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HomeMy WebLinkAboutPermit D17-0282 - SPRINT - WIRELESS COMMUNICATIONS FACILITY MODIFICATIONSPRINT 15820 TUKWILA INTERNATIONAL BLVD 017-0282 Parcel No: Address: Project Name: 0 City of Tukwila 0 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 DEVELOPMENT PERMIT 2223049015 15820 TUKWILA INTERNATIONAL BLVD SPRINT Permit Number: D17-0282 Issue Date: 11/27/2017 Permit Expires On: 5/26/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: AVIS RENT A CAR SYSTEM LLC 6 SYLVAN WY REAL ESTATE TAX DEPT, PARSIPPANY, WA, 7054 NANCY SEARS 11410 NE 122 WAY, KIRKLAND, WA, 98034 Phone: (425) 444-1434 WREN CONSTRUCTION INC Phone: (425) 252-1282 1410 80TH ST SW STE A , EVERETT, WA, 98203 WRENCI*013B6 Expiration Date: 1/26/2018 SPRINT Address: 15395 SE 30 PL, BELLEVUE, WA, 98007 DESCRIPTION OF WORK: MODIFY EXISTING WIRELESS COMMUNICATIONS FACILITY ON AB EXISTING CROWN MONOPOLE LOCATED IN THE PARKING LOT OF THE AVIS RENT -A -CAR FACILITY AS FOLLOWS: REMOVE 6 EXISTING ANTENNAS AND REPLACE THEM WITH 3 TRI -BAND ANTENNAS, INSTALL 6 REMOTE RADIO UNITS (RRU'S), 3 FIL;TERS AND A CONNECTING HYBRID CABLE. ALL WORK WILL BE DONE WITHIN THE EXISTING LEASED AREA WITH NO GROUND DISTURBANCE AND NEGLIGIBLE VISUAL IMPACT. Project Valuation: $20,000.00 Fees Collected: $840.75 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Occupancy per IBC: U Water District: 125 Sewer District: VALLEY VIEW 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: 2014 2014 2014 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:arkiel Date: !i('2_1 .in I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: sSes'e Cotiivp✓ Date: 11/2-7/2-0/7 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: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: 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. 8: ***BUILDING PERMIT CONDITIONS*** 9: 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. 10: 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. 11: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: 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** CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov SE63XC332 WEE Building Permit No. D l -04)- Project 404) - Project No. Date Application Accepted: C�1� Date Application Expires: �l�'L 'f (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 King Co Assessor's Tax No.: Site Address: 15820 International Blvd Suite Number: Floor: Tenant Name: Sprint PROPERTY OWNER Name: Nancy Sears Company Name: Infinigy Name: Avis Rent-A-Car System LLC Architect Name: Joseph R. Johnston City: Kirkland State: WA Address: 5 Sylvan Way Phone: 425.444.1434 Fax: City: Bellevue State: WA City: Parsippany State: NJ Zip: 07054 CONTACT PERSON — person receiving all project communication Name: Nancy Sears Company Name: Infinigy Address: 11410 NE 122nd Way Architect Name: Joseph R. Johnston City: Kirkland State: WA Zip: 98034 Phone: 425.444.1434 Fax: City: Bellevue State: WA Email: nancy.sears@smartlinkllc.com State: GENERAL CONTRACTOR INFORMATION Company Name: TBD Company Name: Infinigy Architect Name: Joseph R. Johnston Address: Address: 50 116th Ave SE #210 Cityr ?�Jf3/4) 11.b City: Bellevue State: WA City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:Wpplications\Forms-Applications On Line \2011 ApplicationsU'ermit Application Revised- 8-9-11.docx Revised: August 2011 bit New Tenant: ❑ Yes ❑X ..No ARCHITECT OF RECORD Name: P Company Name: Infinigy Architect Name: Joseph R. Johnston „5 ,‘ u iii PL Address: 50 116th Ave SE #210 Cityr ?�Jf3/4) 11.b City: Bellevue State: WA Zip: 98188 Phone: (518) 690-0790 Fax: Email: jjohnston@infinigy.com ENGINEER OF RECORD Name: P Company Name: GPD Group Engineer Name: John N Kabak „5 ,‘ u iii PL Address: 520 S Main St #2531 Cityr ?�Jf3/4) 11.b City: Akron State: OH Zip: 44311 Phone:330.572.2100 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: P 9`-+ Address:✓ i 16 „5 ,‘ u iii PL Cityr ?�Jf3/4) 11.b State: i f pi Zip: i ftbi. Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 20,000 Existing Building Valuation: $ N/A Describe the scope of work (please provide detailed information): Sprint proposes to modify its existing wireless communications facility on an existing Crown Monopole located in the parking lot of the Avis Rent-A-Car facility as follows: Remove the 6 existing antennas and replace them with 3 tri -band antennas, install 6 remote radio units (RRUs), 3 filters and a connecting hybrid cable. All work will be done within the existing leased area with no ground disturbance and negligible visual impact. 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): 540,427 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? ❑ Yes ® No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ' 0 Sprinlders 0 Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes IN 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 N/A 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:MpplicationslForms-Applications On Linc12011 Applications'Pcrmit Application Revised - 8-9-11.docx Revised: August 2011 bb Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2"d 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): 540,427 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? ❑ Yes ® No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ' 0 Sprinlders 0 Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes IN 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 N/A 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:MpplicationslForms-Applications On Linc12011 Applications'Pcrmit Application Revised - 8-9-11.docx Revised: August 2011 bb Page 2 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 L WS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING ON Signature: Date: 10/16/17 Print Name: Nancy Sears Day Telephone: 425.444.1434 Mailing Address: 11411 NE 122nd Way #102, Kirkland, WA 98034 City H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $840.75 D17-0282 Address: 15820 TUKWILA INTERNATIONAL BLVD Apn: 2223049015 $840.75 DEVELOPMENT $816.15 PERMIT FEE R000.322.100.00.00 0.00 $491.91 PLAN CHECK FEE R000.345.830.00.00 0.00 $319.74 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE $24.60 TECHNOLOGY FEE R000.322.900.04.00 0.00 $24.60 TOTAL FEES PAID BY RECEIPT: R12601 $840.75 1 Date Paid: Thursday, October 19, 2017 Paid By: SMARTLINK LLC Pay Method: CHECK 71041 Printed: Thursday, October 19, 2017 10:46 AM 1 of 1 CP'SYSTEMS fD ? -0282, 71la Ni INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:P SPAAil Type of Inspecti n: .lR(AA,..6t Irv'pV Address:Date /51320 4,, // Called: Special Instructions: 1 O u)e� /� • ko-c4.48 5 -FY , - 614 ,4,J e1U Li 'S Date Wanted:bp/ � a.m.l4L- p.m. Requester:_ r ` PhoneNo: S -3 Approved per applicable codes. Corrections required nnnr to approval. COMMEt r : j� I /I Inc ap(I` — �► Y''1!„ e�` C_ ►J �F b r i c7 Il Ce) 6 -Ft (�•- tel` c.,,y , -k—.... . = , ) . - :- x Re, d ekD J:t61 -61 (3) A --r' -Pnytto re1/41\ii.evici_s --)r-w00.61.6z1 3 Rad i� 3 Cha c z- Inspector:07 GIL Date:`i %m`s/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di7 -2 82 Project: . e i NI+ n Q Type Inspection: Ili' F4114 AL Address:Date /582a 1+, % BLit /I Called: ( Special Instructions: Date Wanted: C. a.m. � q— — tonn is p.m. Requester:• err 3 Phone No: q S-5 2 '3E7 Approved per applicable codes. 114 Corrections required prior to approval. COMMENTS: �lD p[�s on .S. �j�e. wTecn1 cA 1►51stUuTi 01•1 �i•2�i2• I2$2 Inspector: n Q ) IL .4 Date:''/3 Jzolr, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. PLANNING APPROVED . No changes can be made. to these plans without approval from the Planning Division of CCD Approved By: �- Date: SEPARATE PERMIT REQUIRED FOR: ./ t!� awn CrEectsicai �Plunting Gas Piping City of Tukwila BUILDING DIVISION FILE COPY Permit Na 2- Plan review approval is subject to effete and **elms. Approval of mon documents does not authorize the violation at aiw adapted code or ornanoe. Receipt of approved Reid Copy and conditions is acknoMedget Date: 11/L7/Zai`7 city of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED NOV 072017 uukCity of Tukwila BUILDING,. 'i t bC7 0282 Sprint) REVIEWED FOR CODE COMPLIANCE APPROVED NOV 07 NU • City of Tukwila BUILDING DIVISION SITE NUMBER: SE63XC332 ADDRESS: 15820 INTERNATIONAL BLVD SITE NAME: WEE TUKWILA, WA 98188 SITE TYPE: MONOPOLE COUNTY: KING RAD CENTER: 55-0 JURISDICTION: CITY OF TUKWILA PROJECT SUMMARY: SITE ADDRESS: SHEET INDEX: SHEET: DESCRIPTION: `- c. Courtyard al SoUIn e So''lr:ceolet Rua - ..e„„ egc v o2:. A Station Apartments o ,., ' S 1541451 S 15411 St S 154th St 5oariu:enter 55.44 n • - SrSilh las r - t.Corinthian Apartments r, r es. ,a in _ Y r , .y - �leia.. slag `.. _. - .. S �C. _ ,. 1 (() Slictet SI , =' >- ' 'SITE < LJ ry' w 5168th St I, CIA t SeaToc Rental p[W x S158th St .,Ger Futility ` °j �. S 4'6 S� 11 ® - � X73 � S 16014 51 51501115/ 5160111 SC n. S - o St -� S'' - St '- r_'_ > RC'�`ED r_ S 4µ_ - CITY 4 .• CI ■ ■ O� 41� �,AA �.,2p r S S 16151 SI r Y�4 w / V ��'L e <T t. f1/� e�SsIF" P..tu�dr S 16240 St S .5/,11 SI S 107ad Si Z 11 I 1 9 01 I Lot C V V 1 J L(I `9_ Extra Car os eco ra r`. �' Z n PERMIT CENTER 73 , S 164111 SI S 11.419 Si 416.11451 S1541551. S 1641551 5 104111S .Q? • Saleway0 /� BOluley-WOlsce V Google rf•rarsB24170°M 4 u.:,.ds,r.. r.,,w t.,i!.>&„.1 15820 INTERNATIONAL BLVD TUKWILA, WASHINGTON 98188 PROPERTY OWNER: T-1 TITLE SHEET T-2 SPECIFICATIONS & NOTES A-1 SITE PLAN A-2 ENLARGED SITE PLAN AVIS RENT A CAR SYSTEM LLC 6 SYLVAN WAY 6SYLVA NW NJ 07054 PHONE: (973) 496-3500 AT'PLIGANT: A-3 ELEVATIONS A-4 ANTENNA PIANS & SCHEDULES A-4.1 EQUIPMENT DETAILS C -I GROUNDING PLAN & SINGLE UNE DIAGRAM SPRINT 15395 SE 30TH PL BELLEVUE, WASHINGTON 98007 REPRESENTATIVE TERYLE WIEGEL (425) 761-4323 BUILDING SUMMARY: OCCUPANCY CLASSIFICATION: U TYPE OF CONSTRUCTION: TYPE V -B ZONING: 11c -SPECIAL HEIGHT EXCEPTION AREA AREA OF CONSTRUCTION: NO INCREASE AT THIS TIME ASSESSORS PARCEL NUMBER: 2223049102 LATITUDE: 47.482481' (4T 27' 44') L ATITUDE: LONGITUDE -122.288268' (-12Z 17' 17') TOWER ER:• PROJECT DESCRIPTION: SPRINT PROPOSES TO MODIFY AN COSTING SITE AS FOLLOWS: REMOVE (6) EXISTING PANEL ANTENNAS • (3) NEW PANEL ANTENNAS CROWN CASTLE USA 1100 DEXTER AVE N SEATTLE, WASHINGTON 98109 SITE ID: 825363 • INSTALL (6) NEW RRU'S • INSTALL (3) NEW FILTERS • INSTALL (1) NEW HYBRID CABLE 'MESE PLANS HAVEBEEN DEVELOPED F CI FOR THE MODIFICATISE OF AN EXISTING UNMANNED TELECOMMUNICATIONSOFACILITY OWNED OR LEASED BY SPRINT IN ACCORDANCE WITH THE SCOPE OF WORK PROVIDED BY SPRINT. INFINIGYARE HAS INCORPORATED THIS SCOPE OF WORN IN THE PDS. THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS ACCOMPANIED BY A PASSING STRUCTURAL STABIUIY ANALYSIS PREPARED BY A LICENSED STRUCTURAL ENGINEER. STRUCTURAL ANALYSIS MUST INCLUDE BOTH TOWER AND MOUNT. CONSULTING TEAM: ARCHITECTURAL & ENGINEERING: APPROVALS: THE FOLLOWING PARTIES HEREBY APPROVE AND ACCEPT THESE DOCUMENTS AND THE DESCRIBED INFlNIGY ENGINEERING 50 116TH SE. SUITE 210 AVENUE BELLEVUE, WASHINGTON 98004 PHONE (425) 201-4215 CONTACT: SITE ACOUISMON: AUTHORIZE THE CONTRACTOR TO PROCEED WITH CONSTRUCTION HEREIN. AU. CONSTRUCTION DOCUMENTS ARE SUBJECT TO REVIEW BY THE LOCAL BUILDING DEPARTMENT AND ANY CHANGES AND MODIFICATIONS THEY MAY IMPOSE. PRINT NAME SIGNATURE DATE APPLICABLE CODES: AU. WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES. 1. INTERNATIONAL BUILDING CODE (2015 16C) 2. TU -EIA -222-G OR LATEST EDITION 3. NEPA 780 - LIGHTNING PROTECTION CODE 4. NATIONAL ELECTRIC CODE (2014 NEC) 5. NATIONAL OR LOCAL APPLICABLE CODES, MOST RECENT EDITIONS 6. LOCAL AMENDMENTS TO THE ABOVE, WHERE APPLICABLE 7. CITY/COUNTY ORDINANCES 8. LIFE SAFETY CODE NEPA-101 PLAN CHECK COMMENTS: 1. 11111 11 4111.1, 0;140 21 /'1! UY Know what's below. Cell before you dig. www.caII811.com SMARTUNK, LLC 50 116TH AVE SE, SUITE 210 PROJ. MANAGER BELLEVUE, WASHINGTON 98004 PHONE: (406) 749-0046• CONST. PM. CONTACT: BR(ANNE PETERSEN ENGINEER ZONING;RF SMARTUNK, LLC SITE ACO. REP. 50 116Th AVE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 PIAN. CONSULTANT PHONE (425) 444-1434 CONTACT: NANCY SEARS PROP. OWNER SPRINT REP. PLANS PREPARED FOR. Sprint 15395 SE 30TH PL BELLEVUE, WASHINGTON 98007 PLANS PREPARED BY: INFINIGY8 FROM ZERO TO INFINIGY the solutions are endless 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 ,106 NUMBER 499-035 ®smartlink 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 DRAWING NOTICE: THESE DOCUMENTS ARE CONFIDENTIAL AND ARE THE SOLE PROPERTY OF SPRINT AND MAY NOT BE REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF SPRINT. REVISIONS: DESCRIPTION DATE BY REV ISSUED FOR CONSTRUCTION Ig09/I7 EP 0 ISSUED NOR REVIEW 09/19/I7 DARN A [ SITE NAME: WEE [SPRINT SITE 6: SE63XC332 SITE ADDRESS: 15820 INTERNATIONAL BLVD TUKWILA, WA 98188 SHEET DESCRIPTION: TITLE SHEET IIIb- SHEET NUMBER: I T-1 GENERAL SPECIFICATIONS PAINTING NOTES & SPECIFICATIONS STRUCTURAL SPECIFICATIONS 1. THE LATEST EDITION OF THE AMERICAN INSTITUTE OF ARCHITECTS DOCUMENT A201 'GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION" ARE INCLUDED N THESE SPECIFICATIONS AS IF COMPLETELY REPRODUCED HEREIN. 2. THIS FACILITY IS AN UNOCCUPIED PCS TELECOMMUNICATIONS SITE AND IS EXEMPT FROM ADA ACCESS REQUIREMENTS. 3. PRIOR TO SUBMISSION OF BIDS, THE CONTRACTORS PARTICIPATING SHALL NSR THE JOB SITE WITH THE CONSTRUCTION AND CONTRACT DOCUMENTS TO CONFIRM THAT THE PROJECT CAN BE ACCOMPUSHED AS DESIGNED HEREIN, AS WELL AS TO FAMILIARIZE THEMSELVES WITH AU. FIELD CONDITIONS AFFECTING THE PROPOSED PROJECT INCLUDING DEMOLITION, ELECTRICAL, MECHANICAL AND STRUCTURAL INSTALLATIONS PRIOR TO PROCEEDING WITH CONSTRUCTION. SHOULD ANY ERRORS, OMISSION, OR DISCREPANCIES BE FOUND, THE GENERAL CONTRACTOR SHALL IMMEDIATELY NOTIFY IN WRITING, THE SPRINT CONSTRUCTION MANAGER AND THE ARCHITECT. 4, Al THE EVENT OF DISCREPANCIES WITHIN THESE DRAWINGS, THE CONTRACTOR SHALL INCLUDE THE MORE COSTLY OR EXTENSIVE WORK IN THE BID, UNLESS SPECIFICALLY DIRECTED OTHERWISE BY SPRINT. IF A DISCREPANCY EXISTS AND THE PROJECT MANAGER AND ARCHITECT ARE NOT NOTIFIED, THE GENERAL CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ALL COSTS INCURRED TO REPAIR OR CORRECT ALL PROBLEMS THAT RESULT. 6. THESE DRAWINGS SHALL NOT BE SCALED AS THESE DRAWINGS ARE INTENDED TO BE FOR DNCRANWTIC PURPOSES ONLY. FIGURED DIMENSIONS HAVE PRECEDENCE OVER DRAWING SCALE AND DETAIL DRAWINGS RAVE PRECEDENCE OVER SMALL SCALE DRAWNGS. CONTRACTOR SHALL CHECK THE ACCURACY OF ALL DIMENSIONS Al THE FIELD. UNLESS SPECIFICALLY NOTED, DO NOT FABRICATE ANY MATERIALS. OR BEGIN ANY CONSTRUCTION UNTO. THE ACCURACY OF DRAWING DIMENSIONS HAS BEEN VERIFIED AGAINST ACTUAL FIELD DIMENSIONS. 6. THE CONTRACTOR SHALL INCLUDE IN HIS OR HER BID ALL MATERIALS. EQUIPMENT. APPURTENANCES AND TABOR NECESSARY TO COMPLETE THE WORK AS INDICATED OR IMPUED BY THESE DRAWINGS. 7. CONTRACTOR SHALL NOTIFY THE SPRINT CONSTRUCTION MANAGER, THE PROPERTY OWNER AND THE ARCHITECT IF ANY DETAILS ARE CONSIDERED IMPRACTICAL, UNSUITABLE. UNSAFE, NOT WATERPROOF, OR NOT WITHIN CUSTOMARY TRADE PRACTICE. IF WORK IS PERFORMED. IT WILL BE ASSUMED THAT THERE IS NO OBJECTION TO ANY DETAIL DETAILS ARE INTENDED TO SHOW THE END RESULT OF THE DESIGN. MINOR MODIFICATIONS MAY RE REQUIRED TO SUIT JOB CONDITIONS. AND SHALL BE INCLUDED AS PART OF THE WORK. 0. EXISTING ELEVATIONS AND LOCATIONS SHALL RE VERIFIED BY THE CONTRACTOR BEFORE CONSTRUCTION. IF THEY DIFFER FROM THOSE SHOWN ON THE PLANS, THE CONTRACTOR SHALL NOTIFY THE SPRINT CONSTRUCTION MANAGER AND THE ARCIFECT SO THAT MODIFICATIONS CAN BE MADE BEFORE PROCEEDING WITH THE WORK. 9. THE CONTRACTOR SHALL VERIFY AU. TELEPHONE & RAMO EQUIPMENT LAYOUTS. SPECIFICATIONS. PERFORMANCE. INSTALLATION AND FINAL LOCATIONS WITH SPRINT CONSTRUCTION MANAGER PRIOR TO BEONNNG WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL WORK WITH ERICSSON RADIO SYSTEMS. 10. ALL SYMBOLS & ABBREVIATIONS USED ON THESE DRAWINGS ARE CONSIDERED CONSTRUCTION STANDARDS. F THE CONTRACTOR HAS QUESTIONS REGARDING THEIR EXACT MEANING. THE SPRINT CONSTRUCTION MANAGER AND THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION BEFORE THE CONTRACTOR PROCEEDS WITH THE WORK. 11. TRE CONTRACTOR SHALL OBTAN AND PAY FOR ALL PERMITS. UCENSES AND INSPECTIONS NECESSARY FOR PERFORMANCE OF THE WORK AND INCLUDE THOSE IN THE COST OF THE WORK TO SPRINT 12. THE CONTRACTOR SHALL PROVIDE CONTINUOUS SUPERVISION AND DIRECT ALL WORK WHILE ANY SUBCONTRACTORS OR WORKERS ARE ONSITE. USING HIS OR HER BEST SKILL AND ATTENTION. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ALL CONSTRICTION MEANS, METHODS: TECHNIQUES. PROCEDURES. SEQUENCES. AND COORDINATION OF ALL PORTIONS OF THE CONTRACTED WORK. 13. WORKMANSHIP THROUGHOUT SHALL BE OF THE BEST QUALM OF THE TRADE INVOLVED, AND SMALL MEET OR EXCEED THE FOLLOWING MINIMUM REFERENCE STANDARDS FOR QUALITY AND PROFESSIONAL CONSTRUCTION PRACTICE. NRCA NATIONAL ROOFING CONTRACTORS ASSOCIATION O'HARE INTERNATIONAL CENTER 10255 W. HIGGINS ROAD. SUITE 600 ROSEMONT. IL 60018-5607 SMACNA SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION 4201 LAFAYETTE CENTER DRIVE CWATILLY, VA 201 51-1 21 9 1119 INTERNATIONAL INSTITUTE FOR LATH AND PLASTER 820 TRANSFER ROAD ST. PAUL. MN 55114-1406 14. INSTALL ALL EQUIPMENT AND MATERIALS PER THE LATEST EDITION OF THE MANUFACTURER'S INSTALLATION SPECIFICATIONS UNLESS OTHERWISE INDICATED BY SPRINT. OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE. IS. THE CONTRACTOR SHALL VERIFY, COORDINATE, AND PROVIDE ALL NECESSARY BLOCKING. BACKING. FRAMING. HANGERS OR OTHER SUPPORTS FOR ALL ITEMS. IS. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL GIVE ALL REQUIRED CONSTRUCTION NOTICES AND SHALL COMPLY WITH ALL APPUCABLE LOCAL CODES. REGULATIONS. LAWS AND ORDINANCES, AS WELL AS THE STATE DEPARTMENT OF INDUSTRIAL RELATIONS REGULATIONS. INCLUDING BUT NOT UNITED TO THE DIVISION OF OCCUPATIONAL SAFETY AND HEALTH (OSHA). 17. THE CONTRACTOR SHALL PROTECT ALL PROPERTY FROM DAMAGE THAT MAY OCCUR OARING CONSTRUCTION. ANY DAMAGE TO NEW AND EXISTING FINISHES, CONSTRUCTION, STRUCTURE, LANDSCAPING, CURBS, STAIRS. OR EQUIPMENT, ETC. SHALL BE IMMEDIATELY REPAIRED OR REPLACED TO THE SATISFACTION OF SPRINT AND THE PROPERTY OWNER'S REPRESENTATIVE. AT THE EXPENSE OF THE CONTRACTOR. 10. THE CONTRACTOR SHALL BE RESPONSIBLE. FOR, AND SHALL REPLACE OR REMEDY, ANY FAULTY. IMPROPER. OR INFERIOR MATERIALS OR WORKMANSHIP OR ANY DAMAGE WHICH SHALL APPEAR WI HN ONE YEAR AFTER THE COMPLETION AND ACCEPTANCE OF THE WORK BY SPRINT UNDER THIS CONTRACT. 19. IT SHALL BE THE RESPONSIBLITY OF THE GENERAL CONTRACTOR TO PROTECT AND LOCATE. OR CONTACT AN OUTSIDE AGENCY TO LOCATE. ALL EXISTING UTILITIES REGARDLESS OF WHETHER OR NOT SHOWN HEREIN. THE CONTRACTOR SHALL BEAR ALL EXPENSES FOR THE REPAIR OR REPLACEMENT OF ATTUNES OR OTHER PROPERTY DAMAGED IN CONJUNCTION WITH THE EXECUTION OF WORK. DO. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY OF THE PROJECT SITE WHILE THE JOB IS IN PROGRESS AND UNTIL THE JOB IS COMPLETED AND ACCEPTED BY SPRINT 21. THE CONTRACTOR SHALL PROVIDE TEMPORARY WATER, POWER AND TOILET FACILITIES AS REQUIRED BY THE PROPERTY OWNER, SPRINT. AND THE CITY OR GOVERNING AGENCY. 22. 7HE GENERAL CONTRACTOR IS RESPONSIBLE FOR REDLINING THE CONSTRUCTION DOCUMENTS TO ILLUSTRATE THE AS -BUILT CONDITION OF THE SITE. THIS SHALL BE DONE AFTER WE SITE HAS BEEN AWARDED FINAL INSPECTION BY THE RESPONSIBLE BUILDING AGENCY. ONE SET OF REDLINED DRAWINGS SHALL BE PROVIDED TO THE SPRINT CONSTRUCTION MANAGER. 23. THE LATEST EDITION OF ALL PERMITTED AND APPROVED PLANS PERTAINING TO THIS PROJECT SHALL BE KEPT IN A PIAN BOX AND SHALL NOT BE USED BY WORKERS. ALL CONSTRUCTION SETS SHALL REFLECT THE SAME INFORMATION. THE CONTRACTOR SHALL ALSO MAINTAIN N GOOD CONDITION. ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, ADDENDA AND CHANGE ORDERS ON THE PREMISES AT ALL TIMES. THESE ARE TO BE UNDER THE CARE OF THE CONSTRUCTION SUPERINTENDENT. 24. THE CONTRACTOR SHALL REMOVE ALL RUBBISH AND WASTE MATERIALS ON A DAILY BASIS, EXCEPT FOR THAT SPECIFIED AS THE PROPERTY OF THE BUILDNG OR PROPERTY OWNER MD SHALL EXERCISE STRICT CONTROL OVER SITE CLEANING THROUGHOUT CONSTRUCTION AND FINAL CLEAN-UP UPON COMPLETION OF WORK. ALL AREAS ARE TO BE LEFT IN A BROOM CLEAN CONDITION AT THE END OF EACH DAY THEN AT A VACUUM CLEAN CONDITION. FREE FROM PAINT SPOTS. DUST OR SMUDGES OF ANY NATURE AT COMPLETION OF WORK. 25. THE GENERAL CONTRACTOR MUST PERFORM WORK DURING PROPERTY OWNER'S PREFERRED HOURS TO AVOID DISRUPTION OF NORMAL ACTMTY. 20. ALL EXPOSED METAL SHALL BE HOT -DIPPED GALVANIZED. 27. SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. LISTED OR FIRE MARSHALL APPROVED MATERIALS IF AND WHERE APPLICABLE TO THIS FACRDY AND PROJECT SITE. 26. PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2-A OR 2-ATOBC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF THE PROJECT AREA UNDER CONSTRUCTION. 20. ELECTRICAL POWER SYSTEM SHALL BE GROUNDED PER NEC ARTICLES 250 MID 810. 30. ALL NEW OPENINGS IN THE EXTERIOR ENVELOPE OF CONDITIONED SPACES SUCH AS AT WAIL AND ROOF PENETRATIONS SHALL BE CAULKED OR SEALED TO UNIT INFILTRATION OF AIR AND MOISTURE. 31. UPON COMPLETION OF CONSTRUCTION. SPRINT CONSTRUCTION MANAGER SHALL CONDUCT A WALK-THRU WITH PROPERTY OWNER OR REPRESENTATIVE OF PROPERTY OWNER. 32. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL SYSTEM EQUIPMENT IN A CLEAN WORKING ORDER UNTIL ACCEPTANCE OF THE PROJECT BY SPRINT. 33. INSTALL ALL EQUIPMENT AND MATERIALS PER THE LATEST EDITION OF THE MANUFACTURER'S INSTALLATION SPECIFICATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED, OR WHERE IDCAL CODES OR REGULATION TAKE PRECEDENCE. ROOFING & WATERPROOFING NOTES I. CONTRACTOR SHALL CONTACT BUILDING OWNER TO DETERMINE IF ROOF IS UNDER WARRANTY. CONTRACTOR SHALL GUARANTEE THAT ANY AND ALL NEW ROOFING WORK MEETS THE SPECPIEATKIN OF ANY EXISTING ROOFING WARRANTIES SUCH THAT THE WARRANTY 5 NOT NDE INVALID AS A RESULT OF THIS WORK. IF IT 6 DETERMINED THAT THE ARCHITECT'S DETAUNG IS INADEQUATE OR IMPROPER OR P ANY OTHER DISCREPANCY IS FOUND. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE SPRINT PROJECT MANAGER IN WRITING. THE CONTRACTOR WILL BE ULTIMATELY HELD RESPONSIBLE FOR COMPLYING WITH THE ORIGINAL ROOF MANUFACTURER'S SPECIFICATIONS. 2. CONTRACTOR SHALL USE METHODS AND MATERIALS SIMILAR TO AND COMPATIBLE WITH EXISTING MATERIALS & CONDITIONS FOR ROOF PATCHING. NEW PENETRATIONS, ETC. 3. THE CONTRACTOR SHALL PROPERLY SEAL ALL NEW ROOF & BUILDING ENVELOPE PENETRATIONS SUCH THAT THE INTEGRITY OF THE ORIGINAL BUILDING ASSEMBLY AND ALL APPUCABLE WARRANTIES ARE MANTANED. 4. IF R IS DEEMED NECESSARY TO REMOVE EXISTING FINISHES AND/OR MATERIALS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECONSTRUCTING FINISHES AND MATERIALS TO UKE-NEW CONDITION. CONTRACTOR SHALL MAINTAIN THE ORIGINAL COLORS. TEXTURES & FINISHES UNLESS SPECIFICALLY NOTED IN THESE DRAWINGS OR APPROVED BY THE SPRINT CONSTRUCTION MANAGER IN ADVANCE. 5. AT THE SPRINT CONSTRUCTION MANAGER'S DIRECTION. THE CONTRACTOR SHALL PROVIDE ROOFTOP WALKPADS TO ALL NEW EQUIPMENT INCLUDING ANTENNAS AND BTS UNITS AND ALONG COAX CABLE ROUTING. ON CONVENTIONAL ROOFING, THE WAC( PADS SHALL BE 'DUCK BOARDS' AS MANUFACTURED BY ARC OR EQUAL. ON SPECIAL ROOFING SYSTEMS. SUCH AS SINGLE MEMBRANE ROOFING. THE WALK PADS SHALL BE AS NOTED ON PIANS OR AS REQUIRED BY NOTES 1 & 2 ABOVE. A 1. GENERAL ALL PAINT PRODUCT UNES SHALL BE SHERWIN WILLIAMS UNLESS SPECIFICALLY NOTED OTHERWISE BY SPRINT. 2. CONTRACTOR SHALL PREPARE ALL SURFACES AND APPLY ALL FINISHES PER LATEST EDITION OF MANUFACTURER'S SPECIFICATONS. 3. COMPLY WITH MANUFACTURER'S WRITTEN INSTRUCTIONS REGARDING SUFFICIENT DRYING TIME BETWEEN COATS WITH PROVISIONS AS RECOMMENDED BY MANUFACTURER FOR EXISTING WEATHER CONDITIONS. 4. FINISH COLOR AND TEXTURE OF ALL PAINTED SURFACES SHALL MATCH EXISTING ADJACENT SURFACES UNLESS OTHERWISE NOTED BY SPRINT. 5. ALL PAINT MATERIAL DATA SHEETS SHALL BE PROVIDED TO THE SPRINT CONSTRUCTION MANAGER. R PREPARE PREVIOUSLY PAINTED SURFACE BY LIGHT SANDING WITH 400 GRIT SANDPAPER AND NON -HYDROCARBON WASH. PREPARE GALVANIZED SURFACES BY ACID ETCH OR SOLVENT CLEANING IN ACCORDANCE WITH SSPC-SPI. 7. FURNISH DROP CLOTS, SHIELDS, MASKING AND OTHER PROTECTIVE METHODS TO PREVENT SPRAY OR DROPPINGS FROM DAMAGING ADJACENT SURFACES AND FACILITIES. 8. APPLY PAINT BY AIRLESS SPRAY. SANDING LIGHTLY BETWEEN EACH SUCCEEDING ENAMEL COAT ON FLAT SURFACES. APPLY MATERIAL TO ACHIEVE A COATING NO THINNER THAN THE DRY FILM THICKNESS INDICATED. 9. APPLY BLOCK FILTER TO CONCRETE BLOCK CONSTRUCTION AND ENSURE COMPLETE COVERAGE WITH PORES COMPLETELY FILLED. 10. CONTRACTOR SHALL CORRECT RUNS, SAGS, MISSES AND OTHER DEFECTS INCLUDING INADEQUATE COVERAGE AS DIRECTED 8Y THE SPRINT CONSTRUCTION MANAGER REPAINT AS NECESSARY TO ACHIEVE SURFACES THAT ARE SMOOTH, EVENLY COATED WITH UNIFORM SHEEN AND FREE FROM BLEMISHES. R PAINTING SCOPE 1. PAINT THE FOLLOWING MATERIALS AND SYSTEMS CHECKED BELOW WITH THE COATING SYSTEM INDICATED. PAINTING SCOPE SURFACE TO BE PAINTED C POATING ISTEM PAINT DO T TIE BTS UNIT X AU. EQUIPMENT 4 GANNETS OTHER WAN TR BTS UNIT X ANTENNA COVERS. 1 LT BRACKETS. MOURN. BRACKETS AND ASSOCIATED HARDWARE. CABLE NC) CABLE COVERS EXPOSED TOME. EXPOSED CONDUIT AND HOWDERS. ETC. see PLANS SEE PIAH9 FLASH.° UNITS. METAL TRIM AND OTHER METAL SURFACES X STUCCO:CONCRETE, CONCRETE ELPTX MO CEMENTIOU9 TYPE WASH SYSTEMS X THEHLYINCOD. ITE O RAND WOOD TRIM INCLUDING THE PACK ME OF ALL SCREENWALLS X DRYWALL K CONCRETE POLES - X METAL POLES AND METAL POLE STANDOFF X C. 1. COATING SYSTEM SPECIFICATIONS DTM ACRYLIC COATING (SERIES 866) BY SHERWN WILLOWS CO. 1MU, OFT PER COAT APPLIED IN TWO COATS OVER DIM BONDING PRIMER (B66A50). 2. 1005 ACRYLIC. LATEX COATING EQUIVALENT TO A-100 (SERIES A-82) BY SHERWIN WO.LWAS CO. 1 MO. OFF PER COAT APPLIED IN TWO COATS OVER SPECIFIED PRIMER. D. PAINT & PRIMER ANTENNAS PRIMER - KENT AQUA E61 -W525 TOPCOAT - COROTHANE II B65W200/B60V22 BTS CABINET PRIMER - REM AQUA E61 -W525 TOPCOAT - COROTHANE D B65W200/B60V22 COAXIAL JUMPER CABLES PRIMER - AS REQUIRED FOR ADHESION. APPLY ONE COAT OF KU AQUA WATER REDUCIBLE PRIMER E61W25 REDUCED 255 TOPCOAT - 2 COATS COROTHANE I POLYURETHANE 86SW200/B60V2 RAW STEEL PRIMER - KENT BOND HS 850WZ4, DMT ACRYLIC PRIMER TOPCOAT - 2 COATS COROTHANE 0 POLYURETHANE 065W200/B60V2 GALVANIZED METAL ACID ETCH WITH COMMERCIAL ETCH OR VINEGAR PRIMER COAT AND FINISH COAT (GALVITE HIGH SOLIDS OR DTM PRIMER/FINISH) STAINLESS STEEL PRIMER - OTM WASH PRIMER. B71Y1 TOPCOAT - 2 COATS COROTHANE II POLYURETHANE 1365W200/B60V2 PRE -PRIMED STEEL TOUCH UP ANY RUST OR UN -PRIMED STEEL WITH KEM BOND HS SSOWZ4 ALUMINUM & COPPER PRIMER - DTM WASH PRIMER, B71Y1 TOPCOAT - 2 COATS COROTHANE II POLYURETHANE B65W200/1360V2 CONCRETE MASONRY PRIMER - PRO MAR EXTERIOR BLOCK FILLER TOPCOAT - 2 COATS A-100 LATEX HOUSE & TRIM, SHEEN TO MATCH CONCRETE STUCCO(EXISTING) 2 COATS A-100 LATEX HOUSE & TRIM, SHEEN TO MATCH STUCCO PRIMER - PRO MAR MASONRY CONDITONER B -46-W210130 TOPCOAT - SUPERPAINT A-80 SERIES A-89 SATIN A-84 GLOSS WOOD PRIMER - A-100 EXTERIOR ALKYD WOO9D PRIMER Y -24W20 TOPCOAT - 2 COATS A-100 LATEX HOUSE & TRIM SHEEN TO MATCH ADJACENT SURFACES A GENERAL 1. PRECEDENCE: UNLESS OTHERWISE SHOWN OR SPECIFIED, THE FOLLOWING GENERAL NOTES SHALL APPLY. INFORMATION ON THESE DRAWINGS SHALL HAVE THE FOLLOWING PRECEDENCE A ALL DIMENSIONS TO TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS. SECTIONS AND DETAILS. B. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. C. MATERIAL NOTES AND SPECIFICATIONS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER THE SPECIFICATIONS. 2. OTHER TRADES: SEE THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. 3. GENERAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL RE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. 4. SHORING: IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO INSTALL ALL TEMPORARY BRACING AND SHORING TO INSURE THE SAFETY OF THE WORK UNTIL IT IS COMPLETED. THIS INCLUDES UNDERPINNING EXISTING FOOTINGS WHERE APPLICABLE. 5. SAFETY: THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. 8. WATERPROOFING: WATERPROOFING AND DRAINAGE DETAILS OR SPECIFICATIONS SHOWN IN THESE DRAWINGS ARE FOR GENERAL INFORMATIONAL PURPOSES ONLY. CONTRACTOR TO NOTIFY THE SPRINT CONSTRUCTION MANAGER AND THE ARCHITECT IF ANY INADEQUATE DR IMPROPER CONDITIONS. B STEEL 1. ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS SHALL CONFORM TO ASTM A-36 AND BE FABRICATED IN ACCORDANCE WITH THE SPECOTCATWNS OF THE RISC. 2. ALL BOLTS SHALL CONFORM TO ASTM A-307 UNLESS OTHERWISE NOTED ON PLANS. HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A-325 7. MIXING: PREPARATION OF CONCRETE. SHALL CONFORM TO ASTM C-94. NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND CONCRETE PLACEMENT UNLESS APPROVED BY A TESTING AGENCY. & SEGREGATION OF AGGREGATE& CONCRETE. SHALL. NOT BE FLOPPED THROUGH REINFORCING SIEEL (AS IN WALES, COLUMNS. CAISSON, AND DROP CAPITALS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. USE HOPPERS. CHUTES, TRUNKS OR PUMP FOSE SO THAT THE FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED 5 FT. 9. SPLICES OF REINFORCING STEEL SMALL BE LAPPED A MINIMUM OF 30 DIAMETERS AND SECURELY WIRED TOGETHER SPLICES OF ADJACENT REINFORCING BARS SHALL BE STAGGERED WHEREVER POSSIBLE. IR REAR CLEARANCE: MINIMUM COVERAGE. FOR JOISTS. BEAMS, ORDERS AND COLUMNS SHALL BE TO FACE OF STIRRUPS OR TIES. UNLESS OTHERWISE NOTED, CONCRETE COVERAGE FOR REINFORCING BARS TO FACE OF BAR SHALL BE AS FOLLOWS. 11. 12. 13. 3. SILEL PIPE COLUMNS SHALL BE GRADE "B" CONFORMING TO ASN 14. A53. 4. STEEL TUBING SHALL BE GRADE "B" CONFORMING TO ASTM A500. 5. ALL WELDING SHALL BE DONE BY THE SHIELDED ARC METHOD. ALL WELDERS SHALL BE PROPERLY QUALIFIED AND BE PRE -APPROVED. 1O. SURPLUS METAL SHALL BE DRESSED OFF TO SMOOTH. EVEN SURFACES WHERE WELDS ARE NOT EXPOSED TO NEW. ALL WELDING SHALL COMPLY WITH THE LATEST A.W.S. SPECIFICATIONS. 8. THE FOLLOWING WELDING EQUIPMENT MUST BE USED: A. 250 AMP WELDERS. B. ROD OVENS. C. GRINDERS. 7. NO BUZZ BOXES SHALL BE USED. 8. ALL STRUCTURAL STEEL SHALL HAVE MILL CERTIFICATION. MILL CERTIFICATION SHALL BE KEPT ON THE JOB SITE FOR EXAMINATION BY THE DESIGN ENGINEER AND THE CITY INSPECTOR. 9. ALL HIGH STRENGTH BOLTS SHALL HAVE MILL CERTIFICATION. MILL CERTIFICATION SWILL BE KEPT ON THE JOB SITE FOR EXAMINATION BY THE INSPECTOR. 10. STEEL THAT HAD BEEN WELDED. CUT OR SCRATCHED IN THE FIELD SHALL BE TOUCHED UP WITH COLD GALVANIZING PAINT. 11. WELDING INDICATED IN THESE DRAWINGS IS DESIGNED FOR ONE HALF OF ALLOWABLE CODE STRESSES UNLESS NOTED 'FULL STRESS' AT END OF WELD SYMBOL C. CONCRETE 1. STRENGTH: CONCRETE FOR THE PROJECT SHALL HAVE THE FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT AGE OF 28 DAYS: LOCATION STRENGTH WT. SLUMP ADMIXTURE A. SLAT&FOOTING 30ODpsi 150pcI 4' NONE 2. INSPECTION: CONCRETE WITH SPECIFIED STRENGTH GREATER THAN 2500psi SHALL BE CONTINUOUSLY INSPECTED DURING PLACEMENT BY A DEPUTY INSPECTOR EMPLOYED BY A TESTING LABORATORY APPROVED BY THE BUILDING DEPT. 3. REBAR GRADES: REINFORCING STEEL SHALL BE CLEAN PREFORMED BARS CONFORMING TO ASN A615 AS FOLLOWS: #4 & SMALLER BARS....- ....... .._GRADE 40 #5 & LARGER BARS..._......... -...GRADE 60 ALL BARS AT CAISSON FOOTNG...GRADE 60 4. CEMENT: FOUNDATIONS & SLABS: TYPE V, LOW ALKALI. CONFORMING TO ASN C-150. PIER/CAISSON FOOTINGS: TYPE V, LOW ALKALI. CONFORMING TO ASTM C-150. 5. AGGREGATE: USED IN THE CONCRETE SHALL CONFORM TO ASN C-33. USE ONLY AGGREGATES KNOWN NOT TO CAUSE EXCESSIVE SHRINKAGE. THE MAXIMUM SIZE AGGREGATE IN CONCRETE WORK SHALL BE THE FOLLOWING: A. FOUNDATIONS & SLABS 9' OR LESS: 3/4" GRAVEL B. PIER/CAISSON FOOTING: 1' GRAVEL 8. WATER: SHALL BE CLEAN AND FREE FROM DELETERIOUS AMOUNT OF ACIDS. ALKALIS, ORGANIC MATER/ALS AND SHALL BE SUITABLE FOR HUMAN CONSUMPTION. D. 1. 2. 3. A CONCRETE IN CONTACT WITH EARTH„ UNFORMED 3" B. CONCRETE IN CONTACT WITH EARTH„ FORMED 2' C. WALL. EXTERIOR FACE 1-1/2' D. WALL, INTERIOR FACE t` E. STRUCTURAL SLABS 3/4' F. JOISTS 3/4' G. BEAMS. ORDERS & COLUMNS I -T/2' PENETRATIONS: NO SLEEVES OR CHASES SHALL BE PLACED IN BEAMS, SLABS WALLS AND COLUMNS EXCEPT THOSE SHOWN ON THE PLANS. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATIONS OF ANY ADDITIONAL SLEEVES OR CHASES. ALL PLUMBING. ELECTRICAL AND MECHANICAL OPENINGS SHALL BE SLEEVES. CORING IS NOT ALLOWED UNLESS PRIOR APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGNEER. EMBEDDED ITEMS: CONDUIT PLACED IN A CONCRETE STAB SHALL NOT HAVE AN OUTSIDE DIAMETER GREATER THAN 1/4 THE THICKNESS OF THE SLAB. CONDUIT SHALL NOT BE EHIBBEDED N A SLAB THAT IS LESS THAN 3-1/2 TICK. UNLESS SLAB IS LOCALLY THICKENED. MINIMUM CLEAR DISTANCE BETWEEN COUNDUTTS SHALL BE SIL INCHES. ANCHORING: ALL ANCHOR BOLTS. REINFORCING STEEL. DOWELS. INSERTS ETC.. SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. NO REPOSITIONING WRING CONCRETE POUR IS ALLOWED. CURING: SLABS SHALL BE SPRAYED WITH A CURING COMPOUND IMMEDIATELY AFTER FINISHING. CURING COMPOUNDS USED ON CONCRETE WHERE TILE OR FLOOR COWERING IS TO BE HORDED TO THE CONCRETE SURFACE SHALL. BE. APPROVED BY THE TILE OR FLOOR COVERING MANUFACTURER. KEEP SLAB WET FOR 7 DAY MINIMUM PERIOD. CONSOLIDATION: Al CONCRETE SWILL BE VIBRATED AS IT IS BEING PLACED WITH ELECTRICALLY OPERATED VIBRATING EQUIPMENT. TIMBER ALL FRAMING LUMBER FOR 4X AND LARGER BEAMS SHALL. BE NO. 1 GRADE DOUGLAS FIR.. S45, UNLESS NOTED OTHERWISE ON THE DRAWINGS. AU. FRAMING LUMBER FOR 25 RAFTERS AND JOISTS SHALL BE NO -2 GRADE DOUGLAS FIR, S45. UNLESS NOTED OTHERWISE ON DRAWINGS STRIPPING. BLOCKING. BACKING AND OTHER NON-STRUCTURAL LUMBER SHALL BE NO. 2 OR STD & BIN GRADE DOUGLAS FIR. SNS 2X4 STUB WALLS SHALL BE DF.. STAMOARD & BTR. 4. ALL BEAMS. JOISTS AND RAFTERS SHALL BE INSTALLED WITH CROWN SIDE UP. 5. ROOF PLYWOOD SHALL MATCH EXISTING PLYWOOD SHEATHING WITH A SPAN INDEX RATIO 32/18. EDGE NAI: WITH&Q AT 6' O.C. UNLESS NOTED OTHERWISE ON PLANS. FGELD MAUL WITH BA AT T2' O.C. 6. PLYWOOD SHEETS SHALL BE LAID WOOL TIE FACE GRAIN PERPENDICULAR TO SUPPORTS AND WITH THE EDGES STAGGERED. UNLESS NOTED OTHERWISE ON THE PEAKS 7. PLYWOOD SHALL BE GRADE MARKED BY DTPA, TECO, OR PIT. AND SHALL. CONFORM TO PS 1-83. 8. THE MAXIMUM MOISTURE CONTENT OF ALL LUMBER SHALL NOT EXCEED 24% AT THE TIME OF INSTALLATION. 9. MINIMUM NAILING SHALL COMPLY WOR TABLE 23 -T -q, OF BUILDING CODE. Al NAILS SHALL BE COMMON WIRE NAILS. 10. ALL BOLTS SHALL HAVE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT NTH WOOD. 11. LAG BOLTS SHALL BE SCREWED INTO PEACE, NOT DRIVEN. LAG BOLTS SHALL BE INSTALLED N PRE -BROILED HOLES WITH A DIAMETER EQUAL TO 755 DIAMETER OF BORT. 12. CONNECTORS ALL SHEET METAL FRNKE CONNECTORS SHOWN IN THE PLANS SHALL BE STRONG CLXVNELILRXS AS MANUFACTURED BY THE SAMSON COMPANY. SUBSTITUTIONS MAY BE MADE WHEN APPROVED BY THE STRUCTURAL ENGINEER. 13. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE SHALL BE WOLMMOZED PRESSURE TREATED LUMBER OR A NATURALLY DECAY RESISTANT LUMBER SUCH AS REDWOOD OR CEDAR. 14. ALASKAN YELLOW CEDAR GLUE-AAEONATED BEAMS A. LUMBER SPECIES: ALASKAN YELLOW CEDAR (A.C.) CONFORMING TO 20F -V12 S STRENGTH PROPERTIES Fb BOTTOM FIBER BENDING SIRENS 20GCpsi MIN. Fb TOP FIBER BENDING STRESS T000$i MIN. FY SHEAR STRESS 190Psi MOL FD COMPRESSION STRESS PERPENDICULAR TO GRAIN 560psi MIN. E MODULUS ELASTICITY 1400LIsi MLN. C. CAMBER TO RADIUS OF 1600' U.O.N. 0. ALL GLB'S SHALL BE FABRICATED WITH EXTERIOR GLUE. E. MANUFACTURE OF GLB'S SHALL CONFORM TO THE UBC. F. GLU-LAM MATERIAL SHALL BE N ACCORDANCE WITH ANSI/MTC AI9D.1 AND ASTM D3737. PLANS PREPARED FOR: Sprint )o 15395 SE 30TH PL BELLEVUUE. WASHINGTON 98007 PUNS PREPARED BY. INFINIGY8 FROM ZERO TO INFINIGY the solutions are endless 50 116TH AVENUE SE, SUITE 210 BELLEMIE, WASHINGTON 98004 BB HINTER 459-035 gsmartlink 50 116TH AVENUE SE, SUITE 210 BELLEIAIE, WASHINGTON 98004 - ENGINEERING LICENSE: DRAWNG NOTICE THESE DOCUMENTS ARE CONFIDENTIAL AND ARE THE SOLE PROPERTY OF SPRINT AND MAY NOT BE REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF RECEIVED 1 K i .d U r riTITT111 1111111W=IPEWT. Mil MINI 11111111fialli HIE El _U .11111T-1 PIM MEI ■-iiiLI j IIt�R III ISSUED FOR CONSTRUCTION ISSUED FOR REVIEW IM09fl7 MIEN F I :El [ SITE NAME: WEE SPRINT SITE SE63XC332 COD SITE ADDRESS' 15820 INTERNATION TUKWILA, WA 9 L BLVD 488 N SHAT DESCRIPTION: SPECIFICATIONS SHEET NUMBER: T-2 OTiilt iii IEVVED FOR C©MPLIANC PPROVLD V 07 Nit 1 of Tui► INt SITE PLAN KEYNOTES QEXISTING/NO CHANGE SPRINT LEASE AREA WITHIN EXISTING COMPOUND (SEE SHEET A-2) Q EXISTING/NO CHANGE PROPERTY LINE Q EXISTING/NO CHANGE PRIVATE ACCESS DRIVEWAY Q EXISTING/NO CHANGE PARKING LOT • EXISTING MONOPOLE — SEE SHEET A-4 FOR EQUIPMENT CHANGES Q6 EXISTING/NO CHANGE EQUIPMENT SHELTER BY OTHERS 6A EXISTING/NO CHANGE EQUIPMENT AREA BY OTHERS Q7 EXISTING/NO CHANGE FENCE COMPOUND A A INFORMATION CONTAINED $WHIN DRAWNGS IS BASED ON PROVIDED INFORMATION AND IS NOT THE RESULT OF A FIELD SURVEY. imaimmummumnimmitammer X APN: 2223049102 X OMR s>� LEGAL DESCRIPITON: PARCEL 1 OF R/KINLA BLA L02-046 PER REC /20021025900001 SD BL4 LOCATED IN S 1/2 OF SW 1/4 TGW VACS 158TH ST AND VAC MILITARY RD PER ORD {1878 REC /20021025000129 0 • __ CITY OFUKKWILA OCT 19 2017 0 RUN 0 1 IE Ci a ia7.rM1'Tii1:\i.•T1. IT CENTER PLANS PREPARED FOR. Sprint 15395 SE 30TH PL BELLEVUE, WASHINGTON 98007 - PLANS PREPARED BY. INFINIGY8 FROM ZERO TO INFINIGY the solutions are endless 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 JOB RUBBER 499-035 - SITE ACO- gsmartiink 50 116TH AVENUE SE, SUITE 210 BELLEVUE. WASHINGTON 98004 ENGINEERING U -DRAWING NOTICE: THESE DOCUMENTS ARE CONFIDENTIAL AND ARE THE SOLE PROPERTY OF SPRINT AND MAY NOT BE REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF SPRINT. REVISIONS: DESCRIPTION DATE BY REV LSSUED FOR CONSTRUCTION 10/09/17 EP ISSUED FOR REVIEW 09/19/17 DMN A [SITE NAME WEE r SPRINT SITE? SE63XC332 APPROVED NOV 0 7 2011 City of Tukwila BUILDING DIVISION SITE PLAN SCALE: 22-434" SHEET 1" = 5'-0" 2'5�' 0 2.5' 5' SCALE: 11"x17" SHEET 1 a 10'-0" �C (IN FEET) 1 JI SITE ADDRESS: 15820 INTERNATIONAL BLVD TUKWILA, WA 98188 SHEET DESCRIPTION: SITE PLAN SHEET NUMBER: A-1 ENLARGED SITE PLAN KEYNOTES QEXISTING/NO CHANGE SPRINT EQUIPMENT LEASE AREA QEXISTING/NO CHANGE ICE BRIDGE QEXISTING/NO CHANGE SPRINT MMBS CABINET 3A EXISTING/NO CHANGE SPRINT BBU CABINET 0 EXISTING/NO CHANGE ACCCESS GATE Q EXISTING/NO CHANGE UTIUTY H—FRAME Q EXISTING/NO CHANGE CHAIN LINK FENCE QEXISTING AND NEW HYBRID CABLE PATH Q EXISTING/NO CHANGE EQUIPMENT AREA BY OTHERS a A LI INFORMATION CONTAINED NITIIIN DRAWINGS IS BASED ON PROVIDED INFORMATION AND IS NOT THE RESULT OF A FIELD SURWY. 2 A x x x d a d a A Q A Q A Q 4 a NOV 07 2011 x x x x C of Tukwila -A% ON DUtLOI N RECEIVED TUKWILA OCT 19 2017 PERMIT CENTER ENLARGED SITE PLAN SCALE: 2T,,'z34' SHEET 1/8' = 1'-0' 2',,.011'22'' 44''8' SCALE: 11 x17" SHEET 1/16• = 1'-G• mapp ( IN FEET ) 1 PLANS PREPARED FOR. Sprint 15395 SE 30TH PL BELLEVUE, WASHINGTON 98007 - PLANS PREPARED BY: INFINIGY8 FROM ZERO TO INFINIGY the solutions are endless 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 ,108 MASER 499-035 @smartlink 50 116TH AVENUE SE, SUITE 210 BFI I FVUE, WASHINGTON 98004 ENGINEERING LICENSE: DRAWING NOTI THESE DOCUMENTS ARE CONFIDENTIAL AND ARE THE SOLE PROPERTY OF SPRINT AND MAY NOT BE REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF SPRINT. REVISIONS: DESCRIPTION DATE BY REV ISSUED FOR CONSTRUCFION 11509//7 EP O ISSUED FOR REVIEW 09/19/17 DMN A [SITE NAME: WEE [SPRINT SITE It: SE63XC332 SITE ADDRESS: 15820 INTERNATIONAL BLVD TUKWILA, WA 98188 [SHEET DESCRIPTION: ENLARGED SITE PLAN SHEET NUMBER: A-2 EXISTING ELEVATION KEYNOTES EXISTING SPRINT ANTENNAS TO BE REMOVED (TYP.) EXISTING/NO CHANGE ANTENNA MOUNTING FRAME EXISTING/NO CHANGE SPRINT RRU'S MOUNTED TO EXISTING ANTENNA MOUNTING FRAME (TYP.) EXISTING SPRINT HYBRID CABLES EXISTING SPRINT LEASED EQUIPMENT AREA TOP OF EXISTING fits SPRINT ANTENNAS ELEV. = 157'-6" AGL OF EXISTING 0 SPRINT ANTENNAS ELEV. = ±55'-0" AGL, TOP OF EXISTING MONOPOLE ELEV. = ±95'-6" AGL GROUND LEVEL „ T'- NEW ELEVATION KEYNOTES Q NEW SPRINT PANEL ANTENNAS WITH ASSOCIATED EQUIPMENT, MOUNTED TO EXISTING ANTENNA MOUNTING FRAME - SEE SHEET A-4 Q2 EXISTING/NO CHANGE ANTENNA MOUNTING FRAME Q EXISTING/NO CHANGE SPRINT RRU'S MOUNTED TO EXISTING ANTENNA MOUNTING FRAME (TYP.) Q EXISTING SPRINT HYBRID CABLE 4A NEW SPRINT HYBRID CABLE - SEE SHEET A-4 Q5 EXISTING SPRINT LEASED EQUIPMENT AREA NOTE• INFINIGY ENGINEERING HAS NOT EVALUATED THE IDBER OR LOADING FOR THIS SITE AND ASSUMES NO RESPONSBILJTY FOR ITS STRUCTURAL INTEGRITY. CONTRACTOR TO COORDINATE LOADING IN771 RF ENGINEER REFER STRUCTURL ANALYSIS PERFORMED BY OTHER PRIOR 70 CONSTRUCTION. A STRUCTURAL EVALUATION OF THE SPRINT ANTENNA MOUNTS HAS BEEN PERFORMED BY INFINIGY.. REFER TO THE ANTENNA MOUNT STRUCTURAL ASSESSMENT PRIOR 70 CONSTRUCTION. TOP OF NEW da SPRINT ANTENNAS ELEV. = ±58=4” AGL OF NEW ▪ SPRINT ANTENNAS • ELEV.. = GROUND LEVEL REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 7 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 19 2011 PERMIT CENTER TOP OF EXISTING MONOPOLE ELEV. = ±95'-6" AGL EXISTING SOUTH ELEVATION SCALE: 22'x34" SHEET 1" = 10'-0" 5 SCALE 11"417" SHEET 1" = 20'-0" 0 5' 10' 20' ( IN FEET ) 2 NEW SOUTH ELEVATION SCALE 22-434" SHEET 1" = 10'-O" 5' Q SCALE 11"4 17" SHEET 1" = 20'-0" F�aQF 5' 10' 20' ( IN FEET ) 1 PLANS PREPARED FOR. Sprint 15395 SE 30TH PL BELLEVUE, WASHINGTON 98007 PLAIS FROM ZERO TO INFINIGY the solutions are endless 50 116TH AVENUE SE, SUITE 210 BELLEVUE. WASHINGTON 98004 ,58 6181855 499-035 ® smartlink 50 116TH AVENUE SE. SUITE 210 BELLEVUE. WASHINGTON 98004 ORA NG NO CE. THESE DOCUMENTS ARE CONFIDENTIAL AND ARE THE SOLE PROPERTY OF SPRINT AND MAY NOT BE REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF SPRINT. REVISIONS: DESCRIPTION DATE BY REV ISSUED FOR CONSTRUCTION IOP9/17 EP ISSUED FOR REVIEW 09/19/!7 DMN A r SITE NAME: WEE [SPREITSITEL SE63XC332 SITE ADDRESS:.. 15820 INTERNATIONAL BLVD TUKWILA, WA 98188 SHEET DESCRIPTION: SOUTH ELEVATIONS SHEET NUMBER: A-3 EXISTING ANTENNA SCHEDULE I EXISTING CABLE SCHEDULE SECTOR ANTENNA RRU FILTER HYBRID CABLE (HCS) COAX MODEL SIZE AZIMUTH RAD CENTER FREQUENCY OTY. MODEL QTY. MODEL QTY. LENGTH QTY. TYPE LENGTH A Al APXVRR13-C-A20 54.8" 76' 55'-0" 1900 MHz 1 1900 MHz (RRH-P4) -- -- 3 125' -- -- -- A2-- ---- -- -- -- -- -- -- -- A3 ET-X-WM-18-65-8P 61.0" 2500 MHz 1 2500 MHz (RRH-V3) 1 800 MHz -- -- -- A4-- -- -- -- -- -- -- -- -- -- B B1 APXVRR13-C-A20 54.8" 210' S5'-0" 1900 MHz 1 1900 MHz (RRH-P4) -- -- -- -- -- B2 -- -- -- -- -- B3 ET-X-WM-18-65-8P 61.0" 2500 MHz 1 2500 MHz (RRH-V3) -- -- -- -- __ B4-- -- -- -- -- -- -- -- -- -- C Cl APXVRR13-C-A20 511.8" 320' 55'-0" 1900 MHz 1 1900 MHz (RRH-P4) -- -- -- -- -- C2 -- -- -- -- -- -- -- C3 ET-X-WM-18-65-8P 67.0" 2500 MHz 1 2500 MHz (RRH-V3) -- -- -- -- -- C4-- -- -- -- -- -- -- -- NEW ANTENNA SCHEDULE NEW CABLE SCHEDULE SECTOR ANTENNA RRU FILTER HYBRID CABLE (HCS) COAX MODEL SIZE AZIMUTH RAD CENTER FREQUENCY QTY. MODEL QTY. MODEL QTY. LENGTH QTY. TYPE LENGTH A Al-- -- 76' 55.-0" -- -- -- -- -- 1 125 125' -- -- -- A2 A3 £TCR-654L12H6 84.9' 800/1900/2500 MHz 2/1/1 (2)800/1900/2500 MHz 1 800 MHz -- -- -- A4 -- -- -- -- -- -- B B1-- -- 210' 55'-0" -- -- -- -- -- -- -- -- B2 -- -- -- -- -- B3 ETCR-654L12H6 84.9' 800/1900/2500 MHz 2/1/1 (2)800/1900/2500 MHz 1 800 MHz -- -- -- B4-- -- -- -- -- -- -- -- -- -- C Cl -- -- 310' 55-0" -- -- -- -- -- -- -- -C2-- C2-- -- -- -- -- -- -- C3 ETCR-654L12H6 849" 800/1900/2500 MHz 2/1/1 (2)800/1900/2500 MHz 1 800 MHz -- -- -- C4 -- -- REVIEWED FOR NOTES 1 CONTRACTOR IS TO REFER TO SPRINTS MOST CURRENT RADIO FREQUENCY DATA SHEET (RFDS) PRIOR TO CONSTRUCTION 2 CABLE LENGTHS ARE APPROXIMATE. CONTRACTOR TO FIELD VERIFY CABLE LENGTHS PRIOR TO ORDERING, FABRICATION, OR INSTALLATION OF CABLES .1 BOLD- INDICATES NEW EQUIPMENT RECEIVED CITY OF TUKWILA OCT 19 2017 PERMIT CENTER RF SCHEDULES I Q EXISTING SPRINT ANTENNAS TO BE REMOVED, (TYP.) 1 A NEW SPRINT PANEL ANTENNAS MOUNTED TO EXISTING MONOPOLE (TYP.) QEXISTING/NO CHANGE SPRINT 1900 MHz RRU'S MOUNTED TO EXISTING MONOPOLE (TYP.) O EXISTING/NO CHANGE SPRINT 2500 MHz RRU'S 2A MOUNTED TO EXISTING MONOPOLE (TYP.) 0,NEW SPRINT 800 MHz RRU'S MOUNTED 70 DOSING ANTENNA FRAME ow) EXISTING/NO CHANGE MONOPOLE • (TYP.) NEW SPRINT 800 MHz FILTER MOUNTED 70 EXISTING ANTENNA FRAME (T)P.) CODE COMPLIANCE I APPROVED • E ANNIM NOV 072017 City of Tukwila UILDING DIVISION SCALE: NONE 2 I EXISTING ANTENNA PLAN SCALE: NONE 4 ANTENNA PLAN KEYNOTES SCALE: NONE 3 NEW ANTENNA PLAN SCALE: NONE 1 PLANS PREPARED FOR. Sprint 15395 SE 30TH PL BELLEVUE, WASHINGTON 9800T - PLANS PREPARED BY. INFINIGY8 FROM ZERO TO INFINIGY the solutions ore endless 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 XXI NUMBER 499-035 @smartlink 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 — DRAWING NOTICE: THESE DOCUMENTS ARE CONFIDENTIAL AND ARE THE SOLE PROPERTY OF SPRINT AND MAY NOT BE REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF SPRINT. REVISIONS: DESCRIPTION DATE BY REV ISSUED FOR CONSTRUCTION I0/09/I7 EP 0 ISSUED FOR REVIEW 0W19117 0199 A [SITE NAME WEE /— SPRINTSS TE SE63XC332 SITE ADDRESS: 15820 INTERNATIONAL BLVD TUKWILA, WA 98188 SHEET DESCRIPTION: ANTENNA PLANS & SCHEDULES SHEET NUMBER: A-4 REVIbrY�eED �V� - PL R PREPARED FOR. MODEL: F1M800CAB-X MANUFAC53RER: RFS WEIGHT 53 LBS DIMENSIONS (LxWxD): 9.65' x 15.2' x 8.5' MODEL: RRH-C2 WEIGHT: MANUFACTURER:59 53 LBS (FILTER: 8.82 LBS) DIMENSIONS (LxWxD): 18.1' x 11.0` x 15.35' CODE COMPLIANC APPROVEDS : \ p r�• n t� FREQUENCY 800 MHz gg 1 NOVV 7 2017 15395 SE 30TH PL 85 ' 11'1 BELLEVUE, WASHINGTON 98007 9.65' r . PREPARED BY. r.. - j - CityofTukwila INFINIGY8 — BUILDING DI 1. SIC o ! . _ FROM ZERO TO INFINIGY ' the solutions are endless O I _ 50116TH AVENUE SE, SUITE 210 BEL FV E WASHINGTON 98004 ,...•-•.., - ' _ .._.•...1 . JOB NEMER 499-035 .., FILTER BANDING, LOCATIONS AMIN. MIN. PER BIDE-STEAL@ a x 0.03` 1/2'ED WIDEPIPE W0.0 MANUFACTURE'S 9.65' STAINLESS STEEL THICK, AT 2 SPECIFICATIONS �sTi n SIDE 11' @ smartlink ��// I i 50 116Th AVENUE SE, SUITE 210 NOTE MOUNTING HARDWARE PER MANUFACTURER • • • . • • o • I)III , r I F. RECEIVED BE>F WASHINGTON 98994 a . • • • • 1ooa I OF TUKWILA�� LICENSE:• • • • . • • - CT 19 2017 :o , ot: WAS s), o WITFI FILTERs ffiQLLI T f' ((,, E@45¢ PERMIT CENTER ' ' z , SCALE 6 SCALE ,1 C ,. (fir• O 11 NOT USED NONE FILTER DETAIL NONE 4 RRU DETAIL NONE ,,. S39R1 6\ GISTE1.V-YeAtP Sj�NAL I. NOTES:NEW ANTENNA. FILTER AND RRU'S TO BE TO 3'0 (NOM) SCH 40 PIPE MAST. CONTRACTOR MOUNTED TO VERIFY MANUFACTURER KMW MODEL: ETCR-654112H6 MECHANICALDOIKVOLT BRACKET_ EII- -'i . ' PIPE MAST SIZE AND SCHEDULE AND UPGRADE IF REQUIRED. — WEIGHT: 84.9 LBS 21.0' NOTICE 2. ANTENNA, FILTER AND RRU CABLING TO BE CONNECTED DIMENSIONS 84.9' 21.0' 6.3' . PER RF DATA SHEET, PROVIDED BY RF ENGINEER. a x x FREQUENCY REFER TO RF DATA SHEET THESE DOCUMENTS ARE CONFIDENTIAL AND ARE - - - - e. THE SOLE PROPERTY OF SPRINT AND MAY NOT BE NEW RFS FILTER MOUNTED 111 r,. ■ REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF 70 EOSTING ANTENNA i I NEW MOUNANGII HARDWARE 21.0' SPRINT. PIPE N77H MANUFACTURER REVISIONS: SUPPLIED HARDWARE DESCRIPTION DATE BY REV NEW 800 MHz RRU , MOUNTED TO POSTING ANTENNA PIPE LNTH IIIIIIIII "'II to MANUFACTURER SUPPLIED N----NEW HARDWARE PANEL A AID— EXISTING SUPPORT 1111111. I I III ANTENNA EXISTING FRAME TOWER MOUNT :IIIIIIII1 1111111: - - ANTENNA MOUNTING PIPE o+ ISSUED FOR EP 0 — 21.0• ISSUED FOR REVIEWUCnON 5119/17 09/19/17 DIN A - - t = r SITE NAME:__. r. • •• •WEE `� .••••-• • • • •. EXISTINGSPRINT SITE r. TOWER� IIIIIIII! I SE63XC332 I RF CONNECT01r 1)12`� 1111111 I� SITE ADDRESS: --if-:II1IIIII`h111111 II I • = . ,. 11I } 15820 INTERNATIONAL BLVD TUKWILA, WA 98188 NEW 800 MHz RRU SHEET DESCRIPTION: MOUNTED 70 EXISTING ANTINNA PIPE MANUFACTURD7M77/ SUPPLIED _ RF CONNECTOR, 717' EEQ II � M SIQE EQUIPMENT DETAILS HARDWARE - SHEET NUMBER: NOT N 5 USED MOUNTING DETAIL NNOALNEE. 3 PANEL ANTENNA DETAIL NoLE A-4.1 NEW JUMPER CABLES (.4., — NEW HYBRID CABLE CON1RACRR 10 CONFIRM ROU77NC PRIOR 70 CONSTRUCTION GENERAL NOTES: c EXISTING/NO CHANGE JUMPER CABLES EXISTING/NO CHANGE SPRINT HYBRID BREAK OUT UNIT 1 EXISTING/NO CHANGE #6 INSULATED GROUND OR AS SPECIFIED BY EQUIPMENT MANUFACTURER EXISTING #6 INSULATED GROUND OR AS SPECIFIED BY EQUIPMENT MANUFACTURER NEW i6 INSULATED GROUND OR AS SPECIFIED BY EQUIP/10T MANUFACTURER EXISTING/NO CHANGE ANTENNA GROUND BUS (AGO) AT INDIVIDUAL SECTOR — 4'X12"X1/4" SOLID COPPER EXISTING/NO CHANGE INSULATED GROUND EXISTING/NO CHANGE CABLE TRAY/TOWER 4,1 EXISTING/NO CHANGE ANTENNA GROUND BUS (AGB) AT BASE NEAR EQUIPMENT — 4"X12"X1/4" SOLID COPPER EXISTING 0 CHANGE 1" FLEX C. 1:2 SOLID BARE TINNED EXISTING/NO CHANGE MAIN GROUND ROD. VERIFY TIED TO GROUND RING AND MEETS 5 OHMS EXISTING/NO CHANGE 1" FLEX C. 1g2 SOLID BARE TINNED COPPER CAD WELDED TO MOB AND NEW MAIN GROUND ROD EXISTING 0 CHANGE MGB MOUNTED EXISTING/NO CHANGE INSULATED GROUND EXISTING/NO MANGE ELECTRICAL PANEL GROUND BUS EXISTING/NO CHANGE TELCO GROUND BUS EXISTING/NO CHANGE #2 INSULATED GROUND OR AS SPECIFIED BY EQUIPMENT MANUFACTURER EXISTING/NO CHANGE DC/FIBER CABLE EXISTING/NO CHANGE SPRINT CABINET 1. SPLICE GROUND CONNECTIONS. 2. FOLLOW COAXIAL CABLE MANUFACTURERS RECOMMENDATIONS (TYPICAL) 3. ALL INSULATED GROUND WIRES TO BE STRANDED. ARC WIRE UNLESS NOTED OTHERWISE 4. THIS IS TYPICAL FOR ONE SECTOR OF ANTENNAS. SEE PLANS FOR NUMBER OF SECTORS. 5. NUMBER OF COAX S DNCRAMATTC. 6. COSTING EXP EXERS AND EXISTING TWLS NOT SHOWN FOR CLARITY. 7. FOLLOW SPRINT STANDARD GROUNDING METHOD. COAX & GROUNDING SYSTEM SCHEMATIC RUNS TO TERMINATE AT EXISTING CABINET SCALE: NONE 2 (1) NEW FILEEP PER SECTOR NEW JUMPER CABLES NEW RRU(S) PER SECTOR EXISTING/NO CHANGE EQUIPMENT AREA IL —1 1_ (1) NEW PANEL ANTENNA SECTOR EPARATE APP NTAN® REQUIRED DC/ 1 FIBER/ COAX SINGLE LINE DIAGRAM EXISTING/NO CHANGE SPRINT JUMPERS EXISTING RRU EXISTING OR NEW DC POWER/ FIBER CABLES EXISTING/NO CHANGE SPRINT HYBRID BREAK OUT UNIT NEW HYBRID CABLE C V7RACT2R 10 CONFIRM ROUTING PRIOR 70 CONSTRUCTION EXISTING/NO CHANGE HCS CABLE EXISTING/NO CHANGE SPRINT CABINET PLANS PREPARED FOR. Sprint 15395 SE 30TH PL BELLEVUE, WASHINGTON 98007 PLANS PREPARED BY. INFINIGY8 FROM ZERO TO INFINIGY the solutions are endless 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98004 J08 NUMBER 499-035 — SITE ACO: gsmartlink 50 116TH AVENUE SE, SUITE 210 BELLEVUE, WASHINGTON 98000 RECEIVED CITY OF TUKWILA OCT 19 2011 PERAAIT CENTER SCALE: NONE 1 — DRAWING NOTICE THESE DOCUMENTS ARE CONFIDENTIAL AND ARE THE SOLE PROPERTY OF SPRINT AND MAY NOT BE REPRODUCED, DISSEMINATED OR REDISTRIBUTED WITHOUT THE EXPRESS WRITTEN CONSENT OF SPRINT. REVISIONS: DESCRIPTION DATE. SY REV ISSUED FOR CONSTRUCTION 10/09EI7 EP 0 LSSUED FOR REVIEW 09119117 DMN A [SITE NAME WEE SPRINT SITE C SE63XC332 SITE ADDRESS' 15820 INTERNATIONAL BLVD TUKWILA, WA 98188 SHEET DESCRIPTION: r GROUNDING PLAN & SINGLE LINE DIAGRAM SHEET NUMBER: G-1 mgrflirik FILE TURNOVER NOTE TO FILE Date: To: Site No: Subject: 10/13/17 Sprint SE63XC332 WEE Land Use/Zoning Not Required Further Explanation: Based on the City of Tukwila's Municipal Code, Section 18.58.030, the proposed Sprint modification is exempt from land use review, By: Title: 18.58.020 Authority and Application. The provisions of this Chapter shall apply to the placement, construction or modification of all wireless communication facilities, except as specifically exempted in TMC Section 18.58.030. (Ord. 2135 §1 (part), 2006) 18.58.030 Exemptions. The provisions of this Chapter shall not apply to the following: 1. Wireless communication facilities permits are not required for subparagraphs 1.a through 1.e of this section; however, a building permit may be required for work on buildings: a. Routine maintenance and repair of wireless communication facilities. This shall not include changes in height or dimensions of towers or buildings; provided that the wireless communication facility received approval from the City of Tukwila or King County for the original placement, construction or subsequ - • cation. b. Changing of antennas on wire ommunication facilities is exempt from wireless facilities permits, provided the total area of the new antennas and support structure not increased more than 10% of the previous area or the area IS r -d. or addin• ad• • • - as within a previously permitted concealed building -mounted installation is exemnt nrnvirlerf there is nn visihle r•.henne frnm the natsirte Nancy Sears Leasing & Land Use Specialist Signature: Nancy Sec r,' Date: 10/9/17 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 7 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 19 2017 PERMIT CENTER bo- 0202 50 116`h Ave SE #210 • Bellevue, WA 98004 p: 425.274.4444 • f: 425.274.4449 • 1.888.828.5465 (LINK) www.smartlinklIc.com Date: September 12, 2017 Jeffrey McNeill Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 (480) 735-6912 Subject: Carrier Designation: Crown Castle Designation: Structural Analysis Report Sprint PCS Co -Locate Carrier Site Number: Carrier Site Name: Ar:IPAL. 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 Jeffrey McNeill, SE63XC332 Wee 825363 Lewis and Clark Monopole 455497 1453571 403108 2017777. 15820 Pacific Hwy. S., Tukwila, WA 98188, Kin Latitude 47° 27' 44.95", Longitude -122° 17' 17. 95.5 Foot — FWT Monopole Tower EVIEWED FOR CODE COMPLIANCE 25363/APPROVED �p,ln,t w� 9u'Y' 6' 0l 20 7 B City of Tukwila We are pleased to submit this "Structural Analysis Report" to determine the structural "'= • r Tie—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 1078582, in accordance with application 403108, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. Sufficient Capacity 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 1.480 and Si of 0.554. 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 us a call. EXP 01/16/19 Structural analysis prepared by: Tommy Knott Respectfully submitted by: t(302b92 John N. Kabak, S.E. Washington #: 50892 9/12/2017 CITY O TUKWILA OCT 19 2017 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 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 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 tnxTower Report - version 7.0.7.0 September 12, 2017 CCI BU No 825363 Page 2 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 1) INTRODUCTION September 12, 2017 CCI BU No 825363 Page 3 The existing 95'-6" monopole has two major sections connected by a slip joint. It has 12 sides and is evenly tapered from 37.001" (flat -flat) at the base to 12.000" (flat -flat) at the top. The structure is galvanized and has no tower lighting. This tower is a 95.5 ft monopole tower designed by FWT INC. in October of 1996. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-E. 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. 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 1.480 and Si of 0.554. The wind loading case will control. Refer to Appendix C for seismic calculations. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Lineof Elevation (ft) Number Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 58.0 58.0 3 KMW Communications ETCR-654L12H6 1 1-5/8 1 3 Samsung Telecommunications 800MHz EXT. FILTER 6Telecommunications Samsung 800MHz RRU Notes: 1) See Appendix B for the coax layout. tnxTower Report - version 7.0.7.0 a 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 Table 2 - Existing and Reserved Antenna and Cable Information September 12, 2017 CCI BU No 825363 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 93.0 96.0 1 CSA Wireless A-18A24E-C 19 7/8 3 3 Commscope SBNHH-1D65C 1 Andrew TMBXX-6516-R2M 12 Andrew ECC1920-VPUB 3 Nokia FRIG 3 Nokia FRLB 6 Andrew ETT19V2S12UB 3 Nokia FHFB 4 Andrew HBXX-3319DS-R2 M 2 2 Nokia FRIG 8 Andrew ECC1920-VPUB 2 Nokia FHFB 93.0 1 Platform Mount [LP 301-1] 92.0 92.0 1 Side Arm Mount [SO 102-3] 1 1-1/4 Raycap TME-RNSNDC-7771-PF- 48 1 Raycap TME-RNSNDSC-7771-PF- 1 1-1/4 2 82.0 86.0 1 Radiowaves SP2-5.8 1 1/4 5 82.0 1 Pipe Mount [PM 601-1] 58.0 61.0 3 Samsung Telecommunications 2.5GHz RRH-V3 1 60.0 3 Samsung Telecommunications RRH-P4 1 3 - KCommunications ations W ET-X-WM-18-65-8P 4 3 RFS Celwave APXVRR13-C-A20 58.0 1 Samsung Telecommunications 2.5G 8T8R RADAR FILTER 3 1/4 1 3 Samsung Telecommunications OPTIC FIBER JUNCTION CYLINDER 3 Samsung Telecommunications POWER JUNCTION CYLINDER 1 T -Arm Mount [TA 602-3] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Existing equipment to be relocated to the reserved mount at the 93' level with a centerline of 96'. 4) Equipment to be removed, not considered in the analysis. 5) Abandoned equipment, considered in the analysis. tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 Table 3 - Design Antenna and Cable Information September 12, 2017 CCI BU No 825363 Page 5 Mounting Level (ft) Center Line• Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 95 95 1 3568105 10 LP Platform TOWER FOUNDATION MAPPING Tower Engineering Professionals Job #: 123949, dated 6/25/2012 12 CCISITES DB978 77 77 1 TOWER MAPPING 10' LP Platform 3568110 CCISITES 12 GPD Project #: 2013775.825363.01, dated 2/27/2013 DB978 70 70 1 4' HP Dish I. 50 50 1 2' HP Dish 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source GEOTECHNICAL REPORTS ADaPT Job #: WA98-1012, dated 4/14/1998 3451350 CCISITES TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Spearman Engineering Project #: 98-05.17, dated 4/17/1998 3568105 CCISITES TOWER FOUNDATION MAPPING Tower Engineering Professionals Job #: 123949, dated 6/25/2012 3568106 CCISITES TOWER MANUFACTURER DRAWINGS FWT Job #: 11853, dated 7/24/1996 3451361 CCISITES TOWER MAPPING Tower Engineering Professionals Job #: 123949, dated 6/19/2012 3568110 CCISITES TOWER STRUCTURAL ANALYSIS REPORTS GPD Project #: 2013775.825363.01, dated 2/27/2013 3637097 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 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) September 12, 2017 CCI BU No 825363 Page 6 Section Elevation (ft) Component Type SizeNo. Critical Element P (K) SF*Pallow (_) Capacity Pass I Fail L1 95.5 - 46.0833 Pole TP25.131x12x0.1875 1 -8.63 913.00 81.2 Pass L2 46.0833 - 0 Pole TP37.001x23.8703x0.25 2 -14.98 1714.11 79.2 Pass Summary ELC: Load Case 7 Pole (L1) 81.2 Pass Rating = 81.2 Pass Table 6 - Tower Component Stresses vs. Capacity — LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 54.9 Pass 1 Base Plate 0 31.6 Pass 1 Base Foundation 0 51.3 Pass 1 Base Foundation Soil Interaction 0 28.5 Pass Structure Rating (max from all components) = 81.2% 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 load configuration. tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 5) DISCLAIMER OF WARRANTIES September 12, 2017 CCI BU No 825363 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 limited 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 load 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 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.7.0 September 12, 2017 CCI BU No 825363 Page 8 95.5 ft 46.1 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE 49.42 49.42 TYPE 0.1875 ci 12.0000 25.1310 A572-65 Platform Mount [LP 301-1] 93 Pipe Mount [PM 601-1] 0.2500 TMBXX-6516-R2M 23.8703 SP2-5.8 82 SBNHH-1D65C • Length (ft) Number of Sides Thickness (in) Socket Length (ft) o Bot Dia (in) 4 Weight (K) 6.0 93 OPTIC FIBER JUNCTION CYLINDER 0 95.5 ft 46.1 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Lighting Rod 5/8" x 8' 99.5 Pipe Mount 4'02.375" 92 Platform Mount [LP 301-1] 93 Pipe Mount [PM 601-1] 82 TMBXX-6516-R2M 93 SP2-5.8 82 SBNHH-1D65C • 93 ETCR-654L12H6 w/ Mount Pipe 58 SBNHH-1D65C 93 . ETCR-654L12H6 w/ Mount Pipe 58 SBNHH-1 D65C 93 OPTIC FIBER JUNCTION CYLINDER 58 HBXX-3319DS-R2M 93 OPTIC FIBER JUNCTION CYLINDER 58 HBXX-3319DS-R2M 93 OPTIC FIBER JUNCTION CYLINDER 58 (2) HBXX-3319DS-R2M 93 2.5GHz RRH-V3 58 A-18A24E-C 93 2.5GHz RRH-V3 58 FRLB 93 2.5GHz RRH-V3 58 FRLB 93 . RRH-P4 58 FRLB 93 RRH-P4 58 FRIG 93 RRH-P4 58 (2)FRIG 93 POWER JUNCTION CYLINDER 58 (2) FRIG 93 POWER JUNCTION CYLINDER 58 FHFB 93 POWER JUNCTION CYLINDER 58 (2) FHFB 93 (2) 800MHz RRU 58 (2) FHFB 93 (2) 800MHz RRU 58 (4) ECC1920-VPUB 93 (2) 800MHz RRU 58 (8) ECC1920-VPUB 93 800MHz EXT. FILTER 58 (8) ECC1920-VPUB 93 800MHz EXT. FILTER 58 (2) ETT19V2S12UB 93 800MHz EXT. FILTER 58 (2) ETT19V2S12UB 93 2.5G 8T8R RADAR FILTER 58 (2)ETT19V2S12UB 93 T -Arm Mount [TA602-3] . 58 TME-RNSNDC-7771-PF-48 92 (3) Pipe Mount 85x2.375" 58 TME-RNSNDC-7771-PF-48 92 (3) Pipe Mount 602.375" 58 Side Arm Mount [SO 102-3] 92 (3) Pipe Mount 602.375" 58 Pipe Mount 8'x2.375" 92 ETCR-654L12116 w/ Mount Pipe 58 Pipe Mount 4'x2.375" 92 MATERIAL STRENGTH GRADE I Fy Fu GRADE I Fy Fu A572-65 165 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. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 81.2% ALL REACTIONS ARE FACTORED AXIAL 20 K SHEAR \ MOMENT 1 K / , i 97 kip -ft TORQUE 0 kip -ft 30 mph WIND - 0.2500 in ICE AXIAL 15K SHEAV—� 15K MOMENT 1006 kip -ft TORQUE 1 kip -ft REACTIONS - 85 mph WIND GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (555) 555-1234 FAX: (555) 555-1235 job: LEWIS AND CLARK MONOPOLE BU #: 82531 Project: 2017777.825363.09 Client: Crown Castle Drawn by: tknott Code: TIA-222-G Date: 09/12/17 Path: T:Crovm18253931001Bev. 01TNX1825383.er1 App'd: Scale: NTS Dwg No. E-1 95.50 Feed Line Distribution Chart 0' - 95'6" Round Flat App In Face App Out Face Truss Leg Face A 4.0 0 trZ (a 46.08 41) W Safety Line 3/8 0.00 93.00 Face B Face C 92.00 82.00 LL 9 58.00 8.00 LDF1-50A(1/4") (3) TYPE 1(1-1 SAMSUNG HYBRID CA 93.00 92.00 82.00 58.00 8.00 95.50 46.08 0.00 GPD / 520 South Main Street Suite 2531 -�'•� Akron, Ohio 44311 Phone: (555) 555-1234 FAX: (555) 555-1235 Job: LEWIS AND CLARK MONOPOLE BU #: 82536 Project: 2017777.825363.09 Client. Crown Castle Drawn by; tknott App'd: Code: TIA-222-G Date: 09/12/17 Scale: NTS Path. T:\Crown\825383\09\Rev.O\TNX\825303.eri D\vg No. E-7 • 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 September 12, 2017 CCI BU No 825363 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) Nominal ice thickness of 0.2500 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56 pcf. 10) A wind speed of 30 mph is used in combination with ice. 11) Temperature drop of 50 °F. 12) Deflections calculated using a wind speed of 60 mph. 13) A non-linear (P -delta) analysis was used. 14) Pressures are calculated at each section. 15) Stress ratio used in pole design is 1. 16) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification J Use Code Stress Ratios J Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric J Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder J Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation ft Section Splice Length Length ft ft Number of Sides Top Diameter in Bottom Wall Diameter Thickness in in Bend Radius in Pole Grade L1 95.50-46.08 49.42 3.33 L2 46.08-0.00 49.42 12 12.0000 25.1310 0.1875 0.7500 A572-65 (65 ksi) 12 23.8703 37.0010 0.2500 1.0000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area in2 in in4 r in c in vc in3 J in4 lt/Q in2 w in w/t L1 12.4233 7.1318 127.0190 4.2289 tnxTower Report - version 7.0.7.0 6.2160 20.4342 257.3749 3.5101 2.7135 14.472 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 September 12, 2017 CCI BU No 825363 Page 10 Section Tip Dia. in Area in2 1 r in C in I/C J in3 in4 lt/Q in2 26.0175 L2 25.6293 38.3063 15.0596 19.0143 29.5846 1195.9562 8.9298 1354.0548 8.4561 5100.2247 13.1569 13.0179 12.3648 19.1665 91.8704 2423.3315 109.5088 2743.6821 266.1007 10334.438 0 7.4119 9.3583 14.5606 w in 6.2326 5.7272 9.2463 w/t 33.241 22.909 36.985 Tower Elevation ft Gusset Gusset Area Thickness (per face) ft2 in Gusset GradeAdjust. Factor Adjust. Al Factor Ar Weight Mult. Double Angle Double Angle Double Angle Stitch Bolt Stitch Bolt Stitch Bolt Spacing Spacing Spacing Diagonals Horizontals Redundants in in in L1 95.50- 46.08 L2 46.08-0.00 1 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement r Type ft Total Number Start/En Width or Perimete Weight Number Per Row d Diamete r Position r in in plf 5/8" Step Bolts LDF1-50A(1/4") LDF1-50A(1 /4") TYPE 1(1-1/4") SAMSUNG HYBRID CABLE(1-5/8) A Surface Ar (CaAa) B Surface Ar (CaAa) B Surface Ar (CaAa) B Surface Ar (CaAa) B Surface Ar (CaAa) 95.50 - 8.00 58.00 - 8.00 82.00 - 58.00 58.00 - 8.00 58.00 - 8.00 1 1 1 1 1 1 3 3 1 1 -0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.4167 0.0000 0.3450 1.3000 1.6250 1.00 0.06 0.06 0.50 1.60 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow or Shield Leg Component Placement Type ft Total Number CAAA Safety Line 3/8 LDF5-50A(7/8") ASU9324TYPO1 (1- 1/4") A No CaAa (Out Of Face) C No Inside Pole C No Inside Pole 95.50 - 8.00 93.00 - 8.00 92.00 - 8.00 1 No Ice 112" Ice 19 No Ice 1/2" Ice 2 No Ice 1/2" Ice ft2/ft 0.04 0.14 0.00 0.00 0.00 0.00 Weight plf 0.22 0.75 0.33 0.33 1.05 1.05 Feed Line/Linear Appurtenances Section Areas Tower Sectio n L1 Tower Face AR AF CAAA CAAA Weight Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K 95.50-46.08 A 0.000 0.000 2.059 1.853 0.06 B 0.000 0.000 7.412 0.000 0.04 C 0.000 0.000 0.000 0.000 0.39 L2 46.08-0.00 A 0.000 0.000 1.587 1.428 0.05 B 0.000 0.000 21.041 0.000 0.12 C 0.000 0.000 0.000 0.000 0.32 Feed Line/Linear Appurtenances Section Areas - With Ice tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 September 12, 2017 CCI BU No 825363 Page 11 Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 95.50-46.08 A 0.538 0.000 0.000 7.374 7.168 0.12 B 0.000 0.000 15.320 0.000 0.10 C 0.000 0.000 0.000 0.000 0.39 L2 46.08-0.00 A 0.481 0.000 0.000 5.683 5.524 0.09 B 0.000 0.000 38.066 0.000 0.29 C 0.000 0.000 0.000 0.000 0.32 Feed Line Center of Pressure Section Elevation ft CPx in CPz in CPx Ice in CPz Ice in L1 95.50-46.08 0.1687 -0.1989 0.2041 -0.4096 L2 46.08-0.00 0.4488 -0.3362 0.5836 -0.5613 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 1 5/8" Step Bolts 46.08 - 1.0000 1.0000 95.50 L1 5 LDF1-50A(1/4") 46.08 - 1.0000 1.0000 58.00 L1 6 LDF1-50A(1/4") 58.00 - 1.0000 1.0000 82.00 L1 7 TYPE 1(1-1/4") 46.08- 1.0000 1.0000 58.00 L1 8 SAMSUNG HYBRID 46.08 - 1.0000 1.0000 CABLE(1-5/8) 58.00 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral Vert ft ft ft ft CAAA CAAA Weight Front Side ft2 ft2 K Lighting Rod 5/8" x 8' C None 0.0000 99.50 No Ice 0.50 0.50 0.03 1/2" 1.31 1.31 0.04 Ice Platform Mount [LP 301-1] C None 0.0000 93.00 No Ice 30.10 30.10 1.59 1/2" 40.80 40.80 2.03 Ice TMBXX-6516-R2M B From 4.00 0.0000 93.00 No Ice 5.42 3.28 0.03 Centroid- 0.00 1/2" 5.76 3.61 0.07 Face 3.00 Ice SBNHH-1D65C A From 4.00 0.0000 93.00 No Ice 11.35 7.66 0.07 Centroid- 0.00 1/2" 11.97 8.25 0.13 Face 3.00 Ice SBNHH-1D65C B From 4.00 0.0000 93.00 No Ice 11.35 7.66 0.07 Centroid- 0.00 1/2" 11.97 8.25 0.13 Face 3.00 Ice tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis September 12, 2017 Project Number 2017777.825363.09, Application 403108, Revision 1 CCI BU No 825363 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft SBNHH-1D65C C From 4.00 0.0000 93.00 No Ice 11.35 7.66 0.07 Centroid- 0.00 1/2" 11.97 8.25 0.13 Face 3.00 Ice HBXX-3319DS-R2M A From 4.00 0.0000 93.00 No Ice 10.57 3.06 0.04 Centroid- 0.00 1/2" 11.00 3.42 0.09 Face 3.00 Ice HBXX-3319DS-R2M B From 4.00 0.0000 93.00 No Ice 10.57 3.06 0.04 Centroid- 0.00 1/2" 11.00 3.42 0.09 Face 3.00 Ice (2) HBXX-3319DS-R2M C From 4.00 0.0000 93.00 No Ice 10.57 3.06 0.04 Centroid- 0.00 1/2" 11.00 3.42 0.09 Face 3.00 Ice A-18A24E-C A From 4.00 0.0000 93.00 No Ice 5.63 0.54 0.02 Centroid- 0.00 1/2" 5.93 0.70 0.04 Face 3.00 Ice FRLB A From 4.00 0.0000 93.00 No Ice 2.07 0.78 0.06 Centroid- 0.00 1/2" 2.25 0.90 0.07 Face 3.00 Ice FRLB B From 4.00 0.0000 93.00 No Ice 2.07 0.78 0.06 Centroid- 0.00 1/2" 2.25 0.90 0.07 Face 3.00 Ice FRLB C From 4.00 0.0000 93.00 No Ice 2.07 0.78 0.06 Centroid- 0.00 1/2" 2.25 0.90 0.07 Face 3.00 Ice FRIG A From 4.00 0.0000 93.00 No Ice 3.41 1.58 0.05 Centroid- 0.00 1/2" 3.64 1.75 0.08 Face 3.00 Ice (2) FRIG B From 4.00 0.0000 93.00 No Ice 3.41 1.58 0.05 Centroid- 0.00 1/2" 3.64 1.75 0.08 Face 3.00 Ice (2) FRIG C From 4.00 0.0000 93.00 No Ice 3.41 1.58 0.05 Centroid- 0.00 1/2" 3.64 1.75 0.08 Face 3.00 Ice FHFB A From 4.00 0.0000 93.00 No Ice 2.42 1.52 0.05 Centroid- 0.00 1/2" 2.62 1.69 0.07 Face 3.00 Ice (2) FHFB B From 4.00 0.0000 93.00 No Ice 2.42 1.52 0.05 Centroid- 0.00 1/2" 2.62 1.69 0.07 Face 3.00 Ice (2) FHFB C From 4.00 0.0000 93.00 No Ice 2.42 1.52 0.05 Centroid- 0.00 1/2" 2.62 1.69 0.07 Face 3.00 Ice (4) ECC1920-VPUB A From 4.00 0.0000 93.00 No Ice 0.46 0.18 0.01 Centroid- 0.00 1/2" 0.55 0.24 0.01 Face 3.00 Ice (8) ECC1920-VPUB B From 4.00 0.0000 93.00 No Ice 0.46 0.18 0.01 Centroid- 0.00 1/2" 0.55 0.24 0.01 Face 3.00 Ice (8) ECC1920-VPUB C From 4.00 0.0000 93.00 No Ice 0.46 0.18 0.01 Centroid- 0.00 1/2" 0.55 0.24 0.01 Face 3.00 Ice (2) ETT19V2S12UB A From 4.00 0.0000 93.00 No Ice 0.57 0.28 0.01 Centroid- 0.00 1/2" 0.67 0.35 0.02 Face 3.00 Ice (2) ETT19V2S12UB B From 4.00 0.0000 93.00 No Ice 0.57 0.28 0.01 Centroid- 0.00 1/2" 0.67 0.35 0.02 Face 3.00 Ice (2) ETT19V2S12UB C From 4.00 0.0000 93.00 No Ice 0.57 0.28 0.01 Centroid- 0.00 1/2" 0.67 0.35 0.02 Face 3.00 Ice TME-RNSNDC-7771-PF- A From Face 0.50 0.0000 92.00 No Ice 3.20 1.03 0.01 48 0.00 1/2" 3.42 1.17 0.04 0.00 Ice TME-RNSNDC-7771-PF- C From Face 0.50 0.0000 92.00 No Ice 3.20 1.03 0.01 48 0.00 1/2" 3.42 1.17 0.04 0.00 Ice tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 September 12, 2017 CCI BU No 825363 Page 13 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 Side Arm Mount [SO 102- C None 0.0000 92.00 No Ice 3.00 3.00 0.08 3] 1/2" 3.48 3.48 0.11 Ice Pipe Mount 8'x2.375" C From Face 0.50 0.0000 92.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.05 2.00 Ice Pipe Mount 4'x2.375" A From Face 0.50 0.0000 92.00 No Ice 0.87 0.87 0.02 0.00 1/2" 1.11 1.11 0.03 2.00 Ice Pipe Mount 4'x2.375" B From Face 0.50 0.0000 92.00 No Ice 0.87 0.87 0.02 0.00 1/2" 1.11 1.11 0.03 2.00 Ice Pipe Mount [PM 601-1] C From Face 0.50 0.0000 82.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice ETCR-654L12H6 w/ Mount A From Face 4.00 0.0000 58.00 No Ice 13.27 6.54 0.10 Pipe 0.00 1/2" 13.88 7.71 0.19 0.00 Ice ETCR-654L12H6 w/ Mount B From Face 4.00 0.0000 58.00 No Ice 13.27 6.54 0.10 Pipe 0.00 1/2" 13.88 7.71 0.19 0.00 Ice ETCR-654L12H6 w/ Mount C From Face 4.00 0.0000 58.00 No Ice 13.27 6.54 0.10 Pipe 0.00 1/2" 13.88 7.71 0.19 0.00 Ice OPTIC FIBER JUNCTION A From Face . 4.00 0.0000 58.00 No Ice 0.18 0.18 0.00 CYLINDER 0.00 1/2" 0.25 0.25 0.01 0.00 Ice OPTIC FIBER JUNCTION B From Face 4.00 0.0000 58.00 No Ice 0.18 0.18 0.00 CYLINDER 0.00 1/2" 0.25 0.25 0.01 0.00 Ice OPTIC FIBER JUNCTION C From Face 4.00 0.0000 58.00 No Ice 0.18 0.18 0.00 CYLINDER 0.00 1/2" 0.25 0.25 0.01 0.00 Ice 2.5GHz RRH-V3 A From Face 4.00 0.0000 58.00 No Ice 2.40 1.22 0.06 0.00 1/2" 2.60 1.36 0.08 3.00 Ice 2.5GHz RRH-V3 B From Face 4.00 0.0000 58.00 No Ice 2.40 1.22 0.06 0.00 1/2" 2.60 1.36 0.08 3.00 Ice 2.5GHz RRH-V3 C From Face 4.00 0.0000 58.00 No Ice 2.40 1.22 0.06 0.00 1/2" 2.60 1.36 0.08 3.00 Ice RRH-P4 A From Face 4.00 0.0000 58.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 2.00 Ice RRH-P4 B From Face 4.00 0.0000 58.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 2.00 Ice RRH-P4 C From Face 4.00 0.0000 58.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 2.00 Ice POWER JUNCTION A From Face 4.00 0.0000 58.00 No Ice 0.25 0.25 0.00 CYLINDER 0.00 1/2" 0.35 0.35 0.01 0.00 Ice POWER JUNCTION B From Face 4.00 0.0000 58.00 No Ice 0.25 0.25 0.00 CYLINDER 0.00 1/2" 0.35 0.35 0.01 0.00 Ice POWER JUNCTION C From Face 4.00 0.0000 58.00 No Ice 0.25 0.25 0.00 CYLINDER 0.00 1/2" 0.35 0.35 0.01 0.00 Ice (2) 800MHz RRU A From Leg 4.00 0.0000 58.00 No Ice 1.65 2.31 0.06 0.00 1/2" 1.81 2.50 0.08 0.00 Ice (2) 800MHz RRU B From Leg 4.00 0.0000 58.00 No Ice 1.65 2.31 0.06 0.00 1/2" 1.81 2.50 0.08 0.00 Ice (2) 800MHz RRU C From Leg 4.00 0.0000 58.00 No Ice 1.65 2.31 0.06 tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 September 12, 2017 CCI BU No 825363 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 1/2" 1.81 2.50 0.08 0.00 Ice 800MHz EXT. FILTER A From Leg 4.00 0.0000 58.00 No Ice 1.01 0.30 0.09 0.00 1/2" 1.13 0.38 0.09 0.00 Ice 800MHz EXT. FILTER B From Leg 4.00 0.0000 58.00 No Ice 1.01 0.30 0.09 0.00 1/2" 1.13 0.38 0.09 0.00 Ice 800MHz EXT. FILTER C From Leg 4.00 0.0000 58.00 No Ice 1.01 0.30 0.09 0.00 1/2" 1.13 0.38 0.09 0.00 Ice 2.5G 8T8R RADAR A From Leg 4.00 0.0000. 58.00 No Ice 0.81 0.32 0.02 FILTER 0.00 1/2" 0.92 0.40 0.03 0.00 Ice T -Arm Mount [TA 602-3] C None 0.0000 58.00 No Ice 11.59 11.59 0.77 1/2" 15.44 15.44 0.99 Ice (3) Pipe Mount 8'x2.375" A From Face 4.00 0.0000 58.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.05 0.00 Ice (3) Pipe Mount 8'x2.375" B From Face 4.00 0.0000 58.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.05 0.00 Ice (3) Pipe Mount 8'x2.375" C From Face 4.00 0.0000 58.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.05 0.00 Ice 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 K SP2-5.8 C Paraboloid w/o From 1.00 10.0000 82.00 2.00 No Ice 3.14 0.02 Radome Face 0.00 4.00 1/2" Ice 3.41 0.04 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice tnxTower Report - version 7.0.7.0 ' 95.5 ft Monopole Tower Structural Analysis September 12, 2017 Project Number 2017777.825363.09, Application 403108, Revision 1 CCI BU No 825363 Page 15 Comb. No. Description 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Tower Deflections - Service Wind Section Elevation No. ft Horz. Deflection in Gov. Load Comb. Tilt Twist L1 95.5 - 46.0833 18.566 45 1.9126 0.0142 L2 49.4167 - 0 4.456 39 0.8779 0.0020 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 99.50 Lighting Rod 5/8" x 8' 45 18.566 1.9126 0.0148 16268 93.00 Platform Mount [LP 301-1] 45 17.669 1.8535 0.0140 16268 92.00 TME-RNSNDC-7771-PF-48 45 17.311 1.8298 0.0136 16268 86.00 SP2-5.8 45 15.178 1.6882 0.0117 8562 82.00 Pipe Mount [PM 601-1] 45 13.782 1.5944 0.0104 6025 58.00 ETCR-654L12H6 w/ Mount Pipe 39 6.422 1.0543 0.0038 2168 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt Twist L1 95.5 - 46.0833 67.055 2 6.8793 0.0507 tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. L2 49.4167- 0 16.090 2 3.1726 0.0070 September 12, 2017 CCI BU No 825363 Page 16 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 99.50 Lighting Rod 5/8" x 8' 2 67.055 6.8793 0.0518 4590 93.00 Platform Mount [LP 301-1] 2 63.821 6.6685 0.0489 4590 92.00 TME-RNSNDC-7771-PF-48 2 62.529 6.5842 0.0477 4590 86.00 SP2-5.8 2 54.836 6.0796 0.0408 2415 82.00 Pipe Mount [PM 601-11 2 49.801 5.7451 0.0363 1698 58.00 ETCR-654L12H6 w/ Mount Pipe 2 23.197 3.8134 0.0131 607 Compression Checks Pole Design Data Section Elevation No. ft Size L L Kl/r ft ft A Pu 1)P. Ratio Pu in2 K K 1)P,, L1 95.5- TP25.131x12x0.1875 49.42 0.00 0.0 14.524 -8.63 913.00 0.009 46.0833 (1) 9 L2 46.0833 - 0 TP37.001x23.8703x0.25 49.42 0.00 0.0 29.584 -14.98 1714.11 0.009 (2) 6 L Pole Bending Design Data Section Elevation No. ft Size Mux �Mnx kip -ft kip -ft L1 95.5 - TP25.131x12x0.1875 358.69 447.54 46.0833 (1) L2 46.0833 - 0 TP37.001x23.8703x0.25 1006.41 1284.81 (2) Ratio Mux Muy 1)Mny Ratio Mw (I)Mnx kip -ft kip -ft (,Mny 0.801 0.00 447.54 0.000 0.783 0.00 1284.81 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual 1)V. Ratio Actual 1)T,, Ratio Vu Vu Tu Tu K K 1)V. kip -ft kip -ft 4Tn L1 95.5 - TP25.131x12x0.1875 11.47 456.50 0.025 0.96 907.47 0.001 46.0833 (1) L2 46.0833 - 0 TP37.001x23.8703x0.25 14.76 857.05 0.017 0.96 2605.18 0.000 (2) Pole Interaction Design Data tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 September 12, 2017 CCI BU No 825363 Page 17 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ MUX Muy V„ T„ Stress Stress ft 4)Pn OM. •Mny dVn 4Tn Ratio Ratio L1 95.5 - 0.009 0.801 0.000 0.025 0.001 0.812 1.000 4.8.2 V 46.0833 (1) V L2 46.0833 - 0 0.009 0.783 0.000 0.017 0.000 0.792 1.000 4.8.2 V (2) V Section Capacity Table Section No. Elevation Component ft Type Size Critical P Element K 0Pallow % Pass K Capacity Fail L1 95.5 - 46.0833 Pole TP25.131x12x0.1875 1 -8.63 913.00 81.2 Pass L2 46.0833 - 0 Pole TP37.001x23.8703x0.25 2 -14.98 1714.11 79.2 Pass Summary ELC: Load Case 7 Pole (L1) 81.2 Pass Rating = 81.2 Pass tnxTower Report - version 7.0.7.0 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.7.0 September 12, 2017 CCI BU No 825363 Page 18 r 95.5 ft Monopole Tower Structural Analysis Project Number 2017777.825363.09, Application 403108, Revision 1 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.7.0 September 12, 2017 CCI BU No 825363 Page 19 4 TIA Rev G Stiffened or Unstiffened, Ungrouted, Circular Base Plate Assumption: Clear space between bottom of leveling nut and top of concrete Site Data BU #: Site Name: Application #: 825363 Lewis and Clark Monopole 403108 Rev.1 Pole Manufacturer: Other Anchor Rod Data Quantity: 8 in Diameter: 2.25 in Rod Material: A615 -J ksi Strength (Fu): 100 ksi Yield (Fy): 75 ksi Bolt Circle: 44 in Plate Data Diameter: 50 in Thickness: 2.25 in Grade: 60 ksi Single -Rod B-eff: 14.87 in Stiffener Data (Welding on Both Sides) Configuration: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: 0 * in ** degrees <-- Disregard in in in in in ksi ksi in Thickness: 0.25 in Fillet V. Weld: 65 Width: Height: Thickness: Notch: Grade: Weld Strength: # of Sides: 12 "0" if Round Strength (Fu): 80 ksi Pole Data Diameter: 37.001 in Thickness: 0.25 in Grade: 65 ksi # of Sides: 12 "0" if Round Strength (Fu): 80 ksi Reinf. Fillet Weld 0 "0" if None - Any Rod Material not exceeding (1)*(Rod Diameter). Reactions Moment, Mu: 1006.00 ft -kips Axial, Pu: 15.00 kips Shear, Vu: 15.00 kips Eta Factor, rj 0.5 TIA G (Fig. 4-4) If No Stiffeners, Criteria: AISC LRFD Anchor Rod Results Max Rod (Cu+ Vu/r1): Allowable Axial, c*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld : Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv)^2: Plate Tension+Shear, ft/Ft+(fv/Fv)^2: Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: <— Only Applicable to Unstiffened Cases 142.8 kips 260.0 kips 54.9% Pass Flexural Check 17.1 ksi 54.0 ksi 31.6% Pass n/a n/a n/a n/a n/a n/a • 0 = None, 1 = every bolt, 2 = every two bolts, 3 = two 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 p*Tn Rigid AISC LRFD p'Fy Y.L. Length: 22.50 CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 9/12/2017 Site Number Site Name 825363 Lewis and Clark Monopole Caisson Analysis Pier Properties Moment 1006.00 kip -ft Shear 15.00 kip Pier Diameter Height Above Grade Depth Below Grade Donut Diameter Donut Depth 5.0 0.6 21.9 ft ft ft ft ft Analysis Properties TIA Code Soil Safety Factor Water Table Depth Ignored Soil Depth Cohesion Based on Max Soil Capacity G 1.33 99.0 ft 2.0 ` ft PLS Caisson 110% Soil Properties Layer Top of Soil Layer Bottom of Soil Soil Unit Friction Angle Layer Thickness Layer Cohesion (psf) (ft) (ft) (ft) Weight (pcf) (degrees) Soil.Layer Soil. Top 1 0.00 2 2.00 3 9.00 4 20.00 5 6 7 8 9 10 Soil.Thick Soil.Bottom Soil. Weight Soil. Cohesion Soil.Phi 2.00 120 9.00 120 17.72 20.00 120 35.38 29.50 120 41.81 Moment At User Defined Depths Below Grade kip -ft kip -ft kip -ft kip -ft V1.0 Critical Depths Below Grade Results Rotation Axis Zero Shear 16.89 ft 6.75 ft Soil Capacity Max Pier Moment 28.5%IOK 1086.78 kip -ft Moment At User Defined Depths Below Grade kip -ft kip -ft kip -ft kip -ft V1.0 r Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU #: 828363 Site Name: Lewis and Clark Monopole Application #: 403108 Rev.1 Loads Already Factored For M (WL) For P (DL) <-- Disregard <-- Disregard Pier Properties Concrete: Pier Diameter = Concrete Area = Reinforcement: Clear Cover to Tie = Horizontal Tie Bar Size = Vertical Cage Diameter = Vertical Cage Diameter = Vertical Bar Size = Bar Diameter = Bar Area = Number of Bars = As Total= AS / Aconc. (Rho) = 5.0 ft 2827.4 in2 6.75 4 3.71 in ft 44.50 in 8 1.00 in 0.79 in2 25 19.75 in2 0.0070 0.70% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural, Tension Controlled, Shafts: (3)*Sgrt(rc) / Fy = 0.0032 200 / Fy = 0.0033 Minimum Rho Check: Actual Req'd Min. Rho = Provided Rho = 0.33% 0.70% Flexural OK Ref. Shaft Max Axial Capacities, 4) Max(Pn or Tn): Max Pu = (9=0.65)*Pn. Pn per ACI 318 (10-2) G 5580.18 kips at Mu = (9=0.65)*Mn = 2337.18 ft -kips 15 Max Tu, (9=0.9)*Tn = 1066.5 kips at Mu = (9=0.90)*Mn = 0.00 ft -kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft -kips (Note) kips 1086.78 15 Comp. Note: Max shaft superimposed moment does not necessarily equal the shaft top reaction moment. Load Factor Shaft Factored Loads 1.0 Mu: 1086.78325 ft -kips 1.0 Pu: 15 kips Material Properties Concrete Compressive Strength, f'c = 4000 psi Reinforcement Yield Strength, F„ = 60 ksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement Yield Strain = 0.00207 Limiting Compressive Strain = 0.003 ACI 318 Code Select Analysis ACI Code =I 2008 I Seismic Properties Seismic Design Category =1 D 1 Seismic Risk = High SOLVE (RUN) Results: <- Press Upon Completing All Input Governing Orientation Case: 2 Case 1 Case 2 Distance From Edge to Neutral Axis = 10.36 in Extreme Steel Strain, et = 0.0121 et > 0.0050, Tension Controlled Reduction Factor, q = 0.9 Output Note: Negative Pu = Tension For Axial Compression, cp*Pn = Pu = 15.00 kips Drilled Shaft Moment Capacity, N*Mn = 2119.41 ft -kips Drilled Shaft Superimposed Mu = 1086.78 ft -kips (Mu / cp*Mn, Drilled Shaft Flexure CSR = I 51.3% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 9/12/2017 Seismic Calculations (TIA-222-G1 Analysis Method: Equivalent Modal Analysis, Method 2 (Section 2.7.8, TIA-222-6) GPD Job Number Site Name Site Number City State County Tower Type Base OD Base Thickness # of Sides Base Elevation Structure Height (ft) TL So SI Site Classification Structure Class Importance Factor (I) Fa Fv SOS Sot Wt Wu WL 9 fin E fi R SA Earthquake LRFD Load Factor Discrete Appurtenances Appurtenances @ 99.5' Appurtenances @ 96' Appurtenances @ 94' Appurtenances @ 93' Appurtenances @ 92' Appurtenances @ 86' Appurtenances @ 82' Appurtenances @ 61' Appurtenances @ 60' Appurtenances @ 58' Linear Appurtenances Feedlines from 46.1' - 95.5' Feedlines from 0' - 46.1' Structure Components Tower Section from 46.1' - 95.5' Tower Section from 0' - 46.1' Totals 2017777.825363.09 Lewis and Clark Monopole 825363 Tukwila Washington King Monopole -37.001 0.25 12 0 95.5 8 1.480 0.554 D II in Top OD in Top Thickness 0.1875 ft (Figure 22-12, ASCE 7-10) (USGS, 2015 IBC) (USGS, 2015 IBC) (Table 2-11, TIA-222-G) (Table 2-1, TIA-222-G) 1 (Table 2-3, TIA-222-G) 1.000 (Table 2-12, TIA-222-G, Interpolation allowed) 1.500 (Table 2-13, TIA-222-G, Interpolation allowed) 0.987 (Eq. 2.7.6, TIA-222-G) 0.554 (Eq. 2.7.6. TIA-222-G) 12.530 (Kips) 3.240 (kips) 9.290 (Kips) 386.1 (His) 2617.21 lin-) 29000.00 Orsi) • 0.522 Hz (Eq. 2.7.11, TIA-222-G) 1.5 (2.7.8.1, TIA-222-G) 0.289 (2.7.8.1, TIA-222-G) 1 (2.3.2, TIA-222.6) w, (kips) ziftl Saz Fsz in in Seismic Forces 0.030 99.5 1.909 0.0382 0.038 kips 1.360 96 1.909 1.7309 1.731 kips 0.070 94 1.718 0.0802 0.080 kips 1.590 93 1.596 1.6921 1.692 kips 0.100 92 1.479 0.0986 0.099 kips 0.020 86 0.865 0.0115 0.012 kips 0.070 82 0.540 0.0252 0.025 kips 0.180 61 -0.108 -0.0130 -0.013 kips 0.180 60 -0.100 -0.0120 -0.012 kips 1.990 58 -0.076 -0.1008 -0.101 kips 0.490 70.79 -0.018 -0.0060 -0.006 kips 0.490 23.04 0.226 0.0739 0.074 kips 1.870 70.79 -0.018 -0.02281 -0.023 kips 4.090 23.04 0.226 0.61661 0.617 kips 4.21 kips Base Shear per ASCE 7 Section 12.8 2.42 kips Wind and Seismic Base Shea Comparison Seismic Base Shear (kip) ' Wind Base Shear (kip) Seismic/Wind Base Shear Ratio Controlling 4.2 15.0 28.1% 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" Tower Stress Capacity Comparison (Monopole) Structure Components Tower Section from 46.08' - 95.5' Tower Section from 0' - 46.08' Capacity Considering Seismic Loading I Capacity Considering Wind Loading I Controlling 39.7% 29.6% 81.2% 79.2% Wind Wind Overall Controlling Load:I Wind Overall Capacity: 81.2% 95.5 ft 46.1 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE 4 TYPE 0.1875 3.33 12.0000 25.1310 A572-65 Appurtenances @ 96' 96 rn 70.79 0' 94 C rn 61 0.2500 93 23.8703 37.0010 Appurtenances @ 92' 92 Appurtenances @ 58' A Appurtenances @ 86' 86 0 Length (ft) Number of Sides Thickness (in) Socket Length (5) 0 F 0 m d 0 Weight (K) 6.0 95.5 ft 46.1 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Appurtenances @ 99.5' 99.5 Feedlines from 46.1' - 95.5' 70.79 Appurtenances @ 96' 96 Tower Section from 46.1' - 95.5' 70.79 Appurtenances @ 94' 94 Appurtenances @ 61' 61 Appurtenances @ 93' 93 Appurtenances @ 60' 60 Appurtenances @ 92' 92 Appurtenances @ 58' 58 Appurtenances @ 86' 86 Feedlines from 0' - 46.1' 23.04 Appurtenances @ 82' 82 Tower Section from 0' - 46.1' 23.04 MATERIAL STRENGTH GRADE Fy Fu GRADE I Fy Fu A572-65 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 1 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower Structure Class II. 5. Topographic Category 1 with Crest Height of 0.00 ft 6. TOWER RATING: 39.7% ALL REACTIONS ARE FACTORED AXIAL 15 K SHEAR MOMENT 4 K ( 369 kip -ft REACTIONS - 1 mph WIND _...„,....•+. GPD 520 South Main Street Suite 2531 /®�� Akron, Ohio 44311 Phone: (555) 555-1234 FAX: (555) 555-1235 b: JoLEWIS AND CLARK MONOPOLE BU #: 82536 Project' 2017777.825363.09 (SEISMIC) client Crown Castle Drawn by: tknott App'd: code: TIA-222-G Date: 09/12/17 Scale: NTS Path. T:\Crown18253e3\09\Rev 0\TNX\Seismic\825383 Seismic.eri o"'9 No. E-1 R tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (555) 555-1234 FAX. (555) 555-1235 Job LEWIS AND CLARK MONOPOLE BU #: 825363 g Pa e 1 of 5 Project 2017777.825363.09 (SEISMIC) Date 16:07:36 09/12/17 Client Crown Castle Designed by tknott Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. Basic wind speed of 1 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. A non-linear (P -delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in Pole Grade L1 95.50-46.08 49.42 3.33 12 12.0000 25.1310 0.1875 0.7500 A572-65 (65 ksi) L2 46.08-0.00 49.42 12 23.8703 37.0010 0.2500 1.0000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area in in' 1 r in in4 C in I/C in' It/Q w in' in wit Ll 12.4233 7.1318 127.0190 4.2289 6.2160 20.4342 257.3749 3.5101 2.7135 14.472 26.0175 15.0596 1195.9562 8.9298 13.0179 91.8704 2423.3315 7.4119 6.2326 33.241 L2 25.6293 19.0143 1354.0548 8.4561 12.3648 109.5088 2743.6821 9.3583 5.7272 22.909 38.3063 29.5846 5100.2247 13.1569 19.1665 266.1007 10334.4380 14.5606 9.2463 36.985 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ai. Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing ft in Diagonals Horizontals Redundants in in in LI 95.50-46.08 L2 46.08-0.00 Feed Line/Linear Appurtenances Section Areas tnxTo'weY' GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (555) 555-1234 FAX: (555) 555-1235 Job LEWIS AND CLARK MONOPOLE BU #: 825363 Page 2 of 5 Project 2017777.825363.09 (SEISMIC) Date 16:07:36 09/12/17 Client Crown Castle Designed by tknott Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft1 . ft' ft' K LI 95.50-46.08 L2 46.08-0.00 A 0.000 B 0.000 C 0.000 A 0.000 B 0.000 C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section Tower Elevation ft Face Ice or Thickness Leg in AR AF CAAA C4A.4 In Face Out Face ft' ft' ft' fr` Weight L 1 95.50-46.08 A B C L2 46.08-0.00 A B C 0.538 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.481 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 K 0.00 0.00 0.00 0.00 0.00 0.00 Feed Line Center of Pressure Section Elevation ft CPX in CPz in CPX Ice in CPz Ice in LI L2 95.50-46.08 0.0000 0.0000 0.0000 0.0000 46.08-0.00 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K Ice User Defined Loads Description Elevation Offset Azimuth From Angle Centroid Appurtenances @ 99.5' Appurtenances @ 96' Appurtenances @ 94' Appurtenances @ 93' Appurtenances @ 92' Appurtenances @ 86' Appurtenances @ 82' Appurtenances @ 61' Appurtenances @ 60' ft 99.50 96.00 94.00 93.00 92.00 86.00 82.00 61.00 60.00 ft Weight F, F- Wind Force CAAc K K K K ft' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 No Ice No Ice No Ice No Ice No Ice No Ice No Ice No Ice No Ice 0.03 0.00 0.00 0.02 1.36 0.00 0.00 1.08 0.07 0.00 0.00 0.05 1.59 0.00 0.00 1.06 0.10 0.00 0.00 0.06 0.02 0.00 0.00 0.01 0.07 0.00 0.00 0.02 0.18 0.00 0.00 -0.01 0.18 0.00 0.00 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4' GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (555) 555-1234 FAX. (555) 555-1235 Job ob LEWIS AND CLARK MONOPOLE BU #: 825363 Page 3 of 5 Project 2017777.825363.09 (SEISMIC) Date 16:07:36 09/12/17 Client Crown Castle Designed by tknott Description Elevation Offset Azimuth From Angle Centroid ft ft Weight F F Wind Force CAAc K K K K fr Appurtenances @ 58' Feedlines from 46.1' - 95.5' Feedlines from 0' - 46.1' Tower Section from 46.1' - 95.5' Tower Section from 0' - 46.1' 58.00 70.79 23.04 70.79 23.04 0.00 0.00 0.00 0.00 0.00 0.0000 No Ice 0.0000 No Ice 0.0000 No Ice 0.0000 No Ice 0.0000 No Ice 1.99 0.00 0.00 -0.06 0.49 0.00 0.00 -0.00 0.49 0.00 0.00 0.05 0.00 0.00 0.00 -0.01 0.00 0.00 0.00 0.39 0.00 0.00 0.00 0.00 0.00 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+l.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 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Gov. Deflection Load in Comb. Tilt ° Twist 0 L1 95.5 - 46.0833 29.958 8 3.3786 0.0000 L2 49.4167 - 0 6.310 8 1.2990 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist Radius of Curvature ft r i tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (555) 555-1234 FAX. (555) 555-1235 Job LEWIS AND CLARK MONOPOLE BU #: 825363 Page 4 of 5 Project 2017777.825363.09 (SEISMIC) Date 16:07:36 09/12/17 Client Crown Castle Designed by tknott Elevation ft Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb. in ft 99.50 Appurtenances @ 99.5' 8 29.958 3.3786 0.0000 9169 96.00 Appurtenances @ 96' 8 29.958 3.3786 0.0000 9169 94.00 Appurtenances @ 94' 8 29.049 3.3041 0.0000 9169 93.00 Appurtenances @ 93' 8 28.443 3.2544 0.0000 9169 92.00 Appurtenances @ 92' 8 27.838 3.2048 0.0000 9169 86.00 Appurtenances @ 86' 8 24.237 2.9085 0.0000 4825 82.00 Appurtenances @ 82' 2 21.883 2.7132 0.0000 3395 70.79 Feedlines from 46.1' - 95.5' 8 15.641 2.1834 0.0000 1854 61.00 Appurtenances @ 61' 8 10.844 1.7527 0.0000 1327 60.00 Appurtenances @ 60' 8 10.399 1.7109 0.0000 1289 58.00 Appurtenances @ 58' 8 9.537 1.6287 0.0000 1220 23.04 Feedlines from 0' - 46.1' 6 1.145 0.5177 0.0000 2126 Compression Checks Pole Design Data Section Elevation No. ft Size L L„ Kl/r A ft ft P„ in` K (I)P„ K Ratio P„ Ll 95.5 - 46.0833 TP25.131x12x0.1875 49.42 0.00 0.0 14.5249 -9.25 913.00 0.010 (1) L2 46.0833 - 0 (2) TP37.001x23.8703x0.25 49.42 0.00 0.0 29.5846 -15.02 1714.11 0.009 Pole Bending Design Data Section Elevation No. ft Size M„. (1)M„. Ratio M Ratio M,,,, kip -ft kip -ft 04. /0P -ft klPft 4M,,.. Ll 95.5 - 46.0833 TP25.131x12x0.1875 173.21 447.54 0.387 0.00 447.54 0.000 (1) L2 46.0833 - 0 (2) TP37.001x23.8703x0.25 368.99 1284.81 0.287 0.00 1284.81 0.000 Pole Shear Design Data Section Elevation No. Size ft LI 95.5 - 46.0833 TP25.131x12x0.1875 (1) Actual V„ K 3.74 K Ratio Actual T kip ft 4)T Ratio kip ft 4,T 456.50 0.008 0.00 907.47 0.000 L2 46.0833 - 0 (2) TP37.001x23.8703x0.25 4.22 857.05 0.005 0.00 2605.18 0.000 4 tnxTower' GPD 520 South Main Street Suite Akron, Ohio 44311 Phone: (555) 555-1234 FAX (555) 555-1235 2531 Job LEWIS AND CLARK MONOPOLE BU #: 825363 Page 5 of 5 Project 2017777.825363.09 (SEISMIC) Date 16:07:36 09/12/17 Client Crown Castle Designed by tknott Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P„ M„z M,,,, V,, T„ Stress Stress ft 4)P„ • $Ms 4M, 4)i. 4)T Ratio Ratio Criteria L1 95.5 - 46.0833 0.010 0.387 0.000 0.008 0.000 0.397 1.000 (1) V L2 46.0833 - 0 (2) 0.009 0.287 0.000 0.005 0.000 0.296 1.000 V 4.8.2 V' 4.8.2 V Section Capacity Table Section No. Elevation ft Component Type Size Critical P Element K 0P„n„w Pass K Capacity Fail L1 95.5-46.0833 Pole TP25.131x12x0.1875 1 -9.25 913.00 39.7 Pass L2 46.0833 - 0 Pole TP37.001x23.8703x0.25 2 -15.02 1714.11 29.6 Pass Program Version 7.0.7.0 - 7/18/2016 File:T:/Crown/825363/09/Rev. 0/TNX/Seismic/825363 Seismic.eri Summary ELC: Load Case 7 Pole (LI) 39.7 Pass Rating = 39.7 Pass 4/2/2018 City of Tu wila Department of Community Development NANCY SEARS 11410 NE 122 WAY KIRKLAND, WA 98034 RE: Permit No. D17-0282 SPRINT 15820 TUKWILA INTERNATIONAL BLVD 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 5/26/2018. 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 5/26/2018, 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, 11S Rache e Ripley Permit Technician File No: D17-0282 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0282 PROJECT NAME: SPRINT DATE: 10/19/17 SITE ADDRESS: 15820 TUKWILA INTERNATIONAL BLVD X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division 1MWorks/4 el 4141 A)I/4- 1 -PB. ,3 Fire Prevention 7 Planning Division T �� Structural ❑ Permit Coordinator re PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/24/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/21/17 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: 'Permit. Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 WREN CONSTRUCTION INC Q Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State [hepar-linent of Labor & Industries Page 1 of 3 Search L&I A -Z Index Workplace Rights WREN CONSTRUCTION INC Owner or tradesperson Principals HAGY, DANIEL ERIK, PRESIDENT BONSEN, RANDY (End: 02/28/2012) BROIHIER, JEFF, AGENT (End: 02/28/2012) Doing business as WREN CONSTRUCTION INC WA UBI No. 601 925 797 1410 80TH ST SW STE A EVERETT, WA 98203 425-252-1282 SNOHOMISH County Business type Corporation Governing persons DANIEL HAGY DAVID P SCHNEBELE; PAUL BERNARD WINCH; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. WRENCI*013B6 Effective — expiration 01/26/1999— 01/26/2018 Bond Active. Meets current requirements. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601925797&LIC=WRENCI*013B6&SAW= 11/27/2017 WREN CONSTRUCTION INC DEVELOPERS SURETY & INDEf) Bond account no. 521522C $12,000.00 Q Received by L&I Effective date 01/03/2002 01/26/2002 Expiration date Until Canceled Insurance Western National Assur Co $1,000,000.00 Policy no. CPP113006903 Received by L&I Effective date 11/16/2017 01/01/2017 Expiration date 81/01/2019 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other. agencies. Insurance history Page 2 of 3 License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 143,597-01 Account is current. Doing business as WREN CONSTRUCTION INC Estimated workers reported Quarter 3 of Year 2017 "21 to 30 Workers" L&I account contact TO / KRISTINE HATHAWAY (360)902-4811 - Email: HATK235@Ini.wa.gov Track this contractor Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601925797&LIC=WRENCI*013B6&SAW= 11/27/2017