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Home My WebLink AboutPermit D17-0186 - BELLTOWN INVESTMENT - ANTENNA REPLACEMENTSBELLTOWN INVESTMENT - WIRELESS FACILITY 14220 INTERURBAN AVE S BLDG A D17-0186 Parcel No: Address: Project Name: 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.eov DEVELOPMENT PERMIT 3365901881 Permit Number: 14220 INTERURBAN AVE S BLDG A Issue Date: Permit Expires On: BELLTOWN INVESTMENT - WIRELESS FACILITY D17-0186 3/7/2018 9/3/2018 Owner~\F G o. Name:. 1 ELLTOWN INVESTMENT I?ARTNER Address: t 2505 2ND AVE #520 , SEATTLE, WA,' 98121 Contact Person: Name: Address: Contractor: Name: DEVANDRA MAHARAJ 8218 154TH AVE NE, SUITE 120, REDMOND, WA, 98052 CEDAR INDUSTRIES INCORPORATED Address: 12709 268 AVE CT E , BUCKLEY, WA, 98321 License No: CEDARI1922QG Lender: Name: Address: 111 Phone: (425) 828-1008 Phone: (360) 829-5160 Expiration Date: 11/7/2018 DESCRIPTION OF WORK: PROPSOED REMOVAL OF TWELVE (12) PANEL ANTENNAS AND THREE (3) REMOVE RADIO UNITS (RRU'S) WITH INSTALLATION OF TWELVE (12) PANEL ANTENNAS WITH REET EQUIPMENT AS REQUIRED, SIX (6) REMOVE RADIO UNITS (RRU'S), AND SIX (6) REMOTE RADIO UNITS (RRU'S) WITH BUILT-IN A2 MODULES. Project Valuation: $25,000.00 Fees Collected: $1,022.20 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: ,�-1'if1 L Print Name: Vali( l.o V?v 1 4r Date: 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. o c� 8: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 9: A minimum of one portable fire extinguisher complying with the International Fire Code and with a minimum 3-A:40-B:C rating shall be readily accessible within 30 feet (9144 mm) of the Location where hot work is performed. (IFC 3504.2.6) 10: Install an emergency antennae power off switch for fire department use. 11: These plans were reviewed by Fire Marshal 51, contact the Fire Marshal's Office with any questions at 206- 575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi IaWA.gov Building Permit No. V 1 Of0 Project No. Date Application Accepted: Date Application Expires: 141-(1 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 3365901881 14220 INTERURBAN AVE S, Tukwila, WA 981, Tenant Name: BELLTOWN INVESTMENT PARTNER PROPERTY OWNER Name: BELLTOWN INVESTMENT PARTNER Address: 14220 INTERURBAN AVE S City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Devendra Maharaj Address: 8218 154th Ave NE Suite 120 City: Redmond State: WA zip: 98052 Phone: (425) 828-1008 Fax: Email: dmaharaj@centerlinesolutions.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Company Name: Centerline Solutions Address: 16035 Table Mountain Parkway Architect Name: Kristopher Scott Address: Address: 16035 Table Mountain Parkway City: Golden State: CO City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Poma-Applications On Line \2011 Applicatiom\Pennit Application Revised - 8.9-11.docx Revised: August 2011 bh Suite Number: Floor: New Tenant: ❑ Yes m ..No ARCHITECT OF RECORD Company Name: Centerline Solutions Company Name: Centerline Solutions Address: 16035 Table Mountain Parkway Architect Name: Kristopher Scott Phone: (303) 993-3293 Fax: Address: 16035 Table Mountain Parkway City: Golden State: CO Zip: 80403 Phone: (303) 993-3293 Fax: Email: kscott@centerlinesolutions.com ENGINEER OF RECORD Company Name: Centerline Solutions Engineer Name: Ryan Guerrero Address: 16035 Table Mountain Parkway City: Golden State: CO Zip: 80403 Phone: (303) 993-3293 Fax: Email: rguerrero@centerlinesolutions.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: N/A Address: City: State: Zip: Page 1 of 4 0 t BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 25,000 Existing Building Valuation: $ 8,888,500 Describe the scope of work (please provide detailed information): Proposed removal of twelve (12) panel antennas and three (3) remote radio units (RRUs) with installation of twelve (12) panel antennas with RET equipment as required, six (6) remote radio units (RRUs), and six (6) remote radio units (RRUs) with built-in A2 modules. Will there be new rack storage? ❑ Yes V.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None 0 Other (specify) No Change Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Materia! 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:Wpplication \foma-Applications On Line \2011 Applications\Pamit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 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: Compact: Handicap: Will there be a change in use? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None 0 Other (specify) No Change Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Materia! 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:Wpplication \foma-Applications On Line \2011 Applications\Pamit Application Revised - 8-9-1 I.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 shed. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: 0 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 ...Bond 0 .. Insurance 0 .. Easement(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 ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) 0 ...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 ❑ ...Sanitary Side 'Sewer ❑ .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or RemoveUtilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation 0 ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation Domestic Water 0 ...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 It FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications'Fonns-Applications On Line \2011 ApplicationsV'ennit 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 figare 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 OAi ORA H D AGENT: Signature: Print Name: Devendra Maharaj Mailing Address: 8210 154th Ave NE Suite 120 H:\Applications\Forttu-Applications On Line ‘2011 Applications\Petmit Application Revised - 8-9-11.docx Revised: August 2011 bh Day Telephone: Redmond City Date: 05/31/2017 (425) 828-1008 WA 98052 State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 625.95 D17-0186 Address: 14220 INTERURBAN AVE S BLDG A A �n: 3365901881 $625.95 DEVELOPMENT $596,36 PERMIT FEE WASHINGTON STATE SURCHARGE TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13946 R000.322.100.00.00 6640.237.114 R000.322.900.04.00 0.00 0.00 0.00 $591.86 $4.50 $29.59 $625.95 Date Paid: Wednesday, March 07, 2018 Paid By: CEDAR INDUSTRIES Pay Method: CHECK 002978 Printed: Wednesday, March 07, 2018 12:01 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $396.25 D17-0186 Address: 14220 INTERURBAN AVE S BLDG A Apn: 3365901881 $396.25 Credit Card Fee $11.54 Credit Card Fee R000.369.908.00.00 0.00 $11.54 DEVELOPMENT ' $384.71 PLAN CHECK FEE R000.345.830.00.00 TOTAL FEES PAID BY RECEIPT: R11889 0.00 $384.71 $396.25 Date Paid: Tuesday, July 11, 2017 Paid By: CENTERLINE SOLUTIONS Pay Method: CREDIT CARD 043852 Printed: Tuesday, July 11, 2017 12:33 PM 1 of 1 CIIIIIIVSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 J17 o/ h t: ProItU2JJ/1Jiie r,/ft Type of Inspection: BOto//G .v1 - Address: /4020 /Ora tie640 4yr_5- Date Called: Special Instructions: ' . Date Wanted: f / (5.77-O2; Requester: /41/60 Phone No: &s3 3011 a y`q pproved per applicable codes. LJ Corrections required prior to approval. MMENTS: gL1e1 I ' -- er242J6P Date: REINSPECT ON FEE QUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dt 1 rVi V VG Project: Lf �- _o s7^�1 .�C. LL`�D x/19 V T of�Insp�c\ NI dd, 1144 1 NIS FAL Acid: . v Lrel. S FAC -I C.ei-y Date Called: `l Special Instructions: 1 Date Wanteld: ��+ a.m. 1422 D ��i 7 e -:s / BL,[ `t Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Ivz) ek.1/4) c tcl; 116e0 hwe F,rc REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: July 3, 2017 Martin Graham Verizon Wireless 3245 158th Avenue MS 231 Bellevue, WA 98008 Subject: Carrier Designation: Engineering Firm Designation: Site Data: Structure Information: Dear Mr. Martin Graham, REVIEWED FOR BODE COMPLIANCE APPROVED IJi1L 2 4.2011 City of Tukwila Verizon Wireless Antenna Modification Carrier Site Name: ;'CENTERLINE SOLUTIONS Centerline Solutions 16035 Table Mountain Pkwy. Golden, CO 80403 P: 303-993-3293 CenterlineSolutions.com INTERRUB Centerline Solutions Designation: VER -17-0003-7 14240 Interurban Ave S, Tukwila, King County, WA, 98168 Latitude 47°28'34.37" Longitude -12215'24.45" Roof Height: Mount Elevation: Mount Type: 31.5ft Building 33.5ft Wall Mount LE Centerline Solutions is pleased to submit this "Mount Structural Analysis Report" to determine the structural integrity of the Verizon Wireless antenna mounting system with the proposed appurtenance and equipment addition on the abovementioned supporting tower structure. Analysis of the existing supporting building structure is to be completed by others and therefore is not part of this analysis. Analysis of the antenna mounting system as a tie -off point for fall protection or rigging is not part of this document. Based on this analysis, it has been determined that the structural capacity of the antenna mounting system that will support the existing and proposed loading to be: Wall Mount (typical) Sufficient Capacity This analysis was completed in accordance with the IBC 2015, the TIA-222-G-4 standard, Washington State Building Code, and the Tukwila Municipal Code. The nominal 3 -second gust wind speed used for analysis is 85mph (equivalent to 109mph V„ n). This analysis reflects the effects of exposure category B, structure class II, and topographic category 1 with a crest height of Oft. All new antennas and equipment shall be placed on the structure as shown in the drawings issued by this office. We at Centerline Solutions appreciate the opportunity of providing our continuing professional services to you and Verizon Wireless. If you have any questions or need further assistance on this or any other projects, please give us a call. Mount structural analysis report prepared by: Jacob Leavengood, EIT Respectfully Submitted by: Ryan Guerrero, PE Structural Engineering Manager 303.993.3293 x1447 07/03/2017 rguerrero@centerlinesolutions.com Centerline Solutions - Mount Structural Analysis Report - Version 2.0 RECEIVED CITY OF TUKINILA JUL 1 1 2017 PERMIT CENTER Drl• olefge Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Loading. Information Table 2 -Existing and Reserved Equipment Loading Information 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Mount Component Stresses vs. Capacity 4.1) Recommendations 4.2) General Notes 5) APPENDIX A Wire Frame and Rendered Models 6) APPENDIX B Software Input Calculations 7) APPENDIX C Software Analysis Output 8) APPENDIX D Additional Calculations 9) APPENDIX E Site Supporting Documentation Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 2 Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 1) INTRODUCTION At the request of Verizon Wireless, Centerline Solutions, LLC has analyzed the existing structure including all proposed and existing Toads as listed in section 2 of this report. This analysis has been completed in accordance with all applicable codes and standards as required by the local jurisdiction. If any of the provided information or assumptions incorrectly represents this mount Centerline Solutions must be notified immediately to evaluate the significance of the discrepancy. The existing mounts are wall mounts connected to the supporting parapet wall at 33.5ft. The supporting structure is a 31.5ft building. 2) ANALYSIS CRITERIA The structural analysis was performed in accordance with the requirements of TIA-222-G-4 Structural Standard for Antenna Supporting Structures and Antennas. The nominal 3 -second gust wind speed used for this analysis is 85mph (equivalent to 109mph Vu„) with no ice, 30mph with 0.25in design ice thickness escalated with height. Per TIA-222-G-4 section 2.6.4, ice Toads may be ignored since the design ice thickness is less than or equal to 0.25in. This analysis reflects the effects of exposure category 8, structure class II, and topographic category 1 with a crest height of Oft. The site short period seismic spectral response, SS is 1.472g. Table 1 - Proposed Equipment Loading Information Mounting Level (ft) Appurtenance Centerline (ft) Number Manufacturer Model Mount Type Note 33.5 39.179 6 Amphenol MX08FIT845-02 Pipe 1 33.5 40.233 6 Amphenol QUAD456W0000G Pipe 1 33.5 33.5 6 Typ. RRUS-11 B13 Pipe 33.5 33.5 3 Typ. RRUS-32 Pipe r --� 33.5 33.5 3 Typ. RRUS-32 B66A Pipe 33.5 10.1-,-- 33.5 6 Typ. RRUS-12 B5 Pipe { — 1. Appurtenance Centerline determined from antenna geometry and antenna tip height of 43' shown in Construction Drawings by Centerline Solutions dated 03/07/2017 Table 2 - Existing and Reserved Equipment Loading Information Mount Centerline (ft) Appurtenance Centerline (ft) Number Manufacturer Model Mount Type Note 33.5 33.5 -J 3 1 Raycap RHSDC-1064-PF-48 1 Wall — 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Source Reference Date Construction Drawings Centerline Solutions VER -17-0003-7 06/28/2017 RFDS Verizon Wireless 76857 06/01/2017 Site Walk Photos Centerline Solutions VER -17-0003-7 02/24/2017 Structural Analysis Vector Engineers U1194-339-141 09/25/2014 Construction Drawings Vector Engineers CPM Project No. 5406 07/30/2014 Structural Analysis Cornerstone Engineering 12 -06108 -REV 2 04/08/2013 Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 3 Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 3.1) Analysis Method RISA -3D (Version 15.0.2), a commercially available analysis software package, was used to create a three- dimensional model of the antenna mounting system and calculate member stresses for various load cases. Selected analysis output is included in Appendices of this report 3.2) Assumptions 1) The antenna mounting system was properly fabricated, installed, and maintained in good condition in accordance with its original design, manufacturer's specifications, and all applicable codes and standards. 2) The configuration of antennas, mounts, and other appurtenances, are as specified in Tables 1 and 2 and the referenced drawings. 3) All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. 4) Steel grades have been assumed as follows: Channel, Solid Round, Angle, Plate ASTM A36 (GR 36) HSS (Rectangular) ASTM 500 (GR B-46) Pipe ASTM A53 (GR 35) Connection Bolts ASTM A325 Threaded Rods ASTM A36 (GR 36) This analysis may be affected if any assumptions are not valid or have been made in error. Centerline Solutions should be notified to determine the effect on the structural integrity of the antenna mounting system. 4) ANALYSIS RESULTS Table 4(a) - Mount Component Stresses vs. Capacity (Wall Mount, Alpha Sector' Notes Component Mount Centerline (ft) Capacity2 (%) Pass / Fail F Antenna Pipe f 3.5" Std Pipe ; 33.5 30.8 26.4 Pass i Wall Bracket { L4x4x1/2" [ 33.5 7 I Pass ' Anchor Connection Hilti Kwik Bolt TZ — 5/8" SS 316 r (4" Embedment) 33.5 76.0 Pass Structure Rating (max from all components) = 76.0% Sufficient Notes: 1) All sectors are typical. 2) See additional documentation in "Appendix C - Analysis Output" for calculations supporting the percent capacity. Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 4 Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 4.1) Recommendations The proposed mounts are adequate to support the proposed loads in all sectors. New 11 ft. long, 3.5in. Std. antenna mount pipes shall be installed to support the new antennas. All U -Bolts that are loosened or removed may NOT be reused and shall be replaced with new 36ksi minimum U -Bolts with matching flat washers, lock washers, and heavy hex nuts. It is assumed that all modifications required by the Vector Engineers', Structural Analysis dated 09/25/2014 and Construction Drawings dated 07/30/2014 have been installed and maintained per industry standards. If these modifications have not been installed and maintained per industry standards, Centerline Solutions shall be notified and no new loads shall be placed on the structure. The connection of the parapet wall with the roof structure has been analyzed in the Structural Analysis completed by Vector Engineers dated 09/25/2014. The loading change requested by Verizon Wireless results in a decrease in reactions caused at the mount to parapet wall connection. The roof and parapet wall are adequate to support the proposed Toads in all sectors. 4.2) General Notes Centerline Solutions performed this structural analysis of the mounting pipes at which the antennas and equipment attach. These structures are assumed to have been properly constructed and designed in accordance with all applicable codes and standards. For the purpose of this analysis it is assumed that the existing structure is properly maintained per the TIA standard and manufacturer specifications, and is in good condition free of any defects, deterioration, discrepancies, and/or damage. The scope of this analysis is limited to the carrying capacity of the structural members referenced within the calculations of this report. The General;Contractor shall verify the existing dimensions, member sizes, connections, and conditions prior to commencing any work. Any discrepancies or defects shall be called to the attention of Centerline Solutions and shall be resolved before proceeding with the work. A contractor experienced in installation procedures and loading should provide temporary bracing, if necessary, for the structure and structural components until all final connections have been completed in accordance with the plans. Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 5 • Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 APPENDIX A WIRE FRAME AND RENDERED MODELS Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 6 4 Y Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK - 1 July 3, 2017 at 12:23 PM VER -17-0003-7 SEA INTERRUB_R... Page 1 Loads: LC 2, 1.2D+1.6Wo - 0 Deg -.088k Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -2 July 3, 2017 at 12:23 PM VER-17-0003-7_SEA INTERRUB R... Page 2 a z x Loads: LC 3, 1.2D+1.6Wo - 30 Deg -.088k Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK - 3 July 3, 2017 at 12:23 PM VER -17-0003-7 SEA INTERRUB_R... Page 3 Y Loads: LC 4, 1.2D+1.6Wo - 60 Deg -.088k Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -4 July 3, 2017 at 12:23 PM VER-17-0003-7_SEA INTERRUB_R... Page 4 Y 2 X. Loads: LC 5, 1.2D+1.6Wo - 90 Deg -.088k Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -5 July 3, 2017 at 12:24 PM VER -17-0003-7 SEA INTERRUB_R... Page 5 Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7. SEA INTERRUB SK -6 July 3, 2017 at 12:24 PM VER -17-0003-7 SEA INTERRUB_R... Page 6 Section Sets 3.5" Std Pipe RIGID Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -7 July 3, 2017 at 12:24 PM VER -17-0003-7 SEA INTERRUB_R... Page 7 z x Member Length (in) Displayed Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -8 July 3, 2017 at 12:24 PM VER -17-0003-7 SEA INTERRUB R... Page 8 Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 APPENDIX B SOFTWARE INPUT CALCULATIONS Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 7 CENTERLIs.. NE Mount Analysis: Software Input Calculations Design Loads: Mount Analysis/Design (A/D): Wind Load Factor, Design Wind: Wind Load Factor, Iced Conditions: Wind 3 -Sec Gust, Design Speed: Wind 3 -Sec Gust, Iced Speed: Elevation (Antenna Centerline): Structure Class: Exposure: Topographic Category: Crest Height (in ft): 3 or 4 Sided Lattice Tower (y/n): Gust Effect Factor: Wind Direction Factor, Kd: Importance Factor, I: Velocity Pressure Coefficient, Kz: Topographic Factor, Kzt: Design Ice Thickness: Escalated Ice Thickness: *Per TIA 2.6.4, ice loads may be Seismic Properties: Seismic Load Factor: Total Height of Structure: Component Importance Factor: Site Soils Classification: Response Modification Coefficient: Amplification Factor: Seismic Spectral Responses: From USGS Design Maps: Acceleration -Based Site Coefficient: Velcoty-Based Site Coefficient: Seismic Design Category: 16035 Table Mountain Pkwy Golden, CO 80403 P: 303-993-3293 / F: 303-993-3019 MAE. "A" WE 1.6 TIA 2.3.2 Wi=1.0 VE 85 mph (Equivalent to 109mph Vult) Vi = 30 mph (Equivalent to 39mph Vult) Z = 40.233 ft Class= "II" ExpE "B" Topo E"1" H=0 Lattice = "n" G=1 kd:= 0.85 I=1 k=0.762 K, =1 ti -a 0.25 in tiz = 0.51 in TIA 2.6.8 ignored if design ice thickness is less than or equal to 0.25in. TIA Table 2-1 TIA 2.6.5.1 TIA 2.6.6.2 TIA 2.6.9 TIA Table 2-2 TIA Table 2-3 TIA 2.6.5.2 TIA 2.6.6.4 TIA Annex B • E=1.0 hstracture = 31.5 ft IP=1.0 SC - "D" RE2.5 a=1.0 SsE 1.472 S1= 0.550 Fa:=SMS=1 Ss F„ := S 1 =1.502 SDC = "D" ASCE 7-10 13.1.3 TIA Table 2-11 ASCE 7-10 Table 13.6.1 ASCE 7-10 Table 13.6.1 SMs=1.472 SM1= 0.826 SDS 0.982 SD1- 0.550 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Tables 11.6.1 and 11.6.2 Checkseis,,,,u=1 E if (Ss <1 , "Ignore Seismic Effects" , "Calculate Seismic Loads") Checkse „ic1= "Calculate Seismic Loads" TIA 2.7.3 )CENTE RLINE Appurtenance Details: Appurt 1: 1/1E-95.9 in w1-15.4 in d1-10.7 in Profile1-"f' wtiE73.0lbf EPA1=14.094 ft2 Appurt 2: h2 E 66.4 in w2 -16.0 in d2-3.9 in Profile2="f wt2 E 59.0 lbf EPA2=9.628 ft2 Appurt 3: h3 E. 27.6 in w3-18.5 in d3 - 7.5 in Profile3-"f' wt3 - 58.0 Of EPA3=4.255 ft2 Appurt 4: h4=13.6 in W4 -10.2 in d4-8.2 in ProfileoE"f' wt4 E 8.9 lbf EPA4=1.156 ft2 Antenna: MX08FIT845-02 Qty. Per Sector: 2 Profile Round or Flat (r/f) Antenna: QUAD456W0000G Qty. Per Sector: 2 Profile Round or Flat (r/f) RRU: Typ Qty. Per Sector: 4 Profile Round or Flat (r/f) OVP: RHSDC-1064-PF-48 Qty. Per Sector: 1 (Wall mounted) Profile Round or Flat (r/f) Member Properties (Pipe): Total Length: /pipe -144 in Diameter: ODpip-4.0 in Unit Weight: wtpi-9.12 plf 16035 Table Mountain Pkwy Golden, CO 80403 P: 303-993-3293 / F: 303-993-3019 (Only the largest pipe on the mount is shown for clarity. All members have been considered.) Velocity Pressure. qz: Velocity Pressure, Design Speed: qz := 0.00256. kz • Kzt • kd • V2 • I • ps f =11.978 psf Appurtenance Forces. F (Design Speed): Appurt 1 Force: Appurt 2 Force: Appurt 3 Force: Appurt 4 Force: Pipe Force: F1:=gz•G•EPA1=168.818 lbf F2:=gz•G•EPA2=115.323 lbf F3:=gz•G•EPA3=50.966 lbf F4:=gz•G•EPA4=13.846 lbf Fr := qz • G • EPAppe= 57.494 lbf • *CENTERLINE Factored Appurtenance Forces. F (Design Speed): Appurt 1 Factored Force: Appurt 2 Factored Force: Appurt 3 Factored Force: Appurt 4 Factored Force: Factored Pipe Force: Seismic Appurtenance Forces, Fs: Calculated Unit Seismic Design Force ASCE 7-10 Eqs. 13.3-1 to 13.3-3 Minimum Unit Seismic Design Force: Maximum Unit Seismic Design Force: Unit Seismic Design Force: Appurt 1 Force: Appurt 2 Force: Appurt 3 Force: Appurt 4 Force: Pipe Force: Factored Seismic Appurtenance Forces. Appurt 1 Factored Force: Appurt 2 Factored Force: Appurt 3 Factored Force: Appurt 4 Factored Force: Factored Pipe Force: WF1:= W • F1= 270.109 lbf WF2:=W •F2=184.516 lbf WF3:=W•F3=81.545lbf WF4:=W • F4=22.154 lbf WFp:=W • Fp= 91.99 lbf 0.4 a•SDs•Ip ( ( f3C:= (1+2 R (h))=o.558 z fs_min:=0.3 SDs•Ip=0.295 fs_max :=1.6 • SDs • Ip =1.571 f 3:= min (f s_max , max (f s_calc , fs_man)) = 0.558 F31:=fs • wt1= 40.769 lbf 1"n= f3 • wt2 = 32.95 lbf F33 :=f3 • wt3 = 32.392 lbf Fs4:=f3 • wt4 = 4.97 lbf Fsp:= fs•wtpi,e• 1ppe=61.12 lbf Fs: EFs1:=E•F31=40.769 lbf EFs2 := E • FF2 = 32.95 lbf EFs3:=E•F33=32.392 lbf EFs4:=E•Fs4=4.97lbf EF3p:=E•Fsp=61.12 lbf Checkse1:= if (EFs1 <0.5 • WF1i "Wind Load Governs" , "Apply Seismic Loads") Checkse mice = "Wind Load Governs" TIA 2.7.3 16035 Table Mountain Pkwy Golden, CO 80403 P: 303-993-3293 / F: 303-993-3019 Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 APPENDIX C SOFTWARE ANALYSIS OUTPUT Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 8 Member Code Checks Displayed (Enveloped) Results for LC 1, 1.4D Code Check (Ern) Na Calc > 1.0 .90-1.0 .75.90 .50-.75 0.-.50 Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK - 9 July 3, 2017 at 12:24 PM VER-17-0003-7_SEA INTERRUB R... Page 9 Y . Z X Member Shear Checks Displayed (Enveloped) Results for LC 1, 1.4D Shear Check (Ern) No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK - 10 July 3, 2017 at 12:24 PM VER -17-0003-7 SEA INTE RRUB_R... Page 10 IbRISA Company : Centerline Solutions Designer : Jacob Leavengood, EIT Job Number : VER -17-0003-7 Model Name : SEA INTERRUB July 3, 2017 12:25 PM Checked By. Hot Rolled Steel Section Sets Label Shape Type Design List Material 1 3.5" Std Pipe PIPE 3.5 None None A53 Gr.B Envelope Joint Reactions Design ... A [in2] lyy [in41 Izz [in4 J [in4] 4.52 1 4.52 Typical 2.5 9.04 1 2 3 4 Joint N5 max min N3 max min rx[k] -.508 .017 -.017 LC 5 11 5 11 Y[k] 0 -.001 (.407) 349 LC 1 2 1 5 Z [k] 2.754 (-3.10) 2.573 -2.223 LC 2 8 8 2 MX [k -ft] 0 0 0 0 LC 1 1 1 1 MY [k -ft] (g) -.254 .008 -.008 LC 5 11 5 11 MZ [k -ft] (2.37) -2.373 .003 -.003 LC 11 5 11 5 5 Totals: max .525 5 .408 1 .531 2 6 min -.525 11 .349 3 -.531 8 Envelope Member Section Stresses Member Sec AAallksil LC v Shear[... LC z Shear[... LC y-Top[ksil LC y- 1 M3 1 max 0 1 0 1 0 2 0 1 0 1 0 1 1 0, v� 1 2 min 0 1 0 1 0 8 0 1 0 1 0 1 0 1 3 2 max .116 1 .337 11 .343 2 8.47 5 8.47 11 8.617 8 8.617 2 4 min .1 2 -.337 5 -.342 8 -8.47 11 -8.47 5 -8.617 2 -8.617 8 5 3 max .069 1 .18 11 .184 2 3.255 5 3.255 11 3.316 8 3.316 2 6 min .06 3 -.18 5 -.184 8 -3.255 11 -3.255 5 -3.316 2 -3.316 8 7 4 max .055 1 .08 11 .082 2 .659 5 .659 11 .671 8 .671 2 8 min .047 3 -.08 5 -.082 8 -.659 11 -.659 5 -.671 2 -.671 8 9 5 max .041 1 0 11 0 2 0 1 0 1 0 1 0 1 10 min .035 3 0 5 0 8 0 1 0 1 0 1 0 1 Envelope AISC 14th(360-10): LRFD Steel Code Checks 1 Member Shape Code Check Loc[in LC Shear ...Loc[in Dir LCphi*Pnc ...phi*Pntp jk] hi*Mn y..phi*Mn z..,Cb Eqn 15 1 2 .111 15 1 81p43.784 78.75 1 7.954 1p 7.954 M3 PIPE 3.5 .308 1 H1 -1b RISA -3D Version 15.0.1[S:\...\...\...\...\...\...\...\...\...\...\VER-17-0003-7_SEA INTERRUB_RISA_07.03.2017.r3d] • Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 APPENDIX D ADDITIONAL CALCULATIONS Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 9 CENTERLINE Mount Analysis: Additional Calculations Risa Output (Governing Load Case - LC9): Max X Reaction (shear): Max Y Reaction (shear): Max Z Reaction (tensile): Max Moment X: Max Moment Y: Max Moment Z: Bolt Properties: Bolt Diameter: Bolt Model: Bolt Area: Number Bolts: Vertical Bolt Spacing (c/c): Horizontal Bolt Spacing (c/c): Rx -a 0.508 kip Rya- 0.407 kip Rz-3.104 kip Mx - 0.000 kip • ft My -0.254 kip• ft Mz-2.373 kip• ft Thabolt = 0.625 in "Hilti Kwik—Bolt—TZ SS 316" Abort= 0.30,7 in 2 Nbolt = 2 dbolt4,=0 in dbolt x 12 in 16035 Table Mountain Pkwy Golden, CO 80403 P: 303-993-3293 / F: 303-993-3019 Hilti Kwik -Bolt TZ - SS 316 5/8 (4) Anchors have been checked using the Hilti Profis Anchor 2.7.2 Software. The angle connection has been analyzed using RISA. All anchors and plates are sufficient as seen in the following printouts. www.hilti.us 10111.T1 Profis Anchor 2.7.3 Company: Centerline Solutions Specifier: Jacob Leavengood, EIT Address: 16035 Table Mountain Parkway Phone I Fax: E -Mail: Page: 1 Project: SEA INTERRUB Sub -Project I Pos. No.: VER -17-0003-7 Date: 7/3/2017 Specifiers comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: no profile Base material: Reinforcement: Kwik Bolt TZ - SS 316 5/8 (4) her = 4.000 in., h„o,,, = 4.438 in. AISI 316 ESR -1917 6/1/2016 1 5/1/2017 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.625 in. IX x 1, x t = 14.500 in. x 5.000 in. x 0.625 in.; (Recommended plate thickness: not calculated SAFE WIT cracked concrete, 3000, fc' = 3000 psi; h = 7.250 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [kip, ft.kip] CO z 2.373 x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hill AG, FL -9494 Schaan Hilti is a registered Trademark of Hifi AG, Schaan • www.hilti.us Profis Anchor 2.7.3. Company: Centerline Solutions Specifier: Jacob Leavengood, EIT Address: 16035 Table Mountain Parkway Phone I Fax: E -Mail: Page: 2 Project: SEA INTERRUB Sub -Project I Pos. No.: VER -17-0003-7 Date: 7/3/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2.898 2.106 0.254 -2.090 2 2.708 2.510 0.254 2.497 max. concrete compressive strain: 0.18 [%o] max. concrete compressive stress: 1 [ksi] resulting tension force in (x/y)=(-0.203/0.000): 5.606 [kip] resulting compression force in (x/y)=(0.763/-2.326): 2.502 [kip] 3 Tension Toad Load Nua [kip] Steel Strength* 2.898 Pullout Strength* 2.898 Concrete Breakout Strength** 5.606 'anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Naa = ESR value $ Naa 2 Nua Variables Ase,N [in.2] refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-1) futa [ksi] 0.16 Calculations Naa [kip] 17.880 Results Naa [kip] 17.880 115 W steel 3.2 Pullout Strength •Npn,t = NP 2500 2500 Npn.f. Z Nua Variables f' [psi] 0.750 4, Naa [kip] 13.410 refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-1) Npzsoo [kip] 3000 Calculations c 2500 1.095 Results Non.G [kip] 6.397 5.840 $ concrete 0.650 4) NMI, [kip] 4.158 Nua [kip] 2.898 Nua [kiP] 2.898 Capacity $ Nn [kip] 13.410 4.158 9.366 Compression Utilization oN = Nua/$ Nn 22 70 60 Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.3 Company: Centerline Solutions Specifier: Jacob Leavengood, EIT Address: 16035 Table Mountain Parkway Phone I Fax: E -Mail: Page: 3 Project: SEA INTERRUB Sub -Project I Pos. No.: VER -17-0003-7 Date: 7/3/2017 3.3 Concrete Breakout Strength Ncb9 — (t) W ec,N W ed,N W c,N W cp,N Nb 4) Nees 2 Nu* ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco =9her 1 WecN = 1+2eN 551.0 3 het/ Wed.N=0.7+0.3 (�a,mint)51.0 1.5he = MAX_aL n 1_ .5het) 5 1.0 (�Cac ' bac = kc a, heir W cp,N Nb Variables her [in.] - ecl,N [in.] ec2.N [in.] 4.000 0.203 0.000 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Ca,min [in.] W c,N ^a 1.000 Cac [in.] ke a, fc [psi] 8.875 17 1 3000 Calculations Arfc [in.2] 288.00 Results Nog [kip] 14.410 ANc0 [in.2] 144.00 concrete 0.650 W ecl.N 0.967 W ec2,N Ncbg [kip] 9.366 1.000 Nua [kip] 5.606 W ed,N W cp,N 1.000 1.000 Nb [kip] 7.449 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.3 Company: Centerline Solutions Specifier: Jacob Leavengood, EIT Address: 16035 Table Mountain Parkway Phone I Fax: E -Mail: Page: 4 Project: SEA INTERRUB Sub -Project I Pos. No.: VER -17-0003-7 Date: 7/3/2017 4 Shear load Load Vua [kip] Steel Strength* 2.510 Steel failure (with lever arm)* N/A Pryout Strength* 2.510 Concrete edge failure in direction ** N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value q Vsteel > Vua Variables Ase,v [in•21 refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-2) futa [ksi] .0.16 Calculations V. [kip] 9.872 Results Vsa [kip] 9.872 115 W steel 0.650 4) Vsa [kip] 6.417 Vua [kip] 2.510 Capacity 0 Vn [kip] 6.417 N/A 10.429 N/A 4.2 Pryout Strength Vcp = kcp [(s.) W ed,N W c,N W cp,N Nb] ACI 318-08 Eq. (D-30) 0 Vcp >_ Vua ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 her ACI 318-08 Eq. (D-6) 1 W ec,N = (1 + e 5 1.0 ACI 318-08 Eq. (D-9) 3her tlf ed,N = 0.7 + 0.3 (Ca'n"n) 5 1.0' ACI 318-08 Eq. (D-11) 1.5hef W cp N = MAX (Cyln. 1.5herl 5 1.0 ACI 318-08 Eq. (D-13) Cac . Cac j Nb = kc X AITc hef5 ACI 318-08 Eq. (D-7) Variables kcp her [in.] ec1,N [in.] ea,N [in.] cam*, [in.] 2 4.000 0.000 0.000 c,N Cac [in.] kc a, fc [psi] 1.000 8.875 17 1 3000 Calculations ANc[in 2] ANco [in.2] W eel ,N W ec2,N W ed,N 144.00 144.00 1.000 1.000 1.000 Results Vcp [kip] 4 concrete (I) Vcp [kip] Vua [kiP] 14.898 0.700 10.429 2.510 Utilization ov = Vua/� Vn 40 N/A 25 N/A W cp.N 1.000 Status OK N/A OK N/A Nb [kip] 7.449 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.3 Company: Centerline Solutions Specifier: Jacob Leavengood, EIT Address: 16035 Table Mountain Parkway Phone I Fax: E -Mail: Page: 5 Project: SEA INTERRUB Sub -Project I Pos. No.: VER -17-0003-7 Date: 7/3/2017 5 Combined tension and shear loads RN Rv C Utilization i3N,V [%1 Status 0.697 0.391 5/3 76 OK NV = A +0/<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The' factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1■■11101r1 Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Centerline Solutions Jacob Leavengood, EIT 16035 Table Mountain Parkway Page: Project: Sub -Project I Pos. No.: Date: 6 SEA INTERRUB VER -17-0003-7 7/3/2017 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.625 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions 7.1 Recommended accessories Drilling Cleaning Anchor type and diameter: Kwik Bolt TZ - SS 316 5/8 (4) Installation torque: 0.060 ft.kip Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 6.000 in. for use is required. Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit A 7.250 • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer 7.250 0 1 J N O O N 2 O O N 1.250 12.000 1.250 Coordinates Anchor in. Anchor x y 1 -6.000 0.000 2 6.000 0.000 c -x c,x C -Y c.y Fox Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1■■111.T1 Profis Anchor 2.7.3 Company: Centerline Solutions Specifier: Jacob Leavengood, EIT Address: 16035 Table Mountain Parkway Phone I Fax: E -Mail: Page: 7 Project: SEA INTERRUB Sub -Project I Pos. No.: VER -17-0003-7 Date: 7/3/2017 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK - 1 July 3, 2017 at 12:28 PM VER-17-0003-7_SEA INTERRUB R... Page 1 Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -2 July 3, 2017 at 12:29 PM VER -17-0003-7 SEA INTERRUB_R... Page 2 N14 N25 N18 4110 N3 Section Sets 3.5" Std Pipe L5x5x518 • L4x4x112 RIGID Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -3 July 3, 2017 at 12:30 PM VER -17-0003-7 SEA INTERRUB_R... Page 3 Member Length (in) Displayed Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -4 July 3, 2017 at 12:30 PM VER -17-0003-7 SEA INTERRUB_R... Page 4 Member Code Checks Displayed (Enveloped) Results for LC 1, 1.40 425 N18 f N10 N3 Code Check (Env) No Calc 1.0 .90-1.0 .75-.90 .50-.75 0..50 Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK - 5 July 3, 2017 at 12:31 PM VER-17-0003-7_SEA INTERRUB_R... Page 5 Y 2 X N29 Member Shear Checks Displayed (Enveloped) Results for LC 1, 1.4D 125 N18 N3 Shear Check (es) No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Centerline Solutions Jacob Leavengood, EIT VER -17-0003-7 SEA INTERRUB SK -6 July 3, 2017 at 12:31 PM VER-17-0003-7_SEA INTERRUB_R... Page 6 Company : Centerline Solutions hIRISADesignr Jacob Leavengood, EIT Model Namer : VER -17-0003-7 SEA INTERRUB July 3, 2017 12:32 PM Checked By." Hot Rolled Steel Section Sets Label Shape T 1 3.5" Std Pipe PIPE 3.5 None None A53 Gr.B Typical 2.5 4.52 4.52 9.04 2 L5x5x5/8 L5x5x10 None None A36 Gr.36 Typical 5.9 13.6 13.6 .792 3 . L4x4x1/2 L4x4x8 None None A36 Gr.36 Typical 3.75 5.52 5.52 .322 Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code Check Loc[inl LC Shear ...Loc(inl Dir LCphi'Pnc phi*Pnt [klphi'Mn y phi" 1 M4 L5x5x10 .034 13.141 9 .110 10.271 y 9 188.947 191.16 10.927 24.733 1•••• H2-1 2 M5 L5x5x10 .026 13.141 9 .122 10.271 y 9 188.947 191.16 10.927 24.733 1.2 H2-1 3 M10 L4x4x8 .066 • 4.5 9 .264 4.5 y 9 120.643 121.5 5.48 12.575 1.... H2-1 4 M11 L4x4x8 .054 4.5 9 .204 4.5 y 4 120.643 121.5 5.48 12.575 1.... H2-1 RISA -3D Version 15.0.1[S:\...\...\...\...\...\...\...\...\...\...\VER-17-0003-7_SEA INTERRUB_RISA_07.03.2017_ANGLE.r3d] Wall Mount - Mount Structural Analysis Report July 3, 2017 Project Number: VER -17-0003-7 APPENDIX E SITE SUPPORTING DOCUMENTATION Centerline Solutions - Mount Structural Analysis Report - Version 2.0 Page 10 3/10/2017 :IlillUSGS Design Maps Summary Report User -Specified Input Design Maps Summary Report Report Title SEA Interrub Fri March 10, 2017 19:54:43 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.47622°N, 122.25679°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III fli/UtylqVAL i UBI4AR NE - • RASE Buri en. 1. V short A SEA Th 4 TACOIrkt 1N TL ARRPOR T BOEING FLDXING 0INTL RENON MUNI MPORtin :i i $ ( -joesJMoines, %\ Z'--- 1 USGS-Provided Output SS = 1.472 g S1 = 0.550 g SMS = 1.472 g SMI = 0.826 g en ton a. - 1 ,.' Fal ssaqual" 4 1- Maple ��cb l� • S0S = 0.982 g SDI = 0.550 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEF Response Spectrum °CS"C I RC5u *715C S:CCtru`71 Rentd. r Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https J/earthquake. us gs. gov/c n2/des i gnm aps/us/s um m ary. php?tem pl ate= m i ni m a181 ati tude= 47.476215&1 ongi lode= -122.2567938.s i teclas s = 3&r i s k category= 0&ed... 1/1 VECTOR E t1 G 1 (1 E ER S Project Number: U1194-339-141 September 25, 2014 Cascadia PM, LLC 3322 South Bay Road NE Olympia, WA 98506 ATTENTION: Bryan Underhill REFERENCE: Interrub 14240 Interurban Ave. S, Tukwila, WA 98168 Structural Review for Proposed Equipment and Generator Installation Dear Bryan, Per your request, we have reviewed the construction drawings prepared by your office for the proposed installation of: seven equipment cabinets on a new screened equipment platform on the rooftop of the existing building, twelve antennas, twelve RRU's and three surge suppressors attached to the concrete parapet wall of the existing building, and one generator on a new slab on grade. In addition, we have reviewed structural as -built drawings prepared by Lance Mueller & Associates Architects (Fairway Center, Dated: April 11, 1989) of the existing building structure. Please be advised as follows: Based upon our calculations and review of the documents noted above, we conclude that the proposed screening, platform, antenna mounts and concrete slab on grade, as detailed on the construction drawings, are adequate to support the loads associated with the proposed equipment. Supporting calculations for the loading on the proposed screening and antennas and for the design of the supporting platform and antenna mounts, and their connection to the existing structure are attached. In addition, calculations are provided for the analysis of the existing rooftop structure and parapet wall for the proposed equipment and antenna loads. We conclude that the existing glulam roof beams and supporting steel columns and foundation are adequate to support the proposed loads associated with the equipment cabinets and platform. We also conclude that the existing parapet wall is adequate to support the loads associated with the proposed antennas, RRU's and surge suppressors. However, the connection of the parapet wall to the roof diaphragm at the antenna locations is not adequate to support the proposed antenna loads. The diaphragm is to be retrofitted as detailed on the construction drawings. The recommendations above are provided based upon calculations prepared by our office and information the client provided. A representative from Vector has not visited the site. The analysis and conclusions described above are based on the assumption that the structure was properly designed and constructed. Vector Structural Engineers makes no claim as to the correctness of the original design or the current condition of the structure, which is assumed to be in good condition, free of damage or deterioration. The contractor shall notify Vector Structural Engineers immediately should any damage, deterioration or discrepancies between the as -built condition of the existing structure and the assumed condition described in this report and on the construction drawings be found. Vector Engineers 1 9138 S. State St., Suite 101, Sandy, UT 84070 - Ph: 801.990.1775 Fax: 801.990.1776 Page 2 of 65 U1194-339-141 Interrub We hope this meets your needs. If you have any further questions regarding this matter, please call this office at your convenience. Very truly yours, VECTOR STRUCTURAL ENGINEERING Roger T. Alworth, S.E. 9-25-14 Principal RTA/amw Enclosures Exp. 1/27/16 WA certificate of authorization: 2202 %YECTOR E R G 1 11 E ER S PROJECT: INTERRUB Page 3 of 65 JOB NO.: U1194-339-141 DESIGNED: AMW DATE: 07/22/14 CHECKED: BDV Design Criteria: Code: Structural design is based on the International Building Code, 2012 Edition Wind: Basic wind speed = 110 mph (3 -second gust) per the ASCE 7-10 standard Risk category: 11 Wind exposure: B Seismic: Seismic loads are based on the International Building Code, 2012 Edition Seismic importance factor, I = 1 Risk category: 11 Mapped spectral response accelerations: Ss = 1.472g Si = 0.55g Site class: D Spectral response coefficients: SDS = 0.981g SDI = 0.55g Seismic design category: D Basic seismic -force -resisting -system: Response modification factor, R = 6.5 Analysis procedure: Equivalent lateral force General Notes: 1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. 3 These calculations are limited to the structural members shown in these calculations only. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. Structural Steel: 1 All structural steel code checks based on the AISC, 13th Edition per the ASCE 7 standard 2 All steel pipe to be per ASTM A53 GR. B (35 KSI), U.N.O. 3 All steel round tubes (HSS) to be per ASTM A500 GR. B (42 KSI), U.N.O. 4 All steel rectangular tubes (HSS) to be per ASTM A500 GR. B (46 KSI), U.N.O. 5 All steel wide flange shapes to be per ASTM A992 (50 KSI), U.N.O. 6 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 7 All bolts for steel -to -steel connections shall be per ASTM A325N, U.N.O. 8 All bolted connections shall be tightened per the "tum -of -nut" method as defined by AISC. 9 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) D1.1 10 All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM A153 standards, thoroughly coated with a rust inhibitive red oxide primer, or otherwise protected as noted on the structural drawings. %+IECTOR E n G I rl E E R S Page 46 of 65 JOB NO.: U1194-339-141 DESIGNED: AMW DATE: 07/22/14 CHECKED: BDV PROJECT: INTERRUB SUBJECT: Design Wind Loads on Other Structures DESIGN WIND LOADS ON OTHER STRUCTURES: (Chimneys, Tanks, Rooftop Equipment, & Similar Structures) Label: Wind Pressure - Generator INPUT DATA: Basic Wind Speed, V [mph]: 110 Exposure Category: B Structure: , Cross -Section: Square Height, h [ft]: 7.7 Width, D [ft]: 3.1 Length, L1 [ft]: 7.0 Average Elevation, z [ft]: 5.2 For Non -Rooftop, Flexible Structures, (if n 1 < 1 Hz): Depth, L [ft]: Natural Frequency, n 1 [Hz]: Damping Ratio, 13: 0.005 Rooftop Structure? No Supporting Structure (of Rooftop Structure): Height, H [ft]: Width, B [ft]: Length, L2 [ft]: For Flexible Supporting Structures, (if n 1 < 1 Hz): Depth, L [ft]: Natural Frequency, n 1 [Hz]: Damping Ratio, a: DESIGN SUMMARY: Full Wind Pressure, 1.0W [psf]: Design Wind Pressure, 0.6W [psf]: Design Diagonal Pressure, 0.6W [psf]: 0.005 16.0 9.6 9.6 D STRUCTURE /// Z N SUPPORTING STRUCTURE E rl G i rl E E R S PROJECT: INTERRUB DESIGN WIND LOADS ON OTHER STRUCTURES Label: Wind Pressure - Generator WIND ANALYSIS: Full Wind Pressure, 1.0W [psf]: Design Wind Pressure, 0.6W [psf]: Design Diagonal Pressure, 0.6W [psf]: Design Wind Pressure: Velocity Pressure, qz [psf]: Gust -Effect Factor, G: Force Coefficient, Cf: Design Diagonal Pressure: Velocity Pressure, qz [psf]: Gust -Effect Factor, G: Force Coefficient, Cf: Page 47 of 65 JOB NO.: U1194-339-141 DESIGNED: AMW DATE: 07/22/14 CHECKED: BDV SUBJECT: Design Wind Loads on Other Structures ASCE 7-10 References: 16.0 (Section 29.5) 9.6 (Section 2.4.1) 9.6 (Section 2.4.1) 11.8 0.9 1.32 11.8 0.9 1.0 (Equation 29.3-1) (Section 26.9) (Figure 29.5-1) (Equation 29.3-1) (Section 26.9) (Figure 29.5-1) Velocity Pressure, qz = 0.00256KZKeKdV2 (Equation 29.3-1) Velocity Pressure Exposure Coefficient, Kz: Topographic Factor, Kzt: Wind Directionality Factor, Kd: 0.57 1.0 0.90 Velocity Pressure Exposure Coefficient, Kz = 2.01(zlzg)(21°) (Table 29.3-1) (Section 26.8.2) (Table 26.6-1) (Table 29.3-1) Nominal Height of Atm. Boundary Layer, zg [ft]: 1200 (Table 26.9.1) 3 -sec Gust -Speed Power Law Exponent, a: 7.0 (Table 26.9.1) VE TO F E r1 G 1 rl E E R S JOB NO.: U1194-339-141 DATE: 7/22/2014 Page 48 of 65 DESIGNED: AMW CHECKED: BDV PROJECT: Interrub SUBJECT: CALCULATIONS Description: Generator Overturning/Connection - full Transverse Width: 3.1 ft Longitudinal Width: 7 ft Height: 7.67 ft Weight: 4600 lbs Base Width (Bolt Spacing): 2.92 ft Loads: Load Factor: 1 0.6 Dead Load: 4600 2760 Wind Load, 1.0*W: Design Wind Pressure: Vtrans: Viong: Seismic Load. 0.7*E: Occupancy Category: Seismic Design Category: Ip = Site Class: Rp = Ss = Si = ap = z= h= z/h = 9.6 psf 515 lbs 227 lbs Consider Seismic: II D 1.00 D 6.5 1.472 0.550 1.0 1.0 1.0 1.0 *conservative ft ft lx (wind pressure) Yes Fa = F„ = SMS = SMi = SDs = SD1 = 0.7 * Fp,min = 0.7*Fp,,,,*„= 0.7 * Fp,trans = 0.7 * Fp,long = Comer Forces [a)_ Base of Generator Overturning/Connection - full: Transverse Direction: Longitudinal Direction: Max Tension: Allowable Bolt Tension: Check: Controlling OTM Load (lbs) (ft -lbs) 1.0 1.5 1.472 0.825 0.981 0.550 948 5056 948 948 lbs lbs lbs lbs l Down (lbs) Up (lbs) Shear (lbs) 948 4929 1995 155 237 948 4929 1995 155 237 155 2525 6% lbs lbs OK ♦Comer Forces @ Base Select Hilti HSL -3 M12 heavy-duty expansion anchor w/ 5-1/8" minimum embed. (Tail = 2,525 lbs, Vall = 5,170 lbs) Typical of (3) each longitudinal side. '4,1ECTOR E r1 G 1 fl E E R S JOB NO.: U1194-339-141 DATE: 7/22/2014 Page 49 of 65 DESIGNED: AMW CHECKED: BDV PROJECT: Interrub SUBJECT: CALCULATIONS Description:. Generator Overturning/Connection - empty Transverse Width: 3.1 ft Longitudinal Width: 7 ft Height: 7.67 ft Weight: 3025 lbs Base Wdth (Bolt Spacing): 2.92 ft Loads: Load Factor: 1 0.6 Dead Load: 3025 1815 Wind Load, 1.0*1N: Design Wind Pressure: Vtrans Vbn9: Seismic Load, 0.7*E: Occupancy Category: Seismic Design Category: Ip = Site Class: Rp = Ss = s1 = ap= z= h= z/h = 9.6 psf (wind pressure) 515 lbs 227 lbs Consider Seismic: D 1.00 D 6.5 1.472 0.550 1.0 1.0 1.0 1.0 *conservative ft ft Yes Fa = F„ = SMS = SM1 = Sos = SDI = 0.7 * Fp,rnin = 0.7 *Fp. = 0.7 * Fp,lrans = 0.7 * Fp,ion9 = Comer Forces (, Base of Generator Overturning/Connection - empty: Transverse Direction: Longitudinal Direction: Max Tension: Allowable Bolt Tension: Check: Controlling OTM Load (lbs) (ft -lbs 1.0 1.5 1.472 0.825 0.981 0.550 623 3325 623 623 lbs lbs lbs lbs Down (lbs) Up (lbs) Shear (lbs) 623 3242 1312 102 156 623 3242 1312 102 156 102 1212 8% lbs lbs OK 4Corner Forces @ Base Select 1/2" Hilti KBTZ (SS) w/ 2" minimum embed (Tall = 1,212 lbs, Vall = 3,049 lbs) Typical of (3) along each longitudinal side. >UECTOFErIGIIIEERS PROJECT: INTERRUB Components and Cladding Wind Calculations Page 50 of 65 JOB NO.: U1194-339-141 DESIGNED: AMW DATE: 07/22/14 CHECKED: BDV SUBJECT: Wind Calculations Label: Antenna Wind Load SITE-SPECIFIC WIND PARAMETERS: Basic Wind Speed [mph]: 110 Exposure Category: B Importance Factor, I: 1.00 ADDITIONAL INPUT & CALCULATIONS: Height of roof, h [ft]: 33.5 Comp/Cladding Location: Walls & Roofs Enclosure Classification: Enclosed Buildings GCP: 1.74 Figure 30.6-1 a: 7 Table 26.9-1 z9 [ft]: 1200 Table 26.9-1 Kh: 0.723 Table 27.3-1 Figure 26.8-1 K2: Figure 26.8-1 K3: Figure 26.8-1 Kn: 1 Equation 26.8-1 Kd: 0.85 Table 26.6-1 Velocity Pressure, qh [psf]: 19.04 Equation 30.3-1 GCP;: 0.18 Table 26.11-1 OUTPUT: Design Pressure, p [psf]: 36.55 psf (1.0 Wind) Notes: Note: Calculations per ASCE 7-10 (enter largest abs. value) (leave blank for negligible topographic effects) (leave blank for negligible topographic effects) (leave blank for negligible topographic effects) (largest abs. value) P=9hKG P)_(G Antenna Loads: Weight Dimension Front area Front load* Side Toad* (lbs) (LxDxW) (in) (ft2) Side area (ft2) (lbs) (lbs) 8' Panel Antenna 83.2 94.9x20.7x7.4 13.64 4.88 498.6 178.3 4' Panel Antenna 35.7 51.1x12x7.1 4.26 2.52 155.6 92.1 RRU 58 20.4x18.5x7.4 2.62 1.05 95.8 38.3 * Loads divided by two, one per support 1188.845542 Page 51 of 65 Y -.042k Loads: BLC 1, DL (Dead) Envelope Only Solution Vector AMW Cascadia PM; U1194-332-.. Antenna Mounting SK -1 July 24, 2014 at 1:40 PM Interrub Antennas.r3d Page 52 of 65 z x Loads: BLC 2, VVLZ (Wnd Z) Envelope Only Solution 1 Vector AMW Cascadia PM; U1194-332-.. Antenna Mounting SK -2 July 24, 2014 at 1:40 PM Interrub Antennas.r3d Page 53 of 65 Code Check No Calc > 1.0 I .90-1.0 .75-.90 .50-.75 0.-.50 Vector AMW Cascadia PM; U1194-332-.. Antenna Mounting SK -3 July 24, 2014 at 1:40 PM Interrub Antennas.r3d Company �F+ Nu m "► Job er Number TccHIoioGIEs Model Name : Vector : AMW : Cascadia PM; U1194-332-141 : Antenna Mounting Page 54 of 65 July 24, 2014 Checked By: BDV Joint Coordinates and Temperatures Labe Temp FF1 1 N1 0 -.25 0 0 1.4 2 N2 0 1 0 0 1 3 N4 0 10.2083 0 0 0 4 N11 -.42 1 0 0 1.2 5 N13 0 0 0 0 2 6 N14 -.42 0 0 0 3 7 N8 0 .5 0 0 1.2 8 N9A 0 1.75 0 0 5 9 N10 0 2.625 0 0 0 10 N10A 0 9.7917 0 0 1.2 Load Combinations Description 1 1.4D Yes Y 0 DL 1.4 5 0 3 0 1 0 1 0 1 2 min -6.544 min 0 2 1.2DL + 1.0WindZ Yes Y 2 DL 1.2 WLZ 1 0 1 3 5.354 2 rn..• 0 1 0 4 0 3 3 1.20L - 1.0WindZ Yes Y 0 DL 1.2 WLZ -1 min 0 1 0 5 0 2 0 1 0 1 0 4 1.2DL + 1.0WindX Yes Y m... DL 1.2 WLX 1 2.302 3 0 1 0 2 2.443 8 6 9 -.432 min 5 1.2DL - 1.0WindX Yes Y -2.302 DL 1.2 WLX -1 3 -2.549 5 7 2 m... 6.338 9 5.816 8 2.302 6 0.9DL + 1.0WindZ Yes Y 3 DL .9 WLZ 1 min -6.544 4 -6.07 5 -2.302 2 0 1 -.967 2 7 0.9DL - 1.0WindZ Yes Y 1 DL .9 WLZ -1 9 1.87 2 0 1 0 3 2.446 9 10 8 0.9DL + 1.0WndX Yes Y 4 DL .9 WLX 1 0 2 -2.545 4 11 2 m•.. 5.354 4 5.825 9 9 0.9DL - 1.0WindX Yes Y .786 DL .9 WLX -1 min -5.148 9 -6.059 4 -1.87 3 0 1 -.786 10 1.0D 5 Y DL 1 11 1.0Wx Y W... 1 12 1.0Wz Y W... 1 Envelope Member Section Forces 1 M1 1 m••- 0 1 0 5 0 3 0 1 0 1 0 1 2 min -6.544 min 0 1 0 4 0 2 0 1 0 1 0 1 3 5.354 2 rn..• 0 1 0 4 0 3 0 1 0 1 0 1 4 9 -5.829 min 0 1 0 5 0 2 0 1 0 1 0 1 5 M3 1 m... 6.338 9 5.816 8 2.302 3 0 1 0 2 2.443 8 6 9 -.432 min -6.544 4 -6.07 5 -2.302 2 0 1 0 3 -2.549 5 7 2 m... 6.338 9 5.816 8 2.302 3 0 1 .967 3 0 8 8 min -6.544 4 -6.07 5 -2.302 2 0 1 -.967 2 0 5 9 M4 1 m..- 5.354 4 5.825 9 1.87 2 0 1 0 3 2.446 9 10 min -5.148 9 -6.059 4 -1.87 3 0 1 0 2 -2.545 4 11 2 m•.. 5.354 4 5.825 9 1.87 2 0 1 .786 2 0 8 12 min -5.148 9 -6.059 4 -1.87 3 0 1 -.786 3 0 5 Envelope Joint Reactions Joint X Ikl LC Y Z Fkl LC MZ rk-ftl 1 N11 max 6.338 9 6.077 5 2.302 3 0 1 .967 2 0 1 2 min -6.544 4 -5.809. 8 -2.302 2 0 1 -.967 3 0 1 3 N14 max 5.354 4 6.054 4 1.87 2 0 1 .786 3 0 1 4 min -5.148 9 -5.829 9 -1.87 3 0 1 -.786 2 0 1 5 Totals: max 1.19 5 .322 1 .432 '3 6 min -1.19 4 .207 9 -.432 2 Envelope RISC 14th(360-10): LRFD Steel Code Checks mber Shape ple 1 I M1 PIPE.. Code Check Lo ftLC Shear Che..Lo... Dir LC hi'Pnc kjnhi*... hi*... hi*.... Cb Ean 4 I 50.421 178.751 .95417.954 .665 1.268 4 .231 .84E 1.73 H1-.. RISA -3D Version 12.0.0 [N:\...\...\...\Eng\Interrub Antennas.r3d] Page 1 VECTOR E 11 G 1 11 E E R S JOB NO.: U1194-339-141 DATE: 7/22/2014 Page 55 of 65 DESIGNED: AMW CHECKED: BDV PROJECT: Interrub SUBJECT: CALCULATIONS PLATE IN BENDING Location: L5x5x5/8 Plate depth: 0.625 in Intermediate Values Plate width: 3.4375 in Lbd/t2 0.11570248 Moment arm/unbraced length: 2.1875 in Sx 0.22379557 in' Yield strength: 36 ksi Z, 0.336 in' Moment capacity: 906.37 ft -lbs Load: 3272 lbs (factored, LRFD) Moment: 596.5 ft -lbs Check Plate: 65.8% Result: Selected plate is adequate. Note: Load = Maximum reaction from RISA analysis / 2 anchors = 6544 lbs/2 PLATE IN BENDING Location: L4x4x1/2 Plate depth: 0.5 in Plate width: 3.5 in Moment arm/unbraced length: 1.75 in Yield strength: 36 ksi Moment capacity: 590.63 ft -lbs Intermediate Values Lbd/t2 0.07142857 Sx 0.14583333 in' Zx 0.219 in' Load: 3272 lbs (factored, LRFD) Moment: 477.2 ft -lbs Check Plate: 80.8% Result: Selected plate is adequate. Note: Load = Maximum reaction from RISA analysis / 2 anchors = 6544 lbs/2 PROJECT: Interrub Page 56 of 65 JOB NO.: U1194-339-141 DESIGNED: AMW DATE: 7/22/2014 CHECKED: BDV SUBJECT: CALCULATIONS BOLTED SHEAR CONNECTION Location: Angle to Angle Connection Bolt Grade: ASTM A325 or SAE Gr. 5 Bolt Diameter: 0.5 in Number of Bolts: 1 Double Shear? No Bolt Capacity: 4712 lbs (AISC Equation J3-1) Shear Load: 3272 lbs (unfactored, ASD) Check Bolt: 69.4% Result: Select (1) 0.5 in. dia. ASTM A325 or SAE Gr. 5 bolt. Note: Load = Maximum reaction from RISA analysis / 2 anchors = 6544 lbs/2 BOLT BEARING Location: Angle to Angle Connection Bolt Diameter: Number of Bolts: Plate Thickness: Plate Yield Strength (Fy): Plate Ultimate Strength (F,,): Bolt Edge Distance: Bearing Capacity: Load: 0.5 in 1 0.5 in 36 ksi 58 ksi 1.25 in 8100 lbs 3272 lbs Check Bearing: 40.4% (measured from center of bolt hole) (AISC Equations J3 -6a and J7-1) (unfactored, ASD) Result: Selected connection type is adequate. Note: Load = Maximum reaction from RISA analysis / 2 anchors = 6544 lbs/2 www.hilti.us Page 57 of 65 1■■11`TI Profis Anchor 2.3.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 7/24/2014 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - SS 316 5/8 (4) Effective embedment depth: het = 4.000 in., hnom = 4.438 in. Material: AISI 316 Evaluation Service Report:: ESR 1917 Issued I Valid: 11/1/2012 1 5/1/2013 Proof: design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: I, x 1, x t = 5.000 in. x 14.500 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fo' = 3000 psi; h = 7.250 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.ib] 2 Proof I Utilization (Governing Cases) Design values [Ib] Loading Proof Load Capacity Utilization Tension Pullout Strength Shear Steel Strength Loading Combined tension and shear loads 1303v rid Status 3272 4158 79/- OK 3027 6417 - / 48 OK PN w S Utilization N,v rid Status 0.787 0.472 5/3 96 OK Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • VECTOR E r-1 G I FI E E R S PROJECT: Interrub Page 58 of 65 JOB NO.: U1194-339-141 DESIGNED: AMW DATE: 07/22/14 CHECKED: BDV Parapet Component & Cladding Wind Load: Label: Parapet Wind Loading Note: Calculations per ASCE 7-10 INPUT DATA: Basic Wind Speed, V [mph]: 110 Exposure Category: B 1.00 Top of Parapet Elevation, z = hp (ft): 33.5 Component Width (ft): 4 Component Height (ft): 2 Velocity Pressure, qp: Velocity Pressure Exposure Coefficient, KZ: Topographic Factor, Kn: Wind Directionality Factor, Kd: Velocity Pressure, qp: K:=2.01(z/zg)(21") Nom. Ht. of Atmospheric Bound Layer, zg (ft): 3-s Gust -Speed Power Law Exponent, a: Minimum Height, Zmin (ft): 0.72 Table 30.3-1 1.0 Section 26.8.2 0.85 Table 26.6-1 19.0 Equation 30.9-1 Table 30.3-1 1200 Table 26.9-1 7.0 Table 26.9-1 30 Table 26.9-1 Component & Cladding Area (ft2): 8 Comp/Cladding Classification (Walls): Walls, h <_ 60 ft Comp/Cladding Classification (Roof): Gable Roofs 6 5 7°, h <_ 60 ft External Wall Pressure Coefficient, GCp: 1.1 Figure 30.4-1 External Roof Pressure Coefficient, GCp: 1.8 Figure 30.4-2A Design Wind Pressure, p (psf): k4',is:h+nri!, ::s11....1 E..4 (`.'S,. A 55.2 iced ird p;iripst. F.), ,r t.•aic �+ (1.0 Wind) • VECTOR E f1 G 1 (l E E R S PROJECT: INTERRUB Components and Cladding Wind Calculations Page 59 of 65 JOB NO.: U1194-339-141 DESIGNED: AMW DATE: 07/22/14 CHECKED: BDV SUBJECT: Wind Calculations Label: Building Wind Load SITE-SPECIFIC WIND PARAMETERS: Basic Wind Speed [mph]: Exposure Category: Importance Factor, t: 110 B 1.00 ADDITIONAL INPUT & CALCULATIONS: Height of roof, h [ft] Comp/Cladding Location Enclosure Classification 33.5 : Walls : Enclosed Buildings GCP: a: z9 [ft]: Kh: K1: K2: K3: Kn: Kd: Velocity Pressure, qh [psf]: GCP;: OUTPUT: 1.1 7 1200 0.723 1 0.85 19.04 0.18 Figure 30.6-1 Table 26.9-1 Table 26.9-1 Table 27.3-1 Figure 26.8-1 Figure 26.8-1 Figure 26.8-1 Equation 26.8-1 Table 26.6-1 Equation 30.3-1 Table 26.11-1 Design Pressure, p [psf]: 24.37 psf (1.0 Wind) Notes: Note: Calculations per ASCE 7-10 (enter largest abs. value) (leave blank for negligible topographic effects) (leave blank for negligible topographic effects) (leave blank for negligible topographic effects) (largest abs. value) P=gh[IGCp)—(GCP,)j Vector Structural Engineers 9138 S. State STreet, Suite 101 Sandy, UT 84070 (801) 990-1775 (Office) (801) 990-1776 (Fax) Title Block Line 6 Concrete Slender Wall Lic. # : KW -06004714 Description : —None -- Project Title: Engineer: Project Descr: Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, Load Combinations Used : IBC 2012 General Information fc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus X : Lt Wt Conc Factor Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = fc Concrete Density Width of Design Strip Two -Story Wall Dimensions 3.0 ksi 60.0 ksi 3,122.0 ksi 1.0 273.861 psi 0.01355 0.060 144.0 pcf 48.0 in Page 60 of 65 Project ID: Printed: 24 JUL 2014, 1:52PM File = N:12014PR-11U1194C-11U1 F809-11Eng1INTERR-4.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.21, Ver:6.14.1.21 Licensee : VECTOR STRUCTURAL ENGINEERS ASCE 7-10 Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar .. . Bar Size # 4 Bar Spacing 16.0 in Upper Level Rebar .. . Bar Size • # 4 Bar Spacing 16.0 in 7.250 in Temp Diff across thickness = deg F Min Allow Out -of -Plane Defl Ratio = L / 150.0 3.625 in Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 A 1st Story Height B 2nd Story Height C Parapet height 18.50 ft 13.0 ft 6.50 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support in Vertical Loads Vertical Concentrated Loads ... (Applied to full "Strip Width") Beam Load #1 Eccentricity in Dist from Base 33.50 ft Lateral Loads Full area WIND load Fp 1.0 Point Lateral Load Distributed Lateral Load Distributed Lateral Load D psf 0.0 psf Lr C' B A Roof Attachment 2nd Attachment Floor Attachment DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 5.90 k Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load L E W Direct entry of Lateral Wall Weight psf Height (Applied to hill "STRIP Width') 1.20 k 39.50 ft Endpoints from Base (Applied to full "STRIP Width, top bottom 33.50 31.50 k/ft 31.50 0.50 k/ft 0.0550 k/ft 0.02440 k/ft + Vector Structural Engineers 9138 S. State STreet, Suite 101 Sandy, UT 84070 (801) 990-1775 (Office) (801) 990-1776 (Fax) Title Block Line 6 Concrete Slender Wall Lic. # : KW -06004714 Description : -None- DESIGN SUMMARY Project Title: Engineer: Project Descr: Governing Load Combination ... PASS PASS PASS Moment Capacity Check +0.90D+W Service Deflection Check D+L+W Axial Load Check +0.90D+W Reinforcing Limit heck Minimum Moment Check +1.40D Design Maximum Combinations • Moments Axial Load Load Combination Pu k 0.000 0.000 0.000 0.000 +1.20D+1.60Lri0.50W at 31.07 to 31.50 0.000 0.000 +1.200+1.608+0.50W at 31.07 to 31.50 0.000 +1.20D+0.50Lr+0.50L+W at 31.07 to 31.50 0.000 +1.20D+0.50L+0.50S+W at 31.07 to 31.50 0.000 0.000 +0.90D+W at 31.07 to 31.50 0.000 0.000 Page 61 of 65 Project ID: Printed: 24 JUL 2014, 1:52PM File = N:\2014PR-11111194C-11U1F809-11EngINTERR-4.EG6 ENERCALC, INC, 1983-2014, Build:6.14.1.21, Ver..6.14.1.21 Licensee : VECTOR STRUCTURAL ENGINEERS Results reported for "Strip Width" of 48.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio 1.034 < 105 % - OKAY Max Mu -9.710 k -ft l Mn Min. Defl. Ratio 332.885 Max. Deflection -0.4686 in Max Pu / Ag 25.840 psi Location 31.283 ft Controlling As/bd 0.003448 Wracking Maximum Reactions ... Top Horizontal Base Horizontal Mid -Ht Horizontal Vertical Reaction Max Allow Ratio Max. Allow. Defl. 0.06*fc 9.390 k -ft 150.0 1.480 in 180.0 psi As/bd = 0.0 rho bal 0.01355 9.597 k -ft Minimum Phi Mn for Load Combination.... W Only D+L+W+S/2 W Only D+L+W+S/2 9.390 k -ft 2.431 k 0.4138 k 0.7771 k 19.124 k Moment Values 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k -ft k -ft k -ft in^2 0.6 * Design Maximum Combinations - Deflections Load Combination D + L +W at 26.73 to 27.17 D + L +W +S/2 at 26.73 to 27.17 D + L + S + W/2 at 26.73 to 27.17 D+0.5(L+Lr)+0.7W at 26.73 to 27.17 Reactions • Vertical & Horizontal Load Combination D Only S Only W Only E Only D+L+Lr 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 • 15.660 0.00 1.21 0.90 2.35 0.150 0.0034 0.0135 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 15.660 0.00 1.21' 0.90 2.35 0.150 0.0034 0.0135 15.660 0.00 2.43 0.90 2.35 0.150 0.0034 0.0135 15.660 0.00 2.43 0.90 2.35 0.150 0.0034 0.0135 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 15.660 0.00 2.43 0.90 2.35 0.150 0.0034 0.0135 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 Axial Load Moment Values Stiffness Pu Mcr Mactual I gross I cracked I effective k k -ft k -ft inn,' in^4 in^4 0.000 0.00 0.00 0.00 0.00 0.000 2.455 0.00 1.09 381.08 17.57 17.566 2.455 0.00 1.09 381.08 17.57 17.566 1.718 0.00 0.54 381.08 16.74 16.735 0.000 0.00 0.00 0.00 0.00 0.000 2.013 0.00 0.76 381.08 17.07 17.069 0.000 0.00 0.00 0.00 0.00 0.000 Deflections Deflection Defl. Ratio in 0.000 0.469 0.469 0.244 0.000 0.336 0.000 0.0 332.9 332.9 639.3 0.0 464.3 0.0 Base Horizontal 0.0 k 0.0 k 0.4 k 0.0 k 0.0 k Mid Horizontal Top Horizontal 0.000 k 0.00 k 0.000 k 0.00 k 0.777 k 2.43 0.000 k 0.00 0.000 k 0.00 k k k Vertical © Wall Base 13.224 k 0.000 k 5.900 k 0.000 k 13.224 k U' Vector Structural Engineers 9138 S. State STreet, Suite 101 Sandy, UT 84070 (801) 990-1775 (Office) (801) 990-1776 (Fax) Title Block Line 6 Concrete Slender Wall Project Title: Engineer: Project Descr: Page 62 of 65 Project ID: Printed: 24 JUL 2014, 1:52PM File = N:12014PR-1\U1194C-1\U1 F809-1\Eng\INTERR-4.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.21, Ver.6.14.1.21 Lic. # : KW -06004714 Licensee : VECTOR STRUCTURAL ENGINEERS Description : —None -- Reactions • Vertical & Horizontal Load Combination Base Horizontal Mid Horizontal D+L+S 0.0 k 0.000 k D+L+W+S/2 0.4 k 0.776 k D+L+S+W/2 0.2 k 0.395 k D+L+S+E/1.4 0.0 k 0.000 k Load on roof diaphragm. Existing roof diaphragm not adequate for horizontal load due to proposed antenna installation. LTT2OB Simpson tension straps are to be installed as shown on the construction drawings. Top Horizontal Vertical @ Wall Base 0.00 k 13.224 k 19.124 k k 16.174 k 00 k 13.224 k FILE COPT Permit No. IN - 0 [ $ (Q Plan reviow cpproval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: Date: City of Tukwila BUILDING DIVISION PLANNING APPROVED No changes Can be made. to these prams without approval from the Planning Division of DCO a REVISIONS No changes shall bemade to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. IsErA RATE PERMIT REQUIRED FOR: OMechanical artlectrical ErPiumbing (bas Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE. APPROVED JUL 2 4 2017 A -T We. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 11 2017 PERMIT CENTER bt7OI8� ■ verizon SEA INTERRUB ANTENNA MOD 14240 INTERURBAN AVE S TUKWILA, WA 98168 CONSTRUCTION DRAWINGS PROJECT SUMMARY THIS PROJECT INCLUDES THE FOLLOWING SCOPE OF WORK: 1. PROPOSED MODIFICATION OF AN EXISTING TELECOMMUNICATIONS FACILITY. 2. PROPOSED REMOVAL OF TWELVE (12) PANEL ANTENNAS AND THREE (3) REMOTE RADIO UNITS (RRUs) WITH INSTALLATION OF TWELVE (12) PANEL ANTENNAS W/ RET EQUIPMENT AS REQUIRED AND EIGHTEEN (18) REMOTE RADIO UNITS (RRUS). GOVERNING CODES GOVERNING CODES IBC -2015, INTERNATIONAL BUILDING CODE W/ LOCAL AMENDMENTS NEC -2014, NATIONAL ELECTRICAL CODE A.D.A. COMPLIANCE INSTALLATION IS UNMANNED AND NOT FOR HUMAN HABITATION. HANDICAP ACCESS IS NOT REQUIRED PER A.D.A. DRAWING LEGEND COAX COAX HYBRID HYBRID OH -T OH -T OH -F OH -F OH -P OH -P UG -T UG -T UG -F UG -F UG -P - UG -P F/P F/P ELEVATION MARKER SUBJECT PROPERTY LINE ADJACENT PROPERTY LINE COAX ROUTE HYBRID CABLE ROUTE OVERHEAD TELCO ROUTE OVERHEAD FIBER ROUTE OVERHEAD POWER ROUTE UNDERGRND. TELCO ROUTE UNDERGRND. FIBER ROUTE UNDERGRND. POWER ROUTE FIBER / POWER ROUTE NEW / EXISTING FENCE DETAIL REFERENCE SECTION MARKER Know what's below. Call before you dig. SITE INFORMATION SITE NAME: SITE ADDRESS: LATITUDE: LONGITUDE: SOURCE: PARCEL NUMBER: ZONING CLASSIFICATION: JURISDICTION: GROUND ELEVATION: TOP OF (E) SCREEN WALL: TOP OF (N) ANTENNAS: OCCUPANCY GROUP: CONSTRUCTION TYPE: INTERRUB 14240 INTERURBAN AVE S TUKWILA, WA 98168 47° 28' 34.37" N (47.476215° N) (BETA SECTOR) 122° 15' 24.45° W (122.256793° W) (BETA SECTOR) 1A CERTIFICATION 3365901881 CLI CITY OF TUKWILA 26.1' AMSL 39.6' AGL 42.0' AGL U II -B PROJECT VICINITY MAP PROJECT LOCATION OsZaam DRIVING DIRECTIONS FROM VERIZON BELLEVUE, WASHINGTON OFFICE: 1. GET ON 1-90 W (0.7 MI) 2. TAKE 1-405 S TO INTERURBAN AVE S IN TUKWILA. TAKE EXIT 1 FROM 1-405 S (11.6 MI) 3. MERGE ONTO 1-90 W (0.9 MI) 4. USE THE RIGHT 2 LANES TO TAKE EXIT 10 FOR INTERSTATE 405 S TOWARD RENTON (0.8 MI) 5. MERGE ONTO 1-405 S (9.7 MI) 6. TAKE EXIT 1 FOR WA -181 S TOWARD TUKWILANV.VALLEY HWY (0.2 MI) 7. TURN LEFT ONTO INTERURBAN AVE S ESTIMATED TIME: ESTIMATED DISTANCE: 16 MINUTES 13.1 MILES PROJECT CONTACTS APPLICANT VERIZON 3245 158TH AVE SE BELLEVUE, WA 98008 PROPERTY OWNER BELLTOWN INVESTMENTS PARTNER 2505 2ND AVE #520 SEATTLE, WA 98121 HOLLY SAWYER PH: 206.529.3900 CONSTRUCTION MANAGEMENT VERIZON 3245 158TH AVENUE MS 231 BELLEVUE, WA 98008 MARTIN GRAHAM ZONING AND PERMITTING CONSULTANT CENTERLINE SOLUTIONS 8218 154TH AVE NE, SUITE 120 REDMOND, WA 98052 TODD WALTON PH: 206.334.4116 SITE ACQUISITION CONSULTANT CENTERLINE SOLUTIONS 8218 154TH AVE NE, SUITE 120 REDMOND, WA 98052 DEVENDRA MAHARAJ PH: 425.828.1008 ENGINEER OF RECORD CENTERLINE SOLUTIONS 16035 TABLE MOUNTAIN PARKWAY GOLDEN, CO 80403 KHRISTOPHER SCOTT, P.E. PH: 303.993.3293 RECEIVED CITY OF TUKWILA JUL 1 1 2017 PERMIT CENTER DRAWING INDEX SHEET T1.0 A1.0 A1.1 A2.0 A3.0 A3.1 RF1.0 GN1.0 DESCRIPTION TITLE SHEET OVERALL SITE PLAN ENLARGED SITE PLAN ELEVATION & DETAILS ENLARGED EXISTING ANTENNA PLANS ENLARGED PROPOSED ANTENNA PLANS RF DETAILS GENERAL NOTES REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 4 2011 City of Tukwila BUILDING DIVISION THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO VERIZON CORPORATION SERVICES IS STRICTLY PROHIBITED. 1 FINAL CONSTRUCTION DRAWINGS SIGN OFF REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED CONSULTANT SIGNATURE DATE SITE ACQUISITION 03-07-17 JG/GS PERMITTING CONSULTANT 1 03-27-17 RF ENGINEER: CLIENT COMMENT 2 CONST. MNGR. JG/JG CLIENT COMMENT OPS MNGR. PROJECT MNGR. REGULATORY REV. SUBMITTAL DEV. MNGR. DATE D/C Dirt- Olt4 verizon" *C SOLUTIONS R CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CLIENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO. DATE D/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE TITLE SHEET SHEET NO. T1.0 ADJACENT ZONING CLI / l ADJACENT ZONING SF-NRL 1 PARCEL NUMBER: 3365901881 ZONE: CLI VERIZON WIRELESS PROJECT AREA SEE SHEET A-1.1 AND A3.0 1 I 1 / / /� (E) PARKING J% AREA / t 89'-4• 'III Art (E) UPPER ROOFTOP i ♦ \./ \ \ \� \ \� APPROX. LOCATION OF LESSEE'S INGRESS/EGRESS FROM INTERURBAN AVE S (E) SUBJECT PROPERTY LINE (TYP) I r/� (E) PARKING J / 111 I 1 I 1 i / (E) LOWER ROOFTOP ADJACENT ZONING RVR NOTE: SITE PLAN DERIVED FROM: EXISTING DRAWINGS, GIS, AERIAL IMAGES, DEED AND SITE PHOTOS. ADJACENT ZONING CLI (E) SECURED ROOFTOP ACCESS HATCH; (N) ACCESS TO ROOFTOP EQUIP. AND ANTENNAS (E) T -MOBILE FENCED EQUIPMENT AREA AT GRADE (E) 30KW GENERATOR ON 4'-0" X 8'-0" CONC. PAD AT GRADE WITHIN 8'-0"x16'-0" WOOD FENCE ENCLOSURE (E) BUILDING (TYP) (E) SIDEWALK (TYP) REVIEWED FOR CODE COMPLIANCE APPROVED 'JUL 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 1 1 2017 PERMIT CENTER W S 1 OVERALL SITE PLAN SCALE: 1" = 80'-0" (11X17) SCALE: 1" = 40'-0" (22X34) 0' 40' 80' 160' . i verizon" *CENTERLINE SOLUTIONS Rd -441 CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CUENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO. DATE D/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE OVERALL SITE PLAN SHEET NO. A1.0 NOTE: PROPOSED ANTENNAS AND ALL MOUNTING HARDWARE TO BE PAINTED TO MATCH EXISTING STRUCTURE. VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER APPROX. LOCATION OF (E) ELECTRICAL ROOM ON 1ST FLOOR (E) SKYLIGHT (E) VERIZON FIBER & POWER ROUTE (E) STEEL I -BEAMS BELOW EQUIP PLATFORM, SPANNING (E) GLU-LAM BEAMS BELOW (E) ROOFTOP MOUNTED HVAC EQUIP. (TYP) (E) VERIZON SURGE PROTECTOR (TYP OF 3) MOUNTED TO (E) EQUIPMENT PLATFORM H -FRAME (4) (N) VERIZON GAMMA SECTOR PANEL ANTENNAS W/ ANCILLARY EQUIPMENT TO REPLACE EXISTING (E) VERIZON FIBER ROUTE .fin �lRi x5tf9 E'maiir _, 1.6 caea G:�xa rfi. to ra»ux+ ,ypz�zzs_tgF;,_rtr:w •-1:«i �•.Rqn. F/P (E) VERIZON WIRELESS EQUIPMENT CABINETS MOUNTED ON 11'-0" X 26'-0" STEEL PLATFORM W/ SCREEN WALL (E) VERIZON WIRELESS GPS ANTENNA (E) VERIZON WIRELESS UTILITY H -FRAME (4) (N) VERIZON BETA SECTOR PANEL ANTENNAS W/ ANCILLARY EQUIPMENT TO REPLACE EXISTING (4) (N) VERIZON ALPHA SECTOR PANEL ANTENNAS W/ ANCILLARY EQUIPMENT TO REPLACE EXISTING (E) VERIZON WIRELESS 12" WIDE CABLE TRAY ON• NON -PENETRATING SLEEPERS (E) SECURED ROOFTOP ACCESS HATCH (E) PARAPET (E) VERIZON ANTENNAS (TYP.) -as REVIEWED FOR CODE COMPLIANC I APPROVED JUL 2 4 2017 City of Tukwila BUILDING DIVISICN RECEIVED CITY OF TUKWILA JUL 1 1 2017 PERMIT CENTER 1 ENLARGED SITE PLAN - PROPOSED SCALE: 1/16" = 1'-0" (11X17) SCALE: 1/8" = 1'-0" (22X34) 0' 8' 16' 32' • • III verizonn *CENTERLINE SOLUTIONS CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CLIENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO. DATE D/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE ENLARGED SITE PLAN SHEET NO. A1.1 NOTE: PM/GC TO VERIFY PAINTING REQUIREMENTS WITH JURISDICTION PRIOR TO ORDERING SUPPORT STRUCTURES, ATTACHMENTS, ANTENNAS, AND OTHER APPURTENANCES. STRUCTURAL NOTES / VERIZON STRUCTURAL SERVICES COMPLIANCE NOTE: NO WORK SHALL COMMENCE WITHOUT THE APPROVED STRUCTURAL TOWER/ANTENNA/ MOUNT ANALYSIS REPORT (SIGNED AND SEALED) TO BE PROVIDED UNDER SEPARATE COVER. CONTRACTOR PRIOR TO CONSTRUCTION SHALL REVIEW THE APPROVED TOWER/ANTENNA/MOUNT ANALYSIS REPORT SUPPLIED BY VERIZON AND MODIFY IF REQUIRED ALL APPLICABLE MEMBERS AS INDICATED IN CERTIFIED STRUCTURAL REPORT PRIOR TO INSTALLATION ON STRUCTURE. (4) (N) VERIZON GAMMA SECTOR PANEL ANTENNAS (4) (N) VERIZON ALPHA SECTOR PANEL ANTENNAS (E) VERIZON WIRELESS EQUIPMENT CABINETS MOUNTED ON (E) 11'-0" X 26'-0" STEEL PLATFORM WITH SCREEN WALL (4) (N) VERIZON BETA SECTOR PANEL ANTENNAS (BEYOND) (E) T -MOBILE ANTENNAS (TYP) (N) TOP OF VERIZON WIRELESS ANTENNAS 42-0" AGL (E) TOP OF VERIZON WIRELESS EQUIP. SCREEN WALL di 40'-6" AGL (E) TOP OF ROOF PARAPET WALL 33'-6" AGL (E) TOP OF ROOF DECK 31'-6" AGL (E) TOP OF BLDG. LOWER ROOF di 18'-0" AGL (E) GRADE (26.1' AMSL) 0'-0" AGL 1 SOUTHWEST ELEVATION - PROPOSED SCALE: 1/16" = 1-0" (11X17) SCALE 1/8" = 1'-0" (22X34) 0' 8' 16' 32' IN MI (E) OR (N) ANTENNA MOUNTING HARDWARE SUPPLIED BY ANTENNA MNF. (E) PARAPET WALL CAP AND FLASHING (E) OR (N) 5/8" 0 STAINLESS STEEL HILTI KWIK BOLT TZ EXPANSION ANCHORS W/ 4" MIN. EMBED. @ 12" O.C. MAX.; (2) ANCHORS PER MOUNT ANGLE (E) 7-1/4" THICK REINFORCED CONC. PARAPET WALL (N)12 LONG, 3.5" STD PIPE (4" OD, 0.226 THICK) (N) VERIZON WIRELESS RRU MOUNTED BEHIND PARAPET WALL TO ANTENNA PIPE MAST (TYP OF 6 PER SECTOR, TOTAL OF 18) (E) OR (N) 1/2" 0 A325N BOLTS WITH NUT AND WASHER TOP & BOTTOM @ L TO L CONNECTION & @ 6" O.C., (TYP OF 2 PER MOUNT, TOTAL OF 4) (N) (2) 1/2" U -BOLTS (A307. MIN.) W/ NUT AND WASHER, TYPICAL OF (2) PER PIPE (E) OR (N) 14-1/2" LONG, 5" X 5" X 5/8"L; TOTAL OF (2) PER ANTENNA MOUNT PIPE (E) OR (N) 9" LONG, 4" X 4" X 1/2"L; TOTAL OF (2) PER ANTENNA MOUNT PIPE (E) ROOF ASSEMBLY AND FRAMI G BELOW (E) OR (N) 3/8" 0 S.S. HILTI KWIK BOLT -TZ W/ 2" MIN. EMBEDMENT (TYP. EA. END EA. UNISTRUT & 18" O.C. MAX); SEE "ALU 9928 OUTDOOR SITE PREP GUIDE" FOR ADDITIONAL HARDWARE AND MOUNTING TEMPLATE (E) OR (N) P1000 UNISTRUT OR EQUIV. (TYP OF 2); LENGTH VARIES (E) VERIZON WIRELESS SURGE SUPPRESSOR MOUNTED BEHIND PARAPET (TYP OF 1 PER SECTOR, TOTAL OF 3); MOUNTING HARDWARE PER MANUFACTURER REVIEWED FOR 'CODE COMPLIANCE APPROVED JUL 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 1 1 2017 PERMIT CENTER 2 ANTENNA MOUNT DETAIL SCALE: NTS (11X17) SCALE: NTS (22X34) 3 NOT USED SCALE: NTS (11X17) SCALE: NTS (22X34) verizon/ *CENTERLINE SOLUTIONS CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CLIENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO. DATE D/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE ELEVATION & DETAILS SHEET NO. A2.0 f.[ (E) VERIZON RRU TO BE REMOVED (TYP. OF 3) (E) VERIZON ANTENNAS TO BE REMOVED (TYP. 4 PER SECTOR, 12 TOTAL) -a cn c-) CO m 0 O 0' 0 0 (E) VERIZON SURGE PROTECTOR TO REMAIN (TYP. OF 3) 1 ANTENNA PLAN - EXISTING 6.22° verizon' *CENTERLINE SOLUTIONS S SCALE: 1/4"= 1'-0' (11X17) NOTE: PROPOSED ANTENNAS AND ALL MOUNTING HARDWARE TO BE PAINTED TO MATCH EXISTING STRUCTURE. VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER NOTES: 1. PM/GC TO VERIFY PAINTING REQUIREMENTS WITH JURISDICTION PRIOR TO ORDERING SUPPORT STRUCTURES, ATTACHMENTS, ANTENNAS, AND OTHER APPURTENANCES. 2. TOWER AND ANTENNA MOUNT PLATFORM / ASSEMBLY STRUCTURAL ANALYSIS TO BE PERFORMED BY OTHERS. VERIZON INSTALLATION SHALL NOT START UNTIL GC RECEIVES COPY OF APPROVED STRUCTURAL ANALYSIS OR ASSESSMENT. 3. CONTRACTOR RESPONSIBLE FOR PROVIDING TOWER RIGGING PLANS, SUBJECT TO OWNER APPROVAL. 4. REFER TO STRUCTURAL ANALYSIS FOR APPROVED HYBRID COAX CABLE PLACEMENT. SCALE: 1/2" = 1'-0" (22X34) 0' 2 4' 8' Mil El REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 1 1 2017 PERMIT CENTER 2 NOT USED CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CLIENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO. DATE D/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE ENLARGED (E) ANTENNA PLANS SHEET NO. A3.0 te'-G P 0 (N) VERIZON RRU (TYP. OF 6 PER SECTOR, 18 TOTAL) (N) VERIZON ANTENNA (TYP. OF 4 PER SECTOR, 12 TOTAL); SEE 2/A2.0 CCD -4 S 0 11 -1n urn m co 0' -1 D 0 m 0 O 73 rF (E) VERIZON SURGE PROTECTOR TO REMAIN (TYP. OF 3) TN 16.22° MN S ANTENNA PLAN - PROPOSED SCALE: 1/4"= 1'-0" (11X17) SCALE: 1/2" = 1'-0" (22X34) 0' ANTENNA AND ANCILLARY EQUIPMENT SCHEDULE SECTOR QTY. (N)/(E) SERVICE TYPE ANTENNA MODEL # OR EQUIPMENT SPECIFICATION DIMENSIONS WEIGHT TIP HEIGHT AZIMUTH MECH. DOWNTILT ELEC. DOWNTLT CABLE QUANTITY CABLE TYPE ALPHA 1 (N) 700/850 MX08FIT845-02 15.4'W X 10.TD X 95.9'L 73 LBS 42.0' 55° 0" 4° SUBMITTAL - DATE 1 (N) PCS/LTE QUAD456W0000G 16.0"W X 3.9"D X 66.4"L 59 LBS 42.0' 55° 0° 2° 1 (N) AWS/LTE QUAD456W0000G 16.0"0/ X 3.9"D X 66.4'L 59 LBS 42.0' 55° 0' 2" _ 1 (N) 700/850 MX08FIT845-02 15.4"W X 10.TD 95.9'L 73 LBS 42.0' 55° 0' 4' - 2 (N) 700/LTE RRUS-11 B13 17.0"W X 7TD X 19.7'L 51 LBS N/A 1 (N) PCS/LTE RRUS-32 12.5"W X 7.4"0 X 27.6"L 56 LBS N/A 1 (N) AWS/LTE RRUS-32 866A 12.5"0/ X 7.4'D X 27.61. 56 LBS N/A 2 (N) 850/LTE RRUS-12 85 18.5°W X 7.5'D X 20.41L 58 LBS N/A 1 (E) SURGE PTCTR. SECTOR BOX (RXXDC-1064) 10.2'W X 8.210 X 13.6"L 14 LBS 1 (E) 1.09" HYBRID BETA 1 700/850 MX08FIT845-02 15.4'W X 10.7"D X 95.91L 73 LBS 42.0' 175' 0' 2' - 1 (N) PCS/LTE QUAD456W0000G 16.0"W X 3.9'D X 66.4"L 59 LBS 42.0' 175" 0° 0° _ 1 (N) AWS/LTE QUAD456W0000G 16.0"W X 3.9'D X 66.4"L 59 LBS 42.0' 175' 0° 0° - 1 (N) 700/850 MX08FIT845-02 15.4'W X 10.7"D 95.9"L 73 LBS 42.0' 175° 0° 2° - 2 (N) 700/LTE RRUS-11 613 17.0"W X 72'D X 19.7"L 51 LBS N/A 1 (N) PCS/LTE RRUS-32 12.5"W X 7.4.0 X 27.6"L 56 LBS N/A 1 (N) AWS/LTE RRUS-32 B66A 12.5"W X 7.4'D X 27.6"L 56 LBS N/A 2 (N) 650/LTE RRUS-12 85 18.5"W X 7.5"D X 20.4"L 58 LBS N/A 1 (E) SURGE PTCTR. SECTOR BOX (RXXDC-1064) 10.2'W X 8.2"0 X 13.61L 14 LBS 1 (E) 1.09" HYBRID GAMMA 1 700/850 MX08FIT845-02 15.4"W X 10.7"D X 95.9'L 73 LBS 42.0' 295° 0° 2° - 1 (N) PCS/LTE QUAD456W0000G 16.0'W X 3.9.0 X 66.4'L 59 LBS 42.0' 295' 0' 0' - - 1 (N) AWS/LTE QUAD456W0000G 16.0"0/ X 3.9"D X 66.4"L 59 LBS 42.0' 295' 0' 2° 1 (N) 700/850 MX08FIT845-02 15.4"W X 10.7'D 95.9'_ 73 LBS 42.0' 295' 0° 2' - 2 (N) 700/LTE RRUS-11 B13 17.0"W X 7.2'D X 19.7"L 51 LBS - N/A 1 (N) PCS/LTE RRUS-32 12.5'W X 7.4'0 X 27.6'L 56 LBS N/A 1 (N) AWS/LTE RRUS-32 B66A 12.5W X 7.4'D X 27.6"L 56 LBS N/A 2 (N) 850/LTE RRUS-12 B5 18.5"W X 7.5"3 X 20.41_ 58 LBS N/A 1 (E) SURGE PTCTR. SECTOR BOX (RXXDC-1064) 10.2W X 8.2"D X 13.6'L 14 LBS 1 (E) 1.09" HYBRID GROUND 3 (E) SURGE PTCTR. OVP BOX (RXXDC-3315) 10.3"W X 15.0 X 19.21_ 32 LBS - 3 (E) 1.09" HYBRID NOTE: PROPOSED ANTENNAS AND ALL MOUNTING HARDWARE TO BE PAINTED TO MATCH EXISTING STRUCTURE. VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER NOTES: 1. PM/GC TO VERIFY PAINTING REQUIREMENTS WITH JURISDICTION PRIOR TO ORDERING SUPPORT STRUCTURES, ATTACHMENTS, ANTENNAS, AND OTHER APPURTENANCES. 2. TOWER AND ANTENNA MOUNT PLATFORM / ASSEMBLY STRUCTURAL ANALYSIS TO BE PERFORMED BY OTHERS. VERIZON INSTALLATION SHALL NOT START UNTIL GC RECEIVES COPY OF APPROVED STRUCTURAL ANALYSIS OR ASSESSMENT. 3. CONTRACTOR RESPONSIBLE FOR PROVIDING TOWER RIGGING PLANS, SUBJECT TO OWNER APPROVAL. 4. REFER TO STRUCTURAL ANALYSIS FOR APPROVED HYBRID COAX CABLE PLACEMENT. ANTENNA AND COAX/FIBER SCHEDULES REVIEWED FOR 'CODE COMPLIANCE APPROVED 1 JUL 2 4 2017 City of Tukwila RLIILDING DIVISION RECEIVED CITY OF TUKWILA JUL 1 1 2017 PERMIT CENTER verizon" «CENTERLINE SOLUTIONS �$RJ,�� 4_, of wasteA. �v. ng.I �` a .r0 to Aly 4y , o 2 CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CLIENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO. DATE 0/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE ENLARGED (P) ANTENNA PLANS SHEET NO. A3.1 neat et 48401. 1'IL=-Iw1.1.o-�nalx:-l�-i SECTOR 1 91 PCS' 111FIr'. uaOL 2 zJ 141 R I6. a1aI4 MAW WW2 e! 1*(1'1.1 AWS UE 23-00 212131116 [161x101 u 950 LTE lI� r 1"°�ns 1 a IRo 121 1°12 rear=ttfa u sIa mq.3$013 21.216 MCC 313 slsls 1a ave a»6 12151'151 SECTOR 2 ria UIE 1DOLTI 43401. -1.2-1.1-H-1-1.-,f IRo _. '21,1.1« a 10 xsLn 62 Gla Im wars 31 J 1'I•I -IalcIol AWS 23401. I213IGI6 850 In '.-70011f.E : 43406 u-11.2•ILL-11.4•t8-1 44.1 16111°1« RR/ sS Mt* Lu u 1Q a1a1 P2Lx 013 1903 013 121812181 0,96 /121112181 a 1^I I 1^1 SECTOR 3 2150 11.1f MO LTE u"l u•1. JJ Lo. ms,1,wlaJias-1 P;123 aP33ma' 21401. =I 131GIR 22401.- 11=1=1412 8 .6I 1.3 831)333 -181..1) Rn. e3 01 I: n1B1x1elR: u SEPARATE PERMIT AND APPROVAL, REQUIRED ASO IIT 3121t0 -01. -Ir 43433 L 1.L 1.0 -IIs I I� �r lnFl & I Ro alalclola. RR= 0 . u 1L nj e16 ro su 231'10013 Islolsle 0196 X16 11213111516 RECEIVED CITY OF TUKWILA JUL 1 1 2017 PERMIT CENTER verizon" *CENTERLINE SOLUTIONS R CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CLIENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO.' DATE D/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE RF DETAILS SHEET NO. RF 1.0 GENERAL NOTES 1. THE FACILITY IS AN UNOCCUPIED SPECIALIZED MOBILE RADIO FACILITY. 2. PLANS ARE NOT TO BE SCALED AND ARE INTENDED TO BE A GRAPHIC REPRESENTATION OF THE FINAL INSTALLATION. THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT, APPURTENANCES AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. 3. PRIOR TO THE SUBMISSION OF BIDS, THE CONTRACTOR SHALL VISIT THE JOB SITE AND BE RESPONSIBLE FOR ALL CONTRACT DOCUMENTS, FIELD CONDITIONS, AND DIMENSIONS AND CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION. ANY DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE PROJECT MANAGER. 4. THE CONTRACTOR SHALL RECEIVE, IN WRITING, AUTHORIZATION TO PROCEED BEFORE STARTING WORK. 5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE. 6. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH 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 BEARING ON THE PERFORMANCE OF THE WORK. MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ALL APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS AND LOCAL AND STATE JURISDICTIONAL CODES, ORDINANCES, AND APPLICABLE REGULATIONS. 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING BEST SKILLS AND ATTENTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT INCLUDING CONTACT AND COORDINATION WITH THE PROJECT MANAGER AND WITH LANDLORD'S AUTHORIZED REPRESENTATIVE. 8. PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2-A OR 2-A1OBC WITHIN 5 FEET OF TRAVEL DISTANCE TO ALL PORTIONS OF THE PROJECT AREA DURING CONSTRUCTION. 9. THE CONTRACTOR SHALL PROVIDE SITE FOREMAN WITH A CELLULAR PHONE, AND KEEP SAME ON SITE WHENEVER ANY PERSONNEL ARE ON SITE. 10. DETAILS ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. 11. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING IMPROVEMENTS, PAVING, CURBS, GALVANIZED SURFACES, ETC., AND UPON COMPLETION OF WORK, REPAIR ANY DAMAGE THAT OCCURRED DURING CONSTRUCTION TO THE SATISFACTION OF THE PROJECT MANAGER AND/OR LANDLORD. 12. ON A DAILY BASIS: KEEP GENERAL AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, DEBRIS, RUBBISH, AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY. LEAVE PREMISES IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST OR SMUDGES OF ANY NATURE. 13. CONTRACTOR TO PROVIDE COMPLETE SET OF AS -BUILT DRAWINGS WITHIN 10 WORKING DAYS OF PROJECT COMPLETION. 14 WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 15. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE OF THE LATEST REVISION. 16 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTI9LITIES WHETHER SHOWN HERON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION OF THIS WORK. 17. ALL ITEMS REMOVED OR DAMAGED DURING CONSTRUCTION WORK WILL BE REPLACED OR REPAIRED TO MATCH EXISTING. 18. ALL ELEMENTS OF EXISTING STRUCTURE TO REMAIN UNDISTURBED, UNLESS NOTED OTHERWISE. EXISTING STRUCTURE IS ASSUMED TO BE IN GOOD CONDITION, FREE OF DAMAGE OR DETERIORATION. CONTRACTOR TO VERIFY ALL ELEMENTS OF EXISTING STRUCTURE AFFECTED BY THIS MODIFICATION AND NOTIFY ENGINEER OF RECORD IF ANY DAMAGE, DETERIORATION OR DISCREPANCIES BETWEEN EXISTING CONDITIONS AND THOSE DEPICTED ON THESE CONSTRUCTION DRAWINGS ARE FOUND. SPECIAL INSPECTION 1. IF REQUIRED, SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT SPECIAL INSPECTOR. 2. 3. THE SPECIAL INSPECTOR SHALL PROVIDE A COPY OF THEIR REPORT TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER. CONTRACTOR, AND BUILDING OFFICIAL AS EACH TEST IS COMPLETED. ANY MATERIAL WHICH FAILS TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER. SPECIAL INSPECTOR TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. 4. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS FOR THE MATERIAL USED IF THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE. 5. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT CERTIFYING THAT ALL WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE IN CONFORMANCE WITH THE APPROVED PERMIT PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS. STRUCTURAL NOTES GENERAL STRUCTURAL NOTES: 1. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 2. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES. 3. NO PIPES, DUCTS, SLEEVES, CHASES, ETC., SHALL BE PLACED IN SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS OTHERWISE NOTED. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. 4. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD VERSION WIRELESS AND THE ARCHITECT/ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF VERIZON WIRELESS WIRELESS OR THE ARCHITECT/ENGINEER. 5. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS, AND PEDESTRIANS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE. BUT NOT BE LIMITED TO BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, TEMPORARY STRUCTURES, AND PARTIALLY COMPLETED WORK, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT/ENGINEER SHALL NOT INCLUDE INSPECTION OF SUCH ITEMS. 6. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE OF THE LATEST REVISION. 7. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOOR OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING/BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 8. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION OF THIS WORK. 9. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. 10. THESE NOTES SHALL BE CONSIDERED A PART OF THE WRITTEN SPECIFICATIONS. 11. ALL ITEMS REMOVED DURING CONSTRUCTION WORK (I.E., DRYWALL, PLYWOOD, CEILING PANELS, ETC.) SHALL BE REPLACED TO MATCH EXISTING. THE FOLLOWING REQUIREMENTS SHALL BE MET FOR SPECIAL INSPECTION: A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE ARCHITECT/ENGINEER, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE BUILDING OFFICIAL. C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY BOTH HE AND HIS SUPERVISOR STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. D. COMPLY WITH ALL CITY SPECIAL INSPECTION REQUIREMENTS. STANDARD STRUCTURAL STEEL NOTES: 1. ALL METAL WORK SHALL BE IN ACCORDANCE WITH THE SPECIFICATION GALVANIZED ASTM A123-A123M-02 UNLESS NOTED OTHERWISE. 2. STRUCTURAL TUBING MEMBERS SHALL CONFORM TO ASTM A500, GRADE A OR A501. 3. ALL WELDING SHALL BE DONE USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO AISC AND AWS D1.1 WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE J2.4 IN THE AISC "MANUAL OF STEEL CONSTRUCTION", 14TH EDITION. 4. BOLTED CONNECTIONS SHALL USE BEARING TYPE GALV. ASTM A307 BOLTS (5/8" DIA. UNO) AND SHALL HAVE A MINIMUM OF TWO BOLTS U.N.O AND SHALL INCLUDE HEAVY -HEX NUTS AND STANDARD CUT WASHERS. 5. NON-STRUCTURAL CONNECTIONS FOR HANDRAIL, LADDERS AND STEEL GRATING_ MAY 5/ GALVANIZED ASTM A307 BOLTS U.N.O. rki� y i ,9 crcv CSL ti Cti�f °CC. 6. ALL STRUCTURAL PIPE ASTM A53, TYPE E OR S, GRADE B. SPECIAL INSPECTION: `p��Pq^!_ QL 1. IF REQUIRED, SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDB (?? EC AL 2617 INSPECTOR PER CODE FOR THE FOLLOWING ITEMS. A. CONTINUOUS DURING THE INSTALLATION OF EXPANSION AND/OR ADHESIA N_ �I�F I gra HOLE SIZE, DEPTH, CLEANLINESS, AND INSTALLATION PER ICC REPORT. i L� �u DRAWING ABBREVIATIONS AFF ABOVE FINISH FLOOR LF LINEAR FEET AGL ABOVE GRADE LEVEL MAX MAXIMUM AWG AMERICAN WIRE GAUGE MECH MECHANICAL AC AIR CONDITIONING MFR MANUFACTURER ADJ ADJUSTABLE MGR MANAGER APPROX APPROXIMATELY MIN MINIMUM AZ AZIMUTH MISC MISCELLANEOUS BLDG BUILDING MTL METAL CM CONSTRUCTION MANAGER MTZL METALIZE(D) CAB CABINET MW MICROWAVE CL CENTERLINE NEC NATIONAL ELECTRICAL CODE CLG CEILING NIC NOT IN CONTRACT CLR CLEAR NTS NOT TO SCALE CO COPPER N/A NOT APPLICABLE CONC CONCRETE OC ON CENTER COND CONDUIT OD OUTSIDE DIAMETER CONST CONSTRUCTION OP OVERHEAD POWER CONT CONTINUOUS OT OVERHEAD FIBER CPM CASCADIA PM OPP OPPOSITE D/C DRAFTER/CHECKER PL PROPERTY LINE DEMO DEMOLISH PLYWD PLYWOOD DIA DIAMETER PM PROJECT MANAGER DIM DIMENSION PROJ PROJECT DN DOWN PROP PROPERTY DTL DETAIL PT PRESSURE TREATED DWG DRAWING RO ROUGH OPENING EA EACH ROW RIGHT OF WAY ELECT ELEV EQ EQUIP ELEVATIAN DICT L�tLAk�t'f'"D EQUAL EQUIPMENT :P.'Lr 1.,-,1-2) V L' C SBTC SF REMOTE RADIO UNIT EQUIRED OLID BARE TINNED COPPER QUARE FEET EXT EXTERIO FIN FINISH cJ'k9' 2 c SPEC HEET PECIFICATION FLR FLOOR SQ S'UARE FT GA GALV FOOT, FET L� ��6E� -- DIRUCT -4 STRUCTURE, STRUCTURAL GALVANIZE!)_- - GAUGE STAINLESS STEEL �6TEEL GC GENERAL CONTRACTOR TOC TOP OF CONCRETE GWB GYPSUM WALL BOARD TOM TOP OF MASONRY GR GRADE THRU THROUGH GRND GROUND TNND TINNED HVAC HEATING, VENTING & AIR CONDITIONING UBC UNIFORM BUILDING CODE HORIZ HORIZONTAL UG UNDERGROUND HT HEIGHT UNO UNLESS NOTED OTHERWISE IBC tib INTERNATIONAL BUILDING CODE UP UNDERGROUND POWER INSIDE DIAMETER UF UNDERGROUND FIBER IN INCH VIF VERIFY IN FIELD INSUL INSULATION VERT VERTICAL INT INTERIOR WP WATERPROOF a30X JUNCTION BOX W/ WITH LB(S) POUND(S) W/0 WITHOUT verizon" *CENTERLINE SOLUTIONS CP PROJECT NO.: VER -17-0003-7 PRELIMINARY NO. DATE D/C DESCRIPTION 0 03-07-17 JG/GS 90% CD REVIEW 1 03-27-17 JG/JG CLIENT COMMENT 2 06-16-17 JG/JG CLIENT COMMENT SUBMITTAL NO. DATE D/C DESCRIPTION SITE NAME: SEA INTERRUB ANTENNA MOD SITE ADDRESS: 14240 INTERURBAN AVE S TUKWILA, WA SHEET TITLE GENERAL NOTES SHEET NO. GN1.0 0 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director September 18, 2018 John Norris Centerline Solutions 8218 154th Ave NE — Suite 120 Redmond, WA 98052 RE: Request for Extension #1 Permit Number D17-0186 Dear Mr. Norris, This letter is in response to your written request for an extension to Permit D17-0186. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through April 8, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0186 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: John Norris <johnnorris@centerlinesolutions.com> Sent: Tuesday, September 11, 2018 10:37 AM To: Bill Rambo Cc: Bradley Adams Subject: Extension Request for Permit D17-0186 - 14220 Interurban Ave S Good Morning, Mr. Rambo. Centerline Solutions, on behalf of Verizon Wireless, would like to request an extension for permit 017-0186. We are in the process of scheduling a final inspection and need additional time to address the emergency antennae power off switch with the fire department. Please let me know if you have any questions. Thank you, John Norris Site Acquisition Specialist <>CENTERL.INE SOLUTEONS 8218 154th Ave. NE Suite 120 Redmond, WA 98052 Phone: 425.828.1008 ext. 6033 Mobile: 509.768.5310 Email: johnnorris@centerlinesolutions.com www.centerlinesolutions.com Request for Extension # q Current Expiration Date: 10— 1 0 Extension Request: G Approved for l0 days Denied (provide explanation Signature/Initials J The information contained in this message and any attachment may be proprietary, confidential, and privileged or subject to the work product doctrine and thus protected from disclosure. If the reader of this message is not the intended recipient, or an employee or agent responsible for delivering this message to the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is strictly prohibited. If you have received this communication in error, please notify me immediately by replying to this message and deleting it and all copies and backups thereof. Thank you. u Please consider the environment before printing this email. This message is solely for the use of the intended recipient. This message is confidential, and may contain legally - privileged information. If you are not the intended recipient, be aware that any review, disclosure, copying, distribution, reliance upon or use of the contents of this message is strictly prohibited. If you have received this message in error, please destroy it and notify me immediately. Thank you CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 1 RECEIVED CITY OF TUKWILA SEP 1 1 2018 PERMIT CENTER 9/5/2018 0 City of Tukwila Department of Community Development DEVANDRA MAHARAJ 8218 154TH AVE NE, SUITE 120 REDMOND, WA 98052 RE: Permit No. D17-0186 BELLTOWN INVESTMENT - WIRELESS FACILITY 14220 INTERURBAN AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/8/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/8/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0186 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Alcan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 4, 2018 John Norris Centerline Solutions 8218 154th Ave NE, Ste 120 Redmond, WA 98052 RE: Request for Application Extension #1 Permit Application Number D17-0186 Dear Mr. Norris, This letter is in response to your written request for an extension to Application Number D17-0186. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through July 11, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Rachelle Riple Permit Technician File: Permit No. D17-0186 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Rachelle Ripley From: John Norris <johnnorris@centerlinesolutions.com> Sent: Tuesday, December 12, 2017 3:56 PM To: Rachelle Ripley Cc: John Norris Subject: Permit Application No. D17-0186 - 14220 Interurban Ave S Hi Rachelle, I would like to request a permit extension for permit application No. 017-0186. We are requesting this extension because we are still waiting to receive the GC information. The contractor will pick up the permit once they are selected but in the mean -time, you can use my information below for the contact. Please let me know if you have any questions. Thank you, John Norris Site Acquisition Specialist f'CENTERLINE SOLUTIONS 8218 154th Ave NE, Suite 120 Redmond, WA 98052 Phone: (425) 828.1008 x6033 Mobile: 509.768.5310 E-mail: johnnorris(a�CenterlineSolutions.com The information contained in this message and any attachment may be proprietary, confidential, and privileged or subject to the work product doctrine and thus protected from disclosure. If the reader of this message is not the intended recipient, or an employee or agent responsible for delivering this message to the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is strictly prohibited. If you have received this communication in error, please notify me immediately by replying to this message and deleting it and all copies and backups thereof. Thank you. u Please consider the environment before printing this email. This message is solely for the use of the intended recipient. This message is confidential, and may contain legally - privileged information. If you are not the intended recipient, be aware that any review, disclosure, copying, distribution, reliance upon or use of the contents of this message is strictly prohibited. If you have received this message in err r, please destroy it and notify me immediately. Thank you Request for Extensior;. # I Current Expiration Date: Extension Request: //'' Approved for l e v days Denied (provide explanation) Signature:Initials l 12/1/2017 0 City of Tukwila Department of Community Development DEVANDRA MAHARAJ 8218 154TH AVE NE, SUITE 120 REDMOND, WA 98052 RE: Permit Application No. D17-0186 BELLTOWN INVESTMENT - WIRELESS FACILITY 14220 INTERURBAN AVE S Dear DEVANDRA MAHARAJ, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 7/11/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 1/11/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely e le Ripley Permit Technician File No: D17-0186 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 QERMIT COORD COPY. � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0186 DATE: 07/11/17 PROJECT NAME: BELLTOWN INVESTMENT WIRELESS FACILITY SITE ADDRESS: 14220 INTERURBAN AVE S X Original Plan Submittal Revision # 'before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: , Wc, -7,1s-17 Building Division ilk S)S N//i` `i311 Public Wor s � ] (- 7-)-0-17 Fire Prevention Structural 3.1 fF Z Planning Division Permit Coordinator OD PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/13/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/10/17 Approved Corrections Required ❑ Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 Cedar Industries Incorporated Home Espanol Contact Safety & Health Claims & Insurance Citk iik Washington State Department of AP Labor & Industrie 0 Search L&I Page 1 of 2 A -Z Inde Help My LAI Workplace Rights Trades & Licensing Cedar Industries Incorporated Owner or tradesperson Principals MOORE, RANDAL D, PRESIDENT MOORE, TERESA L, VICE PRESIDENT Doing business as Cedar Industries Incorporated WA UBI No. 602 869 930 12709 268TH AVE CT E BUCKLEY, WA 98321 360-829-5160 PIERCE County Business type Corporation Governing persons TERESA LEIGH MOORE . RANDAL D MOORE; 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. CEDARII922QG Effective — expiration 11/07/2008-11/07/2018 Bond ............... Lexon Ins Co Bond account no. 9810257 $12,000.00 Received by L&I Effective date 10/04/2011 10/23/2011 Expiration date Until Canceled Insurance ...................... _..... Pioneer Specialty Ins Co $1,000,000.00 Policy no. CPP108718100 Received by L&I Effective date. 01/29/2018 02/25/2014 Expiration date 02/25/2019 Insurance history Savings No savings accounts during the previous 6 year period. Help us improve https://secure.ini.wa.gov/verify/Detail.aspx?UBI=602869930&LIC=CEDARII922QG&'SAW= 3/7/2018 Cedar Industries Incorporated Lawsuits against the bond or savings No lawsuits against the bond or savings accccs during the previous 6 year period. L&I Tax debts No L&l tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. 0 License Violations ........................... _ ......................... No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 987,561-02 ......................... _...... Doing business as CEDAR INDUSTRIES INCORPORATED Estimated workers reported Quarter 4 of Year 2017 "7 to 10 Workers" L&I account contact TO / KARLA BOWMAN (360)902-5535 - Email: BOWK235@Ini.wa.gov Account is current. 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=602869930&LIC=CEDARII922QG&SAW= 3/7/2018