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Permit D17-0155 - T-MOBILE - RADIO REPLACEMENTS
T -MOBILE 12400 51 PL S D17-0155 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0003800003 Permit Number: D17-0155 12400 51ST PL S Project Name: T -MOBILE Issue Date: 7/11/2017 Permit Expires On: 1/7/2018 Owner: Name: Address: BNSF RWY PROP TAX DEPT PO BOX 961089 , FORT WORTH, WA, 76161 Contact Person: Name: SCOTT D POMYKALSKI Address: 1037 THOMAS AVE SW , RENTON, WA, 98057 Contractor: Name: SAC WIRELESS LLC Address: 540 MADISON ST 16th FLOOR, CHICAGO, IL, 60661 License No: SACWIWL852J2 Lender: Name: N/A LESS THAN $5,000 Address: 1/1 Phone: (708) 308-7844 Phone: (847) 944-1600 Expiration Date: 7/1/2019 DESCRIPTION OF WORK: REPLACE (2) EXISTING RADIOS WITH (3) NEW RADIOS. ADD (2) NEW DIPLEXERS TO RECONFIGURE EXISTING CABLING. NO CHANGE TO EXISTING GROUND SPACE. SOME CHANGES INSIDE EXISTING CABINETS Project Valuation: $2,500.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $263.03 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 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: - ` Date: / (t I 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 `nd agree to the conditions attached to this permit. -7/<< hi Signature: Date: Print Name: Z co -(—'r r-/� oM.j k ' Sic-, 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. • • 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.TukwilaWA.gov (Th Building Permit No. Project No. (0'7-1 �� Date Application Accepted: t0' 7 1 7 (s. Date Application Expires: or of ce use on/ CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 0179001945 12400 51ST PLACE S TUKWILA, WA 98178 Tenant Name: T -Mobile Suite Number: New Tenant: PROPERTY OWNER Name: Scott D. Pomykalski Address: 1037 Thomas Avenue SW Name: Phone: (708) 308-7844 Fax: Email: Scott.D.Pomykalski@sacw.com Address: State: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Scott D. Pomykalski Address: 1037 Thomas Avenue SW City: Renton State: WA Zip: 98057 Phone: (708) 308-7844 Fax: Email: Scott.D.Pomykalski@sacw.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Prior to Construction Address: Address: 7607 80th Avenue NE City: Marysville State: WA Zip: 98270 Phone: (206) 685-1110 Fax: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\For ss -Applications On Line \2011 Applications\Pumit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: ❑ Yes m ..No ARCHITECT OF RECORD Company Name: B.J. Thomas, P.E. Architect Name: B.J. Thomas, P.E. Address: 7607 80th Avenue NE City: Marysville State: WA Zip: 98270 Phone: (206) 685-1110 Fax: Email: bjthomas@bjthomaspe.comcastbiz.net ENGINEER OF RECORD Company Name: GPD Group Professional Corporation Engineer Name: John N. Kabak, S.E. Address: 520 South Main Street, Suite 2531 City: Akron State: Ohio Zip: 44311 Phone: (330) 572-2100 Fax: Email: www• GPDGroup.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATIO- 206-431-3670 Valuation of Project (contractor's bid price): $ 2,500 Describe the scope of work (please provide detailed information): Replace (2) Existing Radios with (3) New Radios. Add (2) New Diplexers to reconfigure existing cabling. No change to existing ground space. Some changes inside existing cabinets. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes J.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: 0 No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers - 0 Automatic Fire Alarm 0 None❑ Other (specify) fy) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications\Forms-Applications On Line \2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 15f Floor rd Floor 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: 0 No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers - 0 Automatic Fire Alarm 0 None❑ Other (specify) fy) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications\Forms-Applications On Line \2011 Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ... Vail ey View 0 .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage 0 .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ... Water Only Meter Size WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer Monthly Service Billing to: Name: 0 ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Fomts-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNERAR AUTHORIZED AGENT' Signature: Print Name: Scott D. Pomykalski Mailing Address: 1037 Thomas Avenue SW H:\Applications\Forms-Applications On Line \2011 Applications\Pcrmit Application Revised - 8.9-11.docx Revised: August 2011 bh Date: 2 2.C) Day Telephone: (708) 308-7844 Renton WA 98057 City State Zip Page 4 of 4 DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY PAID $263.03 D17-0155 Address: 12400 51ST PL S Apn: 3347400645 $263.03 DEVELOPMENT $255.43 PERMIT FEE R000.322.100.00.00 0.00 $152.08 PLAN CHECK FEE R000.345.830.00.00 0.00 $98.85 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $7.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11657 R000.322.900.04.00 0.00 $7.60 $263.03 Date Paid: Wednesday, June 07, 2017 Paid By: T -MOBILE Pay Method: CHECK 3528274 Printed: Wednesday, June 07, 2017 2:00 PM 1 of 1 rti Lk r 1SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit 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: - off/2 Type of Inspection: X3111 LDi NG FfN Ai - Address:_ )2 5 /s7 fes: S. Date Called: Special Instructions: Date Wanted: I 2 'I -17 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: - Li/L-DI hlt Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. FILE COPY Permit No. 1 - O l�� t1 "� . . , _ -- , .:I ,RUT - PROJECT INFORMATION. Plan revi�stir apnrovrl is subject to errors and omissions. the violation of any adopted code or ordinance. Receipt Approval of consiruc(ion documents doss not authorizeT Mobile of approved Fieid Copy and conditions is acknowledcod: BY: C✓r ::..wr cal _ �`^ ':1f�C%i �'�'� -� %'�� i �i,...,,,....„......n .!n9 B1'• _ `'' t=tav v s .i NIBBLES S CROWN CASTLE ' Date: 4.7 / 11; 31 KW 1 LA/C R O W N(DU WA M I H CHK. DESCRIPTION: BY: City of Tukwila 12400 51ST PLACE S REvlsoiNis BUILDING DIVISION TUKWILA, WA 98178 SIFENUM BER: S E03004 E No changes shall h-.1 m -id-: to th of work withc; t p-Icr approv i iviso� - NOTE: Rcvisicns viii r� q girt' Tukwila Building D1 vis .v piz and may int:ude additional p:an rov LATITUDE 47° 29' 37.5" N (47.49375) LONGITUDE 122° 16' 14.2" W (-122.270611) CROWN CASTLE #880338 GENERAL LOCATION MAP DRIVING DIRECTIONS PROJECT TEAM PROJECT DESCRIPTION DRAWING INDEX Port %1 FROM T -MOBILE BOTHELL 4 OFFICE: PROPERTY BEANE-PARSONS LLC KEEP (E) ANTENNAS. REPURPOSE EXISTING 2 PCS/AWS T-1 TITLE SHEET & PROJECT DATA Bothell Mod'sa^ OWNER: 764 VALENTINE AVE SE DIPLEXERS TO BE USED ON ANTENNA 2 (WHERE THE FRIG IS CONNECTED). ADD 2 NEW DIPLEXERS TO BE USED FOR G-1 GENERAL NOTES R 1. DEPART NORTH CREEK PKWY TOWARD NORTH CREEK TRL 0.3 MI PACIFIC WA 98047 ANTENNA 2. REPLACE EXISTING 2 FXFB WITH 3 FHFB. A-1 OVERALL SITE PLAN 2. TURN RIGHT ONTO NE 195Th ST 0.3 MI REUSE 1 FXFB IN THE CABINET. USE THE (E) DUAL A-1.1 EXISTING ENLARGED SITE PLAN Kirkland 3. TAKE RAMP LEFT FOR 1-405 SOUTH TOWARD /3\ \\ PCS/AWS TMAS FOR GSM. USE EXISTING 2 FEEDERS PER SECTOR FOR GSM. KEEP U21 UNTOUCHED FRIA 1 FSME). A-1.2 PROPOSED ENLARGED SITE PLAN S+IY[ dale RENTON 24.1 MI TOWER CROWN CASTLE, USA (2 ADD 1 FSMF AND 1 FBBC FOR L19. REPLACE 1 FSME WITH 1 A-2 SITE ELEVATION r iii Bellevue 4. TAKE RAMP RIGHT FOR 1-5 NORTH TOWARD OWNER: 2000 CORPORATE DRIVE FSMF FOR U19. KEEP 1 ESMC FOR 019. KEEP L21 A-3 GENERAL DETAILS Seattle k SEATTLE 1.4 MI CANONSBURG, PA 15317 UNTOUCHED (3 FRIG 1 FSMF 1 FBBA). E-1 ELECTRICAL GROUNDING PLAN B?emer ton AAercer'Island 'w 5. AT EXIT 156, TAKE RAMP RIGHT FOR WA -599 NORTH 6. TOWARD W. MARGINAL WAY/TUKWILA 0.6 MI PHONE: (888)788-7011 EXISTING ON SITE IS HCS MID CAP E-2 ELECTRICAL GROUNDING DETAILS pui« Y"'` -a,,. 7. TURN LEFT ONTO INTERURBAN AVE S 0.4 MI PROJECT INFORMATION RF -1 RF DETAILS Sound IISigUi11'��;r 8. TURN RIGHT ONTO 42ND AVE S 0.3 MI la THIS IS UNSTAFFED AND RESTRICTED EQUIPMENT RF -2 RF DETAILS - 9. TURN RIGHT ONTO S 122ND ST 0.4 MI PROJECT SAC WIRELESS AND WILL BE USED FOR THE TRANSMISSION OF T 1 Tipp 4444„14 10. ROAD NAME CHANGES TO 51ST PL S 522 FT MANAGER: ABBIE HENRY RADIO SIGNALS FOR THE PURPOSE OF PROVIDING AT 12400 51ST PL 5, TUKWILA, WA 98178 1037 THOMAS AVENUE SW RENTON, WA 98057 PUBLIC CELLULAR SERVICE. T THIS t� RECEIVED 12400 Slst PI S,ARRIVE PHONE #: 763-607-7487 -MOBILE CERTIFIES THAT TELEPHONE EQUIPMENT FACILITY WILL BE SERVICED ONLY BY CITY OF TUKWILA Tukwila, WA/98178 abigail.henry@sacw.com T -MOBILE EMPLOYEES AND THE WORK ASSOCIATED CONSTRUCTION SAC WIRELESS WITH ANY EQUIPMENT CANNOT BE PERFORMED BY 147 COYIf9gtOn MANAGER: ROLLA PUTNAM HANDICAPPED PERSONS. THIS FACILITY WILL BE 'UIQ Q 24�T Aubucn. 1037 THOMAS AVENUE SW FREQUENTED ONLY BY SERVICE PERSONNEL FOR REPA R PURP PURSUANT RENTON, WA 98057 SES. TO THEE AMERICANS WITH DISABILITIES ACT APPENDIX B SECTION is Tacoma ZONING INFORMATION PHONE #: 253-241-5939 (ADA), 4.11.(5)(b),THISFACILITYISEXEMPTFIXOMTHAT SITE NUMBER: SE03004E ACT. PERMIT CENTER rs;ty Pre EmlrncWYr SITE NAME: TUKWILA/CROWN (DUWAMISH) SITE SAC WIRELESS NO POTABLE WATER SUPPLY IS TO BE PROVIDED AT SITE ADRESS: 12400 51ST PLACES ACQUISITION: JEREMY BOONE THIS LOCATION. VICINITY MAPTUKWILA, _ WA 98178 1037 THOMAS AVENUE SW RENTON, WA NO WASTE WATER OR SOLID WASTE WILL BE GENERATED AT THIS LOCATION. SIL y/4rr PARCEL it: 0179001945 98057 T -MOBILE MAINTENANCE CREW (ONE PERSON) WILL `y �, S. CURRENT ZONING: TBD MAKE AN AVERAGE OF ONE TRIP PER MONTH ATONE S < 6. JURISDICTION: CITY OF TUKWILA HOUR PER TRIP. c- _ �, �'% GENERAL NOTES: 1. DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONS TAKE PRECEDENCE, THIS SET OF DOCUMENTS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSED ONLY, UNLESS NOTED OTHERWISE. THE GENERAL CONTRACTOR'S SCOPE OF WORK SHALL INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT, LABOR AND ANY REQUIREMENTS DEEMED NECESSARY TO COMPLETE INSTALLATION AS DESCRIBED IN THE DRAWINGS AND OWNERS PROJECT MANUAL. 2. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS AND STANDARDIZED DETAILS THAT REQUIRE MODIFICATIONS DUE TO ACTUAL FIELD CONDITIONS AND REQUIREMENTS MUST BE SUBMITTED TO AND APPROVED BY, T -MOBILE WIRELESS REPRESENTATIVE PRIOR TO START OF WORK. 3. PRIOR TO THE SUBMISSION OF BIDS, CONTRACTORS INVOLVED SHALL VISIT THE JOB SITE TO FAMILIARIZE THEMSELVES WITH ALL CONDITIONS AFFECTING THE PROPOSED PROJECT. CONTRACTORS SHALL VISIT THE CONSTRUCTION SITE WITH THE CONSTRUCTION/CONTRACT DOCUMENTS TO VERIFY FIELD CONDITIONS AND CONFIRM THAT THE PROJECT WILL BE ACCOMPLISHED AS SHOWN. PRIOR TO PROCEEDING WITH CONSTRUCTION, ANY ERRORS, OMISSIONS, OR DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER VERBALLY AND IN WRITING. 4. THE GENERAL CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED BY THE CONSTRUCTION DRAWINGS/CONTRACT DOCUMENTS. 5. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, SAFETY, AND PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. 6. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO MANUFACTURER'SNENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE. 7. ALL WORK PERFORMED ON THE PROJECT AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND ORDINANCES. CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY, MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS, AND LOCAL AND STATE JURISDICTIONAL CODES BEARING ON THE PERFORMANCE OF THE WORK. 8. GENERAL CONTRACTOR SHALL PROVIDE, AT THE PROJECT SITE, A FULL SET OF CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS INVOLVED WITH THE PROJECT. THIS SET IS A VALID CONTRACT DOCUMENT ONLY IF THE TITLE SHEET IS STAMPED IN RED INK FOR CONSTRUCTION" AND EACH SUCCESSIVE SHEET BEARS THE ARCHITECTS/ENGINEER'S SIGNED WET STAMP. 9. THE CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY BRACING AND PROTECTING ALL WORK DURING CONSTRUCTION AGAINST DAMAGE, BREAKAGE, COLLAPSE, ETC. ACCORDING TO APPLICABLE CODES, STANDARDS, AND GOOD CONSTRUCTION PRACTICES. 10. THE CONTRACTOR SHALL MEET ALL OSHA REQUIREMENTS FOR ALL INSTALLATIONS. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DAMAGES TO THE EXISTING CONSTRUCTION AND REPAIR ALL DAMAGES TO BETTER THAN NEW CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE CONSULTANT OF ANY DAMAGE TO THE BUILDING SITE OR ANY ADJACENT STRUCTURES AROUND THE PROJECT. THE T -MOBILE REPRESENTATIVE SHALL BE SOLE AND FINAL JUDGE AS TO THE QUALITY OF THE REPAIRED CONSTRUCTION. ANY ADDITIONAL MODIFICATIONS WHICH MUST BE MADE SHALL BE MADE AT THE CONTRACTOR'S EXPENSE. 12. WHERE NEW PAVING, CONCRETE SIDEWALKS OR PATHS MEET EXISTING CONSTRUCTION, THE CONTRACTOR SHALL MATCH THE EXISTING PITCH, GRADE, AND ELEVATION SO THE ENTIRE STRUCTURE SHALL HAVE A SMOOTH TRANSITION. 13. THE CONTRACTOR SHALL MODIFY THE EXISTING FLOORS, WALL, CEILING, OR OTHER CONSTRUCTION AS REQUIRED TO GAIN ACCESS TO AREAS FOR ALL MECHANICAL, PLUMBING, ELECTRICAL, OR STRUCTURAL MODIFICATIONS. WHERE THE EXISTING CONSTRUCTION DOORS, PARTITIONS, CEILING, ETC., ARE TO BE REMOVED, MODIFIED, OR REARRANGED OR WHERE THE EXPOSED OR HIDDEN MECHANICAL, ELECTRICAL, SYSTEMS ARE ADDED OR MODIFIED, THE GENERAL CONTRACTOR SHALL REPAIR, PATCH AND MATCH ALL EXISTING CONSTRUCTION AND FINISHES OF ALL FLOORS WALLS AND CEILINGS. WHERE CONCRETE MASONRY CONSTRUCTION IS MODIFIED, THE CONTRACTOR SHALL TOOTH IN ALL NEW CONSTRUCTION TO MATCH THE EXISTING BOND. WHERE CONCRETE CONSTRUCTION IS MODIFIED, THE CONTRACTOR SHALL VERIFY THE EXACT DETAILS TO BE USED FOR CONSTRUCTION. ALL WORK SHALL BE COVERED UNDER THE GENERAL CONTRACT. 14. IF CONTRACTOR OR SUBCONTRACTOR FIND IT NECESSARY TO DEVIATE FROM ORIGINAL APPROVED PLANS, THEN IT IS THE CONTRACTOR'S AND THE SUBCONTRACTOR'S RESPONSIBILITY TO PROVIDE THE CONSULTANT WITH 4 COPIES OF THE PROPOSED CHANGES FOR HIS APPROVAL BEFORE PROCEEDING WITH THE WORK. IN ADDITION THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR PROCURING ALL NECESSARY APPROVALS FROM THE BUILDING AUTHORITIES FOR THE PROPOSED CHANGES BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR PROCURING ALL NECESSARY INSPECTIONS AND APPROVALS FROM BUILDING AUTHORITIES DURING THE EXECUTION OF THE WORK. 15. CONTRACTOR TO PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2-A OR 2-A1OBC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF PROJECT AREA DURING CONSTRUCTION. 16. THE CONTRACTOR SHALL PERFORM WORK DURING OWNERS PREFERRED HOURS TO AVOID DISTURBING NORMAL BUSINESS. 17. SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. LISTED OR FIRE MARSHAL APPROVED MATERIALS AS APPLICABLE TO THIS FACILITY AND OR PROJECT SITE. 18. CONTRACTOR SHALL BE RESPONSIBLE FOR UTILITY LOCATES, SCHEDULING, COORDINATING SPECIAL AND BUILDING DEPARTMENT INSPECTIONS. 19. CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING AND UTILIZING ORIGINAL ROOFING CONTRACTOR AS REQUIRED TO MAINTAIN ANY EXISTING ROOFING WARRANTY. 20. ROUTING OF ALL CONDUITS, CABLES, CABLE TRAYS ETC ARE INDICATED AS PROPOSED LOCATION ONLY. CONFIRM THE EXACT LOCATION AND ROUTING WITH THE ON SITE T -MOBILE CONSTRUCTION MANAGER PRIOR TO STARTING WORK. ABBREVIATIONS AC AFF AFS ALUM BTSCH BM BOT B.O.OC BOS CLR CMU COL CONST COR T CT DIA/0 DTL EA ELEC EQ EXP EXT FIN FLRFLR FTG GAGA GYP GB HM HR HVAC INSUL INT AIR CONDITIONER ABOVE FINISHED FLOOR ABOVE FINISHED GRADE ABOVE FINISHED SLAB ALUMINUM ANCHOR BOLT ANGLE ARCHITECTURAL BASE TRANSMISSION SYSTEM BUILDING BEAM BOTTOM BOTTOM OF BOTTOM OF CONCRETE BOTTOM OF STEEL CONTROL JOINT CENTER LINE CEILING CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONSTRUCTION CONTINUOUS CENTER DIAMETER DETAIL EXISTING EACH EXPANSION JOINT ELECTRIC/ELECTRICAL ELEVATION EQUAL EACH WAY EXPANSION EXTERIOR FLOOR DRAIN FINISH FINISH FLOOR FLOOR FOOTING GAUGE GALVANIZED GYPSUM GYPSUM BOARD HOLLOW METAL HORIZONTAL HOUR HEIGHT HEATING VENTILATION AIR CONDITIONING INSULATION INTERIOR LEGENDS & SYMBOLS CHAIN LINK FENCE CEDAR FENCE POWER TELCO POWER/TELCO COAX OVERHEAD POWER CENTERLINE REVISION BUG ELEVATION VIEW BUG ELEVATION VIEW BUG DETAIL BUG SECTION BUG X LAMJT MANUF MAX CH MM IN MII NIC NOM OOC OH OPNG (OPP PPCS FR PSI PSF PT RAD RD REINF RMO D RC ED SECT SIM SO FT SS STD STRUC TEMP T.O. TOC TYP UNO VET RT W/ W WM JOINT LAMINATED LINEAL FOOT MANUFACTURER MAXIMUM MECHANICAL MANHOLE MILLIMETER MINIMUM MISCELLANEOUS MILES PER HOUR METAL NOT IN CONTRACT NOMINAL NOT TO SCALE ON CENTER OUTSIDE DIAMETER OVERHEAD OPENING OPPOSITE PROPOSED PERSONAL COMMUNICATION SYSTEM PAIR POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRESSURE TREATED RADIUS ROOF DRAIN REINFORCED/REINFORCING REQUIRED ROOM RIGHT OF WAY SCHEDULE SECTION SQUARE FOOT SIMILAR SQUARE FOOT STAINLESS STEEL STANDARD STEEL STRUCTURAL TEMPORARY THICK TOP OF TOP OF STEEL TOP OF CONCRETE TYPICAL UNLESS NOTED OTHERWISE VINYL COMPOSITION TILE VERTICAL WITH WELDED WIRE MESH — P — p — P — p - - T — T — T — T - - P — T — P — T — — COAX — COAX OH OH — COAX OH X P — P — P — P— T — T — T — T — P — T — P— T - - COAX — COAX — OH OH DETAIL NUMBER SHEET NUMBER TOP OF XXXXX jah XXX' -X" AO"_ DETAIL NUMBER SHEET NUMBER DETAIL NUMBER SHEET NUMBER SPECIAL INSPECTIONS: SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2015 SECTION 1704. SOILS/GEOTECHNICAL: o SHORING INSTALLATION AND MONITORING ❑ OBSERVE AND MONITOR EXCAVATION o VERIFY SOIL BEARING psf BEARING o SUBSURFACE DRAINAGE PLACEMENT ❑ VERIFY FILL MATERIAL AND COMPACTION ❑ VERIFY CONDITIONS AS ANTICIPATED ❑ PILE PLACEMENT (AUGER CAST/DRIVEN PILE) ❑ OTHER REINFORCED CONCRETE: ❑ REINFORCING STEEL AND CONCRETE PLACEMENT o PRESTRESSED/PRECAST CONCRETE FABRICATION AND ERECTION o BATCH PLANT INSPECTION o SHOTCRETE ❑ GROUTING o OTHER STRUCTURAL STEEL: o FABRICATION AND SHOP WELDS ❑ ERECTION AND FIELD WELDS AND BOLTING o OTHER: STRUCTURAL ALUMINUM: o FABRICATION AND SHOP WELDS ❑ ERECTION AND FIELD WELDS AND BOLTING ❑ OTHER: STRUCTURAL MASONRY: ❑ CONTINUOUS o PERIODIC ❑ OTHER: MISCELLANEOUS: ❑ OTHER: ANCHORING TO CONCRETE: 0 BOLTS INSTALLED IN CONCRETE ❑ POST -INSTALLATION ADHESIVE ANCHORS o POST -INSTALLATION MECHANICAL ANCHORS REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 6 2017 PERMIT CENTER T--Mobile- INFORMATION. -PROJECT TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 —ISSUED F R. LBUILDING PERMIT _REVISION HISTORY. CHK NO. DATE: DESCRIPTION: DY: /�'\\ ////2��\' \ 4/27/2017 REVISED PER REDUNES BJT 4/18/2017 UPDATE PER 1A BJT /,\ 3/29/2017 ISSUED DESIGN REVIEW BJT =PLANS'`PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206.851.1106 —DRAWN BY: CHK. BY: JL BJ —LICENSURE. 0 ) 30 TH0. 9 Fr µAS//1f R1. A 4C.,. s. 3.04 4,- /° $SbN41. E.1',U —DRAWING INFORMATION. DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO I4o7AED CLIENT IS STRICTLY PROIIBRED. —DRAWING TITLE GENERAL NOTES DRAWING NUMBER. G 1 50TH AVENUE SOUTH (E) 82'-3" AGL STEEL MONOPOLE W/ T -MOBILE ANTENNAS AT TOP (SEE SHT. A-1.1 FOR ENLARGED PLAN) (E) CHAIN LINK FENCED COMPOUND W/ T -MOBILE LEASE AREA & EQUIPMENT WITHIN • \+ (E) CURB (TYP) • • (E) FENCE_/ 2 RIGHT OF WAY (TYP) • f • • • • • + • • OVERALL SITE PLAN 22x34 SCALE: 1" = 20' 11 x 17 SCALE: 1" = 40' 20' 0 19' 29' 40' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2017 City of Tukwila BUILDING DIVISION \CITY OF TUKWILA JUN 0 6 2017 PERMIT CENTER T --Mobile- =PROJECT INFORMATION: TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 FOR. [ISSUED BUILDING PERMIT HISTORY: —REVISION CNK NO. DATE: DESCRIPTION: NY: / \ 427/2017 REVISED PER REDLINES ^ / ` \ 4/18/2017 UPDATE PER 1A /, \ 3/29/2017 ISSUED DESIGN REVIEW =PLANS PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206`851.1106 —DRAWN BY: CHK. BY. JL BJ LICENSURE. t ) VI Oqf 0 Of KAS// 9,1` f A 4 ta =DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. —DRAWING TITLE' OVERALL SITE PLAN DRAWING NUMBER. Al (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (ALPHA SECTOR: 15° AZIMUTH) (E) (1) HYBRID CABLE & (12) 7/8" COAX CABLES ROUTED ALONG ICE BRIDGE (E) (2) DIPLEXERS MOUNTED BEHIND ANTENNA (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (GAMMA SECTOR: 265° AZIMUTH) (E) (2) DUAL PCS/AWS TMA'S MOUNTED ON (E) T -ARM MOUNT (E) (1) COVP MOUNTED ON POST AT GROUND LEVEL (E) T -MOBILE BTS EQUIPMENT (E) T -MOBILE BTS EQUIPMENT t + / + (E) (1) FRIG MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT + / /\ (E) PROPANE TANK (E) (1) FRIG MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT (E) (2) DUAL PCS/AWS TMA'S MOUNTED ON (E) T -ARM MOUNT + (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (ALPHA SECTOR: 15° AZIMUTH) (E) (2) DIPLEXERS MOUNTED BEHIND ANTENNA (E) (2) FXFB MOUNTED ON (E) RING MOUNT TO BE REMOVED (E) 82'-3" AGL STEEL MONOPOLE (E) OTHER CARRIER EQUIPMENT t t t (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (GAMMA SECTOR: 265° AZIMUTH) t t / / + EXISTING ENLARGED SITE PLAN 22x34 SCALE: 1/2" = 1' 11x17 SCALE: 1/4" = 1' + + / (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (BETA SECTOR: 135° AZIMUTH) (E) (2) DUAL PCS/AWS TMA'S MOUNTED ON (E) T -ARM MOUNT (E) (1) FRIG MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT (E) (1) COVP MOUNTED ON (E) RING MOUNT (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (BETA SECTOR: 135° AZIMUTH) (E) (2) DIPLEXERS MOUNTED BEHIND ANTENNA (E) CHAIN LINK FENCED COMPOUND EVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 6 2017 PERMIT CENTER T - •Mobile- -PROJECT INFORMATION: TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 FOR: [-ISSUED BUILDING PERMIT HISTORY: _REVISION CHK NO. DATE: DESCRIPTION: NT, / 4/27/2017 REVISED PER REDUNES BJT ^\ / ` \4/18/2017 UPDATE PER 1A BJT /1\ 3/29/2017 ISSUED DESIGN REVIEW BJT =PLANS PREPARED BY. B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206-851-1106 -DRAWN BY: CHK. BY: JL BJ -LICENSURE: 100/1 ,2, 10SS//46_ S t r. =DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. =DRAWING TITLE EXISTING ENLARGED SITE PLAN -DRAWING NUMBER. A-11 (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (ALPHA SECTOR: 15° AZIMUTH) (E) (2) DIPLEXERS TO BE RELOCATED BEHIND OTHER ANTENNA & (P) (2) DIPLEXERS MOUNTED BEHIND ANTENNA (E) (1) HYBRID CABLE & (12) 7/8" COAX CABLES ROUTED ALONG ICE BRIDGE (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (GAMMA SECTOR: 265° AZIMUTH) (E) (2) DUAL PCS/AWS TMA'S MOUNTED ON (E) T -ARM MOUNT (E) (1) COVP MOUNTED ON POST AT GROUND LEVEL (E) T -MOBILE BTS EQUIPMENT (P) (1) FHFB MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT / (E) T -MOBILE BTS EQUIPMENT + (E) OTHER CARRIER EQUIPMENT (E) PROPANE TANK + (P) (1) FHFB MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT (E) (1) FRIG MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT (E) (2) DUAL PCS/AWS TMA'S MOUNTED ON (E) T -ARM MOUNT NOTE: EXISTING (2) FXFB TO BE REMOVED & (1) RELOCATED TO CABINET @ GROUND LEVEL. + (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (ALPHA SECTOR: 15° AZIMUTH) (E) 82'-3" AGL STEEL MONOPOLE (E) (2) DIPLEXERS TO BE RELOCATED BEHIND OTHER ANTENNA & (P) (2) DIPLEXERS MOUNTED BEHIND ANTENNA (E) (1) FRIG MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT 4. t + f (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (GAMMA SECTOR: 265° AZIMUTH) + 4 / + 4 / 4 / 4 4 PROPOSED ENLARGED SITE PLAN 22x34 SCALE: 1/T' = 1' 11x17 SCALE: 1/4" = 1' 4 (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (BETA SECTOR: 135° AZIMUTH) (E) (2) DUAL PCS/AWS TMA'S MOUNTED ON (E) T -ARM MOUNT (E) (1) FRIG MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT (P) (1) FHFB MOUNTED ON PIPE MAST ON (E) T -ARM MOUNT (E) (1) COVP MOUNTED ON (E) RING MOUNT (E) T -MOBILE #TMBXX-6516-R2M ANTENNA MOUNTED ON T -ARM MOUNT (BETA SECTOR: 135° AZIMUTH) (E) (2) DIPLEXERS MOUNTED BEHIND ANTENNA (E) (2) DIPLEXERS TO BE RELOCATED BEHIND OTHER ANTENNA & (P) (2) DIPLEXERS MOUNTED BEHIND ANTENNA (E) CHAIN LINK FENCED COMPOUND REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 6 2017 PERMIT CENTER •T • •Mobile• INFORMATION. -PROJECT TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 -ISSUED FOR: BUILDING PERMIT HISTORY: -REVISION CNK NO. GATE: DESCRIP710N: !V: / 427/2717 REVISED PER REDUNES BJT ^\ / ' \ 4/18/2017 UPDATE PER 1A BJT / \ 3/29/2017 ISSUED DESIGN REVIEW BJT =PLANS PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206.851.1106 -DRAWN BY• CHK. BY. JL BJ _LICENSURE , THO,y! 0' VE WASH 9B 0 /ONAI. r -DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLYPROHIBITED. DRAWING TITLE PROPOSED ENLARGED SITE PLAN DRAWING NUMBER: A-12 (E) OTHER CARRIER ANTENNAS TOP OF MONOPOLE pikk 82.3' AGL (E) OTHER CARRIER ANTENNAS (E) (6) DIPLEXERS (2 PER SECTOR) TO BE RELOCATED BEHIND OTHER ANTENNA & (P) (6) DIPLEXERS (2 PER (E),(2) FXFB & (1) COVP MOUNTED ON (E) RING MOUNT SECTOR) MOUNTED BEHIND ANTENNA (E) (6) T -MOBILE #TMBXX-6516-R2M ANTENNAS (2 PER SECTOR) MOUNTED ON (E) T -ARM MOUNT (E) (6) DUAL PCS/AWS TMA'S (2 PER SECTOR) MOUNTED ON (E) T -ARM MOUNT TOP OF ANTENNAS 64'-5" AGL T -MOBILE RAD CENTER oik 62'-4" AGL (E) (6) DIPLEXERS (2 PER SECTOR) MOUNTED BEHIND ANTENNAS (E) (3) FRIG (1 PER SECTOR) MOUNTED ON (E) PIPE MAST ON T -ARM MOUNT (E) (6) DUAL PCS/AWS TMAS (2 PER SECTOR) MOUNTED ON (E) T -ARM MOUNT NOTE: EXISTING (2) FXFB TO BE REMOVED & (1) RELOCATED TO CABINET @ GROUND LEVEL. /–(E) (1) HYBRID CABLE & (12) 7/8" COAX / CABLES ROUTED WITHIN (E) MONOPOLE (E) 82'-3" AGL STEEL MONOPOLE a (E) CHAIN LINK FENCED COMPOUND 0 EXISTING SOUTHEAST ELEVATION SCALE: NTS .1 111 I 1 I ` yr TOP OF MONOPOLE oak 82.3' AGL 111 (E) (1) COVP MOUNTED ON (E) RING MOUNT / (REMOVE (2) FXFB) (E) (6) T -MOBILE #TMBXX-6516-R2M ANTENNAS (2 PER SECTOR) MOUNTED ON (E) T -ARM MOUNT TOP OF ANTENNAS 64'-5" AGL T -MOBILE RAD CENTER di 6T-4" AGL (P) (3) FHFB (1 PER SECTOR) & (E) (3) FRIG (1 PER SECTOR) MOUNTED ON (E) PIPE MAST ON T -ARM MOUNT 7 (E) (1) HYBRID CABLE & (12) 7/8" COAX CABLES ROUTED WITHIN (/ IAnNInPnI F (E) 82'-3" AGL STEEL MO 0 PROPOSED SOUTHEAST ELEVATION SCALE: NTS REVIEWED FOR CODE COMPLIANCE APPROVED IOPOLE JUN 2 8 2017 City of Tukwila BUILDING DIVISION (E) CHAIN LINK FENCED COMPOUND RECEIVED CITY OF TUKWILA JUN 0 6 2011 PERMIT CENTER T - •Mobile- -PROJECT INFORMATION• TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 F R. [ISSUED BUILDING PERMIT HISTORY: —REVISION CNN. NO. DATE: DESCRIPTOR: DY: //.,�\ ///z�\' \ 4/27/2017 REVISED PER REDUNES BJ: 4/18/2017 UPDATE PER 1A BJT /,\ 3/29/2017 ISSUED DESIGN REVIEW BJT =PLANS'l PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206-851-1106 —DRAWN BY: CHK. BY: JL BJ —LICENSURE: -CH 03/ 4 OF µ%!SI/ lJ' <� Hca % =DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. —DRAWING TITLE SITE ELEVATION DRAWING NUMBER. A 2 ANT 4 ANT 3 ANT2 ANTI FHFB DETAIL SCALE: NTS NOKIA FHFB PROPERTY VALUE HEIGHT 585mm (23.0 in) WIDTH WITHOUT SOLAR SHIELD 320 mm (12.6 in) DEPTH 200 mm (7.8 in) WEIGHT (INCLUDING LOWER BRACKET) 23 kg (51.0 lb) FPKA MOUNTING BRACKET M8x120 BOLT M10x120x105mm BOLT FMFA FIXING POINTS FPKA DETAIL SCALE: NTS Product code and serial numoer of the FSM Product code and serial number of the core Optional power distribution sub -module j Optional capacity extension Optional transport 54.6 -module sub -module j�rJL II]Ih � ,(tl ! _ ■1 [.0 DC Outpu 0C ut LMP EIF2/RF/EXT6 EX -2 SRIO RF/EXT1-3 EIF1 Sync Out S c to EAC FSMF RADIO "INSIDE CABINET" PROPERTY VALUE HEIGHT 5.2" WIDTH 17.6" DEPTH 16.5" WEIGHT "with core module" 25.3 lbs FSMF DETAIL I t1m111a`I�I Irlll�l� SCALE: NTS 9t>n49 4 FLEXI BASEBAND EXTENSION MODULE PROPERTY VALUE HEIGHT 1.6" WIDTH 8.7" RE'i DEPTH diDE Al WEIGHT 6.83 LBSJ U FB BC DETAIL SCALE: NTS IEWED FOR COMPLIANCE PROVED 1 2 8 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 06 2011 PERMIT CENTER T - -Mobile- —PROJECT INFORMATION. TUKWILA/CROWN (DUWAMISH) SE03004E 12400 41ST PLACE S TUKWILA, WA 98178 ISSUED F R• BUILDING PERMIT —REVISION HISTORY: CHK NO. DATE: DESCRIPTION: DY: //,�\ ///2�\' \ 4/27/2017 REVISED PER REDUNES BJT 4/18/2017 UPDATE PER 1A BJT /.I\\ 3/29/2017 ISSUED DESIGN REVIEW BJT PLANS PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206.851.1106 —DRAWN BY: CHK. BY: JL BJ —LICENSURE: 8TH OA, , Hns,, 9s Z ►�a m —DRAWING INFORMATION. DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. DRAWING TITLE GENERAL DETAILS DRAWING NUMBER: A-3 / (P) MECHANICAL CONNECTION (TYP) (SEE GROUNDING NOTES #4 & #6) / / � \ f c;rE*�� r SYMBOL LEGEND: MGB MASTER GROUND BAR 1/4"x4"x24" Tr COPPER AGB ACCESSORY GROUND BAR 1/4''x4"x12" OR 1/4"x4"x20"COPPER f EXPOSED WIRING - UNDERGROUND WIRING ■ CADWELD MECHANICAL CONNECTION o 5/8"x8' COPPER CLAD STEEL GROUND ROD O INSPECTION PORT ■ - - EXOTHERMIC (CADWELD) BELOW GROUND 1 GROUND BOND FROM (P) RADIOS TO (E) AGB (E) AGB DIRECTLY BELOW ANTENNA ARRAY (SEE GROUNDING NOTE #5) + / • ELECTRICAL GROUNDING PLAN • 22x34 SCALE: 1/2" = 1' 11x17 SCALE: 1/4" = 1' GROUNDING NOTES: 1. GROUNDING SHALL COMPLY WITH LATEST EDITION OF THE NATIONAL ELECTRICAL CODE. 2. MINIMUM BENDING RADIUS FOR GROUND CONDUCTOR IS 8". 3. NO SPLICES PERMITTED IN GROUND CONDUCTORS. 4. ALL GROUNDING CONNECTORS TO BE CLEAN AND FREE OF PAINT AT THEIR MATING SURFACES AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. USE PENETROX OR EQUIVALENT ANTIOXIDANT GREASE. 5. ALL GROUND BAR CONNECTIONS ARE TO BE 2 HOLE LUG COMPRESSION TYPE. STACKED CONNECTIONS ARE NOT ACCEPTABLE. BACK TO BACK CONNECTIONS ON OPPOSITE SIDES OF THE GROUND BAR WILL BE PERMITTED. 6. ENSURE ALL MECHANICAL CONNECTORS ARE TORQUED TO THE MANUFACTURERS SPECIFIED VALUES. 7. MULTIPLE BONDS ON GROUND RODS TO BE SEPARATED BY ATLEAST 6". 8. MAXIMUM RESISTANCE OF THE COMPLETED GROUND SYSTEM SHALL NOT EXCEED A RESISTANCE OF5OHMSTO EARTH. 9. GROUND WIRES SHALL NOT BE INSTALLED THROUGH HOLES IN ANY METAL OBJECTS OR SUPPORTS; TO PRECLUDE ESTABLISHING A "CHOKE" POINT. 10. GROUND BARS SHALL NOT BE FIELD MODIFIED. 11. GROUND RING BURIAL DEPTH SHALL BE 30". 12. A CERTIFIED CONTRACTOR WILL MAKE ALL MEASUREMENTS REQUIRED TO TEST THE GROUNDING SYSTEM USING A MEGGER OR EQUIVALENT. THE ACCEPTABLE RESISTANCE MEASURED FOR THE GROUNDING SYSTEM WILL NOT EXCEED 5 OHMS RESISTANCE. THREE DISTANCES SHALL BE USED: 1 AT 100 FEET, 1 AT70 FEET, AND 1 AT 35 FEET. THESE DISTANCES ARE SUBJECT TOA SITE BY SITE BASIS. T -MOBILE -ATS SHALL BE GIVEN 24 HOURS NOTICE. ALL COSTS ASSOCIATED WITH GROUND TESTING WILL BE AT THE EXPENSE OF THE CONTRACTOR. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 6 2017 PERMIT CENTER T - •Mobile- -PROJECT INFORMATION: TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 FOR: CISSUED BUILDING PERMIT _REVISION HISTORY: CHK NO. DATE: DESCRIPTION: BY: /4/27/2017 REVISED PER REDUNES BJT /^3�\ / ` \4/18/2017 UPDATE PER 1A BJT / ' \ 3/29/2017 ISSUED DESIGN REVIEW BJ1 =PLANS PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206-851-1106 DRAWN BY: CHK. BY: JL BJ —LICENSURE. R1 TH Oy O .1t), c.� —DRAWING INFORMATION. DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. DRAWING TITLE. ELECTRICAL GROUNDING PLAN —DRAWING NUMBER: E 1 TYPE TA T • •Mobile• TYPE VN -PROJECT INFORMATION: TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 TYPE NC TYPE SS [-ISSUED BUILDING PERMIT -?.114).=' ria 4111119 I 4 W., TYPE W TYPE VS TYPE VB TYPE PT Ir 1• �: TYPE GT TYPE GY TYPE GR TYPE GL • TYPICAL CADWELD CONNECTIONS N.T.S. HARGER GROUNDING BAR #GB14824 (OR EQUAL) WITH HOLE PATTERN, STANDOFF INSULATORS AND MOUNTING BRACKETS AS SHOWN #2 GREEN INSULATED COPPER WIRE TO AGB AT TOP OF POLE COAX CABLE GROUNDING KITS WITH LONG BARREL COMPRESSION LUGS, INSTALLED BY CONTRACTOR. - = CADWELD HARGER GROUNDING BAR #GBI14412G OR EQUAL ANTENNA MOUNT GROUND COAX CABLE GROUNDING KITS #2 SOLID BARE TINNED COPPER WIRE TO GROUND RING - PROVIDE (2) PER MGB TYPICAL MGB TYPICAL AGB GROUND BAR DETAILS N.T.S. #2 GREEN INSULATED COPPER WIRE TO MGB AT BOTTOM OF POLE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2011 City of Tukwila 1.321..pawaria. CITY OF TUKWILA JUN 0 6 2011 PERMIT CENTER T • •Mobile• -PROJECT INFORMATION: TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 FOR: [-ISSUED BUILDING PERMIT -REVISION HISTORY: CHI. NO. DATE: DESCRIPTION: EY: //.,�\ �j/2�\' \ 4/27/2017 REVISED PER REDLINES BJT 4/18/2017 UPDATE PER 1A BJT / \ 3/29/2017 ISSUED DESIGN RENEW BJT =PLANS PREPARED BY: B. J. THOMAS, P.E- 7607 80TH AVE NE MARYSVILLE, WA 98270 206-851-1106 -DRAWN BY: CHK. BY: JL BJ -LICENSURE: Fr 1 T H 041 0' OF µAS// 93` ec t o 2 -DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CUENT IS STRICTLY PROWS TED. DRAWING TITLE ELECTRICAL GROUNDING DETAILS DRAWING NUMBER: E 2 SITE LOADING CHART SECTOR COLOR ANTENNA MODEL # VENDOR AZIMUTH (TN) MECHANICAL DOWNTILT ELECTRICAL DOWNTILT RADIATION CENTER HYBRID CABLE LENGTH COAX CABLES ALPHA RED TMBXX-6516-R2M TMBXX-6516-R2M ANDREW 15° 0° 0° 1° 1° 0°, 0° 62'-4"AGL (1)HYBRIDCABLE (4)7/8" BETA GREEN TMBXX-6516-R2M TMBXX-6516-R2M ANDREW 135° 0" 0° 0°, 0° 0°, 0" 62'-4"AGL (4)7/8" (4) 7/8" GAMMA BLUE TMBXX-6516-R2M TMBXX-6516-R2M ANDREW 265° 0° 0" 1° 1" 0", 0° 62'-0"AGL ANTENNA MODEL # VENDER RAD CENTER COAX SIZE # OF COAX REVISED PER RE -DUNES GPS FYGA NOKIA 12'-0" ANDREW 1/2" 0 1 911 BSDB18U8 COMTELCO 12'-0" ANDREW 1/2" 0 1 NOTE: 1. ALL COAXIAL CABLE CONNECTIONS TO BE WEATHER PROOFED. 2. CONTRACTOR TO DIP CABLES AND JUMPERS WHERE NECESSARY. 3. TAGGING: • ALL COAXIAL CABLES TO BE MARKED WITH COLOR CODED TAPE TO INDICATE THE ANTENNA SECTOR. • COLORED ELECTRICAL TAPE SHALL MARK EACH END OF CABLE AND EACH END OFJUMPERS AS CLOSE TO EACH END AS POSSIBLE. (NOT TO INTERFERE WITH WEATHERPROOFING.) 4. COAXIAL CABLE SPECIFICATIONS REQUIRE CABLE SUPPORT EVERY 3'-0" ON CENTER. CONTRACTOR SHALL SUPPLY SUPPORTS AS REQUIRED TO MEET THIS REQUIREMENT. 5. VERTICAL CONNECTIONS SHALL BE TAPED FROM THE BOTTOM UP SO OVERLAP MOVES WATER AWAY FROM CONNECTION. (SEE STEP 4.) 6. PROVIDE HEAT SHRINK IN PLACE OF TAPE FOR QUAD POLES AND TMAS. HEAT SHRINK SHALL BE "CANUSA" WITH ADHESIVE. CONNECTORS (TYP) ELECTRICAL TAPE (1 LAYER) STEP 1 BUTYL TAPE (ALSO KNOWN AS MASTIC, TAFFY TAPE) STEP2 11 ELECTRICAL TAPE: 3 LAYERS WITH 2" TAPE AND 3 LAYERS IN 3/4" TAPE (ALL WITH MINIMUM 50% OVERLAP). ALL TAPE ENDS SHALL BE CUT (DO NOT STRETCH). COAT WITH 3M SCOTCHKOTE SPRAY SEALER 7L 2" if z dr - 0 STEP 3 COAXIAL CABLE WEATHERPROOFING SCALE: NTS STEP4 ANTENNA AND COAX GENERAL NOTES: 1. ALL ANTENNA AND COAXIAL ANTENNA CABLE TO BE FURNISHED BY T -MOBILE AND INSTALLED BY CONTRACTOR. 2. COAX COLOR CODING: ANTENNAS TO BE NUMBERED IN A CLOCKWISE MANNER FROM TRUE NORTH AND COLOR CODED AS FOLLOWS: 3. THE ABOVE COAX COLOR CODING APPLIES TO SECTORIZED SITES. FOR OMNI SITES, USE THE ATO, BTO, & GTO COLOR CODES ONLY. 4. COAX SHALL BE TAGGED WITH COLOR CODING AT (2) PLACES USING 1" WIDE WEATHER PROOF COLORED VINYL TAPE AT THE FOLLOWING LOCATIONS: #1 - AT ANTENNA CONNECTION #2 - AT ENTRY TO EQUIPMENT CABINET 5. RUN COAXIAL CABLE WITH MINIMUM 12" SLACK & 12" FROM EDGE OF EQUIPMENT CABINETS, ACROSS WAVE GUIDE BRIDGE (IF APPLICABLE), UP TO TOWER LEG (IF APPLICABLE), & DISTRIBUTE TO EACH ANTENNA DEVICE. FURNISH AND INSTALL A MINIMUM OF (3) GROUND KITS PER COAXIAL CABLE ACCORDING TO ELECTRICAL DRAWINGS. VERIFY NUMBER OF ANTENNAS, CABLE, & CABLE DIAMETER WITH PROJECT MANAGER. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2017 City of Tukwila BUILDING DIVISION CITY OF TUKWILA JUN 0 6 2017 PERMIT CENTER T --Mobile- INFORMATION. -PROJECT TUKWILA/CROWN (DUWAMISH) SE03004E 12400 51ST PLACE S TUKWILA, WA 98178 F R. CISSDED BUILDING PERMIT -REVISION HISTORY: CHK NO. DATE: DESCRIPTION: BY: / " \ 427/2017 REVISED PER RE -DUNES BJT / ` \ 4/182017 UPDATE PER 1A BJT / \ 329/2017 ISSUED DESIGN REVIEW BJT =PLANS PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206.851.1106 -DRAWN BY: CHK. BY: JL BJ _LICENSURE: T}I O.1, 0uF µASI 9J` AV�0 o tg ‘* • ASS -DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. -DRAWING TITLE RF DETAILS DRAWING NUMBER: RF 1 EE LTE AWS LTE PCS UMTS PCS 7 LTE AWS LTE PCS UMTS PCS 6 ®Il ailCi �� ■ 7 1 � y� ii MI I ,11 Gemt OW PCs yaws AWS 4 Top Fiber & PoweICOVP Jumper 'fdk: FSMF • 1FSSC LTE AM FSMF LTE PCS FSMF uMrS PCS Aa AA L WM!Ill❑ ❑ L irimpis d1 Arm Bosms Co.A 7705 (CSR) LMU 1- 1— IMO -1 A=4 LMU Gamma i BNe mph. join AWS TMA Ma 1 Cos. C F8 VAI GwamW Alpha •lj& FRIA Sec WS • us1T5 Gemma S pow NNSN111111r--T samNN.N FSME WMT5 AWS REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 8 2017 City of Tukwila BUILDING DIVISION i RECEIVED CITY OF TUKWILA JUN 062017 PERMIT CENTER T --Mobile- -PROJECT INFORMATION. TUKWILA/CROWN (DUWAMISH) SE03004E 12400 81ST PLACE S TUKWILA, WA 98178 FOR: [—ISSUED BUILDING PERMIT HISTORY: _REVISION CHK N0. DATE: DESCRIPTION: SY: //j�\ 1/27/2017 REVISED PER REDLINES BJT /2\\ 4/18/2017 UPDATE PER 1A BJT A3/29/2117 ISSUED DESIGN REVIEW BJT —PLANS PREPARED BY: B. J. THOMAS, P.E. 7607 80TH AVE NE MARYSVILLE, WA 98270 206.851.1106 —DRAWN BY: CHK. BY: JL BJ —LICENSURE: T H O1r 0OF HAS// qJ' Q 4',1014‘1.0'c' —DRAWING INFORMATION. DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION THE INFORMATION CONTAINED IN THS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CUENT 15 STRICTLY PROHIBITED. —DRAWING TITLE: RF DETAILS —DRAWING NUMBER: RF 2 i Date: May 19, 2017 Trenton Ferguson Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 (480) 735-1782 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Trenton Ferguson, We are pleased to submit this "Structural Analysis Report" to determine the structura 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 1039167, in accordance with application 387230, revision 0. Structural Analysis Report T -Mobile Co -Locate Carrier Site Number: Carrier Site Name: 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: GPD Project Number: SE03004E Tukwila/Crown (Duwamish) 880338 TUKW ILA 436598 139552 387230 201777 12400 51st PI. S, Tukwila, King County, WA 9 Latitude 47°29'37.52'; Longitude -122° 16' 1 82.5 Foot — Valmont Monopole Tower y REVIEWED FOR .,SPE COMPLIANCE APPROVED .880338.06 178 JUN 2 8 2011 19" City of Tukwila BUILDING DIVISION I' 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 1.499 and Si of 0.562. We appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. EXP 01/16/19 Structural analysis prepared by: Caleb Dobay Respectfully submitted by: John N. Kabak, S.E. Washington #: 50892 RECEIVED CITY OF TUKWILA JUN 062017 PERMIT CENTER 5/19/2017 520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100. Fax 330-572-2101 . www.GPDGroup.com GPD Group, Professional Corporation 11- 0 1 55 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Components vs. Capacity 4.1) Recommendations 5) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8) APPENDIX C Additional Calculations tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 2 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 1) INTRODUCTION May 19, 2017 CCI BU No 880338 Page 3 The existing tapered monopole tower has three major sections connected by slip joints. The tower has 12 sides and is evenly tapered from a 34.5" outer diameter at the base to a 19.5" outer diameter at the top. The structure is galvanized and has no tower lighting. The monopole was originally designed by Valmont Industries, Inc. of Valley, Nebraska in March of 1996. The tower was originally designed for an 85 mph basic wind speed with 1/2" radial ice in accordance with TIA/EIA- 222-E. A recent mapping completed by TEP (Project #: 46226.68750, dated 4/12/2017) confirmed that the tower is shorter than the original design. Due to this discrepancy, all tower geometry information has been taken from the mapping. 2) ANALYSIS CRITERIA This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. Seismic loading was taken directly from TIA-222-G in accordance with the 2015 International Building Code, Exception #4 to Section 1613.1 and Section 3108.1. In accordance with the code provisions, wind loading and seismic loading were not applied concurrently and seismic forces have been evaluated based on Site Class D with spectral response factors of Ss of 1.499 and Si of 0.562. The wind loading case will control. Refer to Appendix C for seismic calculations. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 64.0 59.0 I 6 Commscope ECC1920-VPUB 1 3 1 Nokia ( FHFB tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 Table 2 - Existing and Reserved Antenna and Cabl May 19, 2017 CCI BU No 880338 Page 4 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 79.0 81.0 3 KMW Comm ETCR-654L12H6 1 1-7/16 2 6 Samsung Telecom 800MHz RRU 1 Samsung Telecom POWER JUNCTION CYLINDER 2 Kathrein 860 10025 3 1-1/4 3 Kmw Comm ET-X-WM-18-65-8P 4 Samsung Telecom OPTIC FIBER JUNCTION CYLINDER 80.0 3 Samsung Telecom 2.5GHz RRH-V3 3 Samsung Telecom RRH-P4 79.0 3 Samsung Telecom POWER JUNCTION CYLINDER 1 T -Arm Mount [TA 602-3] 78.0 1 Samsung Telecom 2.5G 8T8R RADAR FILTER 64.0 66.0 6 Andrew TMZXX-6516-A2M 12 1 7/8 1-1/4 64.0 1 T -Arm Mount [TA 602-3] 6 Andrew ECC1920-VPUB 6 Andrew ETT19V2S12UB 59.0 3 Nokia FRIG 1 Raycap RNSDC-7771-PF-48 2 Nokia FXFB 1 20.0 Nntce 20.0 1 GPS GPS_A 1 1/2 1) Equipment to be removed and was not considered in the analysis. 2) Reserved equipment. Table 3 - Design Antenna and Cable Informati Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 97 97 12 Swedcom Platform Mount ALP 9212-N 80 80 12 1 Swedcom Platform Mount ALP 9212-N tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 3) ANALYSIS PROCEDURE Table 4 - Documents Provided May 19, 2017 CCI BU No 880338 Page 5 Document Remarks Reference Source Original Tower Drawings/Specifications Valmont Industries, Inc. Order #: 13475-96, Dated 07/23/1996 Doc ID #: 1954920 Crown DMZ Foundation Investigation GPD Project #: 2017777.880338.04, dated 5/15/2017 Doc ID #: 1954919 Crown DMZ Geotechnical Report Pacific Testing Laboratories Project #: 9704-4120, Dated 05/28/1997 Doc ID #: 1581821 Crown DMZ Tower Mapping Report TEP Project #: 46226.68750, Dated 4/12/2017 Doc ID #: 1954920 Crown DMZ 3.1) Analysis Method tnxTower (version 7.0.7.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. This analysis may be affected if any assumptions are not valid or have been made in error. GPD should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summar May 19, 2017 CCI BU No 880338 Page 6 Section No. Elevation(ft)Component Type Size Critical Element P (K) SF'P_allow (K) % Capacity Pass / Fail L1 82.5 - 57.9167 Pole TP24.3x19.5x0.1875 1 -5.7223 903.4270 19.9 Pass L2 57.9167 - 28.7084 Pole TP29.58x23.3392x0.25 2 -8.5636 1530.0800 34.4 Pass L3 28.7084 - 0 Pole TP34.5x28.3049x0.2813 3 -13.0979 2002.0600 45.5 Pass Summary ELC: Load Case 7 Pole (L3) 45.5 Pass Rating = 45.5 Pass Table 6 - Tower Component Stresses vs. Capacity — L Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 30.4 Pass 1 Base Plate 0 17.3 Pass 1 I Base Foundation 0 37.7 Pass I Structure Rating (max from all components) = Notes: 45.5% 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The existing tower and its foundation are sufficient for the proposed loading configuration and do not require modifications. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 5) DISCLAIMER OF WARRANTIES May 19, 2017 CCI BU No 880338 Page 7 GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time -domain based fatigue analysis. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub -component and connection of an existing tower. GPD provides a 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 Toad carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased, jeopardizing its Toad carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 8 N CI 32.71 _ \ 32.21 24.58 CV E C 3.00 o m 0 N A572-65 rl N ri 79 0.2500 4.00 SiT lh r') N 29.5800 CI 0.2813 ET-X-WM-18-65-8P w/ Mount Pipe — — 28.3050 34.5000 T, Length (ft) Number of Sides Thickness (in) Socket Length (ft) ZS C 'p � 1— , o m' 0 a 0 N L o� 6 3 82.5 ft 1 57.9 ft 28.7 ft 0.0 ft 1 1 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION T -Arm Mount [TA 602-3) 79 ETCR-654L12H6 w/ Mount Pipe 79 ET-X-WM-18-65-8P w/ Mount Pipe 79 (2) 800MHz RRU 79 ET-X-WM-18-65-8P w/ Mount Pipe 79 (2) 800MHz RRU 79 ET-X-WM-18-65-8P w/ Mount Pipe 79 (2) 800MHz RRU 79 860 10025 79 T -Arm Mount [TA 602-3) 64 860 10025 79 Pipe Mount 5'x2.375" 64 RRH-P4 79 Pipe Mount 5'x2.375" 64 RRH-P4 79 Pipe Mount 5x2.375' 64 RRH-P4 79 (2) TMZXX-6516-A2M w/ Mount Pipe 64 2.5GHz RRH-V3 79 (2) TMZXX-6516-A2M w/ Mount Pipe 64 2.5GHz RRH-V3 79 (2) TMZXX-6516-A2M w/ Mount Pipe 64 2.5GHz RRH-V3 79 (2) ETT19V2S12UB 64 2.5G 8T8R RADAR FILTER 79 (2) ETT19V2S12UB 64 (2) OPTIC FIBER JUNCTION CYLINDER 79 (2) ETT19V2S12UB 64 FRIG 64 OPTIC FIBER JUNCTION CYLINDER 79 FRIG 64 OPTIC FIBER JUNCTION CYLINDER 79 FRIG 64 POWER JUNCTION CYLINDER 79 RNSDC-7771-PF-48 64 POWER JUNCTION CYLINDER 79 Pipe Mount 4'x2.375" 64 POWER JUNCTION CYLINDER 79 (4) ECC1920-VPUB 64 POWER JUNCTION CYLINDER 79 (4) ECC1920-VPUB 64 (4) Pipe Mount 4'x2.375" 79 (4) ECC1920-VPUB 64 (4) Pipe Mount 4'x2.375" 79 FHFB 64 (4) Pipe Mount 4'x2.375" 79 FHFB 64 ETCR-654L12H6 w/ Mount Pipe 79 FHFB 64 ETCR-654L12H6w/Mount Pipe 79 GPS A 20 MATERIAL STRENGTH GRADE Fy Fu GRADE 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 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 45.5% ALL REACTIONS ARE FACTORED AXIAL 13K SHEAR MOMENT 11 K f 625 kip -ft TORQUE 0 kip -ft REACTIONS - 85 mph WIND �i 520 South Main Street Suite 2531 Akron, Ohio 44311 GPD Phone: (330) 572-2100 FAX: (330) 572-2101 GPD job' TUKWILA - BU #: 880338 Project: 2017777.880338.06 Client: Crown Castle USA, Inc. Drawn by: cdobay App'd: Code: TIA-222-G Date: 05/19/17 scale: NTS Path: \W KRN05.gpd00.cram\TELECOM\C,nwn\880338\O6\Inx\880338.er Dwg No. E-1 Round Flat Feed Line Distribution Chart 0' - 82'6" App In Face App Out Face Face B 7900 64.00 20.00 8.00 Truss Leg Face C GPD GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Project: 2017777.880338.06 °rent: Crown Castle USA, Inc. Code: TIA-222-G Drawn by: cdobay Date: 05/19/17 App'd: Scale: NTS Path: \\AKRN05.ppdca.cpm\TELECOM\Crown1880336\06\tnxt880338.er Dwg No. E-7 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 1 of 7 Project 2017777.880338.06 Date 14:19:03 05/19/17 Client Crown Castle USA, Inc. Designed by cdobay 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 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. 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. Options Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification 11 Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned Ai Assume Rigid Index Plate Ai Use Clear Spans For Wind Area Use Clear Spans For KIJr Retension Guys To Initial Tension Al Bypass Mast Stability Checks Use Azimuth Dish Coefficients Ai Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Ai Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles Ai Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Length ft ft Splice Length ft Number Top Bottom Wall of Diameter Diameter Thickness Sides in in in Bend Radius in Pole Grade LI 82.50-57.92 24.58 L2 57.92-28.71 32.21 L3 28.71-0.00 32.71 3.00 4.00 12 19.5000 12 23.3392 12 28.3050 24.3000 29.5800 34.5000 0.1875 0.2500 0.2813 0.7500 1.0000 1.1250 A572-65 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area in inz 1 in4 r in C in UC in3 J in° 1t/Q Inz w in w/t Ll 20.1879 25.1572 L2 24.7643 11.6599 555.0838 14.5579 1080.3633 18.5868 1264.7670 6.9139 8.6323 8.2659 10.1010 12.5874 12.0897 54.9534 1124.7504 5.7387 85.8289 2189.1089 7.1650 104.6150 2562.7608 9.1479 4.7235 6.0099 5.5849 25.192 32.053 22.34 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 2 of 7 Project 2017777.880338.06 Date 14:19:03 05/19/17 Client Crown Castle USA, Inc. Designed by cdobay Section Tip Dia. Area in int 1 It/Q in in in3 in° int in wit 30.6235 23.6107 2592.4955 10.5001 15.3224 169.1960 5253.0988 11.6204 7.2574 29.03 L3 30.0878 25.3790 2543.9629 10.0325 14.6620 173.5076 5154.7586 12.4908 6.8320 24.291 35.7170 30.9894 4631.5545 12.2503 17.8710 259.1659 9384.7850 15.2520 8.4923 30.195 Tower Gusset Gusset Gusset 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 Diagonals Horizontals Redundants ft ft2 in in in in Ll 82.50-57.92 L2 57.92-28.71 L3 28.71-0.00 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement or Shield Type Leg ft Total Number CAAA ./.t Weight pif LDF5-50A(7/8") A No Inside Pole 64.00 - 8.00 ASU9323TYP01( 1-1/4) A No Inside Pole 64.00 - 8.00 TYPE 2 (1-7/16") C No Inside Pole 79.00 - 8.00 TYPE 1(1-1/4") C No Inside Pole 79.00 - 8.00 1/2" Power Cable C No Inside Pole 20.00 - 8.00 12 No Ice 1 No Ice 1 No Ice 3 No Ice 1 No Ice 0.00 0.00 0.00 0.00 0.00 0.33 1.05 0.60 0.50 0.50 Discrete Tower Loads Description Face Offset Offsets: Azimuth or Type Horz Adjustment Leg Lateral Vert ft ft ft Placement ft CAAA Front CAAA Weight Side ft2 ft2 K T -Arm Mount [TA 602-3] C None 0.0000 79.00 No Ice 11.59 11.59 0.7743 ET-X-WM-18-65-8P w/ A From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 ET-X-WM-18-65-8P w/ B From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 ET-X-WM-18-65-8P w/ C From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 860 10025 B From Leg 4.00 0.0000 79.00 No Ice 0.14 0.12 0.0012 0.00 2.00 860 10025 C From Leg 4.00 0.0000 79.00 No Ice 0.14 0.12 0.0012 0.00 2.00 RRH-P4 A From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 RRH-P4 B From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 RRH-P4 C From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 tarTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330)572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 3 of 7 Project 2017777.880338.06 Date 14:19:03 05/19/17 Client Crown Castle USA, Inc. Designed by cdobay Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft CAAA CAAA Weight Front Side ft2 ft2 K 2.5GHz RRH-V3 A From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5GHz RRH-V3 B From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5GHz RRH-V3 C From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5G 8T8R RADAR FILTER C From Leg 4.00 0.0000 79.00 No Ice 0.81 0.32 0.0220 0.00 -1.00 (2) OPTIC FIBER A From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 JUNCTION CYLINDER 0.00 2.00 OPTIC FIBER JUNCTION B From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 CYLINDER 0.00 2.00 OPTIC FIBER JUNCTION C From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 CYLINDER 0.00 2.00 POWER JUNCTION A From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 POWER JUNCTION A From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 2.00 POWER JUNCTION B From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 POWER JUNCTION C From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 (4) Pipe Mount 4'x2.375" A From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) Pipe Mount 4'x2.375" B From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) Pipe Mount 4'x2.375" C From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 ETCR-654L12H6 w/ Mount A From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 ETCR-654LI2H6 w/ Mount B From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 ETCR-654L12H6 w/ Mount C From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 (2) 800MHz RRU A From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 (2) 800MHz RRU B From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 4 of 7 Project 2017777.880338.06 Date 14:19:03 05/19/17 Client Crown Castle USA, Inc. Designed by cdobay Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft CAAA CAAA Front Side .f2 fj2 Weight K (2) 800MHz RRU C From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 T -Arm Mount [TA 602-3] C None 0.0000 64.00 No Ice 11.59 11.59 0.7743 Pipe Mount 5'x2.375" A From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 Pipe Mount 5'x2.375" B From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 Pipe Mount 5'x2.375" C From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 (2) TMZXX-6516-A2M w/ A From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) TMZXX-6516-A2M w/ B From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) TMZXX-6516-A2M w/ C From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) ETT19V2S12UB A From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 (2) ETT19V2S12UB B From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 (2) ETT I9V2S12UB C From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 FRIG A From Leg 4.00 0.0000 64.00 No Ice 2.39 0.97 0.0573 0.00 -5.00 FRIG B From Leg 4.00 0.0000 64.00 No Ice 2.39 0.97 0.0573 0.00 -5.00 FRIG C From Leg 4.00 0.0000 64.00 No Ice 2.39 0.97 0.0573 0.00 -5.00 RNSDC-7771-PF-48 A From Leg 1.00 0.0000 64.00 No Ice 3.18 1.20 0.0200 0.00 -5.00 Pipe Mount 4'x2.375" A From Leg 0.50 0.0000 64.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) ECC1920-VPUB A From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 (4) ECC1920-VPUB B From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 (4) ECC1920-VPUB C From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 FHFB A From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 5 of 7 Project 2017777.880338.06 Date 14:19:03 05/19/17 Client Crown Castle USA, Inc. Designed by cdobay Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert n ft ft ft CAAA CAAA Front Side ft2 ft2 Weight K FHFB FHFB GPS_A -5.00 B From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 -5.00 C From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 -5.00 B From Leg 1.00 0.0000 20.00 No Ice 0.26 0.26 0.0009 0.00 0.00 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt Twist Ll 82.5 - 57.9167 L2 60.9167 - 28.7084 L3 32.7084 - 0 6.373 3.752 1.159 26 26 26 0.6011 0.5340 0.3152 0.0004 0.0003 0.0001 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection Tilt in Twist Radius of Curvature ft 79.00 64.00 20.00 T -Arm Mount [TA 602-3] T -Arm Mount [TA 602-3] GPS_A 26 26 26 5.935 4.108 0.536 0.5935 0.5483 0.1948 0.0004 0.0003 0.0001 48395 13078 7742 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt Twist Ll 82.5 - 57.9167 L2 60.9167 - 28.7084 L3 32.7084 - 0 22.950 13.510 4.174 2 2 2 2.1648 1.9232 1.1351 0.0015 0.0011 0.0004 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 79.00 T -Arm Mount [TA 602-3] 2 21.372 2.1375 0.0015 13511 64.00 T -Arm Mount [TA 602-3] 2 14.791 1.9749 0.0012 3650 20.00 GPS_A 2 1.929 0.7013 0.0002 2150 tnxTower GPD 520 South Main Street Suite Akron, Ohio 44311 Phone: (330) 572-2100 (330) 572-2101 2531 Job TUKWILA - BU #: 880338 Page 6 of 7 Project 2017777.880338.06 Date 14:19:03 05/19/17 Client Crown Castle USA, Inc. Designed by cdobay y Compression Checks Pole Design Data Section Elevation No. ft Size L L„ Kl/r A ft ft P„ Ratio Pu inz K K OP„ Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 24.58 0.00 0.0 14.2043 -5.7223 903.4270 0.006 (1) L2 57.9167 - TP29.58x23.3392x0.25 32.21 0.00 0.0 22.9867 -8.5636 1530.0800 0.006 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.305x0.2813 32.71 0.00 0.0 30.9894 -13.0979 2002.0600 0.007 Pole Bending Design Data Section Elevation No. ft Size M� (OM. Ratio M, M,u kip ft kip ft kip ft kip ft Ratio M, Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 83.23 432.99 0.192 0.00 432.99 0.000 (1) L2 57.9167 - TP29.58x23.3392x0.25 300.92 889.38 0.338 0.00 889.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.305x0.2813 625.12 1395.28 0.448 0.00 1395.28 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual (1)11„ Ratio Actual V„ V T, K K OV,, kip ft kip ft Ll 82.5-57.9167 TP24.3x19.5x0.1875 6.6528 451.7140 0.015 0.12 877.98 (1) L2 57.9167 - TP29.58x23.3392x0.25 8.7814 765.0400 0.011 0.04 1803.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.305x0.2813 11.0189 1001.0300 0.011 0.03 2829.18 0.000 Ratio T OT 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P„ M, Muv V. T Stress Stress ft OP„ (OM„x Om., 4)V„ OT Ratio Ratio LI 82.5 - 57.9167 0.006 0.192 0.000 0.015 0.000 0.199 1.000 (1) V L2 57.9167 - 0.006 0.338 0.000 0.011 0.000 0.344 1.000 28.7084 (2) L3 28.7084 - 0 (3) 0.007 0.448 0.000 0.011 0.000 0.455 1.000 Criteria 4.8.2 ✓ 4.8.2 V 4.8.2 ✓ tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 7 of 7 Project 2017777.880338.06 Date 14:19:03 05/19/17 Client Crown Castle USA, Inc. Designed by cdobay Section Capacity Table Section No. Elevation ft Component Type Size Critical P Element K 4Paaow K % Pass Capacity Fail Ll 82.5 - 57.9167 Pole L2 57.9167 - Pole TP29.58x23.3392x0.25 2 -8.5636 1530.0800 34.4 Pass 28.7084 L3 28.7084 - 0 Pole TP34.5x28.305x0.2813 3 -13.0979 2002.0600 45.5 Pass TP24.3x19.5x0.1875 1 -5.7223 903.4270 19.9 Pass Summary ELC: Load Case 7 Pole (L3) 45.5 Pass Rating = 45.5 Pass 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 9 L 9 13A31 3SV9 1 tE onm m� wr40rVIa 019-47 =MUM O® OO MIK OMR RR SW Om 1 AIM ww., — MOD Y OINK m / nm Row. Is�aOu MOM.= m Ps v ORM 1~211 uaao - v OM 1®N ./11 /Nal NOOODDI MOD PEI IIM ORM ww. &MO MI s-1 ISM woo. MOO MDs — 9 NIA ” uo®imION Omni Y 5 Y A SIC w 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.06, Application 387230, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.7.0 May 19, 2017 CCI BU No 880338 Page 10 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Site Data Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) BU#: 880338 Site Name: TUKWILA App #: 387230 Rev#0 Pole Manufacturer:1 Other Anchor Rod Data Qty: 8 in Diam: 2.25 in Rod Material: A615 -J ksi Strength (Fu): 100 ksi Yield (Fy): 75 ksi Bolt Circle: 42.5 in Plate Data Diam: 48.5 in Thick: 2.5 in Grade: 60 ksi Single -Rod B-eff: 13.87 in Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: 0 in ** degrees <-- Disregard in in in in in ksi ksi Thick: 0.28125 in Grade: Fillet V. Weld: ksi Width: Height: Thick: Notch: Grade: Weld str.: 12 "0" IF Round Fu 80 ksi Reinf. Fillet Weld Pole Data Diam: 34.5 in Thick: 0.28125 in Grade: 65 ksi # of Sides: 12 "0" IF Round Fu 80 ksi Reinf. Fillet Weld 0 "0" if None Reactions Mu: 625 ft -kips Axial, Pu: 13 kips Shear, Vu: 11 kips Eta Factor, r) 0.5 TIA G (Fig. 4-4) If No stiffeners, Criteria: AISC LRFD Anchor Rod Results Max Rod (Cu+ Vu/r)): Allowable Axial, 4 *Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: <-Only Applcable to Unstiffened Cases 92.6 Kips 260.0 Kips 35.6% Pass Flexural Check 10.2 ksi 54.0 ksi 18.9% Pass n/a Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a a 0 A 0 • 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CCIplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Rigid AISC LRFD *Tn Rigid AISC LRFD p*Fy Y.L. Length: 24.82 Analysis Date: 5/19/2017 Caisson Foundation LPile Summary TUKWILA / BU #: 880338 /' A 2017777.880338.06 Reinforcement Check Allowable Stress Ratio = 1.05 Case 1- Compression Nominal Moment Capacity (Mn) =f 32737.0 k -in = 2728.1 k -ft 41_[ 0.9 Factored Moment Capacity (On) = 2455.28 k -ft Maximum Bending Moment (Mu) _r 11100000 in -lbs = 925.0 k -ft Mu/4Mn = 37.7% OK Deflection Check Load Type t Design Allowable Deflection 1.5 in Max Deflection from LPILE � 1.2274 in Deflections are Acceptable 880338.1p90 LPile for Windows, version 2016-09.007 Analysis of Individual Piles and Drilled shafts subjected to Lateral Loading using the p -y Method 0 1985-2016 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: GPD Indy Serial Number of Security Device: 154178656 This copy of LPile is licensed for exclusive use by: GPD GROUP, Akron, Use of this program by any entity other than GPD GROUP, Akron, is a violation of the software license agreement. Files used for Analysis Path to file locations: \Crown\880338\06\SA\ Name of input data file: 880338.1p9d Name of output report file: 880338.1p90 Name of plot output file: 880338.1p9p Name of runtime message file: 880338.1p9r Date and Time of Analysis Date: May 19, 2017 Time: 14:34:14 Problem Title Project Name: BU #: 880338 / TUKWILA Job Number: 2017777.880338.06 Client: Crown Castle Engineer: CED Description: Program Options and Settings Page 1 880338.1p90 Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering units used for Data Input and Computations: - US Customary System units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - Static loading specified - Use of p -y modification factors for p -y curves not selected - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile -head foundation stiffness matrix not selected - Push -over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - output files use decimal points to denote decimal symbols. - values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p -y curves to be computed and reported for user-specified depths - Print using wide report formats Pile Structural Properties and Geometry Number of pile sections defined = 1 Total length of pile = 49.833 ft Depth of ground surface below top of pile = 1.8330 ft Pile diameters used for p -y curve computations are defined using 2 points. p -y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches 1 2 0.000 78.0000 49.833 78.0000 Input Structural Properties for Pile Sections: Pile Section No. 1: section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 49.833000 ft Shaft Diameter = 78.000000 in Shear capacity of section = 0.0000 lbs Ground Slope and Pile Batter Angles Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians Page 2 880338.1p90 Soil and Rock Layering Information The soil profile is modelled using 3 layers Layer 1 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Undrained cohesion at top of layer Undrained cohesion at bottom of layer Epsilon -50 at top of layer Epsilon -50 at bottom of layer = 1.833000 ft = 19.833000 ft = 110.000000 pcf = 110.000000 pcf = 0.0001000 psf = 0.0001000 psf = 0.0000 = 0.0000 NOTE: Default values for Epsilon -50 will be computed for this layer. Layer 2 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer undrained cohesion at top of layer undrained cohesion at bottom of layer Epsilon -50 at top of layer Epsilon -50 at bottom of layer NOTE: Default values for Epsilon -50 will be computed Layer 3 is sand, p -y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer subgrade k at top of layer subgrade k at bottom of layer = 19.833000 = 26.833000 = 47.600000 = 47.600000 = 0.0001000 = 0.0001000 = 0.0000 = 0.0000 ft ft pcf pcf psf psf for this layer. = 26.833000 ft = 49.833000 ft = 47.600000 pcf = 47.600000 pcf = 20.077000 deg. = 20.077000 deg. = 0.0000 pci = 0.0000 pci NOTE: Default values for subgrade k will be computed for (Depth of the lowest soil layer extends 0.000 ft below the this layer. pile tip) Summary of Input Soil Properties Layer Layer Num. Soil Type Name (p -y Curve Type) 1 Soft Clay 2 soft Clay 3 Sand (Reese, et al.) Layer Effective undrained Depth Unit wt. Cohesion ft pcf psf 1.8330 110.0000 1.00E-04 19.8330 110.0000 1.00E-04 19.8330 47.6000 1.00E-04 26.8330 47.6000 1.00E-04 26.8330 47.6000 49.8330 47.6000 Angle of Friction deg. 20.0770 20.0770 Static Loading Type Page 3 E50 or krm default default default default kpy pci default default 880338.1p90 Static loading criteria were used when computing p -y curves for all analyses. Pile -head Loading and Pile -head Fixity Conditions Number of loads specified = 1 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length 1 1 v = 11000. lbs M = 7500000. in -lbs 13000. No v = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3) Thrust force is assumed to be acting axially for all pile batter angles. Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness Axial thrust force values were determined from pile -head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: Dimensions and Properties of Drilled Shaft (Bored Pile): Length of Section = 49.833000 ft Shaft Diameter = 78.000000 in Concrete Cover Thickness = 3.000000 in Number of Reinforcing Bars = 20 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 4778. sq. in. Total Area of Reinforcing Steel = 15.800000 sq. in. Area Ratio of Steel Reinforcement = 0.33 percent Edge -to -Edge Bar Spacing = 10.106847 in Maximum Concrete Aggregate Size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = 13.48 Offset of Center of Rebar Cage from Center of Pile = 0.0000 in Axial Structural Capacities: Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 13092.534 kips Tensile Load for Cracking of Concrete = -1777.285 kips Nominal Axial Tensile Capacity = -948.000 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 1.000000 0.790000 35.500000 0.00000 2 1.000000 0.790000 33.762506 10.970103 3 1.000000 0.790000 28.720103 20.866376 4 1.000000 0.790000 20.866376 28.720103 5 1.000000 0.790000 10.970103 33.762506 6 1.000000 0.790000 0.00000 35.500000 7 1.000000 0.790000 -10.970103 33.762506 8 1.000000 0.790000 -20.866376 28.720103 9 1.000000 0.790000 -28.720103 20.866376 10 1.000000 0.790000 -33.762506 10.970103 Page 4 880338.1p90 11 1.000000 0.790000 -35.500000 0.00000 12 1.000000 0.790000 -33.762506 -10.970103 13 1.000000 0.790000 -28.720103 -20.866376 14 1.000000 0.790000 -20.866376 -28.720103 15 1.000000 0.790000 -10.970103 -33.762506 16 1.000000 0.790000 0.00000 -35.500000 17 1.000000 0.790000 10.970103 -33.762506 18 1.000000 0.790000 20.866376 -28.720103 19 1.000000 0.790000 28.720103 -20.866376 20 1.000000 0.790000 33.762506 -10.970103 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 10.107 inches between bars 12 and 13. Ratio of bar spacing to maximum aggregate size = 13.48 Concrete Properties: Compressive strength of Concrete = 3000. psi Modulus of Elasticity of Concrete = 3122019. psi Modulus of Rupture of Concrete = -410.791918 psi Compression Strain at Peak Stress = 0.001634 Tensile Strain at Fracture of Concrete = -0.0001160 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force values Determined from Pile -head Loadings = 1 Number Axial Thrust Force kips 1 13.000 Definitions of Run Messages and Notes: C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension -controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, section 10.3.4. z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (EI) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 13.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in -kip kip -i n2 in in/in in/in ksi ksi 4.16667E-07 2877. 6904146887. 40.7452839 0.00001698 -0.00001552 0.0614419 0.4876263 8.33333E-07 5735. 6881798250. 39.8762720 0.00003323 -0.00003177 0.1196424 0.9542516 0.00000125 8574. 6859412185. 39.5866222 0.00004948 -0.00004802 0.1772609 1.4208775 0.00000167 11395. 6837016757. 39.4418128 0.00006574 -0.00006426 0.2342973 1.8875043 0.00000208 14197. 6814617584. 39.3549398 0.00008199 -0.00008051 0.2907517 2.3541318 0.00000250 16981. 6792216537. 39.2970349 0.00009824 -0.00009676 0.3466240 2.8207600 0.00000292 19745. 6769814420. 39.2556834 0.0001145 -0.0001130 0.4019143 Page 5 3.2873891 880338.1p90 0.00000333 19745. 5923587617. 15.2520650 0.00005084 -0.0002092 0.1792003 -6.0279337 C 0.00000375 19745. 5265411215. 15.1022915 0.00005663 -0.0002359 0.1992194 - 6.7977133 C 0.00000417 19745. 4738870094. 14.9811810 0.00006242 -0.0002626 0.2191482 - 7.5676490 C 0.00000458 19745. 4308063722. 14.8828994 0.00006821 -0.0002893 0.2390190 - 8.3374771 C 0.00000500 19745. 3949058412. 14.8017420 0.00007401 -0.0003160 0.2588315 - 9.1071974 C 0.00000542 19745. 3645284688. 14.7337592 0.00007981 -0.0003427 0.2785858 - 9.8768095 C 0.00000583 19745. 3384907210. 14.6761302 0.00008561 -0.0003694 0.2982816 - 10.6463130 C 0.00000625 19745. 3159246729. 14.6267861 0.00009142 -0.0003961 0.3179190 - 11.4157075 C 0.00000667 19745. 2961793809. 14.5841754 0.00009723 -0.0004228 0.3374978 - 12.1849927 C 0.00000708 19745. 2787570643. 14.5471117 0.0001030 -0.0004495 0.3570179 - 12.9541683 C 0.00000750 19745. 2632705608. 14.5146721 0.0001089 -0.0004761 0.3764792 - 13.7232338 C 0.00000792 19745. 2494142155. 14.4861281 0.0001147 -0.0005028 0.3958817 - 14.4921889 C 0.00000833 19745. 2369435047. 14.4608970 0.0001205 -0.0005295 0.4152251 - 15.2610332 C 0.00000875 19745. 2256604807. 14.4385070 0.0001263 -0.0005562 0.4345095 - 16.0297663 C 0.00000917 19745. 2154031861. 14.4177848 0.0001322 -0.0005828 0.4537102 - 16.7985972 c 0.00000958 19745. 2060378302. 14.3987573 0.0001380 -0.0006095 0.4728353 - 17.5674581 c 0.00001000 19745. 1974529206. 14.3817264 0.0001438 -0.0006362 0.4919022 - 18.3361995 C 0.00001042 19745. 1895548038. 14.3664540 0.0001497 -0.0006628 0.5109107 -19.1048214 c 0.00001083 19745. 1822642344. 14.3527384 0.0001555 -0.0006895 0.5298606 - 19.8733231 C 0.00001125 19745. 1755137072. 14.3404082 0.0001613 -0.0007162 0.5487520 - 20.6417044 C 0.00001167 19745. 1692453605. 14.3293162 0.0001672 -0.0007428 0.5675846 - 21.4099648 C 0.00001208 19745. 1634093136. 14.3193356 0.0001730 -0.0007695 0.5863584 - 22.1781037 C 0.00001250 19745. 1579623365. 14.3103564 0.0001789 -0.0007961 0.6050733 -22.9461209 c 0.00001292 19745. 1528667772. 14.3022831 0.0001847 -0.0008228 0.6237290 - 23.7140157 c 0.00001333 19745. 1480896904. 14.2950319 0.0001906 -0.0008494 0.6423257 - 24.4817877 c 0.00001375 19745. 1436021241. 14.2885291 0.0001965 -0.0008760 0.6608630 - 25.2494365 C 0.00001417 19745. 1393785322. 14.2827100 0.0002023 -0.0009027 0.6793410 - 26.0169617 c 0.00001458 19745. 1353962884. 14.2775170 0.0002082 -0.0009293 0.6977595 - 26.7843626 c 0.00001500 19745. 1316352804. 14.2728990 0.0002141 -0.0009559 0.7161184 - 27.5516389 C 0.00001542 19745. 1280775701. 14.2688104 0.0002200 -0.0009825 0.7344175 - 28.3187902 C 0.00001583 19745. 1247071077. 14.2652106 0.0002259 -0.0010091 0.7526568 - 29.0858158 C 0.00001625 19745. 1215094896. 14.2620628 0.0002318 -0.0010357 0.7708362 -29.8527154 C 0.00001708 19745. 1155821974. 14.2569954 0.0002436 -0.0010889 0.8070146 - 31.3861344 c 0.00001792 19745. 1102062813. 14.2533812 0.0002554 -0.0011421 0.8429518 - 32.9190431 c 0.00001875 19745. 1053082243. 14.2510339 0.0002672 -0.0011953 0.8786468 - 34.4514378 c 0.00001958 19745. 1008270233. 14.2497987 0.0002791 -0.0012484 0.9140988 - 35.9833143 c 0.00002042 19745. 967116346. 14.2495464 0.0002909 -0.0013016 0.9493067 - 37.5146685 c 0.00002125 19745. 929190214. 14.2501682 0.0003028 -0.0013547 0.9842696 -39.0454963 c 0.00002208 19745. 894126433. 14.2515717 0.0003147 -0.0014078 1.0189866 - 40.5757934 C Page 6 880338.1p90 0.00002292 19745. 861612744. 14.2536779 0.0003266 -0.0014609 1.0534565 - 42.1055557 C 0.00002375 19745. 831380718. 14.2564193 0.0003386 -0.0015139 1.0876784 - 43.6347787 c 0.00002458 19745. 803198321. 14.2597374 0.0003506 -0.0015669 1.1216513 - 45.1634580 C 0.00002542 19745. 776863950. 14.2635815 0.0003625 -0.0016200 1.1553741 - 46.6915893 C 0.00002625 19745. 752201602. 14.2679076 0.0003745 -0.0016730 1.1888459 - 48.2191679 C 0.00002708 19745. 729056938. 14.2726769 0.0003866 -0.0017259 1.2220655 -49.7461893 C 0.00002792 19745. 707294044. 14.2778555 0.0003986 -0.0017789 1.2550320 - 51.2726487 C 0.00002875 19745. 686792767. 14.2834135 0.0004106 -0.0018319 1.2877441 - 52.7985416 C 0.00002958 19974. 675162889. 14.2893246 0.0004227 -0.0018848 1.3202009 - 54.3238630 C 0.00003042 20519. 674605398. 14.2955651 0.0004348 -0.0019377 1.3524012 - 55.8486080 C 0.00003125 21064. 674062905. 14.3021142 0.0004469 -0.0019906 1.3843439 - 57.3727718 C 0.00003208 21609. 673534135. 14.3089532 0.0004591 -0.0020434 1.4160279 - 58.8963492 C 0.00003292 22154. 673017939. 14.3160656 0.0004712 -0.0020963 1.4474520 - 60.0000000 CY 0.00003375 22697. 672513282. 14.3234363 0.0004834 -0.0021491 1.4786151 - 60.0000000 CY 0.00003458 23223. 671504661. 14.3273569 0.0004955 -0.0022020 1.5091852 - 60.0000000 CY 0.00003542 23683. 668709381. 14.3184298 0.0005071 -0.0022554 1.5382954 - 60.0000000 CY 0.00003625 24036. 663048847. 14.2881875 0.0005179 -0.0023096 1.5651188 - 60.0000000 CY 0.00003708 24375. 657292598. 14.2571059 0.0005287 -0.0023638 1.5914885 - 60.0000000 CY 0.00003792 24713. 651782201. 14.2277609 0.0005395 -0.0024180 1.6176487 -60.0000000 cY 0.00003875 25031. 645954242. 14.1955960 0.0005501 -0.0024724 1.6431731 - 60.0000000 cY 0.00003958 25260. 638145486. 14.1468524 0.0005600 -0.0025275 1.6667219 - 60.0000000 CY 0.00004042 25481. 630459454. 14.0987796 0.0005698 -0.0025827 1.6899333 - 60.0000000 cY 0.00004125 25702. 623079541. 14.0529103 0.0005797 -0.0026378 1.7129668 - 60.0000000 CY 0.00004208 25923. 615987539. 14.0091151 0.0005896 -0.0026929 1.7358218 - 60.0000000 CY 0.00004292 26143. 609166656. 13.9672743 0.0005994 -0.0027481 1.7584978 - 60.0000000 CY 0.00004375 26364. 602601377. 13.9272778 0.0006093 -0.0028032 1.7809942 - 60.0000000 CY 0.00004458 26580. 596186852. 13.8881581 0.0006192 -0.0028583 1.8032210 - 60.0000000 CY 0.00004542 26756. 589127288. 13.8422511 0.0006287 -0.0029138 1.8243847 - 60.0000000 CY 0.00004625 26886. 581325182. 13.7885231 0.0006377 -0.0029698 1.8443609 - 60.0000000 or 0.00004708 27016. 573796636. 13.7368808 0.0006468 -0.0030257 1.8641854 - 60.0000000 CY 0.00004792 27146. 566527366. 13.6872161 0.0006558 -0.0030817 1.8838579 - 60.0000000 cY 0.00004875 27276. 559498683. 13.6384949 0.0006649 -0.0031376 1.9032768 -60.0000000 CY 0.00004958 27404. 552685607. 13.5884175 0.0006738 -0.0031937 1.9221986 - 60.0000000 CY 0.00005292 27917. 527557399. 13.4055261 0.0007094 -0.0034181 1.9964240 - 60.0000000 CY 0.00005625 28411. 505081608. 13.2429262 0.0007449 -0.0036426 2.0678422 - 60.0000000 CY 0.00005958 28701. 481698941. 13.0551063 0.0007779 -0.0038696 2.1315202 - 60.0000000 CY 0.00006292 28968. 460424399. 12.8842678 0.0008106 -0.0040969 2.1925956 - 60.0000000 CY 0.00006625 29229. 441196604. 12.7186144 0.0008426 -0.0043249 2.2499843 - 60.0000000 CY 0.00006958 29489. 423787755. 12.5691873 0.0008746 -0.0045529 2.3053013 - 60.0000000 CY 0.00007292 29747. 407954911. 12.4350057 0.0009067 -0.0047808 2.3586956 Page 7 - 60.0000000 cY 0.00007625 - 60.0000000 CY 0.00007958 - 60.0000000 cy 0.00008292 - 60.0000000 cy 0.00008625 - 60.0000000 cy 0.00008958 - 60.0000000 cY 0.00009292 - 60.0000000 cY 0.00009625 - 60.0000000 CY 0.00009958 - 60.0000000 cy 0.0001029 - 60.0000000 cY 0.0001063 - 60.0000000 cy 0.0001096 - 60.0000000 CY 0.0001129 - 60.0000000 cy 0.0001163 -60.0000000 cy 0.0001196 - 60.0000000 cy 0.0001229 -60.0000000 CY 0.0001263 - 60.0000000 cy 0.0001296 - 60.0000000 cy 0.0001329 - 60.0000000 cY 0.0001363 - 60.0000000 CY 0.0001396 - 60.0000000 CY 0.0001429 -60.0000000 CY 0.0001462 - 60.0000000 CY 0.0001496 - 60.0000000 CY 0.0001529 - 60.0000000 cy 0.0001562 - 60.0000000 cy 0.0001596 - 60.0000000 CY 0.0001629 - 60.0000000 CY 0.0001662 - 60.0000000 cy 0.0001696 -60.0000000 cy 0.0001729 - 60.0000000 cY 0.0001762 - 60.0000000 CY 0.0001796 -60.0000000 CY 0.0001829 - 60.0000000 cY 0.0002029 - 60.0000000 CY 0.0002229 - 60.0000000 cY 0.0002429 60.0000000 cy 0.0002629 60.0000000 CY 0.0002829 60.0000000 cy 0.0003029 60.0000000 cY 880338.1p90 30004. 393491118. 12.3140929 0.0009389 -0.0050086 2.4101460 30171. 379113955. 12.1817059 0.0009695 -0.0052380 2.4567616 30289. 365299123. 12.0447048 0.0009987 -0.0054688 2.4995624 30403. 352495715. 11.9097993 0.0010272 -0.0057003 2.5395537 30515. 340637689. 11.7859940 0.0010558 -0.0059317 2.5780108 30627. 329623192. 11.6721062 0.0010845 -0.0061630 2.6149176 30739. 319364464. 11.5671173 0.0011133 -0.0063942 2.6502578 30849. 309785489. 11.4701457 0.0011422 -0.0066253 2.6840147 30959. 300820100. 11.3804243 0.0011712 -0.0068563 2.7161715 31068. 292404629. 11.2956447 0.0012002 -0.0070873 2.7465251 31173. 284465015. 11.2084670 0.0012283 -0.0073192 2.7743292 31277. 276988490. 11.1273192 0.0012565 -0.0075510 2.8006129 31380. 269935126. 11.0516953 0.0012848 -0.0077827 2.8253595 31474. 263193133. 10.9779522 0.0013128 -0.0080147 2.8482364 31549. 256666044. 10.9028980 0.0013401 -0.0082474 2.8690074 31593. 250238982. 10.8219972 0.0013663 -0.0084812 2.8873708 31634. 244117300. 10.7449754 0.0013924 -0.0087151 2.9043240 31674. 238299354. 10.6724846 0.0014186 -0.0089489 2.9199485 31714. 232762790. 10.6041992 0.0014448 -0.0091827 2.9342297 31753. 227487390. 10.5398253 0.0014712 -0.0094163 2.9471532 31789. 222432224. 10.4712989 0.0014965 -0.0096510 2.9582224 31824. 217600691. 10.4050680 0.0015217 -0.0098858 2.9679463 31859. 212981891. 10.3423807 0.0015470 -0.0101205 2.9764127 31893. 208561868. 10.2830129 0.0015724 -0.0103551 2.9836077 31926. 204327855. 10.2267600 0.0015979 -0.0105896 2.9895169 31959. 200268150. 10.1734345 0.0016235 -0.0108240 2.9941257 31992. 196372008. 10.1228648 0.0016492 -0.0110583 2.9974192 32025. 192629547. 10.0748933 0.0016750 -0.0112925 2.9993821 32057. 189031575. 10.0293867 0.0017008 -0.0115267 2.9997672 32088. 185568332. 9.9864073 0.0017268 -0.0117607 2.9946368 32119. 182233992. 9.9455512 0.0017529 -0.0119946 2.9915166 32149. 179021342. 9.9067070 0.0017791 -0.0122284 2.9953097 32179. 175923693. 9.8697719 0.0018053 -0.0124622 2.9979955 32347. 159409200. 9.6711864 0.0019624 -0.0138651 2.9949833 32496. 145777919. 9.5044676 0.0021187 -0.0152688 2.9895192 32598. 134194820. 9.3546889 0.0022724 -0.0166751 2.9993355 32642. 124152787. 9.2090157 0.0024212 -0.0180863 2.9854844 32673. 115486628. 9.0846506 0.0025702 -0.0194973 2.9964243 32701. 107954867. 8.9822850 0.0027209 -0.0209066 2.9949966 Page 8 880338.1p90 0.0003229 32721. 101328917. 8.8750032 0.0028659 -0.0223216 2.9794591 60.0000000 cY 0.0003429 32738. 95470248. 8.7797059 0.0030107 -0.0237368 2.9900741 60.0000000 CYT 0.0003629 32754. 90252904. 8.6984467 0.0031568 -0.0251507 2.9987263 60.0000000 CYT 0.0003829 32769. 85576640. 8.6292461 0.0033043 -0.0265632 2.9941817 60.0000000 CYT 0.0004029 32782. 81361763. 8.5696723 0.0034529 -0.0279746 2.9811411 60.0000000 CYT 0.0004229 32791. 77534793. 8.5229785 0.0036045 -0.0293830 2.9674640 60.0000000 CYT 0.0004429 32796. 74046248. 8.4857014 0.0037585 -0.0307890 2.9836252 60.0000000 CYT 0.0004629 32801. 70857625. 8.4534581 0.0039132 -0.0321943 2.9949082 60.0000000 CYT Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load No. 1 Axial Thrust kips Nominal Mom. Cap. Max. Comp. in -kip Strain 13.000 32737.042 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi -factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal ult. (Fac) ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in -kips kips in -kips kip-inA2 1 0.65 32737. 8.450000 21279. 673854590. 1 0.70 32737. 9.100000 22916. 672093736. 1 0.75 32737. 9.750000 24553. 654394646. Layering Correction Equivalent Depths of Soil & Rock Layers Top of Equivalent Layer Top Depth Same Layer Layer is FO F1 Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd Surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs 1 1.8330 0.00 N.A. NO 0.00 0.1051 2 19.8330 18.0000 Yes No 0.1051 0.04095 3 26.8330 Not -a -Nu No No 0.1460 N.A. Notes: The FO integral of Layer n+1 equals the sum of the FO and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow -depth and deep -depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non -liquefied sands, and cemented c -phi soil. Page 9 880338.1p90 Computed values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 Pile -head conditions are shear and Moment (Loading Type 1) Shear force at pile head = 11000.0 lbs Applied moment at pile head = 7500000.0 in -lbs Axial thrust load on pile head = 13000.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force s Stress Stiffness p Es*h Lat. Load feet inches in -lbs lbs radians psi* in-lbA2 lb/inch lb/inch lb/inch 0.00 1.2274 7500000. 11000. -0.00289 0.00 6.87E+12 0.00 0.00 0.00 0.4983 1.2102 7566004. 11000. -0.00288 0.00 6.87E+12 0.00 0.00 0.00 0.9967 1.1930 7632007. 11000. -0.00287 0.00 6.86E+12 0.00 0.00 0.00 1.4950 1.1759 7698009. 11000. -0.00287 0.00 6.86E+12 0.00 0.00 0.00 1.9933 1.1588 7764011. 11000. -0.00286 0.00 6.86E+12 -1.63E-04 8.39E-04 0.00 2.4916 1.1417 7830013. 11000. -0.00285 0.00 6.86E+12 -1.62E-04 8.48E-04 0.00 2.9900 1.1246 7896014. 11000. -0.00284 0.00 6.86E+12 -1.61E-04 8.56E-04 0.00 3.4883 1.1077 7962014. 11000. -0.00284 0.00 6.86E+12 -1.60E-04 8.65E-04 0.00 3.9866 1.0907 8028014. 11000. -0.00283 0.00 6.86E+12 -1.59E-04 8.74E-04 0.00 4.4850 1.0738 8094013. 11000. -0.00282 0.00 6.86E+12 -1.59E-04 8.83E-04 0.00 4.9833 1.0569 8160012. 11000. -0.00282 0.00 6.86E+12 -1.58E-04 8.92E-04 0.00 5.4816 1.0401 8226010. 11000. -0.00281 0.00 6.86E+12 -1.57E-04 9.02E-04 0.00 5.9800 1.0233 8292008. 11000. -0.00280 0.00 6.86E+12 -1.56E-04 9.12E-04 0.00 6.4783 1.0066 8358005. 11000. -0.00280 0.00 6.86E+12 -1.55E-04 9.22E-04 0.00 6.9766 0.9899 8424002. 11000. -0.00279 0.00 6.86E+12 -1.54E-04 9.32E-04 0.00 7.4749 0.9732 8489998. 11000. -0.00278 0.00 6.86E+12 -1.53E-04 9.43E-04 0.00 7.9733 0.9566 8555993. 11000. -0.00277 0.00 6.86E+12 -1.53E-04 9.54E-04 0.00 8.4716 0.9401 8621988. 11000. -0.00277 0.00 6.86E+12 -1.52E-04 9.65E-04 0.00 8.9699 0.9236 8687982. 11000. -0.00276 0.00 6.86E+12 -1.51E-04 9.76E-04 0.00 9.4683 0.9071 8753976. 11000. -0.00275 0.00 6.86E+12 -1.50E-04 9.88E-04 0.00 9.9666 0.8907 8819969. 11000. -0.00274 0.00 6.86E+12 -1.49E-04 0.00100 0.00 10.4649 0.8743 8885961. 11000. -0.00274 0.00 6.86E+12 -1.48E-04 0.00101 0.00 10.9633 0.8579 8951953. 11000. -0.00273 0.00 6.86E+12 -1.47E-04 0.00103 0.00 11.4616 0.8417 9017944. 11000. -0.00272 0.00 6.85E+12 -1.46E-04 0.00104 0.00 11.9599 0.8254 9083935. 11000. -0.00271 0.00 6.85E+12 -1.45E-04 0.00105 0.00 12.4582 0.8092 9149925. 11000. -0.00270 0.00 6.85E+12 -1.44E-04 0.00107 0.00 12.9566 0.7931 9215914. 11000. -0.00270 0.00 6.85E+12 -1.43E-04 0.00108 0.00 13.4549 0.7770 9281903. 11000. -0.00269 0.00 6.85E+12 -1.42E-04 0.00110 0.00 13.9532 0.7609 9347891. 11000. -0.00268 0.00 6.85E+12 -1.41E-04 0.00111 0.00 14.4516 0.7449 9413878. 11000. -0.00267 0.00 6.85E+12 -1.40E-04 0.00113 0.00 Page 10 880338.1p90 14.9499 0.7290 9479865. 11000. -0.00266 0.00 6.85E+12 -1.39E-04 0.00114 0.00 15.4482 0.7131 9545851. 11000. -0.00265 0.00 6.85E+12 -1.38E-04 0.00116 0.00 15.9466 0.6972 9611836. 11000. -0.00265 0.00 6.85E+12 -1.37E-04 0.00118 0.00 16.4449 0.6814 9677821. 11000. -0.00264 0.00 6.85E+12 -1.36E-04 0.00120 0.00 16.9432 0.6657 9743805. 11000. -0.00263 0.00 6.85E+12 -1.35E-04 0.00121 0.00 17.4415 0.6500 9809789. 11000. -0.00262 0.00 6.85E+12 -1.34E-04 0.00123 0.00 17.9399 0.6343 9875772. 11000. -0.00261 0.00 6.85E+12 -1.33E-04 0.00125 0.00 18.4382 0.6188 9941754. 11000. -0.00260 0.00 6.85E+12 -1.32E-04 0.00128 0.00 18.9365 0.6032 1.00E+07 11000. -0.00260 0.00 6.85E+12 -1.31E-04 0.00130 0.00 19.4349 0.5877 1.01E+07 11000. -0.00259 0.00 6.85E+12 -1.30E-04 0.00132 0.00 19.9332 0.5723 1.01E+07 11000. -0.00258 0.00 6.85E+12 -1.29E-04 0.00134 0.00 20.4315 0.5569 1.02E+07 11000. -0.00257 0.00 6.84E+12 -1.27E-04 0.00137 0.00 20.9299 0.5416 1.03E+07 11000. -0.00256 0.00 6.84E+12 -1.26E-04 0.00139 0.00 21.4282 0.5263 1.03E+07 11000. -0.00255 0.00 6.84E+12 -1.25E-04 0.00142 0.00 21.9265 0.5111 1.04E+07 11000. -0.00254 0.00 6.84E+12 -1.24E-04 0.00145 0.00 22.4249 0.4959 1.05E+07 11000. -0.00253 0.00 6.84E+12 -1.23E-04 0.00148 0.00 22.9232 0.4808 1.05E+07 11000. -0.00252 0.00 6.84E+12 -1.21E-04 0.00151 0.00 23.4215 0.4657 1.06E+07 11000. -0.00251 0.00 6.84E+12 -1.20E-04 0.00154 0.00 23.9198 0.4507 1.07E+07 11000. -0.00250 0.00 6.84E+12 -1.19E-04 0.00158 0.00 24.4182 0.4357 1.07E+07 11000. -0.00250 0.00 6.84E+12 -1.17E-04 0.00161 0.00 24.9165 0.4209 1.08E+07 11000. -0.00249 0.00 6.84E+12 -1.16E-04 0.00165 0.00 25.4148 0.4060 1.09E+07 11000. -0.00248 0.00 6.84E+12 -1.15E-04 0.00169 0.00 25.9132 0.3912 1.09E+07 11000. -0.00247 0.00 6.84E+12 -1.13E-04 0.00173 0.00 26.4115 0.3765 1.10E+07 11000. -0.00246 0.00 6.84E+12 -1.12E-04 0.00178 0.00 26.9098 0.3618 1.11E+07 8586. -0.00245 0.00 6.84E+12 -807.2159 13340. 0.00 27.4082 0.3472 1.11E+07 3811. -0.00244 0.00 6.84E+12 -790.0210 13605. 0.00 27.9065 0.3327 1.11E+07 -858.7196 -0.00243 0.00 6.84E+12 -771.6656 13870. 0.00 28.4048 0.3182 1.11E+07 -5415. -0.00242 0.00 6.84E+12 -752.1574 14136. 0.00 28.9031 0.3038 1.10E+07 -9851. -0.00241 0.00 6.84E+12 -731.5040 14401. 0.00 29.4015 0.2894 1.10E+07 -14160. -0.00240 0.00 6.84E+12 -709.7124 14666. 0.00 29.8998 0.2751 1.09E+07 -18336. -0.00239 0.00 6.84E+12 -686.7894 14931. 0.00 30.3981 0.2608 1.08E+07 -22371. -0.00238 0.00 6.84E+12 -662.7414 15196. 0.00 30.8965 0.2466 1.06E+07 -26259. -0.00237 0.00 6.84E+12 -637.5742 15461. 0.00 31.3948 0.2324 1.04E+07 -29993. -0.00236 0.00 6.84E+12 -611.2933 15726. 0.00 31.8931 0.2184 1.03E+07 -33566. -0.00235 0.00 6.84E+12 -583.9036 15991. 0.00 32.3914 0.2043 1.00E+07 -36973. -0.00234 0.00 6.85E+12 -555.4098 16256. 0.00 32.8898 0.1903 9808571. -40206. -0.00234 0.00 6.85E+12 -525.8158 16521. 0.00 33.3881 0.1764 9558922. -43258. -0.00233 0.00 6.85E+12 -495.1252 16787. 0.00 33.8864 0.1625 9291566. -46124. -0.00232 0.00 6.85E+12 -463.3411 17052. 0.00 34.3848 0.1487 9007640. -48797. -0.00231 0.00 6.86E+12 -430.4659 17317. Page 11 0.00 880338.1p90 34.8831 0.1349 8708321. -51269. -0.00230 0.00 6.86E+12 -396.5018 17582. 0.00 35.3814 0.1211 8394822. -53536. -0.00230 0.00 6.86E+12 -361.4503 17847. 0.00 35.8798 0.1074 8068397. -55589. -0.00229 0.00 6.86E+12 -325.3124 18112. 0.00 36.3781 0.09374 7730338. -57423. -0.00228 0.00 6.86E+12 -288.0886 18377. 0.00 36.8764 0.08012 7381977. -59031. -0.00227 0.00 6.87E+12 -249.7791 18642. 0.00 37.3747 0.06654 7024683. -60407. -0.00227 0.00 6.87E+12 -210.3834 18907. 0.00 37.8731 0.05299 6659866. -61544. -0.00226 0.00 6.87E+12 -169.9006 19172. 0.00 38.3714 0.03948 6288972. -62436. -0.00226 0.00 6.88E+12 -128.3294 19438. 0.00 38.8697 0.02600 5913489. -63076. -0.00225 0.00 6.88E+12 -85.6678 19703. 0.00 39.3681 0.01255 5534942. -63457. -0.00225 0.00 6.88E+12 -41.9140 19968. 0.00 39.8664 -8.68E-04 5154895. -63574. -0.00224 0.00 6.88E+12 2.9353 20233. 0.00 40.3647 -0.01426 4774954. -63419. -0.00224 0.00 6.89E+12 48.8826 20498. 0.00 40.8631 -0.02763 4396760. -62986. -0.00223 0.00 6.89E+12 95.9314 20763. 0.00 41.3614 -0.04097 4021996. -62268. -0.00223 0.00 6.89E+12 144.0851 21028. 0.00 41.8597 -0.05430 3652385. -61259. -0.00223 0.00 6.89E+12 193.3478 21293. 0.00 42.3580 -0.06760 3289687. -59952. -0.00222 0.00 6.90E+12 243.7236 21558. 0.00 42.8564 -0.08089 2935705. -58341. -0.00222 0.00 6.90E+12 295.2169 21824. 0.00 43.3547 -0.09417 2592279. -56418. -0.00222 0.00 6.90E+12 347.8323 22089. 0.00 43.8530 -0.1074 2261292. -54178. -0.00222 0.00 6.90E+12 401.5743 22354. 0.00 44.3514 -0.1207 1944665. -51612. -0.00221 0.00 6.90E+12 456.4477 22619. 0.00 44.8497 -0.1339 1644360. -48715. -0.00221 0.00 6.90E+12 512.4571 22884. 0.00 45.3480 -0.1471 1362380. -45480. -0.00221 0.00 6.90E+12 569.6074 23149. 0.00 45.8464 -0.1604 1100770. -41899. -0.00221 0.00 6.90E+12 627.9030 23414. 0.00 46.3447 -0.1736 861613. -37967. -0.00221 0.00 6.90E+12 687.3484 23679. 0.00 46.8430 -0.1868 647036. -33675. -0.00221 0.00 6.90E+12 747.9478 23944. 0.00 47.3414 -0.2000 459205. -29018. -0.00221 0.00 6.90E+12 809.7050 24210. 0.00 47.8397 -0.2132 300329. -23988. -0.00221 0.00 6.90E+12 872.6238 24475. 0.00 48.3380 -0.2264 172658. -18578. -0.00221 0.00 6.90E+12 936.7070 24740. 0.00 48.8363 -0.2396 78484. -12781. -0.00221 0.00 6.90E+12 1002. 25005. 0.00 49.3347 -0.2528 20139. -6591. -0.00221 0.00 6.90E+12 1068. 25270. 0.00 49.8330 -0.2660 0.00 0.00 -0.00221 0.00 6.90E+12 1136. 12768. 0.00 * This analysis computed pile response using nonlinear moment -curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile -head deflection = 1.22744823 inches Computed slope at pile head = -0.00288514 radians Maximum bending moment = 11109297. inch -lbs Maximum shear force = -63574. lbs Depth of maximum bending moment = 27.90648000 feet below pile head Page 12 880338.1p90 Depth of maximum shear force = 39.86640000 feet below pile head Number of iterations = 6 Number of zero deflection points = 1 Summary of Pile -head Responses for Conventional Analyses Definitions of Pile -head Loading Conditions: Load Type 1: Load 1 = shear, v, lbs, and Load 2 Load Type 2: Load 1 = Shear, v, lbs, and Load 2 Load Type 3: Load 1 = Shear, v, lbs, and Load 2 Load Type 4: Load 1 = Top Deflection, y, inches, Load Type 5: Load 1 = Top Deflection, y, inches, Load Load Case Type Pile -head No. 1 Load 1 Load Type 2 = Moment, M, in -lbs = Slope, 5, radians = Rot. Stiffness, R, in-lbs/rad. and Load 2 = Moment, M, in -lbs and Load 2 = Slope, S, radians Axial Pile -head Pile -head Max Shear Max Moment Pile -head Loading Deflection Rotation in Pile in Pile Load 2 lbs inches radians, lbs in -lbs 1 v, lb 11000. M, in -lb 7500000. 13000. 1.2274 -0.00289 -63574. 1.11E+07 Maximum pile -head deflection = 1.2274482293 inches Maximum pile -head rotation = -0.0028851382 radians = -0.165306 deg. The analysis ended normally. Page 13 • Seismic Calculations (TIA-222-G) Analysis Method: Equivalent Modal Analysis, Method 2 (Section 2.7.8, TIA-222-G) GPD Job Number 2017777.880338.06 Site Name TUKWILA Site Number 880338 City Tukwila State Washington County King Tower Type Monopole Base OD 34.5 in Top OD Base Thickness 0.28125 in Top Thickness # of Sides 12 Base Elevation 0 ft Structure Height (ft) 82.5 T. 6 (Figure 22-12, ASCE 7-10) S. 1.499 (USGS, 2015 IBC) Si 0.562 (USGS, 2015 IBC) Site Classification D (Table 2-11, TIA-222-G) Structure Class 11 (Table 2-1, TIA-222-6) Importance Factor (I) 1 (Table 2-3, TIA-222-G) Fa 1.000 (Table 2.12, TIA-222-G, interpolation allowed) Fv 1.500 (Table 2-13, TIA-222-G, interpolation allowed) SDS 0.999 (Eq. 2.7.6, TIA-222-G) S01 0.562 (Eq. 2.7.6, TIA-222-G) Wt 10.920 (Kips) Wu 3.937 (Kips) W1. 6.983 (Kips) 9 386.1 (i51s2) lave 2596.93 On./ E 29000.00 (ksl) f1 R SA Earthquake LRFD Load Factor Discrete Appurtenances Appurtenances @ 81' Appurtenances @ 80' Appurtenances @ 79' Appurtenances @ 78' Appurtenances @ 66' Appurtenances @ 64' Appurtenances @ 59' Appurtenances @ 20' Linear Appurtenances Feedlines from 57.9' - 82.5' Feedlines from 28.7' - 57.9' Feedlines from 0' - 28.7' Structure Components Tower Section from 57.9' - 82.5' Tower Section from 28.7' - 57.9' Tower Section from 0' - 28.7 Totals 0.639 Hz (Eq. 2.7.11, TIA-222-G) 1.5 (2.7.8.1, TIA-222-G) 0.359 (2.7.8.1, TIA-222-G) 1 (2.3.2, TIA-222.6) w, (kips Saz 19.5 in 0.1875 in Fsz Seismic For 0.869 81 1.751 1.0149 1.015 kips 0.357 80 1.611 0.3835 0.384 kips 1.009 79 1.477 0.9938 0.994 kips 0.022 78 1.350 0.0198 0.020 kips 0.305 66 0.272 0.0552 0.055 kips 0.860 64 0.172 0.0985 0.099 kips 0.516 59 0.016 0.0055 0.006 kips 0.001 20 0.209 0.0001 0.000 kips 0.075 0.208 0.153 70.21 43.315 14.355 0.555 0.117 0.191 0.0277 0.0162 0.0195 0.028 kips 0.016 kips 0.019 kips 1.097 2.312 01 3.137 10 92 70.21 43.315 14.355 0.555 0.117 0.191 0.4057 0.1805 0.3992 0.406 kips 0.181 kips 0.399 kips 3.62 kips Base Shear per ASCE 7 Section 12.8 2.61 kips Wind and Seismic Base Shea Comparison Seismic Base Shear (kips Wind Base Shear (kips Seismic/Wind Base Shear Ratio Controlling 3.6 11.0 32.9% Wind "The seismic forces in the table above were input into a supplemental tnxTower anatysis as "user defined toads". The resulting tower stress capacity ratings are In the table below** Tower Stress Capacity Comparison (Monopolel Structure Components Capacity Considering Seismic Loading Capacity Considering Wind Loading Controlling Tower Section from 57.92' - 82.5' Tower Section from 28.71' - 57.92' Tower Section from 0' - 28.71' 12.6% 18.6% Wind 16.4% 34.0% Wind 18.8% 45.5% Wind Overall Controlling Load:I Wind Overall Capacity: 45.5% A CV CI 32.71 32.21 \ 24.58 • 0.1875 c 0 0 o; 0 0 a N A572-65 r? N r N 0 N 0 4.00 23.3392 29.5800 ^ 0.2813 Appurtenances @ 78' 28.3050 34.5000 rn Q 3 Number of Sides Thickness (in) Socket Length (ft) .. i5 F`- = b m° Grade Y a, 82.5 ft 57.9 ft 287ft 0.0 0 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Appurtenances @ 81' 81 Appurtenances @ 64' 64 Appurtenances @ 80' 80 Appurtenances @ 59' 59 Appurtenances @ 79' 79 Feedlines from 28.7' - 57.9' 43.315 Appurtenances @ 78' 78 Tower Section from 28.7' - 57.9' 43.315 Feedlines from 57.9' - 82.5' 70.21 Appurtenances @ 20' 20 Tower Section from 57.9' - 82.5' 70.21 Feedlines from 0' - 28.7' 14.355 Appurtenances @ 66' 66 Tower Section from 0' - 28.7' 14.355 MATERIAL STRENGTH GRADE Fy Fu GRADE 1 Fy Fu A572-65 65 ksi 80 ksi ALL REACTIONS ARE FACTORED AXIAL 13K SHEAR MOMENT 4 K / , 253 kip -ft REACTIONS - 1 mph WIND GPD '�� 520 South Main Street Suite 2531F Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 GPD Job: TUKWILA - BU #:880338 roject: 2017777.880338.06 (SEISMIC) Client: Crown Castle USA, Inc. Drawn by: cdobay App'd: Code: TIA-222-G Date: 05/19/17 Path: 1NNFN05e O.0om1TELECOMcrywn880330,064.SNemk1880338 Seismic.erl Scale: NTS Dwg No. E-1 •� • tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 1 of 2 Project 2017777.880338.06 (SEISMIC) Date 13:49:04 5/19/17 Client Crown Castle USA, Inc. Designed by cdobay 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. A non-linear (P -delta) analysis was used. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. User Defined Loads Description Elevation Offset Azimuth From Angle Centroid ft ft Weight F, Seismic CAAc Force K K K K Appurtenances @ 81' Appurtenances @ 80' Appurtenances @ 79' Appurtenances @ 78' Appurtenances @ 66' Appurtenances @ 64' Appurtenances @ 59' Appurtenances @ 20' Feedlines from 57.9' - 82.5' Feedlines from 28.7' - 57.9' Feedlines from 0' - 28.7' Tower Section from 57.9' - 82.5' Tower Section from 28.7' - 57.9' Tower Section from 0' - 28.7' 81.00 80.00 79.00 78.00 66.00 64.00 59.00 20.00 70.21 43.32 14.36 70.21 43.32 14.36 0.00 0.00 0.00 0.00 0.00 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 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 No Ice No Ice No Ice No Ice No Ice 0.8692 0.3570 1.0089 0.0220 0.3048 0.8597 0.5156 0.0009 0.0748 0.2077 0.1532 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.6343 0.2397 0.6211 0.0124 0.0345 0.0616 0.0035 0.0001 0.0173 0.0101 0.0122 0.2535 0.1128 0.2495 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Compression Checks Pole Design Data Section Elevation No. ft Size L L„ Kl/r A ft ft P„ inz $P„ Ratio P„ K qp„ Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 24.58 0.00 0.0 14.2043 -5.2875 903.4270 0.006 (1) L2 57.9167 - TP29.58x23.3392x0.25 32.21 0.00 0.0 22.9867 -8.7456 1530.0800 0.006 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 32.71 0.00 0.0 30.9894 -13.1028 2002.0600 0.007 4 tnxTower GPD 520 South Main Street Suite Akron, Ohio 44311 Phone: (330) 572-2100 (330) 572-2101 2531 Job TUKWILA - BU #: 880338 Page 2 of 2 Project 2017777.880338.06 (SEISMIC) Date 13:49:04 5/19/17 Client Crown Castle USA, Inc. Designed by cdobay y Pole Bending Design Data Section Elevation No. ft Size M. Om - kip -ft kip ft Ratio M„y, 0M„„ kip ft (MMny kip ft Ratio Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 51.81 432.99 0.120 0.00 432.99 0.000 (1) L2 57.9167 - TP29.58x23.3392x0.25 141.15 889.38 0.159 0.00 889.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 253.41 1395.28 0.182 0.00 1395.28 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual V K OV„ K Ratio Actual V„ T 4)11„ kip ft kip ft OT Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 3.0830 451.7140 0.007 0.00 877.98 (1) L2 57.9167 - TP29.58x23.3392x0.25 3.2782 765.0400 0.004 0.00 1803.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 3.6239 1001.0300 0.004 0.00 2829.18 0.000 Ratio T iT 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P„ M,„ M„y V„ T Stress Stress t )Pn 4M 4Mny. 4V„ 4T Ratio Ratio Criteria LI 82.5 - 57.9167 0.006 0.120 0.000 0.007 0.000 0.126 1.000 (1) V L2 57.9167 - 0.006 0.159 0.000 0.004 0.000 0.164 1.000 28.7084 (2) V L3 28.7084 - 0 (3) 0.007 0.182 0.000 0.004 0.000 0.188 1.000 4.8.2 1' 4.8.2 V 4.8.2 V Section Capacity Table Section No. Elevation ft Component Type Size Critical P Element K 0Pallov,% Pass K Capacity Fail Ll 82.5 - 57.9167 Pole TP24.3x19.5x0.1875 1 -5.2875 903.4270 12.6 Pass L2 57.9167 - Pole TP29.58x23.3392x0.25 2 -8.7456 1530.0800 16.4 Pass 28.7084 L3 28.7084 - 0 Pole TP34.5x28.3049x0.2813 3 -13.1028 2002.0600 18.8 Pass Summary ELC: Load Case 7 Pole (L3) 18.8 Pass Rating = 18.8 Pass PERMIT COORD COPS � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0155 PROJECT NAME: T -MOBILE SITE ADDRESS: 12400 51 PL S X Original Plan Submittal Response to Correction Letter # DATE: 06/07/17 before Permit Issued after Permit Issued Revision # Revision # DEPARTMENTS: Building Division N WA A)* tilt `7 Public Works Mv1 N/4 -D -r717 7. 1.1 Fire Prevention • Planning Division Structural Permit Coordinator 11 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 06/08/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/06/17 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 SAC WIRELESS LLC Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries 0 Search L&I A -Z Index Help Page 1 of 2 rdy L&t Workplace Rights Trades & Licensing SAC WIRELESS LLC Owner or tradesperson Principals SANZO, JOSEPH (JOSE) PASQUALE, MANAGER KOZIEL, BILL R, MANAGER Doing business as SAC WIRELESS LLC WA UBI No. 603 391 663 540 MADISON STREET 16TH FLOOR CHICAGO, IL 60661 847-944-1600 Business type Limited Liability Company Governing persons BILL KOZIEL HALL CAPITAL PARTNERS; JOE SANZO; LLC NOKIA SOLUTIONS & NE; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. .....................-.............................................. Meets current requirements. License specialties GENERAL License no. SACWIWL852J2 Effective — expiration 07/01/2015— 07/01/2019 Bond ........... Washington International Ins Co Bond account no. 9170096 $12,000.00 Received by L&I Effective date 04/21/2015 04/17/2015 Expiration date Until Canceled Insurance ........_..._............. XL INSURANCE AMERICA INC $5,000,000.00 Policy no. us000754031i17a Received by L&I Effective date 05/04/2017 05/01/2017 Expiration date 05/01/2018 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603391663&LIC=SACWIWL852J2&SAW= 7/11/2017 SAC WIRELESS LLC Savings � 1 No savings accounts during the previous 6 period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ...................................... No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations .........._....._..............................._. No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 127,365-01 Account is current. Doing business as SAC WIRELESS LLC Estimated workers reported Quarter 1 of Year 2017 "21 to 30 Workers" L&I account contact T4 / NIKKI BUTLER (360)902-4918 - Email: BUTQ235@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 No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 ©Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603391663&LIC=SACWIWL852J2&SAW= 7/11/2017