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HomeMy WebLinkAboutPermit D18-0308 - NEW CINGULAR WIRELESS - WIRELESS TELECOMMUNICATIONS FACILITY MODIFICATIONNEW LINGULAR WIRELESS PCS, LLC (AT&T) 11041 TUKWILA INTL BLVD FINALED 4/24/2020 DI 8-0308 Parcel No: Address: Project Name: City of Tukwila O Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0423049130 11041 TUKWILA INTL BLVD Permit Number: Issue Date: Permit Expires On: NEW CINGULAR WIRELESS PCS, LLC (AT&T) D18-0308 12/12/2018 6/10/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: „ WA, CHARLES LI 3380 146TH PL SE, STE 102 , BELLEVUE, WA, 98007 MASTEC NETWORK SOLUTIONS INC (CONST) 806 S DOUGLAS RD 11TH FLOOR , CORAL GABLES, FL, 33134 MASTENS876KN AT&T 16221 NE 72 WAY RTC3 , REDMOND, WA, 98052 Phone: (425) 765-6220 Phone: (866) 545-1782 Expiration Date: 5/14/2019 DESCRIPTION OF WORK: AT&T PROPOSES TO MODIFY AN EXISTING WTF LOCATED ON A SEATTLE CITY LIGHT ELECTRICAL TRANSMISSION TOWER.THE SCOPE OF WORK IS REPLACINH (6) ANRENNAS, REMOVING (9) TMA'S, AND REPLACING (6) 7/8" COAX WITH (6) 15/8 COAX. Project Valuation: $30,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,234.74 Occupancy per IBC: U Water District: 20,TUKWILA Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 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: l 1— I Z t I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: chz �i Li Date: Z/IS 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: <NONE> PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov t Building Permit No. D K---(ThO S Project No. Date Application Accepted: GI Date Application Expires: lj (For office uae only) 711 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: Tenant Name: New Cingular Wireless PCS, LLC (AT&T) illDD King Co Assessor's Tax No.: 0423049130 107West Marginal Way S, Tukwila, WA 9816E Suite Number: Floor: New Tenant: ❑ Yes El ..No PROPERTY OWNER Name: Charles Li Name: Seattle City Light Address: 3380 146th P1 SE, Ste 102 Address: 700 5th Avenue, Suite 3000 City: Bellevue State: WA City: Seattle State: WA Zip: 98104 CONTACT PERSON — person receiving all project communication Name: Charles Li Company Name: Glotel Inc. Address: 3380 146th P1 SE, Ste 102 Architect Name: Ryan McDaniel City: Bellevue State: WA Zip: 98007 Phone: (425) 765-6220 Fax: City: Bellevue State: WA Email: cli@glotel.com State: GENERAL CONTRACTOR INFORMATION Company Name: TBD Company Name: Glotel Inc. City: ( State: WA Zip: qa Architect Name: Ryan McDaniel Address: Address: 3380 146th P1 SE, Ste 102 City: Bellevue State: WA City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Fotms-Applications On Line \2011 ApplicationsTemit Application Revised - 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: / 1T T Company Name: Glotel Inc. City: ( State: WA Zip: qa Architect Name: Ryan McDaniel Address: 3380 146th P1 SE, Ste 102 City: Bellevue State: WA Zip: 98007 Phone: Fax: Email: rmcdaniel@glotel.com ENGINEER OF RECORD Name: / 1T T Company Name: Glotel Inc. City: ( State: WA Zip: qa Engineer Name: Ryan McDaniel Address: 3380 146th P1 SE, Ste 102 City: Bellevue State: WA Zip: 98007 Phone: Fax: Email: rmcdaniel@glotel.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: / 1T T Address: \ 6in KI E -l7 v) Gey 9:7G 3 City: ( State: WA Zip: qa Page 1 of4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 30,000 Describe the scope of work (please provide detailed information): AT&T proposes to modify an existing WTF located on a Seattle City Light electrical transmission tower. The scope of work is replacing (6) antennas, removing (9) TMAs, adding (6) TMAs, and replacing (6) 7/8" coax with (6) 1-5/8" coax. Existing Building Valuation: $ Will there be new rack storage'? ❑ Yes m.. 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? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ ....... Automatic Fire Alarm ❑ None ❑ Other (specify) 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 Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2011 Applications\Pemit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ ....... Automatic Fire Alarm ❑ None ❑ Other (specify) 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 Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2011 Applications\Pemit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 / PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ... Valley View ❑ .. Renton ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation ❑ .. Geotechnical Report O .. 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 0 .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line Domestic Water ❑ .. Grease Interceptor ❑ .. Channelization 0 .. Trench Excavation 0 .. Utility Undergrounding 0 ...Permanent Water Meter Size... " WO # ❑ ...Temporary Water Meter Size .. " WO # 0 ...Water Only Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private 0 ❑ ... Water Main Extension Public ❑ Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer Monthly Service Billing to: Name: 0 ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \20I1 Applications\Pemiit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR A _M H 1 RI ED AGENT: Signature: Date: 09/26/2018 Print Name: Charles Li Day Telephone: (425) 765-6220 Mailing Address: 3380 146th P1 SE, Ste. 102 H:Wpplications\Forms-Applications On Line \201I Applieations\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Bellevue WA 98007 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I PermitTRAK ACCOUNT QUANTITY ''. PAID $1,234.74 D18-0308 Address: 11041 TUKWILA INTL BLVD Apn: 0423049130 $1,234.74 Credit Card Fee $35.96 Credit Card Fee R000.369.908.00.00 0.00 $35.96 DEVELOPMENT $1,164.26 PERMIT FEE R000.322.100.00.00 0.00 $690.46 PLAN CHECK FEE R000.345.830.00.00 0.00 $448.80 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $34.52 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15496 R000.322.900.04.00 0.00 $34.52 $1,234.74 Date Paid: Thursday, September 27, 2018 Paid By: SYLVIA BUTLER Pay Method: CREDIT CARD 095785 Printed: Thursday, September 27, 2018 10:37 AM 1 of 1 RWYSTEMS 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 09/27/2018 10:37:18 AM VISA CARD NUMBER: TRAN AMOUNT: APPROVAL CD: RECORD #: CLERK ID: X CREDIT CARD SALE **********0512 K $1,234.74 095785 000 Rachelle {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy 1 Page 1 of 2 httns://classic.converaepav.com/VirtualMerchant/transaction.do?dispatchMethod=printTr... 09/27/2018 Date: • CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 09/27/2018 10:37:18 AM CREDIT CARD SALE VISA CARD NUMBER: TRAN AMOUNT: APPROVAL CD: RECORD #: CLERK ID: s **********0512 $1,234.74 095785 000 Rachelle Thank you! Customer Copy K • Page 2 of 2 https://clas ic.convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTr... 09/27/2018 Permit Number: D18-0308 Permit Inspections City of Tukwila Description: NEW CINGULAR WIRELESS PCS, LLC (AT&T) Applied: 9/27/2018 Approved: 10/18/2018 Site Address: 11041 TUKWILA INTL BLVD Issued: 12/12/2018 Finaled: 4/24/2020 City, State Zip Code:TUKWILA, WA98168 Status: FINALED Parent Permit: Parent Project: Details: Applicant: NEW CINGULAR WIRELESS PCS, LLC (AT&T) Owner: <NONE> Contractor: MASTEC NETWORK SOLUTIONS INC (CONST) AT&T PROPOSES TO MODIFY AN EXISTING WTF LOCATED ON A SEATTLE CITY LIGHT ELECTRICAL TRANSMISSION TOWER.THE SCOPE OF WORK IS REPLACINH (6) ANRENNAS, REMOVING (9) TMA'S, AND REPLACING (6) 7/8" COAX WITH (6) 1 5/8 COAX. IhgeOP INSPEG IO 5 SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS 4/22/2020 AM 4/22/2020 BUILDING FINAL** Lee Sipe NOT APPROVED called left msg. no answer Notes: 4/24/2020 AM 4/24/2020 BUILDING FINAL** Lee Sipe APPROVED 201334 Notes: Printed: Thursday, 09 September, 2021 1 of 1 i1 SUPERION ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT&T MOBILITY SERVICES IS STRICTLY PROHIBITED. THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY at& FILE COPY Penn it No. 030 Plan review approval is subject to errors and omissions. \)\Tj\ 6 15 8 pprovat of construction documents does not authorize violation of any adopted code or ordinance. Receipt f approved Field Copy and conditions is acknowled� e�R�XB URY ey:«vqe LC� LTE 5 C+6 C Mobility s u+r t gr. es VICINITY MAP ly" `t6 ♦Ap Awatbn Partner. Boeing co Coed Moses Memorial Park then 0 NAPA AuIO Parts i,enwne Pans Company TRUE NORTH 1' DRIVING DIRECTIONS START FROM REGIONAL OFFICE: TURN RIGHT ONTO 164th AVENUE NE, GO TURN RIGHT ON BEAR CREEK PKWY, GO TURN LEFT ON LEARY WAY, GO TAKE THE RAMP ONTO WA -520 W. GO TAKE THE EXIT ONTO 1-405 S TOWARD RENTON. GO TAKE THE EXIT TOWARD 1-5 N, GO KEEP RIGHT AT THE FORK AND FOLLOW SIGNS FOR SEATTLE/I-5 AND MERGE ONTO 1-5 N. GO TAKE EXIT #156 FOR WA -599 TOWARD W MARGINAL WAY / TUKWILA, GO CONTINUE ON WA -599. GO 2.4 MI. TAKE THE W MARGINAL PL EXIT. GO TURN RIGHT ON 27th AVENUE S, GO ARRIVE AT 10710 WEST MARGINAL WAY 5, TUKWILA, WA 98168 220 FT 0.3 MI 0.3 MI 5.0 MI 14.7 MI 197 FT 1.2 MI 0.5 MI 0.1 MI 0.2 MI Y t �ii�4R r-9 MPPH 1VE.4 x Date: City of Tukwila BUILDING DIVISION SITE INFORMATION PROJECT DESCRIPTION; AT&T MOBIUTY PROPOSES TO MODIFY AN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY BY REPLACING (3) EXISTING PANEL ANTENNAS WITH (3) NEW PANEL ANTENNAS, (6) EXISTING TMA'S MOUNTED BEHIND ANTENNAS AND (6) 7/8" COAX WITH (6) 1-5/8" COAX ON THE TOWER. ALSO REPLACING (6) EXISTING RRH WITH (6) NEW RRH UNITS AT GROUND LEVEL. CODE INFORMATION; ZONING CLASSIFICATION: BUILDING CODE: CONSTRUCTION TYPE: OCCUPANCY: JURISDICTION: PROPOSED BUILDING USE: SITE LOCATION; LATITUDE: LONGITUDE: TOP OF STRUCTURE (ACL): BASE OF STRUCTURE (AMSL): PARCEL NUMBER(S): 0423049130 PTN*: 3801AODBHO PACE*; MRWOR029562 1 280 SITE TYPE; 158'-6" TRANSMISSION TOWER MIC/H 2015 IBC IIB U, S-2 CITY OF TUKWILA UNMANNED TELECOMMUNICATIONS FACILITY 47' 30' 23.5" N (47.5065) 122' 17' 58.4" W (-122.2995) 156'-8" 18.251' �.11/111* ,z, LF`. :.. I °U I FOR: annechanical D iectncat &Plumbing (YGas Piping Ci:y of Tukwila GENERAL INFORMATION: Pt. ,r)! NIG DIVISION 1. PARKING REQUIREMENTS ARE UNCHANGED"--- 2. NCHANGED--- 2. TRAFFIC IS UNAFFECTED 3. SIGNAGE IS NOT PROPOSED Eo changes can be made. t. S TRAM plans without approval trial' Manning Division of DCD Approved By: so D SCRIPTION LN R/W OVE FT R/W & VAC GL 4 & 5 TGW SE 1/4 LESS VER TRACT 55 OF MOORES FRAIEGER RD LESS ST HWY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY PROJECT CONTACTS APPLICANT; NEW CINGULAR WIRELESS PCS, LLC (AT&T) 16221 NE 72ND WAY, RTC 3 P.O. BOX 97061 REDMOND. WA 98052 PROJECT ENGINEER; GLOTEL INC 3380 146TH PL SE, SUITE 102 BELLEVUE, WA 98007 CONTACT: RYAN MCDANIEL, P.E. PROJECT MANAGER; MASTEC NETWORK SOLUTIONS CONTACT: PAM ROY A&E MANAGER: MASTEC NETWORK SOLUTIONS CONTACT: PATRICK WINTERS STRUCTURAL ANALYSIS; CITY OF SEATTLE SEATTLE CITY UGHT REAL ESTATE SERVICES 700 5111 AVE. SUITE 3000 SEATTLE, WA 98104 CONTACT: DOUG HABERMAN PH: (206) "33-9138 PROPERTY OWNER; CITY OF SEATTLE SEATTLE CITY UGHT REAL ESTATE SERVICES 700 5T11 AVE, SUITE 3000 SEATTLE, WA 98104 CONTACT: DOUG HABERMAN PH: (206) 733-9138 TOWER OWNER: CITY OF SEATTLE SEATTLE CITY UGHT REAL ESTATE SERVICES 700 5TH AVE, SUITE 3000 SEATTLE, WA 98104 CONTACT: DOUG HABERMAN PH: (206) 733-9138 SITE ACQUISITION: MASTEC NETWORK SOLUTIONS CONTACT: TONY PULED PHONE: (847) 463-5939 PERMITTING: MASTEC NETWORK SOLUTIONS CONTACT: DREW PARKER PHONE: (630) 634-4932 CONSTRUCTION MANAGER: MASTEC NETWORK SOLUTIONS CONTACT: MIKE SUTHERBY PHONE: (231) 527-5269 REVISIONS No changes shalt be made to the scope I of wort; without prior approval of T.=kw+Ea Building Division N3777:: fl3o isi ;1; win require a new plan submittal and mwy include addtionai plan review taus. REVIEWED FOR CODE COMPLIANCE r,, APPROVED dd. OCT 17 2018 City of Tukwila BUILDING DIVISION 100% 5C+6C CONSTRUCTION DRAWINGS DRAWING INDEX T-1 TITLE SHEET 0-1 GENERAL NOTES A-1 SITE PLAN A-2 ENLARGED SITE PLAN A-3 EXISTING & PROPOSED EQUIPMENT LAYOUT A-4 EXISTING & PROPOSED SOUTHEAST ELEVATION A-5 RF DETAILS RF -1 EXISTING & PROPOSED ANTENNA CONFIGURATIONS E-1 SCHEMATIC GROUNDING PLAN E-2 GROUNDING DETAILS RECEIVED CITY OF TUKWILA SEP 27 2018 PERMIT CENTER bl9j�O8 (DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALES SHOWN ON PLANS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE ENGINEER AND CARRIER OF ANY ERRORS OR OMISSIONS. AYYKU V AL/JIUIN Ufl CONSULTANT GROUP SIGN OFF DATE SIGNATURE AT&T SIGN OFF DATE SIGNATURE CONSTRUCTION MANAGER 0 09/50/19 RF ENGINEER WJR LANDLORD'S REPRESENTATIVE INTERCONNECT PROJECT MANAGER OPERATIONS SITE ACQUISITION COMPLIANCE PERMUTING CONSTRUCTION MANAGER PROJECT MANAGER REVIEWERS SHALL CLEARLY EACH REDLINE NOTE AS DRAWINGS PLACE INITIALS ADJACENT TO ARE BEING REVIEWED l Giotel. >Integrity DeliveredTM •11 asTec Network Solutions REDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY \ EXPIRES 01-09-2019 REVISIONS REV. DATE DESCRIPTION 8Y A 05/25/19 ISSUED FOR 902 CO REVIEW TR 0 09/50/19 ISSUED FOR 1002 CONSTRUCION WJR TITLE TITLE SHEET SHEET T-1 CGLOTEL PROJECT #: 55568) THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT&T MOBILITY SERVICES IS STRICTLY PROHIBITED. LIMITS OF LIABILITY: GLOTEL HAS MADE EVERY EFFORT TO CREATE COMPLETE AND ACCURATE CONTRACT DOCUMENTS WITH THE BEST INFORMATION AVAILABLE AT THE TIME OF THEIR COMPLETION. CONTRACTORS ARE CAUTIONED THAT MINOR OMISSIONS OR ERRORS IN THE CONTRACT DOCUMENTS MAY OCCUR AND SHALL NOT EXCUSE THE CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE INTENT OF THE DOCUMENTS. REFERENCE ADMINISTRATIVE REQUIREMENTS. CONTRACT DOCUMENTS: 1. THE CONTRACT DOCUMENTS INCLUDE THE AGENCY APPROVED PROJECT SPECIFICATIONS, PLANS. AND THEIR LATEST REVISIONS. ADDENDA. AND CLARIFICATIONS. THE CONTRACT DOCUMENTS MAY ALSO INCLUDE NETWORK CARRIER STANDARDS FOR INSTALLATION OF TELECOMMUNICATIONS EQUIPMENT. 2. THE CONTRACTOR SHALL KEEP A MINIMUM OF ONE SET OF CONTRACT DOCUMENTS ON FILE IN THE PROJECT OFFICE AT THE JOB SITE. COPIES OF THE PROJECT DOCUMENTS USED BY SITE STAFF SHALL BE UP TO DATE WITH THE PROJECT OFFICE COPY. 3. THE CONTRACTOR SHALL NOTIFY THE PROJECT TEAM OF ANY ERRORS. OMISSIONS. AND INCONSISTENCIES FOUND IN THE CONTRACT DOCUMENTS. THE NOTIFICATION SHALL BE GIVEN BOTH VERBALLY AND IN WRITING WITHIN 24 HOURS OF DISCOVERY. 4. IF AN ERROR OR OMISSION IN THE PROJECT DOCUMENTS REQUIRES RECTIFICATION, THE CONTRACTOR SHALL SUBMIT A PROPOSAL TO THE PROJECT TEAM TO RECTIFY THE ISSUE. THE PROPOSAL MUST BE APPROVED PRIOR TO WORK. 5. THE CONTRACT DRAWINGS ARE PREPARED TO SCALE WITH THE BEST KNOWLEDGE OF THE SITE GIVEN TO GLOTEL. WHERE DIMENSIONS ARE NOT SHOWN IN THE DRAWINGS, THE CONTRACTOR SHOULD CLARIFY WITH THE PROJECT TEAM WHEN THE INFORMATION I5 CRITICAL TO PROPER INSTALLATION. 6. THE CONTRACTOR SHALL DOCUMENT ALL CHANGES AND SUBSTITUTIONS ON THE PROJECT OFFICE COPY OF THE CONTRACT DOCUMENTS. 7. WHEN FABRICATION OF STRUCTURAL ITEMS ARE REQUIRED, IT MAY BE NECESSARY TO SUBMIT SHOP DRAWINGS FOR REVIEW BY GLOTEL. SEE STRUCTURAL NOTES. 8. DEFERRED SUBMITTALS ARE REQUIRED FOR MATERIALS TO BE PROVIDED BY THE CONTRACTOR. WHERE MATERIALS IN THE PLANS ARE DESIGNATED AS PROVIDED BY CONTRACTOR, THE CONTRACTOR SHALL SUBMIT THE PREFERRED MATERIAL TO THE PROJECT TEAM FOR REVIEW AND APPROVAL PRIOR TO WORK. ADMINISTRATIVE REQUIREMENTS: 1. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED (INCLUDING FEES) TO COMPLETE THE WORK DESCRIBED BY THE CONSTRUCTION DOCUMENTS. 2. PRIOR TO BIDDING, THE CONTRACTOR IS RESPONSIBLE FOR REVIEW OF THE PROJECT SITE AND CONTRACT DOCUMENTS TO UNDERSTAND THE DESIGN AND CONDITIONS AFFECTING THE WORK TO BE PERFORMED. ANY ERRORS, OMISSIONS, AND DISCREPANCIES MUST BE SUBMITTED TO THE PROJECT TEAM VERBALLY AND IN WRITING. 3. THE CONTRACTOR SHALL PROVIDE A WARRANTY FOR WORK FOR A PERIOD OF ONE YEAR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL REMEDY ALL FAULTY, INFERIOR, AND/OR IMPROPER MATERIALS, DAMAGED GOODS, AND/OR FAULTY WORKMANSHIP. ALL ROOFING AND WATERPROOFING MUST BE WARRANTED FOR A PERIOD OF TWO YEARS. THE PERIOD BEGINS AT SUBSTANTIAL COMPLETION OF THE PROJECT. 4. THE CONTRACTOR SHALL PROVIDE A COPY OF LICENSE AND INSURANCE 70 THE TELECOMMUNICATIONS CARRIER. SITE SAFETY: 1. THE CONTRACTOR SHALL PROVIDE OSHA COMPLIANT PROTECTION FOR THE SAFETY OF THE SITE STAFF AT ALL TIMES DURING THE CONSTRUCTION OF THE PROJECT. 2. CONTRACTOR SHALL KEEP GENERAL WORK AREA CLEAN AND HAZARD FREE DURING CONSTRUCTION. SITE SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM DIRT AND DEBRIS. SURFACES SHALL BE CLEANED OF GREASE, PAINT. OR OTHER MATERIALS NOT SPECIFIED IN THE CONSTRUCTION DOCUMENTS. 3. THE CONTRACTOR IS TO PROVIDE PROTECTION FOR ADJOINING PROPERTIES FROM PHYSICAL HARM, NOISE, DUST, DIRT, AND FIRE AS REQUIRED BY THE GOVERNING AGENCIES. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR OF ANY DAMAGE. 4. THE CONTRACTOR IS RESPONSIBLE FOR THE SECURITY OF THE PROJECT SITE AREA. 5. WHERE WORK REQUIRES OPEN HAZARDS TO SITE STAFF, THE HAZARD SHALL BE TEMPORARILY MITIGATED TO OSHA STANDARD UNTIL THE HAZARD IS CLOSED. 6. SEE STRUCTURAL NOTES. UTILITY REQUIREMENTS: 1. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH UTILITY AGENCIES PRIOR TO WORK WITH UTIUTIES. 2. CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO WORK. 3. CONTRACTOR TO PROTECT, REPLACE AND/OR REROUTE ANY EXISTING UTIUTIES ENCOUNTERED DURING THE COURSE OF WORK. SPECIAL CONSIDERATIONS FOR WEATHERPROOFING: 1. ALL PENETRATIONS TO EXISTING STRUCTURES MUST BE SEALED WITH APPROVED WEATHERPROOFING. IF WEATHERPROOFING IS OMITTED, CONTACT THE PROJECT TEAM FOR CLARIFICATION OR PROVIDE A WEATHERPROOFING PROPOSAL FOR APPROVAL. 2. CONTRACTOR SHALL COORDINATE WITH OWNER AND THE EXISTING ROOFING CONTRACTOR OF RECORD FOR ANY AUGMENTATION TO THE ROOF MEMBRANE, AND HAVING THE WORK GUARANTEED UNDER THE ROOFING CONTRACTOR'S EXISTING WARRANTY. WORK REQUIREMENTS: 1. ALL WORK MUST BE PERFORMED DURING THE OWNERS PREFERRED HOURS. 2. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. 3. ALL WORK PERFORMED ON THE PROJECT SHALL BE IN ACCORDANCE WITH ALL APPLICABLE CODES AND STANDARDS. SEE STRUCTURAL NOTES. 4. IF INSPECTION OF WORK IS REQUIRED. THE CONTRACTOR SHALL NOTIFY THE INSPECTION ENTITY 24 HOURS IN ADVANCE OF THE WORK TO BE PERFORMED. 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH UTILITY AGENCIES PRIOR TO WORK WITH UTILITIES. REFERENCE UTILITIES SECTION. 6. THE CONTRACTOR SHALL COORDINATE ON-SITE STORAGE WITH OWNER IN ADVANCE OF WORK. PERMITS MAY BE REQUIRED FOR STORAGE ON PUBUC RIGHT OF WAY. 7. ALL NEW CONSTRUCTION SHALL MATCH EXISTING CONSTRUCTION IN FORM. TEXTURE, FINISH. AND IN MATERIALS EXCEPT AS NOTED IN THE CONSTRUCTION DOCUMENTS. 8. THE CONTRACTOR SHALL MAKE EVERY EFFORT TO PROTECT EXISTING WORK FROM DAMAGE DURING THE COURSE OF WORK FOR THIS PROJECT. 9. THE CONTRACTOR SHALL PROVIDE WORK WHICH IS LEVEL, PLUMB. AND WITHIN TOLERANCES SPECIFIED BY CODES AND STANDARDS INCLUDED IN THE STRUCTURAL NOTES. 10. THE CONTRACTOR SHALL INSTALL ALL EOUIPMENT AND MATERIALS ACCORDING TO MANUFACTURER'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE. 11. ANY SUBSTITUTIONS OF MATERIALS MUST BE APPROVED BY THE PROJECT TEAM IN WRITING. 12. THE CONTRACTOR SHALL SUPPLY ALL MATERIALS INCIDENTAL TO THE WORK DESCRIBED BY THE CONTRACT DOCUMENTS. 13. THE CONTRACTOR MUST RESTORE ALL PORTIONS OF THE PROJECT SITE TO IT'S PRE -WORK CONDITION. WHERE THE WORK PERFORMED DOES NOT ALLOW FOR PRE -WORK RESTORATION, WORK AREAS MUST BE REPAIRED OR REPLACED TO MATCH EXISTING FINISH AND SITE GRADING. 14. THE CONTRACTOR IS RESPONSIBLE FOR ALL DISPOSAL OF DEBRIS AND ITEMS WHICH ARE SPECIFIED TO BE REMOVED IN THE COURSE OF WORK. CAST -IN PLACE CONCRETE: 1. ALL CONCRETE DESIGN DESCRIBED 8Y THIS SET OF DRAWINGS IS BASED ON ACI 318 2. ALL STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 4,000 P51. UNLESS SPECIFIED OTHERWISE. 3. EACH CONCRETE MIX DESIGN SHALL HAVE A CYLINDER TEST HISTORY OF 60 DAYS MINIMUM, TESTED IN ACCORDANCE WITH ASTM C39, TESTED BY AN ACI CERTIFIED STRENGTH TESTING TECHNICIAN, AND THE STRENGTH STATISTICALLY DETERMINED IN ACCORDANCE WITH ACI 318. EACH MIX DESIGN USED ON SITE SHALL BE SUBMITTED TO, AND RECEIVED BY THE PROJECT TEAM BEFORE THE CONCRETE IS PLACED ON SITE. 4. RAW MATERIALS, MANUFACTURE, AND DEUVERY TO THE FORMWORK SHALL BE IN ACCORDANCE WITH ASTM C94 AND ACI 318. 5. EMBEDDED ITEMS ARE TO BE SECURELY FASTENED SO THAT THEY DO NOT MOVE DURING PLACEMENT OF THE CONCRETE. REFERENCE THE REINFORCING STEEL SECTION. 6. TWO CYUNDERS SHALL 8E TAKEN FOR EACH LOAD DELNEREO TO THE FORMWORK. SAMPLES ARE TO BE TAKEN FROM THE CONCRETE AS IT IS PLACED IN THE FORMWORK IN ACCORDANCE WITH ASTM C172. CYLINDERS ARE TESTED PER ASTM C39 AND TESTED BY AN ACI CERTIFIED CSTT. CONCRETE SAMPLES ARE TO BE TESTED FOR AIR CONTENT AND WATER CEMENT RATIO. ALL TEST RESULTS ARE SUBMITTED TO THE PROJECT TEAM WITHIN ONE MONTH OF PLACING THE CONCRETE ON SITE. 7. WHEN AMBIENT TEMPERATURES FALL BELOW 55 DEGREES FAHRENHEIT. THE CONTRACTOR SHALL FOLLOW GUIDEUNES DESCRIBED IN ACI 306. WHEN AMBIENT TEMPERATURES RISE ABOVE 90 DEGREES FAHRENHEIT, THE CONTRACTOR SHALL FOLLOW GUIDEUNES DESCRIBED IN ACI 305. THE CONCRETE SHALL BE PROTECTED FROM FREEZING OR FROM EXCESSIVE HEAT WITH TENTS OR BLANKETS TO PROVIDE FOR HEAT OR MOISTURE LOSS. 8. ALL CONCRETE SHALL BE PLACED AS CLOSE TO PRACTICAL TO THE FINAL DESTINATION IN THE FORM. CONCRETE SHALL NOT BE PLACE FROM A HEIGHT GREATER THAN 6 FEET FROM THE POINT OF DISCHARGE. 9. VIBRATION SHALL BE USED TO CONSOUDATE CONVENTIONAL CONCRETE. EXTERNAL STINGER VIBRATORS SHALL BE INSERTED VERTICALLY INTO FORMS EVERY 36 INCHES MAXIMUM AND FOR EACH LIFT. STINGER VIBRATORS SHALL BE INSERTED TO A VERTICAL DEPTH OF 12 INCHES INTO PREVIOUS LIFTS TO ENSURE CONSOUDATION. FOLLOW GUIDELINES USED IN ACI 309R. 10. REPAIRS FOR MINOR DEFECTS MAY BE ADMINISTERED BY AN EXPERIENCED CRAFTSMAN WITHOUT AN APPROVED PROCEDURE. A MINOR DEFECT INCLUDES BUG HOLES, HONEYCOMBING, CHIPS, AND SPALLS THAT DO NOT EXCEED 14 INCH OF DEPTH INTO THE FACE OF THE CONCRETE. MAJOR REPAIRS EXTENDING BEYOND Y3 INCH OF DEPTH AND UP TO THE REINFORCING MAY BE REPAIRED WITH AN APPROVED REPAIR PROCEDURE. REPAIR PROCEDURES MAY BE SUBMITTED TO THE PROJECT TEAM FOR APPROVAL IN ADVANCE OF FIELD WORK. DAMAGE EXTENDING BEYOND STEEL REINFORCING REQUIRES A RETROFIT DESIGN OR IS REJECTED. 11. SEE ARCHITECTURAL NOTES FOR CONCRETE FINISH REQUIREMENTS EXISTING STRUCTURES: 1. THE EXISTING FRAMING IS REPRODUCED FROM THE LATEST INFORMATION PROVIDED. SOME FRAMING AND MATERIALS ENCOUNTERED AT THE TIME OF CONSTRUCTION MAY VARY FROM THAT SHOWN IN THE PLANS. IF THE PLAN CONDITION VARIES FROM THE AS -BUILT CONDITION, THE CONTRACTOR SHOULD CONSULT THE PROJECT TEAM FOR A REVISED DETAIL OR DIRECTION TO PROCEED. ABBREVIATIONS: A/C AGL AMSL APPROX AWG BCW BLDG BLK CLR COAX CONC CONST CONT DIA DWG EA ELEV ELEC EQ EQUIP EXT FIN FLUOR FLR FT FRP GA GALV GC GPS GRND HORZ HR HT HVAC ID IN INFO INSUL NT IBC LBS LMU . LTE AIR CONDITIONING ABOVE GROUND LEVEL ABOVE MEAN SEA LEVEL APPROXIMATELY AMERICAN WIRE GAGE BARE COPPER WIRE BUILDING BLOCKING CLEAR COAXIAL CABLE CONCRETE CONSTRUCTION CONTINUOUS DIAMETER DRAWING EACH ELEVATION ELECTRICAL EQUAL EQUIPMENT EXTERIOR FINISH FLUORESCENT FLOOR FOOT FIBER -REINFORCED POLYMER GAUGE GALVANIZED GENERAL CONTRACTOR GLOBAL POSITIONING SYSTEM GROUND HORIZONTAL HOUR HEIGHT MAX MAXIMUM MECH MECHANICAL MTL METAL MFR MANUFACTURE MGR MANAGER MIN MINIMUM MISC MISCELLANEOUS NA NOT APPLICABLE NIC NOT IN CONTRACT NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER PLYWD PLYWOOD PROJ PROJECT PROP PROPERTY PT PRESSURE TREATED REQ REQUIRED RF RADIO FREQUENCY RM ROOM RO ROUGH OPENING RRH REMOTE RADIO HEAD RRU REMOTE RADIO UNIT SHT SHEET SIM SIMILAR SPEC SPECIFICATION 5F SQUARE FOOT SS STAINLESS STEEL STL STEEL STRUCT STRUCTURAL STD STANDARD SUSP SUSPENDED THRU THROUGH TMA TOWER MOUNTED AMPUFIER TNNG TINNED TYP TYPICAL HEATING VENTILATION AIR CONDITIONING UNO UNLESS NOTED OTHERWISE NSIDE DIAMETER NCH NFORMATION NSULATION NTERIOR NTERNATIONAL BUILDING CODE POUNDS LOCATION MEASUREMENT UNIT LONG TERM EVOLUTION VERT VIF W/ W/O WP VERTICAL VERIFY IN FIELD WITH WITHOUT WATER PROOF CONCRETE SLABS ON GRADE: 1. SLAB -ON -GRADE CONSTRUCTION SHALL BE SUPPORTED ON A 6 INCH LAYER OF CLEAN 3/4 INCH MINUS SUBGRADE COMPACTED TO A DENSITY OF NO LESS THAN 955 OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM 0-1557). SUBGRADE SHALL 8E SUPPORTED ON UNDISTURBED NATIVE SOIL OR PROPERLY PLACED AND COMPACTED STRUCTURAL 6111. 2. INTERIOR SLABS -ON -GRADE SHALL BE CAST OVER A 4 MIL VAPOR BARRIER. 3. PROVIDE CONTROL JOINTS IN ALL SLABS ON GRADE. JOINTS ARE TO BE INSTALLED AT 14 TO 16 FEET ON CENTER EACH WAY MAXIMUM UNLESS SHOWN OTHERWISE ON THE DRAWINGS. ALL SAW CUT JOINTS IN CONCRETE SLABS ARE TO BE MADE WITH AN EARLY CUT SAW AS SOON AS POSSIBLE AFTER POURING BUT NO LATER THAN ONE HOUR AFTER FINISHING. 4. PROVIDE ISOLATION JOINTS AROUND ALL COLUMNS/SPREAD FOOTINGS. JOINTS SHALL BE FORMED BY INSERTING PREFORMED JOINT FILLER FOR THE FULL DEPTH OF THE SLAB. 5. PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH DUE TO COLD OR HOT WEATHER IN ACCORDANCE WITH ACI 305 AND 306. CONTRACTOR SHALL TAKE SPECIAL CURING PRECAUTIONS TO MINIMIZE SHRINKAGE CRACKING OF CONCRETE SLABS. 6. THE CONTRACTOR SHALL TAKE CARE THAT HEAVY EQUIPMENT AND AREAS USED FOR STAGING 00 NOT AND DAMAGE SLABS ON GRADE. DAMAGED SLABS ON SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL EXPENSE TO THE OWNER. 7. CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 2,500 PSI. UNLESS SPECIFIED OTHERWISE. CONCRETE OR MASONRY ANCHORAGE: 1. EXPANSION BOLTS INTO CONCRETE SHALL BE 'KWIK BOLT TZ' AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT ESR -1917. SPECIAL INSPECTION IS REQUIRED. EXPANSION ANCHORS EXPOSED TO WEATHER SHALL BE STAINLESS STEEL REINFORCING STEEL: 1. ALL DETAIUNG, FABRICATION. AND PLACEMENT OF REINFORCING STEEL. SHALL BE IN ACCORDANCE WITH THE ACI MANUAL OF CONCRETE PRACTICE. 2. REINFORCING BARS SHALL BE DEFORMED AND CONFORM TO ASTM A615 OR 6706, GRADE 60. REINFORCING TIE WIRE MAY BE GRADE 40. 3. REINFORCING STEEL SPLICES SHALL BE 40 BAR DIAMETERS OR TWO TRANSVERSE WIRE SPACINGS FOR WIRE MATS. 4. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 318. 5. N0.5 OR LARGER REINFORCING BARS SHALL NOT BE RE-BENT WITHOUT APPROVAL BY THE STRUCTURAL ENGINEER. 6. WELDING OF REBAR IS NOT ALLOWED WITHIN THE MIDDLE THIRD OF THE BAR LENGTH. WELDING OF REBAR IS CONDUCTED IN ACCORDANCE WITH AWS 01.4. USE ONLY ASTM A706 REINFORCING. 7. WIRE REINFORCING CONFORMS TO ASTM A82 OR A185. 8. CONCRETE COVER FOR REINFORCING STEEL CONFORMS TO ACI 318. LEGEND: SUBJECT BOUNDARY UNE - - - - - - - - - RIGHT-OF-WAY CENTERLINE RIGHT OF WAY LINE - ADJACENT BOUNDARY LINE SECTIONAL BREAKDOWN LINE COAX COM -00M- COAX CABLE UNE -F --�.. - FIBER OPTIC CABLE LINE OHP OHP OVERHEAD POWER UNE - UGP UGP uGP- BURIED POWER LINE - Ors GAS Gra - BURIED GAS LINE 041 oNT OVERHEAD TELEPHONE LINE BURIED TELEPHONE LINE BURIED WATER LINE - UGT -W -W -W -W - SS SD 55 SS BURIED SANITARY SEWER 5D 50 - BURIED STORM DRAIN DITCH LINE/FLOW LINE VEGETATION UNE CHAIN LINK FENCE O C} O WOOD FENCE - ■-a-a-a-■-■-■-a- BARBED WIRE/WIRE FENCE • TRANSFORMER T( UGHT STANDARD POWER VAULT ® UTILITY BOX 1" UTILITY POLE E- POLE GUY WIRE 01 GAS VALVE GAS METER TELEPHONE VAULT O TELEPHONE -RISER IPI TTI 0 g�v - 9- FIRE HYDRANT W GATE VALVE IB WATER METER p, FIRE STAND PIPE ❑ CATCH BASIN, TYPE I ® CATCH BASIN, TYPE II ▪ SIGN • BOLLARD • MAIL BOX SPOT ELEVATION 234.21 GRID REFERENCE DETAIL REFERENCE ELEVATION REFERENCE SECTION RE Q REVISION ERENCREVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 2 7 2018 PERMIT CENTER DIG ALERT Know what's below. CALL before you dig. CALL AT LEAST TWO WORKING DAYS BEFORE YOU DIG Giotel. >Integrity DeliveredTM :.ViasTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY EXPIRES 01-09-2019 REVISIONS REV. DATE DESCRIPTION BY A 03/25/18 ISSUED FOR 90% CD RENEW TR 0 09/30/18 ISSUED FOR 1000 CONSTRUCTION NUR J TITLE GENERAL NOTES SHEET G-1 (GLOTEL PROJECT 6: J5568) a 0 a 0 U 00 0 0 0 0 m 0. O 0 VI 0 00 0 0 0' \ 0 c/ 1D t0 0 0 o -23 O/ G -1 I 63 03 00/' G oZ 0 0 0 0 cN \ N EXISTING CHAINUNK FENCE ADJACENT ZONING USE: INDUSTRIAL ZONE: MIC/H I -EXISTING TREES 0 0' 0' 0' 0' O 0 O o' O' O' 0' 00 0 z 24'x36" SCALE: 1" = 20'-0" N11"x17' SCALE: 1" 40'-0" 20 10 0 0' TL# 0423049186 s yL Z G rrt0 EXISTING/PROPOSED AT&T EQUIPMENT LOCATION EXISTING/PROPOSED AT&T ENNA LOCATION SUBJECT ZONING USE: INDUSTRIAL ZONE: MIC/H SCL TRANSMISSION TOWER ROW TL# 0423049130 822,899 SO. FT. (18.89 ACRES) EXISTING UTIUTY POLE (TYP) EXISTING CONCRETE CURB (TYP) `EXISTING BUILDING LEXISTING PARKING LOT7 LEXISTING PARKING LOT7 NOTES: 1. VERIFICATION THAT THE ANTENNA MOUNTS CAN SUPPORT ALL PROPOSED LOADING SHALL BE PERFORMED BY A REGISTERED STRUCTURAL ENGINEER 2. STRUCTURAL ANALYSIS AND DESIGN TO BE PERFORMED PRIOR TO FCD COMPLETION 3. THIS IS NOT A SITE SURVEY. ALL PROPERTY LINES AND BOUNDARIES ARE TAKEN FROM AN EXISTING PARCEL VIEWER AND ARE APPROXIMATE j FGAL DFSCRIPTION: C OF S TRANS LN R/W OVER GL 4 & 5 TGW SE 1/4 LESS ST HWY TGW 250 FT R/W OVER TRACT 55 OF MOORES FIVE -ACRE TRACTS & VAC G FRAIEGER RD LESS ST HWY PARCEL NUMBER(S). 0423049130 REVIEWED FOR CODE C!,PLIANCE APP D OCT 17 2 City of Tukwila BUILDING DIVISION TLfi 0423049189 ADJACENT ZONING USE: INDUSTRIAL ZONE: MIC/H RECEIVED CITY OF TUKWILA SEP 27 2018 PERMIT CENTER 5 TRUE NORTN SITE PLAN I 1 J Gloteh >Integrity DeliveredTM •: asTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY 08-30-2018 EXPIRES 01-09-2019 J REVISIONS REV. DATE DESCRIPTION 80 A 05/25/15 ISSUED FOR 905 CD RENEW TR 0 05/50/15 ISSUED FOR 1005 CONSTRUCTION MIR C TITLE SITE PLAN J SHEET A-1 GLOTEL PROJECT #: J5568) THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT&T MOBILfUY SERVICES IS STRICTLY PROHIBITED. NOTE: ONLY PROPOSED AT&T ANTENNAS ARE SHOWN IN PLNI VIEW FOR CLARITY. NOTE 1. ALL PROPOSED AT&T POLE MOUNTED ANTENNAS. EOUPIENT AHD CABLES TO BE PAINTED TO MATCH COSTING UTLITY POLE EXISTING TRANSMISSION TOWER EXISTING CHAIN-LINK FENCE W/ BARB WIRE EXISTING LANDSCAPING AREA • REVIE CODE C AP DFOR ►�MPLIANCE ROVED CT 17 2018 City of Tukwila BUILDING DIVISION EXISTING LIGHT POLE RECEIVED CITY OF TUKWILA 4'P 27 2018 PERMIT CENTER 41, TRUE NORTH 24"x36" SCALE 1/4" 11"x17" SCALE: 1/8" 4 3 2 1' 0 4' ENLARGED SITE PLAN 1 Giotel. >Integrity DeliveredTM •:.IasTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY EXPIRES 01-09-2019 J REVISIONS REV. DATE DESCRIPRON By A 05/25/IE ISSUED FOR BOX CD REVIEW TR 0 08/00/10 ISSUED FOR LOON CONSTRUCTION WJR TITLE ENLARGED SITE PLAN SHEET A-2 (GLOTEL PROJECT #: 25568) l EXISTING ACCESS GATE EXISTING AT&T ICE CANOPY (ABOVE) TO REMAIN PROPOSED AT&T LTE 700.1900/AWS RRH (1 PER SECTOR, 3 TOTAL) EXISTING AT&T BBU WITH (12) MARATHON BATTERIES CABINET TO REII.AIN EXISTING AT&T TE21 POWER CABINET TO REMAIN EXISTING AT&T NOKIA CABINET TO REMAIN EXISTING AT&T TELCO ENCLOSURE TO REMAIN EXISTING AT&T UMTS CABINET TO REMAIN EXISTING AT&T 100 AMP ELECTRICAL SERVICE PANEL W/ METER & SERVICE LIGHT TO REMAIN EXISTING AT&T MICRIN GEN PLUG TO REMAIN EXISTING AT&T 200 AMP ELECTRICAL SERVICE TO REMAIN • + EXISTING 6'-0" CHAIN-LINK FENCE W/ BARB WIRE & PRIVACY SLATS PROPOSED AT&T (1) RECI1RER INSTALLWITHIN EXISTING PURCELL CABINET EXISTING AT&T LTE 850 RRH (1 PER SECTOR. 3 TOTAL) TO REMAIN EXISTING AT&T LTE WCS RRH (1 PER SECTOR, 3 TOTAL) TO REMAIN PROPOSED AT&T 700MHZ RRH (1 PER SECTOR, 3 TOTAL) EXISTING AT&T 7E40 CABINET TO REMAIN EXISTING AT&T GPS ANTENNA TO REMAIN EXISTING AT&T TE43 CABINET TO REMAIN \ ,1" }/ \+/ } / pX EXISTING AT&T UMTS DIPLEXER (2 PER SECTOR, 6 TOTAL) 10 REMAIN PROPOSED AT&T OLYIDPLEIER (3 PER O SECTOR. 12 TOTAL) EXISTING AT&T DISTRIBUTION UNIT TO REMAIN EXISTING AT&T H -FRAME W/ HOFFMAN BOX TO REMAIN PROPOSED AT&T (8) 1-5/8" COAX TRUE NORTH EXISTING ACCESS GATE EXISTING AT&T ICE CANOPY (ABOVE) TO REMAIN EXISTING AT&T TELCO ENCLOSURE TO REMAIN EXISTING AT&T UMTS CABINET TO REMAIN EXISTING AT&T 100 AMP ELECTRICAL SERVICE PANEL W/ METER & SERVICE LIGHT TO REMAIN EXISTING AT&T MICRIN GEN PLUG TO REMAIN EXISTING AT&T 200 AMP ELECTRICAL SERVICE TO RELAIN EXISTING 6'-0" CHAIN-LINK FENCE W/ BARB WIRE & PRIVACY SLATS EXISTING AT&T PURCELL FLX16 CABINET TO MAIN EXISTING AT&T LTE 850 RRH (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T LTE WCS RRH (1 PER SECTOR. 3 TOTAL) TO REMAIN EXISTING AT&T LTE 1900 RRH (1 PER SECTOR. 3 TOTAL) TO BE REPLACED EXISTING AT&T BBU WITH (12) MARATHON BATTERIES CABINET TO REMAIN EXISTING AT&T 7E21 POWER CABINET TO REMAIN EXISTING AT&T GSM CABINET TO BE REMOVED EXISTING AT&T LTE 700 RRH (1 PER SECTOR. 3 TOTAL) TO BE REPLACED EXISTING AT&T TE40 CABINET TO REMAIN EXISTING AT&T GPS ANTENNA TO REMAIN EXISTIN CABIN +/ EWED FOR CODE COMPLIANCE APPROVED OCT 17 2.118 City of Tukwila BUILDING DIVISION EXISTING AT&T GSM DIPLEXER (2 PER SECTOR. 6 TOTAL) TO BE REMOVED EXISTING AT&T UMTS DIPLEXER (2 PER SECTOR, 6 TOTAL) TO REMAIN EXISTING AT&T DIPLEXERS (2 PER SECTOR. 6 TOTAL) TO BE REPLACED EXISTING AT&T DISTRIBUTION UNIT TO REMAIN EXISTING AT&T H -FRAME W/ HOFFMAN BOX TO Rat N EXISTING (6) AT&T 7/8" COAX RUNS TO BE REPLACED WITH (6) NEW 1-5/5" COAX RECEIVED CITY OF TUKWILA SEP 27 2018 PERMIT CENTER N TRUE NORTH 24"x36" SCALE: 3/8" = 1'-0" �1"x17" SCALE: 3/16" - 1'-0" ,10 2' PROPOSED EQUIPMENT LAYOUT 2 24"x36" SCALE: 3/8"= 1'-0" 11"x17" SCALE: 3/16" - 1'-0" 2 1 0 2' EXISTING EQUIPMENT LAYOUT Giotel. >Integrity DeliveredTM 41asTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY EXPIRES 01-09-2019 j REVISIONS REV. DATE DESCRIPTION NM A 05/25/10 ISSUED FOR 90% CD RENEW TR 0 00/50/I0 ISSUED FOR 100% CONSTRUCNON WJR TITLE EQUIPMENT LAYOUT J SHEET A-3 GLOTEL PROJECT 8: J5568) ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT&T MOBILITY SERVICES IS STRICTLY PROHIBITED. THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NA NOTE ALL PROPOSED AT&T POLE MOUNTED ANTENNAS, EQUIPMENT AND CABLES TO BE PAINTED TO MATCH EXISTING UDUIY POLE TOP OF SCL TRANSMISSION TOWER 156'-8' A.G.L. EXISTING TRANSMISSION UNE 134'-2' A.G.L. EXISTING TRANSMISSION UNE 11$'-9" AG,L. EXISTING 12'-0' EXCLUSION AREA (TYP) 40 EXISTING TRANSMISSION UNE 97'-6" A.G.L. RECONFIGURED AT&T LTE 700, 1900/AWS ANTENNA (1 PER SECTOR, 3 TOTAL) tlioRAD CENNT�,R OF AT&T EXISTING/PFitIF'dStO ANTENNAS 82'-0" A.G.L. EXIS11NG AT&T LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO RDAAIN PROPOSED AT&T LTE 700 ANTENNA (1 PER SECTOR, 3 TOTAL) (1 PER SECTOR, 3 TOTAL) TCI REMAIN EXISTING AT&T UMTS TMA (1 PER EXISTING AT&T UMTS 1900/850 JNSECTOR. 3 TOTAL) TO ROAMA EXISTING AT&T TE43 CABINET 70 REMAIN EXISTING AT&T GPS ANTENNA TO RERAN EXISTING TRANSMISSION LINE ,43 7" A.G.L. EXISTING TRANSMISSION UNE 135'-3' A.G.L. EXISTING TRANSMISSION UNE 116'-10' EXISTING TRANSMISSION LINE i GRADE 0'-0" AGL (18.251' AMSL EXISTING AT&T LTE 700 RRH (1 PER SECTOR, 3 TOTAL) TO REMAIN 5 PROPOSED AT&T LTE AWS RRH -5 (1 PER SECTOR, 3 TOTAL) EXISTING AT&T LTE 1900 RRH (1 PER SECTOR, 3 TOTAL) TO ROBIN 98'-6" A.G.L. EXISTING TRANSMISSION TOWER PROPOSED AT&T LTE 700 RRH (1 PER SECTOR 3 TOTAL) EXISTING AT&T ICE CANOPY TO REMAIN EXISTING AT&T UMTS CABINET TO REIMNN PROPOSED AT&T DIPLEXER ej (2 PER SECTOR, 6 TOTAL) -EXISTING CHAIN-LINK FENCE EXISTING AT&T PURCELL FLX16 CABINET TO REWN EXISTING AT&T DIPLEXER (2 PER SECTOR, 6 TOTAL) TO REMAIN TOP OF SCL TRANSMISSION TOWER 156'-8" A.G.L. SEXISTING TRANSMISSION UNE 134'-2" A.G.L. EXISTING TRANSMISSION LINE 115'-9" AGI. EXISTING 12'-0' EXCLUSION AREA (TYP)-- EXISTING TRANSMISSION UNE , 97-6" A.G.L. EXISTING AT&T LTE 1900/700 ANTENNA (1 PER SECTOR, 3 TOTAL) TO BE RECONFIGURED EXISTING AT&T LTE TMA (1 PER SECTOR, 3 TOTAL) TO BE REPLACED RAD CENTER OF AT&T EXISTING ANTENNAS 82'-0" A.G.L. EXISTING AT&T LTE TMA (TIO PEER SECTOR, 3 TOTAL) REPLACED EXISTING AT&T LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T GSM TMA (1 PER SECTOR, 3 TOTAL) TO BE REZONED EXISTING AT&T GSM 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO BE REPLACED EXISTING AT&T UMTS TMA (1 PER SECTOR, 3 TOTAL) TO RE7WN EXISTING AT&T UMTS 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO RDWN GRADE EXISTING AT&T TE43 CABINET TO REWN EXISTING AT&T GPS ANTENNA TO MILAN EXISTING TRANSMISSION LINE 155'-7" A.G.L. EXISTING TRANSMISSION LINE 135'-3' A.G.L. �■ tlfi'-10' 10" A.G.L. �T7 EXISTING TRANSMISSION LINE REVIEWED FOR CODE COMP{SfLl�jjAIANgE AV t/LNAG.L. OCT 17 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 2 7 2018 PERMIT CENTER EXISTING TRANSMISSION TOWER EXISTING AT&T LTE 850 RRH (1 PER SECTOR, 3 TOTAL) TO REWN EXISTING AT&T LTE WCS RRH (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T ICE CANOPY TO REMAIN EXISTING AT&T UMTS CABINET TO REMAIN EXISTING AT&T GSM DIPLEXER (2 PER SECTOR, 6 TOTAL) TO BE REMOVED EXISTING CHAIN-LINK FENCE 0'-0" AGL (18.251 AMS EXISTING AT&T LTE 700 RRH (1 PER SECTOR, 3 TOTAL) TO BE REPLACED EXISTING AT&T LTE 1900 RRH (1 PER SECTOR, 3 TOTAL) TO BE REPLACED EXISTING AT&T PURCELL FLX16 CABINET 10 REMAIN EXISTING AT&T LTE DIPLEXER (2 PER SECTOR, 6 TOTAL) TO BE REPLACED 24"x36" SCALE: 3/32' = 1'-0" 1 \1"x17" SCALE: 3/64" - 1 -0 8' 4' 0" 8' PROPOSED SOUTHEAST ELEVATION J 2 24'.36" SCALE: 3/32" 1'-0" 11Th 11'017" SCALE: 3/64' = 1'-0" 8 4' 0 8' EXISTING SOUTHEAST ELEVATION 1J GIoteI >Integrity DeliveredTM :VIasTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY REV. DATE DESCRPT1ON BY A 00/03/I8 ISSUED FOR 90X CD REVIEW IR 0 00/30/15 ISSUED FOR 1004 CONSTRUCTION WJR C TITLE EXISTING & PROPOSED SOUTHEAST ELEVATION SHEET A-4 CGLOTEL PROJECT #: J5568) ITM PLAN VIEW 11.1" NOT USED 24^X 6 GALE: N.T MANUFACTURER: COMMSCOPE MODEL: TMAT192123868-31 E14R00P33 WEIGHT W/MOUNTING HARDWARE: 22.9 LBS DIMENSIONS: 9.4" X 11.1" X 3.8" 3.8" FRONT VIEW SIDE VIEW TMA SPECIFICATIONS 6 241X361 SCALE: 1 1/2" = 1"-0 11"X17""ACA: 1 1/2" = 1"-0" fY, NOTES 1. INSERT SCISSOR BRACKETS BETWEEN THE UPPER ANTENNA MOUNTING BRACKET AND THE UPPER POLE ADAPTER BRACKET. SECURE USING 1/2 INCH HARDWARE PROVIDED. 2. TO SET THE DEGREE OF DOWNTILT, AUGN THE DESIRED HOLES ON THE SCISSOR BRACKETS AND SECURE USING 5/16 INCH HARDWARE PROVIDED. 3. THE NUMBER OF CONNECTORS WILL VARY BASED ON ANTENNA TYPE. PARTS ITEM QTY DESCRIPTION Q1 1 ADAPTOR, POLE, LOWER ISSUED FOR 90Z CD RENEW 1 BRACKET, DOWNTILT, POLE 08/30/18 1 BRACKET, DOWNTILT, ANTENNA 4 4 1/2 X 1 HEX HEAD BOLT 4 1/2 SPLIT WASHER Y�1 2 5/16 X 1 HEX HEAD BOLT 1 2 5/16 SPUT WASHER ANTENNA MOUNTING 24°X36 SCALE: N.T.S. 11"X17" SCAI F. NTS /\ 15.4" 15.4" NOT USED 24 X • CA N. MANUFACTURER: NOKIA MODEL: AIRSCALE DUAL RRH 4748 825/66 320W AFIRE! MOUNTED WEIGHT: 88.2 LBS DIMENSIONS: 28.7" X 15.4" X 9.4" 9.4" AWS RRH UNIT 24"X36" SCALE: 1" = 1'-01 11"X17" GCA F. 1/7" = 1'-0" 15.4" MANUFACTURER: NOKIA MODEL: ARSCALE DUAL RRH 4T4R B12/14 320W MOUNTED WEIGHT: 1 DIMENSIONS: 28.7" 9.4" �if�73 IEWED FOR CODE COMPLIANCE APPROVED OCT 17 2018 City of Tukwila BUILDING DIVISION PLAN VIEW MANUFACTURER: KMW MODEL TBC0038F1V94-2 WEIGHT: 13.2 LBS DIMENSIONS: 7.48" X 6.3" X 5.1" SIGNS AND PLACEMENT: 1. LOW LEVEL BLUE NOTICE SIGNS - PLACE AT SITE ENTRY / ACCESS POINTS ONLY. - ROOFTOPS: PLACE SIGNS ON THE INSIDE OF ROOF HATCH; PLACE ON ACCESS DOOR UNLESS DOOR IS USED 8Y GENERAL PUBLIC OR BUILDING TENANTS ON A REGULAR BASIS FOR ACCESS - IN THESE CASES CONSULT CONSTRUCTION MANAGER. - WATER TANKS: PLACE SIGNS ON COMPOUND GATE. - NETWORK CARRIER OWNED SITES: PLACE ONE SIGN ON COMPOUND GATE; AU. SIGNS SHALL BE SECURED WITH EITHER STAINLESS STEEL ZIP TIES OR STAINLESS TECH SCREWS. 2. CONSTRUCTION COORDINATOR PARTICIPATION IN SIGN LOCATION: NETWORK CARRIER CONSTRUCTION MANAGER SHALL MEET WITH ALL CONSTRUCTION COORDINATOR'S TO OUTUNE CRITERIA FOR SIGN PLACEMENT. EMPHASIS SHALL BE PLACED ON "CHALLENGING" SITES, WHERE THE NETWORK CARRIER CONSTRUCTION MANAGERS SHALL. GIVE CONSTRUCTION COORDINATOR'S AS MUCH GUIDANCE ON EACH SPECIFIC SITUATION AS POSSIBLE, HOWEVER, CONSTRUCTION COORDINATOR'S SHALL BE ENCOURAGED TO PARTNER WITH NETWORK CARRIER CONSTRUCTION MANAGER IN DECIDING PLACEMENT PERTAINING TO CHALLENGING SITES. A SITE VISIT MAY BE REQUIRED TO FULFILL REQUIREMENTS. CONSTRUCTION COORDINATOR SHALL IDENTIFY ALL SIGN LOCATIONS AT THE A&E WALK. PLEASE SEE SIGN DETAIL AND SIZE. 3. SIGN DISBURSEMENT FROM WAREHOUSE: SIGN INVENTORY SHALL BE ACCESSIBLE AT NETWORK CARRIER WAREHOUSE TO BE DISBURSED AS PART OF THE GENERAL CONTRACTOR BOM AS CALLED OUT IN A&E DRAWINGS FOR EACH SITE. DIPLEXER SPECIFICATIONS 241X14.', 4 X36" SCALE: 1 1/2" = i' -0°I 11"X17" GCAI F' 3/4 = 1-0" 8" NOTICE Eeyo. INs vont Yoi » ewei, an on. wa RF Emissions may ex. Ow MG Gww,al Population Hlnese link Fabwdl paned signs wnd silo pe.Yem lor working in en RF amiremwn 0 RF SIGNAG 24X36 SCALE: N.T.S. 11"517" SCAIF• 015 700 RRH UNIT 24"X37" SCALE: 1" = 1'-0 11"417" SCA F. LL7" MANUFACTURER: COMMSCOPE MODEL: SBNHH-1D65C WEIGHT: 49.6 LBS DIMENSIONS: 96.0" X 11.9" X 7.1" FREQUENCY: REFER TO RF DATA SHEET RECEIVED CITY OF TUKWILA SFS 27 2018 PERMIT CENTER 11.9" • FRONT MECHANICAL DOWNTILT BRACKET 7.1" RF CONNECTOR, TYP QE ANTENNA SPECIFICATIONS 24-X36" SCALE: 3/4" = 1'-0" Giote!. >Integrity DeliveredTM •:.MasTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY REVISIONS REV. DATE DESCRIPIION Lis A 05/25/18 ISSUED FOR 90Z CD RENEW 1R 0 08/30/18 ISSUED FOR 1002 CONSTRUCTION WJR TITLE RF DETAILS [SHEET' A5 J CGLOTEL PROJECT #: 25568 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT&T MOBILITY SERVICES IS STRICTLY PROHIBITED. PROPOSED ANTENNA CONFIGURATION AND SCHEDLILE REDS: V 2.0 DATED: 02/01/2016 SECTOR A AZIMUTH RAD CENTER NUMBER OF VENDOR MODEL TMA/FlL1ER NUMBER of COAX COAX • COAX LENGTH OIPLE)RED NUMBER OF RAH UMTS 1900 140' 82' 1 KATHREIN 742-265 (1) TT19-086P111-001 2 7/8" 110' 2 - UMTS 850 LTE 700 170' 82' 1 COMMSCOPE SBNHH-1D65C NONE - - - - - LTE 170' 82' 1 COMMSCOPE SBNHH-1065C (1) KFTDR00000030 2 1-5/8" 110'LTE - 1 BASO 1 LTE 1900/AWS170' LTE 1900 170' 1 COMMSCOPE SBNHH-1065C (2) TMAT192123868- 4 1-5/8" 1-5/8" 2 I LTE 700 LTE 700 82' 1 SECTOR B AZIMUTH 31_E14ROOP33 NUUMBER4l VENDOR 110' TMA 1 SECTOR B AZINLRH RAD CENTER NUMBER OF VENDOR MODEL TMA NUMBER OF COAX COX • COAX LENGTH DIMMED NUMBER OF NUMBER LTE 1900/AMS280' 110' 1 `1900 TE 700 � (2) TMAT192123868- 330' 82' 1 KATHREIN I LTE 700 2 82' 1 COMMSCOPE SBNHH-1D65C 31_E14ROOP33 4 1-5/8" 110' 2 1 LTE 700 280' 82' 1 COMMSCOPE SBNHH-1D65C NONE - - - - - LTE WCS1 280' 82' 1 COMMSCOPE SBNHH-1065C (1) KFTDR00000030 2 1-5/8" 110' UMIS 830 SECTOR C LTE 850 1 UMTS 1900 330' 82' 1 KATHREIN 742-265 (1) TT19-088P111-001 2 7/8" 110' 2 - UMTS 850 SECTOR C AZBAtlIH RAD cum NUUBER OF ANTENNAS VENOOR MODEL AMA NUMBER of COAX COAx COAX LENGTH D9'LEXED NUMBER OF RAH LTE 190045' 1 82' 1 COMMSCOPE SBNHH-1D65C (2) TMATI 92123868- 31_E14ROOP33 4 1-5/8" 110' 2 I LTE 700 1 LTE 700 45' 82' 1 COMMSCOPE SBNHH-1D65C NONE - - - - - RCS" L.7� 45' 82' 1 COMMSCOPE SBNHH-1D65C (1) KFTOR00000030 2 1-5/8 110' - 1 IE 650 1 UMTS 1900 50' 82' 1 KATHREIN 742-265 (1) 1T19 -068P111-001 2 7/8" 110' 2 - UMTS 850 NOTES: • )YL Nor um COAX LENGTHS FOR CUT LENGTHS: ESTNATES ONLY • CONFIRM THAT GENERAL CONTRACTOR IS USING LATEST VERSION OF REDS. Viii7740 EXISTING AT&T UMTS 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T TMA (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T UMTS LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMAIN PROPOSED AT&T LTE 700 ANTENNA (1 PER SECTOR. 3 TOUL) s� �9 EXISTING AT&T LTE 1900/700 ANTENNA (1 PER SECTOR, 3 TOTAL) TO MINN SECTOR 8 / I / PROPOSED AT&T DPLE6R (1 PER SECTOR. 3 TOT PROPOSED AT&T LTE DAA (1 PER SECTOR. 3 TOTAL) 5 RECONFIGURED EXISTING AT&T LTE 700, 1900/AWS ANTENNA (1 PER SECTOR. 3 TOTAL) TO ROM PROPOSED AT&T LTE 700 ANTENNA (1 PER SECTOR 3 TOTAL) vgiPZP EXISTING AT&T LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMAIN -EXISTING AT&T TMA (1 PER SECTOR, 3 TOTAL) TO REMM1 EXISTING AT&T UMTS 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) 10 RE]FM'' EXISTING AT&T LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMAIN PROPOSED AT&T LTE TMA (2 PER SECTOR, 6 TOTAL) RECONFIGURED EXISTING AT&T LTE 700, 1900/AWS ANTENNA (1 PER SECTOR, 3 TOTAL) 10 EXISTING TRANSMISSION TOWER EXISTING AT&T UMTS TMA (1 PER SECTOR, 3 TOTAL) TO RETAIN EXISTING AT&T UMTS 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO RERAN PROPOSED AT&T LTE 700 ANTENNA (1 PER SECTOR, 3 TOTAL) N TRUE NDRTN EXISTING ANTENNA CONFIGURA TONT AND SCHEDULE RFDS: V 2.0 DATED: 02/01/2018 SECTOR A A296RH RAD cERrER NUMBER OF ANTENNAS VENDOR MODEL 1MA/FILTER OF COMNUMBER COAX 0 COAX LENGTH OPLDX D NUMBER OF RIM ARRAS 1900 140' 82' 1 KATHREIN 742-265 (1) 1T19-08BP111-001 2 7/8" 110' 2 - WITS 850 GSM 1900 140' 82' 1 KATHREIN 742-265 (1) 1-119-085P111 -001 2 7/8" 110' 2 - GSM 850 LTE RCS 170' 82' 1 COMNSCOPE SBNHH-1065C (1) TMA2117FOOV1-1 2 1-5/8" 110' 1 I LTE 650 1 LTE 1900 170' 82' 1 COMMSCOPE SBNHH-1065C (1) KFTDR00000030 2 1-5/8" 110' 1 1 LTE 700 (1) TMA2117FOOV1-1 1 SECTOR B AZIMUTH RAD CEIIIEA NUUMBER4l VENDOR MODEL TMA NUMBER OF COAX COAX 0 COAX F7® DiPl NUMB OF 280' 82' 1 COMMSCOPE SEW -1065C (1) TMA2117FOOV1-1 2 1-5/8" 110' 1 `1900 TE 700 � GSM 1900 330' 82' 1 KATHREIN 742-265 (1) TT19-08BP111-001 2 7/8" 110' 2 - G5M 630 LTE WCS 280' 82' 1 COMMSCOPE SBNHH-I065C (1) KFTDR00000030 2 1-5/8" 110' 1 1 LTE 650 (1) TMA2117FOOV1-1 1 UMTS 1900 330' 82' 1 KATHREIN 742-265 (1) 1T19 -088P111-001 2 7/8" 110' 2 - UMIS 830 SECTOR C AZIMUTH RAD CENTER NUMBER OF VENDOR MODEL TMA NUMBER NUMBER COAX COAX 0 COM LENGTH DIPLE7® NUMBER OF RRH LTE 1900 45' 82' 1 COMMSCOPE SBNHH-1D65C (1) TMA2117FOOV1-1 2 1-5/8" 110' 1 I LTE 700 1 GSM 1900 50' 82' 1 KATHREIN 742-265 (1) 1T19-08BP111-001 2 7/8" 110' 2 - GSM 850 LTE WCS 82' 1 COMMSCOPE SBNHH-1D65C (1) KFTOR00000030 2 1-5/8" 110'1 1 1 LTE 55045' (1) TMA2117FOOV1-1 LINTS 1900 50' 82' 1 KATHREIN 742-265 (1) 1T19-08BP111-001 2 7/8" 110' 2 - UMTS 850 EXISTING AT&T UMTS 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T UMTS TMA (1 PER SECTOR. 3 TOTAL) TO REMAIN EXISTING AT&T LTE TMA (1 PER SECTOR, 3 TOTAL) TO BE REPLACED EXISTING AT&T LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO RDANN EXISTING AT&T GSM 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO BE REPLACED EXISTING AT&T GSM TMA (1 PER SECTOR, 3 TOTAL) TO BE REMOVED A SECTOR B Tim I 42: Z 0. wP EXISTING AT&T LTE 1900/700 ANTENNA (1 PER SECTOR. 3 TOTAL) 1D 86 RECONFIGURED / I / EXISTING AT&T LTE TMA (1 PER SECTOR, 3 TOTAL) TO BE REMOVED EXISTING AT&T LTE TMA (1 PER SECTOR. 3 TOTAL) TO 96 REPLACED EXISTING AT&T LTE 1900/700 ANTENNA (1 PER SECTOR, 3 TOTAL) TO BE RECONFIGURED EXISTING AT&T GSM TMA (1 PER SECTOR, 3 TOTAL) TO BE REMOVED EXISTING AT&T GSM 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO BE REPLACED EXISTING AT&T LTE TMA (1 PER SECTOR, 3 TOTAL) TO BE REPLACED EXISTING AT&T LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMIW EXISTING AT&T UMTS TMA (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T UMTS 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) 10 REMAIN EXISTING AT&T LTE TMA (1 PER SECTOR, 3 TOTAL) TO 8E REPLACED EXISTING AT&T LTE WCS/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO RERAN EXISTING AT&T LTE TMA (1 PER SECTOR. 3 TOTAL) TO 8E REPLACED EXISTING AT&T LTE 1900/700 ANTENNA (1 PER SECTOR. 3 TOTAL) TO BE RECONFIGURED EXISTING TRANSMISSION TOWER Mf REQ O Uf 4,6 EXISTING AT&T UMTS TMA (1 PER SECTOR, 3 TOTAL) 70 REMAIN EXISTING AT&T UMTS 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO REMAIN EXISTING AT&T GSM TMA (1 PER SECTOR, 3 TOTAL) TO BE REMOVED EXISTING AT&T GSM 1900/850 ANTENNA (1 PER SECTOR, 3 TOTAL) TO BE REPLACED RECEIVED CITY OF TUKWILA »»-P 27 2018 PERMIT CENTER TRUG NORTH 24"x36" SCALE 3/16" = 1-0" \.1.1"x17" SCALE 3/32" = 1'-0" 4 2' 0 4' PROPOSED ANTENNA CONFIGURATION 2 24'x36" SCALE: 3/16" = 1'-0" ffi 11"x17" SCALE: 3/32" = 1'-0" 4 2 0" 4' EXISTING ANTENNA CONFIGURATION 1 11 Giote!. >Integrity DeliveredTM •AasTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY \ EXPIRES 01-09-2019 REVISIONS REV. DATE DESCRIPTION FT A 0e/21/ 5 ISSUED FOR 905 CD REVIEW TR 0 00/30/1e ISSUED FOR 1005 CONSTRUCTION *JR C TITLE EXISTING & PROPOSED ANTENNA CONFIGURATIONS SHEET RF -1 CGLOTEL PROJECT #: J55681 MOBILITY SERVICES IS STRICTLY PROHIBITED. THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO SYMBOL DESCRIPTION GENERAL NOTES: KEY NOTES: BY 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL INSTALLATION AND 7. NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES INSTALLING CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS. GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS. 2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND OTHER METALLIC 8. USE PANI SCHEME FOR LOADING GROUNDS ON MGB AS DISCUSSED IN NSTD COMPONENTS USING GROUND WIRES AND CONNECT TO SURFACE MOUNTED 119, 33 & 36. BUS BARS. FOLLOW ANTENNA AND BTS MANUFACTURER'S PRACTICES FOR GROUNDING REOUIREMENTS. GROUND COAX SHIELD AT BOTH ENDS AND EXIT FROM TOWER OR POLE USING MFR'S PRACTICES.EXISTING GROUND ROD NOTES: O CADWELD (TYP.) SEE SHEET E-2.#6 AWG GROUND FROM RRH TO TIE INTO EXISTING ,Z./ SECTOR GROUND BAR (TYP OF 2). SEE SHEET E-2. ANTENNA GROUND BAR TOP OF UTILITY POLE. 2 SEE SHEET E-2 t0 #6 AWG GROUND FROM DIPLEXER TO TIE INTO EXISTING GROUND BAR (TYP OF 2). SEE SHEET E-2. EXISTING GROUND BUS BAR AT BASE OF TOWER. SEE ® SHEET E-2#6 AWG GROUND FROM TMA TO TIE INTO EXISTING 11 SECTOR GROUND BAR (FTP OF 6). SEE SHEET E-2. GROUND FROM ANTENNA GROUND BUS BAR ® TO TOWER GROUND BUS BAR (TYP OF (2) PLACES). #6 AWG GROUND FROM ANTENNA TO TIE INTO EXISTING SEE SHEET E-2 � SECTOR GROUND BAR (TYP OF 2). SEE SHEET E-2. AWG GROUND FROM EQUIPMENT TO GROUND BAR. OO SEE SHEET E-2. SECTOR GROUND BAR AT EACH SECTOR SEE SHEET E-2 (TYP OF 2) AWG GROUND FROM ANTENNA GROUND BUS BAR TO SECTOR GROUND BUS BAR (FTP OF (2) PLACES). SEE SHEET E-2 8 #2 AWG GROUND TO EXISTING HALO RING (V.I.F.) SEE SHEET E-2. ® COPPER GROUND ROD • CADWELD • EXOTHERMIC WELD 3. ALL GROUND CONNECTIONS SHALL BE CADWELD. ALL WIRES SHALL BE COPPER THHN/THWN. ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE ABOVE GROUND. 1. ELECTRICAL CONTRACTOR SHALL ORDER GROUND RESISTANCE TESTING ONCEM6 THE GROUND SYSTEM HAS BEEN INSTALLED; A QUALIFIED INDIVIDUAL, UTILIZING 4. CONTRACTOR TO VERIFY AND TEST GROUND SOURCE, GROUNDING AND OTHER THE FALL OF POTENTIAL METHOD, SHOULD PERFORM THE TEST. THE REPORT OPERATIONAL TESTING WILL BE WITNESSED BY CARRIER, REPRESENTATIVE. WILL SHOW THE LOCATION OF THE TEST AND CONTAIN NO LESS THAN 9 TEST(:::)ANTENNA POINTS ALONG THE TESTING LINE, GRAPHED OUT TO SHOW THE PLATEAU. 5. REFER TO DIVISION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL PROVISION AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS. 2. POINT GROUND TEST OR 3 POINT 625 TESTS WILL NOT BE ACCEPTED AS,_...,#2 ALTERNATIVES TO THE AFORE MENTIONED GROUND TESTS. TEST SHALL BE 6. ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF GROUNDING PERFORMED WHILE THE COUNTERPOISE IS ISOLATED FROM THE A/C SYSTEM SYSTEM, AND RECEIVE APPROVAL OF DESIGN BY AUTHORIZED CARRIER, GRIDS AND EXISTING COMMUNICATIONS FACILITY. REPRESENTATIVE, PRIOR TO INSTALLATION OF GROUNDING SYSTEM. PHOTO DOCUMENT ALL CADWELDS AND GROUND RINGS. 17,4 TEST WELL 08/30/19 Min GROUND BAR �.""'N. GROUND WIRE ---- #2 AWG GROUND RING FIELD VERIFY & TIE INTO EXISTING GROUNDING SYSTEM 4 {\ / + 4t•�+ / { + N. / 4 N+ 41111111111111011' 4- / ÷ 6, 0 (TMP.) 4,4 � +-4- { It �om�\\�D`-4- jN\ i `P};��@• `/ COAX N/. 4/‘i tN, s. + 44'oliN j • � + ‘,.. N. 4 4441 / / +�+N/{ N. { +/ _.:AL riti © .'..` 0'► aye+ { t'iIlle* t14/4 444410016 N of +/ RECEIVED SEPARATE TY OF TUKWILA PERM IT ANDN 2 7 2018 APPROVAL E,:. ERMIT CENTER= TRUE TRUE NORTH NORTH 24"x36" SCALE: 3/8" _ , -o" I NOT USED 2 24"x36" SCALE: 3/16" = 1'-0" .1... ANTENNA GROUNDING SCHEMATIC 1 �1"x17" SCALE: 3/16" = 1'-0" 2 1' 0" 2' 11"x17" SCALE: 3/32" = 1 -0 4' 2 0' 4' Giotel. >Integrity DeliveredTM •:?lasTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY REVISIONS REV. DATE OESCRIPRON BY A 00/29/18 ISSUED FOR 90% CD REVIEW TR 0 08/30/19 ISSUED FOR 100% CONSTRUCTION KIR TITLE SCHEMATIC GROUNDING PLAN SHEET E-1 (GLOTEL PROJECT #: J5568) 2 D: 0 0 ce 0 0 cc m 0 rn 0 RMATION CO NOT USED 1 24"X36" SCALE: N.T.S. 11"X17" SCAT F. NTS NOT USED 14- 24"X" SCALE: N.T.S. 11"X17" SCALE• N T 5 NOT USED 24"X36 SCALE: N.T.S. 1 11"X17" SCAI F. NTS NOT USED 24"X36" SCALE: N.T.S. 11"X17" SCAIF• NTS NOT USED NOT USED 24"836" SCALE: N.T.S. 13 24"X36•• SCALE: N.T.S. 12 11"X17" SCAT F. NT /,V 11"X17" SCAIF• NTS J NOT USED 11 "X17 SCALE:! N.T.S. 1 ow 11'X17" SCA! F. NTS ll% NOT USED 24"X36" SCALE: N.T.S.I 11"X17" SCAIP NTS TYPE TA TYPE VN TYPE NC MESS TYPE VV TYPE VS TYPE VB TYPE PT TYPE GT 41% 1' TYPE GY TYPE GR TYPE GI CADWELD GROUNDING CONNECTIONS( 24"7" SC.`PNNTS A #6 AWG FROM ANTENNA CABLE GROUND KR COPPER GROUND BAR ON WALL. ICE BRIDGE. FLOOR OR ON ANTENNA TOWER 000 0 .1TWO HOLE LUG, OR EXOTHERMIC WELD TO BE USED WITH #2 AWG BCW TO BUILDING SERVICE GROUND OR GROUND RING 00 0 O O OO NOTE' GROUND BARS AT BOTTOM OF TOWERS/MONOPOLES SHALL ONLY USE EXOTHERMIC WELDS. GROUNDWIRE INSTALLATION 24"X36" SCALE: N.T.S.I 11"X17" SCAI F. NTS NOT USED X36 24"SCALE: N.T.S. A 11"X17" SCAT F. NTS /\ RECEIVED CITY OF TUKWILA �•II272018 g)ERMIT CENTER NOT USED 24"X36" SCALE: N.T.S. 11"%17" SCAI F' NTS NOTE: COAT ALL MECHANICAL CONNECTIONS WITH "NOOX" OR APPROVED EOUAL /__ COAXIAL GROUND KITS W/ LONG BARREL COMPRESSIONr_____ DBARDOUBLE LUGS, ATTACHANTEA O GROUND BAR & INSTALLED BY ANTENNA CONTRACTOR COPPER GROUND BAR. INSTALLED BY / GENERAL CONTRACTOR 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 0 0 0 O O O O 0 b 0 0 0 0 0 0 0 0 07 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 24" VERIFY #2 SOUD BARE TINNED COPPER WIRE GROUND BAR 24"X36" SCALE: N.T.S. 11"517" SCAIF NTS ANTENNA CABLE WEATHERPROOFING KIT (SEE NOTE 3) CABLE GROUND KIT (TYPICALLY) 12" TO 24" I 120" MAX. #6 AWG STRANDED COPPER GROUND WIRE (GROUNDED TO GROUND BAR). SEE NOTE 1 & 2 CABLE CONNECTOR NOTES: 1.00 NOT INSTALL CABLE GROUND KR AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR. 2. GROUNDING KR SHALL BE TYPE AND PART NUMBER AS SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER. 3. WEATHER PROOFING SHALL 8E TWO-PART TAPE KIT, COLD SHRINK SHALL NOT BE USED. CABLE GROUND KIT CONNECTIONSC1 24X36 SCALE: N.T.S. ll X17" SCALE' NTS COAX JUMPER (TYP.) TO ANTENNAS TX1/RX1 CONNECTOR WEATHERPROOFING KIT (TYP.) WEATHERPROOFING KIT (TYP.) GROUND KR (TYP.) #6 AWG 4rEGROUND BAR g4 N LJ Y TO T OLE OR GRO ANTENNA CABLE TO BTS EQUIPMENT (TYP.) NOTES' DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND W DOWN TO ANTENNA GROUND BAR. WEATHER PROOFING SHALL BE TWO-PART TAPE KR. COLD SHRINK SHALL NOT BE U5 GROUNDING CABLE CONNECTIONS/ 24X36" SCALE: N.T.S. 11"X17" SCAIF NTS J Glotek >Integrity DeliveredTM •11asTec Network Solutions RFDS: V 2.0. DATED: 02/01/2018 WA6158 ROXBURY 10710 WEST MARGINAL WAY S TUKWILA, WA 98168 KING COUNTY EXPIRES 01-09-2019 REVISIONS REV. DATE OESCRIP110N BY 00/01/18 ISSUED FOR SOX CD REVIEW TR 0 0E/10/1R ISSUED FOR 1001E CONSTRUCDON WJR TITLE GROUNDING DETAILS SHEET E-2 J CGLOTEL PROJECT #: 35568 1 July 25, 2018 Daniel Kelly MasTec Network Solutions 22263 68th Ave 5 Kent, WA 98032 (425) 214-9749 Subject: Carrier Designation: FPLC jpB+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 btwo@btgrp.com Appurtenance Mount Modification Report Site Number: Site Name: Engineering Firm Designation: B+T Group Project Number: Site Data: Dear Daniel Kelly, 10013280 Roxbury 121916.003.01 10600 West Marginal Way South, Seattle, WA, 98168, King County Latitude 47.50650°, Longitude -122.29956° Utility Tower B+T Group is pleased to submit this "Appurtenance Mount Analysis Report" to determine the structural integrity of the antenna mount on the above-mentioned structure. The purpose of the analysis is to determine acceptability of the mount's stress level. Based on our analysis we have determined the stress level for the mount under the following load case to be: Existing + Proposed Equipment Sufficient Capacity Note: See Table 1 for the final loading configuration (Passing at 78.7%) This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All the equipment proposed in this report shall be installed in accordance with the drawings for the determined available structural capacity to be effective. We at B+T Group appreciate the opportunity of providing our continuing professional services to you and MasTec Network Solutions. If you have any questions or need further assistance on this or any other projects, please give us a call. Mount structural analysis prepared by: Dhanush C. Manjunatha, E.I.T. Engineering, Inc. OAREME rri R12/ 1/2018 CODE COMPLIANCE APPROVED OCT 17 2018 City of Tukwila BUILDING DIVISIO John W. Kelly III, P.E., S.E /.z5//8 RECEIVED CITY OF TUKWILA SEP 2 7 2018 PERMIT CENTER nlvi.otosa r Appurtenance Mount Modification Report Project Number 121916.003.01, Roxbury TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed and Existing Equipment Information Table 2 - Documents Provided 3) ANALYSIS PROCEDURE 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 3 — Mount Component Stresses vs. Capacity 4.1) Structural Notes 5) APPENDIX A RISA -3D Output 6) APPENDIX B Modification Drawings July 25, 2018 Site No. 10013280 Page 2 Appurtenance Mount Modification Report Project Number 121916.003.01, Roxbury 1) INTRODUCTION July 25, 2018 Site No. 10013280 Page 3 The appurtenance mount consists of sector mounts at 83 ft., attached to self-support tower at 10600 West Marginal Way South, Seattle, WA, 98168, King County. The proposed antenna loading information was obtained from MasTec Network Solutions. All information provided to B+T Group was assumed accurate and complete. 2) ANALYSIS CRITERIA The structural analysis was performed for this mount in accordance with the ANSI/TIA-222-G-2-2005 Structural Standard for Antenna Supporting Structures and Antennas — Addendum 2 using a 3 -second gust nominal wind speed of 85 mph with no ice and 30 mph with 0.25" radial ice. In addition, the sector mount has been analyzed for load combinations consisting of 500 lbs live load using Service wind speed of 30 mph. The analyzed loading is detailed in Table 1. Table 1 — Proposed and Exist ng Equipment Information Loading Elev. (ft.)) RAD Ctr.Qty. RFDS Manufacturer Model / Type Note Proposed 83 3 Commscope SBNHH-1D65C - 6 Commscope TMAT192123B68-31 1 , Existing 83 3 Kathrein 742-265 2 6 Commscope SBNHH-1D65C 3 Powerwave TT19-08BP111-001 3 WCS Quad Filter KFTDR00110030 Note: 1. Proposed Equipment to be Installed directly behind the antenna 2. Existing Equipment Installed on Mount Table 2 - Documents Provided Documents Remarks Reference Source RFDS Existing Loading Proposed Loading Date: 02/01/2018 MasTec Network Solutions Mount Mapping By B+T Group Date: 02/12/2018 On File 3) ANALYSIS PROCEDURE 3.1) Analysis Method RISA -3D (Version 16.0.5), a commercially available analysis software package, was used to create a three-dimensional model of the mount and calculate member stresses and deflections for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1. The mount was built in accordance with the manufacturer's specifications. 2. The mount has been maintained in accordance with the manufacturer's specifications and is free of damage. 3. The configuration of antennas and other appurtenances are as specified in Table 1. 4. All mount components have been assumed to be in sufficient condition to carry their full design capacity for the analysis. 5. Mount areas and weights are determined from field measurements, standard material properties, and/or manufacturer product data. Appurtenance Mount Modification Report Project Number 121916.003.01, Roxbury July 25, 2018 Site No. 10013280 Page 4 6. Serviceability with respect to antenna twist, tilt, roll or lateral translation is not checked and is left to the carrier or tower owner to ensure conformance. 7. All prior structural modifications, if any are assumed to be correctly installed and fully effective. 8. 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. 9. The following material grades were assumed (Unless Noted Otherwise): a. Channels ASTM A36 (GR 36) b. Solid Rods ASTM A36 (GR 36) c. Angles ASTM A36 (GR 36) d. Plates ASTM A36 (GR 36) e. HSS (Rectangular) ASTM 500 (GR B-46) f. HSS (Round) ASTM 500 (GR B-42) g. Pipes ASTM A53 (GR 35) h. Connection Bolts ASTM A325 This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the antenna mounting system. 4) ANALYSIS RESULTS Table 3 — Mount Component Stresses vs. Capacit Notes Component Ele(vft) on 0/0 Capacity Pass / Fail - Face Horizontals 83 78.7 Pass - Support Arms 83 40.7 Pass - Vertical Pipe 83 15.6 Pass - Mount Pipes 83 35.6 Pass - Diagonals 83 9.2 Pass - Tieback 83 5.3 Pass i - Connection Plates 83 71.5 Pass - Connection Angles 83 11.2 Pass Proposed Additional Site Pro Stabilizer Kit (SFR -KL) 83 43.0 Pass Proposed Additional Site Pro Stabilizer Kit (SFS -HL) 83 19.4 Pass Proposed Additional Horizontal Pipes 83 41.3 Pass Proposed Additional Tieback 83 35.2 Pass 4.1) Structural Notes: 1) All modifications proposed in this report shall be installed in accordance with the attached drawing for the determined available structural capacity to be effective. 2) If the loading differs from that described in Table 1 of this report or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 3) B+T Group certifies that carrier's entire antenna structure will support the equipment deployment. 4) No erection or modification of the structure shall be made without approval of the structural engineer. r 1 Appurtenance Mount Modification Report Project Number 121916.003.01, Roxbury APPENDIX A (RISA -3D Output) July 25, 2018 Site No. 10013280 Page 5 Y Envelope Only Solution B+T Group DCM 121916.003.01 10013280 - Roxbury SK -2 July 24, 2018 at 9:07 AM 121916_002_01_Roxbury_WA - C... Y Envelope Only Solution B+T Group DCM 121916.003.01 10013280 - Roxbury SK -3 July 24, 2018 at 9:07 AM 121916_002_01_Roxbury_WA - C... Y Envelope Only Solution B+T Group DCM 121916.003.01 10013280 - Roxbury SK -4 July 24, 2018 at 9:07 AM 121916_002_01 _Roxbury_WA - C... Y Member Code Checks Displayed (Enveloped) Envelope Only Solution Code Check (Env) INo Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 B+T Group DCM 121916.003.01 10013280 - Roxbury SK -5 July 24, 2018 at 9:07 AM 121916_002_01_Roxbury_WA - C... 1 Member Shear Checks Displayed (Enveloped) Envelope Only Solution .01 Shear Check ( Env ) INo Calc > 1.0 .90-1.0 .75-.90 .50-.75 0,50 B+T Group DCM 121916.003.01 10013280 - Roxbury SK -6 July 24, 2018 at 9:08 AM 121916_002_01_Roxbury_WA - C... Company : B+T Group I IRISA Designuember r : DCM Job N 121916.003.01 ,fi.,..;-_.,_,,;._:v„ Model Name : 10013280 - Roxbury July 24, 2018 9:08 AM Checked By: Hot Rolled Steel Section Sets Label Sh Material rin4l 1 MF -P1 PIPE 2.0 Column Pipe A53 Gr.B Typical 1.02 .627 .627 ... 1.25 2 F1 V1 PIPE_3.5 Column Pipe A53 Gr.B Typical 2.5 4.52 4.52 9.04 3 Tieback PIPE 2.0 Beam Pipe A53 Gr.B Typical 1.02 .627 .627 1.25 4 MF -H1 L2.5x2.5x4 Beam Single Angle A36 Gr.36 Typical 1.19 .692 .692 .026 5 F1-SA1 L2.5x2.5x4 Beam Single Angle A36 Gr.36 Typical 1.19 .692 .692 .026 6 F1 -D1 L2.5x2.5x4 VBrace Single Angle A36 Gr.36 Typical 1.19 .692 .692 .026 7 CP -1 PL 1/4X5.5 Beam RECT A36 Gr.36 Typical 1.375 .007 3.466 .028 8 CA L2x2x4 Beam Single Angle A36 Gr.36 Typical .944 .346 .346 .021 9 CS SR 0.75 Beam BAR A36 Gr.36 Typical .442 .016 .016 .031 10 CA -2 L3.5x2.5x5 Beam Single Angle A36 Gr.36 Typical 1.79 .937 2.2 .061 11 Mod -H PIPE 2.5 Beam Pipe A53 Gr.B Typical 1.61 1.45 1.45 2.89 12 Mod-Ang L2.5x2.5x3 Beam Single Angle A36 Gr.36 Typical .901 .535 .535 .011 Member Primary Data Label I Joint J Join K Join 1 M1 N1 N2 -1 270 MF -H1 Beam Single Angle A36 Gr.36 Typical 2 M2 N3 N9 180 F1-SA1 Beam Single Angle A36 Gr.36 Typical 3 M3 N4 N9 90 F1-SA1 Beam Single Angle A36 Gr.36 Typical 4 M4 N5 N6 180 MF -H1 Beam Single Angle A36 Gr.36 Typical 5 M5 N7 N12 270 F1-SA1 Beam Single Angle A36 Gr.36 Typical 6 M6 N8 N12 F1-SA1 Beam Single Angle A36 Gr.36 Typical 7 M7 N9 N10 90 CP -1 Beam RECT A36 Gr.36 Typical 8 M9 N12 N13 90 CP -1 Beam RECT A36 Gr.36 Typical 9 M11 N15 N16 MF -P1 Column Pipe A53 Gr.B Typical 10 M12 N17 N18 MF -P1 Column Pipe A53 Gr.B Typical 11 M13 N19 N20 MF -P1 Column Pipe A53 Gr.B Typical 12 M14 N21 N22 MF -P1 Column Pipe A53 Gr.B Typical 13 M15 N23 N24 180 F1 -D1 VBrace Single Angle A36 Gr.36 Typical 14 M16 N25 N26 50 F1 -D1 VBrace Single Angle A36 Gr.36 Typical 15 M17 N27 N28 180 F1 -D1 VBrace Single Angle A36 Gr.36 Typical 16 M18 N29 N30 130 F1 -D1 VBrace Single Angle A36 Gr.36 Typical 17 M20 N84 N35 Tieback Beam Pipe A53 Gr.B Typical 18 M21 N50 N51 F1 -V1 Column Pipe A53 Gr.B Typical 19 M19 N49 N53 CA Beam Single Angle A36 Gr.36 Typical 20 M20A N52 N48 CA Beam Single Angle A36 Gr.36 Typical 21 M21A N49 N48 CA -2 Beam Single Angle A36 Gr.36 Typical 22 M22 N53 N52 CS Beam BAR A36 Gr.36 Typical 23 M23 N53A N54 Mod -H Beam Pipe A53 Gr.B Typical 24 M24 N59 N52A Mod-Ang Beam Single Angle A36 Gr.36 Typical 25 M25 N61 N52A Mod-Anq Beam Single Angle A36 Gr.36 Typical 26 M26 N63 N61A Mod-Ang Beam Single Angle A36 Gr.36 Typical 27 M27 N63 N62 Mod-Anq Beam Single Angle A36 Gr.36 Typical 28 M30 N69 N70 Mod -H Beam Pipe A53 Gr.B Typical 29 M31 N75 N68 Mod-Anq Beam Single Angle A36 Gr.36 Typical 30 M32 N76 N68 Mod-Ang Beam Single Angle A36 Gr.36 Typical 31 M33 N82 N83 Tieback Beam Pipe A53 Gr.B Typical Basic Load Cases Cateaory Joint Distributed Area(I1 Surface(P 1 Dead DL -1 20 2 0 Wind - No Ice _ _ WLZ 20 31 3 90 Wind - No Ice WLX 20 31 4 0 Wind - Ice WLZ 20 31 RISA -3D Version 16.0.5 [\...\...\...\...\...\...\...\003.01.MMOD\121916_002_01_Roxbury_WA - Copy.R3D] Page 1 r i x Company : DC Group esigner DC D Job Number : 121916.003.01 kti, Model Name : 10013280 - Roxbury July 24, 2018 9:08 AM Checked By: Basic Load Cases (Continued) BLC Description Cateoo X Gravity Y Gravity Z Gravi Joint Point Distributed Area Me Surface(P 5 90 Wind - Ice WLX Y 1 1.4 20 31 6 0 Wind - Service WLZ 20 31 7 90 Wind - Service WLX 2 0.9D+1.6 -OW YesY 20 31 .9 2 8 Dead + Ice OL1 -1 20 31 9 Live Load a LL 1 0.9 D + 1.6 - 30 W Yes Y 10 Live Load b LL 1.3... 3 .8 1 11 Live Load c LL 1 4 0.9 D + 1.6 - 60 W 12 Live Load d LL 1 .9 3 1 2 .8 13 Maint LL 1 LL 1 14 Maint LL 2 LL Yes Y 1 1 3 1.6 15 Maint LL 3 LL 1 16 Maint LL 4 LL 6 0.9 D+ 1.6 -120 W Yes 1 1 .9 17 Maint LL 5 LL -.8 1 18 Maint LL 6 LL 1 0.9 D + 1.6 - 150 W Yes Y Load Combinations Description S... P... S... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B 1 1.4 Dead Yes Y 1 1.4 2 0.9D+1.6 -OW YesY 1 .9 2 1.6 3 0.9 D + 1.6 - 30 W Yes Y 1 .9 2 1.3... 3 .8 4 0.9 D + 1.6 - 60 W Yes Y 1 .9 3 1.3... 2 .8 5 0.9 D + 1.6 - 90 W Yes Y 1 .9 3 1.6 6 0.9 D+ 1.6 -120 W Yes Y 1 .9 3 1.3... 2 -.8 7 0.9 D + 1.6 - 150 W Yes Y 1 .9 2 -1.- 3 .8 8 0.9 D + 1.6 - 180 W Yes Y 1 .9 2 -1.6 9 0.9D+1.6 -210W Yes Y 1 .9 2 -1.... 3 -.8 10 0.9 D + 1.6 - 240 W Yes Y 1 .9 3 -1.... 2 -.8 11 0.9 D + 1.6 - 270 W Yes Y 1 .9 3 -1.6 12 0.9 D + 1.6 - 300 W Yes Y 1 .9 3 -1.-•- 2 .8 13 0.9D+1.6 -330W Yes Y 1 .9 2 1.3... 3 -.8 14 1.2D+1.6 -OW YesY 1 1.2 2 1.6 15 1.2 D + 1.6 - 30 W Yes Y 1 1.2 2 1.3... 3 .8 16 1.2 D + 1.6 - 60 W Yes Y 1 1.2 3 1.3...2 .8 17 1.2D+1.6 -90W YesY 1 1.2 3 1.6 18 1.2 D + 1.6 -120 W YesY 1 1.2 3 1.3... 2 -.8 19 1.2 D + 1.6 - 150 W Yes Y 1 1.2 2 -1.... 3 .8 20 1.2 D + 1.6 -180 W Yes Y 1 1.2 2 -1.6 21 1.2 D + 1.6 - 210 W Yes Y 1 1.2 2 -1.... 3 -.8 22 1.2 D + 1.6 - 240 W Yes Y 1 1.2 3 -1.... 2 -.8 23 1.2 D + 1.6 - 270 W Yes Y 1 1.2 3 -1.6 24 1.2 D + 1.6 - 300 W Yes Y 1 1.2 3 -1...- 2 .8 25 1.2 D + 1.6 - 330 W Yes Y 1 1.2 2 1.3... 3 -.8 26 0.9D+1.6-OW/Ice Yes Y 8 .9 4 1.6 27 0.9 D + 1.6 - 30 W/Ice Yes Y 8 .9 4 1.3... 5 .8 28 0.9 D + 1.6 - 60 W/Ice Yes Y 8 .9 5 1.3... 4 .8 29 0.9 D + 1.6 - 90 W/Ice Yes Y 8 .9 5 1.6 30 0.9 D + 1.6 - 120 W/Ice'Yes Y 8 .9 5 1.3--- 4 -.8 31 0.9 D + 1.6 - 150 W/IceYes Y 8 .9 4 -1.... 5 .8 32 0.9 D + 1.6 - 180 W/IceYes Y 8 .9 4 -1.6 33 0.9 D + 1.6 - 210 W/IceYes Y 8 .9 4 -1.... 5 -.8 34 0.9 D + 1.6 - 240 W/IceYes Y 8 .9 5 -1.... 4 -.8 35 0.9 D + 1.6 - 270 W/IceYes Y 8 .9 5 -1.6 36 0.9 D + 1.6 - 300 W/IceYes Y 8 .9 5 -1.... 4 .8 37 0.9 D + 1.6 - 330 W/IceYes 'Yes Y 8 .9 4 1.3- 5 -.8 38 1.2D+1.0-OW/Ice Y 8 1.2 4 1 RISA -3D Version 16.0.5 [\...\...\...\...\...\...\...\003.01.MMOD\121916_002_01_Roxbury_WA - Copy.R3D] Page 2 T IIIRISA Company : B+T Group Designer : DCM Job Number : 121916.003.01 Model Name : 10013280 - Roxbury July 24, 2018 9:08 AM Checked By: Load Combinations (Continued) R Fa R Fa B Fa 39 1.2 D + 1.0 - 30 W/Ice Yes Y 8 1.2 4 .866 5 .5 40 1.2 D + 1.0 - 60 W/Ice Yes Y 8 1.2 5 .866 4 .5 41 1.2 D + 1.0 - 90 W/Ice Yes Y 8 1.2 5 1 42 1.2 D + 1.0 -120 W/IceYes Y 8 1.2 5 .866 4 -.5 43 1.2 D + 1.0 -150 W/IceYes Y 8 1.2 4 -.866 5 .5 44 1.2 D + 1.0 -180 W/IceYes Y 8 1.2 4 -1 45 1.2 D + 1.0 - 210 W/IceYes Y 8 1.2 4 -.866 5 -.5 46 1.2 D + 1.0 - 240 W/IceYes Y 8 1.2 5 -.866 4 -.5 47 1.2 D + 1.0 - 270 W/IceYes Y 8 1.2 5 -1 48 1.2 D + 1.0 - 300 W/IceYes Y 8 1.2 5 -.866 4 .5 49 1.2 D + 1.0 - 330 W/IceYes Y 8 1.2 4 .866 5 -.5 50 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 6 1 9 1.5 51 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 6 .866 7 .5 9 1.5 52 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 7 .866 6 .5 9 1.5 53 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 7 1 9 1.5 54 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 7 .866 6 -.5 9 1.5 55 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 6 -.866 7 .5 9 1.5 56 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 6 -1 9 1.5 57 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 6 -.866 7 -.5 9 1.5 58 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 7 -.866 6 -.5 9 1.5 59 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 7 -1 9 1.5 60 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 7 -.866 6 .5 9 1.5 61 1.2 D + 1.5 LL a + Service...Yes Y 1 1.2 6 .866 7 -.5 9 1.5 62 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 6 1 10 1.5 63 1.2 D + 1.5 LL b + Service...Yes Y1 1.2 6 .866 7 .5 10 1.5 64 1.2 D + 1.5 LLb + Service...Yes Y 1 1.2 7 .866 6 .5 10 1.5 65 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 7 1 10 1.5 66 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 7 .866 6 -.5 10 1.5 - 67 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 6 -.866 7 .5 10 1.5 68 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 6 -1 10 1.5 69 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 6 -.866 7 -.5 10 1.5 70 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 7 -.866 6 -.5 10 1.5 71 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 7 -1 10 1.5 72 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 7 --866 6 .5 10 1.5 73 1.2 D + 1.5 LL b + Service...Yes Y 1 1.2 6 .866 7 -.5 10 1.5 74 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 6 1 11 1.5 75 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 6 .866 7 .5 11 1.5 76 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 7 •866 6 .5 11 1.5 77 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 7 1 11 1.5 78 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 7 .866 6 -.5 11 1.5 79 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 6 -.866 7 .5 11 1.5 80 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 6 -1 11 1.5 81 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 6 -.866 7 -.5 11 1.5 82 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 7 -.866 6 -.5 11 1.5 83 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 7 -1 11 1.5 84 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 7 -.866 6 .5 11 1.5 85 1.2 D + 1.5 LL c + Service ..Yes Y 1 1.2 6 .866 7 -.5 11 1.5 86 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 6 1 12 1.5 87 ................. 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 6 .866 7 .5 12 1.5 88 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 7 .866 6 .5 12 1.5 89 1.2 D + 1.5 LL d + Service.. Yes Y 1 1.2 7 1 12 1.5 90 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 7 .866 6 -.5 12 1.5 91 .............-.....- 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 6 -.866 7 .5 12 1.5 92 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 6 -1 12 1.5 93 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 6 -.866 7 -.5 12 1.5 94 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 7 -.866 6 -.5 12 1.5 95 1.2 D + 1.5 LL d + Service...Yes Y 1 1.2 7 -1 12 1.5 RISA -3D Version 16.0.5 [\...\...\...\...\...\...\...\003.01.MMOD\121916_002_01_Roxbury_WA - Copy.R3D] Page 3 +. 1 x Company : B+T Group Designer DCM Job Number : 121916.003.01 Model Name : 10013280 - Roxbury July 24, 2018 9:08 AM Checked By: Load Combinations (Continued) Description S... P... S... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B 96 1.2 D + 1.5 LL d + Service...Yes Y Y 2 1 1.2 7 -.866 6 .5 12 1.5 %50 4 M14 Y 0 0 5 M14 Y 0 0 6 97 1.2 D + 1.5 LL d + Service...Yes -.025 Y 7 1 1.2 6 .866 7 -.5 12 1.5 0 9 M13 Y 0 0 10 M13 Y 00 0 11 98 1.2 D + 1.5 LL Maint (1) Yes Y 12 1 1.2 -.025 %80 13 M12 13 1.5 I %50 14 M12 Y 0 0 15 M12 Y 0 10 16 99 1.2 D + 1.5 LL Maint (2) Yes Y 17 1 1.2 -.025 %90 18 M11 14 1.5 %50 19 M11 Y 0 0 20 M11 Y 0 0 0 100 1.2D+1.5LLMaint(3) Yes Y 1 1.2 15 1.5 101 1.2 D + 1.5 LL Maint (4) Yes Y 1 1.2 16 1.5 102 1.2 D + 1.5 LL Maint (5) Yes Y 1 1.2 17 1.5 103 1.2 D + 1.5 LL Maint (6) Yes Y 1 1.2 18 1.5 Member Point Loads (BLC 1 : Dead) Member Label Direction 0 1 M14 Y -.025 %5 2 M14 Y -.025 %80 3 M14 Y -.041 %50 4 M14 Y 0 0 5 M14 Y 0 0 6 M13 Y -.025 %5 7 M13 Y -.025 %80 8 M13 Y 0 0 9 M13 Y 0 0 10 M13 Y 00 0 11 M12 Y -.025 %5 12 M12 Y -.025 %80 13 M12 Y -.015 I %50 14 M12 Y 0 0 15 M12 Y 0 10 16 M11 Y -.025 %10 17 M11 Y -.025 %90 18 M11 Y -.016 %50 19 M11 Y 0 0 20 M11 Y 0 0 Member Point Loads (BLC 2 : 0 Wind - No Ice) Member Label Direction Maanitudeik.k- 1 M14 Z -.122 %5 2 M14 Z -.122 %80 3 M14 Z -.037 %50 4 M14 Z 0 0 5 M14 Z 0 0 6 M13 Z -.122 %5 7 M13 Z -.122 %80 8 M13 Z 0 0 9 M13 Z 0 0 10 M13 Z 0 0 11 M12 Z -.122 %5 12 M12 Z -.122 %80 13 M12 Z -.018 %50 14 M12 Z 0 0 15 M12 Z 0 0 16 M11 Z -.082 %10 17 M11 Z -.082 %90 18 M11 Z -.012 %50 19 M11 Z 0 0 20 M11 Z 0 0 RISA -3D Version 16.0.5 [\...\...\...\...\...\...\...\003.01.MMOD\121916_002_01_Roxbury_WA - Copy.R3D] Page 4 + t t Company: B+T Group IIRisA Design Job Nuermber : DCM 121916.003.01 ,, ,_„_, x,;;,„, Model Name : 10013280 - Roxbury July 24, 2018 9:08 AM Checked By: Member Point Loads (BLC 3 : 90 Wind - No Ice) Member Label Direction Maanitudefk.k-ft Location fft.% 1 M14 X -.073 %5 2 M14 X -.073 %80 3 M14 X -.015 %50 4 M14 X 0 0 5 M14 X 0 0 6 M13 X -.073 %5 7 M13 X -.073 %80 8 M13 X 0 0 9 M13 X 0 0 10 M13 X 0 0 11 M12 X -.073 %5 12 M12 X -.073 %80 13 M12 X -.007 %50 14 M12 X 0 0 15 M12 X 0 0 16 M11 X -.042 %10 17 M11 X -.042 %90 18 M11 X -.01 %50 19 M11 X 0 0 20 M11 X 0 0 Member Point Loads (BLC 4 : 0 Wind - Ice) Member Label Direction Maonitudefk.k- 0 1 M14 Z -.016 %5 2 M14 Z -.016 %80 3 M14 Z -.006 %50 4 M14 Z 0 0 5 M14 Z 0 0 6 M13 Z -.016 %5 7 M13 Z -.016 %80 8 M13 Z 0 0 9 M13 Z 0 0 10 M13 Z 0 0 11 M12 Z -.016 %5 12 M12 Z -.016 %80 13 M12 Z -.003 %50 14 M12 Z 0 0 15 M12 Z 0 0 16 M11 Z -.011 %10 17 M11 Z -.011 %90 18 M11 Z -.002 %50 19 M11 Z 0 0 20 M11 Z 0 0 Member Point Loads (BLC 5 : 90 Wind - Ice) Member Label Direction Maanitudefk.k-ft Location 1 M14 X -.01 %5 2 M14 X -.01 %80 3 M14 X -.003 %50 4 M14 X 0 0 5 M14 X 0 0 6 . 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X 0 0 RISA -3D Version 16.0.5 [\...\...\...\...\...\...\...\003.01.MMOD\121916_002_01_Roxbury_WA - Copy.R3D] Page 6 Company: B+T Group I ' IRI � Designer : DCM Job Number : 121916.003.01 A%an'cTLCi-._F C..:; A20 Model Name : 10013280 - Roxbury July 24, 2018 9:08 AM Checked By: Member Point Loads (BLC 8 : Dead + Ice) Member Label Direction Maonitudefk.k- 1 M14 Y -.039 %5 2 M14 Y -.039 %80 3 M14 Y -.013 %50 4 M14 Y 0 0 5 M14 Y 0 0 6 M13 Y -.039 %5 7 M13 Y -.039 %80 8 M13 Y 0 0 9 M13 Y 0 0 10 M13 Y 0 0 11 M12 Y -.039 %5 12 M12 Y -.039 %80 13 M12 Y -.006 %50 14 M12 Y 0 0 15 M12 Y 0 0 16 M11 Y -.026 %10 17 M11 Y -.026 %90 18 M11 Y -.005 %50 19 M11 Y 0 0 20 M11 Y 0 0 Member Point Loads (BLC 13 : Maint LL 1) Member Label Direction 1 M1 Y Magnitude[k,k-ft] -.25 Location[ft,% %95 Member Point Loads (BLC 14 : Maint LL 2) Member Label Direction 1 M4 Y Magnitude[k,k-ft] -.25 Location[ft %] %95 Member Point Loads (BLC 15 : Maint LL 3) Member Label Direction 1 M2 Y Magnitude[k.k-ft] -.25 Location[ft % %50 Member Point Loads (BLC 16 : Maint LL 4) Member Label Direction 1 M5 Y Magnitude[k,k-ft] -.25 Location[ft,% %50 Member Point Loads (BLC 17 : Maint LL 5) Member Label Direction 1 M3 Y Magnitude[k k -ft] -.25 Location[ft %] %50 Member Point Loads (BLC 18 : Maint LL 6) Member Label Direction 1 M6 Y Magnitude[k k -ft] -.25 Location[ft,%] %50 Member Distributed Loads (BLC 2 : 0 Wind - No Ice) Member Label Direction Start Maonitudefk/ft.... 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Model Name : 10013280 - Roxbury July 24, 2018 9:08 AM Checked By: Member Distributed Loads (BLC 3 : 90 Wind - No Ice) (Continued) • 28 ------ ------ M30 -.._.._.. _X _._.......-,,.........�..,...... -.006 �.�....��..���.�a..a;nv�a.� ... -.006 '- "-" .flIn /01 0 uw wcatlonjft 701 0 29 M31 X -.009 -.009 0 0 30 M32 X -.009 -.009 0 0 31 M33 X -.005 -.005 0 0 Member Distributed Loads (BLC 4 : 0 Wind - Ice) • 1 M1 Z -.002 -.002 0 0 2 M2 Z -.002 -.002 0 0 3 M3 Z -.002 -.002 0 0 4 M4 Z -.002 -.002 0 0 5 M5 Z -.002 -.002 0 0 6 M6 Z -.002 -.002 0 0 7 M7 Z -.0007 -.0007 0 0 8 M9 Z -.0007 -.0007 0 0 9 M11 Z -.0005 -.0005 0 0 10 M12 Z -.0005 -.0005 0 0 11 M13 Z -.0005 -.0005 0 0 12 M14 Z -.0005 -.0005 0 0 13 M15 Z -.002 -.002 0 0 14 M16 Z -.002 -.002 0 0 15 M17 Z -.002 -.002 0 0 16 M18 Z -.002 -.002 0 0 17 M20 Z -.0005 -.0005 0 0 18 M21 Z -.0006 -.0006 0 0 19 M19 Z -.001 -.001 0 0 20 M20A Z -.001 -.001 0 0 21 M21A Z -.001 -.001 0 0 22 M22 Z -.0008 -.0008 0 0 23 M23 Z -.0005 -.0005 0 0 24 M24 Z -.002 -.002 0 0 25 M25 Z -.002 -.002 0 0 26 M26 Z -.002 -.002 0 0 27 M27 Z -.002 -.002 0 0 28 M30 Z -.0005 -.0005 0 0 29 M31 Z -.002 -.002 0 0 30 M32 Z -.002 -.002 0 0 31 M33 Z -.0005 -.0005 0 0 Member Distributed Loads (BLC 5 : 90 Wind - Ice) 1 --- ------ M1 -..--- ._.. 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Start Locationfft.%1 End L 4 M4 X -.001 -.001 0 0 5 M5 X -.001 -.001 0 0 6 M6 X -.001 -.001 0 0 7 M7 X -.0001 -.0001 0 0 8 M9 X -.0001 -.0001 0 0 9 M11 X -.0003 -.0003 0 0 10 M12 X -.0003 -.0003 0 0 11 M13 X -.0003 -.0003 0 0 12 M14 X -.0003 -.0003 0 0 13 M15 X -.001 -.001 0 0 14 M16 X -.001 -.001 0 0 15 M17 X -.001 -.001 0 0 16 M18 X -.001 -.001 0 0 17 M20 X -.0003 -.0003 0 0 18 M21 X -.0005 -.0005 0 0 19 M19 X -.0007 -.0007 0 0 20 M20A X -.0007 -.0007 0 0 21 M21A X -.001 -.001 0 0 22 M22 X -.0003 -.0003 0 0 23 M23 X -.0004 -.0004 0 0 24 M24 X -.001 -.001 0 0 25 M25 X -.001 -.001 0 0 26 M26 X -.001 -.001 0 0 27 M27 X -.001 -.001 0 0 28 M30 X -.0004 -.0004 0 0 29 M31 X -.001 -.001 0 0 30 M32 X -.001 -.001 0 0 31 M33 X -.0003 -.0003 0 0 Member Distributed Loads (BLC 8 : Dead + Ice) Member Label Direction Start Maanitudefk/ft.... End Maanitudefk/ft.F... 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End Maanitudefk/ft.F... Start Location (ft.%1 End Locationfft.° 26 M26 Y -.003 -.003 0 0 27 M27 Y -.003 -.003 0 0 28 M30 Y -.002 -.002 0 0 29 M31 Y -.003 -.003 0 0 30 M32 Y -.003 -.003 0 0 31 M33 Y -.002 -.002 0 0 Joint Loads and Enforced Displacements (BLC 9 : Live Load a) Joint Label LDM 1 N41 L Direction Magnitude[(k,k-ft), (in rad) (k*s^2/f... Y -.5 Joint Loads and Enforced Displacements (BLC 10 : Live Load b) 1 Joint Label L D M Direction Magnitude[(k,k-ft), (in rad) (k*s^2/f... N42 L Y -.5 Joint Loads and Enforced Displacements (BLC 11 : Live Load c) 1 Joint Label L,D,M Direction Magnitude[(k,k-ft). (in.rad) (k*s^2/f... N43 L Y -.5 Joint Loads and Enforced Displacements (BLC 12 : Live Load d) Joint Label L D M 1 N44 L Direction Magnitude[(k k -ft) (in rad) (k*s^2/f... Y -.5 Envelope Joint Reactions int X fk LC Y fk L 1 N35 max .54 21 .025 15 .295 3 0 1 0 1 0 1 2 .322 min -.269 3 -.004 9 -.552 21 0 1 0 1 0 1 3 N46A max .671 89 1.116 95 1.644 14 0 1 0 1 0 1 4 min -.665 59 .165 5 -.99 8 0 1 0 1 0 1 5 N47 max .027 53 .022 41 .463 3 0 1 0 1 0 1 6 min -.037 95 .005 11 -.559 21 0 1 0 1 0 1 7 N52A max .937 4 .043 44 3.668 15 0 1 0 1 0 1 8 min -1.09 22 .015 2 -.799 9 0 1 0 1 0 1 9 N63 max 1.108 55 .96 53 -.249 11 0 1 0 1 0 1 10 min -1.221 97 .085 11 -3.438 65 0 1 0 1 0 1 11 N68 max .551 4 .047 47 .689 17 0 1 0 1 0 1 12 min -.613 22 .018 7 -.63 11 0 1 0 1 0 1 13 N79 max 0 1 0 1 0 1 0 1 0 1 0 1 14 min 0 1 0 1 0 1 0 1 0 1 0 1 15 N80 max 0 1 0 1 0 1 0 1 0 1 0 1 16 min 0 1 0 1 0 1 0 1 0 1 0 1 17 N83 max 1.147 5 .043 41 1.162 23 0 1 0 1 0 1 18 min -1.139 11 .018 11 -1.162 17 0 1 0 1 0 1 19 Totals: max 3.159 17 2.011 53 3.812 14 20 min -3.159 11 .946 11 -3.812 8 Envelope A/SC 13th(360-05): LRFD Steel Code Checks Member Shape Code Check Lo... LC Shear 1 M1 L2.5x2.5x4 .705 8.2.. 22 .050 8.2- v 93 2.776 38.556 1.114 2.131 ... H2-1 2 M2 L2.5x2.5x4 .322 .742 58 .052 4.75 y 59 18.46538.556 1.114 2.52 ••• H2-1 3 M3 L2.5x2.5x4 .353 .742 96 .054 4.75 z 95 18.465 38.556 1.114 2.52 ..• H2-1 RISA -3D Version 16.0.5[\...\...\...\...\...\...\...\...\121916_002_01_Roxbury_WA - Copy.R3D] Page 12 CI. e6ed [Gal'Adoo - uo!saan el -LH • ZL8'1. ZL8'1. £1.'Z£ ZZL'S 91. 0 900' £Z -8•9 ZSE' 0'Z 3d1d £E1 1.£ 1.-ZH "' 449' 1. £L8' Z61.'6Z 6£61 81. Z "4'9 800' LI. "Z'£ 1761; £x9'Zxg'Zl Z£1 OE 1.-Z1-1- C99'1. £L8' z6L'6Z 6£61 91. Z "4'9 L00' 01. -0•8 Z01.' £xs'zx9'zl 1.£W 6Z gl-ll £ 96S'E 965'£ 9LL'O9 6ss'4l S1. -017 Z90' £Z "8'6 09£' S'Z 3d1d 0£1 8Z 1.-Z1-1- 949' 1. ELS'. z61.'6z 980'8 9Z Z 0 L00' LI z l'£ 046' vs* xg'n LZW LZ 1.-ZH "' 9179'1. £L8' z6l'6Z 980'8 EZ Z 0 L00' 1.9 "L'£ KV £xs'zxs'z1 9Z1/11 9Z 1.-Z1-1'" 6E9'1. EL8' Z6l'6z 6E6'L SZ Z "4'9 800' 91. "L'£ 0E4' £x9'Zx9ZI MAI SZ 1.-ZH "' LES'1. £L8' Z6 L'6Z 6£61 91. 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Y 1.0'E00'91.Waa gag eu61 9a VrS12! 11. 11 dnwo 1+8 : i(uedwoa 1 4 Appurtenance Mount Modification Report Project Number 121916.003.01, Roxbury APPENDIX B (Modification Drawings) July 25, 2018 Site No. 10013280 Page 6 2IO.o'3S ONLLSIYH ONLY 89186 VA\ `H7.LLVHS H.LIIOS CVA\"IVNIO2IV} IS3A100901 x Ql 1 axo Q sE z u a 5 ISSUED FOR: 1 Q g w MI CHECKLIST REQUIRED I REPORT REM BRIEF DESCRIPTION PRE -CONSTRUCTION X IMI CHECKUST DRAWING 1 THI5 CHECKUST SHALL BE INCLUDED IN THE MI REPORT. FABRICATION DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW. THE CONTRACTOR SHALL PROVIDE APPROVED SHOP DRAWINGS TO THE 111 INSPECTOR FOR INCLUSION IN THE MI REPORT. ONCE THE PRE -MODIFICATION MAPPING IS COMPLETE, PRIOR TO FABRICATION, THE CONTRACTOR SWILL PROVIDE DETAILED ASSEMBLY DRAWINGS. THESE ARE TO INCLUDE, BUT ARE NOT UMRED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT CONFIGURATION, PORTHOLES, MOUNTS, STEP PEGS, SAFETY CURBS AND ANY OTHER MISCELLANEOUS ITEMS WHICH MAY AFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER. THESE DRAWINGS SHALL BE SUBMITTED TO THE EOR FOR APPROVAL APPROVED ASSEMBLY DRAWINGS SHALL BE SUBMITTED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. A LETTER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WRH INDUSTRY STANDARDS AND THE CONTRACT DOCUMENTS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. A VISUAL OBSERVATION BY CWI OF A PORTION OF WELDING ON THE PROPOSED STRUCTURAL MEMBERS IS REQUIRED AND I A WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. MILL CERTIFICATION SHALL BE PROVIDED FOR ALL STEEL AS SPECIFIED IN THE MODIFICATION DRAWINGS AND THIS DOCUMENTATION SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED WELD INSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. THE MATERIAL SHIPPING UST SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. CONSTRUCTION (PERFORMED BY CONTRACTOR) A LLnLR FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN ACCORDANCE WRH INDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. A CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST AS NECESSARY ALL FIELD WELDS. A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. 9 0 wU C N 2 O E WE y. U a i, wg Rg0 0 !F azo j1 r uZ E. 08 5V LL N iiiSSSNN oa is U 3 80 Vi THE GENERAL CONTRACTOR SHALL SUBMIT A COPY OF THE CONTRACT DRAWINGS EITHER STATING 'INSTALLED AS DESIGNED' OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY THE ENGINEER OF RECORD DUE TO FIELD CONDITIONS. POST -CONSTRUCTION % MI INSPECTOR REDUNE OR RECORD DRAWING(S) TME MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTORS REDUNE DRAWING AND THE ACTUAL COMPLETED INSTALLATION. PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI WHICH DOCUMENT ALL PHASES OF THE CONSTRUCTION. THE PHOTOS SHAT BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT LOCATION OF THE PHOTO. ADDTONAL TESTING AND INSPECTIONS: NOTE X DENOTES A DOCUMENT NEEDED FOR THE MI REPORT AND N/A DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE MI REPORT EOR APPROVED SHOP DRAWINGS 2 x a5 O mg 1 E o a i Z FABRICATOR CERTIFIED WELD INSPECTION MATERIAL TEST REPORT (MTR) FABRICATOR NDE INSPECTION X I PACKING SUPS 0 1 i z 8 CONTRACTORS CERTIFIED WELD INSPECTION ON SITE COLD GALVANIZING VERIFICATION GC AS -BUILT DOCUMENTS PHOTOGRAPHS x x x : x S S x x • 0 -.....-3.e.t „OO -,C8 LV IO.LOHS ONLI SIYH 9NIN 89186 Vb\ ` I LLLVHS H.LC1OS AViX\ ` VNIIOT1V} i ] SHHM 00901 x rna o i x. U sQ z ISSUED FOR: 1 GENERAL NOTES SITE PRO SCX2-K CROSSOVER PLATE KIT SCALE N.T.S. SITE PRO SAM -U STIFF ARM ATTACHMENT SITE PRO SFR -K -L SECTOR FRAME REINFORCEMENT KIT SITE PRO SFS -H -L SECTOR FRAME REINFORCEMENT KIT SCALE: N.T.S. SCALE: N.T.S. ENGINEERING civil & structural engineering & planning at&t STRUCTURAL ANALYSIS REPORT AT&T Site: WA6158 Roxbury Seattle City Light Tower: DUO / 34N Transmission Tower Site REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2018 City of Tukwila BUILDING DIVISION 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 RECEIVED CITY OF TUKWILA SEP 27 2018 PERMIT CENTER 10710 West Marginal Way S Tukwila, WA 98168 1)1(d 6108 CG Project No.: 18014.103 TABLE OF CONTENTS SECTION TITLE / DESCRIPTION PAGE NO. STRUCTURAL ANALYSIS NARRATIVE 1-3 LOAD CALCULATIONS 4-11 TOWER ANALYSIS RESULTS SUMMARY (SHORT FORM) 12-17 COMBINED STRESS ANALYSIS 18-21 FOUNDATION ANALYSIS 22 APPENDIX A- TOWER ANALYSIS RESULTS (LONG FORM) A1 -A52 APPENDIX B - APPURTENANCE LOADING INFORMATION B1 -B16 APPENDIX D - SEATTLE CITY LIGHT WIRELESS ANTENNA INSTALLATION REQUIREMENTS FORM D1 -D6 APPENDIX E - ORIGINAL ARCHITECTURAL CONSTRUCTION DRAWINGS E1 -E19 AT&T WA6158 Roxbury -18014.103 Structural Analysis Report April 27, 2018 Page 1 INTRODUCTION CG Engineering was retained by MasTec Network Solutions (Client) to determine the structural adequacy of Seattle City Light's (SCL) transmission tower DUO/34N to support the proposed AT&T antenna modifications. The tower is located at 10710 West Marginal Way S, Tukwila, WA 98168. The modifications include additional antennas, various appurtenances and feedlines to be mounted to the tower. TOWER DESCRIPTION The four-sided self-supporting lattice tower consists of six tower sections equaling approximately 150' in total height. The lower four sections have varied face widths tapering at the base of the tower from approximately 44' to 8' at the 98' level, with the remaining tower vertical at a constant face width. This tower was designed and erected in the 1950s. SCL provided us with original design and shop drawings for this tower, the transmission line system, and the foundation (TA -1070, MTD -92, 93-95, 99, 105-109, 115, 125, 128,129, TE5165, and TD -10167). Construction specification number 1368 was provided as well. All geometry and member sizes used in our analysis were based on this information. The material properties utilized were 33 ksi yield strength for steel and 7980 Ib shear strength for bolts based on SCL's design criteria which reflect a reduction from the original specifications. APPURTENANCE CONFIGURATION The tower was analyzed using the appurtenance configuration specified in the following table. All loading was provided to us from the Client. This table includes all known existing and future antennas for this site. Proposed appurtenances are shown in bold. Appurtenance Mount Elev. Mount Type Feedline (12) Panel Antennas: (3) Kathrien 742-265 (6) Commscope SBNHH-1D65C (3) Commscope SBNHH-1D65C (18) 15/s (9) TMA's 85'-6" (3) Sector Mounting Frames (6) 7/8" (3) Powerwave TT19-086P111-01 (6) Commscope TMAT1921-23B68 [(24) on E Leg] (3) Filters (3) KMW KFTOR0010030 All appurtenances were multiplied by applicable NESC shape factors to account for the flow of wind around these appurtenances. The factors for cylindrical components and flat components are 1.0 and 1.6, respectively. If the antenna or feedline loading requirements are any different than those stated above, CG Engineering should be notified at once to revise our analysis. ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com AT&T WA6158 Roxbury -18014.103 Structural Analysis Report April 27, 2018 Page 2 ANALYSIS CRITERIA A finite element analysis of this tower was performed to determine its structural compliance with current design standards, which include the 2012 National Electric Safety Code, ASCE Standard 10-97 "Design of Latticed Steel Transmission Structures," and ASCE Manual 74 "Guidelines for Electrical Transmission Line Structural Loading." The entire structure was modeled three -dimensionally using the Tower 13.0 analysis program by Power Line Systems. For our analysis, we applied wind and ice loads to the tower in accordance with the above referenced standards. We considered the following load combinations: • NESC 250B Combined Ice and Wind District Loading (Medium 4 psf wind and Xi -inch radial ice at 15 degree temperature). • NESC 250B Combined Ice and Wind District Loading and (2) Broken Conductors (Medium 4 psf wind and %-inch radial ice at 15 degree temperature). All combinations of (2) broken conductor cases were checked, for a total of (15) different cases. • NESC 250C Extreme Wind Loading (85 mph exposure C wind and no ice at 60 degree temperature). Wind applied transverse to tower as well as at 45 degrees to that face. • Fall Protection Load Case (4psf wind and no ice with a vertical 3,6001b point load applied at any point along the tower leg). Additionally, the vertical Toad was applied at every joint along the bottom member of each tower arm. Refer to the attached calculations for all associated overload factors used in conjunction with the load cases described above. If wind or ice load requirements are any different than those stated above, CG Engineering should be notified at once to revise our analysis. TOWER ANALYSIS RESULTS The following table summarizes the findings from our analysis. The table expresses the actual stress levels in percentage form relative to the code allowable stress values. Stress levels of up to 105% are considered to be within an acceptable tolerance because of the margin of error associated with this type of analysis. Stress levels higher than 105% require upgrades to the tower or modifications to the loading criteria. Tower Stress Summary Load Combination Legs Diagonals Horizontals Insulator Arms Combined Stresses 1. Proposed AT&T Configuration 66.26% (L2) 74.48% (D7) 91.98% (H3) 92.81 (A3) 72.2% (L2) The stress percentages in the Legs, Diagonals, and Horizontals table above are taken directly from our computer model output. Additional calculations were performed to check combined stresses due to the local effects of the antenna and feedline installations. ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com AT&T WA6158 Roxbury -18014.103 Structural Analysis Report April 27, 2018 Page 3 TOWER FOUNDATION ANALYSIS RESULTS The analysis performed on the earth foundation system was based on the original construction drawings (TD -10167). These drawings describe the maximum loads used for the design. In comparing our calculated values with the design loads, we determined that all of the proposed loads remain within 105% than the design loads stated, and therefore the foundation system should be adequate as originally designed. Foundation Reaction Summary Design Values Calculated Values Percent of Design Value Compression (kips) 219.5 106.9 48.7% Uplift (kips) 169.2 82.5 48.8% Shear (kips) 29.4 30.7 104.4% CONCLUSIONS/RECOMMENDATIONS We have determined that the tower members and their connections comply with the applicable design standards. No structural upgrades are required by calculation for the proposed AT&T antennas configuration described above. All tower members, connections, and the foundation system are within their allowable capacities with the applied loading. CONDITIONS OF ANALYSIS This structural analysis is based on the information that was available to us. CG Engineering should be contacted immediately if there are any discrepancies with our analysis assumptions or any other problems with the condition of the tower are discovered which may affect the accuracy of our analysis. Our analysis is based on the assumption that the tower has been properly installed and is maintained to the minimum standards required by all applicable codes. REFERENCE DOCUMENTS The following documents were provided to us by the Client for our analysis: 1. "City of Seattle Department of Lighting Skagit Trans. Line No. -B-", Original Erection Drawings by Bethlehem Pacific Coast Steel Corporation., dated 06/23/55 2. "Transmission Tower Co -Locate Structural Analysis Report", by Peterson Strehle Martinson Inc, dated 01/09/2013 ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com References: ASCE 10-97 ASCE Manual No. 74 ASCE/SEI 7-10 IBC 2012 NESC C2-2012 ANSI/NA-222-G Type C-6 230kV SCL Transmission Towers SCL Tower DUO/34 N Overload Factors. Vertical Transverse Longitudinal NESC 2508 1 50:: - 250: 1.65 NESC 25OC 1.25 !': 1.2.525 i 125 - (NESC 26082) 2 :`- . 1.25 '' (NESC 26082) Broken NESC Conductors500 1.25 1 1 25 F 1.75 1.00 -- (any 2 conductors) Fall Protection 1.00 = 1.00 1.00 Line Information: 921.5 ft = Wind Span (average of adjacent spans) 1133 ft = Weight Span (from low point to low point on adjacent spans) 543 ft = Wind Span w/ Broken Conductor (longest unbroken span in either direction) '594 ft = Weight Span w/ Broken Conductor (longest unbroken span in either direction) 14.75 deg = Line Angle 55 ft = Sag 14500 lbs = Maximum Conductor Tension -9000 lbs = Broken Conductor Tension NESC 2508 Combined Ice &Wind District Loading [Medium -4psf Wind + 1/4" Ice @ 15 deg. 9 Conductor. Vc = 1.5 x (weight span x conductor weight + insulator weight) 3553.3 lbs Tc = 2.5 x wind span x conductor diameter/12 x 4psf + 1.65 x sin(llne angle) x conductor tension 7350.3 lbs Tower. Wind = 4 psf x 2.5 (OLF) x 3.2 (shape factor) 32 psf on two faces 16 psf/face (drag factor= 1.0) DL= 1.5xDL 9748 NESC 2508 Combined Ice & Wind District Loading [Medium - 4psf Wind + 114" Ice @ 15 deg. F With (2) Broken Conductors] Vc = 1.25 x (weight span x conductor weight + insulator weight) 2961.1 lbs Tc = 1.75 x wind span x conductor diameter/12 x 4psf + 1.00 x sin(line angle) x conductor tension 4573.0 lbs Conductor. (Intact) Conductor. Vbc= (broken) Tbc = Lx= Tower: Wind = OL = Conductor Informatory ConduetorType 30/19 ACSR 795 kemil'Mallard' <' 1.140 i0 = Conductor Diameter 1.235; pit = Conductor Weight 1.640 i0 = Conductor + Radial Ice Diameter 1.667 plf = Conductor Weight + Radial Ice 480 lbs = Insulator Wt ((14) 151b units on each string) 8.5 fl= Length of Insulator Tower Information: 123.5' ft = Avg Height of Middle Conductor Connection 155.0 ft = Total Height of Tower 82 fl = Height of Coax Cable Run 82 fl = Height of Antennas & Mounts 1.25 x (longest unbroken span x conductor weight + insulator weight) 1837.8 lbs 1.75 x longest unbroken span x conductor diameter/12 x 4psf + 1.00 x sin(line angle) x conductor tension 2810.7 lbs 1.0 x broken conductor tension 9000 lbs 4 psf x 1.75 (OLF) x 3.2 (shape factor) 22.4 psf on two faces 11.2 psf/face (drag factor = 1.0) 1.25 x DL Fall Protection Case [Medium -4psf Wind, No Ice @ 15 deg. F] Conductor. Vc = (intact) Tc = Tower. Wind DL = 1.0 x (weight span x conductor weight + insulator weight) 2368.9 lbs 1.0 x wind span x conductor diameter/12 x 4psf + 1.00 x sin(line angle) x conductor tension 4195.2 lbs 4 psf x 1.0 (OLF) x 3.2 (shape factor) 12,8 psf on two faces 6.4 psf/face (drag factor= 1.0) 1.0x DL Design Parameters: 4` psf = Wind Pressure (Table 250-1) 0.25 in = Radial Ice (Table 250-1) 57 pcf Ice Wt (2508) Design Parameters: 4 psf = Wind Pressure (Table 250-1) 0.25 in = Radial Ice (Table 250-1) 57 pcf=Ice Wt (2508) C � 0 ENGINEERING 250 4th Ave South Suite 200 Edmonds. WA 98020 Dertriprim Transmission Tower Loading By CGP Datc 4/27/2018 Check. 5calc AT&T - WA6158 Roxbury J00 IVO, 18014.103 Shen No. V Load Calculations for 230kV SCL Transmission Towers SCL Tower DU0/34 N NESC 250C Extreme Wind Loading [Exposure C Wind c 60 deg. F] Conductor. Vc= 1.25x(weight span x conductor weight + insulator weight) 2349.1 lbs Tc = 1.25 x wind span x conductor diameter/12 x extreme wind + 1.25 x sin(line angle) x conductor tension 6387.8 lbs Tower. Wind = 19.7 psfx 1.25 (OLF) x 3.2 (shape factor) 78.7 psf on two faces 39.3 psf/face (drag factor -1.0) DL= 1.25xDL Conductor Wwd Load F=0.00256xV2xg.xGRFx lxCtxA 16.21 psfx C/A 115.00 ft = h = average height of middle conductor connection - insulator length 85 mph =V 1.303 = Kz Kr = 2.01 x (h/900) ry'5) = 1.303 0.672 =GRF GRF = (1 + (2.7 x Ew x SW's)/ k2 = 0.672 1.00 = I Ew = 0.346 x (33/h) (1/7) 0.289 Bw = 1 / (1 + 0.8 x L/220) 0.230 Coax Cable Wind Load F=0.00256xV2xKxGRFxIxC/xA 18.29 psfx CrA 54.67 ft = h = 2/3 x height of coax cable run 85 mph = V 1.115 =1<z 0.887 =GRF 1.00 = I K = 2.01 x (h/900) 0151 = 1.115 GRF=(1 +(2.7 x Es Bs5)/ k„° = 0.887 Es = 0.346 x (33/h) (1/7) = 0.322 Bs= 1 / (1 + 0.56 x h/220; 0.878 Tower wind bad F=0.00256*V°XKrxGRF0IxCfxA Design Parameters: '85.0mph = Basic Wind Speed (Figure 250.2a) 1.00 Importance Factor (Per SCL) 19.67 psfxc/A 103.33 ft=h= 2/3 x height of tower 85 mph =V 1.274 = Kz K = 2.01 x (h/900) p''5) = 1.274 0.834 =GRF GRF=(1 +(2.7xEwxBw s)/kyz= 0.834 1.00 = I Es = 0.346 x (33/h) (1(7) = 0.294 Bs = 1 / (1 + 0.56 x h/220; 0.792 Antenna/Mount Wind Load F=0.00256xV2xKxGRFx)x0xA 19.17 psfx C/A 82.00 ft = h = height of antenna installation 85 mph = V 1.214 =1<z K = 2.01 x (h/000) '5°5) = 1.214 0.854 =GRF GRF=(1 +(2.7x EsxBs05)/k°= 0.854 1.00 = I Es = 0.346 x (33/h)-(1/7). 0.304 Bs = 1 / (1 + 0.56 x21/220; 0.827 NESC 2500 Ext e Ice With Concurrent Wind Loading (30mph Wind + 1/4" Ice @ 15 deg. F] Conducto V*= 1.25x(weight span x conductor weight + insulator weight) Design Parameters: 2349.1 lbs --- To 30.0- mph = Basi and Speed (Figure 250-3a) 1.25 x wind span x conductor diameter/12 x extreme wind + 125 x 2 x sin(line angle/2) x conductor tensic 1.0 Imp° ce Factor (Per SCL`) 4873.7 lbs r NES OC only requires I = 1.00) Tower. Wind = 7.:4,4:Lsf x 1.25 (OLF) x 3.2 (shape factor) 31.36 ps -g two faces 15.68 psf/faacce-(drag factor=1.0) DL- 1.25xDL Conductor Wind Load F= 0.00256 xV2XKxGRFxIxC/xA 202 psf 115.00 ft = h = average height of middle conductor connection - insulator 30 mph = V 1.303 = Kz K = 2.01 x (h/900) c0° A = 1.303 0.672 = GRF GRF = (1 + (2.7 x Ewx Bw03) / k,.2 = 0.67 1.00 =I Ew= 0.346x(33/h)(1!7)p2 1 =Cf Bw= 1 / (1 + 0.8 x ) 0.230 Coax Cable Wind Load F=0.00256 xV2xKsxGRFxIxgxA 2.28 psf 54.67 ft = h = 2/3 x heig coax cable run 30 mph = V 1.115 =Kz K= 2.01x(h/900) 0131= 1.115 0.887 ='RF GRF=(1 + (2.7 X Es x 9s0.5)/ky2= 0.887 = I Es = 0.346 x (335r) (1/7) a 0.322 1 =Cf 8s= 1/(1 + 0.56 x h/220; 0.878 Tower wind bad' F= 0.00256x V2 xKxGRFxIxC/x A 7.84 psf 103.33 ft = h = 2/3 x height of tower 30 mph =V 1.274 = Kz K = 201 x (N900) 01s1= 1.274 0.834 = GRF GRF = (1 + (2.7 x Ew x Bw05) / IS.2= 0.834 0 =I Es= 0.346x(33/h)(1/7): 0.294 3.2 Cf Bs=1/(1 +0.56x8/220;0.792 Antenna/Mount Wind Loa F= 0.00256x Vex K %GRF% CoA 3.82 psf 82.00 ft = h = height of antenna i -nation 30 mph = V 1.214 = Kz K = 2.01 x (8/900)'5 5) - 1.214 0.854 =GRF Gor=(1+(2.7x Es x Bs05)/ 2= 0.854 1.00 =1 Es = 0.346 x (33(h) (7l 0.304 1.6 =Cf Bs= 1/(1 + 0.56xh/220.0:827 0 ENGINEERING 250 4th Avc South Sohn 200 Edmonds, WA 98020 Der<riptioo Protect Transmission Tower Loading By CGP omc 4/27/2018 Lhecked UatO Scale AT&T - WA6158 Roxbury Joh No. 18014.103 Sheet No. References: ASCE 10-97 ASCE Manual No. 74 ASCE/SEI 7-10 IBC 2012 NESC C2-2012 ANSI/TIA-222-G Line Information: 921,5 ft = Wind Span (average of adjacent spans) 1133 ft = Weight Span (from low point to low point on adjacent spans) 543 ft = Wind Span w/ Broken Conductor (longest unbroken span in either direction) 594 ft = Weight Span w/ Broken Conductor (longest unbroken span in either direction) 14.75 deg = Line Angle - ft = Sag 7500 lbs = Maximum Conductor Tension 'l'(0 lbs = Broken Conductor Tension Type C-6 230kV SCL Transmission Towers SCL Tower DUO/34 N Overload Factors: Vertical Transverse Longitudinal NESC 2508 1.50 NESC 250C• 1.25 •1.25 ;1.25 ;....j (NESC 26082) NESC 250D1 25 ! 1.25 ='i 1.25 ,;.>. (NESC 26082) Broken Conductors • 1.25.' 1.75 +. 1.00 (any 2 conductors) Fall Protection 1.00 1.00 Conductor Information: Ground Wire 0.600 in = Conductor Diameter 0 907; plf = Conductor Weight 1.100 in = Conductor + Radial Ice Diameter 1.171 plf = ConductorWelght + Radial Ice 10 lbs (assumed) 1,. ft = Length of Insulator Tower Information: 123.5 ft = Avg Height of Middle Conductor Connection 155.0 ft = Total Height of Tower ":82 ft = Height of Coax Cable Run 82 ft = Height of Antennas & Mounts NESC 2508 Combined Ice & Wind District Loading [Medium - 4psf Wind + 1/4" Ice @ 15 deg. 9 Conductor. Vc = 1.5 x (weight span x conductor weight + Insulator weight) 2005.1 lbs Tc = 2.5 x wind span x conductor diameter/12 x 4psf + 1.65 x 2 x sin(line angle/2) x conductor tension 4021.5 lbs Tower. Wind = DL 4 psf x 2.5 (OLF) x 3.2 (shape factor) 32 psf on two faces 16 psf/face (drag factor = 1.0) 1.5 x DL NESC 2508 Combined Ice & Wind District Loading [Medium - 4psf Wind + 1/4" lee @ 15 deg. F With (2) Broken Conductors] Conductor. Vc = 1.25 x (weight span x conductor weight + insulator weight) (intact) 1670.9 lbs Tc = 1.75 x wind span x conductor diameter/12 x 4psf + 1.00 x sin(line angle) x conductor tension 2500.7 lbs Conductor. Vbc= (broken) Tbc = Lx= Tower. Wind = DL = Design Parameters: 4 psf = Wind Pressure (Table 250.1) 0.25 in= Radial Ice (Table 250-1) 57 pcf = Ice Wt (250B) Design Parameters' 4 psf Wind Pressure (Table 250-1) 0.25 in = Radial Ice (Table 250-1) 57 pcf= Ice Wt (2506) 1.25 x (longest unbroken span x conductor weight + insulator weight) 882.0 lbs 1.75 x longest unbroken span x conductor diameter/12 x 4psf + 1.00 x 2 x sin(line angle/2) x conductor tension 2735.1 lbs 1.0 x broken conductor tension 0 lbs 4 psf x 1.75 (OLF) x 3.2 (shape factor) 22.4 psf on two faces 11.2 psf/face (drag factor = 1.0) 1.25 x DL Fall Protection Case [Medium - 4psf Wind, No Ice @ 15 deg. 9 Conductor Vc = (intact) Tc = Tower. Wind = DL = 1.0 x (weight span x conductor weight + insulator weight) 1336.7 lbs 1.0 x wind span x conductor diameter/12 x 4psf + 1.00 x 2 x sin(line angle/2) x conductor tension 2247.3 lbs 4 psf x 1.0 (OLF) x 3.2 (shape factor) 12.8 psf on two faces 6.4 psf/face (drag factor = 1.0) 1.0x DL 4 O ENGINEERING 250 4th Avc South Suite 200 Edmonds, WA 98020 Dessrip1lon Transmission Tower Loading C 2LUn1b (U)R By CGP Dec 4/27/2018 Checked sere AT&T - WA6158 Roxbury 18014.103 Shwr No. Load Calculations for 230kV SCL Transmission Towers SCL Tower DUO/34 N NESC 250C Extreme Wind Loading (Exposure C Wind @ 60 deg. 9 Conductor. Vc= 1.25 x (weight span x conductor weight + insulator weight) 1297.0 lbs To = 1.25 x wind span x conductor diameter/12 x extreme wind + 1.25 x sin(line angle) x conductor tension 3330.3 Ibs Tower. Wind = 19.7 psf x 1.25 (0L9 x 3.2 (shape factor) 78.7 psf on two faces 39.3 psf/face (drag factor -1.0) DL= 1.25x DL Conductor Wind Load Tower wind load F= 0.00256 x /2 x K x Ga, xl x x A 16.38 psf x CtA 122.50 ft = h = average height of middle conductor connection - insulator length 85 mph = V 1.321 = Kz K = 2.01 x (1/900) (252) = 1.321 0.671 =GRF Goo =(1 +(2.7x EwxBw03)/k,2= 0.671 1.00 = I Ew = 0.346 x (33/h) (1/7) 0.287 Bw = 1 / (1 + 0.8 x L/220) 0.230 Coax Cable Wind Load F= 0.00256 xV2 x K x GRr x 1 x C, xA F= 0.00256 x V2 x K x Ger xl x C, x A Design Parameters mph = Basic Wind Speed (Figure 250-2a) 1.00- Importance Factor (Per SCL) 19.67 psf x C1A 103.33 ft = h = 2/3 x height of tower 85 mph = V 1.274 =1<z K = 2.01 x (11900)'2" = 1274 0.834 = Ger G,= (1 * (2.7 x Ew x Bw°-5 /15,2 = 0.834 1.00 = I Es = 0.346 x (33/h) (1/7) = 0.294 Bs=11(1 + 0.56x h/220;0.792 Antenna/Mount Wind Load 18.29 psfxC1A F=0.00256 xVSXK00 yxIxCtxA 19.17 psfxCtA 54.67 ft = h = 2/3 x height of coax cable run 85 mph =V 1.115 =1<z K = 2.01 x (1/900) (2as) = 1.115 0.887 =GRF Goa =(1 +(2.7 x Es Bs05)/k,2= 0.887 1.00 = I Es = 0.346 x (33/h) (1/7) = 0.322 Bs = 1 / (1 + 0.56 x 1/220; 0.878 82.00 ft = h = height of antenna installation 85 mph = V 1.214 =Kz K= 2.01 x (h/900)m?s) = 1.214 0.854 =GRr Ger=(1 +(2.7x Es Bs05)/k„2= 0.854 1.00 = I Es = 0.346 x (3301) (1/7) = 0.304 Bs=1/(1+0.56011220;0.827 NESC 2:Ci's: .1;Erpp Ice With Concurrent Wind Loading [3Wnph Wind + 1/4" Ice @ 15 deg. 9 Condugto , Vc = 1.25 x (weight span x conductor weight + insulator weight) Design Parameters: 1297.0 Ibs 3010- mph = Baste ind-W Speed (Figure 250-3a) To = 1.25 x wind span x conductor diameter/12 x extreme wind + 1.25 x 2 x sin(line angle/2) x conductor tensic - 1.0 Impor'ance Factor (Per SCL') 2524.2 16s -- - Tower. Wind = 7..' psf x 1.25 (OLF) x 3.2 (shape factor) 31.36 ps •n two faces 15.68 psf/fac- • rag factor=1.0) DL= 1.25x DL Conductor Wind Load F= 0,00256x V2 x K x GRF x l x CixA 2.04 psf NESCrequires I = 1.00) Tower wind load/ F=0.00-256XV2xKxGoaXixC,xA 7.84 psf 122.50 ft = h = average height of middle conductor connection - insulator •1.h 103.33 ft = h = 2/3 x height of tower 30 mph = V 30 mph = V 1.321 = 1(z K = 2.01 x (h/900) X51= 1.321 1.274 = Kz K = 2.01 0 (1/900) c2"). 1.274 0.671 = GRF GRF = (1 + (2,7 x Ew x Bw05) / ke2 = 0.67 0.834 = Gey GRr = (1 + (2.7 x Ew x Bw° 2) / lc' = 0.834 1.00 =1 Ew= 0.346x(33/h)(1/7).•. 87 .•0 =1 Es= 0.346x(33/h)(1/7)=0.294 1 = Cf Bw = 1 / (1 + 0.8 x .) 0230 3.2 Cf Bs = 1 / (1 + 0.56xh/220; 0.792 Coax Cable Wind Load F = 0.00256x V2 x IC x GRF xl x Ct x 2.28 psf 54,67 ft = h = 2/3 x heig coax cable run 30 mph = V 1.115 = Kz K = 2.01 x (h/900) "s)= 0.887 =RF GRF=(1 +(2.7x Es Bs 5)/k,2= 1 1 Es = 0.346/(1x .56 x h/22(1/7) ' 0.878 1 =Cf Bs=1/(1+0.56x1/220;0.878 1.115 0.887 Antenna/Mount Wind Loa F = 0.00256 xV2 xK x G0 '0-xC, x A 3.82 psf 82.00 ft = h = height of antenna installation 30 mph = V 1.214 =1<z 0.854 = GRF 1.00 = I 1.6 = Cf K, = 2.01 x (1/900) mss) - 1.214 GRr=(1 +(2.7x Es Bs05)/ 2 0.854 Es = 0.346 x (33/h) (1 = 0.304 Bs=1/(1+ 0.56x)/220;..: 7 ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Dbvdinion Project Transmission Tower Loading 6/LOU/JD w r e-6 By CGP Dace 4/27/2018 wale Seale AT&T - WA6158 Roxbury Job No. 18014.103 Sheet No, AUTCON A 1 -At Apec)72_76-KJANG6 LGA -D5 S6 -6 -7602 - LOADS A-12-6 tp:PoT \ I IR wiWc), 1).2AG, Is=2.6AS TOW6R. Pe-CCCJY-6-5 THC APLe TO , 7?)1.- Face, "owe:4Z_ pg THOS WRIT 12-cbuc6 gvk. (-To re. 0 A ri'02 7-..er A tyce ci.rrY i<k-rtiur -#L.1z-z6s ie COAIMZce6 S8HHH-1.W6 (3) T 19 -°/I!. (1 ) TMAIrcizi-23g6g r-rojI v\ -5T Arz . 6s•-(14 1-i:4. 6ff v,0' Do az- • o.sq.c.,tz ..70,0//6:z 0-'4-- • 3i MOUNTS. x% STD PIPE (41 Zi„ , (,z ) 7.004 T6 T A L 5V0 L/q, I (f .5 0 14 2— %76 /0 SHAR6 rAcToZ- -To uQe-e- memgeg_ s6? AP,P07T6Olua:-.S• = 1, 6 e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description \AiT N 6 - (7z...061,65)(S so if )11,1) = 303-41 Nor)c.- &ecA F6i t.3 ()DC. (‘'.•kiaP.,6S..)1 (4:1j14 -1- APTOV NJ A LOAD By Checked Date L(/1 zitig Date Scale Project WA r6v rzoxeUfzV Job No. r)11-•( ,1075 Sheet No. F be / a '" c/S Asci. F JtL. ruq5 e h /P- 'i`? ✓4 l j'( e •Cri4yte /c3 -(Ig )1513 -f (4)7/a C,4 Y/ Vve 5 9 =0,0( 4 Xe -c2, � � . G x c. 3 pr') / e4e4 19066-1,-J `eye ` (1. f')(1.''x: 1 ` S X' I . 96— A Add u' -e A - (Lel, Os ")(7,,.) C'"7( elS rye 3.S2'l- i ri-44js.> iAes 441 .•5c/�l� ('�( )v voider // • 4. 863 f1/4/ - C. • ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description By .6p Checked Date j"/7?//g Date (G b Scale Project WA )5 \Z )'ar/ Job No. Sheet No. A (Y Legs) B (X Legs) JOINT MB LENGTF VERT LOAD DRAG AREA JOINT 1 -RIB LENGT VERT LOAD DRAG AREA 1 18.15 334.14 15.66 No feedlines on this leg 2 28.45 523.76 24.55 3 17.43 320.89 15.04 4 10.71 197.17 9.24 5 7.39 136.05 6.38 No feedlines on this leg C (XY Legs) D (P Legs) JOINT FRIB LENGTF VERT LOAD DRAG AREA JOINT rRIB LENGTF VERT LOAD DRAG AREA No feedlines on this leg No feedlines on this leg Weight 18.41 Area 0.863 Note: Feedline loads are input as areas applied to the joints at which they attach 0 ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Description Feedline Area Input Summary By CGP Date 4/26/2018 Checked Date Scale I -10J eCt AT&T - WA6158 Roxbury Job No. 18014.103 Sheet No. 16 CG Engineering, Project: "wa158 roxbury 1.0" Tower Version 13.01, 8:26:22 AM Wednesday, October 08, 2014 Undeformed geometry displayed w) t(J,)• AriAol 4- • fq fJae �✓11✓6`4 6-a ' "v.:L jai' o ?..G (GLf r pee , 4-- � a vCe,t•• 3�- 4-- 4- 4 -- 4 -- 4- J. i r 6 Project !lame 5C:.r CN 0/34N - W:.1.58 Poxbn:y Project Notes: AT&T Antenna Modifications, C6 Project Na. 14.162.104 Project File : r:\_witelees projects\ 2018 wireless projects\1.801.4 oasteo\100 40166\103 046150 xbury\ smut:oral\engineering\analysis\wa750 roxbury 2.0.tow Date run 10:19:34 A^1 Friday, 99:11 27, 2010 by : Tower version 13.20 Licensed to : CO Engineering Successfully performed nonlinear analysis EL/R value of 204.65 exc .ds maximum of 200.00 for member '32879- 7? KL/R value of 204.65 exceeds maximum of 200,00 for member •92889' ?7 KL/R value of 204,65 explode oaximm of 200,00 for member 'g321P" 7? EL/14 value of 204.65 exceeds maxima of 200.00 to:males •g322➢' 2? et/Realm of 204,65 exceeds maxima of 200.00 for amber •33359" ?? EL/R. value of 204.65 exceeds maxima of 200.00 for eeebez 'g334P" 7? XL/PC value of 231.65 exceeds eaximam of 200.00 for member •g3200" 77 FL" value of 231.65 exceeds ....i,.,.. o£ 200.00 for meebez '5.323P" ?? E1/R value of 231.65 exceeds maxi...". et 200.00 fee amber '.324P" ?? 141/0 value of 231.65 exceeds maximum of 200.00 fa:.•mhos '743259" 7? IL/24 value of 231.65 exceed, maximum • 200.00 for .ember "93262" s ELM value of 231.55 exceed: maximum e£ 200.00 for member •33272' 01/0 value of 231.65 exceed. maxim of 200.02 for meatier •g328P" 27 61/74 value et 231.65 exceeds .,...,..,., of 200.00 for ember "g329P' ?? cKtSTtN.)4 corn not,3 cowl w«uo6b UAu'eS 126,0 MS4, M6M€6gz kf- wiTHtrJ GkrlGril Member check Option: ASCE 10 Ccnnection rupture check: ASCE 10 Crossing 40:30 of check: A326 10 (Altornxte Unsupported ALM! - I) Included angle check: None Climbing load check: None Redundant members checked wick: Actual Force Male dlstrlbucion for members connected by bath legs: symmetrical. Loads from file: r:\_w0reless projects\ 2018 wireless projects\18214 master\100 406:5103 wa6158 rosbury\ s:ructural\engincerinq\a5alysis\wa158 roxbury 2.0.1:: •.•' A.alys5: Roau1:e. Mexiem clement maga is 92.915 for Angle "32870" in load case '1 1 6 Broken (Wind Transverse)" Maximum insulator usage is 40.031 for Suspension 'II' in load case -1 4 2 Broken(Wind Transverse)' Smeary of Joint Support Reactions For A11 Load Cases: :Aad Case Joint Long. Dan. Vert. Shear Tran. Long. Bending Vert. Found. Label Force Force roma Force moment mo.wat MOeent Moment Usage (kips) (kips! (kips) (kips) Ott -k) (011-5) NESC 2508 (Wind. Transverse) IP -20.20 -20.04 -105.84 28.45-0.31 0.16 0.35 -0.45 0.00 N1151 2500 (Wind Transverse) IX 11.55 -11..81 59.69 26.52 -0.77 0.25 0.91 1.37 0.90 NESC 2508 (Wind Transverse! 3X3 -13.51. -14.33 69.93 19.70 -0.75 -0.22 0.76 -1.36 0.00 NESC 2508 (Wind transverse) 12 19.25 -20.0e -101.49 27.95 -0.27 -0.14 0.31 0.46 0.00 NESC 250C (Wind Transverse) 1P -21.45 -22.72 -112.24 31.25 -0.18 0.27 0.32 -0.53 0.00 NESC 250C (Wind Transverse) 1X 14.46 -17.17 74.44 22.45 -1.25 0.76 1.46 3.46 0.00 NESC 250C (Wind Transverse) 1X3 -17.11 -21.31. 88.69 27.33 -1.18 -0.71 1.37 -3.46 0.00 14E32253C (Wind Transverse) 15 21.22 -25.08 -111.60 32.85 -0.00 -0.25 0.27 0.84 0.00 NESC 2500 (Wind 9 2::ner) 114 -27.96 -26.33171(i.:. .. -0.37 0.04 0.37 -0.13 0.00 NEW NE2500 (Wild 9 Corner) IX 5.95 -8.93�` �,:: -0.87 0.37 0.95 2.02 0.00 NESC 2500 (Wind 4 Corner) 1X3 -22.68 -22.72 (jyy„1:,,j 32.10 -0.48 0.24 0.53 0.01 0.00 NERC 2500 (Wind 4 Corner) 1Y 8.50 -15.20 -68.60 17.42 -0.61 0.45 0.76 -1.90 0.00 1 4 2 8roken)Wind Transverse) IP -18.03 -18.21 -94.02 25.63 -0.21 0.20 0.29 -0.26 0.00 1 6 2 Broken(Wind Transverse) IX 2.28 -3.09 14.05 3.04 -0.48 0.21 0.52 0.51 0.00 1 4 2 Broken(Wind Transverse) 1E2 -10.92 -10.91 53.39 15.30 -0.49 -0.13 0.51 -1.03 0.00 1 4 2 Broken(Wind Transverse) 12 6.66 -7.01 -35.93 9.66 -0.11 0.02 0.1.1 0.31 0.00 1 L 2 Broken(Wind 4 Carney) 10 -15.90 -19.25 -100.18 27.69 -0.26 0.14 0.30 -0.07 0.00 1 4 2 Braken(W1nd 9 Corner) 130 -0.14 -0.75 3.77 0.78 -0.37 0.11 6.39 0.51 0.00 1 L Z Broken(810d 4 Corner( 30)3 -12.42 -11.23 57.59 16.74 -0.29 0.12 0.32 -0.01 0.00 1 L 2 Broken(Wind 9 Carney) 1Y 3.02 -4.20 -23.70 5.17 -0.26 0.21. 0.34 -0.46 0.00 1 4 2 Broken (Wind Transverse) 10 -16.12 -13.40 -76.51 20.97 -0.22 0.03 0.22 -0.21 0.00 1 4 3 6roken (Wind Tra04:erael 1X 0.37 2.43 -7.11 2.45 -0,50 0.45 0.67 1.03 0.09 1 4 3 Broken (Wind Transverse) 1X5 -12.41 -16.33 72.90 20.51 -0.45 0.10 0.46 -0.97 0.00 1 4 3 Broken (Wend Transverse) 12 8.25 -11..01 -51.79 14.40 -0.07 -0.16 0.17 0.40 0,00 1 4 3 Broken (Wind 8 Coyne:) 12 -18.01 -14.47 -82.75 23.10 -0.27 -0.03 0.27 -0,01 0.00 1 4 3 Broken (Wind 9 Corner) LY -2.03 4.75 -17.28 5.16 -0.39 0,35 0.52. 0.60 0.00 1 4 3 0:oke: )Wind 9 Come:1 102 -13.99 -16.73 76,99 21.81 -0.25 0.35 0.43 0.02 0.00 1 4 3 Broken (Wind 8 Corner) 12 4.60 -9.58 -39.45 10.09 -0.23 0.04 0.22 -0.37 0.00 1 4 4 Brok:0 1101nd Transverse( 1P -1.6.37 -16.96 -07.89 23.57 -0.18 0.21 0.28 -0.26 0,00 1 4 4 Broken (Wind T:ansverae) 1X 0.62 -1.12 4.27 1.28 -0,45 0.26 0.52 0.94 0.00 1 4 4 Broken (Wind Transverse) 12(5 -12.34 -12.78 62.42 17.77 -0.51 -0.08 0.51 -1.03 0.00 1 L 4 Broken (Wind 7:an:vessel 12 6.I5 -8.25 -41.31 11.62 -0.13 0.03 0.13 0.32 0.00 1 L 4 80oken (Wind 8 Corner) 1P -10.24 -12.00 -94.06 25.63 -0.23 0.15 0.24 -0.07 0.00 1 6 4 Broken !Wind 0 Corner) 1X -1.80 1.22 -5.99 2.18 -0.34 0.17 0.38 0.52 0.00 1 4 4 Broken (Wind 8 Corner) 12.1 -13.94 -13.20 66.61 19.19 -0.31 0.17 0.35 -0,04 0.00 1 4 4 Broken 1Wimd. 9 Corner) 1Y 4.54 -5.44 -29.07 7.09 -0.28 0.22 0.35 -0.45 0.00 1. 4 5 3:oken (Wind Transverse) 11 -16.52 -14.23 -00.64 21.80 -0.23 0.07 0.24 -0.19 0.00 1 4 5 Broken (Wind Transverse) 17. 0.76 2.31 -6.63 2.44 -0.51 0.46 0.68 1.02 0.00 1 4 5 Broken (Wind Transverse) 103 -11.87 -16.22 71.67 20.10 -0.43. 0.12 0.45 -0.94 0.00 1 4 5 B:oken (Wind Transverse) 1Y 7.71 -10.98 -46.91 13.41 -0.05 -0.22 0.12 0.40 0.00 1 6 5 Broken )Wind 0 Co:mar) 1? -18.41 -15.30 -86.92 23.94 -0.28 0.01 0.28 0.00 0.00 1 4 5 Broken (Wind 8 Corner) 10 -1.64 4.63 -16.78 4.92 -0.40 0.37 0.54 0.59 0.00 1 e 5 Broken (Wind 9 Corner) 12..1 -13.45 -16.62 75.75 21.30 -0.23 0.37 0.43 0.01 0.00 1 4 5 Broken 5161.:4.4 Co0ner) 12 4.06 -0.15 -34.55 5,20 -0.19 0.08 0.21 -0.37 0.00 1 4 6 Broken (Wind Transverse) IP -115.43 -16.44 -84.32 22.55 -0.14 0.21 0.26 -G.25 0.00 1 L 6 Broken (Wind Transverse) 171 -0.32 0.11 -2.97 0.34 -0.42 0.32 0.52 0.94 0.00 L 4 6 Broke• (Wind Transverse) 1713 -13.13 -14.02 68.99 19.21 -0.53 -0.02 0.53 -1.04 0.00 1 4 6 Broken (Wind Transverse) 12 8.97 -8.77 -44.70 12.55 -0.15 0.03 0.15 0.33 0.00 1 L 6 Broken (Wind a Corner) IP -17.30 -17.45 -90.53 24.60 -0.20 0.15 0.25 -0.06 0.00 1 4 6 Broken (Wind 4 Career) IX -2.74 2.45 -13.22 3.68 -0.31 5.22 0.38 0.52 0.00 1. 4 6 Broken (Wind 0 Corner) 1X? -14,73 -14.43 73.07 20.62 -0.33 0.23 0.40 -0.05 0.00 1 4 6 Broken (Wind a Corner) 12 5.33 -5.96 -31.85 7.99 -0.30 0.22 0.37 -0.44 0.00 2 L 3 Broken (Wind Transverse) IP -18.87 -19.48 -99.83 27.12 -0.22 0.24 0.33 -0.25 0.00 2 4 3 5roken (Wind Transverse) 12 3.12 -3.64 16.21 4.80 -0.49 0.22 0,54 0.93 0.00 2 a 3 Broken (Wi:d Transverse) 1X3 -9.84 -10.26 50.47 14.22 -0.47 -0.12 0.48 -1..04 0.00 2 4 3 Broken (Wind Transverse) 12 5.68 -5.73 -29.37 8.07 -0.09 0.06 0.11 0.32 0.00 2 L 3 Broken (Wind 9 Corner) 13 -20.74 -20.53 -106.00 29.1.8 -0.27 0.10 0.33 -0.06 0.03 2 4 3 Broken (Wind 9 Corner) 1X 0.70 -1.31 5.95 1.48 -0.30 0.13 0.40 0.51 0.00 2 4 3 Broken (Wind 8 Corner) 1X3 -11.44 -10.67 54.67 15.64 -0.27 0.14 0.31 -0.04 0.00 2 4 3 Broken. (Wind 8 Corner) 1Y 2.04 -2.92 -17.13 3.56 -0.24 0.26 0.35 -0.45 0.00 2 4 4 Broken (Wind Transverse) 19 -19.11 -23.01 -111,13. 29.91 -0.17 0.44 0.47 -0.36 0.00 2 4 4 Broken (Wind Transverse) IX 3.35 -7.10 27.52 7.92 -0.45 0.05 0.45 0.88 0.00 2 4 4 Broken (Wlad Transverse) 1X5 -5.1e -6.73 40.06 11.97 -0.54 -0.31. 0.62 -1.14 0.00 2 4 4 Broken (Wind Transverse) 10 5.63 -2.20 -10.96 6.04 -0.14 0.24 0.28 0.28 0.00 2 4 4 Broken. (Wind 8 Corner) 12 -20.96 -24.04 -117.21. 31.90 -0.22 0.37 0.43 -0.16 0.00 2 4 4 Broken (Wind 4 Corner) 171. 0.51 -4..03 17.17 4.91 -0.34 -0.05 0.34 0.47 0.00 2 L 4 Broken (Wind 8 Corner) 123 -11.39 -7.16 44.35 13.45 -0.34 -0.05 0.34 -0.15 0.00 2 4 4 Breken (Wind 9 Corner) 1? 2.00 0.60 -6.81 2.09 -0.29 0.43 0.52 -0.49 0.00 2 4 5 Broken (Wird. Transverse) 1P -22.36 -23.02 -120.14 32.09 -0.33 0.30 0.45 -0.28 0.00 2 4 5 evoker. (W2ad Transverse) IX 6.60 -6.46 32.87 9.23 -0.59 0.22 0.53 0.89 0.00 2 L 5 Broken (Wind. Transverse) 102 -12.51 -12.98 65.93 18.03 -0.55 -0.09 0..55 -1.02 0.00 2 6 5 Broken (Wind Transverse( 12 8.36 -7.74 -41.17 11.39 -0.16 0.09 0.19 0.35 0.00 2 6 5 Broken (Wind 9 Corer) 1P -24.22 -24.06 -126.20 34.14 -0.38 0.24. 0.45 -0.08 0.00 2 4 5 Broken (Wind 9 Corner) IX 4.17 -4.1.1 22.50 5.86 -0.48 0.13 0.50 0.47 0.00 2 4 5 Broken (Wind 9 Corner) lite -14.11 -13.40 70.1.5 19.46 -0.35 0.16 0.39 -0.03 0.00 2 4 5 Broken (Wird 4 Corner) 12 4.72 -4.93 -28.95 6.53 -0.31 0.28 0.42 -0.41 0,00 2 4 6 Breken (Wind Transverses 10 -18.17 -22.50 -1.07.59 28.93 -0.14 0.44 0.46 -0.34 0.00 2 4 6 Broken (Wind. Transverse) 12 2.42 -5.95 20.30 6.42 -0.41 0.10 0.42 0.87 0.00 2. 4 6 Broken (Wiad Transverse) 1x3 -10.57 -7.96 46.52 13.23 -0.56 -0.25 0.61, -1.13 0.06 2 4 6 Broken (wind Transverse: 12 6.42 -2.71 -21.74 6.96 -0.16 0.24 0.29 0.29 0.00 ISI iicX Q CACI-014S. (FACrt.440) 66144112.6.50/1/4)-- I3 • 454 Pc,rFT = RA. 5F16 -k2 : 3S.`te CG Engineering - wa158 roxbury 2.0 Page 1/6 IZ 2 6 6 Broken (Wind @ Corner) 1P -20.03 -23.54 -113.68 30.90 -0.19 0.37 0.42 -0.14 0.00 2 6 6 Broken (Wind @ Corner) 10 -0.02 -3.60 9.96 3.60 -0.30 0.01 0.30 0.45 0.00 2 6 6 Broken (Wind 9 Corner) 1XY -12.18 -8.39 50.79 14.79 -0.36 0.01 0.36 -0.15 0.00 2 6 6 Broken (Wind @ Corner) 19 2.79 0.09 -9.58 2.79 -0.31 0.43 0.53 -0.48 0.00 3 6 4 Broken (Wind Transverse) 17 -17.21 -18.24 -93.72 25.07 -0.19 0.25 0.32 -0.25 0.00 3 6 4 Broken (Wind Transverse) 10 1.45 -1.68 6.45 2.22 -0.46 0.28 0.54 0.93 0.00 3 a 4 Broken (Wind Transverse) 1XY -11.36 -12.22 59.48 16.69 -0.49 -0.06 0.49 -1.04 0.00 3 6 4 Broken (Wind Transverse) lY 7.20 -6.98 -34.73 10.03 -0.11 0.07 0.13 0.32 0.00 3 6 4 Broken (Wind @ Corner) 1P -19.08 -19.28 -99.90 27.13 -0.24 0.19 0.31 -0.06 0.00 3 6 4 Broken (Wind 9 Corner) 12 -0.97 0.65 -3.80 1.17 -0.35 0.18 0.39 0.51 0.00 3 6 4 Broken (Wind @ Corner) 1XY -12.95 -12.64 63.66 18.10 -0.29 0.19 0.34 -0.05 0.00 3 6 4 Broken (Wind 0 Corner) lY 3.56 -4.16 -22.47 5.48 -0.25 0.26 0.37 -0.45 0.00 3 6 5 Broken (Wind Transverse) 1P -17.36 -15.51 -86.49 23.28 -0.24 0.11 0.27 -0.17 0.00 3 6 5 Broken (Wind Transverse) 10 1.60 1.75 -4.42 2.37 -0.51 0.48 0.70 1.01 0.00 3 6 5 Broken (Wind Transverse) 1Y.Y -10.80 -15.66 68.71 19.07 -0.41 0.13 0.43 -0.99 0.00 3 6 5 Broken (Wind Transverse) 1Y 6.72 -9.70 -40.30 11.80 -0.03 -0.07 0.08 0.39 0.00 3 6 5 Broken (Wind @ Corner) 1P -19.25 -16.58 -92.79 25.41 -0.30 0.05 0.30 0.02 0.00 3 6 5 Broken (Wind @ Corner) 19. -0.79 4.07 -14.57 4.15 -0.40 0.38 0.55 0.58 0.00 3 6 5 Broken (Wind 0 Corner) 1XY -12.46 -16.05 72.78 20.32 -0.21 0.38 0.44 0.00 0.00 3 6 5 Broken (Wind @ Corner) 12 3.07 -6.86 -27.94 7.52 -0.17 0.12 0.21 -0.37 0.00 3 6 6 Broken (Wind Transverse) 1P -16.27 -17.72 -90.18 24.06 -0.15 0.26 0.30 -0.24 0.00 3 6 6 Broken (Wind Transverse) 1X 0.51 -0.45 -0.77 0.68 -0.42 0.33 0.54 0.93 0.00 3 6 6 Broken (Wind Transverse) 109 -12.15 -13.45 65.94 18,13 -0.51 -0.01 0.51 -1.05 0.00 3 6 6 Broken (Wind Transverse) lY 7.99 -7.49 -37.50 10.95 -0.13 0.07 0.15 0.33 0.00 3 6 6 Broken (Wind @ Corner) 17 -18.14 -18.78 -96.37 26.11 -0.21 0.19 0.28 -0.05 0.00 3 6 6 Broken (Wind @ Corner) 10 -1.90 1.88 -11.01 2.68 -0.31 0.24 0.39 0.51 0.00 3 6 6 Broken (Wind @ Corner) 1XY -13.74 -13.87 70.11 19.52 -0.31 0.24 0.40 -0.06 0.00 3 6 6 Broken (Wind @ Corner) 10 4.35 -4.67 -25.24 6.38 -0.28 0.27 0.38 -0.44 0.00 4 6 5 Broken (Wind Transverse) 1P -17.60 -19.06 -97.84 25.94 -0.20 0.30 0.36 -0.24 0.00 4 6 5 Broken (Wind Transverse) 10 1.85 -1.79 6.92 2.57 -0.47 0.29 0.55 0.92 0.00 4 6 5 Broken (Wind Transverse) 1XY -10.82 -12.11 58.26 16.24 -0.47 -0.05 0.47 -1.05 0.00 4 6 5 Broken (Wind Transverse) lY 6.67 -6.15 -29.86 9.07 -0.08 0.11 0.14 0.33 0.00 4 6 5 Broken (Wind @ Corner) 1P -19.48 -20.12 -104.04 28.00 -0.25 0.24 0.35 -0.05 0.00 4 6 5 Broken (Wind 9 Corner) 1Y. -0.57 0.54 -3.31 0.79 -0.36 0.20 0.41 0.50 0.00 4 6 5 Broken (Wind 8 Corner) 1X9 -12.41 -12.52 62.43 17.63 -0.27 0.20 0.34 -0.06 0.00 4 6 5 Broken (Wind @ Corner) 1Y 3.02 -3.33 -17.59 4.50 -0.23 0.31 0.39 -0.44 0.00 4 6 6 Broken (Wind Transverse) 1P -16.51 -21.26 -101.49 26.92 -0.11 0.44 0.46 -0.33 0.00 4 6 6 Broken (Wind Transverse) 10 0.76 -3.98 10.55 4.06 -0.38 0.15 0.41 0.87 0.00 4 6 6 Broken (Wind Transverse) 1XY -12.09 -9.92 55.52 15.64 -0.57 -0.19 0.60 -1.13 0.00 4 6 6 Broken (Wind Transverse) 19 7.93 -3.95 -27.09 8.86 -0.18 0.25 0.31 0.28 0.00 4 6 6 Broken (Wind @ Corner) 1P -18.37 -22.30 -107.59 28.89 -0,16 0.38 0.41 -0.14 0.00 4 6 6 Broken (Wind 0 Corner) 12 -1.68 -1.64 0.22 2.35 -0.27 0.06 0.28 0.45 0.00 4 6 6 Broken (Wind @ Corner) 129 -13.69 -10.35 59.78 17.16 -0.38 0,06 0.38 -0.14 0.00 4 6 6 Broken (Wind @ Corner) lY 4.30 -1.15 -14.92 4.46 -0.33 0.44 0.55 -0.49 0.00 5 6 6 Broken (Wind Transverse) 1P -16.67 -18.56 -94.31 24.94 -0.16 0.30 0.34 -0.23 0.00 5 6 6 Broken (Wind Transverse) 1X 0.91 -0.56 -0.29 1.07 -0.43 0.35 0.56 0.92 0.00 5 6 6 Broken (Wind Transverse) 1XY -11.61 -13.34 64.71 17.68 -0.49 0.01 0.49 -1.06 0.00 5 6 6 Broken (Wind Transverse) 19 7.45 -6.66 -32.62 9.99 -0.11 0.11 0.16 0.33 0.00 5 6 6 Broken (Wind 0 Corner) 17 -18.54 -19.61 -100.52 26.99 -0.22 0.24 0.32 -0.04 0.00 5 6 6 Broken (Wind @ Corner) 1X -1.50 1.77 -10.51 2.32 -0.32 0.26 0.41 0.50 0.00 5 6 6 Broken (Wind @ Corner) 1'!.Y -13.20 -13.75 68.86 19.06 -0.29 0.26 0.39 -0.07 0.00 5 6 6 Broken (Wind @ Corner) lY 3.81 -3.84 -20.34 5.41 -0.25 0.31 0.40 -0.43 0.00 Fall Protection (Tower Leg) 1P -10.97 -10.66 -57.22 15.30 -0.18 0.06 0.19 -0.20 0.00 Fall Protection (Tower Leg) 1X 6.16 -6.07 31.90 8.65 -0.38 0.08 0.38 0.55 0.00 Fall Protection (Tower Leg) 10..Y -6.41 -6.49 33.01 9.13 -0.37 -0.08 0.37 -0.55 0.00 Fall Protection (Tower Leg) 11' 11.23 -11.45 -59.50 16.04 -0.17 -0.08 0.19 0.20 0.00 Fall Protection 1 1P -11.27 -10.84 -58.75 15.63 -0.20 0.06 0.21 -0.20 0.00 Fall Protection 1 1X 6.11 -5.89 31.63 8.48 -0.38 0.08 0.39 0.55 0.00 Fall Protection 1 10Y -6.36 -6.32 32.75 8,97 -0.38 -0.08 0.38 -0.54 0.00 Fall Protection 1 lY 11.52 -11.63 -61.03 16.37 -0.19 -0.08 0.20 0.20 0.00 Fall Protection 2 1P -10.99 -10.84 -57.32 15.44 -0.17 0.06 0.18 -0.21 0.00 Fall Protection 2 1X 5.83 -5.89 30.20 8.29 -0.37 0.09 0.38 0.58 0.00 Fall Protection 2 1XY -6.09 -6.32 31.31 8.77 -0.36 -0.09 0.37 -0.58 0.00 Fall Protection 2 19 11.24 -11.63 -59.60 16.18 -0.16 -0.08 0.18 0.21 0.00 Fall Protection 3 17 -11.26 -10.83 -59.72 15.62 -0.20 0.06 0.21 -0.20 0.00 Fall Protection 3 10 6.10 -5.98 31.60 8.47 -0.39 0.08 0.39 0.55 0.00 Fall Protection 3 1XY -6.37 -6.33 32.78 8.98 -0.38 -0.08 0.38 -0.54 0.00 Fall Protection 3 1Y 11.53 -11.64 -61.07 16.38 -0.19 -0.08 0.20 0.20 0.00 Fall Protection 4 1P -11.00 -10.85 -57.35 15.45 -0.17 0.06 0.18 -0.20 0.00 Fall Protection 4 10 5.84 -5.90 30.23 8.30 -0.36 0.09 0.37 0.57 0.00 Fall Protection 4 1XY -6.08 -6.31 31.28 8.76 -0.35 -0.09 0.36 -0.56 0.00 Fall Protection 4 1Y 11.24 -11.62 -59.57 16.17 -0.16 -0.08 0.18 0.20 0.00 Fall Protection 5 1P -11.26 -10.83 -58.72 15.62 -0.20 0.06 0.21 -0.20 0.00 Fall Protection 5 1'F. 6.10 -5.88 31.60 8.47 -0.39 0.08 0.39 0.55 0.00 Fall Protection 5 1XY -6.37 -6.33 32.78 0.98 -0.38 -0.08 0.38 -0.54 0.00 Fall Protection 5 19 11.53 -11.64 -61.07 16.39 -0.19 -0.08 0.20 0.20 0.00 Fall Protection 6 1P -11.00 -10.85 -57.35 15.45 -0.17 0.06 0.18 -0.20 0.00 Fall Protection 6 1X 5.84 -5.90 30.24 8.30 -0.36 0.06 0.37 0.55 0.00 Fa11. Protection 6 10Y -6.08 -6.31 31.30 8.76 -0.35 -0.08 0.36 -0.55 0.00 Fall Protection 6 1Y 11.24 -11.62 -59.59 16.17 -0.16 -0.08 0.18 0.20 0.00 Fall Protection 7 1P -11.26 -10.90 -58.79 15.67 -0.19 0.06 0.20 -0.19 0.00 Fall Protection 7 1X. 6.10 -5.91 31.50 8.50 -0.38 0.08 0.39 0.55 0.00 Fall Protection 7 1XY -6.28 -6.29 32.41 8.89 -0.37 -0.08 0.38 -0.54 0.00 Fall Protection 7 lY 11.44 -11.57 -60.53 16.27 -0.18 -0.08 0.20 0.20 0.00 Fall Protection 8 17 -11.18 -10.78 -58.24 15.53 -0.19 0.06 0.20 -0.20 0.00 Fall Protection 8 1X 6.02 -5.87 31.29 8.41 -0.38 0.08 0.39 0.55 0.00 Fall Protection 8 1XY -6.36 -6.34 32.62 8.98 -0.37 -0.08 0.38 -0.54 0.00 Fa11 Protection 8 10 11.52 -11.69 -61.07 16.41 -0.18 -0.08 0.20 0.19 0.00 Fall Protection 9 17 -10.98 -10.74 -57.20 15.36 -0.18 0.06 0.19 -0.20 0.00 Fall Protection 9 10 5.82 -5.83 30.25 8.23 -0.37 0.08 0.38 0.56 0,00 Fall Protection 9 1XY -6.23 -6.38 31.90 8.91 -0.36 -0.08 0.37 -0.55 0.00 Fall Protection 9 19 11.38 -11.72 -60.36 16.34 -0.17 -0.08 0.19 0.20 0.00 Fall Protection 10 1P -11.13 -10.93 -58.08 15.60 -0.18 0.06 0.19 -0.20 0.00 Fall Protection 10 10 5.97 -5.95 30.79 6.43 -0.37 0.08 0.38 0.55 0.00 Fall Protection 10 10Y -6.07 -6.25 31.36 8.72 -0.36 -0.08 0.37 -0.56 0.00 Fall Protection 10 10 11.23 -11.53 -59.48 16.10 -0.17 -0.08 0.18 0.20 0.00 Fall Protection 11 1P -11.19 -10.79 -58.27 15.55 -0.19 0.06 0.20 -0.20 0.00 Fall Protection 11 10 6.03 -5.88 31.32 8.42 -0.38 0.06 0.39 0.55 0.00 Fall Protection 11 10.Y -6.35 -6.33 32.59 8.97 -0.37 -0.08 0.38 -0.54 0.00 0911 Protection 11 19 11.51 -11.68 -61.05 16.39 -0.18 -0.08 0.20 0.20 0.00 Fall Protection 12 17 -11.23 -10.87 -58.69 15.63 -0.19 0.06 0.20 -0.20 0.00 Fall Protection 12 10 6.07 -5.89 31.41 8.46 -0.38 0.08 0.39 0.55 0.00 Fall Protection 12 10Y -6.31 -6.32 32.51 8.93 -0.37 -0.08 0.38 -0.55 0.00 Fall Protection 12 1Y 11.46 -11.60 -60.63 16.31 -0.18 -0.08 0.20 0.20 0.00 Fall Protection 13 1P -11.01 -10.77 -57.32 15.40 -0.18 0.06 0.19 -0.20 0.00 Fall Protection 13 10 5.85 -5.86 30.37 2.28 -0.37 0.08 0.38 0.56 0.00 Fall Protection 13 1XY -6.20 -6.35 31.79 8.87 -0.36 -0.08 0.37 -0.55 0.00 Fall Protection 13 10 11.35 -11.69 -60.25 16.30 -0.17 -0.08 0.19 0.20 0.00 Fall Protection 14 17 -11.11 -10.91 -57.99 15.57 -0.18 0.06 0.19 -0.20 0.00 Fall Protection 14 1X 5.95 -5.93 30.71 8.40 -0.37 0.08 0.38 0.56 0.00 Fall Protection 14 1X0 -6.09 -6.28 31.45 8.75 -0.36 -0.08 0.37 -0.55 0.00 Fall Protection 14 1Y 11.25 -11.56 -59.58 16.13 -0.17 -0.08 0.18 0.20 0.00 Fall Protection 15 1P -11.23 -10.86 -58.65 15.62 -0.19 0.06 0.20 -0.20 0.00 Fall Protection 15 12 6.07 -5.88 31.37 8.45 -0.38 0.08 0.39 0.55 0.00 Fall Protection 15 1XY -6.32 -6.33 32.55 8.94 -0.37 -0.08 0.38 -0.55 0.00 0911 Protection 15 10 11.47 -11.61 -60.67 16.32 -0.18 -0.08 0.20 0.20 0.00 Fall Protection 16 17 -11.21 -10.81 -58.34 15.57 -0.19 0.06 0.20 -0.20 0.00 Fall Protection 16 12 6.05 -5.89 31.39 8.44 -0.30 0.08 0.39 0.55 0.00 Fall Protection 16 13.9 -6.33 -6.32 32.53 8.95 -0.37 -0.08 0.38 -0.54 0.00 9011 Protection 16 19 11.49 -11.66 -60.99 16.38 -0.18 -0.08 0.20 0.20 0.00 Fall Protection 17 17 -11.09 -10.85 -57.78 15.52 -0.18 0.06 0.19 -0.20 0.00 Fall Protection 17 10 5.93 -5.94 30.83 8.39 -0.37 0.08 0.39 0.55 0.00 Fall Protection 17 1XY -6.12 -6.27 31.33 8.76 -0.36 -0.09 0.37 -0.55 0.00 Fall Protection 17 lY 11.28 -11.61 -59.79 16.19 -0.17 -0.08 0.18 0.20 0.00 Fall Protection 18 17 -11.03 -10.83 -57.53 35.46 -0.18 0.06 0.19 -0.20 0.00 Fall Protection 10 10 5.87 -5.85 30.25 8.29 -0.37 0.09 0.38 0.55 0,00 Fall Protection 18 12Y -6,18 -6.36 31.92 8.86 -0.36 -0.08 0.37 -0.55 0.00 Fall Protection 18 10 11.33 -11.64 -60.04 16.24 -0.17 -0.08 0.19 0.20 0.00 CG Engineering - wa158 roxbury 2.0 Page 2/6 13 s 4a®ar• of Joint Support Reactions For A11 Load Cases in Direction of Log: Load Case support origin Leg Force In Residual Shear Residual Shear Residual Shear Residual Shear Total Total Total Joint Joint Member Log Dir. Perpendicular Horizontal Horizontal Horizontal Long. Tran. Vert. To Leg To Leg - Res. To Ing - Long. To Leg - Tran. Force Force Force (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) NESC 25013 (Wind Transverse) 1? 2P giP 109.593 0.749 0.765 -0.043 -0.764 -20.20 -20.04 -105.84 NESC 2508 (Wind Transverse) 1X 2% g3P -61.934 0.152 0.151 -0.136 0.080 11.55 -11.81 59.69 NESC 2508 (Wind Transverse) 102 227 g3P -72.649 0.586 0.602 0.141 0.585 -13.51 -14.33 69.93 NESC 2508 (Wind Transverse) 12 2Y g4P 105.239 0.176 0.176 0.115 0.133 19.29 -20.08 -101.49 NESC 250C (Wind Transverse) 1P 29 glP 116.505 0.651 0.663 -0.017 0.663 -21.45 -22.73 -112.24 NESC 2500 (Wind Transverse) 10 2% g2P -77.714 2.491 2.545 -0.225 2.535 14.46 -17.17 74.44 NESC 250C (Wind Transverse) 1XY 2XY g3P -92.724 3.808 3.884 0.149 3.881 -17.11 -21.31 88.69 NESC 2500 (Wind Transverse) 12 2Y g4P 116.295 3.087 3.140 0.116 3.138 21.22 -25.08 -111.60 NESC 250C (Wind @ Corner) 1P 2P g1? 139.064 2.351 2.394 2.394 0.055 -27.96 -26.33 -133.68 NESC 250C (Wind 0 Corner) 1X 20 g2P -39.843 1.958 1.958 1.394 1.374 5.95 -8.93 38.42 NESC 250C (Wind @ Corner) 1XY 2XY g3? -107.959 3.701 3.836 2.952 2.449 -22.68 -22.72 103.14 NESC 250C (Wind @ Corner) 17: 2Y g4P 70.603 4.899 4.928 4.618 1.718 8.50 -15.20 -68.60 1 6 2 Broken(Wind Transverse) 1P 2P giP 97.447 0.275 0.276 0.056 -0.273 -18.03 -18.21 -94.02 1 6 2 Broken(Wind Transverse) 10 2% g2P -14.553 0.518 0.518 0.403 0.326 2.28 -3.09 14.05 1 a 2 Broken(Wind Transverse) 102 2XY g3P -55.532 0.667 0.689 0.611 0,320 -10.82 -10.81 53.39 1 6 2 Broken(Wind Transverse) 17 2Y g4P 37.203 0.214 0,220 0.212 -0.057 6.66 -7.01 -35.93 1 6 2 Broken(Wind @ Corner) 1P 2P giP 103.930 0.864 0.866 0.746 -0.440 -19.90 -19.25 -100.18 1 6 2 Broken(Wind 0 Corner) 12 2X g2P -3.755 0.847 0.862 0.862 0.009 -0.14 -0.75 3.77 1 6 2 Broken(Wind 6 Corner) 1XY 2XY g3P -59.960 1.3e6 1.407 1.404 -0.090 -12.42 -11.23 57.59 1 6 2 Broken(Wind 0 Corner) 12 2Y g4P 24.206 1.537 1.580 1.511 -0.462 3.02 -4.20 -23.70 1 & 3 Broken (Wind Transverse) 1? 2P g1? 79.298 2.214 2.214 1.492 -1.636 -16.12 -13.40 -76.51 1 & 3 Broken (Wind Transverse) 1% 2% g2? 7.250 2.007 2.011 -1.728 -1.028 0.37 2.43 -7.11 1 a 3 Broken (Wind Transverse) 102 2XY g3? -75.685 2.520 2.522 -1.533 2.002 -12.41 -16.33 72.90 1 & 3 Broken (Wind Transverse) 12 2Y g4P 53.702 2.320 2.320 1.655 1.627 8.25 -11.81 -51.79 1 6 3 Broken (Wind 0 Corner) 1P 2P glP 05.892 2.833 2.833 2.184 -1.805 -18.01 -14.47 -82.78 1 6 3 Broken (Wind @ Corner) 1% 2% g2P 17.938 1.855 1.655 -1.270 -1.351 -2.03 4.75 -17.28 1 a 3 Broken (Wind @ Corner) 1XY 2XY g3P -80.004 1.751 1.759 -0.734 1.598 -13.99 -16.73 76.99 1 6 3 Broken (Wind @ Corner) 12 22 g4P 40.594 3.176 3.192 2.948 1.224 4.60 -8.98 -39.45 1 4 4 Broken (Wind Transverse) 1P 2P glP 90.989 0.523 0.542 -0.439 -0.318 -16.37 -16.96 -87.89 1 & 4 Broken (Wind Transverse) 17. 20 g2P -4.439 0.345 0.345 0.200 0.282 0.62 -1.12 4.27 1 & 4 Broken (Wind Transverse) 17..2 2XY g3P -64.897 0.631 0.654 0.407 0.512 -12.34 -12.78 62.42 1 6 4 Broken (Wind Transverse) 12 22 g4P 42.912 0.304 0.313 -0.283 0.135 8.18 -8.26 -41.31 1 6 4 Broken (Wind 9 Corner) 1P 2P glP 97.487 0.545 0.547 0.252 -0.485 -18.24 -18.00 -94.06 1 6 4 Broken (Wind @ Corner) 1% 2X g2P 6.344 0.647 0.660 0.659 -0.037 -1.80 1.22 -5.99 1 6 4 Broken (Wind @ Corner) 1XY 2XY g3P -69.310 1.181 1.205 1.201 0.103 -13.94 -13.20 66.61 1 4 4 Broken (Wind 0 Corner) 12 2Y g4P 29.901 1.023 1.050 1.015 -0.270 4.54 -5.44 -29.07 1 a 5 Broken (Wind Transverse) 11, 2P glP 83.511 1.952 1.954 1.096 -1.618 -16.52 -14.23 -80.64 1 & 5 Broken (Wind Transverse) 10 214 g2P 6.693 2.260 2.267 -2.029 -1.011 0.76 2.31 -6.63 1 6 5 Broken (Wind Transverse) 1XY 2%Y g3P -74.378 2.813 2.814 -1.836 2.133 -11.87 -16.22 71.67 1 6 5 Broken (Wind Transverse) 12 22 g4P 48.738 2.159 2.161 1.259 1.756 7.71 -10.98 -46.91 1 4 5 Broken (Wind @ Corner) 1P 2P glP 90.120 2.528 2.528 1.788 -1.787 -18.41 -15.30 -86.92 1 6 5 Broken (Wind @ Corner) 1% 20 g2P 17.367 2.062 2.062 -1.572 -1.335 -1.64 4.63 -16.78 1 & 5 Broken (Wind @ Corner) 10.2 2XY g3P -78.683 2.012 2.016 -1.037 1.729 -13.45 -16.62 75.75 1 6 5 Broken (Wind @ Corner) 17 2Y g4P 35.617 2.880 2.888 2.552 1.353 4.06 -8.15 -34.55 1 a 6 Broken (Wind Transverse) 1P 2P glP 07.289 0.694 0.710 -0.698 -0.132 -15.43 -16.44 -84.33 1 6 6 Broken (Wind Transverse) 1X 2% g2P 2.947 0.512 0.529 -0.243 0.470 -0.32 0.11 -2.97 1 a 6 Broken (Wind Transverse) 1XY 2XY g3P -71.518 0.468 0.476 -0.040 0.474 -13.13 -14.02 68.89 1 & 6 Broken (Wind Transverse) 12 2Y g4P 45.847 0.538 0.551 -0.541 0.100 8.97 -8.77 -44.10 1 6 6 Broken (Wind @ Corner) 1? 2P glP 93.796 0.294 0.299 -0.007 -0.299 -17.30 -17.49 -90.51 1 a 6 Broken (Wind 0 Corner) 1X 2X g2P 13.722 0.263 0.263 0.216 0.150 -2.74 2.45 -13.22 1 6 6 Broken [Wind 0 Corner) 1XY 2XY g3P -75.923 0.742 0.757 0.754 0.066 -14.73 -14.43 73.07 1 6 6 Broken (Wind @ Corner) 17 2Y g4P 32.826 0.791 0.815 0.756 -0.305 5.33 -5.96 -31.85 2 4 3 Broken (Wind Transverse) 1? 2P glP 103.446 0.254 0.262 -0.220 -0.143 -18.87 -19.48 -99.83 2 4 3 Broken (Wind Transverse) 10 20 q2P -16.900 0.440 0.457 -0.018 0.456 3.12 -3.64 16.21 2 a 3 Broken (Wind Transverse) 1XY 2XY g3P -52.436 0.373 0.386 0.189 0.337 -9.84 -10.26 50.47 2 6 3 Broken (Wind Transverse) 12 2Y g4P 30.454 0.076 0.076 -0.065 -0.039 5.68 -5.73 -29.37 2 6 3 Broken (Wind @ Corner) 1? 2P giP 109.941 0.562 0.563 0.470 -0.309 -20.74 -20.53 -106.00 2 6 3 Broken (Wind @ Corner) 12 2% g2P -6.113 0.459 0.463 0.442 0.138 0.70 -1.31 5.95 2 6 3 Broken (Wind @ Corner) 17.2 22.2 g3P -56.853 0.971 0.985 0.982 -0.072 -11.44 -10.67 54.67 2 6 3 Broken (Wind @ Cotner) 12 2Y g4P 17.446 1.274 1.312 1.234 -0.446 2.04 -2.92 -17.13 2 6 4 Broken (Wind Transverse) 1e 2P glP 115.062 2.433 2.439 -2.141 1.168 -19.11 -23.01 -111.13 2 a 4 Broken (Wind Transverse) 114 2X g2P -28.522 2.601 2.602 1.910 1.766 3.35 -7.18 27.52 2 6 4 Broken (Wind Transverse) 1XY 2XY g3P -41.714 2.405 2.411 2.121 -1.146 -9.78 -6.73 40.06 2 4 4 Broken (Wind Transverse) 12 2Y g4P 19.740 2.518 2.519 -2.000 -1.531 5.63 -2.20 -18.96 2 6 4 Broken (Wind @ Corner) 1P 2P giP 121.460 1.764 1.765 -1.452 1,004 -20.96 -24.04 -117.21 2 a 4 Broken (Wind @ Corner) 1X 2X g2P -17.641 2.776 2.780 2.371 1,452 0.91 -4.83 17.17 2 a 4 Broken (Wind @ Corner) 102 2XY g3P -46.225 3.293 3.302 2.911 -1.560 -11.39 -7.16 44.35 2 a 4 Broken (Wind @ Corner) 17 22 94P 6.827 2.047 2.061 -0.698 -1.939 2.00 0.60 -6.81 2 6 5 Broken (Wind Transverse) 1P 2P glP 124.345 0.827 0.857 -0.617 -0.595 -22.36 2.36 -23.02 -120.14 2 a 5 Broken (Wind Transverse) IX 20 g2? -34.140 0.308 0.313 -0.313 -0.006 6.60 -6.46 32.87 2 6 5 Broken (Wind Transverse) 1XY 20..7 g3P -68.348 0.096 0.097 -0.096 0.016 -12.51 -12.90 65.93 2 a 5 Broken (Wind Transverse) 17 22 g4P 42.714 0.599 0.600 -0.483 -0.355 8.36 -7.74 -41.17 2 a 5 Broken (Wind 9 Corner) 1P 2P glP 130.815 0.754 0.765 0.070 -0.762 -24.22 -24.06 -126.28 2 6 5 Broken (Wind @ Corner) 10 20 g2P -23.328 0.348 0,359 0.149 -0.326 4.17 -4.11 22.58 2 a 5 Broken (Wind @ Corner) 122 2XY g3P -72.790 0.798 0.800 0.698 -0.391 -14.11 -13.40 70.15 2 a 5 Broken (Wind @ Corner) 1Y 22 g4P 29.729 1.074 1.114 0.814 -0.760 4.72 -4.93 -28.95 2 6 6 Broken (Wind Transverse) 1? 2? g1? 111.378 2.751 2.757 -2.402 1.354 -18.17 -22.50 -107.59 2 a 6 Broken (Wind Transverse) 12 27. g2P -21.151 2.442 2.444 1.466 1.955 2.42 -5.95 20.30 2 6 6 Broken (Wind Transverse) 1142 2%Y g3P -46.320 2.052 2.054 1.677 -1.185 -10.57 -7.96 46.52 2 6 6 Broken (Wind Transverse) 12 2Y g4P 22.658 2.747 2.750 -2.260 -1.566 6.42 -2.71 -21.74 2 a 6 Broken (Wind @ Corner) 1P 2P glP 117.786 2.083 2.085 -1.712 1.190 -20.03 -23.54 -113.68 2 6 6 Broken (Wind e Corner) 1X 2X g2P -10.279 2.530 2.530 1.927 1.640 -0.02 -3.60 9.95 2 a 6 Broken (Wind 0 Corner) 1XY 2XY OP -52.822 2.935 2.938 2.466 -1.597 -12.18 -8.39 50.79 2 a 6 Broken (Wind @ Comer) 17 2Y g4P 9.736 2.186 2.195 -0.958 -1.975 2.79 0.09 -9.58 3 6 4 Broken (Wind Transverse) 1P 22 glP 97.010 0.720 0.739 -0.715 -0.188 -17.21 -18.24 -93.72 3 a 4 Broken (Wind Transverse) 10 2X g2P -6.807 0.452 0.467 -0.220 0.412 1.45 -1.68 6.45 3 6 4 Broken (Wind Transverse) 1XY 202 93P -61.779 0.520 0.529 -0.015 0.529 -11.36 -12.22 59.48 3 4 4 Broken (Wind Transverse) 17 2Y 94? 36.141 0.565 0.581 -0.560 0.152 7.20 -6.90 -34.73 3 a 4 Broken (Wind @ Corner) 1P 2P glP 103.520 0.348 0.355 -0.024 -0.354 -19.08 -19.28 -99.90 3 6 4 Broken (Wind @ Corner) 10 2Y, g2P 3.965 0.255 0.257 0.239 0.093 -0.97 0.65 -3.80 3 a 4 Broken (Wind 0 Corner) 102 2%Y g3P -66.182 0.771 0.789 0.779 0.121 -12.95 -12.64 63.66 3 6 4 Broken (Wind @ Comer) 17 2Y g4P 23.118 0.757 0.779 0.737 -0.254 3.56 -4.16 -22.47 3 6 5 Broken (Wind Transverse) 1P 2P glP 89.556 1.694 1.699 0.820 -1.488 -17.36 -15.51 -86.49 3 6 5 Broken (Wind Transverse) 12 22 g2P 4.301 2.588 2.603 -2.450 -0.881 1.60 1.75 -4.42 3 6 5 Broken (Wind Transverse) 1XY 2XY g3P -71.235 3.117 3.117 -2.258 2.149 -10.88 -15.66 68.71 3 a 5 Broken (Wind Transverse) 17 22 g4P 41.943 2.022 2.028 0.983 1.774 6.72 -9.70 -40.30 3 6 5 Broken (Wind @ Corner) 1P 2? giP 96.177 2.242 2.242 1.512 -1.655 -19.25 -16.58 -92.79 3 6 5 Broken (Wind @ Corner) 10 20 g2P 14.964 2.324 2.328 -1.992 -1.205 -0.79 4.07 -14.57 3 4 5 Broken (Wind @ Comer) 107 2%Y g3P -75.530 2.275 2.276 -1.460 1.746 -12.46 -16.05 72.78 3 & 5 Broken (Wind @ Corner) 12 2Y g4P 28.810 2.651 2.656 2.276 1.369 3.07 -6.86 -27.94 3 & 6 Broken (Wind Transverse) 1? 2P giP 93.324 0.957 0.974 -0.974 -0.002 -16.27 -17.72 -90.18 3 4 6 Broken (Wind Transverse) 10 2X g2P 0.565 0.863 0.895 -0.663 0.601 0.51 -0.45 -0.77 3 6 6 Broken (Wind Transverse) 1147 2%Y g3P -68.386 0.673 0.673 -0.461 0.491 -12.15 -13.45 65.94 3 6 6 Broken (Wind Transverse) 12 2Y g4P 39.062 0.809 0.827 -0.019 0.117 7.99 -7.49 -37.50 3 6 6 Broken (Wind a Corner) 1P 2P glP 99.843 0,318 0.329 -0.283 -0.168 -18.14 -18.78 -96.37 3 6 6 Broken (Wind @ Corner) 114 2X g2P 11.329 0.335 0.347 -0.204 0.281 -1.90 1.88 -11.01 3 6 6 Broken (Wind @ Corner) 1%Y 2XY g3P -72.780 0.334 0.343 0.332 0.084 -13.74 -13.07 70.11 3 & 6 Broken (Wind @ Corner) 17 27 g4P 26.030 0.540 0.559 0.478 -0.289 4.35 -4.67 -25.24 4 6 5 Broken (Wind Transverse) 1P 22 glP 101.213 1.096 1.121 -1.108 -0.170 -17.60 -19.06 -97.84 4 6 5 Broken (Wind Transverse) 10 2% g2P -7.355 0.652 0.676 -0.522 0.430 1.85 -1.79 6.92 4 & 5 Broken (Wind Transverse) 1%2 2%Y g3P -60.481 0.729 0.732 -0.319 0.659 -10.82 -12.11 58.26 4 a 5 Broken (Wind Transverse) 12 22 g4P 31.189 0.970 0.997 -0.956 0.282 6.67 -6.15 -29.86 4 a 5 Broken (Wind @ Corner) 1? 2P glP 107.736 0.516 0.535 -0.417 -0.335 -19.48 -20.12 -104.04 4 & 5 Broken (Wind 9 Corner) 10 2X g2P 3.404 0.122 0.127 -0.063 0.110 -0.57 0.54 -3.31 4 6 5 Broken (Wind 9 Corner) 122 20..2 g3P -64.871 0.521 0.538 0.476 0.251 -12.41 -12.52 62.43 4 6 5 Broken (Wind 9 Comer) 17 2Y g4P 18.152 0.353 0.363 0,341 -0.125 3.02 -3.33 -17.59 4 6 6 Broken (Wind Transverse) 1P 2P g1? 104.954 3.165 3.178 -2.695 1.310 -16.51 -21.26 -101.49 4 6 6 Broken (Wind Transverse) 1% 22 g2P -11.073 2.285 2.289 1.262 1.910 0.76 -3.98 10.55 4 6 6 Broken (Wind Transverse) 10.2 202 g3P -57.649 1.775 1.777 1.473 -0.994 -12.09 -9.92 55.52 4 a 6 Broken (Wind Transverse) 17 2Y g4P 28.334 3.066 3.076 -2.753 -1.373 7.93 -3.95 -27.09 4 & 6 Broken (Wind @ Corner) 1P 2P glP 111.376 2.478 2.485 -2.205 1.146 -18.37 -22.30 -107.59 4 6 6 Broken (Wind e Corner) 1X 22 g2? -0.215 2.346 2.346 1.722 1.594 -1.68 -1.64 0.22 CG Engineering - wa158 roxbury 2.0 Page 3/6 5 4 & 6 Broken (Wind @ Corner) 1%Y 22? g3P -62.137 2.659 2.664 2.263 -1.405 -13.69 -10.35 59.78 4 a 6 Broken (Wind @ Cotner) 1Y 2? g4P 15.397 2.297 2.298 -1.452 -1.782 4.30 -1.15 -14.92 5 6 6 Broken (Wind Transverse) 1P 2P giP 97.543 1.346 1.368 -1.368 0.016 -16.67 -18.56 -94.31 5 a 6 Broken (Wind Transverse) 1% 2% g2P 0.001 1.107 1.146 -0.964 0.619 0.91 -0.56 -0.29 5 a 6 Broken (Wind Transverse) 1%Y 2XY g3P -67.071 0.984 0.985 -0.765 0.621 -11.61 -13.34 64.71 5 & 6 Broken (Wind Transverse) 1Y 2Y g4P 34.094 1.210 1.240 -1.215 0.246 7.45 -6.66 -32.62 5 a 6 Broken (Wind @ Corner) 1P 2P 91? 104.076 0.676 0.693 -0.677 -0.149 -18.54 -19.61 -100.52 5 a 6 Broken (Wind @ Corner) 10 2X g2P 10.751 0.567 0.587 -0.505 0.298 -1.50 1.77 -10.51 5 a 6 Broken (Wind @ Corner) 12Y 22? g3P -71.452 0,211 0.216 0.029 0.214 -13.20 -13.75 68.86 5 a 6 Broken (Wind e Corner) 1Y 2Y g4P 21.048 0.175 0.180 D.081 -0.161 3.81 -3.84 -20.34 Fall Protection (Tower Leg) 1P 2P giP 59.223 0.577 0.586 0.031 -0.585 -10.97 -10.66 -57.22 Fall Protection (Tower Leg) 12 22 g2P -33.051 0.209 0.211 -0.058 -0.203 6.16 -6.07 31.90 Fall Protection (Tower Leg) 1XY 2%Y g3P -34.250 0.099 0.100 0.100 0.005 -6.41 -6.49 33.01 Fall Protection (Tower Leg) 1? 2Y g4P 61.624 0.277 0.287 0.151 -0.249 11.23 -11.45 -59.50 Fall Protection 1 1P 2P giP 60.788 0.698 0.710 0.032 -0.709 -11.27 -10.84 -58.75 Fall Protection 1 1% 2% g2P -32.749 0.329 0.333 -D.058 -0.328 6.11 -5.89 31.63 Fall Protection 1 15Y 2%Y g3P -33.950 0.157 0.157 0.100 -0.120 -6.36 -6.32 32.75 Fa11 Protection 1 1? 2Y g4P 63.191 0.385 0.397 0.150 -0.367 11.52 -11.63 -61.03 Fall Protection 2 1P 2P giP 59.350 0.422 0.429 0.031 -0.928 -10.99 -10.89 -57.32 Fall Protection 2 1X 2% g2P -31.319 0.073 0.073 -0. D57 -0.045 5.83 -5.89 30.20 Fall Protection 2 1XY 22Y g3P -32.515 0.184 0.190 0.100 0.162 -6.09 -6.32 31.31 Fall Protection 2 lY 2Y g4P 61,755 0.169 0.175 0.152 -0.087 11.24 -11.63 -59.60 Fall Protection 3 1P 2P g1P 60.755 0.701 0.713 0.029 -0.712 -11.26 -10.83 -58.72 Fall Protection 3 12 22 g2P -32.716 0.332 0.336 -0.055 -0.331 6.10 -5,88 31.60 Fall Protection 3 1XY 2XY g3P -33.988 0.157 0.157 0.103 -0.118 -6.37 -6.33 32.78 Fall Protection 3 1? 2Y g4P 63.229 0.382 0.394 0.147 -0.365 11.53 -11.64 -61.07 Fall Protection 4 1P 2P giP 59.389 0.421 0.427 0.033 -0.426 -11.00 -10.85 -57.35 Fall Protection 4 12 2% g2P -31.350 0.074 0.074 -0.060 -0.043 5.84 -5.90 30.23 Fall Protection 4 1X? 2XY g3P -32.487 0.180 0.187 0.097 0.159 -6.08 -6.31 31.28 Fall Protection 4 1? 2Y g4P 61.727 0.172 0.178 0.154 -0.090 11.29 -11.62 -59.57 Fall Protection 5 1P 2P giP 60.758 0.702 0.714 0.029 -0.713 -11.26 -10.83 -58.72 Fall Protection 5 12 22 g2P -32.718 0.332 0.337 -0.055 -0.332 6.10 -5.88 31.60 Fall Protection 5 IX? 22.Y g3P -33.992 0.157 0.157 0.103 -0.119 -6.37 -6.33 32.78 Fall Protection 5 1? 2Y g4P 63.233 0.382 0.394 0.147 -0.360 11.53 -11.04 -01.07 Fall Protection 6 1P 2P g1P 59.397 0.423 0.430 0.033 -0.428 -11.00 -10.85 -57.35 Fall Protection 6 12 2X g2P -31.359 0.075 0.075 -0.059 -0.045 5.84 -5.90 30.24 Fall Protection 6 121 2XY g3P -32.500 0.179 - 0.185 0.097 0.158 -4.08 -6.31 31.30 Fa11 Protection 6 1Y 2Y g4P 61.741 0.173 0.179 0.154 -0.091 11.24 -11.62 -59.59 Fall Protection 7 1P 2P giP 60.834 0.650 0.661 0.018 -0.661 -11.26 -10.90 -58.79 Fall Protection 7 12 22 g2P -32.628 0.287 0.290 -0.076 -0.280 6.10 -5.91 31.50 Fall Protection 7 12? 2XY g3P -33.607 0.112 0.112 0.082 -0.077 -6.28 -6.29 32.41 Fall Protection 7 1? 2Y g4P 62.680 0.341 0.352 0.137 -0.324 11.44 -11.57 -60.53 Fall Protection 8 IP 2P giP 60.275 0.657 0.668 0,045 -0.666 -11.18 -10.78 -58.24 Fall Protection 8 12 22 g2P -32.403 0.284 0.287 -0.039 -0.285 6.02 -5.87 31.29 Fall Protection 8 121 20Y g3P -33.831 0.139 0.139 0.119 -0.072 -6.36 -6.34 32.62 Fall Protection 8 IY 2Y g4P 63.239 0.347 0.359 0.164 -0.319 11.52 -11.69 -61.07 Fall Protection 9 1P 2P g1P 59.225 0.494 0.502 0.037 -0.501 -10.98 -10.74 -57.20 Fall Protection 9 1% 22 g2P -31.352 0.121 0,122 -0.032 -0.118 5.82 -5.83 30.25 Fall Protection 9 1XY 22? g3P -33.126 0.160 0.165 0.126 0.108 -6.23 -6.38 31.90 Fall Protection 9 1Y 2Y g4P 62.533 0.203 0.211 0.157 -0.141 11.38 -11.72 -60.36 Fall Protection 10 1P 2P 91P 60.133 0.475 0.483 0.025 -0.403 -11.13 -10.93 -58.08 Fall Protection 10 12 22 g2P -31.927 0.130 0.130 -0.083 -0.100 5.97 -5.95 30.79 Fall Protection 10 12Y 2%Y g3P -32.551 0.112 0.116 0.074 0.009 -6.07 -6.25 31.36 Fall Protection 10 1? 2Y g4P 61.624 0.208 0,215 0.145 -0.159 11.23 -11.53 -59.48 Fall Protection 11 1P 2P giP 60.3080.655 0.665 0.048 -0.664 -11.19 -10.79 -58. 27 Fall Protection 11 1X 2% g2P -32.436 0.282 0.285 -0.042 -0.282 6.03 -5,88 31.32 Fall Protection 11 101 22Y g3P -33.804 0.138 0.138 0.116 -0.076 -6.35 -6.33 12.59 Fall Protection 11 1? 2Y g4P 63.211 0.351 0.363 0.167 -0.323 11.51 -11.68 -41.05 Fall Protection 12 le 2P 91P 60.732 0.657 0.668 0.011 -0.668 -11.23 -10.87 -58.69 Fall Protection 12 10 2X g2P -32.526 0.292 0.295 -0,069 -0.287 6.07 -5.89 ;11.41 Fall Protection 12 12? 20Y g3P -33.714 0.114 0.114 0.089 -0.071 -6.31 -6.32 32.51 Fall Protection 12 1? 2Y g4P 62.787 0.333 0,343 0.130 -0.318 11.46 -11.60 -60.63 Fall Protection 13 1P 2P g1P 59.349 0.488 0.495 0.046 -0.493 -11.01 -10.77 -27.32 Fall Protection 13 1Y. 22 g2P -31.477 0.117 0.117 -0.040 -0.110 5.85 -5.86 :30.37 Fall Protection 13 12Y 2XY g3P -33.005 0.148 0.154 0.117 0.099 -6.20 -6.35 :11.79 Fall Protection 13 10 2Y g4P 62.412 0.215 0.223 0.166 -0.149 11.35 -11.69 -60.25 Fall Protection 14 1P 2P giP 60.040 0.480 0.489 0.019 -0.488 -11.71 -10.91 -:',7.99 Fa11 Protection 14 1X 2% g2P -31.835 0.131 0,131 -0.077 -0.106 5.95 -5.93 30.71 Fall Protection 14 10? 2XY g3P -32.647 0.120 0.124 0.080 0.095 -6.09 -6.28 31.95 Fall Protection 14 1Y 2Y g4P 61.721 0.200 0.207 0.139 -0.154 11.25 -11.56 -59.58 Fall Protection 15 IP 2? g1P 60,694 0.659 0.671 0.009 -0.671 -11.23 -10.86 -58.65 Fall Protection 15 12 20 g2P -32.487 0.294 0.297 -0.067 -0.289 6.07 -5.88 31.37 Fa11 Protection 15 12Y 22? g3P -33.757 0.114 0.114 0.091 -0.069 -6.32 -6.33 32.55 Fall Protection 15 1? 2Y g4P 62.831 0.331 0.342 0.128 -0.317 11.47 -11.61 -4'0.67 Fall Protection 16 1P 2P giP 60.377 0.654 0.664 0.050 -0.662 -11.21 -10.81 -'-8.34 Fall Protection 16 12 2X g2P -32.505 0.281 0.285 -0.044 -0.281 6.05 -5.89 31.39 Fall Protection 16 10? 2/..Y g3P -33.740 0.138 0.138 0.114 -0.078 -6.33 -6.32 32.53 Fall Protection 16 1Y 2Y g4P 63.148 0.354 0.366 0.169 -0.325 11.49 -11.66 -60.99 Fall Protection 17 1P 2P g1P 59.825 0.497 0.505 0.037 -0.504 -11.09 -10.85 -57.78 Fall Protection 17 10 2X g2P -31.954 0.124 0.125 -0.032 -0.121 5.93 -5.94 30.83 Fall Protection 17 12Y 2XY g3P -32.535 0.16D 0.166 0.125 0.109 -6.12 -6.27 31.33 Fa11 Protection 17 12 2Y g4P 61.943 0.203 0.211 0.157 -0.140 11.28 -11.61 -59.79 Fall Protection 18 1P 2P g1P 59.571 0.472 0.480 0.027 -0.479 -11.03 -10.83 -S7.53 Fall Protection 18 1% 2X g2P -31.365 0.129 0.129 -0.085 -0.096 5.87 -5.85 30.25 Fall Protection 18 10? 22? g3P -33.124 0.107 0.111 0.072 0.004 -6.18 -6.36 31.92 Fall Protection 18 1? 2Y g4P 62.197 0.213 0.221 0.147 -0,164 11.33 -11.64 -60.04 Overturning Moment Summary Fax 72.1 Load Cases: Load Case Transverse Longitudinal Rosultant Moment Moment Moment (£t -k) (£t -k) (£t-5) NERC 2S0B (Wind Transverse) 7370.682 NESC 250C (Wind Transverse) 8464.938 NESC 250C (Wind @ Corner) 7521.398 1 6 2 Broken(Wind Transverse) 4317.653 1 & 2 Broken(Wind @ Corner) 4052.119 1 a 3 Broken (Wind Transverse) 4245.489 1 6 3 Broken (Wind @ Corner) 3979.952 1 6 4 Broken (Wind Transverse) 4284.859 1 6 4 Broken (Wind @ Corner) 4019.329 1 & 5 Broken (Wind Transverse) 4212.657 1 a 5 Broken (Wind @ Corner) 3947.121 1 a 6 Broken (Wind Transverse) 4251.376 1 a 6 Broken (Wind @ Corner) 3985.846 2 & 3 Broken (Wind Transverse) 4284.840 2 & 3 Broken (Wind 9 Corner) 4019.308 2 a 4 Broken (Wind Transverse) 4324.208 2 & 4 Broken (Wind @ Corner) 4058.682 2 a 5 Broken (Wind Transverse) 5689.816 2 & 5 Broken (Wind 9 Corner) 5424.200 2 & 6 Broken (Wind Transverse) 4290.703 2 6 6 Broken (Wind @ Corner) 4025.191 3 a 4 Broken (Wind Transverse) 4252.055 3 & 4 Broken (Wind @ Corner) 3986.526 3 6 5 Broken (Wind Transverse) 4179.848 3 a 5 Broken (Wind @ Corner) 3914.314 3 6 6 Broken. (Wind Transverse) 4218.571 3 a 6 Broken (Wind 9 Corner) 3953.055 4 6 5 Broken (Wind Transverse) 4219.225 4 a 5 Broken (Wind 8 Corner) 3953.710 4 & 6 Broken (Wind Transverse) 4257.936 4 6 6 Broken (Wind @ Corner) 3992.414 6 6 Broken (Wind Transverse) 4185.752 5 a 6 Broken (Wind @ Corner) 3920.238 Fall Protection (Tower Leg) 3973.133 Fall Protection 1 4028.501 Fall Protection 2 3903.089 316.411 7377.470 322.714 8471.088 2815.064 8030.941 2113.033 4806.978 2825.844 4940.140 2271.300 4814.871 2984.149 4974.451 2271.344 4849.641 2984.150 5006.012 2429.643 4863.090 3142.496 5045.300 2431.002 4897.343 3143.819 5076.472 2271.212 4849.563 2984.028 5005.922 2270.860 4084.217 2983.635 5037.358 2429.499 6186.798 3142.328 6268.735 2430.557 4931.302 3143.354 5107.136 2429.544 4897.209 3142.356 5076.100 2587.816 4916.088 3300.674 5120.185 2589.201 4949.778 3302.039 5150.738 2587.794 4949.600 33D0.625 5150.335 2588.774 4983.149 3301.555 5180.699 2747.444 5006.892 3460.287 5228.943 -25.458 3973.215 -25.455 4028.581 -25.464 3903.172 CG Engineering - wa158 roxbury 2.0 Page 4/6 Fall Protection 3 4029.738 -20.462 4020.818 Fall. Protection 4 3903.234 -25.459 3903.317 Fall Protection 5 4029.995 -25.466 4029.076 Fall Protection 6 3904.200 -25.464 3904.283 0a11. Protection 7 4308.151 -10.227 4008.202 Fall Protection 8 4000.163 -32.690 4008.297 Fall 2ro2.021 n 9 3931.294 -32.674 3531.435 Fall Protection 10 3931.296 -18.241 3931.339 Fall Protection 11 4009.384 -32.695 4008.517 Fall Protection 12 4008.386 -18.227 4008.428 Fal Protection 13 3931.471 -32.616 3931.607 Fall Pr02ee11.00 14 3331.470 -18.244 3931.513 Fall Protection 15 4009.633 -18.224 4000.614 Fail Protection 26 4009.633 -32.707 4005.767 Pall Protection 17 3931.705 -32.712 3931.921 Fall Protection 18 3531.794 -18.216 3931.926 •'• Overall summary for all load case' - Usage = Maximum Stress / Allowable Stress Printed capacities do not include the strength factor entered for each load coat. The Group 3uma3r7 reports on the member and load case that resultedin a006a um usage which may not necessarily be the sane as that which produces maxima force. Group Snnmary (Compression Portion): Group Groep Angle Angle Steel. Xaa Osage hex Libel Dere. Type Size. Strength Usage Cant- Use rel In Beebe. Comp. (ksi) 9 L2 LE01 SAE 8E8E0.5 33.0 70.08 Comp 70.0E 51921) L2 LEG2 SAE 80840.5625 33.0 66.26 Tens 54.18 9180P L3 LEG3 500 565E0.3125 33.0 40.77 Camp 40.77 52997 dsaaging moment exists in the following hors (make ouzo your system LI 019.1 SAO 60(3.5002.275 33.0 37.02 Comp 37.02 5222 02 0102 SAD 4631.0.25 33.0 56.69 Comp 56.69 D3 0743 69.E 4747.0.29 33.0 53.62 Camp 53.62 04 0164 SAE 3.563.5000.25 33.0 56.33 Comp 66.33 05 ETAS MU 3.54340.25 33.0 69.23 Comp 68.23 06 DIA6 SAE. 4044.0.3125 33.0 77.41 Comp 71.41 07 DTA? SA4 3.543.540.25 33.0 74.48 Tena 56.2P 08 DIAB 3A3 2.5E2E0.3125 33.0 0.00 0.00 09 012.9 1.5 3.5003.50(0.3125 33.0 41.03 0090 41.09 53590 Al ARM/ SAE 3%.3X0.25 33.0 53.25 Tens 32.76 52799 damaging moment exists in the following members (make sure your system 52839 092832799 92842 F52042747 52899 52917 g2939 5295P ?? A2 ARM SAS 3.5E3.5E0.25 33.0 48.57 Comp 48.57 £92812702 damaging moment exists in the following :embers (make sure your system 52859 652852729 52862 792062738 7* A3 A1190 SAE 2E2E0.1975 23.0 92.91 Cep 52.01 02072 damaging momentexists in th. following made= (mak. Otic 70ur 0752e0) A4 0044 SAS 2.502.000.25 33.0 52.49 2e05 25.43 03652 damaging moment exists in the following embers (axle sure your system AS ARM1. SAD 2.52240.20 33.0 71.96 Tens 61.37 g337P damaging moment exists in the following umber_ (make sure your system. 201 40001 548 5E5E0.3120 33.0 21.62 Coags 21.62 g33P damaging moment exist* in the following members. (make sura your rystm R2 0092 SAE 3X320.1875 33.0 78.75 Cary 78.75 g350P damaging moment exists in the following members (rake mare your system 53532 7? R3 RDP3 SAE 2.5E2.5E0.1075 damaging moment exists in the fol 93492 77 V 6 rA x36 S k1Z C '6t,t- -TR0I N4uc*-c '. (cNoec Camp. Coop. Comp. 21r Comp. Coe?. 447.2 411.2 AL2 L/r. EL/r Central Force Control Capacity Connect. Connect. Load. Shear Bearing Case r1 r•4 ty Capacity Ik3pa) (kips) (kips) (kips) Y -119.4072 4 5 Br 170.367 229.800 623.999 1.000 1.000 1.000 107.61. 107.61 14.208 -124.4952 6 5 Br 259.135 229.800 709.749 1.000 1.000 1.000 51.51 57.51 7.620 -34.211NE06 250 84.016 91.920 157.500 1.000 1.000 1.000 74.45: 74.45 6.167 is well triangulated to minimize moments)_ 53102 83114 93182 93192 07 -8.5014 i 6 Sr 57.353 22.580 47.250 0.200 0.200 0.200 130.62 130.42 41.145 960P -14.4964 4 6 Br 20.271 22.990 31.500 0.500 0.500 0.500 154.45 154.45 16.758 5708 -9.9312 i 4 Br 19.336 22.980 31.500 1.000 1.000 1.000 174.02 174.02 11.529 5777 -10.7132 i 4 04 16.152 22.990 31.500 1.000 1.000 1.000 173.05 173.05 10.009 9921 -15.6804 4 6 5t 32.241 22.980 31.500 0.500 0.500 0.500 113,87 113.87 11.975 1 52189 -35.5762 i. 4 Br 64.357 45.950 79.750 0.500 0.500 0.000 80.63 80.63 10.630 92060 -12.9343 4 0 6 9r 43.511 22.980 31.500 0.500 0.500 0.500 07.33 87.33 10.101 1. .000 0.000 0.000 5.000 0.000 0.040 0.000 0.00 0.00 0.000 0 Length Carve No. Camp. No. Of Meebor Melts Comp. (ft) 1 20 1 20 1 8 A potentially 4 2 2 2 2 2 0 -9.4424 i 6 Br 25.499 22.990 39.374 1.000 1.000 1.000 151.17 153.17 1.807 4 2 -11.9122 m 3 er 36.363 0.000 0.000 0.500 0.500 0.500 00.51 90.25 5.970 3 0 A potentially is well triangulated to m4*4,..ise moments): g275P 792752615 92762 £92762672 9270P Fg2702685 92807 F92002692 -21.7461 4 4 Br 44.777 0.000 0.000 0.333 0.333 0.133 45.30 82.69 7.883 3 0 A potentially So well triangulated to minimize moments): 52779 6152772652 92782 092702669 g201? 7920/2702 92022 F92022719 -4.5041 0 6 Sr 4.852 22.980 23.625 0.500 0.500 0.500 204.65 204.65 13.438 4 2 A potentially is well triangulated to minimize moments): 92979 9208P 9321P 93227 93359 53369 ?? -2.62230E3C 250 8.910 22.980 31.500 1.000 1.000 2.000 195.52 195.52 8.000 4 2 A potentially is well triangulated to minimize momenta): 92904 92922 12949 92969 5352P 93642 77 -7.3154 6 6 Sr 11.919 22.900 31.500 0.333 0.333 0.333 159.55 159.55 16.929 2 A potentially is well triangulated to einimize moments)) 9337P 93309 77 -4.08990E02 250 26.465 22.980 39.375 1.000 1.000 1.000 181.02 181.02 14.995 4 2 A potentially in well triangulated to minimise moments). 8312 9322 g332 9349 8397 7? -9 4703 e 4 Br 12.025 22.900 23.625 1.000 1.000 1.000 161.07 161.07 8.000 4 2 A potentially is well triangulated to minimize moments)) 93242 9325? 93262 93272 g342P 93432 93442 53459 9350? 93512 9352P -6.31390051 250 6.864 22.900 23.625 1.000 1.000 1.000 193.94 193.94 8.000 4 2 A potentially Group Summary (To.aioa. Portion 33.0 91.98 Comp 61.98 9432 c suis your system in well triangulated to minimize momenta): g439 9442 9452 5462 53329 53339 5334P 93392 5346P g347P 93482 x DI*6IJ' t v5Rt66 Group *roup Angle Angle Steel. Mea U Label Dace. Typo nix St-_aagth %eave 11 LED; 1/2 0.802 L3 LEG3 exist. im the DI D1A1 02 5142 03 02.43 04 DTA4 55 5005 316 DIA6 D7 212,7 08 D1A0 D9 0169 Al ARM1 (knit SAE 8E8X0.5 33.0 70.0 55E 2007.0.5629 13.0 66.2 SAE 5X5%0.3125 33.0 40.7 £allewin9 members (make a re your SAO 54.3.900.375 31.0 37.0 52.0 44.340.25 33.0 56.6. SAE 40400.25 33.0 53.6 SAE 3.563.5010,25 33,0 66.3 SAO 3.50340.25 33.0 68.23 SAE 404X0.3125 33.0 77.4 SAE 3.503.530.25 33.0 74.4,. Te SAO 2.54200.3125 33.0 0.0 SAE 3.50(3.500.3125 33.0 41.0 Comp 31.50 age at- 0 sol Ten Mkx LCG o A o Control I Mamba. To0sae0 Net Tension Tension Tension Length Ne. Be. Rale Force Control Section Connect. Connect. Connect. Ten, Of 01 Diameter Lead Capacity Shear Bearing Poptore Member Bolts Boles Case Capacity Capacity Capacity Teas. (kips) (kips) (kips) (kips) (ft) (inl (kip.) Comp 5 g3P 102.356)656 250 200.124 229.000 620 ono 409.995 36.292 Ten 81979 76.13892340 250 255.069 114.900 354.374 393.749 7.620 Cep a'. 9308P 27.7054 t 6 Br 75.356 91.920 157.500 175.000 6.167 system is well triangulated to minimize momenta): 93109 91112 93192 g3197 Comp 32.35 7.4354 4 6 Br 70.383 22.930 47.250 42.323 41.745 Com 45.30 31.500 Corp 43.95 31.500 Comp 52.65 31.500 mop 61.95 31.500 c ' 78.750 63.000 0.000 39.375 31.509 11 triangulated to minimize =anent.): 9275? 652752642 g278P F52762672 9212 8682 10.4062 4 4 Br 34.547 962? 10.0574 4 6 Br 42.797 g75P 12.0944 4 6 Br 36.609 9932 14.2404 4 6 Br 32.404 9214P 25.4111 4 5 80- 62.004 92337 23.3684 4 6 Br 42.773 0.003 0.000 53607 8.3004 4 6 Br 45.762 30.422 22.980 22.980 22.980 22.980 45.960 45,960 0.000 22.980 22.980 22..9 73 16.758 22.973 11.529 22.973 10.008. 22.973 11.575 20 4.10 10 2.000 0 0.000 2 0.000 2 0.000 2 0.000 2 0.020 2 0.080 0.0129 0.8125 0.8125 A potentially damaging m0oest 0.8125 0.0120 0.8125 0.6125 0.8125 39.217 10.630 4 1.230 0.9129 31.373 19.101 4 1.230 0.8125 0.000 0.000 0 0.000 0 22.154 9.897 2 0.000 0.8125 SAE 32320.25 33.0 53.25 Tens 53.25 92892 9.43925.11 Pro 17.723 10.951 exists in the following 0obeza (make sure your system is we 92842 £52842742 92092 92912 52932 92954 7? A2 ARM2 SAE 3.523.520.25 33.0 48.57 Comp 23.25 mxiats in the following members (make sure your system is aro 52962 252862732 ?? A3 ARC2 SAE 2E2E0.1075 33.Comp 65.35 exists in the following members (make ouzo -tea is well A4 ARM4 SAE 2.512.520.25 33.0 52.49 .s 52.49 exists in the fellewiag members Drake sure your sys is we A5 2.40441. SAD 2.5E2E0.25 33.0 71.96 s 71.96 exists in the following members (make sure your synis wo 01, 8091 SAS 5£5X0.3125 33.0 21.62 C-.. 18.91 75282271.2 12.9694 4 8 Br 55.770 0.000 0.000 0.000 7.883 11 triangulated to m(04..tze momenta): g277P 792772652 9278? 292782648 emista in the 00110win9 member. (make sere yam. sy t R2 X092 SAB 3E3E0,1875 33.0 78.75 Comp exists in the fo110101 g members (make sure - stem R3 0093 597 2.5E2.5E0.1875 33. 91.98 Cam, exists in the tallawing members (mike aura ••• Maximum Stress Summary for Each Load Coe sumcnry of )eximum Usages. by Lead Casa) 92888 8.6871 4 6 Dr 13.535 22.980 23.625 13.293 13.438 triangulated to minimize moments): 52879 52889 53212 93229 03352 93 92909 9.3032411 Pro 24.234 22.980 31.500 17.723. 6.382 11 triangulated to minimira moments): 92904 52927 52947 52962 g3627 q3 93382 11.7544 4 6 Br 20.109 22.980 31.500 17.723 15.929 11 triangulated to minimise momenta): 9337P 93389 ?? 5302 4.3464 4 6 Br 68.965 22.900 39.375 36.458 14.995 is well triangulated to .)muni -e .omenta): 9319 9322 g33P 9344 9359 36.21 53527 7.9203 4 4 Br 23.744 22.980 23.625 21.875 8'000 2 0.000 0.8125 A potentially damaging lament well triangulated to minimize moments)) 93242 93252 5326? 53272 93422 93632 93442 93452 93502 53512 5352P 93532 - 0.42 8459 5.5285650 250 18.176 22.980 23.625 21.875 8.000 2 0.000 0.8125 A potentially damaging moment +. well triangulated to minimize momenta): 9432 9442 9452 9462 g3322 93339 9334? 03392 93467 9347? 93402 g349P ?? Lead Goo Maxiaum Element Element Dsago 5 Label Typo N0SC 2509 (Wind Transverse) 91.95 9431 Angle NE5C 2500 (Wind Transverse) 88.28 543P Angle N£3C 2500 (Wind 8 Corner) 89.96 5431) Angle 1 i 2 eroken(Wltd Transverse) 64.42 9342P Angle 1 6 2 Broken(0ind 8 Corner) 62.92 93422 Anglo 1 4 3 Broken (Wind Transverse) 72.95 5321P Anglo 1 4 3 Broken (mind 8 Corner) 72.00 g321P Arlie 1 i 4 Broken (Wind Transverse( 90.00 0287P Angle 2 0.000 0.8125 A potentially damaging moment 92797 F52192882 92804 75280269P 92032 792032759 0 0.000 0 A potentially damaging moment 52819 292812702 52822 792022712 52852 P52952722 2 0.000 0.8125 A potentially damaging moment 362 77 2 0.000 0.8125 A potentially damaging .00000t 642 9? 2 00.000 0.0125 A potentially damaging moment 2 0.000 0.8125 A potentially damaging moment CG Engineering - wa158 roxbury MAX hgvA 'USA -6,6 2.0 M X Fio.izoN'cekt.„._ USI�C�E • Page 5/6 IL 1 6 4 Broken (Wind 0 Corner) 87.52 92870 Angle 1 6 5 Broken (Wind Transverse) 74.08 g335P Angle 1 c 5 Broken (Wind @ Corner) 73.74 g335P Angle 1 6 6 Broken (Wind Transverse) 92.81 g287P Angle 1 6 6 Broken (Wind a Corner) 90.28 g287P Angle 2 & 3 Broken (Wind Transverse) 55.23 g43P Angle 2 6 3 Broken (Wind @ Corner) 56.41 g182P Angle 2 e 4 Broken (Wind Transverse) 76.61 92184 Angle 2 6 4 Broken (Wind @ Corner) 77.41 g218P Angle 2 c 5 Broken (Wind Transverse) 73.34 043P Angle 2 c 5 Broken (Wind 0 Corner) 73.66 g43P Angle 2 6 6 Broken (Wind Transverse) 75.62 g218P Angle 2 c 6 Broken (Wind @ Corner) 76.42 g218P Angle 3 c 4 Broken (Wind Transverse) 78.75 9350P Angle 3 c 4 Broken (Wind @ Corner) 78.62 g350P Angle 3 6 5 Broken (Wind Transverse) 80.67 g335P Angle 3 c 5 Broken (Wind @ Corner) 80.32 g335P Angle 3 & 6 Broken (Wind Transverse) 81.66 g321P Angle 3 c 6 Broken (Wind @ Corner) 80.95 g321P Angle 4 4 5 Broken (Wind Transverse) 68.68 g245P Angle 4 4 5 Broken (Wind @ Corner) 68.44 g245P Angle 4 & 6 Broken (Wind Transverse) 74.48 g233P Angle 4 6 6 Broken (Wind @ Corner) 74.17 9233P Angle 5 e 6 Broken (Wind Transverse) 65.07 g354P Angle 5 6 6 Broken (Wind a Corner) 65.31 g354P Angle Fall Protection (Tower Leg) 51.81 g43P Angle Fall Protection 1 57.94 g43P Angle Fall Protection 2 53.25 9289P Angle Fall Protection 3 55.32 g43P Angle Fall Protection 4 53.05 9295E Angle Fall Protection 5 55.34 g43P Angle Fall Protection 6 49.30 g43P Angle Fall Protection 7 54.11 g43P Angle Fall Protection 8 54.13 g43P Angle Fall Protection 9 50.57 g43P Angle Fall Protection 10 50.57 g43P Angle Fall Protection 11 54.42 943E Angle Fall Protection 12 54.44 943E Angle Fall Protection 13 50.56 g43P Angle Fall Protection 14 50.57 g43P Angle Fall Protection 15 54.35 043P Angle Fall Protection 16 54.35 g43P Angie Fall Protection 17 50.63 g43P Angle Fall Protection 18 50.63 g43P Angle summary of Inavlator Voagea: I88ulat0r Insulator Maximum Label Type Usage 8 Lead Care Weight (lbo) 1 Clamp 0.74 Fall Protection 1 0.0 2 Clamp 0.74 Fall Protection 2 0.0 3 Clamp 0.74 Fall Protection 3 0.0 4 Clamp 0.74 Fall Protection 4 0.0 5 Clamp 0.74 Fall Protection 5 0.0 6 Clamp 0.74 Fall Protection 6 0.0 7 Clamp 0.36 Fall Protection 7 0.0 8 Clamp 0.36 Fall Protection 8 0.0 9 Clamp 0.37 Fall Protection. 10 0.0 10 Clamp 0.37 Fall Protection 9 0.0 11 Clamp 0.36 Fall Protection 12 0.0 12 Clamp 0.36 Fall Protection 11 0.0 13 Clamp 0.37 Fall Protection 14 0.0 14 Clamp 0.37 Fall Protection 13 0.0 15 Clamp 0.36 Fall Protection 16 0.0 16 Clamp 0.36 Fall Protection 15 0.0 17 Clamp 0.37 Fall Protection 18 0.0 18 Clamp 0.37 Fall Protection 17 0.0 19 Clamp 0.46 NESC 250B (Wind Transverse) 0.0 I1 Suspension 48.03 1 & 2 Broken(Wind Transverse) 400.0 I2 Suspension 48.03 1 c 2 Broken(Wind Transverse) 400.0 I3 Suspension 48.03 1 c 3 Broken (Wind Transverse) 400.0 14 Suspension 48.03 1 6 4 Broken (Wind Transverse) 400.0 I5 Suspension 48.03 1 6 5 Broken (Wind Transverse) 400.0 I6 Suspension 48.03 1 6 6 Broken (Wind Transverse) 400.0 Weight of structure (lbs): Weight of Ang1es'Section DLF: Weight of Suspensions: Total: End of Report 32952.4 2400.0 35352.4 CG Engineering - wa158 roxbury 2.0 Page 6/6 Y*ro.tme A 0 (II 4 a‘tegt745 • pcf- NLA, ,11.5 (q q3.7 -S t7 t V- = ig7c1 22. tig\z--1 Co-"le.t-vd;„,e An,. -1/g jenn4 0 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description giagia By 6(47 Checked Datf Date Scale Project Job No. F6Dr-1,163 Sheet No. Coax & Appurtenance Attachment Feedline Attachment Point (P) Fall Protection Load Case Angle of tower leg = 6.65° Moment = 1 P = Coax Spacing x Drag Area x Tower Wind Pressure Pab 1.) Coax attachment points are assumed to be located at mid -point unless verified by photos. SCL requires that all coax attachment points are located within 1'-0" of diagonal brace. This analysis is conservative provided coax have been installed per SCL. 2.) Leg Members are continuous. However, they have been modeled as simply supported (pinned -pinned) beams for simplicity. Fall Protection Load = 3,600 lbs All tower leg members supporting coax lines are adequate. Refer to following spreadsheet. 1.) Fall protection load is located at mid -point. 2.) Tower leg is modeled as simply supported. 3.) Axial component is added to compression force from tower output for fall protection load case (#19) 3,600 lbs Axial Component = cos 6.65° = 3,625 lbs Shear Component = 3,625 lbs x sin 6.65° = 420 lbs All tower leg members are adequate to support fall protection load. Refer to following spreadsheet. 0 ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Description Combined Analysis Summary By CGP Date 4/27/2018 Checked Date Scale Project AT&T - WA6158 Roxbury Job No. 18014.103 Sheet No. Combined Stress Analysis for Coax Attachment Member Properties Member Fy (ksi) Area (in2) L8x8x0.5625 33.0 8.68 L8x8x0.5 'r 33.0 7.75 L8x8x0.5 33.0 L8x8x0 5 33.0 L8x8x0.5 `: 33.0 775., 7:75 7.75 Leg (in) Thickness (in) Fillet 'k' (in) rz (in) Ix, ly (in°) Sx, Sy (in3) S„ (in3) St (in3) 8:0 0.563 1.188 1.580 54.20 9.330 15;798': a7.899 80 0:500 1:125 1 590 45.80 8 360 14.157:'. 7.078 8.0 0.500 1.125 1.590 45.80 8.360 1 14.157 7.078 0:500 1:125 • 1.590 45.80 8:360 14.157 7.078 0.500 1:1.25 1.590 ` 45.80 8.360 14.157: 7.078 Referto appendix A, page 26 Compression Member w/t w/t Limit w/t < 25 w/t < Limit L8x8x0.5625'i• 12.11 13.93 Ok L8x8x0.5 1 13.75 13.93 Ok L8x8x0.5 13.75 13.93 Ok L8x8x0 5 13.75 13.93 Ok L8x8x0.5 13.75 13.93 Ok L5 L3 L2 • L1 Ok Ok Ok Ok Ok L (in) Ur Ur < 150 ? C0 F, (ksi) Pa (kips) P„n (kips) % Capacity 57.85 53.96 53.84 51.82 54.78 KUr is Ur KUr is Ur KUr is Ur KUr is Ur KUr is L/r 131.71 131.71 131.71 131.71 131.71 29.82 30.23 30.24 30.45 30.15 258.81 234.28 234.38 235-95 233.63 124.50 124.80 119.41 120.12 130.17 0.481 0.533 0.509 0.509 0.557 Bending Member My(heel)My(toe) My, Me Me Mbheel Mbtoe Ma (ft -lbs) L8x8x0.5625 L8x8x0.5 • L8x8x0.5 'i! L8x8x0.5 L8x8x0.5 368.65 330.34 330.34 330.34 330.34 245.76 220.23 220.23 220.23 220.23 307.89 275.88 275.88 275.88 275.88 10366.94 10264.77 10308.97 11060.29 9984.74 1217.60 885.38 885.71 890.91 883.25 284.59 250.15 250.16 250.31 250.08 292.35 258.72 258.73 258.83 258.68 23715.45 20845.56 20846.36 20858.87 20840.38 Wind (w12/12) Mappurt (Pab/L) M,t (ft -lbs) % Capacity 89.68 79.03 78.66 72.89 81.44 1874.00 : !: 880.56 968.63 2145.00 956.31 1963.68 959.59 1047.28 2217.89 1037.75 0.083 0.046 0.050 0.106 0.050 Combined Stress Member Cm Pex, Pay (kips) Unity Eqn 3.12-1 Unity Eqn 3.12-2 Status L8x8x0.5625'.: - 1.00 1856.97 0.570 0.564 Member Adequate L8x8x0.5 1.00 1780.69 0.582 0.625 Member Adequate L8x8x0.5 1.00 1789.02 0.563 0.610 Member Adequate L8x8x0.5 '. 1.00 1930.67 0.622 0.722 Member Adequate L8x8x0.5 1.00 1727.93 0.611 0.657 Member Adequate Tower wind pressure 78.7 psf Appurtenance Area 0.863 ft2/ft (per load calculations) a b Coax Spacing (trib) 2:0 5:6 0:0 2.0 5.2 9.0 3.5 3.6 8.0 2.0 4.9 10.0 3.0 4.3 8.0 (a, b, & spacing for Meppurt determination) Notes 1. Capacities based on ASCE Standard 10-97 2. Overstresses up to 5% considered negligible. 3. Feedlines attached to tower legs LO, L1 and L2 only Combined Stress Analysis for Fall Protection Member Properties Member Fy (ksi) Area (in2) Leg (in) Thickness (in) Fillet 'k' (in) r2 (in) l,, Iy (in4) SX, Sy (in) S„ (in3) Sc(in3) L8x8x0.5625. L8x8x0.5 L8x8x0.5 L8x8x0 5 L8x8x0.5 330 8.68 80 . 0.563 7.75 8.0 0.500 i`• 7.75 80 0.500 7.75 80 0.500 7.75 80 0.500 1.188 ,': 1.580 54.20 9.330 15.798. 7.899 1.125 1.590 45.80 8.360 14.157 ` 7.078 1.125 ` 1:590 45.80 8.360 14.157 [' 7.078 1.125: 1.590. 45.80 8:360 14.157 > 7:078 1.125 1:590 • 45.80 8.360 14.157 7.078 Refer to appendix A, page 33 Compression Member L8x8x0.5625 L8x8x0.5 L8x8x0:5.'• • L8x8x0.5' L8x8x0.5` w/t wit Limit wit < 25 w/t < Limit L (in) Ur L/r < 150 ? Co Fa (ksi) Pa (kips) P„it (kips) % Capacity 12.11 13.93 Ok Ok 82.9 52.47 KUr is L/r 131.71 30.38 263.71 56 81 0.215 1375 13.93 Ok Ok 83.9 52.77 KUr is L/r 13171 30.35 235.22 57.19 0.243 13.75 13.93 Ok Ok 84.9 53.40 KUr is Ur 131.71 30.29 234.73 ; 53.19 0.227 13.75 13.93 Ok Ok 85.9 54.03 KL/r is Ur 131.71 30.22 234.23 54.79:: I 0.234 13.75 13.93 Ok Ok 81.8 51.45 KL/r is L/r 131.71 30.48 236.24 58.70:1 0.248 Bending Member My(heel)My(toe) Myt Me+ Me- Mbheel Mbtoe Ma) M ft -lbs . ( vend (w12/8) Mappurt (P`1-/4) M„,t (ft -lbs) % Capacity L8x8x0 2 is 368.65 245.76 307.89 12362.89 1241.13 285.03 292.65 23752.28 18.00 725.38 743.37 0.031 L8x8x0.3 . 330.34 220.23 275.88 10697.49 888.48 250.24 258.78 20853.05 18.44 734.13 .. 752.56 0.036 L8x8x0 4 330.34 22023 275.88 10466.15 886.86 250.19 258.75 20849.12 18.88 742.88 761.75 0.037 L8x8x0.5 330.34 220.23 275.88 10242.78 885.22 250.14 258.72 20845.17 19.32 751.63 770.95 0.037 L8x8x0.5 330.34 220.23 275.88 11210.99 891.88 250.33 258.85 20861.18 17.52 715.75 733.27 0.035 Combined Stress Member Cm Pex1 Pey(kips) L8x8x0.5625 1.00 2257.29 L8x8x0:5 1.00 1862.26 L8x8x0.5 1.00 1818.64 L8x8x0.5- 1.00 1776.55 L8x8x0.5 1.00 1959.10 Unity Eqn 3.12-1 Unity Eqn 3.12-2 Status 0.280 0.278 Member Adequate 0.318 0.315 Member Adequate 0.302 0.300 Member Adequate 0.310 0.308 Member Adequate 0.321 0.319 Member Adequate Tower wind pressure 12.8 psf I Fall Protection Load is placed at midspan. Notes 1. 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Zs+ MAN } 1• 9.910 - 9919•199119 HH Its 999,9 ..n YiYC,w; 'Ifsar.•q• ..w .....'N.s qr. ..91.1x,• • rr.•.m� ro. 6 me �+- • �` a- ..... a . N . e. la .....Hr..,..4 «......x91_ 949919.19._9.,,.w..91MO,Wel ,m..w....M .............*'...9,.99999. 9.149909914 , 9.9 , 96.94.99.69.99..191.19•9.99,919909 1.1.99 .nx.9 ttla.•t r... ..9.9.94^ .•.....1, ® ..91••91.. i• .... 491..,.,•m .. ro.r. .�.,. ._ +..19,.1 .19+.91 .9 a '... .,... ... .• .. 6 .(14o.11) 4e. 1.1.51.1.5 • l LEE Dante UMMT$ SCALA DIVISION AP15/18-880/1940/065D/ADT/XXP 742-265 Multiband Directional Antenna Kathreln's dual band antennas are ready for 3G applications, covering all existing wireless bands as well as all spectrum under consideration for future systems, AMPS, PCS and 3G/UMTS. These cross -polarized antennas offer diversity operation in the same space as a conventional 800 MHz antenna, and are mountable on our compact sector brackets. • Wide band operation. • Exceptional Intermodulation characteristics. • Remote control ready. • Various gain, beamwidih and downtilt ranges. • AISG compatible. • High strength pultruded fiberglass radome. General specifications: Frequency range 824-960 MHz 1710-2180 MHz Impedance 50 ohms VSWR <1.5:1 Intermodulation (2x20w) IM3:< -150 dB< Polarization +45' and -45° Connector 4 x 7/16 DIN female Isolation intrasystem >30 dB Intersystem >50 dB (824-960 // 1710-2180 MHz) Weight 50.7 Ib (23 kg) Dimensions 75.4 x 10.3 x 5.51nches (1916 x 262 x 139 mm) Equivalent Bat plate area 6.16 hr (0.572 re') 120 mph (200 kph) Shipping dimensions 87.2 x 11.9 x 7.6 Inches (2215 x 302 x 192mm) Shipping weight 62 Ib (28 kg) Mounting Fixed mount options are available for 2 to 4.6 inch (50 to 115 mm) OD masts. See reverse for order Information. Wind survival rating' Specifications: Gain Front -to -back ratio Maximum Input power per input 824-894 MHz 13.5 dBd/15.5 dBI >27 dB (co -polar) 400 watts (at 50°C) 824-960 MHz qd i.L.11A �o Ov��Q1[i44 ��`p111///���r� ilitL,141 s..--dik-Intel o...�tSA-.g sG�/nli►o,O'" 1///Iii�O x I <O> X <O/ X <04\ X l0} <0 Horizontal pattern Vertical pattern 545°- polarization 345°- polarization 5.5°-9.5° electrical downtlll 1710-2180 MHz HorizontaTpattern 145°- polarization 880-960 MHz 1710-1880 MHz 14 dBd/16 d61 15.8 dBd/17.B dBl >25 dB (co -polar) >25 dB (co -polar) 400 watts (at 50°C) 250 watts (at 50°C) 43111110, ,aAe��ie►►�rss . Vertical pattern e45" -polarization 0°-6° electrical downtilt 1850-1990 MHz 1920-2180 MHz 16.2 464/18.2 491 16.3 dBd/18.3 dBI >25 dB (co -polar) >25 dB (co -polar) 250 watts (at 50°C) 250 watts (at 50°C) +45° and -45° polarization 68° (hall -power) 65° (half -power) horizontal beannvidlh 66° (half -power) 65° (half -power) 63° (hell -paver) +45° and -45° polarization 10.5° (half -power) vertical beamwidth 10° (half -power) 5.2° (half -power) 5° (halt -power) 4.7° (half -power) clentinuously adjustable 0.5°-9.5° 0.5°-9.5° 0°.fin 0°-60 0-6" Sldelobe suppression for 0° 5° 10° T first sidelobe above horizon 16 16 17 dB Cross polar ratio Main direction 0° 20 dB (typical) Sector >60° >10 dB 0" 5' 10"T 18 18 18 dB 0° 3' 6°T 0° 3° 8°T 0° 3° 6°T 14 13 13 dB 18 17 14 dB 18 17 14 dB 20 d8 (typical) >10 d8 16 d6 (typical) 18 d8 (typical) 1B d8 (typical) >10dB <1046 >lOdB • Mechanical design is based on environmental conditions as stipulated In EIA -222-F (June 1996) and/or ETS 300 019-1-4 which Include the static mechanical load imposed on an antenna by wind at maximum velocity. See the Engineering Section of the catalog for further 10634-G 936.2701/a Kathrein Inc., Scala Division Post Office Box 4580 Medford, OR 97501 (USA) Phone: (541) 779-6500 Fax: (541) 779-3991 Email: communicalions®kathrein.com Internet: wwwkathreln-scala.com `4eT 1-1 SCALA DIVISION AP15/18-880/1940/065D/ADT/XXP 742-265 Multiband Directional Antenna Mounting Options: Model Description AMB -7 (shown) 738-546x2 Mounting Kit for 210 4.6 inch (5010 115 mm) OD mast. ASB -3 Three -panel Sector Mounting Kit (120 deg. ea.) for 4.5 inch (114.3 min mm) OD steel mast. 737-978 Tilt Mount 611 0-11 Degrees downtilt ange. Order Information: Model Descrlptlon 2.625 Inches * 0.1-25.1 1.- (68 mm x 4) I I 75.4 Inches (1916 mm) 77.4 inches (1967 mm) 79 Inches (2007 mm) 742-265 Antenna with 7/16 DIN connectors API 5/18-880/1940/065D/ADT/XX P 5.5 inches (139 mm) RCU 824-960 824-880 13 -45 1710-2180 RCU 1710-218D All specifications are subject to change without notice. The latest specifications are available at www.kathreln-scata.com. Kathrein Inc.. Scala Division Post Office Box 4580 Medford, OR 97501 (USA) Phone: (541) 779-6500 Fax: (541) 779-3991 Email: communicationsOkathreln.com Internet: www..kalhreln-sWIa.com Product Specifications SBNHH-1 D65C COMMSC(PE° Product Specifications COMMSC(PE° 6 -port sector antenna, 2x 698-896 and 4x 1695-2360 MHz, 65° HPBW, 2x RET. 80th high bands share the same electrical tilt. • Interleaved dipole technology providing for attractive, low wind load mechanical package Electrical Specifications Frequency 8and, MHz 698-806 806-896 1695-1880 1850-1990 1920-2200 2300-2360 Gain, dB1 16.2 16.0 17.7 17.9 18.5 18.5 Beamwidth, Horizontal, 66 64 70 65 63 58 degrees Beamwidth, Vertical, degrees 8.9 7.8 5.7 5.2 5.0 4.4 Beam Tilt, degrees 0-11 0-11 0-7 0-7 0-7 0-7 USLS (First Lobe), dB 11 12 15 15 15 14 Front -to -Back Ratio at 180°, dB 29 31 27 27 28 27 Isolation, dB 25 25 25 25 25 25 Isolation, Intersystem, dB 30 30 30 30 30 30 VSWR 1 Return Loss, dB 1.5 1 14.0 1.5 1 14.0 1.51 14.0 1.5 1 14,0 1.5 1 14.0 1.5 1 14.0 PIM, 3rd Order, 2 x 20 W, dBc -153 -153 -153 -153 -153 -153 Input Power per Port at 50°C, 300 300 300 300 300 250 maximum, watts Polarization 145° 145° 145° 345° 145° 1451 Impedance 50 ohm 50 ohm 50 ohm 50 ohm 50 ohm 50 ohm Electrical Specifications, BASTA' Frequency Band, MHz 698-806 Gain by all Beam Tilts, average, 15.8 d81 Gain by ail Beam Tilts 10.4 Tolerance, dB 806-896 1695-1880 1850-1990 1920-2200 2300-2360 15.6 17.3 17.8 18.2 18.1 10.5 10.3 10.2 ±0.5 10.4 0°116.0 0'115.8 0°117.3 01117.7 01118.0 01117.9 Gain by Beam Tilt, average, dB! 5 ° 1 16.0 5 1 1 15.8 4 ° 1 17.4 4 1 1 17.8 4 ° l 18.2 a ° 1 18.2 111115.5 111115.2 7°117.3 7°117.7 71118.1 71118.2 Beamwidth, Horizontal 11.2 11.9 13.4 13.8 14.7 13.7 Tolerance, degrees Beamwidth, Vertical Tolerance, *0,6 10.5 10.3 10.2 10.3 10.2 degrees USLS, beampeak to 20° above 13 14 17 16 17 15 beampeak, dB Front -to -Back Total Power at 26 24 27 25 25 26 180° 1 30°, dB CPR at Boresight, dB 29 22 20 21 19 21 CPR at Sector, dB 14 11 13 11 9 5 ControkopeLD supports NGMN r42omriieriddliaiil on Bade 5101id8 Aa1898a Sf6ndards'BASTA). To lean more about the benefits of BASTA, download the whitepaper Time to Raise the Bar on BSAs. Array Layout SBNHH-IDOSC 5886661 View from the front et the enrolee (Sizes of endured tunes en not true depletions of erns fists) I:iM l ..r.r.°n urn i Wit Vag. 160(50 1-1 ANtstttttttttt,,, General Specificatians Operating Frequency Band 1695 - 2360 MHz 1 698 - 896 MHz Antenna Type Sector Band Multiband Performance Note OUtdoot Usage Mechanical Specifications RF Connector Quantity, total 6 RF Connector Quantity, low band 2 RF Connector Quantity, high band 4 RF Connector Interface 7-16 DIN Female (52018 CommScope, Inc. All tights reserved. All hodemorks Idenrfled by ®or TM ore registered trademarks, respectively, of CommScope. page I of 4 02018 CommScope, Inc. All rights resented. All trademarks identified by or 'u ore registered trademarks, respecfrvely, of CommScope. page 2 of 4 All specifications are subject to change wilhosi notice. See wrnv.commscope.com for the most amen! information. Revised: February 12, 2018 April 26, 2018 NI epedlicotlau are subject to chane, vnlhoui notice. See wvnv.00mmscope.com for the most content inlormalon. Revised: February 12, 2018 Apol 26, 2018 Product Specifications COMMSCOPEe 58NHH-1065C Color Light gray Grounding Type RF connector inner conductor and body grounded to reflector and mounting bracket Radiator Material Aluminum 1 Low loss circuit board Radome Material Fiberglass, UV resistant Reflector Material Aluminum RF Connector Location Bottom Wind Loading, frontal 396.0 N @ 150 km/h 89.0 Ibf @ 150 km/h Wind Loading, lateral 333.0 N @ 150 km/h 74.9 Ibf @ 150 km/h Wind Loading, maximum 762.0 N @ 150 km/h 171.3 lbf @ 150 km/h Wind Speed, maximum 241 km/h I 150 mph Dimensions Length 2453.0 mm 1 96.6 In Width 301.0 mm 1 11.9 In Depth 180.0 mm 1 7.1 In Net Weight, without mounting kit 22.5 kg 1 49.6 Ib Remote Electrical Tilt (RET) Information Input Voltage 10-30 Vdc Internal RET High band (1) I Low band (1) Power Consumption, idle state, maximum 2 W Power Consumption, normal conditions, maximum 13 W Protocol 3GPP/AISG 2.0 (Multi -RET) RET Interface 8 -pin DIN Female I 8 -pin DIN Male RET Interface, quantity 1 female 1 1 male Packed Dimensions Length 2628.0 mm 1 103.5 In Width 390.0 mm 1 15.4 In Depth 296.0 mm 1 11.7 in Shipping Weight 35.2 kg I 77.6 Ib Regulatory Compliance/Certifications Agency Classification RoHS 2011/65/EU Compliant by Exemption Chine RoHS 53/T 11364-2006 Above Maximum Conbentratlbn Valub (MCV) ISO 9001:2008 Designed, manufactured and/or distributed under thls quality management system 02018 CommScope. Inc, All rights reserved. MI trodemorks idenulied by O or' ' ore registered trademarks, respectivo'y, d CanmScopo. pogo 3 of 4 NI speoficetioru ore sublecno chonge without nonce. See swuv.mmmscope.com for the mon anenr information. Revised: Febmory 12. 2018 April 26, 2018 Product Specifications COMMSC(PE° TMAT1921xB68-31A E15Z01P34 Tower Mounted Amplifier, Twin Triplex BTS Port, Dual Band PCS/AWS 1-4, 555-894 MHz Bypass with AISG General Specifications Product Type 1-BTS:3-ANT (Triplex) Modularity 2 -Twin Includes Mounting hardware Electrical Specifications Sub -module Branch Port Designation AISG 2.0 Device Subunit License Band 112 1 ANT 555-894 APT 700, Band Pass CEL 850, Band Pass LMR 750, Band Pass LMR 000, Band Pass USA 700, Band Pass USA 750, Band Pass Electrical Specifications Rx (Uplink) Frequency Range Bandwidth Gain, nominal Gain Tolerance Noise Figure, typical Total Group Delay, maximum Return Loss, typlcat Insertion Loss - Bypass Mode, typical Return Loss -Bypass Mode, typical Electrical Specifications Tx (Downlink) Frequency Range Bandwidth Insertion Loss, maximum Insertion Loss, typical Total Group Delay, maximum Return Loss, typical Input Power, RMS, maximum Input Power, PEP, maximum 112 2 ANT AWS E25A01PO4 2/4 AWS 1700, LNA 112 3 ANT PCS E25A01PO4 1/3 PCS 1900, LNA 1695-1760 MHz 1B50-1910 MHz B5.00 MHz 60.00 MHz 12.0 dB 12.0 dB +/-1.2 dB +/-1.2 dB 1.3 dB 1.3 dB 130 ns 150 ns 22 d0 22 dB 1.7 dB 2,2 dB 16 d0 16 dB 2110-2200 MHz 1930-1990 MHz 90.00 MHz 60.00 MHz 0.30 dB 0.60 dB 0.20 dB 0.45 dB 30 ns S0 ns 22 dB 22 dB 200 W 200 W 3000 W 3000 W 92018 CommScopo, 4,a. A71 lights reserved. All uodenwds xlenslled by ea °A Ufa regine,od nodm,o,ls, respecr ely, of CanmSmpe. NI speoficainns are subject to change without nonce. See vnvw.canm uope.com fa Ilse moss current in<ammion. Revised: Febsnry 1 I, 2018 Product Specifications tMAT1921668.31A 1 E15Z01P34 3rd Order PIM, typical 3rd Order Plhl Test Method Electrical Specifications, Band Pass Frequency Range 555-694 MHz Insertion Loss, maximum 0.20 dB Insertion Loss, typical 0.10 dB Total Group Delay, maximum 8 ns Return Loss, typical 22 dB Isolation, minimum 60 dB Input Power, RMS, maximum 200 W Input Power, PEP, maximum 3000 W 3rd Order PIM, typical -153 dBc 3rd Order PIM Test Method 2 x 20 W CW tones Product Classification Product Type Tower mounted amplifier AISG Electrical Specifications Voltage, AISG Mode Default Protocol Protocol AISG Carrier AISG Connector AISG Connector Standard 10-30 Vdc AISG 2.0 AISG 1.1 1 AISG 2.0 2.176 MHz ± 100 ppm 8 -pin DIN Female IEC 60130-9 dc Power/Alarm Electrical Specifications Voltage 7-30 Vdc Voltage, CWA Mode 10-16 Vdc dc Switching/Redundancy Yes Operating Current at Voltage 240 mA @ 12 V Operating Current Tolerance ±20 mA Alarm Current, CWA Mode 30-170 mA Lightning Surge Current 10 kA Lightning Surge Current Waveform B/20 waveform -153 dBc 1 x 20 W AWS CW tone 1 x 20 W PCS CW tone COMMSC(PE° -153 dBc 2 x 20 W CW tones pogo I of 4 92018 CommScope, Inc. All rights reserved. Al uoJe,no,ls idenh Lied by ® or ^" are registered hodemods, ,especuvely, of CannScope. Apel 27, 2018 M spec:8conons ore subilia to change without nonce. See vnvvv.caneccope.can for the most omen' inlamolion. Revised: retxwry 1 I, 2018 pose 2 014 Apr/ 27, 2018 Product Specifications COMMSC(PEe Product Specifications COMMSCC9PEe 1MA11921x668.31A 1 EI5Z01P34 Block Diagram 133. Mechanical Specifications RF Connector Interface 7-16 DIN Female RF Connector Interface Body Style Long neck Color Gray Finish Painted Mount Type Pole 1 Wall Mounting Pipe Diameter 42.6-122 mm Mounting Pipe Hardware Band clamps (2) Wind Loading, maximum 72 N 03 150 km/h 16 lb( @ 150 km/h Dimensions Height 237.0 mm 1 9.3 in Width 250.0 mm 1 9.8 In Depth 104.0 mm 1 4.1 In Weight 8.5 kg 1 18.7 Ib Environmental Specifications Operating Temperature -40 °C to +65 °C (-40 °F to +149 °F) Relative Humidity Up to 100% Ingress Protection Test Method IEC 60529:2001, 11,67 TMAi1921x86831A 1 E15Z01P34 Outline Drawing 02018 CommScope, Inc. All riglas iesered. All trademarks identified by ®o "" ore registered trademarks, respectively, of CommScope. page 3 of 4 ®2018 CoeunScope, Inc. All iiglr6 reserved. All evdenmr4s identified by ®w n" ore registered trademarks, respectively, of ConmScopo. page 4 014 All specifications ore subject b change without notice. See vrvrv.commscope.com for Se 000011000 InJormonon. Revised: February I1, 2018 April 27, 2018 All speokco(ons are subject to ehongo without nonce. Seeuw,w.commscope.com for the most current Information. Revised: February 11, 2018 April 27, 2018 TMA Twin 1900 with 850 Bypass 12 dB AISG 1.1 TT19-08BP111.001 D �l6 SEATTLE CITY LIGHT WIRELESS ANTENNA INSTALLATION REQUIREMENTS 115/230 kV Steel Transmission Towers and Poles 1. Drawing Submittals I.1. The drawings and all other submittals for each site shall include a reference to the tower number, SCL project number, and the local contact/project manager with a phone number. 1.2. The drawings shall contain a note that states that Seattle City Light (SCL) will install and maintain the antennas, coaxial cables and all other wireless equipment on all towers. 1.3. The drawings and analysis (see below) are to be signed and stamped by a Washington State licensed professional structural engineer or architect, depending on the type of drawing. 1.4. Drawings and shop drawings shall reflect assumptions and findings of analysis, and shall incorporate SCL comments. Drawings shall be sufficiently detailed for construction on towers by SCL crews, and to enable a Parts List to be created. Drawings shall be reviewed and accepted by SCL before construction is scheduled. 1.5. Drawings of the proposed installation, including shop and assembly drawings, shall be submitted as follows: 2 sets 11 x 17 paper copy with a corresponding PDF drawing file. 1.6. As built drawings shall include I set full size paper copy and 1 set I 1 x 17 paper copy with a corresponding PDF drawing file. 2. Structural Analysis. When required by SCL, a structural analysis shall include the following: 2.1. The structural model assumed in the structural analysis shall consider the "as -is" condition subjected to the structural loading conditions specified in the "Seattle City Light Transmission Line Design Criteria" and provided by SCL. The loading conditions include the National Electric Safety Code (NESC) and other conditions. 2.2. A non-linear analysis shall be performed using "Tower" and "PLS -Pole" from Powerline Systems Inc. Complete analysis output files for the proposed installation are required. Analysis of the bolted connections is required. EIectronic input files for computer analysis shall be submitted; files to include '*.BAK' files. 2.3. A detailed combined stress analysis shall be submitted for the tower member that supports the new wireless equipment mounts. Bending, axial, shear, torsional and any secondary stresses shall be considered, as appropriate. For tubular poles, a separate check for access ports is to be done. 2.4. A foundation analysis is required. The foundation analysis shall reflect local soil conditions, when known and available. 2.5. New bolts or replacement bolts are to be galvanized ASTM 325 type 0 or better. 2.6. Connections to the tower legs shall be made at the joints or immediately adjacent to the joints, see D-36038. For poles, clamping is preferred; chain -mounts are not acceptable. 2.7. The structural analysis report shall be stamped by a Washington State licensed professional structural engineer. This report shall be provided to SCL in 2 hardcopies and electronic PDF files. 2.8. For poles, non-linear analysis is mandated, and shall include P-delta/large deflection effects and secondary stresses due to structure deflection. Stability, and stresses at the critical levels along the pole shall be determined, presented in a 'stress usage' report. This includes connections for arn-is/insulators/braces (& guys). Loads are not to be directly modeled on the pole. SEATTLE CITY LIGHT WIRELESS ANTENNA INSTALLATION REQUIREMENTS 115/230 kV Steel Transmission Towers and Poles connections for arms/insulators/braces (& guys). Loads are not to be directly modeled on the pole. 2.9. Where pole replacement and guying is necessary due to inadequate strength/stability of the existing pole, deflections of the new pole/foundation shall be determined and the sag & clearance of connected spans should be checked. For dead-end, angle and tangent poles, top deflections should be limited to 1.5%, 2% and 8% respectively. 3. Fences 3.1. If a fence is to be placed around the antenna equipment, it shall be a wood or `plastic wood' fence, not a chain link fence. 4. Ground Resistance Tests, Plans and Reporting 4.1. After SCL's preliminary acceptance of a site for further study and design, but prior to the design, the applicant must test and provide a report on the soil resistivity in accordance with IEEE Std 81-1983, including the fall -of -potential method. 4.1.1. If the test shows the ground around the tower and the applicant's groundequipment meets the potential difference to be less than 5 ohms, no further testing or grounding design will be required. 4.1.2. If the test shows the ground resistance around the tower and the applicant's ground equipment does not meet the potential difference and is greater than 5 ohms, outlined in IEEE 80, the grounding system for the wireless equipment site needs to be designed and installed based on IEEE Std. 80, to reduce the ground resistance. 4.1.3. Before the installation, the grounding system plan along with the calculated ground resistance shall be submitted to Seattle City Light. If the calculated ground resistance meets our specification, the plan will be conditionally approved for installation. If it doesn't meet our specification, go to item 4.2.3. • 4.2. After the grounding system has been installed, testing of ground resistance will be required in accordance with IEEE Std 81-1983, including the fall -of -potential method. 4.2.1. If testing using IEEE Std 81-1983 shows the ground resistance around the tower and equipment to be less than 5 ohm, no further testing or grounding design will be required. 4.2.2. If the test shows the ground around the applicant's ground equipment does not meet the potential difference outlined in IEEE 80, the grounding system for the cell equipment site needs to be increased, based on IEEE Std. 80, requiring equal potential for people touching the fence or equipment. The company must demonstrate that the site is safe using calculations in IEEE Std. 80, meeting the touch and step potential requirements. 4.2.3. If the applicant determines that this site is the "last resort" to meet its needs in the area, then the GRP study will be required, and the system needs to be built to meet the touch and step potential requirements. 2 92, SEATTLE CITY LIGHT WIRELESS ANTENNA INSTALLATION REQUIREMENTS 115/230 kV Steel Transmission Towers and Poles To do the GPR study, the customer will notify SCL, and submit the GPR study request form including the GPR data request, and SCL will provide the system data for calculations required for the study and, design shall be in accordance with IEEE Std 80-2000. The study report shall include: 1. Earth Resistivity Test Report, 2. Earth Resistivity Analysis, 3. Overall Data used for the Calculation, 4. Grounding Calculation, 5. Safety Calculation, 6. Recommended Remedy. 4.3. All survey data shall be provided to Seattle City Light including distances between electrodes, system configuration, notes of any existing grounding, and the ground resistance measurements. 4.4. Due to the complexity of the system and serious worker safety issues regarding the grounding, the test and report must be certified by the signature and stamp of a Washington State licensed Professional Electrical Engineer. 5. Electric Distribution and Service 5.1. Electric distribution and service will be determined by the serving utility. 6. Antenna, Coaxial Wire and Equipment Attachments 6.1. No wireless antenna or equipment shall be installed above or between the electrical powerlines. 6.2. Only SCL lineworkers shall install or modify wireless equipment on towers and poles. 6.3. Non-destructive connections are required for new attachments. No drilling or welding will be allowed. Any exceptions require written SCL authorization. 6.4. There shall be no attachment of any kind to the climbing legs of towers. 6.5. Clear distance requirements: 6.5.1. All wireless equipment shall be installed 10 vertical feet (min.) from 115kV conductors and 12 vertical feet (min.) from 230kV conductors, see drawing D- 36038. - 36038. 6.6. Coaxial cable shall be attached as shown on D-36038. Cables are generally to be supported by strapping or suitable means on the inside of the tower leg between joints to reduce wind loading and torsion. 7. Landscaping 7.1. SCL's Right of Way Use Policy limits all vegetation to a height of 12 feet. All vegetation selected shall not exceed 12 feet in height at maturity. Vegetation that exceeds 12 feet in height shall be brought into compliance by City Light either by trimming or removal at the expense of the licensee of the right of way. 7.2. No vegetation under transmission towers will be placed within 18 inches of the tower legs or so close to the climbing leg that the vegetation would interfere with City Light crews' ability to climb the tower for operations or maintenance. No vegetation outside the transmission towers will be placed within 10 feet of the tower legs. 7.3. No pesticides shall be used on the right of way. 3 SEATTLE CITY LIGHT WIRELESS ANTENNA INSTALLATION REQUIREMENTS 115/230 kV Steel Transmission Towers and Poles Approved: Date: Bob Risch, P.E. Electrical Power Systems Engineer Approved: Date: Iry Ogi, P.E. Supervising Civil Engineer 4 SEATTLE CITY LIGHT TRANSMISSION LINE DESIGN CRITERIA (91712005) Tower DU 0/34 (N) Type C-6 230kV lattice tower, 50' body, 20' body extension with 35-35-35-35• leg extensions Load Conditions • -NESC (National Electric Safety Code) Medium, 0.25" ice, •15 deg. F, 4psf wind. Maximum conductor (Mallard) working tension (MWT) = 14,500 Ib. Maximum ground wire (Alumoweld) working tension•(MWT) = 7,500 Ib. Overload factors: 2.5 for wired related loads; 1.5 for weight related loads; 1.65 for wire tension related loads. • NESC Extreme Wind, 85. mph at 60. deg F, no ice. Overload factor =1.25. • • •Broken Conductor, with 1/4" ice, 4 psf wind on intact lines. Assume any two conductors broken that will result in maximum stress in the tower, in one longitudinal direction. The broken conductor tension shall be 9,000 lbs.,. each. The remaining conductors and the tower shall be loaded to NESC Medium conditions. Use the following overload factors: 1.0 •for longitudinal Toads; 1.0 for transverse conductor tension loads; 1.75 for wind Toad; and 1.25 for vertical loads. . Deflection The maximum top lateral deflection of the structure shall be Iess•than 2 per cent of the structure height at 60 degrees F. Original Tower Design . -• See drawing MTD 227-2, 7 for original tower design criteria. Materials • Structural steel:fy=33,000 psi. • Bolts: Fsu = 26,000 psi, shear (ultimate), • Conductor; "Mallard", 795 kcmil ACSR. • • - -Ground Wire: Alumoweld 7 #7. Design Standards Design loading and tower strength criteria shall comply.with the following standards (the more conservative code/standard shall apply): • • • 2002 National Electrical Safety Code. • ANSI/ASCE 10-90, Design of Latticed Steel Transmission Structures. • ASCE Manual No. 74, Guideline for Electrical Transmission Line Loading. Iso • 09/07/05 Fall Protection Load Cases on Steel Transmission Structures 10/15/2015 Prepared by: Owen Kohashi, PE, SE Seattle City Light Structural Engineering Supervisor The fall protection load cases presented below are in addition to the load criteria and load cases defined for a particular transmission structure. Steel lattice towers and steel monopole structures are covered by this document; any other types of structures will be dealt with on a case-by-case basis. Background In April 2015, OSHA changed their rules concerning linemen, which no longer exempts them as "qualified climbers". Linemen must now be 100% fall protected when working 4 feet or higher above ground and are no longer permitted to free climb. Seattle City Light is in the process of implementing new fall protection guidelines and fall arrest structure attachments that are based on testing done by the Bonneville Power Authority (BPA). The highlights are: • Wherever possible, structures will be accessed with bucket trucks or lifts instead of by climbing. • Where climbing is required due to vehicle access constraints, and for frequently accessed structures such as those carrying wireless antennas, the structures may be retrofitted with either vertical ascending life lines or with connection fittings attached at step bolts and at joints along the climbing route. Design Criteria • 3600 pound factored fall arrest load, acting in the vertical direction (1800# max fall arrest load with a factor of safety of 2). Only one fall arrest load will be assumed to act on a structure at given time. • Load shall be applied anywhere along lattice tower legs for the full height of the tower. Load shall be applied to any of the tower legs, not just the leg with step bolts. • Load shall be applied at ends of lattice tower arms, and at any joint locations of the bottom members of lattice tower arms. • Load shall be applied anywhere along the height of monopoles, acting 14" from the face of the pole. The load shall be applied along the pole axis perpendicular to the axis of the arms. • Load shall be applied to the ends of monopole arms. • Assume the following environmental conditions acting on the structure and conductors in conjunction with the fall arrest load: o 15 degrees F o No ice o 4 psf wind o Load Factor = 1.0 pL, X115.P..g7.,. 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GE AL SPE'CL'iCATIONS 1. MATERIAL 1,1 Structural Steel Structural steel shF11 conform to the requirements of PSTK Specifications A7 -49T, "Steel for Bridges and Buildings". 1.3 Bolt Steel Bolt steel shall conform to the requirements of A.S'LM Specifica- tion A7 -49T, "Steel for Bridges and. Build? ngs" . Nut steel may be commercial grade bolt and rivet steel having an ultimate strength of 50,000 to 55,000 pounds per sura -re inch. 1.4 Tolerances The following mill tolerances shall apply to all material used in this work: P0LLl G- TOLERANCES FOR ANGLES Specified Length Variation from Length of Variations from Thickness for of Leg Leg for all Thicknesses Thicknesses Given Over or Under To 3716" Over 3/16" to Over Over Under Incl. 3/8" Incl. • 3/8" To 1" Incl.. -Over 1" to 2" Incl. 1/32" 1/32" .008 .010 3/64" 3/64" .010 .010 .012 Over2" to 3" Excl. 1/16' 1/16" .012 .015 .015 -1- /t/ 1.• 44 L 4i.,.. ;.,..,!-2.4":-.7-Z1-;!..-°....443.,---,!--1. ,,,,," ----,--e--,,,,-,...si* AA,'" REVISIONS ..." - - .....,...... - - _, ----- ',. tj '-- ..,. 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R.SV.T.A.IILMO 1 1 1 I - LI-! 1-[-I . I,,,.,.Z.,..,,",,,: O„ .T rt'ii. A4_1;f1_..Z.,.T. --- 1 - I I '''....4,..1,..,,! LI 1 I 1 I I --,--.-- . 14_ __,,_-_I1_ _, 1j1 --_ _p-. ___ _u_rLii 7°., --- _ii_Lu_j 1_1 ,•- .,1-4-! .7,4,,,.,..:,, .LT DF1KCEU,IV—VCW7D..Z PEN_EAEN N4I . II,O,N,,N1E,9, ., L d J ,I-- r1 /I . ... A, .I7 C . 1 venc ....,-.., 7,7 / Eli .7 ,......1 .. .....lewS 77477.7. r.......... AL PM. .77 x....,.., 1 T 0-e! lOte.1 44 r�� 0 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 13, 2019 Carly Nations Glotel Inc. 3380 146th P1 SE, Suite 102 Bellevue, WA 98007 RE: Request for Extension #2 Permit Number D18-0308 Dear Ms. Nations, This letter is in response to your written request for an extension to Permit D18-0308. 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 June 10, 2020. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D18-0308 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov November 30, 2019 City of Tukwila Department of Community Development 6300 Southcenter Blvd Tukwila, WA 98188 G Gb teI0 Integrity Delivered' Building Permit Extension Request - Modification to Existing AT&T Wireless Telecommunication Facility Site Address: 10710 West Marginal Way S, Tukwila, WA 98168 AT&T Project Name: WA6158 Roxbury 5C+6C Permit Number: D18-0308 Dear Reviewing Parties: We are requesting the extension of permit number D18-0308. AT&T has been informed that they will not be able to start construction by the time this permit expires on December 10, 2019. This site is located on a Seattle City Light transmission tower. Per SO.., this site has not been scheduled for construction as it needs a line voltage outage, which is not often granted during the fall/winter months. AT&T has been told this would put their allowed construction start date in March or April of 2020. As such, we are requesting an extension so construction can start as soon as well get the go ahead from Seattle City Light. If any additional information is needed to do so, please let me know. Sincerely, Carly Nations Land Use Specialist Glotel, Inc phone: (425) 326-6050 email: cnations@glotel.com RECEIVED CITY OF TUKWILA DEC 0 3 2019 PERMIT CENTER Request for Extension # 2 (-- Current Expiration Date: 1)--1 0 --1 Extension Request: i<''1Approved for /G days Denied (provide explanation) Signature/Initials 11/1/2019 0 0 City of Tukwila Department of Community Development CHARLES LI 3380 146TH PL SE, STE 102 BELLEVUE, WA 98007 RE: Permit No. D18-0308 NEW CINGULAR WIRELESS PCS, LLC (AT&T) 11044 W MARGINAL WAY S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/10/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/10/2019, 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: D18-0308 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 8, 2019 Charles Li Glotel Integrity Delivered 3380 146th PL SE, Ste 102 Bellevue, WA 98007 RE: Request for Extension #1 Permit Number D18-0308 Dear Mr Li, This letter is in response to your written request for an extension to Permit D18-0308. 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 December 10, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Kandace Nichols Permit Technician File: Permit No. D18-0308 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gav April 4, 2019 City of Tukwila Department of Community Development 6300 Southcenter Blvd Tukwila, WA 98188 Request for Modification to Existing AT&T Wireless Telecommunication Site Address: 10710 West Marginal Way S, Tukwila, WA 98168 AT&T Project Name: WA6158 Roxbury 5C+6C Permit Number: D18-0308 Dear Reviewing Parties: Gb tel >Integrity Delivered' RECEIVED CITY OF TUKWILA APR 0 4 2019 Facility?ERMIT CENTER We are requesting the extension of permit number D18-0308. AT&T has informed me that they will not be able to start construction by the time this permit expires on June 10, 2019. The hope is to start in the extension window if this permit extension is approved. If any additional information is needed to do so, please let me know. Sincerely, Charles Li Site Development Specialist Glotel, Inc phone: (425) 765-6220 email: cli(a)glotel_com Request for Extensio: # ----Current Expiration Date: (17--16) "./ T Extension Request: FilrApproved for 1 SlG" days Denied (provide explanation) 1 Signaturc nitials Gb tet Integrity Delivered" September 26, 2018 City of Tukwila Department of Community Development 6300 Southcenter Blvd Tukwila, WA 98188 Request for Modification to Existing AT&T Wireless Telecommunication Facility Site Address: 10710 West Marginal Way S, Tukwila, WA 98168 AT&T Project Name: WA6158 Roxbury 5C+6C Dear Reviewing Parties: On behalf of New Cingular Wireless PCS, LLC ("AT&T"), Glotel is pleased to submit this Type 1 application to modify an existing AT&T facility on a Seattle City Light lattice tower at 10710 West Marginal Way S located within the MIC/H zone of Tukwila. The proposed modification includes the replacement of (3) existing panel antennas, the replacement of (6) TMAs, and the replacement of (6) 7/8" coax with (6) 1-5/8" coax. Please refer to enclosed Site Plans for more details. The legal description of the parcel on which the existing facility is located is as follows: C OF S TRANS LN R/W OVER GL 4 & 5 TGW SE 1/4 LESS ST HWY TGW 250 FT R/W OVER TRACT 55 OF MOORES FIVE -ACRE TRACTS & VAC G FRAIEGER RD LESS ST HWY. The antenna modification project has a valuation of $30,000. The following information is included with this application: - lx Construction Permit Application - 5x Site Plans/Construction Drawings 11" x 17" - 3x Structural Analysis - 3x Mount Analysis If any additional information is needed to do so, please let me know. Thank you for your time and consideration. Sincerely, Charles Li Site Development Specialist Glotel, Inc phone: (425) 765-6220 email: cli@glotel.com oV8 RECEIVED CITY OF TUKWILA SEP 27 2.,: PERMIT CENTER PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0308 DATE: 09/27/18 PROJECT NAME: NEW CINGULAR WIRELESS PCS, LLC(AT&T) SITE ADDRESS: 11041 W MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: AWc to -d-1 Building Division bco\ Af tiO -3- Public Works Structural Permit Coordinator et At'\ -A)/A- to �-, 10-1I Fire Prevention Planning Division to PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/02/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 10/30/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 MASTEC NETWORK SOLUTIONNNC Washington State Department of , Labor & Industries 1lotne Espanol Contact Safety & Health Claims & Insurance 0 Search L&I Page 1 of 2 e�'t,«r�l;Lt7A A -Z Index Help My L&! Workplace Rights Trades & Licensing MASTEC NETWORK SOLUTIONS INC Owner or tradesperson Principals APPLE, ROBERT ERNEST, PRESIDENT DE CARDENAS, ALBERTO IGNACIO, VICE PRESIDENT Pita, George Louis, TREASURER CORPORATE CREATIONS NETWORK, AGENT CAMPBELL, CHARLES ROBERT, VICE PRESIDENT (End: 05/14/2015) Doing business as MASTEC NETWORK SOLUTIONS INC WA UBI No. 603 235 974 806 S Douglas Rd, 11th Floor Attn: Amarilis Cedeno CORAL GABLES, FL 33134 866-545-1782 Business type Corporation Governing persons ROBERT APPLE ALBERTO DE CARDENAS; GEORGE PITA; GEORGE L PITA; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. MASTENS876KN Effective — expiration 05/14/2013— 05/14/2019 Bond ......._....... Travelers Cas and Surety Co of America Bond account no. 105848234 $12,000.00 Received by L&I Effective date 05/14/2013 04/26/2013 Expiration date Until Canceled Insurance ............... Ace American Insurance Company $2,750,000.00 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603235974&LIC=MASTENS876KN&SAW= 12/12/2018 MASTEC NETWORK SOLUTIONS INC Policy no. XSLG71096890 Received by L&I Effective date 09/05/2018 09/15/2018 Expiration date 09/15/2019 n Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 011,664-04 ............................. Doing business as MASTEC NETWORK SOLUTIONS INC Estimated workers reported N/A L&I account contact TO / JULIE SUR (360)902-4715 - Email: SURJ235@Ini.wa.gov Account is closed. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ....................................................... No strikes have been issued against this contractor. Contractors not allowed to bid ........................_............................_..................................... No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 05/30/2017 No violations Inspection no. 317945101 Location 22263 68th Ave S Kent, WA 98032-1914 Inspection results date 04/27/2016 Inspection no. 317940066 Location 18315 9th St E. Sumner, WA 98390 No violations 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=603235974&LIC=MASTENS876KN&SAW= 12/12/2018