vy 20 -14.94 616.55 6.98 Max. Vx 2 -15.03 8.17 623.83 Max. Torque 22 -1.45 L14 62 - 57 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -16.40 -0.69 1.24 Max. Mx 20 -11.00 692.17 8.01 Max. My 2 -10.99 9.56 699.89 Max. Vy 20 -15.32 692.17 8.01 Max. Vx 2 -15.41 9.56 699.89 Max. Torque 22 -1.45 L15 57 - 52 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -17.38 -0.70 1.24 Max. Mx 20 -11.91 769.66 9.03 Max. My 2 -11.89 10.95 777.83 Max. Vy 20 -15.70 769.66 9.03 Max. Vx 2 -15.78 10.95 777.83 Max. Torque 22 -1.45 L16 52 - 47 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -18.39 -0.71 1.23 Max. Mx 20 -12.83 849.04 10.06 Max. My 2 -12.82 12.35 857.64 Max. Vy 20 -16.07 849.04 10.06 Max. Vx 2 -16.16 12.35 857.64 Max. Torque 22 -1.45 L17 47 - 42 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -19.41 -0.71 1.23 Max. Mx 20 -13.78 930.26 11.08 Max. My 2 -13.76 13.74 939.30 Max. Vy 20 -16.44 930.26 11.08 Max. Vx 2 -16.53 13.74 939.30 Max. Torque 22 -1.45 L18 42 - 37.78 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -19.45 -0.72 1.23 Max. Mx 20 -13.83 933.88 11.13 Max. My 2 -13.81 13.80 942.94 Max. Vy 20 -16.45 933.88 11.13 Max. Vx 2 -16.54 13.80 942.94 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 22 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft Max. Torque 22 -1.45 L19 37.78 - Pole Max Tension 1 0.00 0.00 0.00 36.78 Max. Compression 26 -20.94 -0.72 1.23 Max. Mx 20 -15.16 1017.18 12.15 Max. My 2 -15.15 15.20 1026.68 Max. Vy 20 -16.86 1017.18 12.15 Max. Vx 2 -16.95 15.20 1026.68 Max. Torque 22 -1.44 L20 36.78 - Pole Max Tension 1 0.00 0.00 0.00 31.78 Max. Compression 26 -21.69 -0.73 1.22 Max. Mx 20 -15.95 1102.12 13.17 Max. My 2 -15.94 16.59 1112.06 Max. Vy 20 -17.14 1102.12 13.17 Max. Vx 2 -17.23 16.59 1112.06 Max. Torque 22 -1.44 L21 31.78 - Pole Max Tension 1 0.00 0.00 0.00 26.78 Max. Compression 26 -22.46 -0.74 1.22 Max. Mx 20 -16.76 1188.44 14.18 Max. My 2 -16.75 17.97 1198.81 Max. Vy 20 -17.41 1188.44 14.18 Max. Vx 2 -17.50 17.97 1198.81 Max. Torque 22 -1.44 L22 26.78 - Pole Max Tension 1 0.00 0.00 0.00 21.78 Max. Compression 26 -23.25 -0.75 1.21 Max. Mx 20 -17.59 1276.08 15.18 Max. My 2 -17.58 19.35 1286.88 Max. Vy 20 -17.67 1276.08 15.18 Max. Vx 2 -17.76 19.35 1286.88 Max. Torque 22 -1.44 L23 21.78 - Pole Max Tension 1 0.00 0.00 0.00 16.78 Max. Compression 26 -24.07 -0.75 1.21 Max. Mx 20 -18.45 1364.97 16.18 Max. My 2 -18.44 20.71 1376.20 Max. Vy 20 -17.92 1364.97 16.18 Max. Vx 2 -18.00 20.71 1376.20 Max. Torque 22 -1.44 L24 16.78 - Pole Max Tension 1 0.00 0.00 0.00 11.78 Max. Compression 26 -24.90 -0.76 1.21 Max. Mx 20 -19.32 1455.04 17.16 Max. My 2 -19.32 22.07 1466.68 Max. Vy 20 -18.14 1455.04 17.16 Max. Vx 2 -18.23 22.07 1466.68 Max. Torque 22 -1.44 L25 11.78 - 6.78 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -25.75 -0.77 1.20 Max. Mx 20 -20.22 1546.23 18.14 Max. My 2 -20.21 23.41 1558.29 Max. Vy 20 -18.37 1546.23 18.14 Max. Vx 2 -18.45 23.41 1558.29 Max. Torque 22 -1.44 L26 6.78 - 1.78 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -26.61 -0.78 1.20 Max. Mx 20 -21.13 1638.57 19.11 Max. My 2 -21.13 24.75 1651.03 Max. Vy 20 -18.60 1638.57 19.11 Max. Vx 2 -18.68 24.75 1651.03 Max. Torque 22 -1.44 L27 1.78 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -26.92 -0.78 1.20 Max. Mx 20 -21.45 1671.72 19.45 Max. My 2 -21.45 25.22 1684.33 Max. Vy 20 -18.70 1671.72 19.45 Max. Vx 2 -18.78 25.22 1684.33 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 23 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft Max. Torque 22 -1.44 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X Horizontal, Z K K Pole Max. Vert 27 26.92 0.02 Max. H,, 21 16.11 18.67 Max. HZ 2 21.48 0.27 Max. M,, 2 1684.33 0.27 Max. M, 8 1666.42 -18.60 Max. Torsion 10 1.41 -16.17 Min. Vert 25 16.11 9.50 Min. H, 9 16.11 -18.60 Min. HZ 15 16.11 -0.10 Min. M, 14 -1677.78 -0.10 Min. MZ 20 -1671.72 18.67 Min. Torsion 22 -1.44 16.23 1.74 0.19 18.75 18.75 - 0.08 - 9.44 16.25 -0.08 -18.69 -18.69 0.19 9.48 Tower Mast Reaction Summary Load Combination Vertical Shear, Shearz K K K Overtuming Overturning Torque Moment, M, Moment, Mz kip -ft kip -ft kip -ft Dead Only 1.2 Dead+1.6 Wind 0 deg - No Ice 0.9 Dead+1.6 Wind 0 deg - No Ice 1.2 Dead+1.6 Wind 30 deg - No Ice 0.9 Dead+1.6 Wind 30 deg - No Ice 1.2 Dead+1.6 Wind 60 deg - No Ice 0.9 Dead+1.6 Wind 60 deg - No Ice 1.2 Dead+1.6 Wind 90 deg - No Ice 0.9 Dead+1.6 Wind 90 deg - No Ice 1.2 Dead+1.6 Wind 120 deg - No Ice 0.9 Dead+1.6 Wind 120 deg - No Ice 1.2 Dead+1.6 Wind 150 deg - No Ice 0.9 Dead+1.6 Wind 150 deg - No Ice 1.2 Dead+1.6 Wind 180 deg - No Ice 0.9 Dead+1.6 Wind 180 deg - No Ice 1.2 Dead+1.6 Wind 210 deg - No Ice 0.9 Dead+1.6 Wind 210 deg - No Ice 1.2 Dead+1.6 Wind 240 deg - No Ice 0.9 Dead+1.6 Wind 240 deg tnxTower Report - version 7.0.5.1 17.90 0.00 0.00 -0.43 -0.36 -0.00 21.48 -0.27 -18.75 -1684.33 25.22 0.64 16.11 -0.27 -18.75 -1657.76 24.96 0.63 21.48 9.20 -16.11 -1446.74 -823.03 -0.03 16.11 9.20 -16.11 -1423.88 -810.02 -0.03 21.48 16.05 -9.26 -830.82 -1437.53 -0.69 16.11 16.05 -9.26 -817.64 -1414.88 -0.68 21.48 18.60 0.08 8.24 -1666.42 -1.17 16.11 18.60 0.08 8.24 -1640.18 -1.15 21.48 16.17 9.44 848.57 -1449.36 -1.41 16.11 16.17 9.44 835.38 -1426.54 -1.38 21.48 9.37 16.25 1459.43 -840.91 -1.28 16.11 9.37 16.25 1436.66 -827.63 -1.26 21.48 0.10 18.69 1677.78 -10.81 -0.75 16.11 0.10 18.69 1651.58 -10.52 -0.74 21.48 -9.19 16.11 1445.80 821.85 -0.00 16.11 -9.19 16.11 1423.24 809.09 0.00 21.48 -16.18 9.14 819.23 1448.99 0.77 16.11 -16.18 9.14 806.49 1426.41 0.76 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 24 Load Vertical Shear Shear Overturning Overtuming Torque Combination Moment, MX Moment, MZ K K K kip -ft kip -ft kip -ft - No Ice 1.2 Dead+1.6 Wind 270 deg 21.48 -18.67 -0.19 -19.45 1671.72 1.32 - No Ice 0.9 Dead+1.6 Wind 270 deg 16.11 -18.67 -0.19 -19.02 1645.64 1.30 - No Ice 1.2 Dead+1.6 Wind 300 deg 21.48 -16.23 -9.48 -852.93 1454.21 1.44 - No Ice 0.9 Dead+1.6 Wind 300 deg 16.11 -16.23 -9.48 -839.41 1431.54 1.41 - No Ice 1.2 Dead+1.6 Wind 330 deg 21.48 -9.50 -16.25 -1460.80 851.94 1.16 - No Ice 0.9 Dead+1.6 Wind 330 deg 16.11 -9.50 -16.25 -1437.74 838.71 1.14 - No Ice 1.2 Dead+1.0 Ice+1.0 Temp 26.92 0.00 -0.00 -1.20 -0.78 -0.00 1.2 Dead+1.0 Wind 0 26.92 -0.02 -1.74 -160.53 1.39 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 26.92 0.86 -1.50 -138.14 -78.84 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 26.92 1.50 -0.86 -79.89 -137.01 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 26.92 1.73 0.01 -0.50 -158.64 -0.12 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 26.92 1.51 0.88 79.00 -138.03 -0.14 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 26.92 0.87 1.51 136.84 -80.37 -0.13 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 26.92 0.01 1.74 157.56 -1.69 -0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 26.92 -0.86 1.50 135.67 77.20 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 26.92 -1.51 0.85 76.49 136.46 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 26.92 -1.74 -0.02 -2.86 157.56 0.13 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 26.92 -1.51 -0.88 -81.78 136.91 0.14 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 26.92 -0.88 -1.51 -139.36 79.78 0.12 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service 17.90 -0.07 -5.22 -466.58 6.73 0.18 Dead+Wind 30 deg - Service 17.90 2.56 -4.49 -400.77 -228.07 -0.01 Dead+Wind 60 deg - Service 17.90 4.47 -2.58 -230.27 -398.15 -0.19 Dead+Wind 90 deg - Service 17.90 5.18 0.02 1.97 -461.52 -0.33 Dead+Wind 120 deg - 17.90 4.51 2.63 234.59 -401.47 -0.40 Service Dead+Wind 150 deg - 17.90 2.61 4.53 403.71 -233.05 -0.37 Service Dead+Wind 180 deg - 17.90 0.03 5.21 464.14 -3.24 -0.21 Service Dead+Wind 210 deg - 17.90 -2.56 4.49 399.90 227.24 0.00 Service Dead+Wind 240 deg - 17.90 -4.51 2.55 226.46 400.84 0.23 Service Dead+Wind 270 deg - 17.90 -5.20 -0.05 -5.69 462.50 0.38 Service Dead+Wind 300 deg - 17.90 -4.52 -2.64 -236.42 402.32 0.41 Service Dead+Wind 330 deg - 17.90 -2.65 -4.53 -404.71 235.60 0.33 Service Solution Summary Load Comb. 1 2 Sum of Applied Forces PX PY PZ K K K 0.00 -17.90 0.00 -0.27 -21.48 -18.75 tnxTower Report - version 7.0.5.1 PX K 0.00 0.27 Sum of Reactions PY K 17.90 21.48 PZ K 0.00 18.75 % Error 0.000% 0.000% 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 25 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 3 -0.27 -16.11 -18.75 0.27 16.11 18.75 0.000% 4 9.20 -21.48 -16.11 -9.20 21.48 16.11 0.000% 5 9.20 -16.11 -16.11 -9.20 16.11 16.11 0.000% 6 16.05 -21.48 -9.26 -16.05 21.48 9.26 0.000% 7 16.05 -16.11 -9.26 -16.05 16.11 9.26 0.000% 8 18.60 -21.48 0.08 -18.60 21.48 -0.08 0.000% 9 18.60 -16.11 0.08 -18.60 16.11 -0.08 0.000% 10 16.17 -21.48 9.44 -16.17 21.48 -9.44 0.000% 11 16.17 -16.11 9.44 -16.17 16.11 -9.44 0.000% 12 9.37 -21.48 16.25 -9.37 21.48 -16.25 0.000% 13 9.37 -16.11 16.25 -9.37 16.11 -16.25 0.000% 14 0.10 -21.48 18.69 -0.10 21.48 -18.69 0.000% 15 0.10 -16.11 18.69 -0.10 16.11 -18.69 0.000% 16 -9.19 -21.48 16.11 9.19 21.48 -16.11 0.000% 17 -9.19 -16.11 16.11 9.19 16.11 -16.11 0.000% 18 -16.18 -21.48 9.14 16.18 21.48 -9.14 0.000% 19 -16.18 -16.11 9.14 16.18 16.11 -9.14 0.000% 20 -18.67 -21.48 -0.19 18.67 21.48 0.19 0.000% 21 -18.67 -16.11 -0.19 18.67 16.11 0.19 0.000% 22 -16.23 -21.48 -9.48 16.23 21.48 9.48 0.000% 23 -16.23 -16.11 -9.48 16.23 16.11 9.48 0.000% 24 -9.50 -21.48 -16.25 9.50 21.48 16.25 0.000% 25 -9.50 -16.11 -16.25 9.50 16.11 16.25 0.000% 26 0.00 -26.92 0.00 -0.00 26.92 0.00 0.000% 27 -0.02 -26.92 -1.74 0.02 26.92 1.74 0.000% 28 0.86 -26.92 -1.50 -0.86 26.92 1.50 0.000% 29 1.50 -26.92 -0.86 -1.50 26.92 0.86 0.000% 30 1.73 -26.92 0.01 -1.73 26.92 -0.01 0.000% 31 1.51 -26.92 0.88 -1.51 26.92 -0.88 0.000% 32 0.87 -26.92 1.51 -0.87 26.92 -1.51 0.000% 33 0.01 -26.92 1.74 -0.01 26.92 -1.74 0.000% 34 -0.86 -26.92 1.50 0.86 26.92 -1.50 0.000% 35 -1.51 -26.92 0.85 1.51 26.92 -0.85 0.000% 36 -1.74 -26.92 -0.02 1.74 26.92 0.02 0.000% 37 -1.51 -26.92 -0.88 1.51 26.92 0.88 0.000% 38 -0.88 -26.92 -1.51 0.88 26.92 1.51 0.000% 39 -0.07 -17.90 -5.22 0.07 17.90 5.22 0.000% 40 2.56 -17.90 -4.49 -2.56 17.90 4.49 0.000% 41 4.47 -17.90 -2.58 -4.47 17.90 2.58 0.000% 42 5.18 -17.90 0.02 -5.18 17.90 -0.02 0.000% 43 4.51 -17.90 2.63 -4.51 17.90 -2.63 0.000% 44 2.61 -17.90 4.53 -2.61 17.90 -4.53 0.000% 45 0.03 -17.90 5.21 -0.03 17.90 -5.21 0.000% 46 -2.56 -17.90 4.49 2.56 17.90 -4.49 0.000% 47 -4.51 -17.90 2.55 4.51 17.90 -2.55 0.000% 48 -5.20 -17.90 -0.05 5.20 17.90 0.05 0.000% 49 -4.52 -17.90 -2.64 4.52 17.90 2.64 0.000% 50 -2.65 -17.90 -4.53 2.65 17.90 4.53 0.000% Non -Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9 10 11 12 Converged? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes tnxTower Report - version 7.0.5.1 Number Displacement Force of Cycles Tolerance Tolerance 4 0.00000001 0.00000001 5 0.00000001 0.00091355 5 0.00000001 0.00036390 7 0.00000001 0.00018387 6 0.00000001 0.00082790 7 0.00000001 0.00018814 6 0.00000001 0.00084835 6 0.00000001 0.00009815 5 0.00000001 0.00063715 7 0.00000001 0.00017814 6 0.00000001 0.00079968 7 0.00000001 0.00019239 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 13 Yes 14 Yes 15 Yes 16 Yes 17 Yes 18 Yes 19 Yes 20 Yes 21 Yes 22 Yes 23 Yes 24 Yes 25 Yes 26 Yes 27 Yes 28 Yes 29 Yes 30 Yes 31 Yes 32 Yes 33 Yes 34 Yes 35 Yes 36 Yes 37 Yes 38 Yes 39 Yes 40 Yes 41 Yes 42 Yes 43 Yes 44 Yes 45 Yes 46 Yes 47 Yes 48 Yes 49 Yes 50 Yes 6 0.00000001 0.00086581 6 0.00000001 0.00014715 5 0.00000001 0.00094664 7 0.00000001 0.00018368 6 0.00000001 0.00082756 7 0.00000001 0.00017934 6 0.00000001 0.00080713 6 0.00000001 0.00025980 6 0.00000001 0.00007556 7 0.00000001 0.00019382 6 0.00000001 0.00087221 7 0.00000001 0.00017989 6 0.00000001 0.00080659 4 0.00000001 0.00047773 6 0.00000001 0.00028610 6 0.00000001 0.00030087 6 0.00000001 0.00029969 6 0.00000001 0.00028089 6 0.00000001 0.00029627 6 0.00000001 0.00029577 6 0.00000001 0.00027547 6 0.00000001 0.00028799 6 0.00000001 0.00028836 6 0.00000001 0.00027655 6 0.00000001 0.00029971 6 0.00000001 0.00030201 5 0.00000001 0.00010323 6 0.00000001 0.00010901 6 0.00000001 0.00011350 5 0.00000001 0.00022987 6 0.00000001 0.00010504 6 0.00000001 0.00012175 5 0.00000001 0.00019339 6 0.00000001 0.00010776 6 0.00000001 0.00010275 5 0.00000001 0.00032166 6 0.00000001 0.00012370 6 0.00000001 0.00010830 November 01, 2017 CCI BU No 856360 Page 26 Maximum Tower Deflections - Service Wind Section Elevation No. ft Hoa. Deflection in Gov. Load Comb. Tilt Twist L1 115 - 110 35.454 50 2.8494 0.0115 L2 110 - 105 32.491 50 2.8066 0.0104 L3 105 - 100 29.591 50 2.7315 0.0095 L4 100 - 95 26.782 50 2.6334 0.0088 L5 95 - 90 24.085 50 2.5184 0.0080 L6 90 - 85 21.519 50 2.3800 0.0067 L7 85 - 80 19.110 50 2.2202 0.0056 L8 80 - 76.2 16.877 50 2.0446 0.0047 L9 79.42 - 74.42 16.630 50 2.0234 0.0045 L10 74.42 - 69.42 14.564 50 1.9024 0.0040 L11 69.42 - 64.42 12.666 50 1.7221 0.0033 L12 64.42 - 62.25 10.959 50 1.5391 0.0027 L13 62.25 - 62 10.278 50 1.4594 0.0025 L14 62 - 57 10.202 50 1.4549 0.0025 L15 57 - 52 8.727 50 1.3624 0.0022 L16 52 - 47 7.349 50 1.2693 0.0020 L17 47 - 42 6.069 50 1.1751 0.0018 L18 42 - 37.78 4.888 50 1.0811 0.0016 L19 41.78 - 36.78 4.839 50 1.0770 0.0016 L20 36.78 - 31.78 3.742 50 1.0016 0.0014 L21 31.78 - 26.78 2.771 50 0.8551 0.0012 L22 26.78 - 21.78 1.951 50 0.7117 0.0009 L23 21.78 - 16.78 1.279 50 0.5716 0.0007 L24 16.78 - 11.78 0.752 50 0.4347 0.0005 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. L25 11.78 - 6.78 0.367 50 0.3011 L26 6.78 - 1.78 0.120 50 0.1708 L27 1.78 - 0 0.008 50 0.0438 0.0004 0.0002 0.0000 November 01, 2017 CCI BU No 856360 Page 27 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 115.00 742 264 50 35.454 2.8494 0.0116 4772 96.00 (2) HEX456CW0000x 50 24.614 2.5431 0.0083 2356 94.00 Side Arm Mount [SO 301-1] 50 23.560 2.4927 0.0078 2196 88.00 SC2-190BB 50 20.536 2.3182 0.0063 1820 Maximum Tower Deflections - Design Wind Section Elevation No. ft Horz. Deflection in Gov. Load Comb. Tilt Twist L1 115 - 110 L2 110 - 105 L3 105 - 100 L4 100 - 95 L5 95 - 90 L6 90 - 85 L7 85 - 80 L8 80 - 76.2 L9 79.42 - 74.42 L10 74.42 - 69.42 L11 69.42 - 64.42 L12 64.42 - 62.25 L13 62.25 - 62 L14 62 - 57 L15 57 - 52 L16 52 - 47 L17 47 - 42 L18 42 - 37.78 L19 41.78 - 36.78 L20 36.78 - 31.78 L21 31.78 - 26.78 L22 26.78 - 21.78 L23 21.78 - 16.78 L24 16.78 - 11.78 L25 11.78 - 6.78 L26 6.78 - 1.78 L27 1.78 - 0 127.419 24 10.2736 0.0400 116.826 24 10.1215 0.0363 106.451 24 9.8529 0.0332 96.395 24 9.5013 0.0307 86.730 24 9.0891 0.0280 77.528 24 8.5925 0.0235 68.878 24 8.0176 0.0196 60.851 24 7.3849 0.0163 59.963 24 7.3086 0.0159 52.532 24 6.8723 0.0141 45.700 24 6.2218 0.0117 39.549 24 5.5614 0.0095 37.093 24 5.2736 0.0087 36.818 24 5.2574 0.0087 31.500 24 4.9231 0.0078 26.531 24 4.5870 0.0070 21.914 24 4.2466 0.0062 17.651 24 3.9069 0.0055 17.472 24 3.8920 0.0055 13.516 24 3.6196 0.0050 10.007 24 3.0902 0.0041 7.045 24 2.5719 0.0033 4.619 24 2.0653 0.0026 2.717 24 1.5705 0.0019 1.326 24 1.0878 0.0013 0.435 24 0.6170 0.0007 0.030 24 0.1582 0.0002 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 115.00 742 264 24 127.419 10.2736 0.0415 1422 96.00 (2) HEX456CW0000x 24 88.628 9.1776 0.0296 690 94.00 Side Arm Mount [SO 301-1] 24 84.849 8.9970 0.0280 641 88.00 SC2-190BB 24 73.997 8.3703 0.0225 527 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 28 Compression Checks Pole Design Data Section Elevation No. ft Size L L„ KUr A ft ft Pu int 4)Pn K Ratio Pu 4 Pn L1 115 - 110 (1) TP15.4059x14.5x0.2188 5.00 0.00 0.0 10.697 -2.55 788.51 0.003 5 L2 110 - 105 (2) TP16.3119x15.4059x0.21 5.00 0.00 0.0 11.335 -2.82 835.55 0.003 88 6 L3 105 - 100 (3) TP17.2178x16.3119x0.21 5.00 0.00 0.0 11.973 -3.12 882.58 0.004 88 7 L4 100 - 95 (4) TP18.1237x17.2178x0.21 5.00 0.00 0.0 12.611 -6.52 929.62 0.007 88 8 L5 95 - 90 (5) TP19.0296x18.1237x0.21 5.00 0.00 0.0 13.249 -6.94 976.65 0.007 88 9 L6 90 - 85 (6) TP19.9356x19.0296x0.21 5.00 0.00 0.0 13.888 -7.46 1012.43 0.007 88 0 L7 85 - 80 (7) TP20.8415x19.9356x0.21 5.00 0.00 0.0 14.526 -7.91 1043.13 0.008 88 1 L8 80 - 76.2 (8) TP21.53x20.8415x0.2188 3.80 0.00 0.0 14.600 -7.98 1046.60 0.008 2 L9 76.2 - 74.42 TP21.4518x20.5091x0.25 5.00 0.00 0.0 17.067 -8.63 1258.04 0.007 (9) 4 L10 74.42 - 69.42 TP22.3945x21.4518x0.25 5.00 0.00 0.0 17.826 -9.20 1306.83 0.007 (10) 3 L11 69.42 - 64.42 TP23.3372x22.3945x0.25 5.00 0.00 0.0 18.585 -9.78 1344.03 0.007 (11) 2 L12 64.42 - 62.25 TP23.7464x23.3372x0.25 2.17 0,00 0.0 18.914 -10.03 1359.70 0.007 (12) 6 L13 62.25 - 62 TP23.7935x23.7464x0.53 0.25 0.00 0.0 39.793 -10.10 2933.14 0.003 (13) 13 0 L14 62 - 57 (14) TP24.7362x23.7935x0.51 5.00 0.00 0.0 39.975 -10.97 2946.57 0.004 25 2 L15 57 - 52 (15) TP25.6789x24.7362x0.50 5.00 0.00 0.0 41.034 -11.88 3024.66 0.004 63 6 L16 52 - 47 (16) TP26.6216x25.6789x0.49 5.00 0.00 0.0 41.540 -12.81 3061.92 0.004 38 1 L17 47 - 42 (17) TP27.5643x26.6216x0.48 5.00 0.00 0.0 42.503 -13.75 3132.96 0.004 75 9 L18 42 - 37.78 TP28.36x27.5643x0.4875 4.22 0.00 0.0 42.569 -13.80 3137.76 0.004 (18) 0 L19 37.78 - 36.78 TP28.0506x27.1058x0.31 5.00 0.00 0.0 27.911 -15.14 2044.81 0.007 (19) 25 4 L20 36.78 - 31.78 TP28.9953x28.0506x0.31 5.00 0.00 0.0 28.862 -15.93 2091.50 0.008 (20) 25 1 L21 31.78 - 26.78 TP29.94x28.9953x0.3125 5.00 0.00 0.0 29.812 -16.74 2136.68 0.008 (21) 7 L22 26.78 - 21.78 TP30.8848x29.94x0.3125 5.00 0.00 0.0 30.763 -17.58 2180.35 0.008 (22) 3 L23 21.78 - 16.78 TP31.8295x30.8848x0.31 5.00 0.00 0.0 31.714 -18.44 2222.50 0.008 (23) 25 0 L24 16.78 - 11.78 TP32.7742x31.8295x0.31 5.00 0.00 0.0 32.664 -19.31 2263.15 0.009 (24) 25 6 L25 11.78 - 6.78 TP33.7189x32.7742x0.31 5.00 0.00 0.0 33.615 -20.21 2302.28 0.009 (25) 25 2 4.8.2 (1.01 CR) - 25 L26 6.78 - 1.78 TP34.6637x33.7189x0.31 5.00 0.00 0.0 34.565 -21.13 2339.89 0.009 (26) 25 9 4.8.2 (1.02 CR) - 26 L27 1.78 - 0 (27) TP35x34.6637x0.3125 1.78 0.00 0.0 34.904 -21.45 2352.92 0.009 3 4.8.2 (1.03 CR) - 27 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 29 Pole Bending Design Data Section Elevation No. ft Size Mux •Mnx Ratio Mu), 4,Mny Ratio Mux Mur kip -ft kip -ft kip -ft kip -ft ow, L1 115 - 110 (1) TP15.4059x14.5x0.2188 48.12 242.41 0.199 0.00 242.41 0.000 L2 110 - 105 (2) TP16.3119x15.4059x0.21 83.04 272.41 0.305 0.00 272.41 0.000 88 L3 105 - 100 (3) TP17.2178x16.3119x0.21 119.50 304.16 0.393 0.00 304.16 0.000 88 L4 100 - 95 (4) TP18.1237x17.2178x0.21 162.85 337.66 0.482 0.00 337.66 0.000 88 L5 95 - 90 (5) TP19.0296x18.1237x0.21 227.39 372.91 0.610 0.00 372.91 0.000 88 L6 90 - 85 (6) TP19.9356x19.0296x0.21 294.17 405.40 0.726 0.00 405.40 0.000 88 L7 85 - 80 (7) TP20.8415x19.9356x0.21 363.31 437.10 0.831 0.00 437.10 0.000 88 L8 80 - 76.2 (8) TP21.53x20.8415x0.2188 371.44 440.81 0.843 0.00 440.81 0.000 L9 76.2 - 74.42 TP21.4518x20.5091x0.25 442.51 541.32 0.817 0.00 541.32 0.000 (9) L10 74.42 - 69.42 TP22.3945x21.4518x0.25 515.13 587.61 0.877 0.00 587.61 0.000 (10) L11 69.42 - 64.42 TP23.3372x22.3945x0.25 589.21 630.35 0.935 0.00 630.35 0.000 (11) L12 64.42 - 62.25 TP23.7464x23.3372x0.25 621.81 649.12 0.958 0.00 649.12 0.000 (12) L13 62.25 - 62 TP23.7935x23.7464x0.53 625.58 1369.78 0.457 0.00 1369.78 0.000 (13) 13 L14 62 - 57 (14) TP24.7362x23.7935x0.51 702.04 1435.29 0.489 0.00 1435.29 0.000 25 L15 57 - 52 (15) TP25.6789x24.7362x0.50 780.39 1532.62 0.509 0.00 1532.62 0.000 63 L16 52 - 47 (16) TP26.6216x25.6789x0.49 860.61 1612.28 0.534 0.00 1612.28 0.000 38 L17 47 - 42 (17) TP27.5643x26.6216x0.48 942.68 1711.11 0.551 0.00 1711.11 0.000 75 L18 42 - 37.78 TP28.36x27.5643x0.4875 946.33 1716.41 0.551 0.00 1716.41 0.000 (18) L19 37.78 - 36.78 TP28.0506x27.1058x0.31 1030.48 1151.70 0.895 0.00 1151.70 0.000 (19) 25 L20 36.78 - 31.78 TP28.9953x28.0506x0.31 1116.27 1218.57 0.916 0.00 1218.57 0.000 (20) 25 L21 31.78 - 26.78 TP29.94x28.9953x0.3125 1203.43 1286.33 0.936 0.00 1286.33 0.000 (21) L22 26.78 - 21.78 TP30.8848x29.94x0.3125 1291.90 1354.92 0.953 0.00 1354.92 0.000 (22) L23 21.78 - 16.78 TP31.8295x30.8848x0.31 1381.62 1424.22 0.970 0.00 1424.22 0.000 (23) 25 L24 16.78 - 11.78 TP32.7742x31.8295x0.31 1472.50 1494.17 0.986 0.00 1494.17 0.000 (24) 25 L25 11.78 - 6.78 TP33.7189x32.7742x0.31 1564.51 1564.66 1.000 0.00 1564.66 0.000 (25) 25 L26 6.78 - 1.78 TP34.6637x33.7189x0.31 1657.64 1635.61 1.013 0.00 1635.61 0.000 (26) 25 L27 1.78 - 0 (27) TP35x34.6637x0.3125 1691.08 1660.97 1.018 0.00 1660.97 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual K wn K Ratio Actual V„ T„ OT„ Ratio T„ OV„ kip -ft kip -ft 4 Tn L1 115 - 110 (1) TP15.4059x14.5x0.2188 6.83 394.26 0.017 0.44 491.53 0.001 L2 110 - 105 (2) TP16.3119x15.4059x0.21 7.14 417.77 0.017 0.44 552.36 0.001 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 30 Section Elevation Size Actual tpVn Ratio Actual 4)Tn Ratio No. Vu Vu T„ T„ ft K K $Vn kip -ft kip -ft +Tn 88 L3 105 - 100 (3) TP17.2178x16.3119x0.21 7.45 441.29 0.017 0.44 616.74 0.001 88 L4 100 - 95 (4) TP18.1237x17.2178x0.21 12.74 464.81 0.027 0.44 684.67 0.001 88 L5 95 - 90 (5) TP19.0296x18.1237x0.21 13.08 488.33 0.027 0.50 756.14 0.001 88 L6 90 - 85 (6) TP19.9356x19.0296x0.21 13.64 506.22 0.027 0.65 822.03 0.001 88 L7 85 - 80 (7) TP20.8415x19.9356x0.21 14.01 521.56 0.027 1.18 886.29 0.001 88 L8 80 - 76.2 (8) TP21.53x20.8415x0.2188 14.04 523.30 0.027 1.18 893.83 0.001 L9 76.2 - 74.42 TP21.4518x20.5091x0.25 14.40 629.02 0.023 1.18 1097.63 0.001 (9) L10 74.42 - 69.42 TP22.3945x21.4518x0.25 14.68 653.42 0.022 1.18 1191.48 0.001 (10) L11 69.42 - 64.42 TP23.3372x22.3945x0.25 14.97 672.01 0.022 1.17 1278.14 0.001 (11) L12 64.42 - 62.25 TP23.7464x23.3372x0.25 15.10 679.85 0.022 1.17 1316.21 0.001 (12) L13 62.25 - 62 TP23.7935x23.7464x0.53 15.11 1466.57 0.010 1.17 2777.50 0.000 (13) 13 L14 62 - 57 (14) TP24.7362x23.7935x0.51 15.49 1473.29 0.011 1.17 2910.32 0.000 25 L15 57 - 52 (15) TP25.6789x24.7362x0.50 15.87 1512.33 0.010 1.17 3107.67 0.000 63 L16 52 - 47 (16) TP26.6216x25.6789x0.49 16.24 1530.96 0.011 1.17 3269.22 0.000 38 L17 47 - 42 (17) TP27.5643x26.6216x0.48 16.61 1566.48 0.011 1.17 3469.60 0.000 75 L18 42 - 37.78 TP28.36x27.5643x0.4875 16.62 1568.88 0.011 1.17 3480.33 0.000 (18) L19 37.78 - 36.78 TP28.0506x27.1058x0.31 17.03 1022.41 0.017 1.17 2335.28 0.001 (19) 25 L20 36.78 - 31.78 TP28.9953x28.0506x0.31 17.31 1045.75 0.017 1.17 2470.87 0.000 (20) 25 L21 31.78 - 26.78 TP29.94x28.9953x0.3125 17.58 1068.34 0.016 1.17 2608.28 0.000 (21) L22 26.78 - 21.78 TP30.8848x29.94x0.3125 17.84 1090.17 0.016 1.17 2747.34 0.000 (22) L23 21.78 - 16.78 TP31.8295x30.8848x0.31 18.08 1111.25 0.016 1.16 2887.88 0.000 (23) 25 L24 16.78 - 11.78 TP32.7742x31.8295x0.31 18.31 1131.57 0.016 1.16 3029.70 0.000 (24) 25 L25 11.78 - 6.78 TP33.7189x32.7742x0.31 18.53 1151.14 0.016 1.16 3172.63 0.000 (25) 25 L26 6.78 - 1.78 TP34.6637x33.7189x0.31 18.76 1169.95 0.016 1.16 3316.51 0.000 (26) 25 L27 1.78 - 0 (27) TP35x34.6637x0.3125 18.85 1176.46 0.016 1.16 3367.92 0.000 Pole Interaction Design Data Section Elevation No. ft Ratio Pu Ratio N1„X Ratio Ratio Ratio Comb. Allow. M„,, V„ Tu Stress Stress Ratio Ratio 4 Pn 4Mnx 4 Mnv L1 115 - 110 (1) 0.003 0.199 0.000 L2 110 - 105 (2) 0.003 0.305 0.000 L3 105 - 100 (3) 0.004 0.393 0.000 L4 100 - 95 (4) 0.007 0.482 0.000 L5 95 - 90 (5) 0.007 0.610 0.000 L6 90 - 85 (6) 0.007 0.726 0.000 L7 85 - 80 (7) 0.008 0.831 0.000 L8 80 - 76.2 (8) 0.008 0.843 0.000 tnxTower Report - version 7.0.5.1 4 Vn 0.017 0.017 0.017 0.027 0.027 0.027 0.027 0.027 WTn 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 Criteria 0.202 0.309 0.397 0.490 0.618 0.734 0.840 0.851 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 4.8.2 4.8.2 4.8.2 4.8.2 4.8.2 4.8.2 4.8.2 4.8.2 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 31 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mux M„ y V„ T„ Stress Stress ft 4 Pn 4 Mnx 4Mnv 4)14, 4T„ Ratio Ratio L9 76.2 - 74.42 0.007 0.817 0.000 0.023 0.001 0.825 1.000 4.8.2 (9) L10 74.42 - 69.42 0.007 0.877 0.000 0.022 0.001 0.884 1.000 4.8.2 (10) L11 69.42 - 64.42 0.007 0.935 0.000 0.022 0.001 0.943 1.000 4.8.2 (11) L12 64.42 - 62.25 0.007 0.958 0.000 0.022 0.001 0.966 1.000 4.8.2 (12) L13 62.25 - 62 0.003 0.457 0.000 0.010 0.000 0.460 1.000 4.8.2 (13) L14 62 - 57 (14) 0.004 0.489 0.000 0.011 0.000 0.493 1.000 4.8.2 L15 57 - 52 (15) 0.004 0.509 0.000 0.010 0.000 0.513 1.000 4.8.2 L16 52 - 47 (16) 0.004 0.534 0.000 0.011 0.000 0.538 1.000 4.8.2 L17 47 - 42 (17) 0.004 0.551 0.000 0.011 0.000 0.555 1.000 4.8.2 L18 42 - 37.78 0.004 0.551 0.000 0.011 0.000 0.556 1.000 4.8.2 (18) L19 37.78 - 36.78 0.007 0.895 0.000 0.017 0.001 0.902 1.000 4.8.2 (19) L20 36.78 - 31.78 0.008 0.916 0.000 0.017 0.000 0.924 1.000 4.8.2 (20) L21 31.78 - 26.78 0.008 0.936 0.000 0.016 0.000 0.944 1.000 4.8.2 (21) L22 26.78 - 21.78 0.008 0.953 0.000 0.016 0.000 0.962 1.000 4.8.2 (22) L23 21.78 - 16.78 0.008 0.970 0.000 0.016 0.000 0.979 1.000 4.8.2 (23) L24 16.78 - 11.78 0.009 0.986 0.000 0.016 0.000 0.994 1.000 4.8.2 (24) L25 11.78 - 6.78 0.009 1.000 0.000 0.016 0.000 1.009 1.000 4.8.2 (25) L26 6.78 - 1.78 0.009 1.013 0.000 0.016 0.000 1.023 1.000 4.8.2 (26) L27 1.78 - 0 (27) 0.009 1.018 0.000 0.016 0.000 1.028 1.000 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical P Element K !Wallow % Pass K Capacity Fail L1 115 - 110 L2 110 - 105 L3 105 - 100 L4 100 - 95 L5 95 - 90 L6 90 - 85 L7 85 - 80 L8 80 - 76.2 L9 76.2 - 74.42 L10 74.42 - 69.42 L11 69.42 - 64.42 L12 64.42 - 62.25 L13 62.25 - 62 L14 62 - 57 L15 57 - 52 L16 52 - 47 L17 47 - 42 L18 42 - 37.78 L19 37.78 - 36.78 L20 36.78 - 31.78 L21 31.78 - 26.78 L22 26.78 - 21.78 L23 21.78 - 16.78 L24 16.78 - 11.78 Pole TP15.4059x14.5x0.2188 1 -2.55 788.51 20.2 Pass Pole TP16.3119x15.4059x0.2188 2 -2.82 835.55 30.9 Pass Pole TP17.2178x16.3119x0.2188 3 -3.12 882.58 39.7 Pass Pole TP18.1237x17.2178x0.2188 4 -6.52 929.62 49.0 Pass Pole TP19.0296x18.1237x0.2188 5 -6.94 976.65 61.8 Pass Pole TP19.9356x19.0296x0.2188 6 -7.46 1012.43 73.4 Pass Pole TP20.8415x19.9356x0.2188 7 -7.91 1043.13 84.0 Pass Pole TP21.53x20.8415x0.2188 8 -7.98 1046.60 85.1 Pass Pole TP21.4518x20.5091x0.25 9 -8.63 1258.04 82.5 Pass Pole TP22.3945x21.4518x0.25 10 -9.20 1306.83 88.4 Pass Pole TP23.3372x22.3945x0.25 11 -9.78 1344.03 94.3 Pass Pole TP23.7464x23.3372x0.25 12 -10.03 1359.70 96.6 Pass Pole TP23.7935x23.7464x0.5313 13 -10.10 2933.14 46.0 Pass Pole TP24.7362x23.7935x0.5125 14 -10.97 2946.57 49.3 Pass Pole TP25.6789x24.7362x0.5063 15 -11.88 3024.66 51.3 Pass Pole TP26.6216x25.6789x0.4938 16 -12.81 3061.92 53.8 Pass Pole TP27.5643x26.6216x0.4875 17 -13.75 3132.96 55.5 Pass Pole TP28.36x27.5643x0.4875 18 -13.80 3137.76 55.6 Pass Pole TP28.0506x27.1058x0.3125 19 -15.14 2044.81 90.2 Pass Pole TP28.9953x28.0506x0.3125 20 -15.93 2091.50 92.4 Pass Pole TP29.94x28.9953x0.3125 21 -16.74 2136.68 94.4 Pass Pole TP30.8848x29.94x0.3125 22 -17.58 2180.35 96.2 Pass Pole TP31.8295x30.8848x0.3125 23 -18.44 2222.50 97.9 Pass Pole TP32.7742x31.8295x0.3125 24 -19.31 2263.15 99.4 Pass tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 32 Section Elevation Component Size Critical P OPenow % Pass No. ft Type Element K K Capacity Fail L25 11.78 - 6.78 Pole TP33.7189x32.7742x0.3125 25 -20.21 2302.28 100.9 Fail L26 6.78 - 1.78 Pole TP34.6637x33.7189x0.3125 26 -21.13 2339.89 102.3 Fail L27 1.78 - 0 Pole TP35x34.6637x0.3125 27 -21.45 2352.92 102.8 Fail Summary Pole (L27) 102.8 Fail RATING = 102.8 Fail *NOTE: Above stress ratios for reinforced sections are approximate. More exact calculations are presented in Appendix C. tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.5.1 November 01, 2017 CCI BU No 856360 Page 33 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.5.1 November 01, 2017 CCI BU No 856360 Page 34 Site BU: 856360 Work Order: 1482450 Pole Geometry :CROWN CASTLE Copyright © 2017 Crown Castle Reinforcement Configuration Pole Height Above Base (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Bend Radius (in) Pole Material 1 115 38.8 3.22 12 14.5 21.53 0.21875 0.875 A572-65 2 79.42 41.64 4 12 20.51 28.36 0.25 1 A572-65 3 41.78 41.78 0 12 27.11 35 0.3125 1.25 A572-65 16.000 4.750 1.1875 A572-65 Reinforcement Configuration Reinforcement Details Bottom Effective Elevation (ft) Top Effective Elevation (ft) Type Model Number 1 2 3 4 5 6 7 8 9 10 11 12 1 41.25 62.25 plate CCI-SFP-060100 3 H (in) Gross Area (int) Centroid (in) Length (in) Length (in) L. (in) Net Area (in2) Bolt Hole Size (in) Material 1 6 1 2 0.5 24.000 24.000 16.000 4.750 1.1875 A572-65 3 4 5 6 7 8 9 10 Reinforcement Details CCIpole - version 3.2.1 Page 1 Analysis Date: 11/1/2017 Bottom Top Pole Face to Termination Termination Reinforcement B (in) H (in) Gross Area (int) Centroid (in) Length (in) Length (in) L. (in) Net Area (in2) Bolt Hole Size (in) Material 1 6 1 6 0.5 24.000 24.000 16.000 4.750 1.1875 A572-65 CCIpole - version 3.2.1 Page 1 Analysis Date: 11/1/2017 TNX Geometry Input Increment (ft): 5 CCIpoIe - version 3.2.1 Page 2 Analysis Date: 11/1/2017 Section Height (ft) Section Length (ft) VP *Ice UMW (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wan Thickness (In) Tapered Pole Grade Weight Multiplier 1 115 - 110 5 12 14.500 15.406 0.21875 A572-65 1.000 2 110 - 105 5 12 15.406 16.312 0.21875 A572-65 1.000 3 105 - 100 5 12 16.312 17.218 0.21875 A572-65 1.000 4 100 - 95 5 12 17.218 18.124 0.21875 A572-65 1.000 5 95 - 90 5 12 18.124 19.030 0.21875 A572-65 1.000 6 90 - 85 5 12 19.030 19.936 0.21875 A572-65 1.000 7 85 - 80 5 12 19.936 20.841 0.21875 A572-65 1.000 8 80 - 79.42 3.8 3.22 12 20.841 21.530 0.21875 A572-65 1.000 9 79.42 - 74.42 5 12 20.509 21.452 0.25 A572-65 1.000 10 74.42 - 69.42 5 12 21.452 22.395 0.25 A572-65 1.000 11 69.42 - 64.42 5 12 22.395 23.337 0.25 A572-65 1.000 12 64.42 - 62.25 2.17 12 23.337 23.746 0.25 A572-65 1.000 13 62.25 - 62 0.25 12 23.746 23.793 0.53125 A572-65 0.929 14 62 - 57 5 12 23.793 24.736 0.5125 A572-65 0.944 15 57 - 52 5 12 24.736 25.679 0.50625 A572-65 0.938 16 52 - 47 5 12 25.679 26.622 0.49375 A572-65 0.945 17 47 - 42 5 12 26.622 27.564 0.4875 A572-65 0.941 18 42 - 41.78 4.22 4 12 27.564 28.360 0.4875 A572-65 0.941 19 41.78 - 36.78 5 12 27.106 28.051 0.3125 A572-65 1.000 20 36.78 - 31.78 5 12 28.051 28.995 0.3125 A572-65 1.000 21 31.78 - 26.78 5 12 28.995 29.940 0.3125 A572-65 1.000 22 26.78 - 21.78 5 12 29.940 30.885 0.3125 A572-65 1.000 23 21.78 - 16.78 5 12 30.885 31.829 0.3125 A572-65 1.000 24 16.78 - 11.78 5 12 31.829 32.774 0.3125 A572-65 1.000 25 11.78 - 6.78 5 12 32.774 33.719 0.3125 A572-65 1.000 26 6.78 - 1.78 5 12 33.719 34.664 0.3125 A572-65 1.000 27 1.78 - 0 1.78 12 34.664 35.000 0.3125 A572-65 1.000 CCIpoIe - version 3.2.1 Page 2 Analysis Date: 11/1/2017 CCIpole - version 3.2.1 TNX Section Forces Increment (ft): 5 TNX Output Section Height (ft) Pu (K) Mux (kip -ft) Vu (K) 1 115 - 110 2.55 48.12 6.83 2 110 - 105 2.82 83.04 7.14 3 105 - 100 3.12 119.49 7.45 4 100 - 95 6.52 162.85 12.74 5 95 - 90 6.94 227.39 13.08 6 90 - 85 7.46 294.17 13.64 7 85 - 80 7.91 363.31 14.01 8 80 - 79.42 7.98 371.44 14.04 9 79.42 - 74.42 8.63 442.51 14.40 10 74.42 - 69.42 9.20 515.14 14.68 11 69.42 - 64.42 9.78 589.21 14.97 12 64.42 - 62.25 10.03 621.81 15.10 13 62.25 - 62 10.10 625.58 15.11 14 62 - 57 10.97 702.04 15.49 15 57 - 52 11.88 780.39 15.87 16 52 - 47 12.81 860.61 16.24 17 47 - 42 13.75 942.68 16.61 18 42 - 41.78 13.80 946.34 16.62 19 41.78 - 36.78 15.14 1030.48 17.03 20 36.78 - 31.78 15.93 1116.27 17.31 21 31.78 - 26.78 16.74 1203.43 17.58 22 26.78 - 21.78 17.58 1291.90 17.84 23 21.78 - 16.78 18.44 1381.62 18.08 24 16.78 - 11.78 19.31 1472.50 18.31 25 11.78 - 6.78 20.21 1564.51 18.53 26 6.78 - 1.78 21.13 1657.64 18.76 27 1.78 - 0 21.45 1691.08 18.85 Page 3 Analysis Date: 11/1/2017 Analysis Results Elevation (ft) Co Typeent Size Critical Element % Capacity Pass / Fail 115 - 110 Pole TP15.406x14.5x0.2188 Pole 20.1% Pass 110 - 105 Pole TP16.312x15.406x0.2188 Pole 30.8% Pass 105 - 100 Pole TP17.218x16.312x0.2188 Pole 39.6% Pass 100 - 95 Pole TP18.124x17.218x0.2188 Pole 48.9% Pass 95 - 90 Pole TP19.03x18.124x0.2188 Pole 61.6% Pass 90 - 85 Pole TP19.936x19.03x0.2188 Pole 73.2% Pass 85 - 80 Pole TP20.841x19.936x0.2188 Pole 83.7% Pass 80 - 79.42 Pole TP21.53x20.841x0.2188 Pole 84.9% Pass 79.42 - 74.42 Pole TP21.452x20.509x0.25 Pole 82.3% Pass 74.42 - 69.42 Pole TP22.395x21.452x0.25 Pole 88.2% Pass 69.42 - 64.42 Pole TP23.337x22.395x0.25 Pole 94.0% Pass 64.42 - 62.25 Pole TP23.746x23.337x0.25 Pole 96.3% Pass 62.25 - 62 Pole + Reinf. TP23.793x23.746x0.5313 Reinf. 1 Tension Rupture 71.6% Pass 62 - 57 Pole + Reinf. TP24.736x23.793x0.5125 Reinf. 1 Tension Rupture 75.9% Pass 57 - 52 Pole + Reinf. TP25.679x24.736x0.5063 Reinf. 1 Tension Rupture 79.7% Pass 52 - 47 Pole + Reinf. TP26.622x25.679x0.4938 Reinf. 1 Tension Rupture 83.3% Pass 47 - 42 Pole + Reinf. TP27.564x26.622x0.4875 Reinf. 1 Tension Rupture 86.5% Pass 42 - 41.78 Pole + Reinf. TP28.36x27.564x0.4875 Reinf. 1 Tension Rupture 86.6% Pass 41.78 - 36.78 Pole TP28.051x27.106x0.3125 Pole 90.0% Pass 36.78 - 31.78 Pole TP28.995x28.051x0.3125 Pole 92.1% Pass 31.78 - 26.78 Pole TP29.94x28.995x0.3125 Pole 94.1% Pass 26.78 - 21.78 Pole TP30.885x29.94x0.3125 Pole 95.9% Pass 21.78 - 16.78 Pole TP31.829x30.885x0.3125 Pole 97.6% Pass 16.78 - 11.78 Pole TP32.774x31.829x0.3125 Pole 99.2% Pass 11.78 - 6.78 Pole TP33.719x32.774x0.3125 Pole 100.6% Pass 6.78 - 1.78 Pole TP34.664x33.719x0.3125 Pole 102.0% Pass 1.78 - 0 Pole TP35x34.664x0.3125 Pole 102.5% Pass Summary Pole 102.5% Pass Reinforcement 86.6% Pass Overall 102.5% Pass CCIpole - version 3.2.1 Page 4 Analysis Date: 11/1/2017 Additional Calculations Section Elevation (ft) Moment of Inertia (in4) Area (in2) % Capacity Pole Reinf. Total Pole Reinf. Total Pole R1 115 -110 315 n/a 315 10.68 n/a 10.68 20.1% 110 - 105 375 n/a 375 11.32 n/a 11.32 30.8% 105 - 100 442 n/a 442 11.96 n/a 11.96 39.6% 100 - 95 517 n/a 517 12.59 n/a 12.59 48.9% 95-90 599 n/a 599 13.23 n/a 13.23 61.6% 90-85 690 n/a 690 13.87 n/a 13.87 73.2% 85-80 790 n/a 790 14.51 n/a 14.51 83.7% 80-79.42 802 n/a 802 14.58 n/a 14.58 84.9% 79.42 - 74.42 981 n/a 981 17.04 n/a 17.04 82.3% 74.42-69.42 1117 n/a 1117 17.80 n/a 17.80 88.2% 69.42 - 64.42 1266 n/a 1266 18.56 n/a 18.56 94.0% 64.42-62.25 1335 n/a 1335 18.89 n/a 18.89 96.3% 62.25 - 62 1343 1411 2754 18.93 18.00 36.93 45.6% 71.6% 62 - 57 1511 1518 3029 19.68 18.00 37.68 49.1% 75.9% 57 - 52 1692 1629 3321 20.44 18.00 38.44 52.4% 79.7% 52 - 47 1887 1744 3631 21.20 18.00 39.20 55.5% 83.3% 47 - 42 2097 1864 3960 21.96 18.00 39.96 58.6% 86.5% 42 - 41.78 2106 1869 3975 21.99 18.00 39.99 58.7% 86.6% 41.78 - 36.78 2745 n/a 2745 27.87 n/a 27.87 90.0% 36.78-31.78 3035 n/a 3035 28.82 n/a 28.82 92.1% 31.78-26.78 3345 n/a 3345 29.77 n/a 29.77 94.1% 26.78-21.78 3675 n/a 3675 30.72 n/a 30.72 95.9% 21.78-16.78 4026 n/a 4026 31.67 n/a 31.67 97.6% 16.78-11.78 4399 n/a 4399 32.62 n/a 32.62 99.2% 11.78 - 6.78 4795 n/a 4795 33.57 n/a 33.57 100.6% 6.78-1.78 5213 n/a 5213 34.52 n/a 34.52 102.0% 1.78 - 0 5368 n/a 5368 34.85 n/a 34.85 102.5% Note: Section capacity checked in 5 degree increments. CCIpole - version 3.2.1 Page 5 Analysis Date: 11/1/2017 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) 3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diamete ) Site Data BU#: 856360 Site Name: SOUTHCENTER App #: 407028 Rev. Anchor Rod Data Eta Factor, n 0.5 TIA G (Fig. 4-4) Qty: 8 in Diam: 2.25 in Rod Material: A615 -J in Yield, Fy: 75 ksi Strength, Fu: 100 ksi Bolt Circle: 43 in Anchor Spacing: 6 in Plate Data W=Side: 41 in Thick: 3 in Grade: 60 ksi Clip Distance: 7 in Stiffener Data (Welding at both sides) Configuration: Unstiffened in Weld Type: 0.3125 ** Groove Depth: 65 <-- Disregard Groove Angle: 12 <-- Disregard Fillet H. Weld: in Fillet V. Weld: in Width: in Height: in Thick: in Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 35 in Thick: 0.3125 in Grade: 65 ksi # of Sides: 12 '0' IF Round Base Reactions TIA Revision: G Factored Moment, Mu: 1691 ft -kips Factored Axial, Pu: 21 kips Factored Shear, Vu: 19 kips Anchor Rod Results TIA G --> Max Rod (Cu+ Vu/n): Axial Design Strength, *Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: PL Design Bending Strength, c*Fy: Base Plate Stress Ratio: N/A - Unstiffened Stiffener Results Horizontal Weld : Vertical Weld: Plate Flex+Shear, tb/Fb+(fv/Fv)^2: Plate Tension+Shear, ft/Ft+(fv/Fv)^2: Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: 243.4 Kips 260.0 Kips 93.6% Pass Flexural Check 34.6 ksi 54.0 ksi 64.1% Pass N/A N/A N/A N/A N/A N/A PL Ref. Data Yield Line (in): 22.98 Max PL Length: 22.98 Max PL Length # Anchors at corner= Qty/4 Yield Line 5t 5t t= BASE 'L THICKNESS .Anchor, Typ. STIFFENED CONFIGURATION ASSUMED IN TOOL B.C. Input Clear Space at B.C. for Single Anchor Case Pole w/ DIAM = D Anchor Spccing Same As Stiffener Spacing, Except for Signle Corner Anchor (Input Clear Space) ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CCIplate v2.0 Analysis Date: 11/1/2017 ZW 0 to4 g Drilled Pier Foundation O co (0 co cc W F Z W 0 2 F 0 N 0) c0 0 a) 0 0 0 0 oai 0) d '5 1- 0)'- C'4 O CNI N ~ H 0 .0 h 0) E O 0 u r J O oo O M V O 0) r - ,`)O 0 0 0 0 co w 00 O 0) E m c ro C O) N 0) 0. 0) E O 0. a) 0 u- �x_ a) LL a) a) CO 0 0 0) M O co o co 0(0 0 V O N- 0)r•-• h N N0chc0.t Of. N E 0") N O V-. N E 0 0 0 0 11 O 00 (0 0) 1- N (0 M O 0 0 E O L v 0 0 C E U ro 0 roC 0 E To U 00 ro 0= rn M G O v a) c O 0 a Pier Design Data Depth 35 ft Ext. Above Grade' 0.51ft Pier Section 1 From 0.5' above grade to 35' below grade Pier Diameter' 5.5'ft Cohesive Cohesionless c •O .- M V N 8- Rebar Quantity Rebar Size Clear Cover to Ties Tie Size 0 01 0 (n Groundwater Depth a) 1- .o N Cohesionless Cohesionless Cohesive Cohesive Cohesive Cohesionless Cohesionless O C mg F O a u H Ult. Gross Bearing Capacity (ksf) co M Ultimate Skin Friction Uplift Override (ksf) 0.00 0.12 0.14 0.14 nrw N O sf 0'-.-, Ultimate Skin Friction Comp Override (ksf) 0 (0 0) 0) O 0.40 1.43 )0 08 0000 Calculated Ultimate Skin Friction Uplift (ksf) O O co co (o O 100 0 O O 0) 0) O O 0) O co O 0 0 0 0 0 0 Calculated Ultimate Skin Friction Comp (ksf) O O co co c 0 O O O O 0) 0) O O 0) 0 M 0 O 0 0 0 0 0 0 0 Angle of Friction (degrees) O O O O co 0 35 La co 0 0 0.35 0.35 0.72 0 O O a) Y O U O O O c0 c0 (0 00 "2 O c n L u O W N op 8 = ›- a) M N 0 00 0 0 .-. 000) 0) 0 NCV A . >. O. N M O c0 Thickness (ft) co M N U) 5 105 c0 0) N M (000 O OOO E r hl (V M a0+ ,- N M 00 o M (0 CO 17.51 22.5 32.5 F x Layer '- N M V O 0 I� Version 1.1.0 Design Maps Summary Report UsGs Design Maps Summary Report User -Specified Input Report Title 856360 Mon October 30, 2017 14:25:07 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.46131°N, 122.24242°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Page 1 of 2 USGS-Provided Output SS = 1.447 g S, = 0.539 g SMS = 1.447 g SM, = 0.809 g S°s = 0.965 g S°1 = 0.539 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.49 1.99 1.55 1.20 1,05 aso 75 a a45 0.93 0.1] am PACER Response Spectrum 400 ago a40 QOa aa0 1.03 1.70 1.40 1.40 1 7.07 Period, T (sec) 1,10 1.00 090 am 0.70 ,^0, 400 a tit ata axi! 420 0.1,3 aW Design Response Spectrum a0o a.7J ata aaa as 1.00 i,i0 1.40 i.ef1.67 200 Period, T (sec) https://earthquake.usgs. gov/cn2/designmaps/us/summary.php?template=minimal&latitud... 10/30/2017 MOM oonoig o DesOp C aUo o9 Per 2012/2015 IBC Site BU: 856360 Work Order: 1482450 Application: 407028 Rev. 2 a:� CROWN CASTLE degrees degrees Spectral response acceleration short periods, Ss = 1.447 Spectral response acceleration 1 s period, S1= 0.539 USGS Seismic Tool Importance Factor, l = Degrees Minutes Seconds Velocity -based site coefficient, F„ = Site Latitude = 47 27 40.70 47.4613 Site Longitude = -122 14 32.70 -122.2424 Ground Supported Structure = Yes (Table 2-1) (Table 2-11) Structure Class = II Site Class = D - Stiff Soil degrees degrees Spectral response acceleration short periods, Ss = 1.447 Spectral response acceleration 1 s period, S1= 0.539 USGS Seismic Tool Importance Factor, l = 1.0 Acceleration -based site coefficient, Fa = 1.0 Velocity -based site coefficient, F„ = 1.5 Design spectral response acceleration short period, Sps = 0.965 Design spectral response acceleration 1 s period, SD1= 0.539 Seismic Design Category - Short Period Response = D Seismic Design Category - is Period Response = D Worst Case Seismic Design Category = D CCI Seismic Design Category 2.2 (Table 2-3) (Table 2-12) (Table 2-13) (2.7.6) (2.7.6) ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 11.6-2 ASCE 7-05 Tables 11.6-1 and 6-2 Page 1 Analysis Date: 11/1/2017 * ELEVATION TYPE o Seismic Discrete Force 1 iii a G o 0 c'): 0 115 o o 61.75 O r r v rn tri .- m i ,O co 112.5 Seismic Linear Force 10 m m co oo O o N - N N O Seismic Linear Force 11 54.25 Seismic Section Force 3 0o Seismic Section Force 16 m o ^ cc m o ai m o Seismic Discrete Force 3 o m o °i oi of ^ NO Seismic Linear Force 13 No m 0 of0 o rn 39.89 N CO m m 0 . Seismic Section Force 5 92.5 4.00 N v 88 Seismic Section Force 20 34.28 Seismic Section Force 6 E6 ‘C71 . 0 gli 29.28 Seismic Linear Force 5 85 o . � n CVo ^ C..-7,1. `7-`.1r_ Seismic Section Force 22 N o qg 82.5 Seismic Section Force 23 a 0 78.1 W N O pq� M m N �_ N Li -6-' O o o o o o ,; o o -7- 14.28 L7'N 75 o N Seismic Section Force 10 71.92 Seismic Linear Force 17 5 o 6 6 6 4.28 N 65 a 0.89 ,:•,..,, 63.335 _--- 7:1-' Di M o O w ca 0o ,n m N 0 N 1- N r o o N v N n o co � N L",3, n ci N oo o ci ^ 5 in Length (ft) Number of Sides Thickness (in) 0 Socket Length (ft) M _ 0 M 0 m c7 Y , 115.0 ft 110.0 fl 105.0 ft 100.0 8 95.0 ft 90.0 ft 85.0 ft 80.0 ft 76.2 ft 74.4 ft 69.4 ft 64.4 ft 62.3 8 57.0 ft 52.0 ft 47.0 ft 42.0 ft 37.8 ft 31.8 ft 26.8 ft 21.8 ft 16.8 ft 11.8 ft 6.8 5 1.8 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 118 Seismic Section Force 13 62.125 Seismic Discrete Force 2 115 Seismic Linear Force 9 61.75 Seismic Linear Force 1 112.5 Seismic Section Force 14 59.5 Seismic Section Force 1 112.5 Seismic Linear Force 10 55 Seismic Section Force 2 107.5 Seismic Section Force 15 54.5 Seismic Linear Force 2 105 Seismic Linear Force 11 54.25 Seismic Section Force 3 102.5 Seismic Section Force 16 49.5 Seismic Section Force 4 97.5 Seismic Linear Force 12 45 Seismic Discrete Force 3 96 Seismic Section Force 17 44.5 Seismic Linear Force 3 95 Seismic Linear Force 13 44.25 Seismic Discrete Force 4 94 Seismic Section Force 18 39.89 Seismic Linear Force 4 93 Seismic Section Force 19 39.28 Seismic Section Force 5 92.5 Seismic Linear Force 14 35 Seismic Discrete Force 5 88 Seismic Section Force 20 34.28 Seismic Section Force 6 87.5 Seismic Section Force 21 29.28 Seismic Linear Force 5 85 Seismic Linear Force 15 25 Seismic Linear Force 6 84 Seismic Section Force 22 24.28 Seismic Section Force 7 82.5 Seismic Section Force 23 19.28 Seismic Section Force 8 78.1 Seismic Linear Force 16 15 Seismic Section Force 9 76.92 Seismic Section Force24 14.28 Seismic Linear Force 7 75 Seismic Section Force 25 9.28 - Seismic Section Force 10 71.92 Seismic Linear Force 17 5 Seismic Section Force 11 68.92 Seismic Section Force 26 4.28 Seismic Linear Force 8 65 Seismic Section Force 27 0.89 Seismic Section Force 12 63.335 _--- MATERIAL STRENGTH GRADE Fy Fu GRADE A572-65 65 ksi 80 ksi Fy Fu 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 11. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 39.5% SEISMIC LOADS DO NOT CONTROL ANALYSIS ALL REACTIONS ARE FACTORED AXIAL 16 K SHEAR MOMENT / 0K 1 0kip-ft 30 mph WIND - 0.2500 in ICE AXIAL 21 K SHEAR MOMENT 6 K ( V 575 kip -ft REACTIONS - 85 mph WIND Crown Castle CROWN 2000 Corporate Drive CASTLE Canonsburg, PA 15317 The Foundation for a Wireless World Phone: (724) 416-2000 FAX: (724) 416-2254 1°8' BU#856360 Project: chem. Crown Castle Drawn by: NMartinak App'd Code: TIA-222-G Date: 11/01/17 Scale: NTS Path: Dwg No. E-1 Monopole Analysis per 2015IBC Site BU: 856360 Work Order: 1482450 Application: 407028 Rev. 2 aCROWN CASTLE From TNX. Axial, WI = 21.0 Shear, V,M1, = 19.0 degr degr kips kips Appurtenance Weight (top 1/3 of structure), W„ = degrees minutes seconds Fundamental Frequency, Ff = degr degr Site Latitude = 47 27 40.70 47.4613 Site Longitude = -122 14 32.70 -122.2424 Mass or Stiffness Irregularities = No (Table 2-9) (Table2-1) (Table 2-11) Ground Supported Structure = Yes Structure Class = II Site Class = D - Stiff Soil Spectral response acceleration short periods, Ss = 1.447 USGS Seismic Tool Spectral response acceleration 1 s period, S1= 0.539 Tower Height (AGL), HL = 115.0 ft (Table 2-3) (Table 2-12) (Table 2-13) (2.7.6) (2.7.6) (2.7.7.1) kips Importance Factor, I = 1.0 Acceleration -based site coefficient, Fa = 1.0 Velocity -based site coefficient, F„ = 1.5 Design spectral response acceleration short period, SDs = 0.965 Design spectral response acceleration 1 s period, SD1 = 0.539 Calculated CS = 0.643 Base Seismic Shear, VS = 11.3 Appurtenance Weight (top 1/3 of structure), W„ = 6.6 Average Moment of Inertia, Iavg = 2308.0 Fundamental Frequency, Ff = 0.286 F f related variable, SA = 0.154 Calculated CS = 0.103 Minimum CS = 0.042 Minimum CS when S1 >_ 0.75 = 0.000 Final CS = 0.103 Alternative Base Seismic Shear, VS = 1.8 Response Modification Factor, R = 1.5 CCISeismic 2.0.12 Full seismic analysis is required by 2015 IBC for all sites. kips in4 (2.7.11.2) (2.7.8.1) (2.7.7.1) (2.7.7.1) (2.7.7.1) kips ees ees Page 1 Analysis Date: 11/1/2017 Top 1/3 Weight 6.58818924 Linear Increment O Linear Seismic Induced Moment (kip -ft) CC M sO ,C N sC N In .-I 0.06 CO c-1 7' U• O c.3 C C, '' M O 7' O O O 0.47 O O O M C N 0.00 CJ CC O C ,C O 0.33 1 Is O O ^E" 4. LVil- ` . N .p© 'y L v6 cn tn s In 0 4 so C p s . 0 p .-i C 0 p ,!' O O © C C O N N O O ' © O C O C O O O O O O O O © O M N © O O O © O in N O O d' N O O N N O O In N O O V7 V) VI .--I C C C N N C N .--I C N c -I 6 Q' .-I O .--. M O C .--' C O O 0 C c-1 0 N .--( 0 N. N O N N O Cr, N C 0' N O C N O h .--1 C U N C` 056666666666666666 Is MN ,C N M N 0 N 0 T' 1. 10 M .-I 10 N 0 V) .--1 0 0 .--I 0 IL' 0 0 IC 0 0 M T, 0 7 .-y 0 N N 0 Cr, M 0 .-I 7 0 N N 0 • 0 s L .-y In O N O N O .--I O N a' O" O O O O CC O .ti O M " ''" O d' N 0 O M M C C 0 O 0 O .... © O CJ a' 0 O O VI © O IC IO 0 O . I-- 0 O O 0 O O d' 0 O SU 0 O 0 .--I so N In .-I O Q` N .-+ VD M N .41 M M O 14 CC O O 14 V' O w C d' O so O LA a' IA O N M d' O .--I N d' O O CO N C 0 CC N O LA N .-I O O 0 0 C N M O O a' 0 O O N M t` In O V) .1.V' O O N O O so 0 O O .--I N N O 0- �, C N N C c -I N N O C .-I1-1 N N O O N N O C .-I N N O .. N N O r. N N O .-I N N O ,d to Ni - C In M to V' Ln Ns to iC N N N to V) If) N ,r' In in N N Analysis Date: 11/1/2017 CCISeismic 2.0.12 Cy v N , t= E 0..-y b O X 00 C_ C .y h C N N In N O p u Li k' ti E t. ¢, tn C M 1.11t7 a, .--I O .0 a, V) M,c O O (n . v .4 .4 O O O V) N N C In T VI C.) O N .ti C .4 .4 O O O 0 0 .-I d' .--I 0 a' r. 4 - In M 0 M C` .-. ru .-y .-i O O C U ci C O to N L p 0c-©©. 0 n so .-I c -I O O O C C n M s ets O C O 6 - M so N O " e-. . .--I .--1 N ^y M Nm.. N M V) �' C1. .... I\ N CO I. Q` N O O .--I 7 In CO = rti , O Q` Cr Analysis Date: 11/1/2017 CCISeismic 2.0.12 Section Increment O Monopole Section Data Seismic Induced Moment fkin-ftl N O N c c 'c' M n a' 4M O ''' 0' N n C 'C O', N 'C c' c . ,. c" C '+ M M W O l01 .--i O 'C n C c` W Ni W 'S 4 'C n 0 M co c+ O '0 M 'C N M , W N M M N N W c" M �--� O W O n N O N O O Seismic Shear, F„ (kips) M CO C 0 CO O N- C 0 O to O C 0 e-' O O to •---OO O OO n O -0.038 W IP, O 'J -0.060 1 W '0 O O -0.013 -0.002 -0.013 t/1 C- p O p N N n N 'r p a 0 6 C' C '. a 0 0 C` 0 0 O 0 0 0, 0 0 0.087 O 0 O 0 0 O V1 1.553 1.089 0.694 'C 'C M 6 M O N p 'C C 6 OO - M N I -0.298 n 0 M 6 'r O M 6 N M N 6 C+1 co i- O ei O6 -0.029 4 O 0.218 0.274 t' C' N O 0.295 'C C` N O W co N O 0 W N C 0.271 co to N 0 , M' r' 0 - 0 0 V1 O 0 U 0.992 0.742 0.545 0.390 0.272 M 0 O 8I1'0 I n n O O co 'L' O O W „ C O O N O O N 0 N 'r O O 6 O n O O O 'C O O O 0,4 O O C O O O, N O O N C O W N co O 4a, M O O M O C 0.042 0.040 0.034 0 N O O N 0 C O LZ0'0 01Z'0 505'0 Lb6'0 BLS'1 M C C 0 ti C N .ti C C' . O W 0 O n OO C -0.043 -0.035 0 O O 0 0 p 0.033 0.049 0.059 0 sn'C 0 6 'C 0 %j O, n 0 O n 0 O 0.071 f 0.068 IT 0 V 0 C to M 0 O C' Op 0 O C' N- O' 01 O Lo 0 to N C: 'C t0 M N ri N- .--' - 1.094 M n C\ C N n W C 'C C. W O 0.739 I 0.640 1 0.573 0.552 'C C LA 0 c' N c 0 O M 0 co M N 0 0 n N N 0 , N N 0 W 'C , 0 M :V '--i 0 c" W O 0 01 0' to N O O 6 0 N H O 0 ('01 O O 0 0 0 C 0 Average Moment of Inertia (ina]_ 288.8477 345.3514 408.7885 479.5604 558.0689 0 0r n 4 'C O' ~ 0 M n N W 0 N on CO N 'C 00 - O 'L c" 0 '+ n N W - N 1300.511 2745.215 2831.023 3144.826 3436.497 3783.188 4164.827 2609.531 2890.096 a' co O O , M 3510.162 3850.964 4213.146 'C M n O' to a' 5004.256 1 5290.769 Weight (kips) 0.176324 0.187166 0.198007 0.208848 0.219689 0.230531 N M c" N O M 'C 0a N O 0.283521 0.296414 CO CM O M O 0.138252 0.033769 0.665944 4 O, W 'C O C N O Ln C' C' O 'C ^ O C I/1r( '" W 'C O 0.466127 0.482277 0.498428 0.514579 0.53073 0.546881 0.563 03 2 0.579183 0.210087 Volume (ft3) 0.359846 0.381971 0.404096 0.426221 0.448346 0.470471 0 C' to C' c" C n H C` W M O l/1 'C I, t/1 O 0.604927 0.63124 O 'C c H C' W' N O O O n cos. O 0 N3-13 N M Q' LA N 'C h': 0 ti c" d, c` '-r ri 1.262091 0' n N U/ Q' C '" N d0 W O O 1.017201 N 'C ,, t/1 0 N N M N WLn O W O .-i 1.149044 1.182005 n W N 0 Wall Thickness (in) U] N to t/1 to N n n n n X W W W W N N N N N O O C O6 10 n 0 N O N n W N O 0.21875 0.25 (NV O 0.25 rn 01 N O to p Nr . C 0.50625 0.49375 0.4875 N CC c". O 0.3125 Ln .N+ M O 0.3125 0.3125 0.3125 0.3125 N , Ms p to .Nr, 0 0.3125 Ei O C i v Ll 15.40593 16.31186 17.21778 18.12371 19.02964 19.93557 I 20.8415 I 21.53 21.4518 22.39451 N CO M 3-313 N 23.74636 23.7935 N ('�') n N 25.67892 I 26.62164 27.56435 M W N 28.05056 28.99529 29.94002 30.88475 31.82948 32.77421 33.71895 I 34.66368 I to M 0. Cd F t• C 14.5 15.40593 16.31186 17.21778 18.12371 d' 'C ON 0 119.93557 10 CO ON co O c' O0 • O N ' N 22.39451 23.33722 23.74636 23.7935 I ti N 'C n c` N 25.67892 26.62164 27.56435 1 m tri 0on n N 28.05056 1 28.99529 29.94002 to CO cn'0 0'' co N CO CO O, ,. M 32.77421 3/1 m n M M 34.66368 I Number of Sides N N N N N N N Ns N N Ns N N N 01 (V N N N N N N N Section Length (ft) to N 10 to to 10 to CO to to V1 n to ''"4 N N O in 11 1P, to N N 4 3/1 to V1 1/1 to 1/1 1/1 to 3-X1 n 'y Mid - Height, Z (ft) 112.5 107.5 102.5 97.5 92.5 to n W 82.5 H W n 76.92 N ti n N • C N M M N l0 O 3-T. Cr; v1 N 1 4 3-/1 to v' D` 4 c" c` 39.89 1 co N M W N M W N N W N ('3 co co N N N Q' N c` W O Height Above Base (ft) to O N O III '~-r •--� O� O� O' O Q' 85 0 W 1 79.42 c" n I 69.42 01 Ln �" N 4 'NO N 'C n to 52 47 N c" co .-: C oo '6 (''1 0 - , . 1_ 26.78 21.78 16.78 N co n 'O co • N Analysis Date: 11/1/2017 CCISeismic 2.0.12 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX D REQUIRED MODIFICATION DRAWINGS tnxTower Report - version 7.0.5.1 November 01, 2017 CCI BU No 856360 Page 35 4- • TOWER INFORMATION TEP / CCI SITES DOC # 5216040 TOWER MAPPED BY / DOC 9 115 FT MONOPOLE TOWER TOWER HEIGHT / TYPE: O • n ow v• a N • N o � '4'7N 0> g J w PROJECT CONTACTS: 1. CROWN PROJECT MANAGER SITE NAME: SOUTHCENTER w 0 z J 0 0 0 w 0 0 0 02 ❑ w 2 zz ❑ u0U y'-¢ OWO�wW} a w<0 LL W 0pw, O(Oi W u,mp O Z# 1.Q LJ cs-WZ Uz- 0F❑¢WU) ONWJW(q 27�WUO w❑z0wxa F 0❑0(~nww U Z Wol 0OwOca� OM W 0)LLO❑ Wwv)¢_tnwp m�¢o (L)17-z,200- 01 0ZFII--W (Z Z O(A 0)0) ¢J a' ¢Q W ❑ OOwa-❑ Za F0) D Z Fpww00 �a2} -'zU~n (q oO 0000 • 0 O N , 2oFa Y W J _ () > C c 0¢ 00 ¢ a wo U Z Uz m0 U0 >-0 Www F- 12- ¢ U • m m 01m 00< ¢¢} ❑ 0>"0 0 z0 W wwcoj c2� O Z W w¢p QCC 0 OQ BY: NCM DATE: 11/02/17 TITLE PAGE License Expires: 02/24/2019 2 0 0 W 1- Q U o Z o 0 co a w▪ c cC W 2D 0W UF= 0oa ' ( 0 0 ui F- z 00 F w J � 1 o J-0 Ct 0) • 0 w < U W 0• Z W Z Z W t` W U ••w ow Co' �¢o w waw W 6 0Wa ©Y rn 1- W u_ W rn Z LLi �� OD i_ Q Z �N�� Q 0 LlN>Q W' 0 , co co _ 0 0 r7 (9 t- " W U O 0 " :D Q m¢ W J U 0 0 W J C) g (0a Q U CO C-01 C') Z Zazall-- Z U,..�TFCI-o0 QQ ? Z Iii 111, -,"'W -64(> W to W 0 J N J 40 W �" 0 O Q J• -•-.1`-!n 0 .� U � Cn 0 I-- C W N U ce ix o 0 BU NUMBER: 856360 SITE ADDRESS: N 2 1- Qnco S ip 44n.44.-1 O • co o a> Z -D 0 Z a Ocn —0 Z HD Z 00 Y LO 1 ns •.,- --Nelson VI 2-77'-W V1111 ell AwY- a DRAWINGS INCLUDED DESCRIPTION SHEET NUMBER SPECTION CHECKLIST 7 N M 0006 o1 4 (0 V) CAW F - o Y 2 O v<1—m¢ Y ¢ 2 Z UJ 2 H F♦_ Z1 -‘-'0W 0 Z J c ¢ H NO �fn LL() Z W m0 aW c J X OH O oFa>N7 ▪ ¢3mZ OZOFO ulLLO�a. 1LwOzzW m21-} aao(D'Z rzczQ MODIFICATION INSPECTION NOTES CORRECTION OF FAILING MI'S / \ ENG/QA BY: NCM DATE: 11/02/11 ( DFT/DA BY: SL DATE: 11/08/17 APRVD BY: MSS DATE: 11/08/17 E GENERAL CONTRACTOR RECOMMENDATIONS MI CHECKLIST CONSTRUCTION/INSTALLATION INSPECTIONS AND TESTING REPORT ITEM REQUIRED (COMPLETED BY EOR) PRE -CONSTRUCTION MI CHECKLIST DRAWING / | FABRICATION INSPECTION FABRICATOR CERTIFIED WELD INSPECTION MATERIAL TEST REPORT (MTR) NOI.LD3dSNI 30N 00IV3I80V _ VN EMI -MOS -ONO M32L_ VN 31012 0528 310dONON 40 .1.):10438 30N PACKING SLIPS ADDITIONAL TESTING AND INSPECTIONS: CONSTRUCTION I X I CONSTRUCTION INSPECTIONS NA FOUNDATION INSPECTIONS NA CONCRETE COMP. STRENGTH AND SLUMP TESTS NA POST INSTALLED ANCHOR ROD VERIFICATION 1 NA BASE PLATE GROUT VERIFICATION X CONTRACTOR'S CERTIFIED WELD INSPECTION AND NDE REPORTS NA EARTHWORK: LIFT AND DENSITY X ON SITE COLD GALVANIZING VERIFICATION NA GUY WIRE TENSION REPORT X -I GCAS-BUILT DOCUMENTS ADDITIONAL TESTING AND INSPECTIONS: POST -CONSTRUCTION X MI INSPECTOR REDLINE OR RECORD DRAWING(S) NA POST INSTALLED ANCHOR ROD PULL-OUT TESTING X PHOTOGRAPHS ADDITIONAL TESTING AND INSPECTIONS: xxxxx x EP License Expires: 02/24/2019 40, F W W zce U OI— JO J = LL (n U COQ ce g i in 2 J_ Q Q UJ DO STRUCTURAL STEEL NOTES (CONTINUED) GENERAL NOTES 4. ALL FASTENERS SHALL NOT BE REUSED. W LL °wp � Z d x o�z w ° w q�o w00 ° d m !II OZ 2 2 O w OI 0 F gmo P �H ; 3wa :6,;1 w' 00¢ ZZs N m g' O 'IP 7w Z �< O U$ ¢ �LL _ w '2.'. WI p y 11 yy0 W & i Q�O o 8 �° a ww G i w� 0 �m � ? UN NmZ w � Q i -� O 0y.3 OO Z Q OV 333 3 0° i i a3W0 32Qao ° = Q i w- �a z:Z 4 0= i W i i S 2 xFw_LLN�z LI ¢ WW ¢ ti oI ow Q°i J aw w e W m . 5 g 2QO wiz my �x � wi ZZw ¢ Y m~¢ m z D_ imw U osa = PI x o 33230 5 3 5 083 .6o39w 5 w 3QO Z 3. 33 Vwmy� 8 m0 w0= 2¢pZ' 3 xU KxF 33223 83 may�z 3 LLy W` z 0� 5zww � - w Fo 2YWOh N2 zm¢� ilg mci_Pww .F awLL oao go�5-� 5W F' i!ii Z�O a 33 Ww22 ¢O w0$Z swapp >>W FUZQ maOJcgi 02 ibi nzuao HJ y HY m0oiw li � i°z�w H �Q3a¢- yw'Y 6r ZZw<O F pUO 6°mwQi w0 Zrtt�o °zap f°LLaw w`~' z,Waww! 3 sI wk+ 0 �n wewc> ,-, z �� apLL 35WWm 3¢' 832355 „3� a$p !iiia,, 33 33 "STRUCTURAL WELDING CODE -STEEL". 1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE AWS DI.1/D1 3 z 2 >1- 2 v a oQ a o 8 Q' ° Ua 00 a"o J 'a 0o za waw >o Dww a"' z woz oLL -' w w zoz � � w 3_ 33a 3 a HLZ 6 z S W= w ° yw0 ¢ O ZO V 2°o 0�w �a � 3 .3 i6 20= LL o0 LLo 2 O licl, ° 3Q 13 ° w�FF ¢ �m ° p oa mFw o � m 3° '1 wi 3 ¢S -ofd ii w � hU,2 (�� QO O mF 6 %% �u n m LL ° 2ZZodIII; �O Hiild m V ZyW F OU�¢irVf2o¢Ozo�uyyotiw o o W 3 3333 a '':,,LE 53 ° 33 '333934 a El ww d gzi my"° fo< LLaa 3 w 6'x' z azw mF¢ 0 LlW ,L6 -°m-W i a °a Sn 3� +�aQpo z x U mQuz O p� ��n',4 ill �2� ¢2 g aow w 0 �u o 0 � w i�z=waww '"'a w5d' mz .ig ozaw w� "cwi�o�ouNOF.w'n °1w Foo J ym pN-, �`O o ° z�a`?o :_ih , o w�w�w � =LLQ w w< wi o 3<3Jmy�~LLW�0;1E' 0 (n 33w 9w - w a�H rF LL¢rzoz�t�z3r H om g > z. mz LH 3 .mwS-Q� w'a`y` w1 O Lg: 3Woz °za ° Fm Yiw3°�u'a ��1O>N J ywm z WSW 4az azo 3 oz uw �iw Nii �3g?ooo3'33i$�zoQoioo���oaI o '1 8 sm° ° w e' m n m a 00 43 twF o a LI' 39 533 a°1 � o w �� Yo 3 =«w 3 3 ami 2o o x¢o , o Umz ¢ oQ o y r''' L''2. 0 wa z� 0LI a xa - °oa 3 ori 1 m3 0gLI 3 3w 8 H 334 g 53 3 r° ¢3z 00 °z W 233 F Eo 3 m� Nwi 2 m - � �i °0° Zug 00 wF OZ w V Q UW 3 OZ a Gw 333 F 03 F =-2° ap o o�8 W U' ¢ ffi Z=i - 3w ¢ F 00 U <1?! 438 55J33 O Z 3 83 0 43o° _3 3 0oill mw w 'mrdo¢� i rcYg cwi � o w 9 45- y Q 3 2N o2. -n LLV'n Mw 5 w a6i.6,-80 saw OZ wp 0 a LLso u z 1111 zm0<¢'4zE ow�iF¢YWWO w w G 85ym3wOLL¢°OZOUZ�u�S2uiJ QO<OoF 110IwJar!aU4 i¢O 6 �V tJ w= ¢J¢?Ft0'J Li '�ZF y2ZxzK OaQ V °°Z = W N RRt ¢LL £�� �O Z U 6 UWF ° W - Q€)_ O� °� ZQ� O 3 ¢ v Fwm 5 rc w 0w raj ,I'll z - o o 3 3 m o W o0 N3 r 3m° mp 50 3393 2 w m° i` �'i W xy II! io J�B� Z 6 LLW m 0 h Ww NN ; 5r -Q ¢ i vo d O'wi' a NNf Y O hwim Z°U W OF 2 Eli wU1 Y mo fig Np° ~Y¢¢ Q d30°oaf<U'w0� zo'doo�'d-33�'d o k°'0d3 3 !° 3 mo _= H ww Yam LL ‘ii wz " L' -',.a% °'d' i g -'m w i¢ rca0m LL dw� � iw° o zw ° u coi°'8W F 6¢ 5 wz�m �x mo r-F''�i' 3 33 ' S o 3 gcz 'Yo w zz i ❑m 3 w 34 a 0 a m 3333 3 333 a3 t0 N8°3 0 33J ENG/CA BY: NCM DATE 11/02/17 3 DFT/OA BY: SL DATE: 11/08117 APR/0 BY: MSS DATE: 11/08/17 SCALE: N.T.S. 2. w¢ 3 O OZ C w w 8 83 0 0 Fr 333 3p4 Q F2 Q _._ W¢ KZ ¢mow ‘‘,4,Ow 20 Z 3 UWU ° �w V w W& A� w as 938 w h$11 Eooz x �E"wwz u> ¢z i�¢'cf_>F �_3E¢a� J 3 wF ga¢x��m z9 o°¢�m3oo���o°�ow�o3�Ua�°o¢a�Yoo g� �aa'�Fina�4_ i�.wac°i8wsyrcy°d�$ yQ m p oEF W W w EF o ° k_ 0 3 a 5 00 O4 pZ a O License Expires: 02/24/2019 8 0 8 2 2 0 w W 30 'ox J L3'0) F U 5 EXTERIOR OF POLE SHAFT INTERIOR OF POLE SHAFT Z N_ J Q K ❑ Cn ❑ Q J 0 W w as 0 Q ❑ 0a ao 00 00 x Z Z W Q 2J� J Q 0 W 9 z0 U0_ oLU Zo,_ LI a E a u. , OE Q M Z UO Z Z0 O W 0Z 0 J W OL JQ `5 0 �0Q ❑ a ❑ w O -1J CC W NJ Z m WcnW cnQ J 0 m z - PATENT PENDING - O 0 Z 0 3 H Cn c 00< Z 0 LL F- 0 m N Z W 0 W Z a W w ca0) 0 0 1- ❑ W O U o W m O Z o0 co 000 co Z W � N Z Z O Z0 W ❑ 1- J O J ❑ ILLL J a 0< K u_ Q ❑ W it 5 0 0 x r 0 0 J z iY W F- 0 ❑ 0 N 11 0 a 0 O] Q❑ 2 o F m 0 W❑ >OW WMU II W W 2 = N W La V7J POLE SHAFT WALL Z Q D a LL 2 QOM U Z z Z JNA Z- OE J J K Z ❑00 ❑ 0 O J ❑ Z Www 0 cc a W 2 O o 00 U x F- 0 0 F 0 TYPICAL NG2. BOLT DETAIL MAX GRIP RANGE (a r !� c4 Wg cxn w a d, M CO to to N 03 POLE SHAFT WALL Z Q D a LL 2 QOM U Z z Z JNA Z- OE J J K Z ❑00 ❑ 0 O J ❑ Z Www 0 cc a W 2 O o 00 U x F- 0 0 F 0 TYPICAL NG2. BOLT DETAIL MAX GRIP RANGE (a r '&) ; .-- d. .- N 10 N d, M CO to to N 03 O. 00 io 00 -"v a Z ^ ' 4 N ` M M N g N SLEEVE LENGTH io m 'ao to Ij ir?'- iV n iM Y N BOLT LENGTH O O 0 M20x135 0 0 0 N N N N N N PART NUMBER 2NG2036 2NG2048 2NG2057 2NG2068 CO 2NG2127 2NG2212 0 N Z N i r 0 O ENO/OA BY: NOM DATE: 11/01/17 APRVD BY: MSS DATE 11/09/17 cri (r 0 Z OW N Z W ZOO o F 0 1-z W W Z❑° Z Er) Q 000 W 0 a A0E- W H Z Q Cn CI) n CNI CV O # p NU V N co Ca oD m m N ma 0 2 _I m3 � c o` m a U c U c W A W ftl 11-j W K 07 0 U LL 0 U CC 0 u, N0.1 t0 Q M U NNf/j 0W z OF cW Z —oLL J W o Q f0 CO ❑ W QO W UJ c CO COY jI- Qgz0 J a, Um ¢may Cn 0 W w F- O F- 12 W w w ~ a W ❑ G F ❑ ❑ w E ❑ m ❑ W <<0 ?x 0 X00 Z- l J w t7 022 z to 1- N D Q W0 co Qa w~ 201- 0- 2 0 Qill 01 Z Q 02M ro Z 0u_ • FORGBoIt'" NOTE SHEET: A325/PCB.8 LANDSCAPE VERSION DATE 01/29/2015 NOTES: 1. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS', DEC. 31, 2009. 2. ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS', DEC. 31, 2009. OVERALL LENGTH (SEE CHART) 1 KNURLED CONE INTEGRAL SHEAR SLEEVE BOLT HEAD SHEAR ZONE SILICONE BAND / COLOR -CODED WRAP (SEE CHART) BOLT THREADS SILICONE BAND HEX END HEAW HEX NUT HARDENED WASHER W2 DTE SQUIRTER WASHER —HARDENED WASHER W2 HARDENED WASHER WI PRE-INSTALLED FORGBoItTM ASSEMBLY DETAIL BOLT HOLE NOTES: 1. ALL SHOP -DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER. THE MAXIMUM SHOP -DRILLED HOLE DIAMETER PERMITTED IS 1-3/16". 2. ALL FIELD -DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER. THE MAXIMUM FIELD -DRILLED HOLE DIAMETER PERMITTED IS 30 MM. FORGBoItTM AISC Group A Material: ASTM A325 and PC8.8 (Tensile Stress, Fu = 120 ksi minimum) GROUP A FORGBoItTM Size (mm) Overall Length (inches) Estimated Weight Each (lbs) Grip Range (inch) Comment Color Code 1 2 3 4 5 6 135 5.31 1.3 3/8" to 1" 160 6.30 1.6 3/4" to 1-1/2" RED GREEN 195 7.68 1.9 1-1/4" to 2-1/4" BLUE 260 10.24 2.6 2" to 3-1/2" Splice Bolt YELLOW 365 14.37 3.6 3-1/2" to 5-1/2" Flange lump Bolt ORANGE 440 17.32 4.3 5-1/2" to 8-1/2" Flange Jump Bolt BLACK DTI Note Each Group A (A325/PC8.8) FORGBoIt" assembly shall have a 'Squirter' DTI that is compatible with a M20-PC8.8 bolt. INTERIOR OF POLE SHAFT SHEAR PLANE(5) FIELD DRILL 30 MM DIAMETER HOLE IN EXISTING SHAFT SHEAR SLEEVE FLARED END BOLT SHEAR ZONE INTEGRAL SHEAR SLEEVE MINIMUM MAXIMUM GRIP LENGTH (SEE CHART) 1EXTERIOR OF POLE SHAFT 1 SHOP DRILL 30 MM NOMINAL (1-3/16" MAX.) DIAMETER HOLE IN REINFORCING PLATES 4i///////,///v///////////�/.Uu11(L 1 IIIIII IIIIIII!Ir i l�IIIWYYYYYYIIIi - AW v Nr EXISTING POLE SHAFT NEW SHIM PLATE (AS NECESSARY) NEW SHAFT REINFORCING //A BOLT THREADS HEAVY HEX NUT HARDENED WASHER W2 DTI SQUIRTER WASHER HARDENED WASHER W2 HARDENED WASHER W1 INSTALLED FORGBoItTM ASSEMBLY DETAIL DISTRIBUTOR CONTACT: PRECISION TOWER PRODUCTS PHONE: 440-214-2372 EMAIL: lnfo@precisiontowerproducts.com WEB: www.precisiontowerproducts.com CONTAINS PROPRIETARY INFORMATION PATENT PENDING O Copyright 2013 to 2015 by PTP, ell rIghb reserved. FORGBoItTM Installation Follow aII Manufacturer/Distributer Recommendations for Installation, Tightening, and Inspection. 1. FIELD DRILL HOLES TO 30 MM DIAMETER. 2. SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS). 3. INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1 FLUSH AGAINST OUTSIDE OF PLATE. 4. HAND TIGHTEN NUT TO FINGER TIGHT. 5. TIGHTEN NUTTO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION. 6. PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS. IC I� HEX END CROWN CASTLE THIS DRAWING 15 COPYRIONTE IS TNE NO. DATE DESCRIPTION REVS/0N5 11/10/2017 License Expires: 02/24/2019 Crown Castle USA, Inc Engineer/Land Surveying #2271 GU. AHO „ BY VNTHOUT WRITTEN PERMISSION OF CROWN CASI1E SITE NAME: SOUTHCENTER BU NUMBER: 858360 WO NUMBER: 1482450 SITE ADDRESS: 15T00 NELSON ROAD SOUTH TUKWILA, WA 08188 KING COUNTY, USA ENG/OA BY: NCM DATE: 11/02)17 OFT BY: EJB DATE: 11/02/17 DFT/OA BY: 51 DATE: 11/08/17 APRVD BY: MIS DATE: 11/00/17 SCALE: N.T.S. FORGBoIt", BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-5 REV 0 EXTERIOR OF POLE SHAFT INTERIOR OF POLE SHAFT SHAFT REINFORCING ELEMENT act >Q J Q 2 0 J WOag UOX-X zl-o U —? 22 W c0 F U(7" WJE ix J E Q N ❑ CO<0< W w JO a 2Z ❑aQW JW❑w N j a 0200 0 eL J J 2000 U) 0 U 2 O Z 0 w Q 5 co DTI "SQUIRTER" POLE SHAFT WALL F436 WASHER 0 5 W CV2 CV S Q Z (0J aw 1 z 0W 2 0 0 = (7 o o W J w Z W W O L n AJAX NUT (PRE -LUBRICATED) ONESIDET" SOLID WASHER W W J N a < a 0 a oCI- 0 0Z W CCU 5J O w N Z Z W O 0 Z w0 z O§ w W 0 v) FJ Z 2(0DU �► \ 'NI 1 -►'1��\ 0.500" / 0.787" ``` O ZZa a (9 O A CV c) 2.375" / 3.031" r 3.425" / 4.724" 1- Z w w w J (7 U 0: 0 Z 1- 2 POLE SHAFT WALL SERRATIONS UNDER HEAD ONESIDET" SPLIT WASHER MANUFACTURER INSTALLATION VIDEO 0 0 Z W °reaou ENG/CA BY: NCM CATS: 11I0211T 0 SCALE: N.T.S. O V J O 0 5 AJAX ONESIDET"BOLT DETAIL 0 0 0 GRIP IMP 0.500" / 0.787" O N I- co I., O 'Op m \ O '- O W fa O O A CV c) 2.375" / 3.031" 2.637" / 3.543" 3.425" / 4.724" 4.724"/8.310" a K (5 0 N 110 N N 0 ni 0 N 30.0 / 50.0 0 0 N N K 49.0 / 77.0 0 r- 0 0 0 0 O (0 87.0 / 120.0 0 O N SLEEVE LENGTH 0 cn N Ci 0 O 14.0 (0.551") 22.0 (0.866") CS 0 M 39.0 (1.535") 48.0 (1.889") 57.0 (2244") 76.0 (3.000") O I- COLOR ORANGE BLACK GREEN YELLOW BLUE BROWN PURPLE RED SILVER SIZE c`OC 0 ONi 0 0 m x v_ m 0 x ,_ ,_ x x M20 x 250 CODE co 00 0 5,i1 CO 0) 0 72.'v 0 a D3 0 OSBA20.95-22 OSBA20.95.30 OSBA20.135-39 I M d CO O OSBA20.135-57 OSBA20.165-78 OSBA20.250 0 0 U Q a w cc se 7 w U 0 W (AF LL < z • w <• 10 0 0 tiiU Z y Q 0 c0 0 Q • �z W W 0W(>() Qaga 5z W cc 0 0 Z S W o v co W UJ` -'0 Y w m E>ctzzO)Q W 20v -a ❑ lai License Expires: 02/24/2019 0 O 0 U 0 U 1- Z w 2 W O_ • (�5 ~rt z J w Z K - w Z < w w QWU O cc • 0 � u co co Z 2O� Z O 00Q 1 u)z2 O O CN2 O ccoo a Ia-1-- w Z a 0 J — l 2a 0}U (A L K(a Z Q U I- > a W ce O <02 (00a cn2 U - a< Low I-21 wm Z a 0 7 m 0D• Z0< X0)0 } m J D C 0) <0 m0)0 LiQOO w�0 Z509nu00 . r O O Z W W W <00 05WUh J O U. Wa a E Z Z O 10 co of Z r N e POLE MODIFICATION SCHEDULE 0 INSTALL NEW FLAT PLATE REI Yp 00 zo z 0 0 it U w a w w J 0 0 A572 GRADE 65 s 2 mV� wZ POLE SHAPE TYPE: SHAFT STEEL: 0 SHAFT SECTION DATA 0 KZ ao 0 SV NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES CCI FLAT PLATE (65 KSI) REINFORCING SCHEDULE �Sq it 00 wa 3U' m QOM Z t 0 lL .. O O� 60 Em PART NUMBER N (1) License Expires: 02/24/2019 _._ N011VW210iNIONI30) 0I3tl i 0(0 L10412.MN0 335 DESIGN LOADS BASE SEISMIC SHEAR Ve 11.3 Np FOUNDATION LOADS O E SEISMIC DESIGN om PE BASE LEVEL DRAWING z 0 w J w w J O `6- F15 0 a 0 r 4B License Expires: 02!2412019 0 License Expires: 02/24/2019 0 X LSS VOL a69'6 MODIFIED SECTION PROPERTIES: PROPERTIES: CALCULATIONS: CALCULATIONS: nn es Tram centroid to outer WELD SIZE: SUMMARY: gig •� m p COPY D0 NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIUFN$IQNS ANA .AiI'1 E CQN 9LT 9F A�7Y ERRORS OR OMI551bN5. ND VARIATIIOINS D MO 1 iIDN i0 WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS OF MORRISON NOR 1HE ARCIITECM TIILL. NEITHOWAJN THE DNG ISON HERSHN NORSHFIELD CHITECT TIDN. NEITHER ING CONS RUCTIO IELD REVIEW OF THIS PROJECT. _FD PLANNING [� (� ,//'''�� p p� .... f Lei-\ /-1 �� ll �I i� • PF (,INNING /APPROVED• rYll ///��� {!.v/(� VERIZON SLIM DESIGN FIRST TIME INSTALL �® Permit ') 1 / / 013(p (or No be to these changes can made. plans without approval from the Planning Division of DCD Approved ��. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordnance. Receipt ver zon 8259 REGISTERED ARCHITECT ROBERT ERRY LA STATE OF WASHINGTON`) d��►- ..► 717.12.11 18:04:44-05'00' ROBERT LICENSED JERRYARLARA TECT STATE OF WASHINGTON 8259 '�' of approved Fief Copy and «•nditions is acknowledged: `ate: ' t--3O --1$ VERIZON ID: LONGACRES WAY /I.., , ,.t" ,_1.4.,f/1 , j-r\, Date: 2011 f eLS6Le _- _ _ 5 `�`�GGG���"`���"' v REVISIONS No changes shall be made to the scope s of work without CROWN CASTLE PROJECT NAME: SOUTHCENTER City Tukwila CROWN CASTLE BU #: 856360 �+ of CONSTRUCTION prior approval Tukwila Building Division. vision NOTE: Revisions will require a new plan submittal and may include additional plan review fees PROJECT LOCATION: 15700 NELSON PL., TUKWILA, WA 9805 APPLICATION #: 407028 REVIEWED FOR LCODE COMPLIANCE APPROVED APR3 0 2018 BUILDING DIVISION 0 12/11/17 ISSUED FOR PERMIT VICINITY MAP PROJECT INFORMATION _ JURISDICTION: TUKWILA :•,•q7• • GLOBAL TOW ZONING CLASS: C 601 POYD'• OCCUPANCY GROUP: UTILITY NEW ORLEA A-�- 1. ' r 5.11 Tu ' 4 , �'J JC DING DTVI USC RIZON WI �INSTAL ES, 1 ) S y, i t SCOPE OF WORK LESS PROPOSES TO INSTALL AN UNMANNED TELECOMMUNICATIONS FACILITY CONSISTING OF TION OF (6) NEW PANEL ANTENNAS. (1) 2'0 MW DISH ANTENNA. (9) RRU'S, (2) HYBRID MW FEEDER AND(2)JUNCTION BOXES ON A PROPOSED ANTENNA PLATFORM. ALSO POUND N REALATION OF (3) EQUIPMENT CABINETS AND H—FRAME WITHIN AN EXISTING A 10/30/17 ISSUED FOR REVIEW No. Dote Revision a • V4 grad1 U Wt,51 S V 7 r 1r t f Imprufbttn" ( Ser•. j ;jp, - ! 41` Industrial CratingTOWER " _dS ;p�). & Packing Hampton Inn Seettt /sautticenter 12. AA I i ,'F� • I S 15611i St 4 "� Rainier Rubber Fr trrierl e he rater IP Z 10 VI, VI 0. lollBU# Bayview 0 Urnaushne Service Central welding Supply [ PROJECT SITE L4ngacr $WayCr <� N 1/11 Client: Verizon CONSTRUCTION TYPE: CO—LOCATE TAX PARCEL ID: 000580-0027 PARCEL SIZE: 0.64 ACRES OPERATOR; LIST 0 F DRAWINGS LATITUDE: 47' 2T 40.70" CROWN CASTLE USA LONGITUDE: (4,72.2' 14' 32.70' ) 1505 LWESTLAKE, 109 N. SUITE 800tb (-122.24250000) STRUCTURE HEIGHT: 115'-0" (TOP OF MONOPOLE) LEASE AREA: 80 S.F. WITHIN AN EXISTING COMPOUND VERIZON CONTACT. SHEET DESCRIPTION Implementation Team: CROWN `.f 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 T-1 COVER SHEET T-2 GENERAL NOTES AND SYMBOLS A-1 SITE PLAN A-1.1 COMPOUND AND EQUIPMENT PLANS RECEdVEDCASTLE A-2 ELEVATIONS A-3 CONSTRUCTION DETAILS ' O �����8 �� A-4 CONSTRUCTION DETAILS RF-1 ANTENNA CONFIGURATION RF-2 PLUMBING DIAGRAM E-1 ELECTRICAL NOTES AND SYMBOLS MAR 0 9 2018 E-2 ELECTRICAL SITE PLAN E-3 ELECTRICAL PLAN, NOTES, AND RISER DIAGRAM E-4 GROUNDING PLAN AND NOTES E-5 ELECTRICAL GROUNDING DETAILS & PANEL SCHEDU�� r II p carrot E-6 ELECTRICAL & GROUNDING DETAILS M u Ln1tj o E-7 ELECTRICAL & GROUNDING DETAILS 00 19COMPLIANCO° TERESA BEARD VERIZON WIRELESS 3305 160TH AVE SE BELLEVUE, WA 98008 teresa.beard®verizonwireless.com LEGAL DESCRIPTION A&E Team: MORRISON 600 STEWART SEATTLE, Tel. www.morrisonhershfield.com HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 MEADER HENRY D—C #46 LOT 1 OF CIN OF TUKWILA SHORT PLAT NO 91-10—SS RECORDING NO 9211101678 SAID SHORT PLAT DAF — POR OF HENRY MEADER D C NO 46 IN SECTION 24-23-04 DAF — BEG SW CORNER OF SECTION 24 TH S 87-48-34 E 1110.88 FT TO MONUMENTED C/L OF STATE ROAD 2—M WEST VALLEY ROAD TH N 07-42-44 W 587.30 FT TH N 87-08-00 E ALG C/L OF S 158TH ST 519.25 FT TO ELY MARGIN OF PUGET SOUND POWER & LIGHT CO R/W TH N 01-21-41 W 18.08 FT TO P08 TH N 87-15-22 E ALG NLY MGN OF S 158TH ST 127.95 FT TO WLY MGN OF CHICAGO — MILWAUKEE & ST PAUL RR R/W TH N 03-34-46 E 273.59 FT TH S 87-15-22 W 152.17 FT TO PUGET SOUND POWER & LIGHT CO R/W TH SLY ALG ELY MGN OF SAID R/W 272 FT MORE OR LESS TO POB Project Info: 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 CONTACTS Drawing Title: COVER SHEET I •,1: ME CONTACT: ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH THE CURRENT CONDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING W PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES: WASHINGTON STATE AND LOCAL BUILDING CODES WITH THE FOLLOWING REFERENCE CODE: 2015 INTERNATIONAL BUILDING CODE (IBC) 2015 INTERNATIONAL MECHANICAL CODE (IMC) 2015 INTERNATIONAL FIRE CODE (IFC) 2017 NATIONAL ELECTRIC CODE (NFPA 70) PAUL LONG •• 1505 WESTLAKE AVE N. SUITE 800 � 3iy A SEATTLE, WA 98109 t — .5.A%T8 PHONE: 206.388.9090 I IrG• ��� RB L..4 1•tvChan PROJECT MANAGER: •.. :00 ROY LORETE MORRISON HERSHFIELD CORP • 41'�, 111THESE E 600 STEWART ST, SUITE 200 L. SEATTLE, WA 98101 R. PHONE (206) 268-7370 g R. Horete®morrisonhershfield.com - PROFESSIONAL OF RECORD. DRIVING DIRECTIONS (FROM SEA—TAC AIRPORT, WA) 1. HEAD SOUTHEAST ON AIRPORT EXPRESSWAY TOWARD DEPARTURES DR. 2. SLIGHT LEFT ONTO AIRPORT EXPRESSWAY 3. KEEP RIGHT AT FORK, FOLLOW SIGNS FOR WA-518 E/ 1-5/ —405 AND MERGE ONTO WA-518 E 4. WA-518 E TURNS SLIGHTLY RIGHT AND BECOMES I-405 N 5. TAKE EXIT 1 FOR W VALLEY HWY/ WA-181 TOWARDS TUKWILA 6. CONTINUE STRAIGHT ONTO S 156TH ST 7. TURN RIGHT ONTO NELSON PL. Project Number. 7170282 Start Date: 10/25/17 KELSEY PUHALLA EtreaCtete ROBERT J LARA CROWN CASTLE USA800 MORRISON HERSHFIELD CORP 1505 WESTLAKE AVE N. SUITE 5+ PHONE: (954) 577-4668 SEATTLE, WA 98109 ��4•••••000000 ][ rlora®morrisonhershfield.com PHONE: 480.735.6953 .811 C)�,jtca T '"'r,,�q i zn` f,LL.i APPROVALS Drafter: JS Designer. LB SIGNATURE DATE Project Manager: RKL Professional of Record: RL REPRESENTATIVE Revision No: A Sheet No: T-1 SITE OWNER RF ENGINEER GENERAL NOTES LINE/ANTENNA NOTES ABBREVIATIONS 1. WORK SHALL COMPLY WITH ALL APPLICABLE CODES, ORDINANCES, AND REGULATIONS. ALL NECESSARY LICENSES. CERTIFICATES, ETC., REQUIRED BY AUTHORITY HAVING JURISDICTION SHALL BE PROCURED AND PAID FOR BY THE CONTRACTOR. 2. MORRISON HERSHFIELD CORPORATION HAS NOT CONDUCTED, NOR DOES IT INTEND TO CONDUCT ANY INVESTIGATION AS TO THE PRESENCE OF HAZARDOUS MATERIAL, INCLUDING, BUT NOT LIMITED T0, ASBESTOS WITHIN THE CONFINES OF THIS PROJECT. MORRISON HERSHFIELD CORPORATION DOES NOT ACCEPT RESPONSIBILITY FOR THE INDEMNIFICATION, THE REMOVAL, OR ANY EFFECTS FROM THE PRESENCE OF THESE MATERIALS. IF EVIDENCE OF HAZARDOUS MATERIALS IS FOUND, WORK IS TO BE SUSPENDED AND THE OWNER NOTIFIED. THE CONTRACTOR IS NOT TO PROCEED WITH FURTHER WORK UNTIL INSTRUCTED BY THE OWNER IN WRITING. 3. ALL MATERIAL FURNISHED UNDER THIS CONTRACT SHALL BE NEW, UNLESS OTHERWISE NOTED. ALL WORK SHALL BE GUARANTEED AGAINST DEFECTS IN MATERIALS AND WORKMANSHIP. THE CONTRACTOR SHALL REPAIR OR REPLACE AT HIS EXPENSE ALL WORK THAT MAY DEVELOP DEFECTS IN MATERIALS OR WORKMANSHIP WITHIN SAID PERIOD OF TIME OR FOR ONE YEAR AFTER THE FINAL ACCEPTANCE OF THE ENTIRE PROJECT, WHICHEVER IS GREATER. 4. THEGENERAL AND EACH SUBCONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL EXISTING G CONDITIONS AND UTILITIES AT THE JOB SITE BEFORE WORK IS STARTED. NO CLAIMS FOR EXTRA COMPENSATION FOR WORK WHICH COULD HAVE BEEN FORESEEN BY AN INSPECTION, WHETHER SHOWN ON THE CONTRACT DOCUMENTS OR NOT, WILL BE ACCEPTED OR PAID. 5. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING DIMENSIONS AND CONDITIONS AT THE JOB SITE WHICH COULD AFFECT THE WORK UNDER THIS CONTRACT. ALL MANUFACTURERS RECOMMENDED SPECIFICATIONS, EXCEPT THOSE SPECIFICATIONS HEREIN, WHERE MOST STRINGENT SHALL BE COMPLIED WITH. 6. THE CONTRACTOR SHALL VERIFY AND COORDINATE SIZE AND LOCATION OF ALL OPENINGS FOR STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING, CIVIL, OR ARCHITECTURAL WORK. 7. THE CONTRACTOR SHALL VERIFY THAT NO CONFLICTS EXIST BETWEEN THE LOCATIONS OF ANY AND ALL MECHANICAL, ELECTRICAL. PLUMBING, OR STRUCTURAL ELEMENTS. AND THAT ALL REQUIRED CLEARANCES FOR INSTALLATION AND MAINTENANCE ARE MET. NOTIFY THE CONSULTANT OF ANY CONFLICTS. THE CONSULTANT HAS THE RIGHT TO MAKE MINOR MODIFICATIONS IN THE DESIGN OF THE CONTRACT WITHOUT THE CONTRACTOR GETTING ADDITIONAL COMPENSATION. 8. DO NOT SCALE THE DRAWINGS. DIMENSIONS ARE EITHER TO THE FACE OF FINISHED ELEMENTS OR TO THE CENTER LINE OF ELEMENTS, UNLESS NOTED OTHERWISE. CRITICAL DIMENSIONS SHALL BE VERIFIED AND NOTIFY THE CONSULTANT OF ANY DISCREPANCIES. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAILY CLEAN UP OF ALL TRADES AND REMOVE ALL DEBRIS FROM THE CONSTRUCTION SITE. AT THE COMPLETION OF THE PROJECT, THE CONTRACTOR SHALL THOROUGHLY CLEAN THE BUILDING, SITE, AND ANY OTHER SURROUNDING AREAS TO A BETTER THAN EXISTING CONDITION. 10. THE CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY BRACING AND PROTECTING ALL WORK DURING CONSTRUCTION AGAINST DAMAGE, BREAKAGE, COLLAPSE, ETC. ACCORDING TO APPLICABLE CODES, STANDARDS, AND G000 CONSTRUCTION PRACTICES. 11. THE CONTRACTOR SHALL MEET ALL OSHA REQUIREMENTS FOR ALL INSTALLATIONS. 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DAMAGES TO THE EXISTING CONSTRUCTION AND REPAIR ALL DAMAGES TO BETTER THAN NEW CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DAMAGE TO THE BUILDING SITE OR ANY ADJACENT STRUCTURES AROUND THE PROJECT. THE CONSULTANT SHALL BE SOLE AND FINAL JUDGE AS TO THE QUALITY OF THE REPAIRED CONSTRUCTION. ANY ADDITIONAL MODIFICATIONS WHICH MUST BE MADE SHALL BE MADE AT THE CONTRACTOR'S EXPENSE. 13. WHERE ONE DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS, EVEN THOUGH NOT SPECIFICALLY MARKED ON THE DRAWINGS OR REFERRED TO IN THE SPECIFICATIONS, UNLESS NOTED OTHERWISE. 14. WHERE NEW PAVING, CONCRETE SIDEWALKS OR PATHS MEET EXISTING CONSTRUCTION, THE CONTRACTOR SHALL MATCH THE EXISTING PITCH, GRADE, AND ELEVATION SO THE ENTIRE STRUCTURE SHALL HAVE A SMOOTH TRANSITION. 15. THE CONTRACTOR SHALL MODIFY THE EXISTING FLOORS, WALL, CEILING, OR OTHER CONSTRUCTION AS REQUIRED TO GAIN ACCESS TO AREAS FOR ALL MECHANICAL, PLUMBING, ELECTRICAL, OR STRUCTURAL MODIFICATIONS. WHERE THE EXISTING CONSTRUCTION DOORS, PARTITIONS, CEILING, ETC.. ARE TO BE REMOVED. MODIFIED. OR REARRANGED OR WHERE THE EXPOSED OR HIDDEN MECHANICAL, ELECTRICAL, SYSTEMS ARE ADDED OR MODIFIED, THE GENERAL CONTRACTOR SHALL REPAIR. PATCH AND MATCH ALL EXISTING CONSTRUCTION AND FINISHES OF ALL FLOORS WALLS AND CEILINGS. WHERE CONCRETE MASONRY CONSTRUCTION IS MODIFIED, THE CONTRACTOR SHALL TOOTH IN ALL NEW CONSTRUCTION TO MATCH THE EXISTING BOND. WHERE CONCRETE CONSTRUCTION IS MODIFIED, THE CONTRACTOR SHALL VERIFY THE EXACT DETAILS TO BE USED FOR CONSTRUCTION. ALL WORK SHALL BE COVERED UNDER THE GENERAL CONTRACT. 16. 17. 18. VERIFY ALL EXISTING DIMENSIONS PRIOR TO PERFORMING WORK. VERIFY LOCATION OF ALL BURIED UTILITIES PRIOR TO ANY EXCAVATION. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR APPLYING FOR COMMERCIAL POWER IMMEDIATELY UPON AWARD OF CONTRACT. THE GENERAL CONTRACTOR IS REQUIRED TO KEEP ALL DOCUMENTATION RECEIVED FROM THE POWER COMPANY, ACKNOWLEDGING APPLICATION FOR POWER, WRITTEN AND VERBAL DISCUSSIONS WITH THE POWER COMPANY, ETC. 19. THE GENERAL CONTRACTOR SHALL OBTAIN WRITTEN CONFIRMATION OF THE EXPECTED DATE OF COMPLETION OF THE POWER CONNECTION FROM THE POWER COMPANY. 20. IF THE POWER COMPANY 15 UNABLE TO PROVIDE THE POWER CONNECTION BY OWNER'S REQUIRED DATE, THE GENERAL CONTRACTOR SHALL PROVIDE AND MAINTAIN A TEMPORARY GENERATOR UNTIL THE POWER COMPANY CONNECTION IS COMPLETED. COSTS ASSOCIATED WITH THE TEMPORARY GENERATOR TO BE APPROVED BY THE OWNER. 21. IF THE GENERAL CONTRACTOR FAILS TO TAKE NECESSARY MEASURES AS DESCRIBED IN NOTES 18, 19 AND 20 ABOVE. THE GENERAL CONTRACTOR SHALL PROVIDE A TEMPORARY GENERATOR AT NO COST TO THE OWNER. 22. PLANS PART OF THIS SET ARE COMPLEMENTARY. INFORMATION IS NOT LIMITED TO ONE PLAN. DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND SHALL REMAIN THE PROPERTY OF THE ARCHITECT, WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS EXECUTED OR NOT. THEY ARE NOT TO BE USED BY THE OWNER ON OTHER PROJECTS OR EXTENSION TO THIS PROJECT EXCEPT BY AGREEMENT IN WRITING AND WITH APPROPRIATE COMPENSATION TO THE ARCHITECT. THESE PLANS WERE PREPARED TO BE SUBMITTED TO GOVERNMENTAL BUILDING AUTHORITIES FOR REVIEW FOR COMPLIANCE WITH APPLICABLE CODES AND IT IS THE SOLE RESPONSIBILITY' OF THE OWNER AND/OR CONTRACTOR TO BUILD ACCORDING TO APPLICABLE BUILDING CODES. 23. IF CONTRACTOR OR SUB -CONTRACTOR FIND IT NECESSARY TO DEVIATE FROM ORIGINAL APPROVED PLANS, THEN IT IS THE CONTRACTOR'S AND THE SUB -CONTRACTOR'S RESPONSIBILITY TO PROVIDE THE ARCHITECT WITH 4 COPIES OF THE PROPOSED CHANGES FOR HIS APPROVAL BEFORE PROCEEDING WITH THE WORK. IN ADDITION THE CONTRACTOR AND SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR PROCURING ALL NECESSARY APPROVALS FROM THE BUILDING AUTHORITIES FOR THE PROPOSED CHANGES BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR AND SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR PROCURING ALL NECESSARY INSPECTIONS AND APPROVALS FROM BUILDING AUTHORITIES DURING THE EXECUTION OF THE WORK. 24. IN EVERY EVENT, THESE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS SHALL BE INTERPRETED TO BE A MINIMUM ACCEPTABLE MEANS OF CONSTRUCTION BUT THIS SHALL NOT RELIEVE THE CONTRACTOR, SUB -CONTRACTOR, AND/OR SUPPLIER/MANUFACTURER FROM PROVIDING A COMPLETE AND CORRECT JOB WHEN ADDITIONAL ITEMS ARE REQUIRED TO THE MINIMUM SPECIFICATION. IF ANY ITEMS NEED TO EXCEED THESE MINIMUM SPECIFICATIONS TO PROVIDE A COMPLETE, ADEQUATE AND SAFE WORKING CONDITION, THEN IT SHALL BE THE DEEMED AND UNDERSTOOD TO BE INCLUDED IN THE DRAWINGS. FOR EXAMPLE, IF AN ITEM AND/OR PIECE OF EQUIPMENT REQUIRES A LARGER WIRE SIZE (I.E. ELECTRICAL WIRE), STRONGER OR LARGER PIPING, INCREASED QUANTITY (I.E. STRUCTURAL ELEMENTS), REDUCED SPACING, AND/OR INCREASED LENGTH (I.E. BOLT LENGTHS, BAR LENGTHS) THEN IT SHALL BE DEEMED AND UNDERSTOOD TO BE INCLUDED IN THE BID/PROPOSAL. THESE DOCUMENTS ARE MEANT AS A GUIDE AND ALL ITEMS REASONABLY INFERRED SHALL BE DEEMED TO BE INCLUDED. 25. THESE CONTRACT DOCUMENTS AND SPECIFICATIONS SHALL NOT BE CONSTRUED TO CREATE A CONTRACTUAL RELATIONSHIP OF ANY KIND BETWEEN THE ARCHITECT AND THE CONTRACTOR. 26. CONTRACTOR & ANY SUBCONTRACTORS TO MAINTAIN KEEPING THE ROAD ACCESS GATE LOCKED AT ALL TIMES. 27. IN RAWLAND CONDITIONS. TOWER FOUNDATION STRUCTURAL STEEL TO BE GROUNDED PRIOR TO CONCRETE POUR. TOWER FOUNDATION STRUCTURAL STEEL TO BE CONNECTED TO PERMANENT GROUND ROD PRIOR TO TOWER ERECTION. TOWER GROUND MUST BE MAINTAINED AT ALL TIMES. 1. ALL THREADED STRUCTURAL FASTENERS FOR ANTENNA SUPPORT ASSEMBLES SHALL CONFORM TO ASTM 6307 OR ASTM A36. ALL STRUCTURAL FASTENERS FOR STRUCTURAL STEEL FRAMING SHALL CONFORM TO ASTM A325. FASTENERS SHALL BE 5/8" MIN. DIA. BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED FROM THE PLANE. ALL EXPOSED FASTENERS, NUTS, AND WASHERS SHALL BE GALVANIZED OTHERWISE NOTED. CONCRETE EXPANSION ANCHORS SHALL BE HILTI KWIK BOLTS UNLESS OTHER WISED NOTED. ALL ANCHORS INTO CONCRETE SHALL BE STAINLESS STEEL. 2. THE CONTRACTOR SHALL FURNISH ALL CONNECTION HARDWARE REQUIRED TO SECURE THE CABLES. CONNECTION HARDWARE SHALL BE STAINLESS STEEL. 3. NORTH ARROW SHOWN ON PLANS REFERS TO TRUE NORTH. CONTRACTOR SHALL VERIFY NORTH AND NOTIFY CONSULTANT OF ANY DISCREPANCY BEFORE STARTING CONSTRUCTION. 4. PROVIDE LOCK WASHERS FOR ALL MECHANICAL CONNECTIONS FOR GROUND CONDUCTORS. USE STAINLESS STEEL HARDWARE THROUGHOUT. 5. THOROUGHLY REMOVE ALL PAINT AND CLEAN ALL DIRT FROM SURFACES REQUIRING GROUND CONNECTIONS. 6. MAKE ALL GROUND CONNECTIONS AS SHORT AND DIRECT AS POSSIBLE. AVOID SHARP BENDS. ALL BENDS TO BE A MIN. OF 8" RADIUS 7. FOR GROUNDING TO BUILDING FRAME & HATCH PLATE GROUND BARS. USE A TWO -BOLT HOLE NEMA DRILLED CONNECTOR SUCH AS T&B 32007 OR APPROVED EQUAL 8. FOR ALL EXTERNAL GROUND CONNECTIONS, CLAMPS & CADWELDS, APPLY A LIBERAL PROTECTIVE COATING OR AN ANTI -OXIDE COMPOUND SUCH AS "NO -OXIDE A" BY DEARBORN CHEMICAL COMPANY. 9. REPAIR ALL GALVANIZED SURFACES THAT HAVE BEEN DAMAGED BY THERMO-WELDING. USE ERICO T-319 GALVANIZING BAR/COLD GALVANIZING PAINT. 10. SEAL ALL CONDUIT PENETRATIONS INTO MODULAR BUILDING WITH A SILICONE SEALANT AND ALL CONDUIT OPENINGS. 11. ALL COAXIAL CABLE WILL BE SECURED TO THE DESIGNED SUPPORT STRUCTURE AT DISTANCES NOT TO EXCEED 3' OR THE CABLE MANUFACTURES SPECIFICATIONS WHICHEVER IS LESS, WITH HARDWARE SPECIFIED IN THE COAXIAL CABLE ROUTING DETAILS OF THE SUPPLIED STRUCTURAL REPORT. 12. THE COAXIAL ANTENNA CABLE INSTALLER SHALL BE RESPONSIBLE FOR PERFORMING AND SUPPLYING THREE (3) TYPEWRITTEN SWEEP TESTS (ANTENNA RETURN LOSS TEST). THIS TEST SHALL BE PERFORMED TO THE SPECIFICATIONS AND PARAMETERS OUTLINED BY THE VERIZON WIRELESS RADIO FREQUENCY THRU ENGINEER. THIS TEST SHALL BE PERFORMED PRIOR TO FINAL ACCEPTANCE OF THE SITE. (1) COPY TO BE PLACED IN SHELTER. 13. THE COAXIAL ANTENNA CABLE INSTALLER SHALL BE RESPONSIBLE FOR PERFORMING AND SUPPLYING VERIZON WIRELESS WITH THREE TYPE WRITTEN TIME DOMAIN REFLECTOMETER TESTS TO VERIFY CABLE LENGTH AND TO CHECK FOR WATER DAMAGE. 14 VAPOR WRAP WILL BE USED TO SEAL ALL CONNECTIONS. 15. ALL JUMPERS TO THE ANTENNAS FROM THE MAIN TRANSMISSION LINE WILL BE 1/2" DIA, AND SHALL NOT EXCEED 16. ALL MAIN TRANSMISSION CABLE WILL BE TERMINATED AT A VERIZON WIRELESS POLYPHASER PROTECTOR LOCATED WITHIN 1'-0" OF THE EQUIPMENT SHELTER. 17 ANTENNA CABLE LENGTHS HAVE BEEN DETERMINED BASED ON THESE PLANS, CABLE LENGTHS LISTED ARE APPROXIMATED AND ARE NOT INTENDED TO BE USED FOR FABRICATION DUE TO FIELD CONDITIONS ACTUAL CABLE LENGTHS REQUIRE. CONTRACTOR MUST FIELD VERIFY ANTENNA CABLE LENGTHS PRIOR TO ORDER. 18. ALL MAIN CABLES WILL BE COLOR CODED AT FOUR LOCATIONS: A) AT ANTENNA PRIOR TO JUMPER, B) AT THE BOTTOM OF THE TOWER, C) EXTERIOR PART OF THE WAVE GUIDE ENTRY PORT (AT THE SHELTER/CABINET WALL), D) INTERIOR OF THE SHELTER/CABINET. 19 ALL MAIN CABLES WILL BE GROUNDED AT: A) AT THE ANTENNA MOUNTING PIPE, B) MIDDLE OF THE CABLE RUN IF OVER 200', C) PRIOR TO ENTERING EQUIPMENT SHELTER/CABINET (WITHIN 1' OF ENTRY). 20. PROVIDE AT LEAST 6" OF SLACK IN THE MAIN COAXIAL CABLES AT THE TOWER TOP TO PROVIDE FOR FUTURE CONNECTOR REPLACEMENT. 21. PROVIDE A CABLE DRIP LOOP AT THE BOTTOM OF THE TOWER BELOW THE TOWER BOTTOM GROUND CONNECTIONS AND AS THE CABLE TRANSITIONS TO THE SHELTER/CABINET. 22. ANTENNAS AND COAX TO BE PROVIDED BY VERIZON WIRELESS. CONTRACTOR TO COORDINATE DELIVERY. PROJECT INFORMATION 1. THIS IS AN UNMANNED FACILITY AND RESTRICTED ACCESS EQUIPMENT AND WILL BE USED FOR THE TRANSMISSION OF RADIO SIGNALS FOR THE PURPOSE OF PROVIDING PUBLIC CELLULAR SERVICE. 2. VERIZON WIRELESS CERTIFIES THAT THIS TELEPHONE EQUIPMENT FACILITY WILL BE SERVICED ONLY BY VERIZON WIRELESS EMPLOYEE SERVICE PERSONNEL FOR REPAIR PURPOSES ONLY. THIS FACILITY IS UNOCCUPIED AND NOT DESIGNED FOR HUMAN OCCUPANCY THUS IT IS NOT OPEN TO THE PUBLIC. 3. THIS FACILITY WILL CONSUME NO UNRECOVERABLE ENERGY. 4. NO POTABLE WATER SUPPLY IS TO BE PROVIDED AT THIS LOCATION. 5. NO WASTE WATER WILL BE GENERATED AT THIS LOCATION. 6. NO SOLID WASTE WILL BE GENERATED AT THIS LOCATION. 7. VERIZON WIRELESS MAINTENANCE CREW (TYPICALLY ONE PERSON) WILL MAKE AN AVERAGE OF ONE TRIP PER MONTH AT ONE HOUR PER VISIT. AGL ABOVE GROUND LEVEL A/C AIR CONDITIONING APPROX APPROXIMATELY AZ AZIMUTH BLDG BLK CLG CLR CONC CONST CONT DET DIA DAG DIM DBL DN DWG EA ELEC ELEV EQ EQUIP (E) EXT FIN FLR FLUOR Fr BUILDING BLOCKING CEILING CENTERLINE CLEAR CONCRETE CONSTRUCTION CONTINUOUS DETAIL DIAMETER DIAGONAL DIMENSION DOUBLE DOWN DRAWING EACH ELECTRICAL ELEVATION EQUAL EQUIPMENT EXISTING EXTERIOR FINISH FLOOR FLUORESCENT FOOT GA GAUGE GALV GALVANIZED GC GENERAL CONTRACTOR GRND GROUND GYP BD GYPSUM WALL BOARD HT HEIGHT HVAC HEATING VENTILATION AIR CONDITIONING HORIZONTAL HOUR HORZ HR N NFO NSUL NT BC NCH NFORMATION NSIDE DIAMETER NSULATION NTERIOR NTERNATIONAL BUILDING CODE LBS POUNDS MGR MANAGER MFR MANUFACTURER MAX MAXIMUM MECH MECHANICAL MTL METAL MIN MINIMUM MISC MISCELLANEOUS N/A NIC NTS OC OD UGP - UG POWER CONDUIT NOT APPLICABLE NOT IN CONTRACT NOT TO SCALE ON CENTER OUTSIDE DIAMETER UGT REVIEWED FOR CODE COMPLIANCE APPROVED APR 30 2018 City of Tukwila BUILDING DIVISION PLYWD PLYWOOD PT PRESSURE TREATED PROJ - PROJECT PROP PROPERTY (9) PROPOSED OTY QUANTITY REO REQUIRED RM ROOM RO ROUGH OPENING ROW RIGHT OF WAY SHT SHEET SIM SIMILAR SPEC SPECIFICATION P IFICATION SF SQUARE FOOT SS STAINLESS STEEL STL STEEL STRUCT STRUCTURAL STD STUD SUSP SUSPENDED THRU THROUGH TNNG TINNED TYP TYPICAL UG UNDERGROUND UNO UNLESS NOTED OTHERWISE VIF VERIFY IN FIELD VERT VERTICAL WP WATER PROOF W/ WITH W/0 WITHOUT UG TELCO CONDUIT RECEIVED MTV OF TUtKWIL 1 MAR 09 2018 P T CENTER DD NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. 8259 REGISTERED ARCH ITECT ROBERT J RRY LARA I TATE OF ASHINGTO 18:05:03-0500' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTION 0 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No. Date Revision Client: verizonv Implementation Team: Cr CROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 IMPORTANT NOTICE A&E Team: nom MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com THE EXISTING CONDITIONS REPRESENTED HEREIN ARE BASED ON VISUAL OBSERVATIONS AND INFORMATION PROVIDED BY OTHERS. MORRISON HERSHFIELD CORPORATION CANNOT GUARANTEE THE CORRECTNESS NOR COMPLETENESS OF THE EXISTING CONDITIONS SHOWN AND ASSUMES NO RESPONSIBILITY THEREOF. CONTRACTOR AND HIS SUB -CONTRACTORS SHALL VISIT THE SITE AND VERIFY ALL EXISTING CONDITIONS AS REQUIRED FOR PROPER EXECUTION OF PROJECT. REPORT ANY CONFLICTS OR DISCREPANCIES TO THE CONSULTANT PRIOR TO CONSTRUCTION. Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWRA, WA 98055 LEGEND BUILDING/WALL/DETAIL SECTION DETAIL NUMBER SHEET NUMBER WHERE DETAILED REFERENCE REFERENCED DRAWING LARGE SCALE DETAIL �rrrst DETAIL NUMBER SHEET NUMBER WHERE DETAILED ELEVATION DETAIL BUG DETAIL NUMBER SHEET NUMBER WHERE DETAILED Drawing Title: GENERAL NOTES AND SYMBOLS Project Number. 7170282 Start Dote: 10/25/17 Drafter: JS Designer. LB Project Manager: RKL Professional of Record: RL Revision No: A Sheet No: T-2 NOTE: THIS IS NOT A SURVEY. ALL INFORMATION AND TRUE NORTH HAVE BEEN OBTAINED FROM EXISTING DRAWINGS AND JURISDICTIONAL GIS INFORMATION AND ARE APPROXIMATE. TAX PARCEL: 0005800034 \EXISTING BUILDING TAX PARCEL: 0005800026 Z rn r- 0 0 z 1— w TAX PARCEL: 0005800035 EXISTING ADJACENT PROPERTY LINE (TYP) EXISTING GRAVEL J PARKING AREA TAX PARCEL: 0005800008 EXISTING GRAVED PARKING AREA / \EXISTING BUILDING\ I I 1 / 1 / TAX PARCEL: 0005800029 EXISTING ACCESS DRIVE 6.3.-11"± 65.-3"± SETBACK teameee■emm®eeee SETBACK E a es O emeeee®eemmm■eeee®®s°o PROPERTY LISP) S LONGACRES WAY TAX PARCEL: 0005800027 EXISTING 115'-0" TAX PARCEL: 2423049137 MONOPOLE RECEIVED I CITY OF TUKWILA MAR 09 2018 Eli IT CENTER Know what's below. Call before you dig. D0 NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARUTIONS OR MODIFICATIONS TO WORN SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. 8259 REGISTERED ARCHITECT ROBERT JERRY LARA '.TATE OF ASHINGTA 011141".-011- 0 . 1 18:05:15-0500' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTION 0 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No. Date Revision Client: verizonv Implementation Team: CrCROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 A&E Team: Pin MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonheishfield.com Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA. WA 98055 Drawing Title: SITE PLAN Project Number. 7170282 Start Date: 10/25/17 Drafter: JS Designer. LB Project Manager. RKL Professional of Record: RL 24-x36- SCALE 1/16• = 1 -0- 11-x17- SCALE 1/32. 1 -0 16 12 8 4 0 16' SITE PLAN 1 Revision No: A Sheet No: A-1 PROPOSED VERIZON WIRELESS ICE BRIDGE WITH (2) HYBRID CABLE AND (1) MW FEEDER PROPOSED VERIZON WIRELESS ANTENNAS AND ANCILLARY EQUIPMENT MOUNTED ON NEW ANTENNA PLATFORM (TYP) EXISTING ICE BRIDGE PROPOSED VERIZON WIRELESS (OF OTHERS) (TYP) LOW PROFILE ANTENNA MOUNT MODEL #C10116804 BY SABRE OR APPROVED EQUAL 53'-6 / N PROPOSED VERIZON WIRELESSSOCONC PAD PROPOSED VERIZON WIRELESS EQUIPMENT CABINET (TYP OF 3) PROPOSED VERIZON WIRELESS W8x15 1 -BEAMS (TYP OF 2) PROPOSED VERIZON WIRELESS UTILfTY H -FRAME WITH WORKUGHTS • \yam\ J� / /11 PROPOSED VERIZON WIRELESS ICE EXISTING CHAIN FENCE PROPOSED VERIZON I WIRELESS GPS MOUNTED TO ICE BRIDGE POST I N BRIDGE LINK ANTENNA PROPOSED DI NOT SCALE DRAWINGS. ACTSR MUST VERIFYRALL OSSNSAND ADVISE CONSULTANTSMODII OF ANY ERRORS OR OR MODIFICATIONS TO WORK OMISSIONS.HOWNH NO E IMPLEMENTED SHOWN SHALL BE IVIOUS ISSU SOF THIS PRIOR RA WGI ARE APPROVAL ALL PREVIOUS ISSUES OF THIS DDRA IN ARE SUPERSEDED S THE LATEST REVISION. RTY OLL DRAWINGS AND SPECIFICATIONS ONS REMAIPORAT THE PROPERTY F ONRRISON NOR THE A CORPORATION. NEITHER MORRISONNHUCSHNELD HERS NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. 8259 REGISTERED ARCHITECT ROBERT J RRY LARA STATE 0 ASHINGTOON 1,` 1 17.12.11 18:05:29-05'00' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 \x EXISTING COMPOUND x / CONSTRUCTION x / Nfr / / � EXISTING 4. / EQUIPMENTS SHELTER x—X—x—x x—X-x—x—x� ♦ ,♦� x k \ I a , x �- x (OF OTHERS) ♦ x 0 12/11/17 ISSUED FOR PERMIT ISSUED FORRevision// /+ �/ A jt10:17 // // // //A Lr L f x : verizon ,7 Oa. II UIl Z -- , EXISTING MONOPOLE La 4xl r 1 x i U Ix E AREA/CONC. PAD //, \\,.." j - o /.„,, 3•_0 RADIO x ro 0 h I / / .----. -. N O / N\ \ Implementation Team: /'� (CROWN i u CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 �• / 1 1 \ EXISTING 12'-0" W ' ��• ` � f "/.//- \ x \ ice SWING GATE j I 111 11I Li C + ,; / / it 2 Z o j I� �d WORK UGHT I / POWER & to (TYP OF 2) I / / i BATTERY I " N i III III ry� v A&E A&E Team: FPI a ---- MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA98101 Tel: 206268.7370 W.w✓.morrisonhershfield.com �.C.. — . T �/ . — . — . — . — . \ t.o \ 71 • =-u- \x—x—x—x— x—x—x—X—x—x—x—x—x x x—x—x—x—x—x x x — —X x—x 8'-0- \ —X—X—x —x—x2-1x1. s• / / x— X—x—x 5.-1* / / Ar \-1- 8'-0- 4. ' E AREA/CONC. PAD i'-6- 1• EXISTING METER AND DISCONNECT TO BE USED BY VERIZON PROPOSED VERIZON WIRELESS UTRITY H -FRAME W/ WORK UGHTS EXISTING CHAIN LINK FENCE PROPOSED VERIZON WIRELESS EQUIPMENT LEASE '-1 (B-D-x,Q-Q EXISTING GENERATOR (OF OTHERS) PROPOSED VERIZON PAD MOUNTEDWIRFTEC CONCRETE PAD EQUIPMENT CABINETS (TYP OF 3) NOTE; ONLY VERIZON WIRELESS PANEL ANTENNAS SHOWN IN PLAN VIEW FOR CLARITY; SEE ELEVATIONS Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 / LEASE AREA/CONC. PAD REVIEWED FOR CODE COMPLIANCE RECEIVED APPROVED CITY OF TUKWILA • • APR 3 0 2018 e�►8 0 9 2018 City of Tukwila �� CEI T R BUILDINGDIVISION Drawing Title: COMPOUND AND EQUIPMENT PLANS Project Number. 7170282 Start Date: 10/25/17 JS Drafter: LeBsigner. Project Manager. RKL Professional of Record: RL Revision No: A Sheet No: A — 1 . 1 24-x36. SCALE: ,/a- `' -°• _..._ COMPOUND PLAN 2 ;; x36: Ste: 3;8:: 1.-0- PROPOSED EQUIPMENT PLAN 1 11-x17- SCALE 1/8• = 1•-0• 4 3 2 1 0 4' 1 —• ill RAD CENTER OF EXISTING ANTENNAS NATE' 1. NO WORK SHALL COMMENCE WITHOUT THE APPROVED TOWER STRUCTURAL ANALYSIS REPORT SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER UNDER SEPARATE COVER. ANTENNA MOUNT DESIGN BY MANUFACTURER. 2. REFER TO ENGINEERED DRAWINGS FOR DESIGN ENGINEERING DESIGN/ENGINEERING OF MONOPOLE AND ITS FOUNDATION BY TOWER MANUFACTURER. 3. PROPOSED ANTENNA MOUNTS SHALL COMPLY WITH NSTD-445 STANDARDS AS REQUIRED BY VERIZON. 4. ANY EXPOSED FEED LINES OR COAXIAL CABLES (SUCH AS WHEN EXTENDED OUT OF THE TOWER TO CONNECT TO THE ANTENNAS) MUST BE PAINTED TO MATCH THE TOWER. D0 NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT POOR WRITTEN APPROVE_ ALL PREVIOUS ISSUES OF THS DRAWING ARE SUPERSEDED BY 111E LATEST RALL DRAWINGS ADRAWINGS AND SPECIFICATIONS REMEN THE PROPERTY OF MORRISON HERSHFIELD A CORPORATION. NEITHER ING COON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION OF THIS PROJECT. 8259 REGISTERED ARCHITECT ROBERT J -RY LARA TATE 0 W�SHNGT�N' to) * .. ,.. . 2017.12.11 18:05:42-05'00' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 ),RAD CENTER OF EXISTING ANTENNAS 1116'-0" AGL _ - _ - Y 1116'-0" AGL \ _ - _ - 46. TOP OF EXISTING MONOPOLE Y ±115'-0" AGLLOW EXISTING ANTENNA ARRAY (OF OTHERS) RAD CENTER OF PROPOSED WIRELESS ANTENNAS - J - PROPOSED VERIZON WIRELESS PROFILE PLATFORM MODEL /C10116804 BY SABRE OR APPROVED EQUAL ATOP OF EXISTING MONOPOLE ±115-0" AGL EXISTING ANTENNA ARRAY (OF OTHERS) EXISTING MONOPOLE EXISTING ICE BRIDGE (OF OTHERS) EXISTING GENERATOR (OF OTHERS) EXISTING EQUIPMENT BUILDING (OF OTHERS) EXISTING H -FRAME (OF OTHERS) EXISTING CHAIN LINK FENCE - - CONSTRUCTION AlVERIZON ±96'-0' AGL RAD CENTER OF PROPOSED VERIZON MW DISH ANTENNA 0 12/11/17 ISSUED FOR PERMIT srWIRELESS ±88'-0" AGL EXISTING MONOPOLE PROPOSED VERIZON WIRELESS ANTENNAS AND ANCILLARY EQUIPMENT MOUNTED ON NEW ANTENNA PLATFORM (TYP) PROPOSED VERIZON WIRELESS 2'0 MW DISH ANTENNA PROPOSED VERIZON WIRELESS FEEDUNES [(2) HYBRID CABLE, (1) MW FEEDER) TO RUN WITHIN MONOPOLE A 1 0/30/1 7 ISSUED FOR REVIEW No. Dote Revision Client: verizon" Implementation Team: CROWN oeCASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 EXISTING ICE BRIDGE (OF OTHERS) EXISTING GENERATOR (OF OTHERS) EXISTING EQUIPMENT BUILDING (OF OTHERS) EXISTING H -FRAME REVIEWED FOR CODE COMPLIANC APPROVED • APR 3 0 2018www.monisonhelshfield.com City of Tukwila B TNG DIVISIO PROPOSED VERIZON WIRELESS ICE BRIDGE WITH (2) HYBRID CABLES AND (1) MW FEEDER PROPOSED VERIZON WIRELESS LfiLITY H -FRAME W/ WORK LIGHTS PROPOSED VERIZON WIRELESS CONCRETE PAD MOUNTED EQUIPMENT CABINETS (TYP OF 3) A&E Team: MORRISON 600 STEWART SEATTLE, Tel: - HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 (OF OTHERS) EXISTING CHAIN LINK FENCE PROPOSED VERIZON WIRELESS GPS MOUNTED TO PROPOSED ICE BRIDGE POST > ECE�(+i1iVED■�0� Drawing Title: ELEVATIONS1 k . EXISTING GRADE =n€Project _ _ L :atO qt, Cif P 0 V MAR Q 2018 I. , GRADE ......... a, _ _ 7170282m�r Start Dote: 10/25/17 Drafter: JS Designer. LB 0'-O" AGL ASSUMED �+ PERMIT CENTER ALEXISTING 0'-0" AGL ASSUMED Project Manager: RKL Professional of Record: RL Revision No: A Sheet No: A-2 11 e17: Ste:1/86.`_1;-°0• 6 2 2 0 PROPOSED ELEVATION 1 ;;:x;;: SCALE:1/16- `=1.—o- 6; 2= EXISTING ELEVATION 2 8 8 DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. MANUFACTURER: RAYCAP MODEL: RCMDC-3315-PF-48 HEIGHT: 19.18" WIDTH: 15.73" DEPTH: 10.25" WEIGHT: 26.9 LBS (WITH MOUNT) OC, fl�`X NOTE: CONTRACTOR TO PROVIDE U -BOLT FOR PIPE MOUNTING 15.73" ANTENNA PIPE MOUNT 9'O `' , I .1:111.1.0:". HOLES FOR (4) 7o"x1 o•xs/a" t� GALVANIZED BASE + 5/8" HILTI KB -TZ PLATE - �a+• ANCHOR BOLT ', 8259 REGISTERED ARCHITECT ROBERT J RRYLARA� •TATEOFASHINGTON,+p,�:HOT "' ► ► I� 1. IMP 1 18:05: -051001 ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 I r/'� :'+ •C': . • f .cam '• -• 11: PIPE WI ir *.`�_/ _ � 'y MI �I,rC / /��4 JI i•,i+.•if�+ii+�;•�•+a t_/ �+.`•�. , �•�•;;;+;• •';;.+f + • �, 4"+'�, DIPPED GALVANIZED STEEL1 4' GRATING FROM EQUIPMENT TO TOWER; USE APPROVED PRE MANUFACTURED KIT BY VALMONT PLAN • Imo:'.. 9 I/ I /�� -41r2,. ►C::•ph:: OR APPROVED EQUAL PLAN VIEW PIPE GRADE APPLICATION 2-1/2.0 SCH. 40 GALV, PIPE MOUNT 3-1/2"0 SCH 40 HOT DIPPED 18•m CONCRETE PIER GRADE CONSTRUCTION GALVANIZED PIPE FOR ICE BRIDGE _�, „ m co a lit .�/I� � �� PIPE TO PIPE z o SUPPORT WITH END CAP - ::�.f3 J' -° � �/ a j r" s L ° l ° G!'.s: .£f -` -- ® CLAMP ANDREW I o " 0 12/11/17 ISSUED FOR PERMIT (� - - \ i4•_ PART # BC -20-10 CONCRETE PAD APPLICATION• • d A 10/30/17 ISSUED FOR REVIEW � I�I (OR APPROVED EQUAL) EQUAL) 10-x10"z5/8" GALVANIZED • - No. Date Revision ,x 1 \ ��)1'"= )) G � BASE PLATE ON BED OF ' LEVELING GROUT • Client: verizon -• 70.25 PLATFORM APPLICATION. ,_ 8 , 10"x10"x5/8" GALVANIZED BASE PLATE ° • MOUNTING BRACKET INCLUDED FRONT VIEW SIDE VIEW GRADE 18.0 CONCRETE PIER Implementation Team: C '.../ CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 24-x36- SCALE NOT TO SCALE JUNCTION BOX 11-x17- SCALE NOT TO SCALE 6 211-x17" SCALE NOT TO SCALE r36" SCALE NOT TO SCALE PIPE TO PIPE MOUNT 5 24"x36" SCALE: NOT TO SCALE 11-x17- SrAlF• NOT TO SCALE ICE BRIDGE D ETA I L 4 SABRE 14' LOW -PROFILE PLATFORM PER PLAN (P/N C10116804 OR APPROVED EQUAL) • 14' PLATFORM • ORDER RING MOUNT SEPARATELY WORK LIGHT (TYP) A&E Team: tt.. IP L MORRISON HERTE200 O 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.monisonhershfield.com • ORDER 2-7/8. O.D. ANTENNA MOUNTING PIPES AND ALL HARDWARE SEPARATELY GPS ANTENNA GALV PIPE CAP 3" DIA STD GALV PIPE; PROVIDE 3/16" THK CAP PL, SEAL WELD ALL AROUND ' I f �EC�I�E� If OF TUKWILA + � • ■ • GPS ANTENNA P1000 UNISTRUT, W/ PLASTIC END CAPS, FASTENED TO POST W/ 1/2"0 STAINLESS U -BOLTS II II (ILC) INTEGRATED LOAD I CENTER 24"x24" I TELCO I M j�jy ny A/ 1 R O 9 2O1 �A{ V o I Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKVALA, WA 98055 III (TYP), LOCATIONTO II I F' CENTER TRI -COLLAR RING MOUNT , —I—fl ■ VALMONT UNIVERSAL PIPE "' VALMONT UNIVERSAL PIPE ENT ATTACHMENT REQUIREMENTS �tl dil Kj ADAPTER KIT B1534 ADAPTER KIT B1534 P/N # C10112300 BY - � T,.+ .j; SABRE OR APPROVED EQUAL I—Irlhl T.O. FINISHED Drawing Title: CONSTRUCTION DETAILS POST PO GRADE • .�I �� %- * 111 - REVIEWED FOR CODE COSI PLIANCE v 16.0 CONC PIER CONC PAD APPLICATION, SEE DETAIL A �;; x,, .�y,�, .,• ray,; 4,.+ £, FRONT I I L 18• . 10"x10"z5/8" GALV Project Number. 7170282 Start Date: 10/25/17 • ... BASE PLATE n - �'"�- - .- APR3G • Q 201sw PIPE (4) 5/8" HILTI HVA ADHESIVE BOLTS, MIN 4-1/2• Drafter: JS Designer. LB Project Manager: RKL Professional of Record: RL MO CitygY �''+ of • BUILDING ��/ EMBEDMENT INTO CONCRETE 1/4 V••w��l� DETAIL A Revision No: A Sheet No: A-3 DIVISION 11-a17 SCS NOT TO SCALE GPS ANTENNA q 3 11•x17- SCALE NOT TO SCALE GPS ANTENNA MOUNT 2 11•e17 SCALE: NOT TO SCALE H -FRAME DETAIL 1 12" O.C. (TYP) DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORN SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND S1. CORPORATION. REMAIN THE PROPERTY RIF ON OE S NOR ELD NEITHER MORRISMO RISON LD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. NOTES. ANCHOR CABINETS TO WF W/ (4)1 2"0 A325 BOLTS W/HERSHFIEL / STANDARD CUT WASHERS (1)0 EACH CORNER. 2. USE 4"x4" SHIM PLATES AS REQUIRED TO PROVIDE LEVEL MOUNTING SURFACES 0 WF BEAMS. 3. INSTALL CABINET TO I -BEAM PER MANUFACTURERS RECOMMENDATIONS. 4. ALIGN EDGE OF W -FLANGE W/ BACK OF CABINETS 8259 REGISTERED ARCHITECT 11 ROBERT JE-RY LARA •TATE OF W I SHINGTO)N 717.12.11 18:06:10-051001 ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 (PER z PLAN) (PER PLAN) 2" LENGTH OF CABINETS (PER PLAN) 2" a --i -- �-----t— i-- �----t- +-�-- --t- 14" THK CONC. SLAB W/ 2 LAYERS OF #5 0 12" O.C. EACH ... vMIN / MIN / z — ♦ + - 4- + WAY (TOP & BOTT) \\ \\ W8 15 "' I- H i- 4 : 1 I 1 I W8x15 NEW (2) W8x15 I -BEAMS; SECURE W -FLANGE TO CONC W/ 5/8"0 HILTI KB -TZ EXPANSION BOLT 0I 12" 0.C. W/ 4" EMBEDMENT z a w I I I I CHAMFER EDGE (TYP) CONSTRUCTION a +— 4 t - — — +--- - -+ �3/4" I— 11- 4 -I ALTERING SIDES OF FLANGE (TYP) + 1 I t t -1- L--_JL--_JI-----I CABINET, REFER TO PROPOSED �— CONC PAD, REFER TO EQUIPMENT PLAN FOR EXACT PROPOSED EQUIPMENT PLAN CABINET PLACEMENT FOR DIMMENSIONS 0 12/11/17 ISSUED FOR PERMIT f '4— t. -i- 3" MIN. (TYP) PER ® PLAN A 10/30/17 ISSUED FOR REVIEW No. Date Revision Client: verizon1 / Implementation Teom: CrCROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 ;; X;�• SCALE NOT TO SCALE SCALE: NOT TO SCALE EQUIPMENT CABINET SUPPORT FRAMING 4 ; %;;• SCALE: NOT TO SCALE " SCALE: NOT TO SCALE CONCRETE PAD DETAIL 3 GALV. BOX FRAME PART OF CABINET CABINET TIE DOWN (4) 1/2"0 A325 BOLTS W/ WASHERS & NUTSLy� SECURE I -BEAM TO PROPOSED SLAB W/ 5/8-0 HILT! KB -TZ EXPANSION BOLT 012" O.C. W/ 4" EMBEDMENT ALTERING I -BEAM SIDES OF FLANGE (TYP) (w8x15) _, I 14" THK CONC. SLAB W/ 2 LAYERS OF #5 0 12" REVIEWEDFOR CODE COMPLIANCE APPROVED APR 30 2016 • ''J O Tukwila BUILDING DI IS ON CI 1 l� OF TUKWILA CITY MAR 0 9 2018 PERMIT PERMIT CENTER SU ,B SB 3/4" CHAMFER EDGE (TYP) A&E Team: MORRISON 600 STEWART SEATTLE, TeL vnvw.morrisonhershfield.com HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA. WA 98055 O.C. EACH WAY (TOP & BOTT) 1mnv/. , ATE IN FIELD CONTRACTOR TO GRADE AND BLEND INTO /- EXISTING SITE GRADE Drawing Title: CONSTRUCTION DETAILS � CONCRETE PAD — — .— — — — — — i. ". �\\/� , —y 4T\ ... V v a v c o v v v v 7 v 7 v o o o�I oe G 71 v ", • p Cl p a • 2, v. v.. 9 v v v. v V v. v. SECTION VIEW . ' , ./. A' `vz \r- Ass .. ,"a/1 g ,� /%" r MIN 4" OF (l57 WASHED VAPOR BARRIER STONE BED 0 PERIMETER ON WEED BARRIER UNDER SLAB, 6 LANDSCAPE MIL POLYVINYL CONDUIT SWEEP PREPARE SUBGRADE BY REPLACING EXISTING TOP SOIL (UP TO 2 -FT) WITH CLEAN NON -FROST -SUSCEPTIBLE SOIL W/ 1' MARGIN AROUND PAD PERIMETER AND COMPACTING TO 95% MAXIMUM DRY DENSITY 1 Pro Number. 7170282 Start Date: 10/25/17 Drafter: JS Designer. LB Project Manager. RKL Professional of Record: RL Revision No: A Sheet No: A- 4 24•x36• SCALE: NOT TO SCALE 11•x17" SCALE: NOT TO SCALE ATTACHMENT DETAIL 2 24"x36• SCALE: NOT TO SCALE „•x„• SCALE: NOT TO SCALE TYPICAL CONCRETE PAD SECTION 1 DIM 3 DIM 2 DIM 2 X % X DI NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY RD SLL OMISSIONS. AND ADVISE CONSULTANTS OF ANY WORK OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL. ALL PREVIOUS ISSUES OF THIS DRAWING ARE PROPOSED ANTENNA AND COAX SCHEDULE SECTOR ALPHA AZIMUTH RAD CENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC TILT MECH DOWNTILT NUMBER OF FEEDERS FEEDER TYPE FEEDER LENGTH ADDIDONAL EQUIPMENT SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFlCATONS REMAIN THE PROPERIY DF MORRISON HERSHFIELD CORPORAPON. NEI HER MORRISON HERSHFTELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. LTE 0' 96'-0" 2 AMPHENOL HEX456CW0000x 1 HYBRID ±133'-0" (2) RRU 32 866 (1) RADIO 4449 (1) JUNCTION BOX \ \ _ g \ SECTOR BETA AZIMUTH RAD CENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC TILT MECH DOWNTILT NUMBER OF FEEDERS FEEDER TYPE FEEDER LENGTH ADDITIONAL EQUIPMENT N 8259 REGISTERED ARCHITECT \ ROBERT JE"RY LARA S ATE OF W.. INGTON, 0 17.12.11 18:06:23-0500' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 LTE 125' 96'-0" 2 AMPHENOL HEX456CW0000x - - - - ±133'-0" (2) RRU 32 B66 (1) RADIO 4449 1/ SECTOR GAMMA AZIMUTH RAD CENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC TILT MECH DOWNTILT NUMBER OF FEEDERS FEEDER TYPE FEEDER LENGTH ADDfT10NAl EQUIPMENT \ FRONT BACK SIDE LTE 270' 96'-0" 2 AMPHENOL HEX456CW0000x - - 1 HYBRID ±133.-0" (2) RRU 32 B66 (1) RADIO 4449 (1) JUNCTION BOX QTY DIM 1 DIM 2 DIM 3 WEIGHT ANTES: RRUS 32 (B66) 6 27.2" 12.1" 7.0" 53.0 LBS RADIO 4449 3 28.0" 15.0" 10.0" 85.0 LBS ANTENNA MOUNTS SHALL COMPLY WITH NSTD-445 STANDARDS AS REQUIRED BY VERIZON. PROPOSED VERIZON WIRELESS PANEL ANTENNA NOTES: 1. INSTALL UNITS PER MANUFACTURER SPECIFICATIONS [AMPHENOL HEX456CW0000X] ON PIPE -TO -PIPE ADAPTER, AS REQ'D i11, A �If-ri+ `I����1 py PROPOSED VERIZON WIRELESS LOW S W 111 b II ^d PROPOSED VERIZON WIRELESS PROPOSEDJUNCTION BOX MOUNTED MOUNT ANTENNA (TYP OF 2) 24%36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE PROPOSED RRU DIMENSIONS 4 CONSTRUCTION DIM 3 DIM 2 DIM 2 PROFILE PLATFORM ANTENNA MOUNT MODEL II C10116804 BY SABRE OR !' g440:A 1 •, "C'C' �* 1 B - APPROVED EQUAL EXISTING MONOPOLEPROPOSED PROPOSED VERIZON WIRELESSHEX456CW0000x PANEL ANTENNA[AMPHENOL HEX456CWOo00X] PROPOSED VERIZON WIRELESSLOW PROFILE PLATFORMr.MODEL #C10116804 BY SABRESECTOR OR APPROVED EQUAL I I[ERICSSON :� C;+, .i' �iA Mt �1111j � ¢3' „ ti �F•.HEX456CW000Ox PROPOSED VERIZON WIRELESS RRU [ERICSSON RADIO 4449] (TYP OF 3, 1 PER SECTOR) VERIZON WIRELESS RRU RRUS 32 B66] (TYP OF 6, 2 PER SECTOR)SECTOR PROPOSED VERIZON WIRELESS 2-1/2" (2-7/8" 0.0.) GALV. SCH 40 PIPE MOUNT (TYP) \ QTY DIM 1 DIM 2 DIM 3 WEIGHT ALPHA 0 12/11/17 ISSUED FOR PERMIT 2 720" 16.0" 7.4" 49.0 LBS A 10/30/17 ISSUED FOR REVIEW No. Date Revision I SECTOR BETA Client: 2 72.D" 16.0" 7.4" 49.0 LBS GAMMA HEX456CW000Oz 2 720' 16.0" 7.4" 49.0 LBS PROPOSED VERIZON WIRELESS PANEL ANTENNA [AMPHENOL HEX456CW0000X] ' -,4Q.pS,C�o'1' FII- G £,'!�C CC4i1 £C6L�.� P. C £"'.� �$i ACA'" •�•���� :llll " 111 1'1 •C�xy�, , P` II VIII E AI III ��q • PANELL PROPOSED VERIZON WIRELESS �," [AMPHENOL HEX456CW0000X] ON PIPE -TO -PIPE ADAPTER, AS REQ'D \ FRONT BACK SIDE Implementation Team: �� r CROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE. WA 98109 DIM 2 NOTES:?.«" X X 1. INSTALL ANTENNAS "' 2. CONTRACTOR TO TORQUE PER MANUFACTURER SPECIFICATIONS ALL MOUNTING HARDWARE o PER MANUFACTURER \ TOP SPECIFICATIONS 24"x36" SCALE: NOT TO SCALE PROPOSED ANTENNA 11"x17" SCALE: NOT TO SCALE DIMENSIONS 3 A&E Team: MORRISON 600 STEWART SEATTLE, Tel: www.monisonhershfield.com HERSHFIELD ST, SUITE 200 WA98101 206.268.7370 24"x36" SCALE: 3/4" = 1'_O" PROPOSED ANTENNA CONFIGURATION 5 11"x17" SCALE: 3/8" = 1'-0" 1' 6 0" 1' 2-1/2" GALV SCH 40 PIPE MOUNT MECHANICAL DOWN TILT KIT (AS REQ'D) BY ANTENNA MANUFACTURER PIPE MOUNT ANCILLARY GALV SCH 40 '414111144.1111. ANTENNA MOUNT EQUIPMENT, TYP BRACKETS BY ANTENNAJ. MANUFACTURER IllBU# 111011 ,1 r . PROPOSED MICROWAVE SCHEDULE DESTINATION AZIMUTH RAD CENTER QUANTITY VENDOR MODEL SIZE T11.7 CABLE TM LENG QTY DIM A DIM B DIM C WEIGHT Project Info: 856360 SOUTHCENTER 15700 NELSON PL WA 98055 - 100' 88'-0" 1 RFS SC2-17068 2'0 0' ±96'-0" SPF2-52CN 1 28"0 4.5" 14" 22 LBS PROPOSED VERIZON WIRELESS UNIVERSAL RING MOUNT REVIEWED FOR MODEL # LWRM BY SITEPRO 1 OR APPROVED EQUALi 1, -I EXISTING 115'-0" MONO Oi/ODE COMPLIANCE 11114111 DIM A browing Title: ANTENNA CONFIGURATION �lI \(�7UKWILA, / APPROVED PROPOSED VERIZON WIR SS 2'0 MICROWAVE DISH !' APR 3 0 2018 II ljl CITY / • 1�C�I V RECEIVED OF TUKWILA PANEL ANTENNA PANEL ANTENNA BRACKETS EBYANTENNA TOP VIEW MANUFACTURER I '11!.' ., I • AZ MH, Q I[ II III 1�1r MAR 0 208 " yam. \ i v o Project Number: 7170282 Start Date: 10/25/17 City of Tukwila r BUILDING DIVISION O CENTp9er: PERMIT LBeigner: PROPOSED VERIZON WIRELESS r 8" STANDOFF ARM PART IProject #MMO1 BY SITEPRO 1 OR APPROVED EQUAL DIM C Manager. RKL Professional of Record: RL / / NOTES' Revision No: A Sheet No: RF -1 ANTENNA MOUNTS SHALL COMPLY WITH NSTD-445 STANDARDS AS REQUIRED BY VERIZON. 24%36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE TYPICAL ANTENNA ATTACHMENT 2 11"x17" SCALE: NOT TO SCALE PROPOSED MICROWAVE CONFIGURATION 1 longacres way SECTOR I PCS LYE 700 LTE AIMS LTE 700 LTE 4109761 9'276111 SECTOR 2 PCS I.TF 700 LTE 371 Pal 11.12• F01844115* tc•ImiI ALVS LTr 700 LTE Ant Lt. It2•IH3+IHi IHS.IHG. I Al I.b ilv AJ ICI 1111 r1T(lt A I6IcIOIR MI1432112 0101010r Mures rwA SECTOR 3 PC5 ITT 700 LTE A -0a4 AWS ITE 700 t.TE L '182 *--F •14+61 4'1'6 k -112++4•16-1".1"' 1 Aa OIEI 1 1 4M$ R1611) flMM1, I-11 Ill1A1C111116 ARMY/ lau Al 141n(A 1011132 1111144 u 1 911 I 11112 411 FR Fq Cu41t 18121 21 101 9171119 10I 11 12 SEPARATE PERMITAND APPROVAL REQUIRED RECEIVED CITY OF TUKWILA MAR 0 9 2018 PERMIT CENTER DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. 8259 ROBERT irk REGISTERED ARCHITECT J RRY LARA 7.12.11 18:06:35-05'00' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTION 0 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No. Dote Revision Client: verizonv Implementation Team: CROWN __ CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 A&E Team: MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 Drawing Title: PLUMBING DIAGRAM Project Number. 7170282 Stort Date: 10/25/17 Drafter. JS Designer: LB Project Manager: RKL Professional of Record: RL 24'x36' SCALE NOT TO SCALE 11•e17' SCALE NOT TO SCALE PLUMBING DIAGRAM 1 Revision No: A Sheet No: RF -2 GENERAL ELECTRICAL NOTES LEGEND 00 NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORN SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. AU. DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER IAORRISON HUCTON LD RNOR THE EVIEW OF THIS PROJECT. BE PROVIDING CONSTRUCTION GENERAL GROUNDING SYMBOL DESCRIPTION - UGPAGT `[)1 CE 'II-- .IF ----GROUND ❑' _ m 0KILOWATT -O -0 JB PB OH UGT UGP - T P • ■ --Q TT CIRCUIT BREAKER NON -FUSIBLE DISCONNECT SWITCH FUSIBLE DISCONNECT SWITCH SURFACE MOUNTED PANEL BOARD TRANSFORMER HOUR METER DENOTES CABLE OR CONDUIT TURNING UP IN PLAN VIEW DENOTES CABLE OR CONDUIT TURNING DOWN IN PLAN VIEW JUNCTION BOX PULL BOX TO NEC/TELCO STANDARDS OVERHEAD UTILITIES UNDERGROUND TELCO UNDERGROUND POWER UNDERGROUND POWER/TELCO TELCO POWER DENOTES REFERENCE NOTE EXOTHERMIC WELD CONNECTION MECHANICAL CONNECTION (eg LUG, C -TAP) GROUND ROD GROUND ROD WITH INSPECTION SLEEVES GROUND BAR PIN AND SLEEVE RECEPTACLE CONDUCTOR 1. EXAMINE THE SITE CONDITIONS VERY CAREFULLY AND THE SCOPE OF PROPOSED WORK TOGETHER WITH THE 1. ALL LIGHTNING PROTECTION AND SAFETY GROUNDING OF THE ELECTRICAL EQUIPMENT SHALL BE CARRIED OUT WORK OF ALL OTHER TRADES AND INCLUDE IN THE BID PRICE ALL COSTS FOR WORK SUCH AS EQUIPMENT IN ACCORDANCE WITH THE CURRENT NFPA AND VERIZON WIRELESS STANDARDS. AND WIRING MADE NECESSARY TO ACCOMMODATE THE ELECTRICAL SYSTEMS SHOWN AND SYSTEMS OF OTHER TRADES. 2. GROUND LUGS ARE SPECIFIED UNDER SECTION 3 "CONDUCTORS AND CONNECTORS". 2. SUBMITTAL OF BID INDICATES CONTRACTOR IS COGNIZANT OF ALL JOB SITE CONDITIONS AND WORK TO BE 3. ALL GROUND LUG AND COMPRESSION CONNECTIONS SHALL BE COATED WITH ANTI -OXIDANT AGENT, SUCH AS PERFORMED UNDER THIS CONTRACT. NO -OX, NOALOX, PENETROX OR KOPRSHIELD. 3. PERFORM DETAILED VERIFICATION OF WORK PRIOR TO ORDERING THE ELECTRICAL EQUIPMENT AND 4. GROUND ALL EXPOSED METALLIC OBJECTS ON BUILDING EXTERIOR INCLUDING BUILDING TIE DOWN BRACKETS. COMMENCING CONSTRUCTION. ISSUE A WRITTEN NOTICE TO THE CONSULTANT OF ANY DISCREPANCIES. 5. PROVIDE LOCK WASHERS FOR ALL MECHANICAL CONNECTIONS FOR GROUND CONDUCTORS. USE STAINLESS 4. OBTAIN ALL PERMITS, PAY ASSOCIATED FEES AND SCHEDULE INSPECTION. STEEL HARDWARE THROUGHOUT. 5. PROVIDE ALL LABOR, MATERIAL, EQUIPMENT, INSURANCE, AND SERVICES TO COMPLETE THIS PROJECT IN 6. DO NOT INSTALL GROUND RING OUTSIDE OF PROPERTY LINE. ACCORDANCE WITH THE CONTRACT DOCUMENTS AND PRESENT IT AS FULLY OPERATIONAL TO THE SATISFACTION OF THE OWNER. 7 IDLEMADEAANDIRT MATCH EAALL PCONNECTION MAINTAIN TROM CORROSION RESSURFACES ISTANCE. GROUND CONNECTIONS, REPAINT TO 6. CARRY OUT WORK IN ACCORDANCE WITH ALL GOVERNING STATE, COUNTY AND LOCAL CODES AND 0.S.H.A. 7. PRIOR TO BEGINNING WORK COORDINATE ALL POWER AND TELCO WORK WITH THE LOCAL UTILITY COMPANY 8. ALL EXTERIOR GROUNDING CONDUCTORS INCLUDING EXTERIOR GROUND RING SHALL BE #2 AWG SOLID BARE TINNED COPPER UNLESS NOTED OTHERWISE. MAKE ALL GROUND CONNECTIONS AS SHORT AND DIRECT AS AS IT MAY APPLY TO THIS SITE. ALL WORK TO COMPLY WITH THE RULES AND REGULATIONS OF THE POSSIBLE. AVOID SHARP BENDS. THE RADIUS OF ANY BEND SHALL NOT BE LESS THAN 8" AND THE ANGLE UTILITIES INVOLVED. OF ANY BEND SHALL NOT EXCEED 90'. GROUNDING CONDUCTORS SHALL BE ROUTED DOWNWARD TOWARD THE BURIED GROUND RING. 8. FABRICATION AND INSTALLATION OF THE COMPLETE ELECTRICAL SYSTEM SHALL BE DONE IN A FIRST CLASS WORKMANSHIP PER NECA STANDARD 1-2000 BY QUALIFIED PERSONNEL EXPERIENCED IN SUCH WORK AND SHALL SCHEDULE THE WORK IN AN ORDERLY MANNER SO AS NOT TO IMPEDE PROGRESS OF THE PROJECT. 9. BOND ALL EXTERIOR CONDUITS, PIPES AND CYLINDRICAL METALLIC OBJECTS WITH A PENN -UNION GT SERIES CLAMP, BLACKBURN GUV SERIES CLAMP OR A BURNDY GAR 3900BU SERIES CLAMP ONLY, NO SUBSTITUTES 9. DURING PROGRESS OF THE WORK, MAINTAIN AN ACCURATE RECORD OF THE INSTALLATION OF THE ACCEPTED. ELECTRICAL SYSTEMS, LOCATING EACH CIRCUIT PRECISELY AND DIMENSIONING EQUIPMENT, CONDUIT AND 10. ALL GROUND CONNECTIONS SHALL BE APPROVED FOR THE METALS BEING CONNECTED. CABLE LOCATIONS. UPON COMPLETION OF THE INSTALLATION, TRANSFER ALL RECORD DATA TO BLACK LINE PRINTS OF THE ORIGINAL DRAWINGS AND SUBMIT THESE DRAWINGS AS RECORD DRAWINGS TO THE 11. ALL EXTERNAL GROUND CONNECTIONS SHALL BE EXOTHERMICALLY WELDED. ALL EXOTHERMIC WELDS TO CONSULTANT. EXTERIOR GROUND RING SHALL BE THE PARALLEL TYPE, EXCEPT FOR THE GROUND RODS WHICH ARE TEE EXOTHERMIC WELDS. REPAIR ALL GALVANIZED SURFACES THAT HAVE BEEN DAMAGED BY EXOTHERMIC WELDING. 10. COMPLETE JOB SHALL BE GUARANTEED FOR A PERIOD OF ONE (1) YEAR AFTER THE DATE OF JOB USE SPRAY GALVANIZER SUCH AS HOLUB LECTROSOL #15-501. ACCEPTANCE BY OWNER. ANY WORK, MATERIAL, OR EQUIPMENT FOUND TO BE FAULTY DURING THAT PERIOD SHALL BE CORRECTED AT ONCE UPON WRITTEN NOTIFICATION, AT THE EXPENSE OF THE CONTRACTOR. 12. CONTRACTOR SHALL NOTIFY THE CONSTRUCTION MANAGER WHEN THE BURIED GROUND RING IS INSTALLED SO 11. GENERAL CONTRACTOR IS RESPONSIBLE FOR REQUESTING CONNECTION OF COMMERCIAL POWER FROM THE THE REPRESENTATIVE CAN INSPECT THE GROUND RING BEFORE IT IS BACKFILLED WITH SOIL. POWER COMPANY. ELECTRICAL CONTRACTOR SHALL COORDINATE THIS WORK WITH THE GENERAL CONTRACTOR. 13. FOR METAL FENCE POST GROUNDING, USE A HEAVY DUTY TYPE GROUNDING CLAMP OR EXOTHERMIC WELD 12. COORDINATE EXACT TELEPHONE REQUIREMENTS AND SERVICE ROUTING WITH LOCAL TELEPHONE COMPANY. CONNECTION TO POST. GROUND ALL FENCE POSTS WITHIN 6' OF EQUIPMENT. APPLY FOR TELEPHONE SERVICE IMMEDIATELY UPON AWARD OF CONTRACT. 14. WHERE MECHANICAL CONNECTORS (TWO -HOLE OR CLAMP) ARE USED, APPLY A LIBERAL PROTECTIVE COATING OF AN ANTI -OXIDE COMPOUND SUCH AS "NO OXIDE A" BY DEARBORN CHEMICAL COMPANY ON ALL BASIC MATERIALS_ AND METHODS CONNECTORS. Spy M E, A .9 1Q. OV �Ir '�{I A /'� �Q' II \ / r0r� � 552 .c /Vs) "P ..01.'N Sl .� � % S's / IGNAL 2017.12.1 :.0::06-0500' JASON M. CEGLIA PROFESSIONAL ENGINEER STATE OF WASHINGTON 52513 CONSTRUCTION 0 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No. Date Revision Client: ver izon 1. ALL ELECTRICAL WORK SHALL CONFORM TO THE EDITION OF THE NEC ACCEPTED BY THE LOCAL JURISDICTION AND TO THE APPLICABLE LOCAL CODES AND REGULATIONS. OVERCURRENT & SHORT-CIRCUIT/CND FAULT PROTECTION (IF APPLICABLE) 2. ALL MATERIALS AND EQUIPMENT SHALL BE NEW. MATERIALS AND EQUIPMENT SHALL BE THE STANDARD 1. CONTRACTOR SHALL RECORD LOAD READINGS WHEN SITE POWER ORIGINATES FROM A 30 SERVICE TO PRODUCTS OF MANUFACTURER'S CURRENT DESIGN. ANY FIRST-CLASS PRODUCT MADE BY A REPUTABLE MONITOR & ASSURE A BALANCED LOAD AT THE PRIMARY SUPPLY. RECORDS SHALL BE PROVIDED TO THE MANUFACTURER MAY BE USED PROVIDING IT CONFORMS TO THE CONTRACT REQUIREMENTS AND MEETS THE SITE/FACILITY OWNER. CONTRACTOR SHALL CONSULT MANUFACTURER'S PLANS, SHOP DRAWINGS AND SPECS APPROVAL OF THE CONSULTANT AND THE OWNER. FOR INDOOR/OUTDOOR EQUIPMENT LOCATION & INSTALLATION. ELECTRIC SERVICE SHALL BE IN COMPLIANCE WITH ALL RULES & REGULATIONS OF THE UTILITY CO. ELECT. CONTRACTOR SHALL PROVIDE EQUIPMENT WITH 3. ARRANGE CONDUIT, WIRING, EQUIPMENT, AND OTHER WORK GENERALLY AS SHOWN, PROVIDING PROPER CLEARANCES AND ACCESS. CAREFULLY EXAMINE ALL CONTRACT DRAWINGS AND FIT THE WORK IN EACH HIGHER SHORT-CIRCUIT FAULT CURRENT RATINGS (kA.I.C.) AS REQUIRED TO MATCH & EXCEED UTILITY CO. AVAILABLE SYMMETRICAL & ASYMMETRICAL FAULT CURRENT LEVELS. FUSES IN SERVICE SWITCHES SHALL BE LOCATION WITHOUT SUBSTANTIAL ALTERATION. WHERE DEPARTURES ARE PROPOSED BECAUSE OF FIELD CLASS "RK1", CURRENT LIMITING TYPE, 200 kA.I.C., NON -TIME DELAY, DISCONNECT SWITCHES TO HAVE CONDITIONS OR OTHER CAUSES, PREPARE AND SUBMIT DETAILED DRAWINGS FOR ACCEPTANCE. REJECTION CLIPS, UNLESS INDICATED OTHERWISE. ELECTRICAL EQUIPMENTS & PROTECTIONS SHALL BE 4. THE CONTRACT DRAWINGS ARE GENERALLY DIAGRAMMATIC AND ALL OFFSETS, BENDS, FITTINGS AND STANDARD kAIC RATED HIGHER THAN INCOMING EOUIPMENT AND/OR UTILITY CO. IsAIC RATE AND CONSIDERING ACCESSORIES ARE NOT NECESSARILY SHOWN. PROVIDE ALL SUCH ITEMS AS MAY BE REQUIRED TO FIT THE ELECTRIC MOTORS FAULT CONTRIBUTION. CONTRACTOR SHALL NOT BEGIN CONSTRUCTION UNTIL THIS MANDATORY REQUIREMENT IS MET. IF NEW LOAD IS ADDED CONTRACTOR SHALL VERIFY & CONFIRM BEFORE WORK TO THE CONDITIONS. CONSTRUCTION THAT TOTAL UTILITY SERVICE LOAD SHALL KEEP EQUAL TO (125% MAX. DEMAND+ NEW LOAD)< 5. MAINTAIN ALL CLEARANCES AS REQUIRED BY NEC. 805 SERVICE ENTRANCE CONDUCTORS/MAIN OVER CURRENT PROTECTION AMPACITY, WHICHEVER RATING IS LOWER. LIGHTING SHALL MEET NEC, IESNA AND/OR FAA STANDARDS IF APPLICABLE. PHOTOMETRIC LEVELS 6. SEAL AROUND CONDUITS AND AROUND CONDUCTORS WITHIN CONDUITS ENTERING THE PREFABRICATED SHALL COMPLY WITH LOCAL, STATE & FEDERAL RULES. ALL ELECTRICAL EQUIPMENT SHALL BE INSTALLED IN ACCESSIBLE AREAS ONLY. THE ELECTRICAL INSTALLATION SHALL MEET ALL STANDARD REQUIREMENTS OF SHELTER/CABINETS WHERE PENETRATION OCCURS WITH A SILICONE SEALANT TO PREVENT MOISTURE POWER AND TELE- PHONE UTILITY COMPANIES. PENETRATION INTO BUILDING/SHELTER. 7. SILICONE SEAL AROUND ALL BOLTS AND SCREWS USED TO SECURE EQUIPMENT TO EXTERIOR OF BUILDING. 8. MAKE NECESSARY CONNECTIONS FOR BATTERY IN EMERGENCY LIGHT FIXTURE. CONNECT EXTERIOR LIGHT FIXTURE (PROVIDED BY SHELTER MANUFACTURER) TO EXTERNAL JUNCTION BOX. CONDUCTORS AND CONNECTORS ABBREVIATIONS Implementation Team: I1 CROWN CASTLE 1505 VVESTLAKE AVE N, SUITE 800 SEATTLE, WA 9809 AFG AIC BFG C CRGB CU C/W D.T.T. EC G GE GEC GRC MTS NEC 0/H RNC SD SE SN TGB TEGB TR NSS TYP WP _ U/G ::. •: „ ABOVE FINISHED GRADE AMPERE INTERRUPTING CAPACITY BELOW FINISHED GRADE CONDUIT CELL REFERENCE GROUND BAR COPPER COMPLETE WITH DRY TYPE TRANSFORMER EMPTY CONDUIT GROUND GROUNDING ELECTRODE GROUNDING ELECTRODE CONDUCTOR GALVANIZED RIGID CONDUIT MANUAL TRANSFER SWITCH NATIONAL ELECTRICAL CODE OVERHEAD RIGID NON-METALLIC CONDUIT (SCHEDULE 80 PVC) SERVICE DISCONNECT SWITCH SERVICE ENTRANCE SOLID NEUTRAL TELCO GROUND BAR TOWER EXIT GROUND BAR TRANSFORMER RECEIVED TRANSIENT VOLTAGE sutiILA YPICAL ■N/ - a STUK LIt WEATHERPROOF - NEMA 3R UNDERGROUND MAR 0 9 2018' POWER PROTECTION SHELTER PERMIT CENTER A&E Team: MORRISON 600 STEWART SEATTLE, Tel: www.monisonhershfield.com HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 1. UNLESS NOTED OTHERWISE, ALL CONDUCTORS SHALL BE COPPER, MINIMUM SIZE #12 AWG, WITH THERMOPLASTIC INSULATION CONFORMING TO NEMA WC5 OR CROSS-LINKED POLYETHYLENE INSULATION CONFORMING TO NEMA WC7. (TYPES THHN OR THWN-2). INSULATION SHALL BE RATED FOR 90'0 CONDUCTORS SHALL BE COLOR CODED IN ACCORDANCE WITH NEC. 2. ALL CONDUCTORS USED FOR GROUNDING SHALL BE COPPER AND SHALL HAVE GREEN INSULATION EXCEPT WHERE NOTED. 3. FOR COPPER CONDUCTORS #6 AWG AND SMALLER USE 3M SCOTCH-LOK OR T&B STA-KON COMPRESSION TYPE CONNECTORS WITH INTEGRAL OR SEPARATE INSULATION CAPS. FOR COPPER CONDUCTORS LARGER THAN #6 AWG USE SOLDERLESS, IDENT HEX SCREW OR BOLT TYPE PRESSURE CONNECTORS OR DOUBLE COMPRESSION C -CLAMP CONNECTORS, UNLESS SPECIFIED OTHERWISE ON DRAWINGS. 4. UNLESS NOTED OTHERWISE ALL LUGS SHALL BE TIN PLATED COPPER, TWO -HOLE, LONG BARREL, COMPRESSION TYPE. 5. CONDUCTOR LENGTHS SHALL BE CONTINUOUS FROM TERMINATION TO TERMINATION WITHOUT SPLICES. SPLICES ARE NOT ACCEPTABLE. IF SPLICES ARE UNAVOIDABLE PRIOR APPROVAL FROM THE ENGINEER MUST BE OBTAINED. RACEWAYS AND BOXES Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 Drawing Title: ELECTRICAL NOTES AND SYMBOLS 1. ALL CONDUIT SHALL BE UL LABELED. SEPARATE 2. ALL EMPTY CONDUITS INSTALLED FOR FUTURE USE SHALL HAVE A PULL CORD. 3. SHEET METAL BOXES SHALL CONFORM TO NEMA OSI; CAST -METAL BOXES SHALL CONFORM TO NEMA 81 AND PERMIT IT AWD �++ SHALL BE SIZED IN ACCORDANCE WITH NEC UNLESS NOTED OTHERWISE. APPROVAL PPROVAL REQUIRED REQUIRED Pro ect Number. 7170282 Start Date: 10/25/17 Drafter: JS Designer. LB Project Manager. RKL Professional of Record: RL Revision No: A Sheet No: E-1 O NOT USED. 0 NEW 24"x24" NEMA -3R TELCO ENCLOSURE MOUNTED ON H -FRAME FOR FIBER. 3 PROPOSED 4" PVC CONDUIT WITH (3) 1-1/4" INNERDUCTS AND TRACEABLE MULE TAPE FROM NEMA -3R TELCO ENCLOSURE TO DUDLIK FIBER CABINET. 0 NEW (2) #12 AWG CU. AND (1) #12 AWG CU. GROUND IN 1/2" RNC. CIRCUIT PP1-16. OS NOT USED. ONOT USED. O7 PROPOSED TELCO CONDUIT STUBBED UP AT RIGHT OF WAY. COORDINATE WITH FIBER PROVIDER FOR NEW TELCO SERVICE. CONTRACTOR TO INSTALL TA25 VAULT. OB NEW (3) #3/0 AWG CU. IN 2-1/2" RNC. OEXISTING 25KVA UTILITY TRANSFORMER. COORDINATE WITH UTILITY FOR 120/240V -10-3W, 200A SERVICE FOR VERIZON WIRELESS 10 COMPNEW LETE WITHG AN INTEGRATED ED LOAD NAUTOMAT CTER, A TRANSFER SWI -3R PPC ITTCH, ATE200A-2PL UTILITY MAIN CIRCUIT BREAKER & A 200A -2P EMERGENCY MAIN CIRCUIT BREAKER. e2017. 11 NOT USED. 72 3-3/0, + 1#6 GROUND, 2"0. PROVIDE RNC B.F.G. AND RGS A.F.G. 13 EXISTING 200A. 120/240V-10. 3W MAIN DISCONNECT WITH INTERRUPTING CAPACITY=100K AIC, LABEL "VERIZON WIRELESS MAIN" 14 EXISTING METER. CONTRACTOR TO CONFIRM IF METER CAN BE USED. 15 NEW 200A CAPACITY 240V-10 NEMA 3R METER SOCKET PER POWER CO. REQUIREMENTS. 0PROPOSED 4" PVC CONDUIT WITH (3) 1-1/4" INNERDUCTS AND TRACEABLE MULE TAPE FROM NEMA -3R TELCO ENCLOSURE TO R.O.W. INSTALL CONDUITS IN A 36" BELOW GRADE TRENCH. COORDINATE EXACT REQUIREMENTS WITH FIBER PROVIDER. 17 BOND TO GROUND RING W/#2 AWG SOLID TINNED COPPER. 18 NEW MIN. #4 AWG CU TO (2) 5/8"X10' COPPER CLAD RODS SPACED A MINIMUM OF 6' APART. VERIFY IN FIELD. 0 NOT USED. 0 NEW 2" CONDUIT FOR EQUIPMENT CABINET REFER TO LOAD CENTER DIAG. SHEET E-6 21 NOT USED. 0. 22 NOT USED. 23 NEW H -FRAME FOR VERIZON EQUIPMENT.24 CONTRACTOR TO ARRANGE TO PAY FOR UNDERGROUND UTILITY LOCATION SURVEYS FOR CONTRAC ALL TRENCHING. REUSE NATIVE BACKFILL AND REINSTATE TO ORIGINAL CONDITION. INSTALL 6" WIDE METALLIC LINE RED PLASTIC MARKER TAPE 8" ABOVE ALL BURIED CONDUIT. 25 NOT USED. 0 NOT USED. 27 NEW PRIMARY POWER AND BATTERY ENCLOSURE. O0 28 NEW RADIO CABINET. t 1 j j I I I j 1 I I 1 / // I 1 / I 1 / 1 ` / I I I/ I j///// I 1 1 I I 1 I I I 1 1 1 I ..-_ _ I ' 1 1 II II DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. AU. DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. SOS M M. �CrEGL � O�wA"`7.j,1, 19 �� �� G �� r/ Z t / .0 , ,�, �, S < �- I �/ V f �'ss S 1 Y CNAL ' ";. • • -05100 JASON M. CEGLIq PROFESSIONAL ENGINEER STATE OF WASHINGTON 52513 CONSTRUCTION /// / j I 1 / 1 I x, I 1 I 0 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No. Dote Revision Client: verizonv ����������� 1 I // I 1 I 1 1 I I -®-®mm®®®m®®®os o z I I 1 I I 1 I Implementation Team: CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 1�T'1 1 ®O , 1 �, I ( Oz I ®' I Icn `I I LGP_' i'I ® 1 I I 1 AdrE Team: Pi a MORRISON HERSHFIELO 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com I- V) (n 1 — .- - 1 1 I •� - "' � ....--T-1 1 r W w �� z 0 1 S LONGACRES WAY i 1 I I I I 1 1 I i 1 SEPARATE PER NAND I RECEIVE() CITY OF TUKWILA MAR 0 9 2018ELECTRICAL PERMIT CENTER Project Info: BLitt 856360 SOUTHCENTER TUlcwlu WA980N PL5 Drawing Title: SITE PLAN UTILITY ROUTING NOTE; CONDUIT ROUTES AND SPECIFICATIONS FROM VERIZON WIRELESS COMPOUND TO UTILFTY MEET POINT ARE PER THE REQUIREMENTS PROVIDED IN THE UTILITY COORDINATION REPORT BY CROWN CASTLE. DATED 9/11/17. Project Number. 7170282 Start Dote: 10/25/17 Drafter: JS Designer. LB Project Manage RKL Professional of Record: RL AL PRO VA� r.F "" REQUIRED NOTES: 1. PROVIDE 17"x30" CONCRETE PULL -BOXES AT EVERY OTHER BEND OR AS REQUIRED BY UTILITY COMPANY Revision No: A Sheet No: E-2 ELECTRICAL REFERENCE NOTES 2 4x17:36 SCS 1 - 60o 4• ELECTRICAL SITE PLAN 1 o" 60• 3!•'6- Oj NOT USED. O NEW 24"x24" NEMA -3R TELCO ENCLOSURE MOUNTED ON H -FRAME FOR FIBER. 03 PROPOSED 4" PVC CONDUIT WITH (3) 1-1/4" INNERDUCTS AND TRACEABLE MULE TAPE FROM NEMA -3R TELCO ENCLOSURE TO DUDLIK FIBER CABINET. 40 NEW (2) #12 AWG CU. AND (1) #12 AWG CU. GROUND IN 1/2" RNC. CIRCUIT PP1-16. 05 NOT USED. O NOT USED. 70 PROPOSED TELCO CONDUIT STUBBED UP AT RIGHT OF WAY. COORDINATE WITH FIBER PROVIDER FOR NEW TELCO SERVICE. CONTRACTOR TO INSTALL TA25 VAULT. 8 NEW (3) #3/0 AWG CU. IN 2-7/2 RNC. O 09 EXISTING 25KVA UTILITY TRANSFORMER. COORDINATE WITH UTILITY FOR 120/240V -10-3W, 200A SERVICE FOR VERIZON WIRELESS 1p NEW (ILC) INTEGRATED LOAD CENTER, NEMA -3R PPC LOAD CENTER (PANEL "PPI") COMPLETE WITH AN INTEGRATED AUTOMATIC TRANSFER SWITCH, A 200A 2P UTILITY MAIN CIRCUIT BREAKER & A 200A -2P EMERGENCY MAIN CIRCUIT BREAKER. 77 NOT USED. 12 3-3/0, + 1#6 GROUND, 2"C. PROVIDE RNC B.F.G. AND RGS A.F.G. O / 13 EXISTING 200A, 120/240V-10. 3W MAIN DISCONNECT WITH INTERRUPTING CAPACITY=100KI AIC, LABEL "VERIZON WIRELESS MAIN” O7qEXISTING METER. CONTRACTOR TO CONFIRM IF METER CAN BE USED. 15NEW 200A CAPACITY 240V-10 NEMA 3R METER SOCKET PER POWER CO. REQUIREMENTS. a16 PROPOSED 4" PVC CONDUIT WITH (3) 1-1/4" INNERDUCTS AND TRACEABLE MULE TAPE FROM NEMA -3R TELCO ENCLOSURE TO R.O.W. INSTALL CONDUITS IN A 36" BELOW GRADE TRENCH. COORDINATE EXACT REQUIREMENTS WITH FIBER PROVIDER. 17 BOND TO GROUND RING W/#2 AWG SOLID TINNED COPPER. 16 NEW MIN. #4 AWG CU TO (2) 5/8"X10' COPPER CLAD RODS SPACED A MINIMUM OF 6' APART. VERIFY IN FIELD. NOT USED. 0 NEW 2" CONDUIT FOR EQUIPMENT CABINET REFER TO LOAD CENTER DIAG. SHEET E-6 27 NOT USED. 22 NOT USED. 23 NEW H–FRAME FOR VERIZON EQUIPMENT. 2a CONTRACTOR TO ARRANGE TO PAY FOR UNDERGROUND UTILITY LOCATION SURVEYS FOR ALL TRENCHING. REUSE NATIVE BACKFILL AND REINSTATE TO ORIGINAL CONDITION. INSTALL 6" WIDE METALLIC LINE RED PLASTIC MARKER TAPE 6" ABOVE ALL BURIED CONDUIT. 25 NOT USED. 26 NOT USED. 27 NEW PRIMARY POWER AND BATTERY ENCLOSURE. 26 NEW RADIO CABINET. ■ 0BE a x -- x x x %%%%%%%%% DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIaD CHITECT WILL TON. NEITHER MORRISON H PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. LD NOR THE O� M. CEC '�FS�O� W Asti 11: + /�/ GC T z / , ��� �T O , �r "- .FSSCISTE tONAL 2017. = --05'00' ' JASON M. CEGLIA PROFESSIONAL ENGINEER STATE OF WASHINGTON 52513 ' D F I 1 I \ % /j/ // // //////////////%/%///%///%/%//// ' �� UUU / / / // _ ,i I ,' (—_ I 1 ` :. , ' 1 �"' • o I -`--✓✓// j„,+, l j / / ,. 111 -'� `4. 1-�' I�'�F jyg�s���I 1 –w u a / /,//////////// /////////////1 //>//////// 6. ,/` r�ii > a �j" C! a c 1 I _ ____ / �` 1 ,,I, / j�•,* ©® ♦ ) I o x CONSTRUCTION N\ i 28 _� _---I / �'' 0 12/17/17 ISSUED FOR PERMIT 1i 1 0 A 1 °Id Id 0r I ��% / 28 A 10/30/17 ISSUED FOR REVIEW No. Dote Revision + ® I r 7.414.4I\ 7 11 i(� I Client: verizon a 0 27 j 1' 1 0 ] 1 V V L * / x—x xUGPx— l(GP UG(' xUGPx— - l(GP x UGC —UGP x—x—xx— UG� x—x— x x x—x — — ——x x x x x don don UGT — UGT UGT UGT UGT — UGT — UGT UGT 00 UGT — UGT — UGT — UGT UGT UGT GT UGT O� ®® Implementation Teom: "' CROWN pO, ft'N `LI CASTLE 1505WESTLAKE AVE N. SUITE 800 SEATTLE, WA 98109 0 VD NOTE: PROVIDE 3 CONDUIT FOR GPS CABLE A&E Team: MORRISON 600 STEWART SEATTLE, Tel: Vnvw.morrisonhershfield.com • HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 24'x36' SCALE 3/16• ..1'_0" .= _ ELECTRICAL PLAN 4 11'x17' SCALE: 3/32' – 1 –0" 4 2 0 4' 26 26 27 iC)/?_ 2 23 RECEIVE CI ■ EI V■61 KWItrl"9 1Pro ect Info:O BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 MAR 0 9 2018 © Drawing Title: ELECTRICAL PLAN, NOTES AND RISER DIAGRAM EMIT !` I� CENTER UTILITY ROUTING NOTE' __ I I I CONDUIT ROUTES AND SPECIFICATIONS FROM VERIZON WIRELESS COMPOUND TO UTILITY MEET POINT ARE PER THE REQUIREMENTS PROVIDED IN THE UTILITY COORDINATION REPORT BY CROWN CASTLE, DATED 9""" cT C o a I c1 2 O� 7 _ i I UGP UUP — UGP— UR' UGP UGP UGP Project Number. 7170282 Start Dote: 10/25/17 UGP —UGP I w` `� UGT GT UGT UGT UGT UGT UGT — UGT us Drafter: JS Designer: LB UGT GT UGT -UGT 00APPROVAL Project Manager: RKL Professional of Record: RL �*�, ©0 00 00 REQ )UIpt v,i gyp Revision No: A Sheet No: E _ 3 ELECTRICAL REFERENCE NOTES 2 2;"x76' SCALE NOT TO SCALE ELECTRICAL RISER DIAGRAM 1 1 O APPROXIMATE LOCATION OF if #2 AWG SOLID BARE TINNED GROUND RING. GROUND RING SHALL BE BURIED 30" BELOW THE FROST LINE OR 30" BELOW GRADE, WHICHEVER IS GREATER. EXACT LOCATION AND NUMBER OF GROUND RODS TO BE DETERMINED ON SITE AND BASED ON "FALL OF POTENTIAL GROUND RESISTANCE METHOD" FOR RESISTANCE < 5 OHMS. UNLESS OTHERWISE NOTED, DRIVEN GROUND RODS ARE TO BE BURIED AT 16 FEET INTERVALS. OPROVIDE 3/4"x10'-0" LONG COPPER CLAD STEEL (COPPER WELD) GROUND ROD AS SHOWN. PROVIDE INSPECTION SLEEVE AT GROUND ROD TO SHOW BOND TO EXTERIOR BURIED GROUND RING (MINIMUM OF 4 INSPECTION SLEEVES/ SEE DETAIL 8/E-7). INSTALL GROUND ROD TWO (2) FEET MINIMUM AWAY FROM ANY SLAB. INSTALL SO TOP OF GROUND ROD IS 30" BELOW GRADE OR FROST LINE, WHICHEVER IS DEEPER. EXACT LOCATION AND NUMBER OF GROUND RODS TO BE ESTABLISHED ON SITE AND BASED ON "FALL OF POTENTIAL GROUND RESISTANCE METHOD" FOR RESISTANCE < 5 OHMS. UNLESS OTHERWISE NOTED, DRIVEN GROUND RODS ARE BONDED TO THE BURIED GROUND RING AT 16 FEET INTERVALS. OTESTING TOWER GROUND RING. CONTRACTOR TO VERIFY. O #2 AWG WELDING CABLE OR FLEXIBLE CABLE, GATE JUMPER. O #2 AWG GROUND FROM SERVICE ENTRANCE GROUND ELECTRODE TO EXTERNAL GROUND RING. O #2 AWG FROM H -FRAME TO EXTERNAL GROUND RING (TYP OF (2) PLACES). O#2 AWG GROUND FROM ICE BRIDGE VERTICAL POSTS TO EXTERNAL GROUND RING (TYPICAL). 0#2 AWG GROUND FROM VERTICAL FENCE POST TO EXTERNAL GROUND RING. ONOT USED. 1D NOT USED. it EQUIPMENT GROUND RING AND TOWER GROUND RING SHALL BE BONDED TOGETHER IN AT LEAST TWO (2) POINTS O USING A #2 AWG SOLID BARE TINNED COPPER CONDUCTOR. 12 TO EQUIPMENT CABINET ENCLOSURE USING A MANUF. APPROVED CONNECTION WITH (2) # 2 AWG SOLID BARE TINNED COPPER CONDUCTORS AND EXOTHERMICALLY WELD TO GROUND RING. 13 REFER TO STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR EXACT LOCATION OF ANTENNA(S) AND ANTENNA SUPPORTS FRAME. O14 EXTEND GROUNDING CONDUCTOR TO ANTENNA LOCATIONS AND BOND TO ANTENNA PIPE MOUNT. USE AN EXOTHERMIC WELD AT ANTENNA PIPE MOUNT. SUPPORT CONDUCTOR AS REQUIRED EVERY TWO (2) FEET MINIMUM. 15 PROVIDE#2 SOLID BARE TINNED COPPER CONDUCTOR FROM TEGB TO TOWER GROUND RING. TYPICAL OF TWO(2)./ O PROVIDE ANTENNA CABLE GROUND BAR. BOND ANTENNA CABLE GROUNDING KITS TO GROUND BAR. CONNECTION 76 ( ) O SHALL BE THE RESPONSIBILITY OF THE ANTENNA CABLE INSTALLER. BOND GROUND BAR TO TOWER USING ONE(1) #2 AWG SOLID TINNED COPPER CONDUCTOR. PROVIDE A U.L. LISTED CONNECTOR SUITABLE FOR THE MATERIALS BEING CONNECTED. PROVIDE EXOTHERMIC WELDS FOR BONDS TO STEEL BEAM OR FRAME. 17 THE TOWER EXIT GROUND BUS BAR (TEGB) SHALL BE INSTALLED BELOW THE TRANSMISSION LINE GROUND KITS, O NEAR THE AREA OF THE TOWER AT THE POINT WHERE THE ANTENNA TRANSMISSION LINES TRANSITION FROM THE TOWER TO THE CABINETS. VERIFY EXACT LOCATION OF GROUNDING BAR FOR PROPER CONDUCTOR LENGTH. GROUNDING BAR PROVIDED BY THE ANTENNA CABLE INSTALLER. FINAL EXOTHERMIC WELD FROM THE BURIEDA:- GROUNDING RING TO GROUND BAR SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR. COORDINATE WITH ANTENNA CABLE INSTALLER FOR SCHEDULE TO MAKE CONNECTION. PROVIDE 3/4' PVC SLEEVE WITH SWEEP BEND IN NEW ANTENNA BASE INSTALLATIONS FOR CONNECTION OF TEGB TO TOWER GROUND RING. 18 EXTEND GROUNDING CONDUCTORS TO REMAINING SECTOR ANTENNA PIPE MOUNT LOCATIONS AND BOND WITH EXOTHERMIC WELDS TO ANTENNA PIPE MOUNT. SUPPORT CONDUCTOR AS REQUIRED EVERY TWO FEET MINIMUM. tg THE TOWER STRUCTURE STEEL SHALL BE UTILIZED FOR DISSIPATING THE LIGHTNING ENERGY. THE TOWER GROUNDI BARS FOR ANTENNA GROUNDING SHALL BE DIRECTLY FASTENED TO THE STEEL STRUCTURE WITH STAINLESS STEEL HARDWARE &/OR ANGLE ADAPTORS (E.G. PIROD/VALMONT PART #167105 OR EQUIV. - W/0 "CHERRY"T INSULATORS. THIS TYPE OF INSTALLATION SPECIFICALLY PRECLUDES THE USE OF INSULATORS BETWEEN THE TOWER STRUCTURE & THE GROUND BARS & DOES NOT ALLOW ANY DRILLING OF WELDING TO THE TOWER. /, /1THAT ® TYP xttP x—x—x—x x—x—x x x——x—x—x—x—x—x—x—x—x—x DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO W000 SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMNN THE PROPERTY OF MORRISON HERSHFIEID CORPORATION. NEITHER MORRISON HERSHFlELD NO HI ECT WILL VI IN N U N REVIEW OF THIS PROJECT. •�� M et G'.4, �P OO WA"`7j,1, ` ' 4 /�j �� til ( Z / /tt • c J " N ` 4Ar IcrsrE G� `' aPVAL 2017.1 : 1-15r00r JASON M. CECLIA PROFESSIONAL ENGINEER STATE OF WASHINGTON 52513 / 0ttP / / ` `` 1 '�A''i:FA.e,,��t! 0 CONSTRUCTION '� F;� / / C041)BOND '•°''••'• �"igs'" 4%3 Nolui,..,`� ;, � �� ,'.rt / / / ,�,y'-2•2::::''s,' or r�t.°C * ?r,Us._''>"•0 ,�I, I �(/ `s � I c /* ` A Ea. I �► �� #•'�-^ � .$' is., 0 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW / /.;,;,IN\ , O TYP I �� I No. Date Revision Client: ver izon� / , r....t. '.. e2E;;. �; \` `e,{ ". , I •--.�� i �_ --------- I. I f i -1- 4�' O TYP � REGULAR GROUND ROD Implementation Team: - CRO 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 0 I J I 11:11 / � / / 1 I J 1 A&E Team: MORRISON 600 STEWART SEATTLE, Tel: www.mornsonhershfield.com ll HERSHFIELO ST, SUITE 200 WA 98101 206.268.7370 I\ y/ 1� �11 I 11/ . r // p p I NOTE: NO SOILS RESISTIVITY TESTING WAS PROVIDED AT THE TIME OF THIS DESIGN. 0 , 0 I 1, \�n'/ __ T I Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWIIq WA 98055 €{[ { BONDED TO GROUND -}Y RODS AT UTILITY ©`` I /(� GROUND ROD WITH H -FRAME _\ —__ • __—_ .—.—x—x—x—x x—. .—„—.—x ,—. \<:/—x .—x—x—.J 0 M\I A PA Te P 1q �j APPROVAL REQ�L U!RED INSPECTION WELL RECEIVED CITY OF TUKWILA MAR0 2018 �M y[►�7�� '3 ,•F.RMIT CENVER Drawing Title: GROUNDING PLAN AND NOTES Project Number. 7170282 10/StarDate: io/2s/i7 Drafter: JS Designer LB RKLct Manager: ProfessionalRof Record: Revision No: A Sheet No: E-4 24%36" SCALE NOT TO SCALE 11'x17' SCALE NOT TO SCALE GROUNDING NOTES 2 11x• SCALE: NOT TO SCALE SCALE: NOT TO SCALE GROUNDING PLAN 1 POWER CABINET PANEL SCHEDULE (PANEL PP-1) DO NOT SCALE DRAWINOS. CONTRACTOR MUST VERIFY ALL DIMENSIONS OND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL, ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATOR. NETHER MORRISON HERSHFIELD NOR THE of THIS PROJECT, TECT WILL BE PROVIDING CONSTRUCTION BUS VA BUS BUS VA A B LOAD WIRE GNI) COND AMPS A B AMPS COND GND WIRE LOAD A B 2792 ANDREW PDU/BATT CABINET #6 #8 2" 40 1 �- 2 60 1" #10 #6 SURGE ARRESTOR 0 2792 RECTIFIERS "• 3 —♦ 4 0 SQ-A M. �CTEG. Ao d WAS/4 • Q �� /� �a / I t 1 , 4'�CISTEA ' ssl p�� 201 . 1$: - 551001 JASON M. CEGLIA PROFESSIONAL ENGINEER STATE OF WASHINGTON 52513 2792 ANDREW PDU/BATT CABINET #6 #8 2" 40 5 }- 6 20 1/2" #12 #12 TELCO GFI RECEPTACLE 180 2792 RECTIFIERS •" 7 - • 8 20 1/2" #12 #12 TELCO CABINET FAN 180 2792 ANDREW PDU/BATT CABINET #6 #8 2" 40 9 t- 10 20 1/2" #12 #12 EXTERIOR LIGHT 332 2792 RECTIFIERS .* 11 ----40- 12 - - - - SPACE 2792 ANDREW PDU/BATT CABINET #6 #8 2" 40 13 --- 14 - - - - SPACE 2792 RECTIFIERS •' 15 —♦ 16 - - - - SPACE - SPACE - - - - 17 -0— 18 - - - - SPACE SPACE 19 —0- 20 - - - - SPACE - 180 RECEPTACLE INSIDE PDU CABINET '• #10 #10 2" 20 21 -0— 22 - - - - SPACE - 180 RECEPTACLE INSIDE BATTERY CABINET •• #10 #10 2" 20 23 24 - - - - SPACE SPACE - - - - 25 -10— 26 - - - - SPACE SPACE - - - - 27 —0- 28 - - - - SPACE - 24'x36' SCALE: NOT TO SCALE SPACE - - - - 29 }- 30 - - - - SPACE NOT USED 5 11"x17" SCALE NOT TO SCALE - SPACE - - - 31 —0-_ 32 - - - - SPACE CONSTRUCTION - - SPACE - - - - 33 -0----34 - - - - SPACE SPACE - - - - 35 —0- 36 - - - - SPACE SPACE- - - - 37 -0— 38 - - - - SPACE - SPACE - - - - 39 —0- 4-0 - - - - SPACE SPACE - - - - 41 ♦— 42 - - - - SPACE - TOTAL VA. BUS A 11860 BUS B 11528 CONNECTED VA:23388 AMPERES: BUS A 99 BUS B 96 TOTAL 97 0 12/11/17 ISSUED FOR PERMIT RATED VOLTAGE: ❑ 120/208 El 120/240 ❑ 277/480 1 PHASE, 3 WIRE BRANCH POLES ❑ 12 ❑ 18 ❑ 20 ❑ 24 ❑ 30 ❑ 36 1 42 A 10/30/17 ISSUED FOR REVIEW RATED AMPS: ❑ 100 1 200 ❑ 400 CABINET: • SURFACE ❑ FLUSH FULL NEUTRAL BUS • GROUND BUS • HINGED DOOR 1 KEYED DOOR LATCH ENCLOSURE TYPE NEMA-3R No. Date Revision BRANCH DEVICES ❑ FUSED 1 CIRCUIT BREAKER Client: verizon ❑ MAIN LUGS ONLY MAIN 200A • BREAKER ❑ FUSED SWITCH ALL BREAKERS MUST BE RATED TO INTERRUPT A SHORT CIRCUIT CURRENT OF MINIMUM 42,000 AMPS SYMMETRICAL. ACCEPTABLE MANUFACTURER/MODEL: INTERSECT MODEL: D300L NOTES: PANEL PP-1 IS INCORPORATED INTO THE INTEGRATED LOAD CENTER (ILC). ALL BREAKER POSITIONS TO BE POPULATED AS SHOWN ABOVE INCLUSIVE CIRCUIT BREAKERS INTENDED FOR OPTIONAL EQUIPMENT. ALL UNUSED BREAKERS TO BE LABELED "SPARE" (••) CIRCUITS ROUTED INSIDE SAME CONDUIT Implementation Team: 1-.7"7:'''CROWN Awe CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 11"x17: SCALENOT TO SCALE NOT USED 4 11"x17: SCALE:CNOT TO S PANEL SCHEDULE 3 EXOTHERMIC WELD FINISHED GRADE a- A&E Team: liri MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98701 Tel: 206.2687370 Www.monisonhershfield.com WAVE GUIDE POST ELEVATION BONDING CONDUCTOR TO EQUIPMENT PAD GROUND RING DRILL WAVE GUIDE GRATING IF REQUIRED TO ALLOW INSTALLATION OF STAINLESS STEEL THREADED ROD WAVE GUIDE GRATING FENDER WASHER TYP 1/4" STAINLESS STEEL, Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 THREADED ROD (TYPICAL EACH _ WAVE GUIDE POST END OF GROUND BAR PLATE) EQUIPMENT PAD w `'� A ANTENNA CABLE _ Z J = Lo DrawingTitle: ELECTRICAL, GROUNDING DETAILS & PANEL SCHEDULE FULL THREADED ROD �, 111-11' 1.11 'x ANTENNA CABLE GROUNDING CABLE (ACTUAL NUMBER AS REQUIRED) — CABLE SUPPORT �l WAVE GUIDE MOUNTED COPPER GROUND BAR PLATE RECEIVED WAVE GUIDE MOUNTED GROUND BAR PLATE. ..• ��f ill' NUT AND LOCK WASHER A COMBINATION (TYPICAL) SECTION A-A CITY OF TUKWILA SUSPEND BELOW LOWEST ROW OF ANTENNA CABLES. LOCATE WITHIN 2'-0" OF CLOSEST ICE BRIDGING POST TO ANTENNA CABLE COVER ASSEMBLY - #2 AWG COPPER SUCH AS BETWEEN AND WAVE GROUNDING CABLE (TYP. EACH NOTE: SEE SHEET C-3 FOR CONSTRUCTION ANTENNA CABLE) SPECIFICATIONS FOR WAVEGUIDE SUPPORT BARE TINNED SOLID PIGTAIVROUTE PIGTAIL TO AVOID 90' BENDS GROUND BAR PLATE GUIDE POST v, PEAR 0 9 20i8 �!�.11�p) •��, C �Ii " til ., 1"t��,V P 11s �jI/,' ,_ PERMIT CENTER Ri79'NF PERMIT V Project Number. 1 7170282 Start Date: 10/25/17 Drafter: JS Designer. LB Project Manager: RKL Professional of Record: RL Revision No: A Sheet No: E-5 WAVEGUIDE MOUNTED GROUND BAR PLATE INSTALLATION 2 NOT USED 1 REAR OF CABINET TYP #2 TINNED SOLID COPPER WIRE 50' MAX CONNECT TO #2 GROUND NP 0..0 POWER AND rFIBER BINET Pl.' O O OCASE • 0 0 0 0 0 0 PROPOSED FIBER 0 0 PROVIDE GROUND CABINETS DIRECTLY EXTEND TO A #2 AWG COPPER CONDUCTOR NOTES: 1. CONTRACTOR SHALL CONFIRM LIGHTNING PROTECTION LAYOUT WITH VERIZON WIRELESS PROJECT MANAGER PRIOR TO INSTALLATION 2. ALL ANTENNA CABINETS ARE UL LISTED 1950 INFORMATION TECHNOLOGY EQUIPMENT. ACCESSORY #97B41 3. ALL GROUNDING CONNECTIONS WITHIN THE EQUIPMENT CABINETS SIIALL BE PER THE GUIDELINES OF THE MANUFACTURER'S SPECIFICATIONS. BAR OR BOND(1)250 TO GROUND RING GROUND RING W/ SOLID BARE TINNED (NP) ( ) 3.0" TRADE SIZE KNOCKOUT 3.63" ACTUAL DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPEALL DRAWINGS SPECIFlCATIONEDEDS REMNN THE PR PEThIE LATESTIRTY ON. OF MORRISON AND HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR HE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF H15 PROJECT. DIA. IN REAR OF ENCLOSURE SOS M CEG,L (�E. • O Z Q/A. y O � � (. ! `/ ,..:1:c S 'c- F / s`SIONAL 017. . .. . :-05'00' JASON M. CEGIIA PROFESSIONAL ENGINEER STATE OF WASHINGTON 52513 (6) 1.5" TRADE SIZE KNOCKOUTS REAR ENCLOSURE WALL . • 0• ' PANELBOARD (SQUARE -D), NQ 200 AMP MAX. 30 SPACES (8) .75" TRADE SIZE KNOCKOUTS REAR ENCLOSURE WALL ACC 1175F2 (OPTIONL)SUB-FEED LUGS 200 AMP MAXI�II \II O BRANCH CIRCUIT GROUND TERMINALSQ�wA�ryOPOSED NEUTRAL BONDING JUMPER (SHIPPED DISCONNECTED) O IICABINET I O 4 I 3 TRANSFER SWITCH CONTROLLER NORMAL SOURCE TRANSIENT1 O • VOLTAGE SURGE SUPPRESSOR 1I O — IVSS ASCO 458 SERIES (6 MODE) ( ) _ ���� -'- . ,� �I�/ ' ACCESSORY 73VB1 � ^��I' EMERGENCY SOURCE TRANSIENT VOLTAGE SURGE 200 AMP, 1 PHASE/3 WIRE GENERATOR INPUT RECEPTACLE EMERGENCY SOURCE W/ CUSTOMER PROVIDED FEMALE PLUGlil ♦ _ �_ ♦ ����,� ��� .- V linpLii,ujuil SUPPRESSOR (NSS) ASCO 458 SERIES (6 MODE) NORML SOURCE "UTILITY" MAIN DISCONNECT CIRCUIT BREAKER CONSTRUCTION ACCESSORY 37P - APPLETON PN 4 POLE GROUND REVERSEAR30044-RS 4 /SERVICE1�/� CONNECT CLAMP STYLE COVER I•'`.„`-_� C���a ���il 200A (SQUARE -D), JGL262000O EMERGENCY SOURCE #2 'PERMANENT” POWER DISTRIBUTION BLOCK GENERATOR" CIRCUIT BREAKER 200A 6.6 INCHES WIRE ASCO D300 SERIES AUTOMATIC BENDING SPACE (SQUARE -W. JDL26200C TRANSFER SWITCH 200 AMP SUITABLE FOR UP TO MCM EMERGENCY SOURCE #1 NEUTRAL BUSS "PORTABLE" GENERATOR" TERMINATION ASSEMBLY CONDUCTOR PER PHASE CIRCUIT BREAKER 200A (SQUARE -D), JDL26200C FRONT EXTERIOR DOOR AND 0 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No. Date Revision Client: verizon TOP COMPARTMENT SWING PANEL REMOVED NOTE: GENERATOR PLUG TO BE LOCATED REMOTELY CONSULT/MFR TO PROVIDE J -BOX SO AS NOT TO VIOLATE UL LABEL 24'x36" SCALE: NOT TO SCALE ELECTRICAL LPS DETAIL 11-o T SCALE: NOT TO SCALE 4 24e36- SCS' NOT TO SCALE NOT TO SCALEPOWER TRANSFER INTEGRATED LOAD CENTER DETAIL 3 Implementation Team: CROWN %us, CASTLE 1505 WESTLAKE AVE 5, SUITE 800 SEATTLE, WA 98109 ANTENNA COAX JUMPER - -- ANTENNA COAX CABLES GPS ANTENNA . VALMONT UNIVERSAL WAVEGUIDE BRIDGE — PIPE ADAPTER KIT B1534 a P RECEIVED SEPARATE CITY OF TUKWILA PERMITA�yp MAR 0 9 2018 Q 0� .� APPROVAL F �.iu. �¢ REQUIRED ~ ER I �f CENTER AkE Team: 111 PI MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com • -1 i <>CABINET RADIO r ANTENNA GROUNDS COAXIAL ANTENNA COAXIAL GROUND BAR #2 AWG TINNED SOLID COPPER IN 3/4" PVC EXOTHERMICALLY WELDED TO GROUND RING Project Project Info: 856360 SOUTHCENTER 15700 NELSON PL TUKWILA, WA 98055 Drawing Title: ELECTRICAL & GROUNDING DETAILS #2 AWG TINNED SOLID - COPPER EXOTHERMICALLY WELDED TO GROUND RING .,� #2 AWG TINNED SOLID '' COPPER EXOTHERMICALLY I�: WELDED TO GROUND RING• �- e .. " -I,'11!✓t1F�; L E1 I Aj I r. < o . I� r Project Number: m 7170282 tart e: $ Dat 10/25/17 Drafter. JS Designer. Project Monager: RKL Professional of Record: RL Revision No: A Sheet No: E- 6 CABINET SITES 24-x36" SCALE NOT TO SCALE WAV E G U I D E BRIDGE 11-x17" SCALE NOT TO SCALE 2 24N36. SCALE: NOT TO SCALE NOT USED 11"x17" SCALE NOT TO SCALE 1 x FINISH GRADE TOP OF GRAVEL EEP ON WELLDOR EQUIVALENT !! \\\\\\\\\\ ////////�, MAIN CONDUCTOR, f��l COPPER CABLE ///////////O /////// A /////A////I ////�/ vii CALDWELD TYPE "GT" CADWELD TYPE 'TA' 3/4"x10' COPPER CLAD STEEL GROUND ROD DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER 000815ON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. `. �01".....,_--,,\ \ TYPE rg fir`. TYPE VN TYPE NC TYPE SS M . CE 0,4 Q` O� WA ' J, 'l,9 '�'�{� �. �O �� /44. / Z . /i 2. // �`5 A/� 2. s `j �+'ss fSTER G1' 2017. . : ! �A •-05'001 JASON M. CEGLIA PROFESSIONAL ENGINEER STATE OF WASHINGTON 52513 30" MIN OR 6" BELOW FROST LINE -III III -ll II -111- I-111=11 1111-111— 1 11-11 I-11 =111-111-111- —� 000060%G�°00 00 000 0 000 000 0 AO 21°88° os 0.0. o000 00000 0 0000 —III—III=III- III— = = 31/4' CRUSHED STONE OR EQUAL FILL TEST WELL TO WITHIN 8" OF TOP #2 SOLID TINNED iiirCOPPER CONDUCTOR � It TYPE W =► r% TYPE VS TYPE _ I' VB — M TYPE PT 'k-134 TYPE GT yl TYPE GY TYPE GR �' �:;- TYPE GI EXOTHERMIC WELDED I CONNECTION (TYPE-GT) #2 AWG SOLID TINNED BARE COPPER WIRE EXOTHERMIC WELD CONNECTION TO GROUND ROD 3/4'e10' COPPER CLAD GROUND ROD CADWELD CONNECTION (TYPE-PT) CONSTRUCTION ii x - SCALE: NOT TO SCALE CADWELD GRND CONNECTION DETAIL 9 2141Z3176: sSCALE NOT To ScaLE GRND ROD WITH ACCESS AREA 8 2141::3176S: CALE: NOT To SCALE GROUND RING BOND 7 NEW COAXIAL GROUND KITS W/ LONG BARREL TO RX2 COAX JUMPER (TYP.)U CONNECTOR WEATHERPROOFING KIT (TYP.) SEE NOTE 2 ANTENNA CABLE TO BTS EQUIPMENT MP.) ANTENNAS y ■ + r' Fi-i al y ■ TX1/RX1 + KIT GROUND(TYP KIT (TYP.) IGROUND pi #6 AWG I�I� ISOLATE FROM TOWER HALO W/ #2 TO LOWER TOWER BUS BAR (TYPICALLY) ^ 2 12" TO 24" 0 12/11/17 ISSUED FOR PERMIT A 1 0/30/1 7 --- ISSUED FOR REVIEW No. Dote Revision NOTE: COAT ALL MECHANICAL CONNECTIONS WITH "NOOX" OR APPROVED EQUAL COMPRESSION DOUBLE LUGS, ATTACH TO GROUND BAR & INSTALL BY ANTENNA CONTRACTOR (CADWELD TYPE-GL) .}' X 10 o I 120- MAX. Client: verizon� _ �d��=r r IWEATHERPROOFING NEW 4'x24"x1/4" THK COPPER GROUND F- BAR,INSTALLED BY GENERAL CONTRACTOR ANTENNA CABLE CABLE CONNECTOR WEATHERPROOFING KIT (SEE NOTE 3) #6 AWG STRANDED COPPER WIRE (GROUNDED TO CABLE GROUND KIT GROUND BAR). SEE NOTE 1& 2 NOT DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR. 2. GROUNDING KIT SHALL BE TYPE AND PART NUMBER AS SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER, 3. WEATHER PROOFING SHALL BE TWO-PART TAPE KIT, COLD SHRINK SHALL NOT BE USED. p 0 0 000 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 s 0 0 0 0 0 0 0 0 0 0 a� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 — ) J Implementation Team: C ROWN "CASTLE 1505 WES7LAKE AVE N, SUITE 800 SEATTLE, WA 98709 COPPER ANTENNA GROUND BAR, WITH INSULATORS. EXOTHERMIC WELD (TIP.) O $2 AWG SOUR BARE TINNED TO GROUND RING NOTES NOT INSTALL CABLE GROUND KR AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO ANTENNA GROUND BAR. WEATHER PROOFING SHALL BE TWO-PART TAPE KIT. COLD SHRINK SHALL NOT BE USED. COPPER GROUND WIRE _ = A&E Team: ir _II MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206268.7370 www.morrisonhershfield.com 11maxo1�- SCALE NOT TO SCALE GROUND BAR DETAIL G V 11-x17- SCALE NOT TO SCALE GRND CABLE CONNECTION G24N36" J SCALE: NOT TO SCALE 11'x17-SCALE: NOT TO SCALE COAX CABLE GROUNDING 4 FINISHED GRADE, OR GROUND TRENCH COVER MATCH SLOPE AND CAUTIONARY TAPE GRADE Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL WA 98055 THICKNESS OF EXISTING c. COMPACTED BACKFILL W/ SATISFACTORY NATVE OR IMPORTED SOIL L,_. 0 W mw _ _ —I I 1-1 I I_I I II I 1 I I ( 1 I— EXOTHERMIC WELD t ,lir ;}, _, -,. Mts1 -• : K::%%%%%%%%%%%%%%%%%% ,x A•: 9/5/2018 City of Tukwila Department of Community Development ANDI SPENCER - CROWN CASTLE 1505 WESTLAKE AVE N STE 800 SEATTLE, WA 98109 RE: Permit No. D18-0066 VERIZON 15700 NELSON PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/31/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/31/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, '?-„Q Bill Rambo Permit Technician File No: D18-0066 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 March 15, 2018 \ City of Tukwila Department of Community Development ANDI SPENCER - CROWN CASTLE 1505 WESTLAKE AVE N STE 800 SEATTLE, WA 98109 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0066 VERIZON - 15700 NELSON PL Dear ANDI SPENCER - CROWN CASTLE, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Applicant will need to apply for Type 1 Wireless Tele -Communication Facilities permit to add antennas to an existing tower or utility pole. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, •1 -LP Bill Rambo Permit Technician File No. DI8-0066 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ?ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0066 DATE: 04/30/18 PROJECT NAME: VERIZON SITE ADDRESS: 15700 NELSON PL Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural Ic y 13 >11° 1-1-3o--18 Planning Division • ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 05/01/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 05/29/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 /• \ ` ER IIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0066 PROJECT NAME: VERIZON SITE ADDRESS: 15700 NELSON PL X Original Plan Submittal Response to Correction Letter # DATE: 03/09/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: guilding Division 1111 1241-M 1APc 1/46 Public Works ire Prevention Structural M 64 CO W Planning Division nPermit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/13/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews, (ie: Zoning Issues) DUE DATE: 04/10/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 3s.41E_I Departments issued corrections: Bldg ❑ Fire ❑ Ping 1:1 PW ❑ Staff Initials: VV, 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA. gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. qAo< Plan Check/Permit Number: tl a- O( ❑ Response to Incomplete Letter # - Response to Correction Letter # I ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner O Deferred Submittal # Project Name: \)PV 20y\ Project Address: // (� Contact Person: c s o ity. ' Phone Number: )-0W ' 33 �o — tag �7 Summary of Revision: koR O (s7oo k)(s(i„ RFCt 1VFn CITY OF TUKWILA APR 8 0 2018 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 4- 30'� W:\Permit Center (Brenda)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: Aueust 2015 MASTEC NETWORK SOLUTIONS-' TC Home Espanol Contact. Safety & Health Claims & Insurance Washington State Department of `% Labor & Industries Search L&I A -Z Index 11elp Page 1 of 2 My Ltd 4 {4 Workplace Rights Trades & Licensing MASTEC NETWORK SOLUTIONS INC Owner or tradesperson Principals APPLE, ROBERT ERNEST, PRESIDENT DE CARDENAS, ALBERTO IGNACIO, VICE PRESIDENT Pita, George Louis, TREASURER CORPORATE CREATIONS NETWORK, AGENT CAMPBELL, CHARLES ROBERT, VICE PRESIDENT (End: 05/14/2015) Doing business as MASTEC NETWORK SOLUTIONS INC WA UBI No. 603 235 974 806 S Douglas Rd, 11th Floor Attn: Amarilis Cedeno CORAL GABLES, FL 33134 866-545-1782 Business type Corporation Governing persons ROBERT APPLE ALBERTO DE CARDENAS; GEORGE PITA; GEORGE L PITA; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ............................................................. Meets current requirements. License specialties GENERAL License no. MASTENS876KN Effective — expiration 05/14/2013— 05/14/2019 Bond .......... Travelers Cas and Surety Co of America Bond account no. 105848234 $12,000.00 Received by L&I Effective date 05/14/2013 04/26/2013 Expiration date Until Canceled Insurance ................. Ace American Insurance Company $2,750,000.00 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603235974&LIC=MASTENS876KN&SAW= 5/4/2018 MASTEC NETWORK SOLUTIONS INC Policy no. XSLG2787017a Received by L&I Effective date 09/01/2017 09/15/2017 Expiration date 09/15/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 011,664-04 Doing business as MASTEC NETWORK SOLUTIONS INC Estimated workers reported N/A L&I account contact TO / JULIE SUR (360)902-4715 - Email: SURJ235@Ini.wa.gov Account is closed. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 05/30/2017 Inspection no. 317945101 Location 22263 68th Ave S Kent, WA 98032-1914 Inspection results date 04/27/2016 Inspection no. 317940066 Location 18315 9th St E. Sumner, WA 98390 No violations No violations Page 2 of 2 r') Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603235974&LIC=MASTENS876KN&SAW= 5/4/2018