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Permit D18-0103 - VERIZON - ANTENNAS, RADIOS, MONOPOLE ETC
VERIZON I24005ISTPLS EXPIRED 12/09/18 D18-0103 1 : 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 Parcel No: 0003800003 DEVELOPMENT PERMIT Permit Number: D18-0103 Address: 12400 51ST PL S Issue Date: 6/12/2018 Permit Expires On: 12/9/2018 Project Name: VERIZON Owner: Name: BNSF RWY PROP TAX DEPT Address: PO BOX 961089 , FORT WORTH, WA, 76161 Contact Person: Name: AMELIA MECKLER Address: 1505WESTLAKE AVE N - SUITE 800 , SEATTLE, WA, 98109 Contractor: Name: MASTEC NETWORK SOLUTIONS INC (CONST) Address: 806 S DOUGLAS RD 11TH FLOOR, CORAL GABLES, F L, 33134 License No: MASTENS876KN Lender: Name: VERIZON Address: 180 WASHINGTON VALLEY RD , BEDMINSTER, NJ, 07921 Phone: (206) 336-2863 Phone: (866) 545-1782 Expiration Date: 5/14/2019 DESCRIPTION OF WORK: INSTALL (6) ANTENNAS AND (9) RRU (RADIOS) AND (1) 2' MW ON NEW MOUNTS ON EXISTING WIRELESS FACILITY (MONOPOLE) WITH (2) HYBRID CABLES, MW FEEDERS AND JUNCTION BOX. AT GROUND LEVEL, INSTALL (2) CABINETS, ICE BRIDGE AND H -FRAME WITH REQUIRED SUPPORT EQUIPMENT. 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 No Permit Center Authorized Signature: � ("(66,' Date: G6//�/ d 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 it and agree to the conditions attached to this permit. Signature: / 1 :/ . Print Name: iC ! C I �� 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: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. CITY OF TUKW:, �l Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Perm.. No. AiLaL_— 0 t 03 Project No. Q� Date Application Accepted: 14-61-1 V Date Application Expires: t (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: 12200 51st Pl. S., Tukwila, WA 98178 King Co Assessor's Tax No.: 000380-0003 Suite Number: Floor: Tenant Name: Verizon, submitted by Amelia Meckler New Tenant: IZ Yes ❑..No PROPERTY OWNER Name: BNSF RAILWAY CO Address: 2400 WESTERN CENTER BLVD City: FORT WORTH State: TX Zip: 76131 CONTACT PERSON — person receiving all project communication Name: AMELIA MECKLER, CROWN CASTLE Address: 1505 WESTLAKE AVE N, #800 City: SEATTLE State: WA Zip: 98109 Phone: (206) 336-2863 Fax: Email: amelia.meckler@crowncastle.com GENERAL CONTRACTOR INFORMAT>[ON Company Name: TBD Architect Name: Robert J Lara Address: 600 STEWART ST, STE 200 City: SEATTLE State: WA Zip: 98101 Address: Email: rlara@morrisonhershfield.com City: AKRON State: OH 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 ARCHITECT OF RECORD Company Name: MORRISON HERSHFIELD/Verizon Architect Name: Robert J Lara Address: 600 STEWART ST, STE 200 City: SEATTLE State: WA Zip: 98101 Phone: (954) 577-4668 Fax: Email: rlara@morrisonhershfield.com ENGINEER OF RECORD Name: VERIZON Company Name: GDP GROUP City: BEDMINSTER State: NJ Zip: 07921 Engineer Name: JOHN KABAK #50892 Address: 520 S MAIN ST City: AKRON State: OH Zip: 44311 Phone: (216) 927-8663 Fax: Email: dpalkovic@gdpgroup.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: VERIZON Address: 180 WASHINGTON VALLEY RD City: BEDMINSTER State: NJ Zip: 07921 Page 1 of 4 BUILDING PERMIT INFORMATION 96-431-3670 Valuation of Project (contractor's bid price): $ 55,000 Describe the scope of work (please provide detailed information): Install (6) antennas and (9) RRU (radios) and (1) 2' MW on new mounts on existing wireless facility (monopole) w/ (2) hybrid cables, MW feeders and junction box. At ground level, install (2) cabinets, ice bridge and H -frame with required support equipment. Existing Building Valuation: $ 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 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 Area (sq ft): Floor 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? D Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑ None ❑ 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 ❑ 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 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor II -B U 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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 Area (sq ft): Floor 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? D Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑ None ❑ 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 ❑ 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 PUBLIC WORKS PERMIT INFOF kTION — 206-433-0179 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 Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ... Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours El ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements El ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... 0 ...Temporary Water Meter Size .. 0 ...Water Only Meter Size ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ..Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank 0 .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line ❑ ... Sewer Main Extension Public 0 ...Water Main Extension Public WO # WO # WO # Private 0 Private 0 0 .. Grease Interceptor ❑ .. Channelizati:on 0 .. Trench Excavation ❑ .. Utility Undergrounding 0 ... Deduct Water Meter Size 35 FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water ❑ ...Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Mailing Address: Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\J orms-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 OWNE Signature: Print Name: AU HORIZED AGENT: Mailing Address: Date: UI(,,f1 ) 041-57- , Day e`lephone: Zth 336 ' Creg3 1sS- ,wt.,u Sf4-rn M4 qr/o H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11 docx Revised: August 2011 bh City State Zi Page 4 of 4 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,801.35 D18-0103 Address: 12400 51ST PL S Apn: 0003800003 $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 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $52.85 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14190 R000.322.900.04.00 0.00 $52.85 ° p` $1,801.35 Date Paid: Monday, April 09, 2018 Paid By: CROWN CASTLE WTA PROPERTY Pay Method: CHECK 16803 Printed: Monday, April 09, 2018 1:19 PM 1 of 1 SYSTEMS Date: May 19, 2017 Katie Stana Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 (602) 845-1747 Subject: Carrier Designation: Crown Castle Designation: REVIEWED FOR CODE COMPLIANCE APPROVED MAY 02 2018 City of Tukwila BUILDING DIVISION Structural Analysis Report Verizon Wireless Co -Locate Carrier Site Name: 4.0.1 GPD GROUP Professional Corporation 520 South Main Street Suite 2531 Akron, Ohio 44311 (216) 927-8663 dpalkovic@gpdgroup.com Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: Engineering Firm Designation: GPD Project Number: Site Data: Dear Katie Stana, Joseph Allen 880338 TUKWILA 465252 1470222 410285 Rev. 0 2017777.880338.07 12400 51st PI. S, Tukwila, King County, WA 98178 Latitude 47°29'37.52" Longitude -122° 16' 14.19" 82.5 Foot — Valmont Monopole Tower We are pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 1090739, in accordance with application 410285, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment 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. Additionally, seismic forces have been evaluated based on Site Class D with spectral response factors of Ss of 1.499 and Si of 0.562. We 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 usa call. EXP 01/16,119 Structural analysis prepared by: Jon Huffman Respectfully submitted by: John N. Kabak, S.E. Washington #: 50892 10/10/2017 RECEiVED WY OC' TURNELA APR 0 9 2018 PERMIT CENTER 520 South Main Street . Suite 2531. Akron, Ohio 44311. 330-572-2100. Fax 330-572-2101 . www.GPDGroup.com GPD Group, Professional Corporation 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 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) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8) APPENDIX C Additional Calculations r tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 2 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 1) INTRODUCTION May 19, 2017 CCI BU No 880338 Page 3 The existing tapered monopole tower has three major sections connected by slip joints. The tower has 12 sides and is evenly tapered from a 34.5" outer diameter at the base to a 19.5" outer diameter at the top. The structure is galvanized and has no tower lighting. The monopole was originally designed by Valmont Industries, Inc. of Valley, Nebraska in March of 1996. The tower was originally designed for an 85 mph basic wind speed with 1/2" radial ice in accordance with TIA/EIA- 222-E. A recent mapping completed by TEP (Project #: 46226.68750, dated 4/12/2017) confirmed that the tower is shorter than the original design. Due to this discrepancy, all tower geometry information has been taken from the mapping. 2) ANALYSIS CRITERIA 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. Seismic loading was taken directly from TIA-222-G in accordance with the 2015 International Building Code, Exception #4 to Section 1613.1 and Section 3108.1. In accordance with the code provisions, wind loading and seismic loading were not applied concurrently and seismic forces have been evaluated based on Site Class D with spectral response factors of SS of 1.499 and Si of 0.562. The wind loading case will control. Refer to Appendix C for seismic calculations. 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 54.0 54.0 6 Amphenol HEX458CW0000X 2 1-1/2 1 3 Ericsson RADIO 4449 6 Ericsson RRUS 32 B66 1 RFS Celwave DB-C1-12C-24AB-OZ 1 LP1301-1 w/o (2) 2-3/8" x 36" pipes 47.0 47.0 1 RFS Celwave SC2-190BB 4 1/4 1 2 Nokia MPT-HC-HQAM 1 Pipe Mount [PM 601-1] Notes: 1) See appendix B for proposed coax layout tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777880338.07, Application 410285, Revision 0 Table 2 - Existing and Reserved Antenna and Cable Information May 19, 2017 CCI BU No 880338 Page 4 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 79.0 i 81.0 3 CommunKW ations ETCR-654L12H6 1 1-7/16 1-1/4 2 1 6 Samsung Telecommunications 800MHz RRU 3 Ericsson 800 MHZ SMR FILTER 1 Samsung Telecommunication POWER JUNCTION CYLINDER 2 I Kathrein 1 860 10025 3 3 KMW Communications ET-X-WM-18-65-8P 4 Samsung Telecommunication OPTIC FIBER JUNCTION CYLINDER 80.0 3 Samsung Telecommunication 2.5GHz RRH-V3 3 Samsung Telecommunication RRH P4 79.0 3 Samsung Telecommunication POWER JUNCTION CYLINDER 1 T -Arm Mount [TA 602-3] 78.0 1 Samsung Telecommunication 2.5G 8T8R RADAR FILTER 64.0 66.0 6 Andrew TMZXX-6516-A2M 12 1 7/8 1-1/4 1 64.0 59.0 1 6 T -Arm Mount [TA 602-3] Andrew ECC1920-VPUB 6 Andrew ETT19V2S12UB 3 Nokia FRIG 1 Raycap RNSDC-7771-PF-48 6 Commscope ECC1920-VPUB 2 3 Nokia FHFB 20.0 20.0 1 GPS GPS A 1 1/2 1 Notes: 1) Existing equipment; conside ed in this analysis 2) Reserved equipment; considered in this analysis Table 3 - Design 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) 97.0 97.0 1 Platform Mount 12 Swedcom ALP 9212-N 80.0 80.0 1 Platform Mount 12 Swedcom ALP 9212-N tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777880338.07, Application 410285, Revision 0 3) ANALYSIS PROCEDURE Table 4 - Documents Provided May 19, 2017 CCI BU No 880338 Page 5 Document Remarks Reference Source Original Tower Valmont Industries, Inc. Order #: Drawings/Specifications 13475-96, Dated 07/23/1996 Doc ID #: 1954920 CCISITES Foundation Investigation GPD Project #: 2017777.880338.04, dated 5/15/2017 Doc ID #: 1954919 CCISITES Geotechnical Report Pacific Testing Laboratories Project #: 9704-4120, Dated 05/28/1997 Doc ID #: 1581821 CCISITES Tower Mapping Report TEP Project #: 46226.68750, Dated 4/12/2017 Doc ID #:1954920 CCISITES 3.1) Analysis Method tnxTower (version 7.0.7.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. This analysis may be affected if any assumptions are not valid or have been made in error. GPD should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) May 19, 2017 CCI BU No 880338 Page 6 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow % (K) Capacity Pass / Fail L1 82'5 57.9167 Pole TP24.3x19.5x0.1875 1 -5.6715 903.4270 20.1 Pass L2 57'9167 28.7084 Pole TP29.58x23.3392x0.25 2 -12.4026 1530.0800 45.9 Pass L3 28.7084 - 0 Pole TP34.5x28.305x0.2813 3 -17.1779 2002.0600 63.6 Pass Summary ELC: Load Case 7 Pole (L3) 63.6 Pass Rating = 63.6 Pass Table 6 - Tower Component Stresses vs. Capacity — LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 49.8 Pass 1 Base Plate 0 26.5 Pass 1 Base Foundation Structure 0 61.8 Pass 1 Base Foundation Soil Interaction 0 46.7 Pass Structure Rating (max from all components) = 63.6% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower has sufficient capacity to carry the proposed load configuration. Modifications will not be required to bring the tower into compliance with the TIA-222-G standard for the proposed Toad configuration. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 5) DISCLAIMER OF WARRANTIES May 19, 2017 CCI BU No 880338 Page 7 GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time -domain based fatigue analysis. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub -component and connection of an existing tower. GPD provides a Ilimited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased, jeopardizing its Toad carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777880338.07, Application 410285, Revision 0 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 8 J N Nr N N � TYPE 0.1875 o 0 cri N ^ 0 o o N A572-65 a c 0.25001 p y 23.3392 o (2) ETT19V2S12UB Mo ETCR-654L12H6 w/ Mount Pipe 0.2813 (2) ECC1920-VPUB 64 34.5000 79 Section Length (ft) Number of Sides Thickness (in) Socket Length (ft) 0 Sot Dia (in) 1 Grade Weight (K) 6.5 82.5 ft 57.9 ft 28� 0.0 ft O c—a DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (2) 800MHz RRU 79 (2) ETT19V2S12UB 64 (2) 800MHz RRU 79 (2) ETT19V2S12UB 64 (2) 800MHz RRU 79 (2) ETT19V2S12UB 64 ETCR-654L12H6 w/ Mount Pipe 79 (2) ECC1920-VPUB 64 ETCR-654L12H6 w/ Mount Pipe 79 (2) ECC1920-VPUB 64 ETCR-654L12H6 w/ Mount Pipe 79 (2) ECC1920-VPUB 64 ET-X-WM-18-65-8P w/ Mount Pipe 79 (2) ECC1920-VPUB 64 ET Mount Pipe 79 (2) ECC1920-VPUB 64 ET-X-WM-18-65-8Pw/ Mount Pipe 79 (2) ECC1920-VPUB 64 RRH-P4 79 FRIG 64 RRH-P4 79 FRIG 64 RRH-P4 79 FRIG 64 800 MHZ SMR FILTER 79 FHFB 64 800 MHZ SMR FILTER 79 FHFB 64 800 MHZ SMR FILTER 79 FHFB 64 POWER JUNCTION CYLINDER 79 RNSDC-7771-PF-48 64 POWER JUNCTION CYLINDER 79 Pipe Mount 5x2.375" 64 POWER JUNCTION CYLINDER 79 Pipe Mount 802.375" 64 POWER JUNCTION CYLINDER 79 Pipe Mount 5x2.375" 64 (2) OPTIC FIBER JUNCTION CYLINDERit-Arm 79 Pipe Mount 4'x2.375" 64 Mount [TA 602-3] 64 OPTIC FIBER JUNCTION CYLINDER 79 LP 1301-1 w/o (2) 2-3/8" x 36" pipes 54 OPTIC FIBER JUNCTION CYLINDER _ _ _ 79 (2) HEX458CW0000X 54 2.5GHz RRH-V3 79 (2) HEX458CW0000X 54 2.5GHz RRH-V3 79 (2) HEX458CW0000X 54 2.5GHz RRH-V3 860 10025 79 (2) RRUS 32866 54 79 (2) RRUS 32 B66 54 860 10025 79 (2) RRUS 32 866 54 2.5G 8T8R RADAR FILTER 79 RADIO 4449 54 (4) Pipe Mount 45(2.375" 79 RADIO 4449 54 (4) Pipe Mount 4'x2.375" 79 RADIO 4449 - 54 (4) Pipe Mount 45:2.375" 79 _ —. -- - "- DB -Ci -12C -24A6 -OZ 54 T -Arm Mount [TA 602-3] 79 Pipe Mount [PM 601-1] 47 (2) TMZXX-6516-A2M w/ Mount Pipe 64 (2) MPT-HC-HQAM 47 (2) TMZXX-6516-A2M w/ Mount Pipe 64 SC2-19OBB 47 (2) TMZXX-6516-A2M w/ Mount Pipe 64 - - .GPS A 20 MATERIAL STRENGTH GRADE A572-65 Fy Fu GRADE l Fy 65 ksi 80 ksi 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. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 63.6% ALL REACTIONS ARE FACTORED AXIAL 17K SHEAR MOMENT 16 K ( 875 kip -ft TORQUE 0 kip -ft REACTIONS - 85 mph WIND —4 -1b ---GPD Group -----410,40.6..520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job: BU #: 880338, TUKWILA Project: 2017777.880338.07 client: Crown Castle USA, Inc. Drawnby:bdarkow AP": code: TIA-222-G Date: 10/10/17 Seale: NTS Path \\AKRN05.gpdco.Com\TELECOM\Crawn'080338\ 07\Rev.O0xu880338.er av8 No. E-1 Elevation (ft) Round Feed Line Distribution Chart 0' - 82'6" Flat App In Face App Out Face Truss Leg 79.00 64.00 54.00 47.00 20.00 8.00 Face B 79.00 64,00 54,00 47.00 20.00 6.00 Face C .• a GPD Group ®®� 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 JOS' BU #: 880338, TUKWILA Prgect2017777.880338.07 Crent. Crown Castle USA, Inc. Drawn by: bdarkow Appd: Code: TIA-222-G tDate: 10/10/17 Scale: NTS Dwg No. E_7 Path: \WKRN05.apdco.com\ TELECOM \ Crown \ 880338\ 07\Rev,O\tnx880338.er 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 9 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in King County, Washington. 2) Basic wind speed of 85 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Deflections calculated using a wind speed of 60 mph. 8) A non-linear (P -delta) analysis was used. 9) Pressures are calculated at each section. 10) Stress ratio used in pole design is 1. 11) 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 Al Use Code Stress Ratios 4 Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned ▪ Assume Rigid Index Plate '✓ Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension AI Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination ▪ Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation l Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles 4 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft 3.00 L1 82.50-57.92 L2 57.92-28.71 L3 28.71-0.00 Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade 24.58 12 19.5000 32.21 4.00 12 23.3392 32.71 12 28.3050 24.3000 29.5800 34.5000 0.1875 0.2500 0.2813 0.7500 A572-65 (65 ksi) 1.0000 A572-65 (65 ksi) 1.1250 A572-65 (65 ksi) tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 10 Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in int in4 in in in3 in4 in2 in L1 20.1879 11.6599 555.0838 6.9139 10.1010 54.9534 1124.7504 5.7387 4.7235 25.192 25.1572 14.5579 1080.3633 8.6323 12.5874 85.8289 2189.1089 7.1650 6.0099 32.053 L2 24.7643 18.5868 1264.7670 8.2659 12.0897 104.6150 2562.7608 9.1479 5.5849 22.34 30.6235 23.6107 2592.4955 10.5001 15.3224 169.1960 5253.0988 11.6204 7.2574 29.03 L3 30.0878 25.3790 2543.9629 10.0325 14.6620 173.5076 5154.7586 12.4908 6.8320 24.291 35.7170 30.9894 4631.5545 12.2503 17.8710 259.1659 9384.7850 15.2520 8.4923 30.195 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 82.50- 57.92 L2 57.92- 28.71 L3 28.71-0.00 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 plf in in MLC HYBRID 6x12 C Surface Ar 54.00 - 8.00 2 2 -0.250 1.5300 6AW Gx6(1-1 /2) (CaAa) -0.250 CC-05-050-FM(1/4) & C Surface Ar 47.00 - 8.00 4 2 -0.250 0.0000 CAT5e (1 /4) (CaAa) -0.250 0.59 0.15 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement or Shield Type Leg ft Total Number CAAA ft2/ft Weight LDF5-50A(7/8") A No Inside Pole 64.00 - 8.00 12 No Ice 0.00 ASU9323TYP01( 1- A No Inside Pole 64.00 - 8.00 1 No Ice 0.00 1/4) TYPE 2 (1-7/16") C No Inside Pole 79.00 - 8.00 1 No Ice 0.00 TYPE 1(1-1/4") C No Inside Pole 79.00 - 8.00 3 No Ice 0.00 plf 0.33 1.05 0.60 0.50 1/2" Power Cable C No Inside Pole 20.00 - 8.00 1 No Ice 0.00 0.50 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 K L1 82.50-57.92 A 0.000 0.000 0.000 0.000 0.0305 B 0.000 0.000 0.000 0.000 0.0000 C 0.000 0.000 0.000 0.000 0.0443 L2 57.92-28.71 A 0.000 0.000 0.000 0.000 0.1463 B 0.000 0.000 0.000 0.000 0.0000 C 0.000 0.000 7.739 0.000 0.1020 L3 28.71-0.00 A 0.000 0.000 0.000 0.000 0.1037 B 0.000 0.000 0.000 0.000 0.0000 Weight tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 Tower Tower Face AR AF Sectio Elevation n ft ft2 C 0.000 f12 0.000 CAAA CAAA In Face Out Face ft2 ft2 6.337 0.000 Weight K 0.0863 May 19, 2017 CCI BU No 880338 Page 11 Feed Line Center of Pressure Section Elevation ft CPX in CPz in CPX Ice in CPz Ice in L1 L2 L3 82.50-57.92 57.92-28.71 28.71-0.00 0.0000 0.1845 0.1516 0.0000 0.3195 0.2626 0.0000 0.1845 0.1516 0.0000 0.3195 0.2626 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 7 MLC HYBRID 6x12 57.92 - 1.0000 1.0000 6AWGx6(1-1/2) 54.00 L1 8 CC-05-050-FM(1/4) & 57.92 - 1.0000 1.0000 CAT5e(1/4) 47.00 L2 7 MLC HYBRID 6x12 28.71 - 1.0000 1.0000 6AWGx6(1-1/2) 54.00 L2 8 CC-05-050-FM(1/4) & 28.71 - 1.0000 1.0000 CAT5e(1/4) 47.00 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral t Vert ft ft ft ° ft CAAA Front CAAA Weight Side ftz f/2 K (2) 800MHz RRU A From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 (2) 800MHz RRU B From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 (2) 800MHz RRU C From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 ETCR-654L12H6 w/ Mount A From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 ETCR-654L12H6 w/ Mount B From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 ETCR-654L12H6 w/ Mount C From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 ET-X-WM-18-65-8P w/ A From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 ET-X-WM-18-65-8P w/ B From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 ET-X-WM-18-65-8P w/ C From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 RRH-P4 A From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 12 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 1.00 RRH-P4 B From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 RRH-P4 C From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 800 MHZ SMR FILTER A From Leg 4.00 0.0000 79.00 No Ice 0.22 0.22 0.0088 0.00 2.00 800 MHZ SMR FILTER B From Leg 4.00 0.0000 79.00 No Ice 0.22 0.22 0.0088 0.00 2.00 800 MHZ SMR FILTER C From Leg 4.00 0.0000 79.00 No Ice 0.22 0.22 0.0088 0.00 2.00 POWER JUNCTION A From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 POWER JUNCTION A From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 2.00 POWER JUNCTION B From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 POWER JUNCTION C From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 (2) OPTIC FIBER A From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 JUNCTION CYLINDER 0.00 2.00 OPTIC FIBER JUNCTION B From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 CYLINDER 0.00 2.00 OPTIC FIBER JUNCTION C From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 CYLINDER 0.00 2.00 2.5GHz RRH-V3 A From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5GHz RRH-V3 B From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5GHz RRH-V3 C From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 860 10025 B From Leg 4.00 0.0000 79.00 No Ice 0.14 0.12 0.0012 0.00 2.00 860 10025 C From Leg 4.00 0.0000 79.00 No Ice 0.14 0.12 0.0012 0.00 2.00 2.5G 8T8R RADAR C From Leg 4.00 0.0000 79.00 No Ice 0.81 0.32 0.0220 FILTER 0.00 -1.00 (4) Pipe Mount 4'x2.375" A From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) Pipe Mount 4'x2.375" B From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) Pipe Mount 4'x2.375" C From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 T -Arm Mount [TA 602-3] C None 0.0000 79.00 No Ice 11.59 11.59 0.7743 tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 13 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral t Vert ft ft ft ft CAAA Front CAAA Weight Side ft' ft' K (2) TMZXX-6516-A2M w/ A From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) TMZXX-6516-A2M w/ B From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) TMZXX-6516-A2M w/ C From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) ETT19V2S12UB A From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 (2) ETT19V2S12UB B From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 (2) ETT19V2S12UB C From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 (2) ECC1920-VPUB A From Leg 4.00 0.0000 64.00 No Ice 0.46 0.18 0.0079 0.00 -5.00 (2) ECC1920-VPUB B From Leg 4.00 0.0000 64.00 No Ice 0.46 0.18 0.0079 0.00 -5.00 (2) ECC1920-VPUB C From Leg 4.00 0.0000 64.00 No Ice 0.46 0.18 0.0079 0.00 -5.00 (2) ECC1920-VPUB A From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 (2) ECC1920-VPUB B From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 (2) ECC1920-VPUB C From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 FRIG A From Leg 4.00 0.0000 64.00 No Ice 3.41 1.58 0.0547 0.00 -5.00 FRIG B From Leg 4.00 0.0000 64.00 No Ice 3.41 1.58 0.0547 0.00 -5.00 FRIG C From Leg 4.00 0.0000 64.00 No Ice 3.41 1.58 0.0547 0.00 -5.00 FHFB A From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 -5.00 FHFB B From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 -5.00 FHFB C From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 -5.00 RNSDC-7771-PF-48 A From Leg 1.00 0.0000 64.00 No Ice 3.18 1.20 0.0200 0.00 -5.00 Pipe Mount 5'x2.375" A From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 Pipe Mount 5'x2.375" B From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 Pipe Mount 5'x2.375" C From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 14 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 Pipe Mount 4'x2.375" A From Leg 0.50 0.0000 64.00 No Ice 0.87 0.87 0.0185 0.00 0.00 T -Arm Mount [TA 602-3] C None 0.0000 64.00 No Ice 11.59 11.59 0.7743 LP 1301-1 w/o (2) 2-3/8" x C None 0.0000 54.00 No Ice 50.00 50.00 2.2500 36" pipes (2) HEX458CW0000X A From Leg 4.00 0.0000 54.00 No Ice 13.41 7.44 0.0570 0.00 0.00 (2) HEX458CW0000X B From Leg 4.00 0.0000 54.00 No Ice 13.41 7.44 0.0570 0.00 0.00 (2) HEX458CW0000X C From Leg 4.00 0.0000 54.00 No Ice 13.41 7.44 0.0570 0.00 0.00 (2) RRUS 32 B66 A From Leg 4.00 0.0000 54.00 No Ice 2.74 1.67 0.0530 0.00 0.00 (2) RRUS 32 B66 B From Leg 4.00 0.0000 54.00 No Ice 2.74 1.67 0.0530 0.00 0.00 (2) RRUS 32 866 C From Leg 4.00 0.0000 54.00 No Ice 2.74 1.67 0.0530 0.00 0.00 RADIO 4449 A From Leg 4.00 0.0000 54.00 No Ice 3.50 2.36 0.0850 0.00 0.00 RADIO 4449 B From Leg 4.00 0.0000 54.00 No Ice 3.50 2.36 0.0850 0.00 0.00 RADIO 4449 C From Leg 4.00 0.0000 54.00 No Ice 3.50 2.36 0.0850 0.00 0.00 DB-C1-12C-24AB-OZ C From Leg 4.00 0.0000 54.00 No Ice 4.06 3.10 0.0320 0.00 0.00 Pipe Mount [PM 601-1] B From Leg 0.50 0.0000 47.00 No Ice 3.00 0.90 0.0650 0.00 0.00 (2) MPT-HC-HQAM B From Leg 1.00 0.0000 47.00 No Ice 0.71 0.39 0.0132 0.00 0.00 GPS_A B From Leg 1.00 0.0000 20.00 No Ice 0.26 0.26 0.0009 0.00 0.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside or Type Type Horz Adjustment Beam Diameter Leg Lateral Width Vert ft ft ft Aperture Weight Area ft2 SC2-190BB B Paraboloid From 1.00 0.0000 w/Shroud (HP) Leg 0.00 0.00 47.00 2.20 No Ice 3.80 0.0200 tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 15 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 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Tower Deflections - Service Wind Section Elevation No. ft Horz. Deflection in Gov. Load Comb. Tilt Twist L1 82.5 - 57.9167 8.446 36 0.7644 0.0007 L2 60.9167 - 5.090 36 0.6959 0.0006 28.7084 L3 32.7084 - 0 1.611 36 0.4354 0.0003 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 79.00 (2) 800MHz RRU 36 7.890 0.7573 0.0007 53105 64.00 (2) TMZXX-6516-A2M w/ Mount 36 5.552 0.7115 0.0007 14319 Pipe 54.00 LP 1301-1 w/o (2) 2-3/8" x 36" 36 4.090 0.6500 0.0006 7621 pipes 47.00 SC2-190BB 36 3.155 0.5900 0.0005 5499 20.00 GPS_A 36 0.751 0.2747 0.0001 5730 tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 16 Maximum Tower Deflections - Design Wind Section Elevation No. ft Horz. Deflection in Gov. Load Comb. Tilt Twist L1 82.5 - 57.9167 30.444 22 2.7543 0.0023 L2 60.9167 - 18.348 28.7084 L3 32.7084 - 0 5.806 22 2.5092 0.0022 22 1.5701 0.0009 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 79.00 (2) 800MHz RRU 22 28.440 64.00 (2) TMZXX-6516-A2M w/ Mount 22 20.015 Pipe 54.00 LP 1301-1 w/o (2) 2-3/8" x 36" 22 14.746 2.3440 0.0021 2125 pipes 47.00 SC2-190BB 22 11.376 20.00 GPS A 2.7292 2.5653 0.0026 0.0025 14856 4005 22 2.707 2.1277 0.9906 0.0018 0.0005 1530 1590 Compression Checks Pole Design Data Section Elevation No. ft Size L L„ Kl/r ft ft A int Pu K OPn Ratio P„ K 4)Pn L1 82.5 - TP24.3x19.5x0.1875 24.58 0.00 0.0 14.204 -5.6715 903.4270 0.006 57.9167 (1) 3 L2 57.9167 - TP 29.58x23.3392x0.25 32.21 0.00 0.0 22.986 -12.4026 1530.0800 0.008 28.7084 (2) 7 L3 28.7084 - 0 TP34.5x28.305x0.2813 32.71 0.00 0.0 30.989 -17.1779 2002.0600 0.009 (3) 4 Pole Bending Design Data Section Elevation No. ft L1 82.5 - 57.9167 (1) Size Mux kip -ft �Mnx kip -ft Ratio M,,,, Mux OMnx MnY kip -ft kip -ft Ratio Mur 0 Mnv TP24.3x19.5x0.1875 84.29 432.99 0.195 0.00 432.99 0.000 L2 57.9167 - TP29.58x23.3392x0.25 400.71 28.7084 (2) L3 28.7084 - 0 TP34.5x28.305x0.2813 875.28 1395.28 0.627 (3) 889.38 0.451 0.00 889.38 0.000 0.00 1395.28 0.000 tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 17 Pole Shear Design Data Section Elevation No. ft Size Actual OV„ Ratio Actual OT„ Ratio V V„ T„ T„ K K •vu kip -ft kip -ft L1 82.5 - TP24.3x19.5x0.1875 6.8064 451.7140 0.015 0.12 877.98 0.000 57.9167 (1) L2 57.9167 - TP29.58x23.3392x0.25 13.4558 765.0400 0.018 0.28 1803.38 0.000 28.7084 (2) L3 28.7084 - 0 TP34.5x28.305x0.2813 15.5218 1001.0300 0.016 0.28 2829.18 0.000 (3) Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P„ M,, M, , V„ T„ Stress Stress ft OP,' 4M,,, OM, OV„ OT„ Ratio Ratio Criteria L1 82.5 - 0.006 0.195 0.000 0.015 0.000 0.201 1.000 4.8.2 57.9167 (1) L2 57.9167 - 0.008 0.451 0.000 0.018 0.000 0.459 1.000 4.8.2 28.7084 (2) L3 28.7084 - 0 0.009 0.627 0.000 0.016 0.000 0.636 1.000 4.8.2 (3) Section Capacity Table Section Elevation No. ft Component Type Size Critical P Element K SPalow % Pass K Capacity Fail L1 82.5 - 57.9167 Pole TP24.3x19.5x0.1875 1 -5.6715 903.4270 20.1 Pass L2 57.9167 - Pole TP29.58x23.3392x0.25 2 -12.4026 1530.0800 45.9 Pass 28.7084 L3 28.7084 - 0 Pole TP34.5x28.305x0.2813 3 -17.1779 2002.0600 63.6 Pass Summary ELC: Load Case 7 Pole (L3) 63.6 Pass Rating = 63.6 Pass tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 18 JNIMVIIO 13A31 3SV9 13A313SV9 141(/10 warn POI root Om 1 0011 eIt ,,,,,, o IFW1EIOEOM t1 M IOI ro01100 1 371010 EE ,,,,....„2 ;1-111.1 F11100101011 NOM FOR 0E1t 0E01 24/ /to(10.01 FM root 011001/ emu 00u10,/II 1w MOW= M® 1101 rat OMER 00357 ON ® o p/,I 1104119101 WM MOOR 9 MEI M A 01,01,1E 010119 FOS ME01 M EE M 0"177 11000at 0 aM Mr r 130010 v i1 4®y .2,,,, 1w0 a.a n ( OWE 10010E 4' 82.5 ft Monopole Tower Structural Analysis Project Number 2017777880338.07, Application 410285, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 19 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) TIA Rev G Site Data BU#: 880338 Site Name: TUKWILA App #: 410285 Rev. 0 Pole Manufacturer: Other Anchor Rod Data Qty: 8 in Diam: 2.25 in Rod Material: A615 -J ksi Strength (Fu): 100 ksi Yield (Fy): 75 ksi Bolt Circle: 42.5 in Plate Data Diam: 48.5 in Thick: 2.5 in Grade: 60 ksi Single -Rod B-eff: 13.87 in Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: 0 in ** degrees <-- Disregard in in in in in ksi ksi Thick: 0.28125 in Grade: Fillet V. Weld: ksi Width: Height: Thick: Notch: Grade: Weld str.: 12 "0" IF Round Fu 80 ksi Reinf. Fillet Weld Pole Data Diam: 34.5 in Thick: 0.28125 in Grade: 65 ksi # of Sides: 12 "0" IF Round Fu 80 ksi Reinf. Fillet Weld 0 „0„ if None 1 ;HO Reactions Mu: 875.28 ft -kips Axial, Pu: 17.19 kips Shear, Vu: 15.51 kips Eta Factor, n 0.5 TIA G (Fig. 4-4) If No stiffeners, Criteria: AISC LRFD Anchor Rod Results Max Rod (Cu+ Vu/11): Allowable Axial, (I)*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: <-Only Applcable to Unstiffened Cases 129.6 Kips 260.0 Kips 49.8% Pass Flexural Check 14.3 ksi 54.0 ksi 26.5% Pass n/a Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a * 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt " Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Rigid AISC LRFD cp*Tn Rigid AISC LRFD (p*Fy Y.L. Length: 24.82 CCIplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 10/10/2017 Drilled Pier Foundation BU#: Site Name: App. Number: TIA-222 Revison: Tower Type: 880338 TUKWILA 410285 Rev. 0 G Monopole Applied Loads Comp. Uplift Moment (kip -ft) 875.28 Ext. Above Grade Axial Force (kips) 17.19 Pier Section 1 Shear Force (kips) 15.51 6.5 Material Properties Concrete Stren.th, f'c: Rebar Stren.th, F : 3 60 ksi ksi Pier Desgn Depth Data 48 ft Ext. Above Grade 1.833 ft Pier Section 1 From 1.833' above grade to 48' below grade Pier Diameter 6.5 ft Rebar Quantity 20 240.30 Rebar Size 8 46.7% Clear Cover to Ties 3 in Tie Size 4 150 ft Analysis Results Soil Lateral Capacit Compression Uplift Dv, (ft from TOC) 28.50 - Soll Safety Factor 9.94 - Max Moment (kip -ft) 1314.67 - Rating 13.4% - Soil Vertical Capacit Compression Uplift Skin Friction (kips) 147.95 - End Bearing (kips) 366.59 - Weight of Concrete (kips) 223.11 - Total Capacity (kips) 514.54 - Axial (kips) 240.30 - Rating 46.7% - Reinforced Concrete Capacity Compression Uplift Critical Depth (ft from TOC) 28.55 - Critical Moment (kip -ft) 1314.65 - Critical Moment Capacity 2126.01 - Rating 61.8% - Soil Interaction Rating 46.7% Structural Foundation Rating 61.8% aCROWN o CASTLE Layer Top (ft) Bottom (ft) Thickness (ft) y:.n (pcf) Yc, c,e,e (pcf) Cohesion (ksf) Angle of Friction (degrees) Calculated Ultimate Skin Friction Comp (ksf) Calculated Ultimate Skin Friction Uplift (ksf) Ultimate Skin Friction Comp Override (ksf) Ultimate FrictionSkin Uplift Override (ksf) Ult. Gross Bearing Capacity (ksf) SPT Blow Count Soil Type 1 0 18 18 110 150 0 0.000 0.000 0.00 0.00 Cohesionless 2 18 25 7 47.6 87.6 0 0.000 0.000 0.00 0.00 Cohesionless 3 25 48 23 47.6 87.6 0 20.077 0.000 0.000 0.42 0.42 14.73 Cohesionless Version 1.1.0 Caisson Foundation LPile Summary r^` BU #: 880338, TUKWILA ® 2017777.880338.07 Reinforcement Check Allowable Stress Ratio = 1.05 Case 1- Compression Nominal Moment Capacity (Mn) = 32868.8 k -in = 2739.1 k -ft 4:1= 0.9 Factored Moment Capacity (4Mn) = 2465.16 k -ft Maximum Bending Moment (Mu) = 15600000 in -lbs = 1300.0 k -ft Mu/4)Mn = 52.7% OK Deflection Check Load Type Service Allowable Deflection 0.75 in Max Deflection from LPILE 0.4789 in Deflections are Acceptable ////7//a/ 1.833 to 19.833 ft = Soft Cla 1/7 /4, /We . 'f"/?/1":///4 yer 3, 26.833 to 49.833 ft = S (Reese) LPile 2016.9.07, © 2016 by Ensoft, Inc. V 00 00 0 Bending Moment (in -kips) 2000 4000 6000 8000 1E04 1.2E04 1.4E04 1.6E04 ti E 1 1 1 1 I 1 1 1 1 I 11111111111111 1 1 1 4- 11 1 1 1 1 J v v Load Case 1 1 /4 Sand 880338.1p90 LPile for Windows, Version 2016-09.007 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p -y Method © 1985-2016 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: Bdarkow GPD Serial Number of Security Device: 154178656 This copy of LPile is licensed for exclusive use by: GPD GROUP, Akron, Use of this program by any entity other than GPD GROUP, Akron, is a violation of the software license agreement. Files Used for Analysis Path to file locations: \\AKRN05.gpdco.com\TELECOM\Crown\880338\07\Rev.0\calcs\L-Pile\ Name of input data file: 880338.1p9d Name of output report file: 880338.1p90 Name of plot output file: 880338.1p9p Name of runtime message file: 880338.1p9r Date and Time of Analysis Page 1 88O338.1p90 Date: October 10, 2017 Time: 15:17:12 Problem Title Project Name: BU #: 880338 / TUKWILA Job Number: 2017777.880338.05 Client: Crown Castle Engineer: CED Description: Program Options and Settings Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed - Deflection tolerance for convergence - Maximum allowable deflection - Number of pile increments Page 2 = 500 1.0000E-05 in = 100.0000 in = 100 880338.1p90 Loading Type and Number of Cycles of Loading: - Static loading specified - Use of p -y modification factors for p -y curves not selected - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile -head foundation stiffness matrix not selected - Push -over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - Output files use decimal points to denote decimal symbols. - Values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p -y curves to be computed and reported for user-specified depths - Print using wide report formats Pile Structural Properties and Geometry Number of pile sections defined = 1 Total length of pile = 49.833 ft Depth of ground surface below top of pile = 1.8330 ft Pile diameters used for p -y curve computations are defined using 2 points. p -Y the curves are computed using pile diameter values interpolated with depth over length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches 1 0.000 78.0000 2 49.833 78.0000 Input Structural Properties for Pile Sections: Pile Section No. 1: Page 3 Section 1 is a round drilled Length of section Shaft Diameter Shear capacity of section 880338.1p90 shaft, bored pile, or CIDH pile = 49.833000 ft 78.000000 in 0.0000 lbs Ground Slope and Pile Batter Angles Ground Slope Angle Pile Batter Angle 0.000 degrees 0.000 radians 0.000 degrees 0.000 radians Soil and Rock Layering Information The soil profile is modelled using 3 layers Layer 1 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Undrained cohesion at top of layer Undrained cohesion at bottom of layer Epsilon -50 at top of layer Epsilon -50 at bottom of layer = 1.833000 ft = 19.833080 ft = 110.000000 pcf = 110.000000 pcf • 0.0001000 psf • 0.0001000 psf = 0.0000 = 0.0000 NOTE: Default values for Epsilon -50 will be computed for this layer. Layer 2 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Undrained cohesion at top of layer Undrained cohesion at bottom of layer Epsilon -50 at top of layer Page 4 = 19.833000 ft • 26.833000 ft • 47.600000 pcf • 47.600000 pcf = 0.0001000 psf = 0.0001000 psf 0.0000 880338.1p90 Epsilon -50 at bottom of layer = 0.0000 NOTE: Default values for Epsilon -50 will be computed for this layer. Layer 3 is sand, p -y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer Subgrade k at top of layer Subgrade k at bottom of layer 26.833000 ft 49.833000 ft = 47.600000 pcf 47.600000 pcf = 20.077000 deg. = 20.077000 deg. 0.0000 pci = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. (Depth of the lowest soil layer extends 0.000 ft below the pile tip) Summary of Input Soil Properties Layer E50 Layer or Num. krm Soil Type Name kpy (p -y Curve Type) pci 1 default default 2 default Soft Clay Soft Clay default 3 Sand default (Reese, et al.) default Layer Effective Undrained Depth Unit Wt. Cohesion ft pcf psf 1.8330 110.0000 1.00E-04 19.8330 110.0000 1.00E-04 19.8330 47.6000 1.00E-04 26.8330 47.6000 1.00E-04 26.8330 47.6000 49.8330 47.6000 Page 5 Angle of Friction deg. 20.0770 20.0770 880338.1p90 Static Loading Type Static loading criteria were used when computing p -y curves for all analyses. Pile -head Loading and Pile -head Fixity Conditions Number of loads specified = 1 Load Load Compute Top y No. Type vs. Pile Length Condition 1 Condition Axial Thrust 2 Force, lbs 1 1 V = 15510. lbs M = 10503360. in -lbs 17189. No V = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness Axial thrust force values were determined from pile -head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: Dimensions and Properties of Drilled Shaft (Bored Pile): Page 6 880338.1p90 Length of Section = 49.833000 ft Shaft Diameter = 78.000000 in Concrete Cover Thickness = 3.000000 in Number of Reinforcing Bars = 20 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 4778. sq. in. Total Area of Reinforcing Steel = 15.800000 sq. in. Area Ratio of Steel Reinforcement = 0.33 percent Edge -to -Edge Bar Spacing = 10.106847 in Maximum Concrete Aggregate Size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = 13.48 Offset of Center of Rebar Cage from Center of Pile = 0.0000 in Axial Structural Capacities: Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 13092.534 kips Tensile Load for Cracking of Concrete = -1777.285 kips Nominal Axial Tensile Capacity = -948.000 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 1.000000 0.790000 35.500000 0.00000 2 1.000000 0.790000 33.762506 10.970103 3 1.000000 0.790000 28.720103 20.866376 4 1.000000 0.790000 20.866376 28.720103 5 1.000000 0.790000 10.970103 33.762506 6 1.000000 0.790000 0.00000 35.500000 7 1.000000 0.790000 -10.970103 33.762506 8 1.000000 0.790000 -20.866376 28.720103 9 1.000000 0.790000 -28.720103 20.866376 10 1.000000 0.790000 -33.762506 10.970103 11 1.000000 0.790000 -35.500000 0.00000 12 1.000000 0.790000 -33.762506 -10.970103 13 1.000000 0.790000 -28.720103 -20.866376 14 1.000000 0.790000 -20.866376 -28.720103 15 1.000000 0.790000 -10.970103 -33.762506 16 1.000000 0.790000 0.00000 -35.500000 17 1.000000 0.790000 10.970103 -33.762506 18 1.000000 0.790000 20.866376 -28.720103 19 1.000000 0.790000 28.720103 -20.866376 20 1.000000 0.790000 33.762506 -10.970103 Page 7 880338.1p90 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 10.107 inches between bars 12 and 13. Ratio of bar spacing to maximum aggregate size = 13.48 Concrete Properties: Compressive Strength of Concrete Modulus of Elasticity of Concrete Modulus of Rupture of Concrete Compression Strain at Peak Stress Tensile Strain at Fracture of Concrete Maximum Coarse Aggregate Size = 3000. psi = 3122019. psi = -410.791918 psi = 0.001634 = -0.0001160 = 0.750000 in Number of Axial Thrust Force Values Determined from Pile -head Loadings = 1 Number Axial Thrust Force kips 1 17.189 Definitions of Run Messages and Notes: C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension -controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (EI) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 Page 8 880338.1p90 Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load No. Axial Thrust Nominal Mom. Cap. Max. Comp. kips in -kip Strain 1 17.189 32868.809 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi -factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Load No. Resist. Factor for Moment 1 0.65 1 0.70 1 0.75 Nominal Moment Cap in -kips 32869. 32869. 32869. Ult. (Fac) Ax. Thrust kips 11.172850 12.032300 12.891750 Ult. (Fac) Moment Cap in -kips 21365. 23008. 24652. Bend. Stiff. at Ult Mom kip-inA2 677115365. 675136226. 657477391. Layering Correction Equivalent Depths of Soil & Rock Layers Layer No. 1 2 3 Top of Layer Below Pile Head ft 1.8330 19.8330 26.8330 Equivalent Top Depth Below Grnd Surf ft 0.00 18.0000 Not -a -Nu Same Layer Type As Layer Above N.A. Yes No Layer is Rock or is Below Rock Layer Page 9 F0 F1 Integral Integral for Layer for Layer lbs lbs No 0.00 0.1051 No 0.1051 0.04095 No 0.1460 N.A. 880338.1p90 Notes: The FO integral of Layer n+1 equals the sum of the FO and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow -depth and deep -depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non -liquefied sands, and cemented c -phi soil. Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 Pile -head conditions are Shear and Moment (Loading Type 1) Shear force at pile head Applied moment at pile head Axial thrust load on pile head Output Summary for Load Case No. 1: Pile -head deflection Computed slope at pile head Maximum bending moment Maximum shear force Depth of maximum bending moment Depth of maximum shear force Number of iterations Number of zero deflection points 1.72538543 -0.00405634 15598094. -89296. 27.90648000 39.86640000 6 1 = 15510.0 lbs = 10503360.0 in -lbs 17189.0 lbs inches radians inch -lbs lbs feet below pile head feet below pile head Summary of Pile -head Responses for Conventional Analyses Definitions of Pile -head Loading Conditions: Load Type 1: Load Type 2: Load Type 3: Load Type 4: Load Type 5: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in -lbs Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad. Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in -lbs Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians Load Load Load Axial Pile -head Pile -head Max Shear Max Moment Case Type Pile -head Type Pile -head Loading Deflection Rotation in Page 10 880338.1p90 Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in -lbs 1 V, lb 15510. M, in -lb 1.05E+07 17189. 1.7254 -0.00406 -89296. 1.56E+07 Maximum pile -head deflection = 1.7253854310 inches Maximum pile -head rotation = -0.0040563400 radians = -0.232411 deg. The analysis ended normally. Page 11 Seismic Calculations (TIA-222-G) Analysis Method: Equivalent Modal Analysis, Method 2 (Section 2.7.8, TIA-222-G) GPD Job Number 2017777.880338.07 Site Name TUKWILA Site Number 880338 City Tukwila State Washington County King Tower Type Monopole Base OD 34.5 in Top OD Base Thickness0.28125 in Top Thickness # of Sides 12 Base Elevation 0 ft Structure Height (ft) 82.5 TL 6 (Figure 22-12, ASCE 7-10) Ss 1.499 (USGS, 2015 IBC) S1 0.562 (uscs, 2o1518c) Site Classification D (Table 2-11, TIA-222-G) Structure Class II (Table 2-1, TIA-222-G) Importance Factor (I) 1 (Table 2-3, TIA-222-G) Fa 1 .000 (Table 2-12, TIA-222-G, interpolation allowed) Fv 1.500 (Table 2-13, TIA-222-G, interpolation allowed) SDS 0.999 (Eq. 2.7.6, TIA-222-G) SDI 0.562 (Eq. 2.7.6, TIA-222-G) Wt 14.299 (Kips) Wu 3.956 (Kips) WL 10.343 (Kips) g 386.1 (in/s2) Ian 2596.93 On) E 29000.00 (ksi) ft 0.597 Hz (Eq. 2.7.11, TIA-222-G) 1.5 (2.7.8.1, TIA-222-G) S6 Earthquake LRFD Load Factor Discrete Appurtenances Appurtenances @ 81' Appurtenances @ 80' Appurtenances @ 79' Appurtenances @ 78' Appurtenances @ 66' Appurtenances @ 64' Appurtenances @ 59' Appurtenances @ 54' Appurtenances @ 47' Appurtenances @ 20' Linear Appurtenances Feedlines from 74.3' - 82.5' Feedlines from 66.1' - 74.3' Feedlines from 57.9' - 66.1' Feedlines from 52.9' - 57.9' Feedlines from 44.8' - 52.9' Feedlines from 36.8' - 44.8' Feedlines from 28.7' - 36.8' Feedlines from 24.5' - 28.7' Feedlines from 16.4' - 24.5' Feedlines from 8.2' - 16.4' Feedlines from 0' - 8.2' Structure Components Tower Section from 74.3' - 82.5' Tower Section from 66.1' - 74.3' Tower Section from 57.9' - 66.1' Tower Section from 52.9' - 57.9' Tower Section from 44.8' - 52.9' Tower Section from 36.8' - 44.8' Tower Section from 28.7' - 36.8' Tower Section from 24.5' - 28.7' Tower Section from 16.4' - 24.5' Tower Section from 8.2' - 16.4' Tower Section from 0' - 8.2' Totals 0.335 (2.7.8.1, TIA-222-G) 1 (2.3.2, TIA-222-G) w, (kips] Saz 19.5 in 0.1875 in Fsz Seismic Forces 0.896 81 1.736 1.0365 1.037 kips 0.357 80 1.596 0.3798 0.380 kios 1.009 79 1.461 0.9828 0.983 kips 0.022 78 1.333 0.0195 0.020 kips 0.305 66 0.245 0.0498 0.050 kips 0.860 64 0.143 0.0822 0.082 kips 0.508 59 -0.016 -0.0055 -0.006 kips 3.197 54 -0.055 -0.1163 -0.116 kips 0.111 47 0.031 0.0023 0.002 kips 0.001 20 0.215 0.0001 0.000 kips 0.010 78.405 1.384 0.0091 0.009 kips 0.017 70.21 0.532 0.0061 0.006 kips 0.048 62.015 0.064 0.0020 0.002 kips 0.037 55.39 -0.055 -0.0014 -0.001 kips 0.067 48.835 -0.001 0.0000 0.000 kips 0.069 40.785 0.144 0.0066 0.007 kips 0.069 32.735 0.224 0.0103 0.010 kips 0.036 26.62 0.231 0.0055 0.006 kips 0.072 20.44 0.217 0.0104 0.010 kips 0.074 12.265 0.191 0.0095 0.009 kips 0.002 4.09 0.119 0.0001 0.000 kips 0.338 78.405 1.384 0.3122 0.312 kips 0.365 70.21 0.532 0.1295 0.130 kips 0.392 62.015 0.064 0.0168 0.017 kips 0.525 55.39 -0.055 -0.0192 -0.019 kips 0.559 48.835 -0.001 -0.0002 0.000 kips 0.593 40.785 0.144 0.0568 0.057 kips 0.628 32.735 0.224 0.0938 0.094 kips 0.724 26.62 0.231 0.1114 0.111 kips 0.763 20.44 0.217 0.1102 0.110 kips 0.803 12.265 0.191 0.1022 0.102 kips 0.843 4.09 0.119 0.0667 0.067 kips 14.299 Base Shear per ASCE 7 Section 12.8 3.20 kips Wind and Seismic Base Shear Comparison Seismic Base Shear (kipl Wind Base Shear (kipl Seismic/Wind Base Shear Ratio Controlling 3.5 15.6 22.3% Wind "The seismic forces In the table above were Input into a supplemental tnxTower analysis as "user defined loads". The resulting tower stress capacity ratings are In the table below** 82.5 ft 74,3 ft 66.1 ft 57.9 ft 52.9 ft 44.8 ft 36.8 ft 2a2,13.- 24.511 875 24.511 16.4 ft 8.211 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE 0 o of 19.5000 21.0768 A572-65 0.8 0.8 0.8 0.7 0.6 0.6 0.6 0.5 0.4 0.4 0.3 80 Tower Section from 44.8' - 52.9' 48.835 N m O O N 22.6536 a ° w 0 78.405 m 0 22.6536 24.2304 78.405 0 No 4.00 23.2782 24.8276 N 8.05 ni 0.2500 24.8276 26.3770 co O co N 0.2500 26.3770 27.9264 n m N O 7W� O N 0.2500 27.9264 N V Feedlines from 57.9' - 66.1' ,., O Tower Section from 16.4' - 24.5' „; N N A n N 62.015 m 20 ci N m 12.265 m 55.39 0.2813 c, 32.9265 55.39 Feedlines from 0' - 82' N 0.2813 32.9265 34.5000 co Length (ft) 1 Number of Sides Thickness (in) Socket Length (ft) 7 0 0 15 Weight (K) 6.5 82.5 ft 74,3 ft 66.1 ft 57.9 ft 52.9 ft 44.8 ft 36.8 ft 2a2,13.- 24.511 875 24.511 16.4 ft 8.211 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Appurtenance @ 81' 81 Feedlines from 44.8' - 52.9' 48.835 Appurtenances @ 80' 80 Tower Section from 44.8' - 52.9' 48.835 Appurtenance; @ 79' 79 Appurtenances @ 47 47 Feedlines from 74.3' - 82.5' 78.405 Feedlines from 36.8' - 44.8' 40.785 Tower Section from 74.3' - 82.5' 78.405 Tower Section from 36.8' - 44.8' 40.785 Appurtenances @ 78' 78 Feedlines from 28.7 - 36.8' 32.735 Feedlines from 66.1' - 74.3' 70.21 Tower Section from 28.7' - 36.8' 32.735 Tower Section from 66.1' - 74.3' 70.21 Feedlines from 24.5' - 28.7' 26.62 Appurtenances @ 66' 66 Tower Section from 24.5' - 28.7 26.62 Appurtenances @ 64' 64 Feedlines from 16.4' - 24.5' 20.44 Feedlines from 57.9' - 66.1' 62.015 Tower Section from 16.4' - 24.5' 20.44 Tower Section. from 57.9' - 66.1' 62.015 Appurtenances @ 20' 20 Appurtenances @ 59' 59 Feedlines from 8.2 - 16.4' 12.265 Feedlines from 52.9' - 57.9' 55.39 Tower Section from 8.2' - 16.4' 12.265 Tower Section from 52.9' - 57.9' 55.39 Feedlines from 0' - 82' 4.09 Appurtenances @ 54' 54 Tower Section from 0' - 8.2' 409 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksi ALL REACTIONS ARE FACTORED AXIAL 17K SHEAR MOMENT 3 K f 250 kip -ft REACTIONS 1 mph WIND GPD Group " ®®�'� "r 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 f°b' TUKWILA - BU #: 880338 Project: 2017777.880338.07 (Seismic) Client: Crown Castle USA, Inc. Drawn by: bdarkow App'd: Code: TIA-222-G Date: 10/10/17 Scale: NTS Path: AKnNosaoaocomrtasO.0rownO.BIonnevw.nx.sm.orooa3ase„mc.e Dw5 No. E-1 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 20 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in King County, Washington. 2) Basic wind speed of 1 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) A non-linear (P -delta) analysis was used. 8) Pressures are calculated at each section. 9) Stress ratio used in pole design is 1. 10) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. User Defined Loads Description Elevation Offset Azimuth From Angle Centroid ft ft Weight Fx F, Wind Force CAAc K K K K ftz Appurtenances @ 81' 81.00 0.00 0.0000 No Ice 0.8956 0.0000 0.0000 0.6478 0.00 Appurtenances @ 80' 80.00 0.00 0.0000 No Ice 0.3570 0.0000 0.0000 0.2373 0.00 Appurtenances @ 79' 79.00 0.00 0.0000 No Ice 1.0089 0.0000 0.0000 0.6142 0.00 Appurtenances @ 78' 78.00 0.00 0.0000 No Ice 0.0220 0.0000 0.0000 0.0122 0.00 Appurtenances @ 66' 66.00 0.00 0.0000 No Ice 0.3048 0.0000 0.0000 0.0311 0.00 Appurtenances @ 64' 64.00 0.00 0.0000 No Ice 0.8597 0.0000 0.0000 0.0514 0.00 Appurtenances @ 59' 59.00 0.00 0.0000 No Ice 0.5078 0.0000 0.0000 -0.0035 0.00 Appurtenances @ 54' 54.00 0.00 0.0000 No Ice 3.1970 0.0000 0.0000 -0.0727 0.00 Appurtenances @ 47' 47.00 0.00 0.0000 No Ice 0.1114 0.0000 0.0000 0.0015 0.00 Appurtenances @ 20' 20.00 0.00 0.0000 No Ice 0.0009 0.0000 0.0000 0.0001 0.00 Feedlines from 74.3' - 82.5' 78.41 0.00 0.0000 No Ice 0.0099 0.0000 0.0000 0.0057 0.00 Feedlines from 66.1' - 74.3' 70.21 0.00 0.0000 No Ice 0.0172 0.0000 0.0000 0.0038 0.00 Feedlines from 57.9' - 66.1' 62.02 0.00 0.0000 No Ice 0.0477 0.0000 0.0000 0.0013 0.00 Feedlines from 52.9' - 57.9' 55.39 0.00 0.0000 No Ice 0.0373 0.0000 0.0000 -0.0009 0.00 Feedlines from 44.8' - 52.9' 48.84 0.00 0.0000 No Ice 0.0674 0.0000 0.0000 -0.0000 0.00 Feedlines from 36.8' - 44.8' 40.79 0.00 0.0000 No Ice 0.0691 0.0000 0.0000 0.0041 0.00 Feedlines from 28.7' - 36.8' 32.74 0.00 0.0000 No Ice 0.0691 0.0000 0.0000 0.0065 0.00 Feedlines from 24.5' - 28.7' 26.62 0.00 0.0000 No Ice 0.0359 0.0000 0.0000 0.0035 0.00 Feedlines from 16.4' - 24.5' 20.44 0.00 0.0000 No Ice 0.0720 0.0000 0.0000 0.0065 0.00 Feedlines from 8.2' - 16.4' 12.27 0.00 0.0000 No Ice 0.0743 0.0000 0.0000 0.0059 0.00 Feedlines from 0' - 8.2' 4.09 0.00 0.0000 No Ice 0.0016 0.0000 0.0000 0.0001 0.00 Tower Section from 74.3' - 78.41 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.1951 0.00 82.5' Tower Section from 66.1' - 70.21 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0810 0.00 74.3' Tower Section from 57.9' - 62.02 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0105 0.00 66.1' Tower Section from 52.9' - 55.39 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 -0.0120 0.00 57.9' Tower Section from 44.8' - 48.84 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 -0.0001 0.00 52.9' Tower Section from 36.8' - 40.79 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0355 0.00 44.8' Tower Section from 28.7' - 32.74 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0586 0.00 36.8' Tower Section from 24.5' - 26.62 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0697 0.00 28.7' Tower Section from 16.4' - 20.44 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0689 0.00 24.5' Tower Section from 8.2' - 12.27 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0639 0.00 16.4' tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.07, Application 410285, Revision 0 May 19, 2017 CCI BU No 880338 Page 21 Description Elevation Offset Azimuth Weight FX Fz Wind Force CAAc From Angle Centroid ft ft K K K K ft2 Tower Section from 0' - 8.2' 4.09 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.0417 0.00 Section Capacity Table Section Elevation No. ft Component Type Size Critical P Element K 0Palbw % Pass K Capacity Fail L1 82.5 - 74.3056 Pole TP21.0768x19.5x0.1875 1 -3.1067 848.8190 4.6 Pass L2 74.3056 - Pole TP22.6536x21.0768x0.1875 2 -3.5666 882.8840 10.0 Pass 66.1111 L3 66.1111 - Pole TP24.2304x22.6536x0.1875 3 -5.3164 902.2960 13.3 Pass 57.9167 L4 57.9167 - Pole TP24.8276x23.2782x0.25 4 -10.6192 1399.7600 12.2 Pass 52.8646 L5 52.8646 - Pole TP26.377x24.8276x0.25 5 -11.5113 1453.7200 14.3 Pass 44.8125 L6 44.8125 - Pole TP27.9264x26.377x0.25 6 -12.3126 1503.6000 16.0 Pass 36.7604 L7 36.7604 - Pole TP29.4758x27.9264x0.25 7 -12.7721 1527.1700 16.8 Pass 28.7083 L8 28.7083 - Pole TP29.7796x28.2061x0.2813 8 -14.0672 1843.8300 15.9 Pass 24.5313 L9 24.5313 - Pole TP31.3531x29.7796x0.2813 9 -15.0774 1900.7600 17.0 Pass 16.3542 L10 16.3542 - Pole TP32.9265x31.3531x0.2813 10 -16.1372 1953.5100 17.9 Pass 8.17709 L11 8.17709 - 0 Pole TP34.5x32.9265x0.2813 11 -17.1576 2002.0600 18.8 Pass Summary ELC: Load Case 7 Pole (L11) 18.8 Pass Rating = 18.8 Pass tnxTower Report - version 7.0.7.0 r I ; l/j I PERMIT SEPARATE PERMIT SQUIRED FOR: (( Jec trizal E3 Plumb n Cl/has SAD `IP aty of Tukwila WING DIVISION BO• ..�-_� — CROWN SLIM DESIGN FIRST TIME INSTALL the of Permit review approval Approval of construction violation of any approved Fist By: FILE COPY fl o. 1 6` 6 `V 3 l M ST M VERIFY RO ALL DOINOT SCALE DRAWINGS. CONSULTANTS ANY ERRORS OR OMISSIONS. AND ADVISE SONO VARIATIONS OR MODIFICATIONS OF OT SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN APPROVAL. ALL PREVIOUS ISSUES IOF THOUTTHIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPEVERIZON NORSTHEA CORPORATION. NEITHER MORRISON RUCTION LD NORCITHE ARCHITECTWILLBE PROVFICATIONS REMAIN rnE IDING PROPERTY CONSTROF UCTION REVIEW OF THIS PROJECT. ver■ CASTLE PROJECT CROWN CASTLE PROJECT APPLICATION zonvPlan S. 98178 _ , __ ,,, . --� J s� � • ASI�� �. ,`1 �1. ' VI f, 1/,/ ,) . 422 �ctsT` .,,'-'S', '�s'Io�1A� G�� f •, moi• _, ,, is subject to errors and omissions. documents does not authorize adopted code or ordnance. Receipt. opy and conditions Is acknowledged: / �� / `` i I rVyrr VERIZON ID: JOSEPH ALLEI�I --. •ii�_�— No changes plans ',D , .. R •�°�----� PLANNING APPROVED can be made. without approval Planning Division 1�j•�--- ed r'® �'—�-- j + to these from the of DCD NAME: TUKWILA BU #: 880338 LOCATION: 12200 51ST P1. TUKWILA, WA #: 410285 Date: ' I 1 CONSTRUCTION �ilty Of TUlcw�il8 BUILDING DIVISION r a 0 03/21/18 ISSUED FOR PERMIT VICINITY MAP PROJECT INFORMATION SCOPE OF WORK A 02/27/18 ISSUED FOR REVIEW No. Date Revision rII 4 N 1St a itlSthgt .11, Green Ili 612 D l& j (G >Aq�' �'4t. u y 1. '9 Crystal Sodp Blest Q Q 1' PROJECT l0 SITE /��r' Yrs 9 DV Intermadd ® 11$2ndtn ' _ -- , S �� 1 1114 N r JURISDICTION: CITY OF TUKWILA ZONING CLASS: MIC/H OCCUPANCY GROUP: UTILITY CONSTRUCTION TYPE: CO—LOCATE TAX PARCEL ID: 000380-0003 PARCEL SIZE: 19.36 ACRES LATITUDE: 47' 29' 37.52" LONGITUDE: —122 16' 14.19" STRUCTURE HEIGHT: 82'-6" (TOP OF EXISTING MONOPOLE) LEASE AREA: 67.5 SF (WITHIN EXISTING 558± SF COMPOUND) OWNER CONTACT' VERIZON VERIZON WIRELESS PROPOSES TO INSTALL AN UNMANNED TELECOMMUNICATIONS FACILITY CONSISTING OF THE INSTALLATION OF (6) NEW PANEL ANTENNAS. (1) 2.0 MW DISH ANTENNA, (9) RRU'S, (2) HYBRID CABLES, (4) MW FEEDERS AND (1) JUNCTION BOX ON A NEW ANTENNA MOUNT. ALSO PROPOSED IS THE INSTALLATION OF (2) EQUIPMENT CABINETS, ICE BRIDGE AND AN H—FRAME WITHIN AN EXISTING FENCED COMPOUND AREA. PROPERTY BNSF RAILWAY COMPANY 2400 WESTERN CENTER BLVD FORT WORTH, TX 76131 TOWER OPERATOR; Client: Verizonlir CROWN CASTLE USA 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 VERIZON CONTACT. LIST 0 F DRAWINGS SHEET DESCRIPTION Implementation Team: j�. CROWN CASTLE 1505 WESTLAKE LEAVE N, , WA 98109 SUITE 800 T-1 COVER SHEET T-2 GENERAL A-1 SITE PLAN A-1.1 COMPOUND A-2 TOWER PROFILE A-3 CONSTRUCTION RF -1 ANTENNA RF -2 PLUMBING E-1 ELECTRICAL E -2E-3 ELECTRICAL E-4 EREOCTPoCAL E-5 ELECTRICAL ELECTRICAL b NOTES AND SYMBOLS PLAN r, DETAILS ������V CONFIGURATION COWOF C�� It !N1 DIAGRAM 1.x611 NOTES AND SYMBOLS PLAN, NOTES, AND RISER DIAGRAM ��j{ /��{ GROUNDING PLAN ING NOTESPR& PANEL SCHEDULE-�� 0 2018 & GROUNDING DETAILS & GROUNDING DETAILS �r'�ar (}%� PL�RL,�,y'N CEKTER s 1 0 1 03 TERESA BEARD VERIZON WIRELESS 3305 160TH AVE SE BELLEVUE, WA 98008 teresa.bea rd®ver zonwireless.com LEGAL D E S C A&E Team: -1111... MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 2062687370 www.morrisonhershfield.com WFD FORIP JOHNS B L—D C 47 400 FT STRIP THRU 0 C IN SW 1/4 11-23-04 & SE LY WLY OF 100 FT BN RR R/W. / I 0 I �I!/�'Q� �I/�Q��E-6 �� �+�+�Y1r LIANc APPROVED •` MAY 02 2018 • t V g t,.., I OI �:i1�W11�1 DIVISION 11-23-04 h St r 9116Lh �p p� RE V IVOMS Project Info: BU# 880338 TUKWILA 12200 51ST Pl. S. TUKWILA,WA 98178 1 Rg3t shall be rods.. to the scope ,�,/ without C"�'ii{;s 4ir G1''rr�'i�c�l �2f 61aUILDING �`uk*. a l u lding Division. ms,r3vf3;Ons wilI require a new plan submittal and may include additional plan reviereviewfee�� m C O N TA C CODE COMPLIANCE Drawing Title: COVER SHEET CONSTRUCTION MANAGER; APPLICANT CONTACT*A&E 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 IN THESE 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) ve,TM X78 rS r h, '0 CLINTON GRIFFETH AMELIA MECKLER ROY LORETE CROWN CASTLE USA CROWN CASTLE USA MORRISON HERSHFIELD CORP 1505 WESTLAKE AVE N, SUITE 800 1505 WESTLAKE AVE N, SUITE 800 600 STEWART ST, SUITE 200 SEATTLE, WA 98109 PHONE: (206) 336-2863 SEATTLE, WA 98101 PHONE: (360) 770-2987 SEATTLE, WA 98109 PHONE (206) 268-7370 rlorete®morrisonhershfield.com PROJECT MANAGER: FNGINFFR OF RECORD. PROFESSIONAL OF RECORD. DRIVING DIRECTIONS (FROM SEA—TAC AIRPORT, WA) 1. FOLLOW SIGNS FOR WA -518 E 2. MERGE ONTO WA -518 E 3. USE THE LEFT LANE TO TAKE THE INTERSTATE 5 N EXIT TOWARDS SEATTLE 4. USE THE RIGHT LANE TO MERGE ONTO 1-5 N 5. USE THE RIGHT LANE TO TAKE EXIT 156 FOR WA -599 N TOWARDS TUKWILA 6. KEEP RIGHT, FOLLOW SIGNS FOR INTERURBAN AVENUE 7. TURN LEFT ONTO INTERURBAN AVE S 8. TURN RIGHT ONTO 42ND AVE S/ALLENTOWN BRIDGE 9. TURN RIGHT ONTO S 124TH ST 10. STRAIGHT THRU TRUCKING LANES/GATES 11. FOLLOW TO THE LEFT 12. SITE IS ON THE LEFT Project Number. 1800386 Start Dote: 02/26/18 JESSICA DORRIS G. LANCE COOKE CROWN CASTLE USA MORRISON HERSHFIELD CORP 1505 WESTLAKE AVE N, SUITE 800 PHONE: (503) 924-2515 SEATTLE, WA 98109 Icooke®morrisonhershfield.com PHONE: (206) 336-2870 ROBERT J LARA MORRISON HERSHFIELD CORP PHONE: (954) 577-4668 rlora®morrisonhershfield.com PROFESSIONAL OF RECORD' APPROVALS Drafter. RR Designer. LB SIGNATURE DATE Project Manager. RKL Professional of Record: RL REPRESENTATIVE Revision No: 0 Sheet No: T-1 G. LANCE 000KE MORRISON HERSHFIELD CORP PHONE: (503) 595-9128 Icooke&morrison hershfield.com SITE OWNER RF ENGINEER GENERAL NOTES LINE/ANTENNA NOTES 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 15 FOUND, WORK IS TO BE SUSPENDED AND THE OWNER NOTIFIED. THE CONTRACTOR I5 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. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL EXISTING 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 8E 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 GOOD 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 IS 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, ADEOUATE 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 A307 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 HILT! 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 CODEDAT FOUR LOCATIONS: A) AT ANTENNA PRIOR T0 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, 9) 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. CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #18 BARS #5 BAR OR SMALLER CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS AND WALLS #14 AND #18 BARS #11 BAR AND SMALLER COLUMNS PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 2 1 1/2 1 1/2 UNLESS OTHERWISE NOTED, PROVIDE A MINIMUM BEARING LENGTH OF 4 INCHES FOR ALL REINFORCED CONCRETE SLABS. 2. PROVIDE CHAMFERS, REVEALS, REGLETS, RECESSES AND THE LIKE AS SHOWN ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. 3. NO HOLES OR SLEEVES SHALL BE MADE THROUGH CONCRETE WORK OTHER THAN THOSE INDICATED ON THE STRUCTURAL DRAWINGS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. 4. PROVIDE CAST -IN-PLACE CONCRETE FOR MECHANICAL AND ELECTRICAL DIVISIONS INCLUDING BUT NOT LIMITED TO: EQUIPMENT BASES, HOUSEKEEPING PADS, CURBS, PITS, UNDERGROUND DUCTBANKS. 5. ALL FORMWORK OFFSET TOLERANCES (PER ACI 117) TO BE CLASS A. 6. FLOOR SLAB TOLERANCE TO ASTM E1155: SPECIFIED OVERALL MINIMUM VALUE OF FLATNESS FF=25 WITH LOCAL MINIMUM FF=17, AND MINIMUM VALUE OF LEVELNESS FL=20 WITH LOCAL MINIMUM FL=15. MEASURE FL AND FF WITHIN 72 HOURS OF SLAB CONSTRUCTION. 7. ALL EXPOSED EXTERNAL CORNERS OF CONCRETE TO BE TOOLED EDGE, UNLESS OTHERWISE NOTED. 8. CONTRACTOR SHALL REFER TO DRAWINGS OF OTHER TRADES AND VENDOR DRAWINGS FOR EMBEDDED ITEMS AND RECESSES. 9. CONTRACTOR SHALL REFER TO DRAWINGS OF OTHER TRADES AND VENDOR DRAWINGS FOR EMBEDDED ITEMS AND RECESSES. CONTRACTOR SHALL VERIFY ALL SIZES AND LOCATIONS OF ALL ELECTRICAL OPENINGS AND EQUIPMENT PADS WITH THE ELECTRICAL OPENINGS AND EQUIPMENT DETAIL AND SHOP DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL OPENINGS AND SLEEVES FOR PROPER DISTRIBUTION FOR ALL UTILITIES. 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. CONSTRUCTION ABBREVIATIONS 0 03/21/18 ISSUED FOR PERMIT PROJECT INFORMATION 1. THIS IS AN UNMANNED FACILITY AND RESTRICTED ACCESS EOUIPMENT 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 DIAG DIM DBL DN DWG EA ELEC ELEV EQ EQUIP (E) EXT FIN FLR FLUOR FT 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 GALV GC GRND GYP BD HT HVAC HORZ HR NFO D NSUL NT BC GAUGE GALVANIZED GENERAL CONTRACTOR GROUND GYPSUM WALL BOARD HEIGHT HEATING VENTILATION AIR CONDITIONING HORIZONTAL HOUR 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 NOT APPLICABLE NIC NOT IN CONTRACT NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER UGP UG POWER CONDUIT PLYWD PLYWOOD PT PRESSURE TREATED PROJ PROJECT PROP PROPERTY (P) PROPOSED QTY QUANTITY REQ REQUIRED RM ROOM RO ROUGH OPENING ROW RIGHT OF WAY SHT SHEET SIM SIMILAR SPEC SPECIFICATION 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 UGT UG TELCO CONDUIT A 02/27/18 ISSUED FOR REVIEW No. Date Revision Client: verizoni Implementation Team: CROWN �.,► CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE. WA 98109 A&E Team: rr' MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com IMPORTANT NOTICE CONCRETE NOTES 1. ALL CONCRETE WORK SHALL CONFORM TO ACI 318, " BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE " AND TO THE PROJECT SPECIFICATIONS. 2. UNLESS OTHERWISE NOTED. ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE 5 RENGTH OF 3000 PSI IN U.O.N. 3. PREPARE AND SUBMIT MIX DESIGNS FOR EACH TYPE AND STRENGTH OF CONCRETE IN " PROPORTIONING CONCRETE MIXTURES ", AND ACI 301, " SPECIFICATIONS FOR STRUC 4. READY -MIX CONCRETE SUPPLIERS TO BE NRMCA-CERTIFIED. 5. ALL CONCRETE IS TO BE NORMAL DENSITY CONCRETE WITH A MAXIMUM SLUMP OF 4 AGGREGATE SIZE 3/4 INCH. 6. NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. 7. DO NOT USE CHLORIDE -CONTAINING ADMIXTURES. 8. HOT WEATHER CONCRETE: COMPLY WITH ACI 305R. 9. REINFORCING OF ALL CONCRETE MEMBERS SHALL HAVE THE FOLLOWING CLEAR 0080 COVER, INCHES CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 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# 880338 TUKWILA 12200 51ST PI. S. TUKWILA. WA 98178 CCORDUWffEr21ED FOR CODE COMPLIANCE IYCHES. MAPROVED MAY 0220'8 LEGEND 3UILDING/VVALUDETAIL SECTION City of Tukwila BUILDING DIVISION, DETAIL NUMBER SHEET NUMBER WHERE DETAILED REFERENCE REFERENCED DRAWING LARGE SCALE DETAIL DETAIL NUMBER SHEET NUMBER WHERE DETAILED ELEVATION DETAIL BUG DETAIL NUMBER SHEET NUMBER WHERE DETAILED Drawing Title: GENERAL NOTES AND SYMBOLS Project Number. 1800386 Drafter. RR Project Manager. RKL Revision No: O Professionol of Record: RL 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: 3347400970 \\\\\\ ADJACENT PROPERTY (TYP) \ \ TAX PARCEL: 0179001940 EXISTING 182'-6" MONOPOLE /— ASPHALT — TRUCKING LANES \\\J\ 12 L1 C]0 CI 00 cepa EXISTING FENCED COMPOUND EXISTING BLDG TAX PARCEL: 0179001970 TAX PARCEL: 0003800003 S 1 2 4 T H TAX PARCEL: 0179002045 EXISTING BLDG S T\ EXISTING ASPHALT DRIVE TAX PARCEL: 0179002050 ASPHALT TRUCKING LANES TAX PARCEL: 0179002110 0179002160 TAX PARCEL: 018200005 TAX PARCEL: 0003800002 c". \63 ` \ Q \ \\(.5\ 370\ \ ` \ \ ` \TAX PARCEL: r ASPHALT / TRUCKING LANES ♦ P \ ^. ROPER=UNE (TYP) . DUWAMISH RIVER \ I REVIEWED FOR CODE COMPLIANCE APPROVED MAY 02 2018 City of Tukwila BUILDING DIVISION Know what's below. CBII before you dig. 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 PROADING CONSTRUCTION REVIEW OF THIS PROJECT. CONSTRUCTION 0 03/21/18 ISSUED FOR PERMIT A No. 02/27/18 ISSUED FOR REVIEW Date Revision Client: verizonv Implementation Team: CROWN %,,,r 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# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 Drawing Title: SITE PLAN Project Number. 1800386 Start Date: 02/26/18 Drafter. RR Designer. LB Project Manager. RKL Professional of Record: RL 24'x36' SCALE: 1' 120'-0' — 11'x17 SCALE: 1• 240'-0' 240 120 0' 120' SITE PLAN 1 Revision No: 0 Sheet No: A-1 \ NN \ DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR HOWNOMISSIONS. NO VARIATIONS TE MODIFICATIONS TO WORK PRIOR WRITTEN SHOWN SHALL . BE IMPLEMENTED WITHOUT THIS APPROVAL ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON ERSHFIELD CORPORATION. NEITHER MORRISON HLD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. r F; C E t�C} rWAS/ j fir;, i• s �..° 1L.0.4i'1iA'� r- f ' ' CJ iik - ,tt,r� 42z. a ...� },. 7 TE- ,� ' '. f" V S T TL• ' tQhAL. �%'_.;_ ;, x x x x x x x x x x x x x x x x x x x x x x x EDGE OF CONC (TYP)� X EDGE OF CONC{ (TYP)� x x X X EXISTING~ LPG TANK EXISTING MONOPOLE EXISTING ERATOR x X EXISTING CHAIN LINK FENCE W/ BARBED WIRE ON TOP OF CONC X x X EXISTING LPG TANK EXISTING MONOPOLE PROPOSED VERIZON WIRELESS>,� UTILRY H-FRAME W/ WORK EXISTING GENERATOR ERATOR x x 7' -0"± X UGHfS ON TOP OF CONC WALL X CONSTRUCTION X / NI' x / EXISTING CONC ' RETAINING WALL IINPROPOSED T "}' `_ + 1 + + EXISTING CONC RETAINING WALL X x -}- + �I T X ±7 Jr G , VERIZON x x r WIRELESS EQUIPMENT LEASE AREA + + + x ± ..+. + .'O ♦� r ; STAIR (7'-6•x9'-070 \ EXISTING f� SWING GATE 03/21/18 ISSUED FOR PERMIT X + + EXISTING LOW ICE TAIRi� EXISTING A 02/27/18 ISSUED FOR REVIEW EXISTING ELEVATED COVERED CABLE TRAY X + I + BRIDGE (OF OTHERS) DN • SW GATE \ No. Dote Revision EXISTING ELEVATED COVERED CABLE TRAY EXISTING LOW ICE BRIDGE (OF OTHERS) ����� m � j ON � Client: verizon x L Il �`� n YJ X +• + '+ + 7'-7"t X x x PROPOSED VERIZON WIRELESS ICE BRIDGE W/ (2) HYBRID CABLES AND (4) MW FEEDERS (ABOVE EXISTING ICE BRIDGE) + ♦• `♦♦ ���� `♦�`♦� i= n PROPOSED GEN PLUG X x +/ X EXISTING EQUIPMENT CABINETS (OF OTHERS) + -f- -{- EXISTING CONC-�' RETAINING WALL EXISTING EQUIPMENT CABINETS (OF OTHERS) -{- ,♦�♦� :� �/�i� •��� :��`♦:� - P� � ,N \\ \ \\\\ \ o� Q y Implementation Team: P il.,R®VVN %of/ CASTLE 1505 WESTLAKE AVER SUITE 800 SEATTLE, WA 98109 x X + �t i. + + rr EXISTING GROUND BAR (OF OTHERS) TO BE RELOCATED;BATTERY X X x :�� I .♦♦. • \\ \ x x + :�♦� :•�♦� . RADIOPOWER & x A&E Team: a rr MORRISON (-IERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershheltl.com x / / "q- COORDINATE W/ OWNER / + + Ili II 6'-3"t X I` X -�- / ���'V�� �yl� 'L o x PROPOSED VERIZON / II ` Ij / -' WIRELESS GPS ANTENNA II MOUNTED ON PROPOSED _ 3'-1- X ��� X X ICE BRIDGE POST 10- ___=, 2'-6' 6- 7' � X T EXISTING CONDUITS f(EYP) 7'-6- Project Info: BU# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 X \ X X LEASE \\ \\\� AREA EXISTING conic PROPOSED VERIZON x WIRELESS CONCRETE PAD MOUNTED EQUIPMENT CABINETS (1YP OF 2) �r ] EXISTING EQUIPMENT r EXISTING EQUIPMENT \ ] RETAINING CABINETS (OF OTHERS) EXISTING PPC X r r x L I 'J �Jii 1 / -/ / , ) / / J ,z/ — � - _ X CABINETS (OF OTHERS) EXISTING PPC X x r / 1 L 1� i/ / / / i / J ,// / - WALL _ REV( ' • �� f D FOR Drawing Title: COMPOUND PLAN X X X n COD 11PLIANCE � 4 . t)VED x x x x x x x X x x x \ x x x x x x x x x x x x EXISTING UTILITY H-FRAME EXISTING EQUIPMENT MOUNTED ON TOP OF WALL (OF OTHERS) (EYP) NOTE. PANEL ANTENNAS NOT SHOWN IN PLAN VIEW FOR CLARITY; SEE ELEVATIONS MAY 02 2018 • City of •Tukwila BUILDING DIVISION Project Number: 1800386 Start Date: 02/26/18 Drafter: RR Designer: LB Project Monoger. RKL Professional of Record: RL Revision No: 0 Sheet No: A-1.1 24•x36• SCALE: 1/2- =1'-o- _—_ COMPOUND PLAN 2 24-x36- SCALE: 1- =1'-O- I _ I PROPOSED EQUIPMENT PLAN 1 11-x17• SCALE: 1/4- = 1'-O- 2 1' 0- 2' 11-x17- SCALE 1/2- = 1'-0- 1 6' 0- 1' EXISTING ANTENNA ARRAY (OF OTHERS)— TOP OF EXISTING MONOPOLE DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK PRIOR WRITTENARE WITHOUTTHIS SHOWN SHALL BE PREVIOIMPLEMUS APPROVAL. ALL PREVIOUS ISSUES OF THIS DRAWING ARE ISSUES 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. NOTE' 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 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. i•^ - ` ' �r -rr-'4 y CE ' •« - "- ♦ 4 t ,[.:� Y VI AS'i ' '-1�.. I i or, r' r t' . dfi`4/ r /"'� id" Hyl Itt 422 �• EXISTING ANTENNA ARRAY (OF OTHERS) TOP OF EXISTING MONOPOLE h P — t82'-6" AGL � RAD CENTER OF EXISTING ANTENNAS 1 t82'-6" AGL Y �1 RAD CENTER OF EXISTING ANTENNAS AL, ,� ±81'-0" AGL �� ±81'-0" AGL Y EXISTING ANTENNA ARRAYEXISTING (OF OTHERS) — RAD CENTER OF EXISTING ANTENNAS ANTENNA ARRAY (OF OTHERS) �I RAD CENTER OF EXISTING ANTENNAS h 0rIA L , CONSTRUCTION ±86'-0" AGL At JIl ±66'-0" AGL Y EXISTING MONOPOLE EXISTING GPS ANTENNA MOUNT HEIGHT OF GPS ANTENNA PROPOSED VERIZON WIRELESS ANTENNAS AND ANCILLARY EQUIPMENT MOUNTED ON NEW ANTENNA PLATFORM (TYP) � RAD CENTER OF PROPOSED VERIZON WIRELESS ANTFNNAS 0 03/21/18 ISSUED FOR PERMIT A 02/27/18 ISSUED FOR REVIEW No. Dote Revision Client: verizoni C I I 1 4 3 ±54'-0 AGL AI RAD CENTER OF PROPOSED VERIZON WIRELESS MW DISH ANTENNA PROPOSED VERIZON WIRELESS 2''0 MwW DISH ANTENNA EXISTING MONOPOLE PROPOSED VERIZON WIRELESS FEEDUNES [(2) HYBRID CABLE. (4) MW FEEDER]; ROUTE ALONG FACE OF MONOPOLE t47'-0" AGL 4 _ REVIEWED FOR CODE COMPLIANCE APPROVED p`y/� `pY MAI 02 2018 y,"4 City of I V^tfll� BUILDING DIVISION ---•--- ' EXISTING GPS ANTENNA MOUNT HEIGHT OF GPS ANTENNA Implementation Team: � CROWN ..✓ CASTLE 1505 WESTLAKE AVE N. SUITE 800 SEATTLE, WA 98109 ABcE Teom: MORRISON 600 STEWART SEATTLE, Tel: www.morrisonhershfield.com • •-• HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 Project Info: BU# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 .,, = T- ±20'-0" AGL 4 EXISTING CHAIN LINK � FENCE W/ BARBED WIRE PROPOSED VERIZON WIRELESS EQUIPMENT LEASE AREA WITHIN EXISTING COMPOUND tea` r--:,•1"=-::-:mm_g _ .9 ±20'-0" AGL EXISTING CHAIN LINK FENCE W/ BARBED WIRE Drawing Title: TOWER PROFILE . s -,,,,:X:7,7',,- •f w3 " Project Number. 1800386 Start Dote: 02/26/18 f , ]�• Drafter RR r. Designer: LB , a' 333 � +;/ - �- --.�. TOP OF CONC h ...,>t` ,>}, � L_\ =4w . .. ,. s.s TOP OF CONCAu _ 0'-0" AGL ASSUMED Y Y 0'-0" AGL ASSUMED Project Manager. RKL Professional of Record: RL Revision No: 0 Sheet No: A-2 1'-fr ...... 11-:;7• EXISTING TOWER PROFILE 2 : ; _0" ' - ;;•x17' PROPOSED TOWER PROFILE 1 - SCALE: 3/32' : — SCALE: 3/32" t 10_x10"x5/8" GALV BASE PLATE 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 DF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. Mp.'ti C. PIPE GPS ANTENNA PER PLAN O • 5 _ HOLES FOR �- 5/8" FASTENER 1/4' r ;/'/\j I,- ' -"+ � �� � �'' � ;;b� rJ~� A. j I tti; �- r,. . . "!{ y 44 t 1 A ' �f f' '1 ..+'r' i1 Y ;T + g� �y , Q.'. `'�'Ji' T s.*�s -"'� - 0 J � j f A'r�' F 'I A* • •.,,.�1'ri r�� .P"L.'us 4' _..» (NP OF 4)PLAN WORK LIGHT PER PLAN �� JY-i'�" :::" ' GALV PIPE CAP .+ Jyd''''d•'si.:r� y •1/4" 10"z10"x5/8" GALV VALMONT UNIVERSAL PIPE ADAPTER KIT B7534 3" DIA STD GALV PIPE; PROVIDE 3/16" THK CAP PL, METER \ -,J•'..:0'a•��`�C,<<II'�pv�;o�L , +•r,�`.•�:0�> :±``'�'�• ^ pi �6�.:� , 10"z10"x5 8" GALV BASE PLATE • BASE PLATE (4) 5/8" HILTI HVA SEAL WELD ALL AROUND -� ��.',+�:�:�+.'�o�•:��.; •✓''''� �i �' •'•yam ff•• ,. PLATFORM GRATE ADHESNE BOLTS, MIN EMBEDMENT EM " GENERATOR GENERATOR o'.+iyp�� / ��. W° L _ �� . I . T.O. 1 INTO E r- POST P1000 UNISTRUT, W/ PLASTIC END CAPS, FASTENED TO POST W/ 1/2"0 STAINLESS U- BOLTS ���CCCC 24 x24 " 24-x24" PULL BOX = O - _ O = (ILC) INTEGRATED LOAD CENTER '_ �'�..'>'' moi ►"`�"."-4.0,0.0- 4N .0, HOT DIPPED GALV FROM EQUIPMNG ENT TO TOWER; USE — CONC o- - (4) 5/8" BOLTS " W/ LOCK WASHERS <. J' II s - U " (TYP); LOCATION TO SUIT APPROVED PRE PLATFORM CONCRETE UTILITY EQUIPMENT ATTACHMENT REQUIREMENTS = MANUFACTURED KIT BY VALMONT OR (WHERE APPLICABLE) (WHERE PAD APPLICABLE) FRONT GPS ANTENNA CONC PAD APPL CATION, SEE DETAIL A APPROVED EQUAL CONSTRUCTION T.O. FINISHED GRADE , z PIPE - UJ ' "••••--_,_18"0 CONC PIER 3-1/2"0 SCH 40 HOT DIPPED GALV PIPE FOR ICE BRIDGE SUPPORT WITH END CAP 41,,,,E ! Ty- ^ GRADE � GRADF APPI KATION' _ rt "r� . < -�'"'- 16"0 CONCRETE PIER 'r F "s. VALMONT UNIVERSAL PIPE is - f •j , a " / G< \//rw I_ ADAPTER KIT 81534 I ,••••••,....• _ . \\/ \/ 1, /, 0 03/21/18 ISSUED FOR PERMIT 18" 10"x10"x5/8" GALV " X rlil BASE PLATE CONCRETE PAD APPLICATION: J� /� REVIE FOR A 02/27/18 ISSUED FOR REVIEW POST (4) 5/8" HILTI HVA ADHESIVE BOLTS. MIN 4-1/2" • 44 PIPE - •-..,- 10"x10"x5/8" GALV BASE PLATE ON BED OF LEVELING GROUT PLATFORM APPLICATION- V YCD CODE COMPLIANCE j'_ V E® -* APPROVED a d Y'. . 16"0 CONC PIER ,� No. Date Revision Client: er■ v izon EMBEDMENT INTO CONCRETE 1/4 " DETAIL A 10"x10"x5/8" GALV BASE PLATE a (WHERE APPLICABLE) MAY 02 2018 SIDE \ 4 f / a,, City of Tukwila M1 GRADE BUILDING DIVISION Implementation Team: (..f."'CROWN i CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 SCALE: GPS ANTENNA DETAIL 6 17'x17" SCALE: NOT TO SQ H—FRAME DETAIL 5 ;;=x>?- NOT TO SCALE ICE BRIDGE DETAIL 4 b/ i - s --" MANUFACTURER: RAYCAP MODEL: DB-C1-12C-24AB-OZ HEIGHT: 29.5" WIDTH: 16.5" DEPTH: 12.6" A&E Team: _ _ MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.mornsonh ershfield. com .I.,1J111a a. �� WEIGHT: 32 LBS - �� NOTE: r N NOTE: CONTRACTOR TO PROVIDE VERIZON WIRELESS EQUIPMENT jCC � U -BOLT FOR PIPE MOUNTING ANTENNA PIPE MOUNTS HANDRAIL KIT ORDERED SEPARATELY ORDERED SEPARATELY CABINET(S) TO BE MECHANICALLY ATTACHED TO CONCRETE PAD PER E �� , MANUFACTURER'S RECOMMENDATIONSIMO , ' ' I GALV. BOX FRAME 4 • PART OF CABINET (4) 5/8"0 HILTI KB -TZ PLAN VIEW Project Info: BU# 880338 TU KWI LA 12200 51ST PI. S. TUKWlLA, WA 98178 EXPANSION BOLTS (4-1/8" •s $ EMBED) INTO CONCRETE 16.5 ` �•� Ill CONCRETE SLAB6 `� I�� �:: 29.5 jam. .�I ..-J 4 / \ I ' ■ It - u 0 Drawing Title: CONSTRUCTION DETAILS / a \ / ` ,\. _. MANN /� ELEVATION • = PLAN `,110111 " / " - " O Project Number. 1800386 Start Dote: 02/26/18 Drofter. RR Designer. LB Project Manager. RKL Professional of Record: RL FRONT VIEW SIDE VIEW Revision No: 0 Sheet No: A-3 24'x36' SCALE NOT TO SCALE ANTENNA MOUNT x1 11"7' SCALE: NOT TO SCALE 3 ;;"x17" SCALE: NOT TO SCALE "x36* SCALE: NOT TO SCALE CABINET ATTACHMENT 2 JUNCTION BOX DETAIL 1 DIM 3 DIM 2 DIM 2 DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR ODIFIC.ATIONS TO WORK SHOWN SHALL BE IMPLEMENTED MWITHOUT PRIOR WRITTEN APPRovu. ALLPREVIOUS IssUES TWIN SUPERSEDED 6+' THE LATESO BENSOFON. HALL'S DRADRAWINGSGARE D AN SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. 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 ADDITIONAL EQUIPMENT LTE 310' S4'-0" 2 AMPHENOL HEX458CW0000X - - - - - (1) RRU 8843 (1) RADIO 4449 - A \ o \ SECTOR BETA AZIMUTH RAD CENTER NUMBER OF ANTENNAS VENDOR M000. ELEC 11LT MECH OOWNTILT NUMBER OF FEEDERS FEEDER TYPE FEEDER LENGTH ADDITIONAL EQUIPMENT N ,. rf"`y i,� 4 , f r �`!! - " ' • . ;.Y 1.1 -•LTE • S eL4..V'/ ^. j �. • ' Ill / 41 ti 40 422 i'T " P. W . f ISG\' �r�J ISO %., �:.� 1AL �,� j�� ..I- :-,— LTE 140' 54'-0" 2 AMPHENOL HEX458CW0000X - - - - - (1) RRU 8843 (1) RADIO 4449 SECTOR GAMMA AZIMUTH RAD CENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC 11LT MECH DOWNTILT NUMBER OF FEEDERS FEEDER TYPE FEEDER LENGTH ITI ADDITIONAL EQUIPMENT \ \ FRONT BACK SIDE 215' 54'-0" 2 AMPHENOL HEX458CW0000X - - 2 HYBRID 104'± (1) RRU 8843 (1) RADIO 4449 (1) JUNCTION BOX QTY DIM 1 DIM 2 DIM 3 WEIGHT NOTES RRU 8843 3 28.0" 15.0" 10" 85.0 LBS ANTENNA MOUNTS SHALL COMPLY WITH NSTD-445 STANDARDS A5 REQUIRED BY VERIZON 2. PROVIDE PIPE -TO -PIPE ADAPTER, AS REQ'D PROPOSED VERIZON WIRELESS RRU/ [ ERICSSON RRUS 8843] PROPOSED VEPANEL ANTENNA C ( OF 3, 1 PER SECTOR) [AMPHENOL HEX458CW0000X] _.. REVIEWED FOR CODE COMPLIANCE 1 - ♦ EXISTING MONOPOLE q 0 P • �� .... `,..E APPROVED ��O�� PROPOSED VERIZON WIRELESS -% F MAY 02 2018 PANEL ANTENNA [AMPHENOL HEX458CW0000X] " i 4 r fie' PROPOSED VERIZON WIRELESS RRU " " 1 ': % ...,.. City of Tukwila [ERICSSON RADIO 4449] (TYP OF 3, 1 PER SECTOR) i ( i1t BUILDING DIVISION , ! ( ` PROPOSED S NTENNRAIZON WIRELESS PROPOSED VERIZON ANE WIRELESS ` `------" #-"""---� [AMPHENOL HEX458CW0000X] PANEL ANTENNA [AMPHENOL HIX456CW0000X]PROPOSED '------•--"""'-"` ��%' QUAD MOUNVERIZON WIRELESS K �♦— — — —"•. �l1 PROPOSED VERIZON WIRELESS JUNCTION BOX MOUNTED TO $r. PROPOSED ANTENNA MOUNT � (TYP OF 1) `• PROPOSED VERIZON WIRELESS J I PROPOSED VERIZON WIRELESS PANEL ANTENNA [AMPHENOL HIX458CW000OX] [AMPHENOL HIX458CW0000X] RADIO 4449 3 28.0" 15.0" 10.0" 85.0 LBS NOTES: 1. INSTALL UNITS PER MANUFACTURER SPECIFICATIONS 24"x36" SCALE: NOT TO SCALE PROPOSED RRU 11'x17" SCALE: NOT TO SCALE DIMENSIONS CONSTRUCTION DIM 3 DIM 2 DIM 2 Iy DIM 1 QTY DIM 1 DIM 2 DIM 3 WEIGHT SECTOR ALPHA 0 03/21/18 ISSUED FOR PERMIT HEX458CW0000X 2 91.7" 15,6" 7.4" 57.0 LBS A 02/27/18 ISSUED FOR REVIEW No. Date Revision SECTOR BETA Client: ver 'znJ O HEX458CW0000X 2 91.7" 15.6" 7.4" 57.0 LBS SECTOR GAMMA HEX458CW0000X 2 91.7" 15.6" 7.4" 57.0 LBS rit A !II6 FRONT BACK A SIDE Im lementation Team: P CROWN �� CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 DIM 2 NOTES: .f .j 1. INSTALL ANTENNAS .lr 2. CONTRACTOR TO TORQUE PER MANUFACTURER SPECIFICATIONS g ,I a PER MANUFACTURER TTT TOP ALL MOUNTING HARDWARE SPECIFICATIONS it 17" SCALE: NOT TO SCALE PROPOSED ANTENNA DIMENSIONS 4 AkE Team: MORRISON 600 STEWART SEATTLE, Tel: www.morrisonhershfield.com ■ HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 11 17" =',•°0" PROPOSED ANTENNA CONFIGURATION 3 SCALE: 3/16" 2 0 2' 2-1/2" STD GALV SCH 40 PIPE MOUNT MECHANICAL DOWN TILT KIT (AS REQ'D) BY 2-1/2' STD GALV ANTENNA MANUFACTURER SCH 40 PIPE MOUNT ANTENNA MOUNT `y BRACKETS BY ANTENNA ANCILLARY EQUIPMENT (TYP) MANUFACTURER `, II 1111 PROPOSED MW SCHEDULE AZIMUTH RAD CENTER QUANTITY VENDOR MODEL SIZE TILT CABLE LENGTH CABLE QTY CABLE TYPE 2 CAT5e 100' 47'-0" 1 RFS SC2-190BB 2'0 0' 97'± 2 FIBER Project Info: BU# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 NOTES' ANTENNA MOUNTS SHALL COMPLY WITH NSTD-445 STANDARDS AS REQUIRED BY VERIZON. MW SPECIFICATIONS PROPOSED VERIZON WIRELESS MODEL QTY DIM A DIM B DIM C WEIGHT UNIVERSAL RING MOUNT MODEL # LWRM BY SITEPRO 1 SC2-19OB6 1 26.4"0 11.7" 11.5" 20 LBS browing Title: ANTEN NA C 0 N FI GU RATION OR APPROVED EQUAL EXISTING MONOPOLE DIM A PANEL ANTENNA NIP PANEL ANTENNA BRACKETS BY ANTENNA TOP VIEW MANUFACTURER ANTENNA MOUNT'4\11'� I _ PROPOSED VERIZON WIRELESS 2'0 MICROWAVE DISH X I X \ MW m .� AZ_1p0. miliv . ;�r s — r,• Project Number. 1800386 Start Dote: 02/26/18 Drafter. RR Designer: PROPOSED VERIZON WIRELESS 8" � �III Manager. RKL Professional of Record:LB RL STANDOFF ARM (SITEPRO1 P/N MMO1 4III\Project OR APPROVED EQUAL); ORDERl� 2-1/2" STD GALV PIPE SEPARATELY DIM C Revision No: 0 Sheet No: RF -1 24"x36" SCALE NOT TO SCALE TYPICAL ANTENNA ATTACHMENT 11'x17' SCALE: NOT TO SCALE 224%36" SCALE: NOT TO SCALE PROPOSED MICROWAVE CONFIGURATION 1 JOSEPH ALLEN AWS LTE 700 LTE 850 LTE PCS LIE 700 L11 $50 LTTE SECTOR 2 /MS LTE 7430 LTE 850 LTE PCS I,TE 700 ITE' 850 LTE SECTOR 3 Av: s LTE 700 cm 850 850 LTE PCS I.TF. 7001.TE; 850 LTE 111143111r0.11/4.411-0121 Olktf 2 i42131'1sl617 riTrroTillwiT SEPARATE PERMIT AND APPROVAL REQUIRED 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. TAS. c�ti CONSTRUCTION 0 03/21/18 ISSUED FOR PERMIT A 02/27/18 ISSUED FOR REVIEW No. Date Revision Client: verizoni Implementation Team: CROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 A&E Team: L. L MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.mornsonhersh0eld. com Project Info: BU# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 Drawing Title: PLUMBING DIAGRAM Project Number. 1800386 Start Date: 02/26/18 Drafter, RR Designer. LB Project Manager. RKL Professional of Record: RL 24'x36' SCALE: NOT TO SCALE 11'x17' SCALE: NOT TO SCALE PLUMBING DIAGRAM 1 Revision No: 0 Sheet No: RF -2 , GENERAL ELECTRICAL NOTES LEGEND 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 AU. 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. GENERAL GROUNDING SYMBOL DESCRIPTION 1. EXAMINE THE SITE CONDITIONS VERY CAREFULLY AND THE SCOPE OF PROPOSED WORK TOGETHER WITH THE WORK OF ALL OTHER TRADES AND INCLUDE IN THE BID PRICE ALL COSTS FOR WORK SUCH AS EQUIPMENT AND WIRING MADE NECESSARY TO ACCOMMODATE THE ELECTRICAL SYSTEMS SHOWN AND SYSTEMS OF OTHERat TRADES. 2. SUBMITTAL OF BID INDICATES CONTRACTOR IS COGNIZANT OF ALL JOB SITE CONDITIONS AND WORK TO BE PERFORMED UNDER THIS CONTRACT. 3. PERFORM DETAILED VERIFICATION OF WORK PRIOR TO ORDERING THE ELECTRICAL EQUIPMENT AND COMMENCING CONSTRUCTION. ISSUE A WRITTEN NOTICE TO THE CONSULTANT OF ANY DISCREPANCIES. 4. OBTAIN ALL PERMITS, PAY ASSOCIATED FEES AND SCHEDULE INSPECTION. 5. PROVIDE ALL LABOR, MATERIAL, EQUIPMENT, INSURANCE, AND SERVICES TO COMPLETE THIS PROJECT IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND PRESENT IT AS FULLY OPERATIONAL TO THE, SATISFACTION OF THE OWNER. 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 AS IT MAY APPLY TO THIS SITE. ALL WORK TO COMPLY WITH THE RULES AND REGULATIONS OF THE UTILITIES INVOLVED. 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. DURING PROGRESS OF THE WORK, MAINTAIN AN ACCURATE RECORD OF THE INSTALLATION OF THE ELECTRICAL SYSTEMS, LOCATING EACH CIRCUIT PRECISELY AND DIMENSIONING EQUIPMENT, CONDUIT AND 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 CONSULTANT. 10. COMPLETE JOB SHALL BE GUARANTEED FOR A PERIOD OF ONE (1) YEAR AFTER THE DATE OF JOB ACCEPTANCE BY OWNER. ANY WORK, MATERIAL, OR EQUIPMENT FOUND TO 8E FAULTY DURING THAT PERIOD SHALL BE CORRECTED AT ONCE UPON WRITTEN NOTIFICATION, AT THE EXPENSE OF THE CONTRACTOR. 11. GENERAL CONTRACTOR IS RESPONSIBLE FOR REOUESTING CONNECTION OF COMMERCIAL POWER FROM THE POWER COMPANY. ELECTRICAL CONTRACTOR SHALL COORDINATE THIS WORK WITH THE GENERAL CONTRACTOR. 12. COORDINATE EXACT TELEPHONE REQUIREMENTS AND SERVICE ROUTING WITH LOCAL TELEPHONE COMPANY. APPLY FOR TELEPHONE SERVICE IMMEDIATELY UPON AWARD OF CONTRACT. BASIC MATERIALS AND METHODS 1. ALL LIGHTNING PROTECTION AND SAFETY GROUNDING OF THE ELECTRICAL EQUIPMENT SHALL BE CARRIED OUT IN ACCORDANCE WITH THE CURRENT NEPA AND VERIZON WIRELESS STANDARDS. 2. GROUND LUGS ARE SPECIFIED UNDER SECTION 3 "CONDUCTORS AND CONNECTORS". 3. ALL GROUND LUG AND COMPRESSION CONNECTIONS SHALL BE COATED WITH ANTI -OXIDANT AGENT, SUCH AS NO -OX, NOALOX, PENETROX OR KOPRSHIELD. 4. GROUND ALL EXPOSED METALLIC OBJECTS ON BUILDING EXTERIOR INCLUDING BUILDING TIE DOWN BRACKETS. 5. PROVIDE LOCK WASHERS FOR ALL MECHANICAL CONNECTIONS FOR GROUND CONDUCTORS. USE STAINLESS STEEL HARDWARE THROUGHOUT.1,� 6. DO NOT INSTALL GROUND RING OUTSIDE OF PROPERTY LINE. 7. REMOVE ALL PAINT AND CLEAN ALL DIRT FROM SURFACES REQUIRING GROUND CONNECTIONS, REPAINT TO MATCH AFTER CONNECTION IS MADE TO MAINTAIN CORROSION RESISTANCE. 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 POSSIBLE. AVOID SHARP BENDS. THE RADIUS OF ANY BEND SHALL NOT BE LESS THAN 8" AND THE ANGLE OF ANY BEND SHALL NOT EXCEED 90'. GROUNDING CONDUCTORS SHALL BE ROUTED DOWNWARD TOWARD THE BURIED GROUND RING. 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 ACCEPTED. 10. ALL GROUND CONNECTIONS SHALL BE APPROVED FOR THE METALS BEING CONNECTED. 11. ALL EXTERNAL GROUND CONNECTIONS SHALL BE EXOTHERMICALLY WELDED. ALL EXOTHERMIC WELDS TO 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. USE SPRAY GALVANIZER SUCH AS HOLUB LECTROSOL #15-501. 12. CONTRACTOR SHALL NOTIFY THE CONSTRUCTION MANAGER WHEN THE BURIED GROUND RING IS INSTALLED SO THE REPRESENTATIVE CAN INSPECT THE GROUND RING BEFORE IT IS BACKFILLED WITH SOIL. 13. FOR METAL FENCE POST GROUNDING, USE A HEAVY DUTY TYPE GROUNDING CLAMP OR EXOTHERMIC WELD CONNECTION TO POST. GROUND ALL FENCE POSTS WITHIN 6' OF EQUIPMENT. 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 CONNECTORS. OVERCURRENT & SHORT-CIRCUIT/CND FAULT PROTECTION (IF APPLICABLE) n - - ❑-' = CIRCUIT BREAKER NON -FUSIBLE DISCONNECT SWITCH FUSIBLE DISCONNECT SWITCH SURFACE MOUNTED PANEL BOARD TRANSFORMER KILOWATT 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 ROD WITH INSPECTION SLEEVES GROUND BAR PIN AND SLEEVE RECEPTACLE GROUND CONDUCTOR ,_ r r'.'r �-,,,AC� e r .0"......, . ` A 1 ,i d� ��/ �? i \.+• t / ,°,:,I� n ` ,p i 1 f I ��Y _'� ' ,p422 7 - `2t-' i / ' C1ST�,'' '..fi - "1 '"As A.>'`..1°N1AL '' ,I r ; : ,'u ID 0 JB PB OH UGT -UGP - UGP/UGT - T CONSTRUCTION P C L }-\ v • ■ �I�--� ,11--e,GROUND TV 0 03/21/18 ISSUED FOR PERMIT A 02/27/18 ISSUED FOR REVIEW No. Date Revision Client: ver izo n 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. 2. ALL MATERIALS AND EQUIPMENT SHALL BE NEW. MATERIALS AND EQUIPMENT SHALL BE THE STANDARD PRODUCTS OF MANUFACTURER'S CURRENT DESIGN. ANY FIRST-CLASS PRODUCT MADE BY A REPUTABLE MANUFACTURER MAY BE USED PROVIDING IT CONFORMS TO THE CONTRACT REQUIREMENTS AND MEETS THE APPROVAL OF THE CONSULTANT AND THE OWNER. 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 LOCATION WITHOUT SUBSTANTIAL ALTERATION. WHERE DEPARTURES ARE PROPOSED BECAUSE OF FIELD CONDITIONS OR OTHER CAUSES, PREPARE AND SUBMIT DETAILED DRAWINGS FOR ACCEPTANCE. 4. THE CONTRACT DRAWINGS ARE GENERALLY DIAGRAMMATIC AND ALL OFFSETS, BENDS, FITTINGS AND ACCESSORIES ARE NOT NECESSARILY SHOWN. PROVIDE ALL SUCH ITEMS AS MAY BE REQUIRED TO FIT THE WORK TO THE CONDITIONS. 5. MAINTAIN ALL CLEARANCES AS REQUIRED BY NEC. 6. SEAL AROUND CONDUITS AND AROUND CONDUCTORS WITHIN CONDUITS ENTERING THE PREFABRICATED SHELTER/CABINETS WHERE PENETRATION OCCURS WITH A SILICONE SEALANT TO PREVENT MOISTURE 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 1. CONTRACTOR SHALL RECORD LOAD READINGS WHEN SITE POWER ORIGINATES FROM A 30 SERVICE TO MONITOR & ASSURE A BALANCED LOAD AT THE PRIMARY SUPPLY. RECORDS SHALL BE PROVIDED TO THE SITE/FACILITY OWNER. CONTRACTOR SHALL CONSULT MANUFACTURER'S PLANS, SHOP DRAWINGS AND SPECS 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 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 CLASS "RK1", CURRENT LIMITING TYPE, 200 kA.I.C., NON -TIME DELAY, DISCONNECT SWITCHES TO HAVE REJECTION CLIPS, UNLESS INDICATED OTHERWISE. ELECTRICAL EQUIPMENTS & PROTECTIONS SHALL BE STANDARD MIC RATED HIGHER THAN INCOMING EQUIPMENT AND/OR UTILITY CO. kAIC RATE AND CONSIDERING 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 CONSTRUCTION THAT TOTAL UTILITY SERVICE LOAD SHALL KEEP EQUAL TO (1255 MAX. DEMAND+ NEW LOAD)< 805 SERVICE ENTRANCE CONDUCTORS/MAIN OVER CURRENT PROTECTION AMPACITY, WHICHEVER RATING IS LOWER. LIGHTING SHALL MEET NEC, IESNA AND/OR FM STANDARDS IF APPLICABLE. PHOTOMETRIC LEVELS 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 POWER AND TELE- PHONE UTILITY COMPANIES. ABBREVIATIONS 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 TVSS TYP WP U/G PPC 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 TRANSIENT VOLTAGE SURGE SUPPRESSOR TYPICAL WEATHERPROOF - NEMA 3R UNDERGROUND POWER PROTECTION SHELTER SEPARATE PERMIT AND APPROVAL REQUIRED ,°:-. , ' ti Implementation Team: % fr' CROWN �,,,,,I CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 A&E Team: IP" MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.mornsonhershfield.com 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'C 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# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 Drawing Title: ELECTRICAL NOTES A N D SYMBOLS 1. ALL CONDUIT SHALL BE UL LABELED. 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 SHALL BE SIZED IN ACCORDANCE WITH NEC UNLESS NOTED OTHERWISE. Project Number. 1800386 Start Date: 02/26/18 Drafter. RR Designer. LB Project Manager. RKL Professional of Record: RL Revision No: 0 Sheet No: E- 1 Oi NOT USED O NEW 24"x24" NEMA -3R ENCLOSURE (FIBER/SITE TECH CABINET) MOUNTED ON H -FRAME. OPROPOSED 2" PVC CONDUIT WITH (3) 1-1/4" INNERDUCTS AND TRACEABLE MULE TAPE FROM NEMA -3R TELCO ENCLOSURE TO FIBER CABINET. 0 NOT USED. OEERVICE.XISTING FIBER HANDHOLE/PULLBOX. COORDINATE WITH FIBER PROVIDER FOR NEW O NOT USED. O7 NOT USED. �g NEW (3) #3/0 AWG CU. IN 3" RNC. UNDERGROUNDISTING UTILITY SERVICEOODOTO VERIZON WIRELESS UTILITYFOR NEW 120/240v -10-3W, 200A O NEW (ILC) INTEGRATED LOAD CENTER, NEMA -3R PPC LOAD CENTER (PANEL "PP1") 10 COMPLETE WITH AN INTEGRATED AUTOMATIC TRANSFER SWITCH, A 200A -2P UTILITY MAIN CIRCUIT BREAKER & A 200A -2P EMERGENCY MAIN CIRCUIT BREAKER. 11 GENERATOR PLUG. 12 (3) 3/0 + (1) #6 GROUND, 2"C. PROVIDE RNC B.F.G. AND RGS A.F.G. 13 NEW 2P -200A MAIN CIRCUIT BREAKER IN METER/MAIN CIRCUIT BREAKER COMBO WITH INTERRUPTING CAPACITY=100K AIC. PROVIDE MECH. ATTACHED ENGRAVED LABEL INDICATING "VERIZON4* WIRELESS METER". T4 NEW 120/240V -10-3W, 200A RATED METER/MAIN CIRCUIT BREAKER COMBO. PROVIDE MECH. ATTACHED ENGRAVED LABEL INDICATING "VERIZON WIRELESS METER . 15 NEW 200A CAPACITY 240V-10 NEMA 3R METER SOCKET PER POWER CO. REQUIREMENTS. 16 PROPOSED (2) 4" PVC CONDUIT WITH (3) 1-1/4" INNERDUCTS AND TRACEABLE MULE TAPE FROM EXISTING FIBER HANDHOLE/PULLBOX TO NEMA -3R TELCO ENCLOSURE. 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 APART. MIN.VERIFY #4 AWGIN CUFIELD. TO (2) 5/8"X10' COPPER CLAD RODS SPACED A MINIMUM OF 6' 19 NOT USED. 20 NEW 2" CONDUIT FOR EQUIPMENT CABINET REFER TO LOAD CENTER DIAG. SHEET E-5 21 SAW CUT CONCRETE FOR TRENCHING. RETURN TO ORIGINAL CONDITIONS. 22 NOT USED. 23 NEW H—FRAME FOR VERIZON EQUIPMENT. O 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 8' ABOVE ALL BURIED CONDUIT. 25 NOT USED. 26 NEW RADIO CABINET. 27 NEW PRIMARY POWER AND BATTERY ENCLOSURE. 28 NEW H -FRAME LIGHT (LITHONIA CAT #HFL1-LED-P1-40K-WFL-MVOLT OR EQUIVALENT). 29 NEW 4 TO 6 HOUR CRANK TIME LIGHT SWITCH IN WEATHERPROOF ENCLOSURE. 00 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 HERSHFIELDSPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELA CORPORATION. PON. NEITHER MORRISON HUCTIONELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION RENEW OF THIS PROJECT. X X X X X X X X X X x x X / ,ACE c 'vpy� q ,'fit Y �t� t�. y7'./ . s/f V 'a ,,1 -°� • 4, aw gt'�TI ". 1 of 4V' 41 �J �� j�/ .� + +422.7 ,"' :J L�((f� T4, V ci tb , \, '�sf .^©},t, kC`- "•! v,y� x UGT UG UGT GT X0 © x 00 UGT x ®O® ® X CO �, ~ UGP UGP- 'P , a. ' X ® Q cct 11 UGP -, Oa x (0 D CONSTRUCTION *t (\ '� ___11.6 l\ y \\r\ \\ \\ X 4- X 0 =\\ - x X C C 26 O 27 O X 0 03/21/18 ISSUED FOR PERMIT A 02/27/18 ISSUED FOR REVIEW /� II / II No. Date Revision Client: ■ v r 'ZO X I I x CD x \\� n x oee \ r-1 /T1 r _7 • a X Ln -I L X 'tL //I I� // ` i / � i / 7L x Impleme• (yriNntation Team: CROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 n \\\� 1 1\X O L X X X X X X X X A&E Team: a MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfeld.Gom 24•x36• SCALE: 3/8' _ ,•-D•pip ELECTRICAL PLAN 3 11•x17" SCALE: 3/16' 1'-0" 2' 1 0` 2' 0 0 - a) �® © ®® eTYP O ® Project Info: BU# 880338 TUKWILA ,2WI,WA987. TUKWILA, WA 98178 i m i 10 _ 1 0 ---- — — Drawing Title: ELECTRICAL PLAN, NOTES AND RISER DIAGRAM GRADE UTILITY ROO TE N : CONDUIT ROUTES AND SPECIFICATIONS FROM VERIZON WIRELESS COMPOUND TO UTILITY MEET POINT ARE PER THE REQUIREMENTS PROVIDED IN THE UTILITY COORDINATION REPORT BY DATED c C: —I 00 I O®® 00 Project Number. 1800386 Start Date: 02/26/18 UGP UGP UGP[__UGP 0 1- m >> Drafter.UGT R: LB UGP UGP UGP - UGP - UGP GP UGT UGT — UGT UGT I ?L;Are — UGT UGT UGT UGT UGT i4/V •WD ct Manager. Professional of Record: RL UGT UGT — UGT UGT UGT UGT ©�/ Eri .n No: 0 Seet No: E-2 ELECTRICAL REFERENCE NOTES 2 11xx36" SCALE: NOT TO SCALE 17" SCALE: NOT TO SCALE RISER DIAGRAM 11 APPROXIMATE LOCATION OF ��{{2 AWG SOLID BARE TINNED GROUND RING. GROUND RING SHALL BE BURIED 30" 1 R 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. 2 PROVIDE 3/4"x10'-0" LONG COPPER CLAD STEEL (COPPER WELD) GROUND ROD AS SHOWN. PROVIDE NSPECTION O SLEEVE ATGROUND 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/11 THAT 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. OEXISTING TOWER GROUND RING. VERIFY IN FIELD. 0.#2 AWG STRANDED GREEN JACKET COPPER CONDUCTOR BONDING RRU TO ANTENNA GROUND BAR. 5 #2 AWG GROUND FROM SERVICE ENTRANCE GROUND ELECTRODE TO EXTERNAL GROUND RING. O O#2 AWG FROM FI -FRAME TO EXTERNAL GROUND RING (TYP OF 2 PLACES). O7 #2 AWG GROUND FROM ICE BRIDGE VERTICAL POSTS TO EXTERNAL GROUND RING (TYP). 0 6 #2 AWG GROUND FROM VERTICAL FENCE POST TO EXTERNAL GROUND RING. 0 NOT USED. 10 NOT USED. 11 EQUIPMENT GROUND RING AND TOWER GROUND RING SHALL BE BONDED TOGETHER IN AT LEAST TWO (2) POINTS USING A #2 AWG SOLID BARE TINNED COPPER CONDUCTOR. O12 BOND 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. eEXTEND GROUNDING CONDUCTOR TO ANTENNA LOCATIONS AND BOND TO ANTENNA PIPE MOUNT. USE AN 14 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 (TYP OF 2). 0, PROVIDE ANTENNA CABLE GROUND BAR. BOND ANTENNA CABLE GROUNDING KITS TO GROUND BAR. CONNECTION 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, 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 BURIED 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. EXTEND GROUNDING CONDUCTORS TO REMAINING SECTOR ANTENNA PIPE MOUNT LOCATIONS AND BOND WITH 18 EXOTHERMIC WELDS TO ANTENNA PIPE MOUNT. SUPPORT CONDUCTOR AS REQUIRED EVERY TWO FEET MINIMUM. 0I 19 THE TOWER STRUCTURE STEEL SHALL BE UTILIZED FOR DISSIPATING THE LIGHTNING ENERGY. THE TOWER GROUND 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"..--' 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. CHAIN LINK FENCE N DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE TIO CONSULTANTSDII of ANY WORK OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK SHOWN SHALL BE IMPLEMENTED WRHOUT PRIOR WRITTEN APPROVAL. ALLPREVIOUS ISSUES OF TMIS 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. ." .. - ...' "r' "IACE c '4 ` !/ �`�._.__. _,-.,ti 2 !rY,�F r}f i .At .•J'� it '. •yf • H i- - , �1 ii� '! 1 �;,+ •.= ` t C�° . ✓ DIS`. ti+•ICII1'AL.: --� _- `r•1-,,7_, r GROUND O T TYP INSPECTIO 1 O TMP© 0 OD WITH WELL — - _ CONSTRUCTION \ `\ _' /\ i ...- �- • -- ;F -- �'' --_ `~ -\ -- I \ - _\ -_ _ - - TMP® `v - _ _ •— 111 1 I 0 I /� 0 03/21/18 ISSUED FOR PERMIT A 02/27/18 ISSUED FOR REVIEW wAVEcuIDE BRIDGE - / 'V \ X yC / \ \ ` j \ II I I /'' I{- — — — J — — — Fr\! --I jjT ��- - -�-' No. Date Revision Client: veri zon� / \) li — L I 1 I r``�--- --/'"" 1 -- . .L - Implementation Team: CROWN ..JCCASTLE 1505 WESTLAKE SUITE TE 800 SEA0 LE, WA 989 1 1 0 TYPO �Y �0 ,�1 �� le \ I�"----- / • I 1 1 y A&E Team: MORRISON 600 STEWART SEATTLE, Tel www.morrisonhershfield.com • HERSHFIELD ST, SUITE 200 WA 98101 206.268.7370 \ ` 1 1 ♦ m NOTES: \' `• \ m i .'S ; 0 TYPICAL GROUNDING PLAN FOR (2) VERIZON WIRELESS CABINETS, (1) H- FRAME AND (2) - - ' ANTENNA/SECTOR MOUNT, REFER TO ARCHITECTURAL PAGES FOR LAYOUT. 0 i / ✓ • 0 ``�, r ° �' baa, ; ' 0 TMP Q� 0 PERE/�4 ATS or c " `-- APpRV VAL. Project Info: BU# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 Drawing Title: GROUNDING PLAN AND NOTES Project Number. 1800386 Start Date: 02/26/18 NOTE. NO SOILS RESISTIVITY TESTING WAS PROVIDED AT THE TIME OF THIS DESIGN. Drafter. RR Designer: LB / ' Cu SO / roject Manager. KL Professional of Record: RL Revision No: 0 Sheet No: E-3 11%17" SCS: NOT TO SCALE GROUNDING NOTES 2 11•x17' SCALE: NOT TO SCALE GROUNDING PLAN 1 • POWER CABINET PANEL SCHEDULE (PANEL PP -1) DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORK APPROVAL AU. PRWN SHALL BEIEVIOUS IMPLEMSSUES OFOTHISP DIRAWING ARE SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NEITHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL REVIEW OF T8S PROJECT. BE PROVIDING CONSTRUCTION BUS VA BUS BUS VA A B LOAD WIRE GND COND AMPS A B AMPS COND GND WIRE LOAD A B 2792 ANDREW PDU/BATT CABINET #6 #8 2" 40 1 - All— 2 60 1" #10 #6 SURGE ARRESTOR 0 r r"' r . [ C E('N may, - j•L "` V 1/1A ASN +' V .% � T r % t1 r t. • �4,,t, t# '/ �,', ,.{}( 4.2" 7 y ` % C1,5 IE.� ` F" . •" ,(t�hJ��.?��S'CJ `"• �i----�,-„� 41 •, 2792 RECTIFIERS •• 3 —AV 4 0 2792 ANDREW PDU/BATT CABINET #6 #8 2" 40 5 -*-- 6 20 1/2" #12 #12 TELCO GFI RECEPTACLE 180 2792 RECTIFIERS .. 7 —IP' 8 20 1/2" #12 #12 TELCO CABINET FAN 180 2792 ANDREW PDU/BATT CABINET #6 #8 2" 40 9 '* — 10 20 1/2" #12 #12 EXTERIOR LIGHT 332 2792 RECTIFIERS ** 11 —At -SPACE - 12 - - - - - 2792 ANDREW POU/BATT CABINET #6 #8 2" 40 13 -•-- 14 - - - - SPACE 2792 RECTIFIERS .. 15 --1111---1111-3 16 - - - - SPACE SPACE - - - - 17 ---- 18 - - - - SPACE SPACE - - - - 19 —• 20 - - - - SPACE 180 RECEPTACLE INSIDE PDU CABINET .• #10 #10 2" 20 21 t— 22 - - - - SPACE 180 RECEPTACLE INSIDE BATTERY CABINET A* #10 #10 2" 20 23 —ID- 24 - - - - SPACE - SPACE - - - - 25 —*- 26 - - - - SPACE SPACE - - - - 27 28 - - - - SPACE - SPACE - - - - 29 -+— 30 - - - - SPACE N OT USED SPACE - - - - 31 --III- 32 - - - - SPACE CONSTRUCTION SPACE - - - - 33 --- 34 - - - - SPACE SPACE - - - - 35 —II- 36 - - - - SPACE - SPACE - - - - 37 -111-- 38 - - - - SPACE SPACE - - - - 39 —I- 40 - - - - SPACE SPACE - - - - 41 ♦— 42 - - - - SPACE TOTAL VA BUS A 11860 BUS 9 11528 CONNECTED VA:23388 AMPERES: BUS A 99 BUS B 96 TOTAL 97 0 03/21/18 ISSUED FOR PERMIT RATED VOLTAGE: ❑ 120/208 IIS 120/240 ❑ 277/480 1 PHASE, 3 WIRE BRANCH POLES ❑ 12 CI18 ❑ 20 ❑ 24 El30 ❑ 36 • 42 A 02/27/18 ISSUED FOR REVIEW RATED AMPS: ❑ 100 • 200 ❑ 400 CABINET: Ill SURFACE ❑ FLUSH FULL NEUTRAL BUS • GROUND BUS • HINGED DOOR • KEYED DOOR LATCH ENCLOSURE TYPE NEMA -3R No. Date Revision BRANCH DEVICES ❑ FUSED • CIRCUIT BREAKER Client: verizon ❑ MAIN LUGS ONLY MAIN 200A II 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 (••) CIRCUITS ROUTED INSIDE SAME CONDUIT EQUIPMENT. ALL UNUSED BREAKERS TO BE LABELED "SPARE" Implementation Team: ((CROWN %.„,,r CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 NOT USED 4 NOT TO SCALE 24"s36= SCA: NOT TO SCALE PANEL SCHEDULE 3 LED SECURITY LIGHT (LrTHONIA CAT #HFL1-LED-P1-40K-WFL-MVOLT OR EQUIVALENT) (TYP) EXOTHERMIC WELD FINISHED GRADE -• ( Iy ` METER/MAIN CIRCUIT BREAKER COMBO (yI I, ` A&E Team: I1u _ W..� MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.mornsonhershfield.com WAVE GUIDE POST ELEVATION GENERATOR PLUG r---_ 1 BONDING CONDUCTOR DRILL WAVE GUIDE GRATING IF TO EQUIPMENT PAD REQUIRED TO ALLOW INSTALLATION GROUND RING OF STAINLESS STEEL THREADED RODI WAVE GUIDE GRATING ttP I (ILC) LOAD INTEGRATED CENTER I — O — O 24"x24" PULL BOX 4 TO 6 HOUR CRANK TIMER IN WATERPROOF CASE Project Info: B U# 880338 TUKWILA 12200 51ST PI. S. TUKWIIA WA 98178 FENDER WASHER u u __ 1/4" STAINLESS STEEL __ i THREADED ROD (TYPICAL EACH ' TOWARD WAVE GUIDE POST END OF GROUND BAR PLATE) �� EQUIPMENT PAD n CONDUIT(S) ROUTED TO EQUIPMENT (ttP) 1 1 a _ `' cc ,, A co z CABLE a #2 AWG TINNED CONDUCTOR TO Drawing Title: ELECTRICAL, GROUNDING DETAILS & SCHEDULE �� '� ��' ANTENNA = -Irc ANTENNA CABLE GROUNDING CABLE ER _ T.O. CONC GROUND RING (ttP) FULL THREADED ROD ASTREQURED)UAL J CABLE SUPPORT ���� WAVE GUIDE MOUNTED GRADE 4 COPPER GROUND BAR PLATE NUT AND LOCK WASHERPANEL NEW #2 AWG SOLID TINNED WAVE GUIDE MOUNTED GROUND BAR PLATE.A I COMBINATION (ttPICAL)-COPPER SECTION A-ASUSPEND GROUND RING BELOW LOWESTGROUNDING ROW OF ANTENNA CABLE Pro'ect Number. JCABLES. 1800386 te: Stort Dote: 02/26/18 DoRL LOCATE WITHIN 2'-0" OF CLOSEST ICE BRIDGING POST TO ANTENNA CABLE COVER ASSEMBLY #2 AWG COPPER NOTE: SEE SHEET C-3 FOR CONSTRUCTION - (TMP EACH SPECIFICATIONS FOR WAVEGUIDE SUPPORT ANTENNA CABLE)S BARE TINNED SOLID PIGTAIL ROUTE PIGTAIL 2" CONDUIT - - #4 GEC r n 1 SEiAbA�� - 2" CONDU T TO RADIO CABINET P i 1/y 7t�yj1J SRs _I� (2) 4" FROM D CONDUITSLE/PULL80X Drafter. -R Designer. LB SUCH IW AS TO AVOIDND90'L BENDS BETWEEN GROUND BAR PLATE AND WAVE GUIDE POST EXISTING Af _ pQo D ., 3" CONDUIT FROM 1 Q UTILITY TRANSFORMER REQ(�� /��� L*i.,, D oject Manager Professional of Record: isionL No: 0 No: E-4 WAVEGUIDE MOUNTED GROUND BAR PLATE INSTALLATION 2 ELECTRICAL EQUIPMENT ELEVATION 11 NATES: 3.0" TRADE.6SIZE (6) 1.5" TRADE SIZE KNOCKOUTS KNOCKOUT 3.63" ACTUAL REAR ENCLOSURE WALL DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY AU. 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 ME SUPERSEDED 8Y THE LATEST REVISION. ALL DRAWINGS AND SPECIFICATIONS REMAIN THE PROPERTY OF MORRISON HERSHFIELD CORPORATION. NErrHER MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. • REAR OF CABINET TYPGENERATOR TINNED SOLID COPPERCONNECT WIRE 50#' MAX CONNECT—�SUPPRESSOR 2 GROUND TYPSCO POWER AND RADIO 1111 O 0 0 0 0 0 0 p O p 0 0 0 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 #97B4 3. ALL GROUNDING CONNECTIONS WITHIN THE EQUIPMENT CABINETS SHALL BE PER THE GUIDELINES OF THE MANUFACTURERS SPECIFICATIONS. PROVIDE GROUND BAR OR BOND CABINETS DIRECTLY TO GROUND RING EXTEND TO GROUND RING W/ A #2 AWG SOLID BARE TINNED COPPER CONDUCTOR (TYP) . _A. ` y' �.t}'� 4 Y+ASJ - s Cd(SHIPPED !•o ,4•�200 A �} ACUSTOMER • DIA. IN REAR OF ENCLOSURE (8) .75" TRADE SIZE KNOCKOUTS REAR ENCLOSURE WALL M 0 ill co I PANELBOARD (SQUARE—D). NQ 200 AMP MAX, 30 SPACESr AL) SUB—FEEDACC LUGS5200F2 0APMP NMAX NEUTRAL BONDING JUMPER�� DISCONNECTED) O pli BRANCH CIRCUIT GROUND TERMINALS AMP, 1 PHASE/3 WIREI TRANSFER SWITCH CONTROLLER NORMAL SOURCE TRANSIENT INPUT RECEPTACLEI•VOLTAGE SURGE SUPPRESSOR EMERGENCY SOURCE W/ ;I0—, (TVSS) ASCO 456 SERIES (6 MODE)4227 PROVIDED FEMALE PLUGI�•ACCESSORY 37P — APPLETON PNACCESSORY 4 WIRE/4 POLECASE 73V61AR30044—RS GROUND REVERSE SERVICE#2 CLAMP STYLE COVERTRANSIENTYVOLTAGE SURGE RIESS()TO 458 SERIES 6 MODEPOWER CONSTRUCTION DISTRIBUTION BLOCK NEUTRAL BUSS 01161111111111111111111111114,121 �1 Mit - �__\.t7 ..-. M— u-.��DORMAL SOUCCE "ITT BRE" MAIN DISCONNECT CIRCUIT BREAKER 200A (SQUARE—D), JGL26200C � EMERGENCY SOURCE #2 TERMINATION ASSEMBLY"PERMANENT" GENERATOR" CIRCUIT BREAKER 200A ASCO D300 SERIES AUTOMATIC (SQUARE—D), JDL26200C TRANSFER SWITCH 200 AMP 8.6 INCHES WIRE BENDING SPACE EMERGENCY SOURCE #1 SUITABLE FOR UP TO (1) 250 "PORTABLE" GENERATOR" MCM CONDUCTOR PER PHASE CIRCUIT BREAKER 200A (SQUARE—D), JDL26200C NOTE: FRONT EXTERIOR DOOR AND 0 03/21/18 ISSUED FOR PERMIT A 02/27/18 ISSUED FOR REVIEW No. Dote Revision Client: verizon GENERATOR PLUG TO BE LOCATED TOP COMPARTMENT SWING REMOTELY CONSULT/MFR TO PROVIDE PANEL REMOVED J—BOX SO AS NOT TO VIOLATE UL LABEL 24•x36• SCALE: NOT TO SCALE ELECTRICAL LPS DETAIL 11"x17" SCALE: NOT TO SCALE 4 24"x36" ; x36" SCALE NOT TO SCALE POWER TRANSFER INTEGRATED LOAD CENTER DETAIL 3 Implementation Team: CROWN `I,i CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA98109 ANTENNA COAX JUMPER /..4,,,,-- \s„.„,,,,,,,..,__ ANTENNA COAX CABLES GPS ANTENNA f WAVEGUIDE BRIDGE A SEp e A®TE (T•l/ �y: AA�/ ( 4 %+/D /� R V _ QE�o �i�` `L ..,,�. ` e C> idiRED - F A&E Team: MORRISON 600 STEWART SEATTLE, www.mornsonhershfieltl.com mo: • HERSHFIELD ST, SUITE 200 WA 98101 .7370 206.8.870 }r a +r \\ 9 T RADIO S ANTENNA GROUNDS COAXIAL GR ANTENNA COAXIAL #2 AWG TINNED SOLIDCABINET GROUND BAR \\ ` COPPER IN 3/4" PVC EXOTHERMICALLY WELDED TO GROUND RING Project Info: BU# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 Drawing Title: ELECTRICAL & GROUNDING DETAILS #2 AWG TINNED SOLID COPPER EXOTHERMICALLY WELDED TO GROUND RING ••. •• . • a , #2 AWG TINNED SOLID COPPER EXOTHERMICALLY m. WELDED TO GROUND RING -F f it ,-� ,o '� • _ j: Project Number: 1800386 Start Date: 02/26/18 Drafter: RR Designer: LB Project Manager: RKL Professional of Record: RL Revision No: 0 Sheet No: E-5 11"117: SCS: NOT TO SCALEQWAVEGUIDE BRIDGE 2 11"x1;• SSCALE: NOT TO SCALE CALE: NOT TO SCALE GROUND BAR DETAIL 1 f No TYPE TA TYPE VN{{ TYPE NC TYPE SS III TYPE W 1511' TYPF VS TYPE 4411 III VB 111111111111r— \ ... TYPE PT \ IIIA TYPE GT �\• TYPE GY TYPE �``, GR ictr�-, TYPE GL FINISH GRADE TOP OF GRAVEL 30" DEEP INSPECTION WELL OR EQUIVALENT z 0 II—III III I j11111111111111111I 000 �o°o 0000k° 1I--=11I—III ' 00 O O °OOo I=III- 0 0 3/4" CRUSHED STONE OR EQUAL FILL TEST WELL TO 08o ° o WITHIN 8" OF TOP #2 SOLID TINNED COPPER CONDUCTOR EXOTHERMIC WELDED CONNECTION (TYPE—GT) #2 AWG SOLID TINNED BARE COPPER WIRE EXOTHERMIC WELD CONNECTIONNTO GROUND ROD 3/4"x10' COPPER CLAD GROUND ROD CADWELD CONNECTION (TYPE—PT) MAIN CONDUCTOR. COPPER CABLE 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 MORRISON HERSHFIELD NOR THE ARCHITECT WILL BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJECT. tisfi�1A� Lair CONSTRUCTION 24"x36' SCALE: NOT TO SCALE 11"x17' SCALE NOT TO SCALE CADWELD GRND CONNECTION DETAIL 9 24"x36" SCALE: NOT TO SCALE GRND ROD WITH ACCESS AREA 11'x17' SCALE: NOT TO SCALE 8 24'x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE GROUND RING BOND 7 NOTE: COAT ALL MECHANICAL CONNECTIONS WITH "NOOX" OR APPROVED EQUAL O 0 0 0 0 0 0 0 0 0 0 0 O EXOTHERMIC WELD (TYP) NEW COAXIAL GROUND KITS W/ LONG BARREL COMPRESSION DOUBLE LUGS, ATTACH TO GROUND BAR & INSTALL BY ANTENNA CONTRACTOR (CADWELD TYPE—GL) NEW 4"x24"x1/4" THK COPPER GROUND BAR, INSTALLED BY GENERAL CONTRACTOR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 #2 AWG SOLID BARE TINNED COPPER GROUND WIRE O COAX JUMPER (TYP) CONNECTOR WEATHERPROOFING KIT (TYP) SEE NOTE 2 ANTENNA CABLE TO BTS EQUIPMENT (TYP) TO ANTENNAS WEATHERPROOFING KIT (NP) GROUND KIT (TYP) #6 AWG ISOLATE FROM TOWER HALO W/ #2 TO LOWER TOWER BUS BAR COPPER ANTENNA GROUND BAR, WITH INSULATORS. TO GROUND RING NOTES: DO NOT INSTALL CABLE GROUND KIT 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. ANTENNA CABLE WEATHERPROOFING KIT (SEE NOTE 3) CABLE GROUND KIT (TYPICALLY) 12" TO 24" 120" MAX. CABLE CONNECTOR #6 AWG STRANDED COPPER GROUND WIRE (GROUNDED TO GROUND BAR). SEE NOTE 1 & 2 NOTES 1. 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. 0 03/21/18 ISSUED FOR PERMIT A 02/27/18 ISSUED FOR REVIEW No. Date Revision Client: verizonv Implementation Team: CROWN v CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 24"x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE GROUND BAR DETAIL 6 24"x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE GRND CABLE CONNECTION 5 24'x36" SCALE: NOT TO SCALE 11'x17" SCALE: NOT TO SCALE COAX CABLE GROUNDING 4 FINISHED GRADE, OR GROUND COVER MATCH SLOPE AND THICKNESS OF EXISTING III z CAUTIONARY TAPE COMPACTED BACKFILL W/ SATISFACTORY NATIVE OR IMPORTED SOIL TELEPHONE CONDUITS COMPACTED SAND ELECTRICAL CONDUITS COMPACTED SAND BED GRADE EXOTHERMIC WELD NOTES' 1. GROUND LINE TO BE A MIN. OF 30" OR BELOW FROST LINE, WHICHEVER IS DEEPER. 2. GROUND ROD SHALL BE DRIVEN VERTICALLY. NOT TO EXCEED 45 DEGREES FROM THE VERTICAL. \— RING GROUND 2 AWG BCW SOUD, TINNED GROUND ROD COPPER CLAD STEEL ROD WITH MINIMUM 3/4"x10'—D" EPA PARA% AFP r�llr,gND REQUIRED RED A&E Team: ff MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com Project Info: BU# 880338 TUKWILA 12200 51ST PI. S. TUKWILA, WA 98178 Drawing Title: ELECTRICAL & GROUNDING DETAILS Project Number. 1800386 Start Date: 02/26/18 rafter: Designer, LB ject Manager. Professional of Record: RL 24"e36" SCALE NOT TO SCALE 11"x17" SCALE: NOT TO SCALE NOT USED 3 24"x36' SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE POWER/TELCO TRENCH 2 24'x36' SCALE: NOT TO SCALE 11'07" SCALE: NOT TO SCALE GROUND ROD 11 ision No: O Sheet No: E-6 11/1/2018 City of Tukwila Department of Community Development AMELIA MECKLER 1505WESTLAKE AVE N - SUITE 800 SEATTLE, WA 98109 RE: Permit No. D18-0103 VERIZON 12400 51 PL S 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 12/9/2018. 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 12/9/2018, 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, -y;fl Bill Rambo Permit Technician File No: D18-0103 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 April 18, 2018 / City of Tukwila Department of Community Development AMELIA MECKLER 1505WESTLAKE AVE N - SUITE 800 SEATTLE, WA 98109 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0103 VERIZON - 12400 51 PL S Dear AMELIA MECKLER, 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: Lindsay Brown at (206)-433-7166 if you have questions regarding these comments. • Modification of an existing electrical transmission tower including adding antenna and appurtenances and adding ground equipment requires a Type I Wireless Communication Facilities permit. Please visit http://www.tukwilawa.gov/wp-content/uploads/DCD-Apps-Wireless-Telecommunication-Facilities.pdf for the application. The fee for this permit is currently $657.30. 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, Bill Rambo Permit Technician File No. D18-0103 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0103 PROJECT NAME: VERIZON SITE ADDRESS: 12400 51 PL S Original Plan Submittal X Response to Correction Letter # 1 DATE: 05/02/18 Revision # Revision # before Permit ssued after Permit ssued DEPARTMENTS: Building Division n Public Works ❑ Fire Prevention Structural LAS ke Planning Divis- pn nPermit Coordir;.itor u PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/03/18 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: 05/31/18 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 )PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0103 PROJECT NAME: VERIZON SITE ADDRESS: 12400 51 PL S X Original Plan Submittal Response to Correction Letter # DATE: 04/09/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A -r Awc i the Building Division tc Works -41°19 ~l D1( 9 ubli!U//4 A—t l -j4 its 0-%[ COY.' LI -41-18 Fire Prevention Planning Division 111 Structural Permit Coordinator 1 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04/10/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/08/18 Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only Q� Q� CORRECTION LETTER MAILED: k4 V k �/ WIZ Departments issued corrections: Bldg ❑ F1re ❑ Ping [� PW ❑ Staff Initials: 12/18/2013 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. Date: Plan ChecWPermit Number: b 1 9- 0103 ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: I PI QQ S l Contact Person: Summary of Revision: /✓e Phone Number: RECEIVED CITY OF T UKWILA MAY 02 2018 PERMIT CENTER "ArTS16AA- ge-.5 14iviihl-At vt-e_c_e_A4-7 - AL ktia '/ Kta / -�./f '1-G , .,,U Gi/7t-c-e___/ /40d- v4-(_ alb /fit, akJ so X55 ' a >t-. j12z,i OVLL 1 Pik . / 5 »-t -c - _ ° z8 Ix u dia. � D / rt 4- jv' Gorvy c t!i. v U Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: EJ- Entered in TRAKiT on W:\Permit Center (Brenda)\Forms Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 MASTEC NETWORK SOLUTIOW-4,NC Home Espanol Contact Safety & Health Claims & Insurance 1 NA aWashington State Department of Labor & Industries Search L&I Page 1 of 2 ;7'0 .II 1 A -Z, Index 1Ielp My 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= 06/12/2018 6: 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**