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Permit D18-0285 - AT&T MOBILITY - UPGRADES AND MAINTENANCE
AT&T MOBILITY 15700 NELSON PL D18-0285 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 0005800029 Permit Number: D18-0285 Address: 15700 NELSON PL Issue Date: 12/5/2018 Permit Expires On: 6/3/2019 Project Name: AT&T MOBILITY Owner: Name: WILTON LP Address: PO BOX 116 , N LAKEWOOD, IL, 98259 Contact Person: Name: ANTHONY MISTRETTA Phone: (630) 228-6229 Address: 1351 E IRVING PARK RD , ITASCA, IL, 60143 Contractor: Name: MASTEC NETWORK SOLUTIONS INC Phone: (866) 545-1782 (CONST) Address: 806 S DOUGLAS RD 11TH FLOOR , CORAL GABLES, FL, 33134 License No: MASTENS876KN Expiration Date: 5/14/2019 Lender: Name: MASTEC NETWORK SOLUTIONS Address: 1351 E IRVING ROCK RD, ITASCA, IL, 60143 DESCRIPTION OF WORK: AT&T UPGRADES AND MAINTENANCE. SOW IS 6409A COMPLIANT, REMOVE (3) EXISTING ANTENNAS, REMOVE (6) TMAS, INSTALL (3) PROPOSED ANTENNAS, INSTALL (9) RRHS, INSTALL (2) TMAS, INSTALL (4) CONVERTER MODILES, INSTALL (1) DC TO DC CONVERTER MODULE, INSTALL (1) 5C BCEM CARD, INSTALL (1) 6C BCEM CARD, INSTALL (1) RAYCAP, INSTALL (1) SQUID Project Valuation: $15,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $712.07 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: La -t -L, Date: 1)--5---f 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: v keT TIMN Print Name: Date: \ ` / 1. S 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 TUKZA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. I.0 09-0 S Project No. Date Application Accepted: Date Application Expires: 1-1 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 0005800029 Site Address: 15700 Nelson Road S. Suite Number: Floor: New Tenant: ❑ Yes 111..No Tenant Name: AT&T Mobility PROPERTY OWNER Name: Anthony E. Mistretta Name: WILTON LP City: Itasca State: IL Zip: 60143 Address: 15700 NELSON PL Email: anthony.mistretta@mastec.com City: Tukwila State: WA Zip: 98055 CONTACT PERSON — person receiving all project communication Name: Anthony E. Mistretta Address: 1351 E. Irving Park Road City: Itasca State: IL Zip: 60143 Phone: (630) 228-6229 Fax: (630) 250-1353 Email: anthony.mistretta@mastec.com GENERAL CONTRACTOR INFORMATION Company Name: MasTec Network Solutions Address: 1351 E. Irving Park Road City: Itasca State: IL Zip: 60143 Phone: (630) 228-6229 Fax: (630) 250-1353 Contr Reg No.: Exp Date: Tukwila Business License No.: H:\ Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: MasTec Network Solutions Engineer Name: Raphael Mohamed Company Name: City: North Little Rock State: AR Zip: 72117 Phone: (501) 260-7633 Fax: (630) 250-1353 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: MasTec Network Solutions Engineer Name: Raphael Mohamed Address: 4300 Stockton Drive City: North Little Rock State: AR Zip: 72117 Phone: (501) 260-7633 Fax: (630) 250-1353 Email: raphael.mohamed@mastec.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095)//'' Name: Rots 72-,c,/Vecc.a✓'./di7/aM5 Address:/3 C; ����� 671— Siddress:/��� p City: ./ Stare: z-� Zip. /_/4 3 c-�[rSGC� G7� Page 1 of 4 BUILDING PERMIT INFORMATIO' 206-431-3670 Valuation of Project (contractor's bid price): $ 15,000 Describe the scope of work (please provide detailed information): Existing Building Valuation: $ AT&T upgrades and maintenance. SOW is 6409a compliant. REMOVE (3) EXISTING ANTENNAS, REMOVE (6) TMAa, INSTALL (3) PROPOSED ANTENNAS, INSTALL (9) RRHs, INSTALL (2) TMAs, INSTALL (4) CONVERTER MODULES, INSTALL (1) DC TO DC CONVERTER MODULE, INSTALL 1 5C BCEM CARD, INSTALL(1) 6C BCEM CARD, INSTALL (1) RAYCAP, INSTALL (1) SQUID. 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? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I1.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 l' Floor See drawings 2"d Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I1.docx Revised: August 2011 bh Page 2 of 4 ��..m e�rrnn� - �nc_daasi �o PUBLIC WORKS PERMIT INFOLMATION206-433-0179 Scope of Work (please provide detailed information): AT&T upgrades and maintenance. SOW is 6409a compliant. REMOVE: (3) EXISTING PANEL ANTENNAS FROM POSITION 4 (1 PER SECTOR), (3) EXISTING TMAS FROM POSITION 1 (1 PER SECTOR). RELOCATE: (3) EXISTING ANTENNAS FROM POSITION 1 TO POSITION 4 (1 PER SECTOR), (3) EXISTING RRHS FROM POSITION 4 TO POSITION 1 (1 PER SECTOR). INSTALL: (3) PROPOSED PANEL ANTENNAS IN POSITION 1 (1 PER SECTOR), (3) PROPOSED RRHS IN POSI Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑...Valley View 0 .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ..▪ .Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...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 ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone ❑ .. Storm Drainage 0 .. Abandon Septic Tank 0 .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... >> WO # ❑ ...Temporary Water Meter Size .. >> WO # ❑ ...Water Only Meter Size ,, WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer Monthly Service Billing to: Name: 0 ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:WpplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.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 AUTHORIZED AGENT: Signature: Ate o* £. WideW Date: 08/29/2018 Print Name: Anthony E. Mistretta Day Telephone: (630) 228-6229 Mailing Address: 1351 E. Irving Park Road H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Itasca city IL 60143 State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY ( PAID $449.66 D18-0285 Address: 15700 NELSON PL Apn: 0005800029 $449.66' Credit Card Fee $13.10 Credit Card Fee R000.369.908.00.00 0.00 $13.10 DEVELOPMENT $416.96 PERMIT FEE R000.322.100.00.00 0.00 $391.96 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $19.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15978 R000.322.900.04.00 0.00 $19.60 $449.66 Date Paid: Wednesday, December 05, 2018 Paid By: VIETTRAN Pay Method: CREDIT CARD 062620 Printed: Wednesday, December 05, 2018 2:57 PM 1 of 1 CR SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 12/05/2018 02:57:16 PM CREDIT CARD SALE VISA CARD NUMBER: **********9615 K TRAN AMOUNT: $449.66 APPROVAL CD: 062620 RECORD #: 000 CLERK ID: Bill X {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 Page 1 of 2 https : //classic. convergepay. comNirtualMerchant/transaction.do?dispatchMethod=printTra... 12/5/2018 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $659.83 D18-0285 Address: 15700 NELSON PL Apn: 0005800029 $262.41 Credit Card Fee $7,64 Credit Card Fee R000.369.908.00.00 0.00 $7.64 DEVELOPMENT $254.77 PLAN CHECK FEE R000.345.830.00.00 0.00 $254.77 EL18-0774 Address: 15700 NELSON PL Apn: 0005800029 $397.42 Credit Card Fee $11.58 Credit Card Fee R000.369.908.00.00 0.00 $11.58 ELECTRICAL $367.47 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $367.47 TECHNOLOGY FEE $18,37 TECHNOLOGY FEE R000.322.900.04.00 0.00 $18.37 ProjectTRAK $677.02 L18-0085 Address: 15700 NELSON PL Apn:0005800029 $677.02 Credit Card Fee $19.72 Credit Card Fee R000.369.908.00.00 0.00 $19.72 TECHNOLOGY FEE $31.30 TECHNOLOGY FEE R000.322.900.04.00 0.00 $31.30 WIRELESS $626.00 TYPE 1 TOTAL FEES PAID BY RECEIPT: R15351 R000.345.810.00.00 0.00 $626.00 $1,336.85 Date Paid: Friday, September 07, 2018 Paid By: VIETTRAN Pay Method: CREDIT CARD 040047 Printed: Friday, September 07, 2018 8:01 AM 1 of 1 CRWSYSTEMS (2) CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 09/07/2018 08:00:21 AM CREDIT CARD SALE VISA CARD NUMBER: **********9615 K TRAN AMOUNT: $1,336.85 APPROVAL CD: 040047 RECORD #: 000 CLERK ID: Bill X {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 Page 1 of 2 https://classic. convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTran... 9/7/2018 INSPECTION NO. INSPECTION RECORD Retain a copy with permit tor 0? -86 - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj q M/;17 Type of I pection: F HAI- Dater/ ,/to 15 /57� gei.sizo e --- Date Called: Special Instructions: Date Wanted: 3.6 -- ZO tg m. p.m. Requ {er. , kb I /; M /fnr Phone No: 2 3 yliZ-3 OP ei IAApproved per applicable codes. Corrections required prior to approval. COMMENTS: f;ffi4 1(9 -pp it)01-e -rm /A's rtn- /001-- atoi4 1._ GtreCecteci2 ctk- , tc/I,k`, 5 1 REINSPECTION FEE REQUIRED. Prior to next inspeEtion(fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. '^&__,....._ Dater/ ,/to 15 Inspector:— 4� REINSPECTION FEE REQUIRED. Prior to next inspeEtion(fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. PLANNING APPROVED • No changes can be made.to these plans without approval from the Planning Division of DCD Approved By: Date: 11`.1to' (ger (7'�'cv�anical aficctnc aI (Plumbing G3 --`as Piping City of Tukwila Stift: YNG DIVISION REVISIONS No chances shall b made to the scope of work ,R+1thc ,t prEor approval of ''u;'w+a 3ulding Division NOT Rovisio;re.; will require a new plan submittal and may include additional plan review fees. FILE COPY Permit No. Ito `o Plan review ap°cval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted coda or ordinance. Receipt of approved Fiala Copy and conditions is acknowledged: By: — \Aa-Tra, Date: i Z I S ( I g City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED NOV 27 2018'" City of Tukwila BUILDING DIVISION Noe-ozsc i at&t PROJECT INFORMATION LOCATION MAP SITE INFORMATION SITE NAME: FA #: PTN #: LATITUDE: LONGITUDE: SITE ADDRESS: COUNTY: JURISDICTION: ZONING CLASSIFICATION: CONSTRUCTION TYPE: OCCUPANCY: PROPOSE STRUCTURE USE: PARCEL NUMBER: APPLICANT INFORMATION APPUCANT/LESSEE: ADDRESS: PROPERTY OWNER NAME: SOUTHCENTER 10097911 3801A0DBGM 3801AODBVS 47 27' 40.7" N (47.4619400') 127 14' 32.7" W (-122.2427800') 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING CITY OF TUKWILA TUC IIB S-2 TELECOMMUNICATIONS FACILITY 0005800027 AT&T MOBILITY 11520 FINANCIAL CENTRE PKWY LITTLE ROCK, AR 72110 GLOBAL TOWER ASSETS LLC 601 POYDRAS ST #2660 NEW ORLEANS, LA 70130 Longecrea� Embassy Suites by Hilton Seattle Tacoma... CLIENT SITE ID: SITE NAME: SITE ADDRESS: FA #: PTN #: SITE TYPE: PROJECT: PACE: SSO5 SOUTHCENTER 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 10097911 3801 A0 D BG M/3801 A0 D BVS 115' MONOPOLE LTE 6C MRWOR029424 AERIAL MAP gV! Cidily' VJw Hampton Inni-/ eattle/ SouthcenteT `- ilLAA L•ongac.res`YV,ty E'�ErnbajSui by iltcn Seattle Tacama.. Tti�k g la' —41 L: r+ PROJECT TEAM SCOPE OF WORK DIRECTIONS CONSTRUCTION MANAGER NAME: CONTACT: PHONE: PROJECT MANAGER NAME: CONTACT: PHONE: SITE DESIGN. NAME: ADDRESS: CITY, STATE, ZIP: CONTACT: PHONE: MASTEC, NETWORK SOLURIONS MIKE SUTHERBY N/A MASTEC, NETWORK SOLUTIONS DANIEL KELLY (253) 246 4348 MASTEC, NETWORK SOLUTIONS 1000 CENTREGREEN WAY, SUITE 300 CARY, NC 27513 RAPHAEL MOHAMED (919) 674-5895 THIS IS NOT AN ALL INCLUSIVE UST. CONTRACTOR SHALL USE SPECIFIED EQUIPMENT PART OR ENGINEER APPROVED EQUIVALENT. CONTRACTOR SHALL VERIFY ALL NEEDED EQUIPMENT TO PROVIDE A FUNCTIONAL SITE. THE PROJECT GENERALLY CONSISTS OF THE FOLLOWING: LTE 5C/6C: -REMOVE (3) EXISTING PANEL ANTENNAS -REMOVE (6) EXISTING TMA'S - INSTALL (3) PROPOSED PANEL ANTENNAS - INSTALL (9) PROPOSED RRH'S - INSTALL (2) PROPOSED TMAS - INSTALL (4) PROPOSED CONVERTER MODULES - INSTALL (1) PROPOSED DC TO DC CONVERTER MODULE - INSTALL (1) PROPOSED 5C BCEM CARD - INSTALL (1) PROPOSED 6C BCEM CARD - INSTALL (1) PROPOSED RAYCAP - INSTALL (1) PROPOSED DC6 SURGE SUPPRESSORS (SQUID) DEPART FROM: 16221 NE 72ND WAY, RTC 3, BOX 97061, REDMOND, WA 98052. 1. HEAD SOUTH-EAST ON NE 72ND WAY TOWARDS 164TH AVE NE 2. TURN RIGHT ONTO 164TH AVE NE 3. TURN RIGHT ONTO BEAR CREEK PKWY 4. USE THE LEFT 2 LANES TO TURN LEFT ONTO LEARY WAY 5. TAKE THE INTERSTATE 405 S EXIT TOWARDS RENTON 6. KEEP LEFT TO STAY ON 1-405 S 7. TAKE EXIT 1 FOR WA -181 S TOWARDS TUKWILA/W.VALLEY HWY 8. SHARP RIGHT ONTO WA -181 S/INTERURBAN AVE S 9. TURN LEFT ONTO LONGACRES WAY 10. TURN LEFT ARRIVE AT: 15700 NELSON ROAD SOUTH, TUKWILA, WA 98188 Raphael Moh me d by Raphael Mohamed DN Raphael ohamed(6)masteccom, N Raphaa Mohamed, OU=Users, Mas:10 Network Solutions, Seryl Lines, DC=mastec, DC local ,-,0$.1:21118, 8.202220:24-04'00' INDEX OF DRAWINGS DESIGN CRITERIA LEGAL DESCRIPTION TELECOMMUNICATIONS FACILITY DESIGNED PER THE CRITERIA BELOW: 1. WIND LOAD PER 2015 IBC W/ SUBSEQUENT SUPPLEMENTS A. ULTIMATE WIND SPEED: 110 MPH, 3 SEC. GUST. B. WIND IMPORTANCE FACTOR: 1.0 UNMANNED TELECOMMUNICATIONS FACILITY BUILDING CATEGORY II. C. WIND EXPOSURE C. 2. DEAD LOAD: A. EQUIPMENT WEIGHT PER MANUFACTURER DATA. 3. SEISMIC LOAD DOES NOT GOVERN THIS DESIGN. MEAEDER HENRY D -C #46 LOT 1 OF CITY OF TUKWILA SHORT PLAT NO 91-10-22 RECORDING NO 92111016676 SAID SHORT PLAT DAF -POR OF HENRY MEADER D C NO 46 IN SECTION 24TH 5 87-48-34 E 1110.88 FT TO MONUMENTED C/L, OF STATE ROAD 2-M WEST VALLEY ROAD TH N 07-42-44 W 587.30 FT TH N 87-08-00 E ALG C/L OF S 158TH ST 519.25 FT TO ELY MARGIN OF PUGET SOUND POWER & UGHT CD R/W TH N 01-21-41 W 18.08 FT TO POB TH N 87-15-22 E ALG NLY MGN OF S 158TH ST 127.98 FT TO WLY MGN OF CHICAGO-MILKWAUKEE & ST PAUL RR R/W TH N 03-34-46 E 273.59 FT TH S 87-15-22 W 152.17 FT TO PUGET SOUND POWER & LGHT ND R/W TH SLY ALG ELY MGN OF SAID R/W 272 FT MORE OR LESS TO POB. DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL PLANS & EXISTING DIMENSIONS & CONDITIONS ON THE JOB SITE & SHALL IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME. SHEET DESCRIPTION REV DATE T-1 TITLE SHEET 0 8/20/18 GN -1 GENERAL NOTES 0 8/20/18 GN -2 GENERAL NOTES S-1 SIGNAGE DETAILS A-1 SITE PLAN A-2 EXISTING & PROPOSED EQUIPMENT PLAN 0 0 8/20/18 8/20/18 8/20/18 8/20/18 A-3 EXISTING & PROPOSED TOWER ELEVATION 0 8/20 18 A-4 A-5 A-6 EQUIPMENT DETAILS EXISTING ANTENNA PLAN & EQUIPMENT SCHEDULE PROPOSED ANTENNA PLAN & EQUIPMENT SCHEDULE 0 0 0 G-1 G-2 GROUNDING SCHEMATIC PLAN GROUNDING DETAILS 0 8/20/18 8/20/18 8/20/18 8/20/18 8/20/18 CODE COMPLIANCE ALL WORK AND MATERIALS SHALL BE PREFORMED AND INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED 8Y THE LOCATION GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOl CONFORMING TO THE LATEST EDITIONS OF THE FOLLOWING: 2015 INTERNATIONAL BUILDING CODE 2015 INTERNATIONAL ENERGY CONSERVATION CODE 2015 INTERNATIONAL FIRE CODE 2015 INTERNATIONAL FUEL GAS CODE 2015 INTERNATIONAL MECHANICAL CODE 2015 INTERNATIONAL RESIDENTIAL CODE 2015 INTERNATIONAL WILDLAND-URBAN CODE CARRIER at&t 1111 W CAPITOL AVE RM 1070 UTf.E ROCK, AR 72201-3005 1/4 PIANS PREPARED BY. •:MIasTec Network Solutions X300 SItCKTON DRIVE, NORTH UTILE ROCK, AR 72117 501-260-7633 pnwmatymmo 08/20/18 C ATE: 1 FERO3Y CERDFY THAT THEE PLANS WERE PREPARED BY IE OR 1t R MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ENGIFEER UFEER THE LAWS OF THE •STATE OF WASHINGTON'• REVISIONS ), I "i/", PP iOVED OV 217 2018 �g�p .1t610�,t�OTRt#k)ri6mt UNLE':S Fmrll![.n I lE�il11�E' APPROVALS PROPERTY OWNER/LANDLORD: MASTEC STTE ACQUISITION: MASTEC ROOM READY: MASTEC CONSTRUCTION MANAGER: MASTEC LTE PROJECT MANAGER: AT&T: DATE: RECEIVED " LA - SEP 0 7 2018 PERMIT CENT TO OBTAIN LOCATION OF PARTICIPANTS UNDERGROUND FACILITIES BEFORE YOU DIG IN WASHINGTON, CALL UTILITY NOTIFICATION CENTER TOLL FREE: 1-800-424-5555 OR www.callbeforeyoudig.org WASHINGTON STATUTE RE• -ESMIN OF2 WO' CA TIC BEF _`' TU EX VAT THE INFORMATION CONTAINED THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY SHEET TTTLE TITLE SHEET SHEET NUMBER T-1 UNITS OF LIABILITY ; MNS 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 TELECOMMUNICATION 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 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 MNS. WHERE DIMENSIONS ARE NOT SHOWN IN THE DRAWINGS, THE CONTRACTOR SHOULD CLARIFY WITH THE PROJECT TEAM WHEN THE INFORMATION IS CRITICAL TO PROPER INSTALLATION 6. THE CONTRACTOR SHALL DOCUMENT ALL CHANGES ANS SUBSTITUTIONS ON THE PROJECT OFFICE COPY OF THE CONTRACT DOCUMENTS 7. WHEN FABRICATION OF STRUCTURAL ITEMS ARE REQUIRED, R MAY BE NECESSARY TO SUBMIT SHOP DRAWINGS FOR REVIEW BY MNS. 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 ND APPROVAL 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, INTERIOR, AND/OR IMPROPER MATERIALS, DAMAGED GOODS, ND/OR FAULTY WORKMANSHIP. ALL ROOFING AND WATERPROOFING MUST BE WARRANTED FOR A PERIOD OF TWO YEARS. THE PERIOD BEGINS AT SUBSTANTIAL COMPLETION OF THE PROJET. 1 : r. 4. THE CONTRACTOR SHALL PROVIDE SHALL PRLNIDE A. COPY OF LICENSE ANT INSURANCE TO THE TELECOMMUNICATION CARRIER. t•A 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 ,;,rCLEAN AND HAZARD FREE DURING CONSTRUCTION. SITE SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM DIRT AND DEBRIS. SURFACES SHALL BE CLEANED OF GREASE, PANT, 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 ARE 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 UTILITIES. 2. CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO WORK. 3. CONTRACTOR TO PROTECT, REPLACE AND/OR REROUTE ANY EXISTING UTILITIES 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 APPUCABLE 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 PUBLIC 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 EQUIPMENT MATERIAL ACCORDING TO MANUFACTURES SPECIFICATIONS UNLESS NOTED OTHERWISES OR WHERE LOCAL CODES OR OREINANCES 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 BY THIS SET OF DRAWINGS IS BASED ON ACI 318. 2. ALL STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 4,000 PSI. UNLESS SPECIFIED OTHERWISE. 3. EACH CONCRETE MIX DESIGN SHALL HAVE A CYLINDER TEST HISTORY OF 60 DAYS MINIMUM, TESTED IN ACCORDANCE WITH ASTM C39, It51LD 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 DELNERY 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 BE TAKEN FOR EACH LOAD DELIVERED TO THE FORMWORK. SAMPLES ARE TO BE TAKEN FROM THE CONCRETE AS R IS PLACED IN THE FORMWORK IN ACCORDANCE WITH ASTM C172. CYLINDERS ARE ILsiED PER ASTM C39 AND TESTED BY AN ACI CERTIFIED CSTT. CONCRETE SAMPLES ARE TO BE iLS1tu 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 GUIDELINES 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 CONSOLIDATE CONVENTIONAL CONCRETE. EXTERNAL STINGER VIBRATORS SHALL BE INSERTED VERTICALLY INTO FORMS EVERY 36 INCHES MAXIMUM AND FOR EACH UFT. STINGER VIBRATORS SHALL BE INSERTED TO A VERTICAL DEPTH OF 12 INCHES INTO PREVIOUS UFTS TO ENSURE CONSOLIDATION. FOLLOW GUIDEUNES 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 'A INCH OF DEPTH INTO THE FACE OF THE CONCRETE. MAJOR REPAIRS EXTENDING BEYOND 'A 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. 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 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSfTY (ASTM D-1557). SUBGRADE SHALL BE SUPPORTED ON UNDISTURBED NATIVE SOIL OR PROPERLY PLACED AND COMPACTED STRUCTURAL FILL 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 DO 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 A706, GRADE 60. REINFORCING TIE WIRE MAY BE GRADE 40. 3. REINFORCING STEEL SPUCES SHALL BE 40 BAR DIAMETER OR TWO TRANSVERSE WIRE SPACING FOR WIRE MATS. 4. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE ACCORDANCE WITH ACI 318. 5. NO.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 BAT LENGTH. WELDING OF REBAR IS CONDUCTED IN ACCORDANCE WITH AWS D1.4. USE ONLY ASTM A706 REINFORCING. 7. WIRE REINFORCING CONFORMS TO "ICY 8. CONCRETE COVER FOR REINFORCI STUrCO g �fi d s r bs�i 3�OR CODE COMPLIANCE APPROVED NOV 2 7 2018 City of Tukwila CARRIER: at&t 1111 W CAPITOL AVE RM 1070 UTILE ROCK, AR 72201-3005 • • PUNS PREPARED BY. •:IasTec Network Solutions 4300 STOCKTON DRIVE, NORTH UTILE ROCK, AR 72117 501-260-7633 • • EXPIRATION: e. 1020 08/20/18 DATE 1 HEREBY CERIIFY THAT THEE PLANS WERE PREPARED BY AE OR UNDER MI DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ENGINEER UNDER THE LAWS Cr 1}E • STATE OF WASFNJGTON REV. A 0 REVISIONS DATE -1 DESCRIPTION INIIAIS 11/17/177, 90% CD'S BPS 4 08/20/181FOR CONSTRUCTION; SBA 4- 1 l l NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY SHEET TITLE GENERAL NOTES SHEET NUMBER GN -1 BUILDING DIVISION 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 FIR FT FRP GA GALV GC GPS GRND HORZ HR HT HVAC ID IN INFO INSUL INT IBC LBS LMU LTE MAX MECH MIL MFR MGR MIN MISC NA NIC NTS OC OD PLYWD PROJ PROP PT REQ RF RM RO RRH RRU SHT SIM SPEC SF 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 HEATING VENTILATION AIR CONDITIONING INSIDE DIAMETER INCH INFORMATION INSULATION INTERIOR INTERNATIONAL BUILDING CODE POUNDS LOCATION MEASUREMENT UNIT LONG TERM EVOLUTION MAXIMUM MECHANICAL METAL MANUFACTURE MANAGER MINIMUM MISCELLANEOUS NOT APPUCABLE NOT IN CONTRACT NOT TO SCALE ON CENTER OUTSIDE DIAMETER PLYWOOD PROJECT PROPERTY PRESSURE TREATED REQUIRED RADIO FREQUENCY ROOM ROUGH OPENING REMOTE RADIO HEAD REMOTE RADIO UNIT SHEET SIMILAR SPECIFICATION SQUARE FOOT LEGEND: REVISION -9- FIRE HYDRANT i LIGHT STANDARD X GATE VALVE © POWER VAULT ® WATER METER UTIUTY BOX A FIRE STAND PIPE j UTIUTY POLE ❑ CATCH BASIN, TYPE I POLE GUY WIRE © CATCH BASIN, TYPE II al GAS VALVE n SIGN J GAS METER 0 BOLLARD [=I TELEPHONE VAULT o MAIL BOX a TELEPHONE VAULT • 234.21 SPOT ELEVATION Ox GRID REFERENCE x DETAIL REFERENCE ®• GRID REFERENCE ®. I SECTION REFERENCE O REVISION — ROW — COAX F OHP. .p. GAS OHU T1 x x SUBJECT BOUNDARY UNE RIGHT -OF- WAY CENTERLINE RIGHT-OF-WAY LINE ADJACENT BOUNDARY UNE SECTIONAL BREAKDOWN LINE COAX CABLE LINE FIBER OPTIC CABLE LINE OVERHEAD POWER UNE BURIED POWER LINE BURIED GAS UNE OVERHEAD TELEPHONE LINE BURIED TELEPHONE UNE BURIED WATER LINE BURIED SANITARY SEWER BURIED STORM DRAIN DITCH LINE/FLOW UNE VEGETATION UNE CHAIN LINK FENCE WOOD FENCE BARED WIRE/WIRE FENCE REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 7 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 0.7 2018 PERMIT CENTER e— at&t • 1111 W CAPITOL AVE RM 1070 UTILE ROCK, AR 72201-3005 • e PLANS PREPARED BY: •:.IasTec Network Solutions 4300 STOCKTON DRIVE, NORIH UTILE ROCK, AR 72117 501-260-7633 • DONWMON; • '2o2O 08/20/18 1 HEREBY CERTIFY THAT THEE PWIS WERE PREPARED BY AE OR UNDER Mt' DIRECT SUPERASION AND 1H4T I AM A DULY METERED ENGINEER UNDER 11-E WAS OF TEE STATE OF WASHNGfDFP • REVISIONS _ REV. DATE - DESCRIPTION dMWS A 11/17/17 90% CD'S BPS 0 08/20/18 FOR CONSTRUCRON; SBA 1- t NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15700 NELSON ROOD SOUTH TUKWILA, WA 98188 KING COUNTY SHEET TITLE GENERAL NOTES SHEET NUMBER GN -2 b le 4i.•\ CAUTION.00"mi•- 0- -1 at 0 1111 W CAPITOL AVE RAI 1070 UTILE ROCK, AR 72201-3005 • • $ PUNS PREPARED BY: i(0 r •:IasTec y you are Beyond This PointNetwork entering a controlled area where RF emissions may exceed the FCC Beyond This Point you are entering a controlled area where RF emissions may exceed the FCC Solutions 4300 SfOCKfON DRAB General Population Exposure Limits. Occupational Exposure Limits. ALERTING SIGN ALERTING SIGN ALERTING SIGN NORTH UTRE ROCK, AR 72117 501-260-7633 (FOR CELL SITE BATTERIES) f FOR DIESEL FUEL) (FOR PROPANE) Follow all posted signs and site guidelines for working in a RF environment. Obey all posted signs and site guidelines for working in a RF environment. • Batt \• Rd: 47CFR 1.7307(6) • 1. • eatat \ • GENERAL SIGNAGE GUIDELINES g OFwAsti, � 4 % Ree 47CFR 1.1307(b) . S Vtie - z ALERTING T Structure Type INFO SIGN 41 INFO SIGN 42 INFO SIGN 43 j SIGNS A Towers I„ e, k swan® 1 Y Monopole/Monopine/Monopalm entrance gates, shelter doors OR on climbing side of the On backside of WARNING! • eatst •\ the outdoor cabinets Tower Antennas EXP1AAi1ON:Immo 08/20/18 DANGER DO NOT TOUCH TOWER! PROPERTY OF AT&T B entrance gates, SERIOUS "RF" BURN HAZARD! MAINTAIN AN ADEQUATE AUTHORIZED A SDE Towers / Towers with high oltage shelter doors OR on the outdoor climbing side of the Tower On backside of Antennas 7 HEREBY CERTIFY THAT MESE PIANS WERE PREPARED Erc ME OR MIER IV DIRECT SUMMON AND THAT I AM A DULY CLEARANCE BETWEEN TOWER SUPPORTS PERSONNEL ONLY C cabinets REGISTERED ENGIN STATE OF AND GUY WIRES FAILURE n'°R(Y.V.I. POSTED SIGNS AND SITE K entrance gates, on the pole, no less WASHNGTON" 10 r EDRFN YENVS FOR RWORRINT COULD RE F.\TY F'RV. RONNE\T(TRRF$r FSL•1;I IN SERIOUS SERIOUS INI`RY. C'O:RAC( CURRENT EFE INCEED LIMITS PRFSCRIRED IN ANI/EF..E C.K.,..g19 FOR CONTROLLED ENVIRONMENTS. 3 Light Poles /flag Poles shelter doors OR on the outdoor cabinets than 3ft below the Antenna and no less than 9ft above ground On backside of Antennas REV. A REVISIONS r DATE DESCRIPTION M'ITIAIS - -+ 11/17/17; 90% CD'S i BPS �aat • • IN CASE OF EMERGENCY, OR PRIOR TO entrance gates, on the pole, no less 0 08/20/18 FOR CONSTRUCTIONi SBA PERFORMING MAINTENANCE ON THIS SITE, CALL 800-638-2822 AND REFERENCE CELL SITE NUMBERF Utilitywood Poles (IPA) shelter doors OR on the outdoor than 3ft below theOn Antenna and no less than 9ft above backside of Antennas + T _ _ 1 cabinets ground E entrance on the pole, no less ALERTING SIGN INFO SIGN #4 E Microcells mounted on non -IPA les Po gates, shelter doors OR on than 3ft below the Antenna and no less On backside of + t T the outdoor cabinets than 9ft above Antennas + ground -----;C REVIEWED NOT ....1 FOR CONSTRUCTION UNLESS Roof Tops "r[ LABELED AS CONSTRUCTION SET F OD (� CODE }} }} At all access points to the roof X THE INFORMATION CONTAINED IN a`�l On AntEnnas X APPRO THESE DOCUMENTS IS PROPRIETARY R ... g � BY NATURE. REPRODUCTION OR INFORMATION Concealed Antennas X X CAUSING TO BE REPRODUCED THE O Antennas mounted facing outside the building X X WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION ATM' oprnm hkr°mmuointioiu ,t this location. Remain at M Antennas on support structure X X Jr r NO I 2 � 2018 OF MASIEC NETWORK SOLUTIONS IS „�.nPnhabu Roof view Graph: PROHIBITED. ro.�,,�o�.H.lol ,nk°°..,EFn working .Ih..�r l Contact RRmm,h�nm,;n,°°, A Radiation area is within 3ft from antenna X adjacent to each antenna C►ty Tukwila SSO5 Shea nne,rATM,nhnmx.Thl°F ConL«m. mannamemwr if this amrm.hh/„h in rand unlnnw. INFORMATION N ladiation is beyond 3ft from adjacent to each of BUILDING DIVISION SOUTHCENTER 15700 ACTIVE ANTENNAS ARE MOUNTED area antenna antenna NELSON ROAD SOUTH TUKWILA, WA 98188 INF 0 R M AC I 0 N 0 ON TIM OUTSIDE OFTTRS RI9IPIN0 ❑ aExmv Ulla PANELEl T E Church adjacent to antennas if On backside of KING COUNTY ONTIIISSBO(TIRF; Steeples Access to steeple antennas are Antennas Emma pmP brine Aim. antrum. hkmnnnnliannape misspaaA'D,T. e..orm.nhn<.nn.mm�vn d.�mr�hsPk...E„i.,.rw4. k...w. * �r _ 5'elAYBACKAMINIM UM N concealed SHEET TITLE memo nwm,n=non... �a s.mmsck m.,p,ksvh. d,kmn<n.. deuh. anima. nn�R��nATnT-- .nhh�Ik�m.„.mnhmm�mn �hrr.nu,nn n0.n�.mmbMmos Famrrommdnne,m koMnh k MmmYm°Fc } 2: 1 ! -.• OF 3 FEET . -. FROM'THESE ANTEiYNe�S, ..n Tdkn il.;r ormnrea rmann, m,rkn,n<a R.n.k. Mn3knfiandeokvvw N A Water Stations Access to ladder adjacent to antennas if antennas are concealed On backside of Antennas SIGNAGE DETAILS kl Nifinl°Y<°u ,urrmo mmp°.ro-ev+.nn.ie ewYb. 714.1•ATtair ""° Notes for Rooftop sites: • eattt eatat . eate 1. Either NOTICE or CAUTION signes need to be / ' posted at each sector as close as possible to: the outer edge of the striped off area or the outer antennas of the sector. 2. If Roofview shows: only blue + Notice Sign, blue and yellow = Caution Sign, only yellow = Caution Sign to be installed. SHEET NUMBER S-1 INFO SIGN #1 INFO SIGN #2 INFO SIGN #3 SIGNAGE GUIDELINES CHART NOTES; 1. VERIFICATION THAT THE ANTENNA MOUNTS CAN SUPPORT ALL PROPOSED LOADING SHALL BE PERFORMED BY 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 LL a a U O U U- J rr- Id < z IX I TRAFFIC - LONGACRES WAY - Q TRAFFIC FLOW EXISTING PARKING AREA (TYP.) EXISTING BUILDIN� ADJACENT ZONING ZONE: TUC PARCEL: 0005800027 PROPERTY LINE EXISTING 114'-7" MONOPOLE PROPERTY LINE _ 7'-6" V.I.F. -- 50'-4" SETBACKS NOTES: CONCEALMENT WILL MATCH EXISTING. I I I I I EXISTING RAIL TRACK REVIEWED FOR -.22! ODE COMPLIANCE -� APPROVED .1.112 NOV 2 7 2018 City of Tukwila UI , ► - SION _M_ RECEIVED OLTUXWILA SEP 07 2018 PERMIT CENTER NORTH SITE PLAN 0 4 W SCALE: 1/16' = 1'-0' (22,34) (OR) 1/32' = 1.-0' (11x17) 1 CAR1 ER • at&t 1111 W CAPITOL AVE RM 1070 UTILE ROCK, AR 72201-3005 • r- PUNS PREPARED BY: •:.HasTec Network Solutions 4300 STOCKTON DRNE, NORTH LITTLE ROCK, AR 72117 501-260-7633 • 1' 1 EXPtPA11ON: OW020 08/20/18 1 HEREBY CERTIFY NAT THESE PIANS WERE PREPARED Br ME CR UNDER MY DIRECT SUPERV190N AND 11 -IAT I AM A DULY REGISTERED BJ(#STATE OF NVLSFINE UNDER GTON*1FE LAWS OF THE REVISIONS REV. DATE 4 DESCRIPTION 'Nf1166 A 11/17/17 90% CD'S TBPS 0 08/20/18 FOR CONSTRUCTION SBA NOT FOR CONSTRUCTION UNLESS ` LABELED AS CONSTRUCTION SET THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY s. SHEET TITLE SITE PLAN SHEET NUMBER A-1 28'-1 " CARRIER v at&t 1111 W CAPITOL AVE RM 1070 LITTLE ROCK, AR 72201-3005 / \\����\ ��`�\\\\��\\-\�\ -\-N-\\\\\ \\ \ PLANS PREPARED BY. - -I-- ..-r� _1A • .:VIasTec Network Solutions 4300 STOaCTON DRIVE, NORTH LITHE ROCK. AR 72117 501-260-7633 ` IT T T T T T T F- T- T- gnu 1- E ISTI G 7—T-7 HVAC —I I LLLLLLLL� -, OM _I—I_LL BATTERY _ L�TLI� iVA nEXISTING RACK AT&T I CABINET TO REMAIN -ry �n -I I 11 I ( I 1 \ EXISTING AT&T I ( C 1 FIF RACK TO REMAIN r I 1 I 1 (6) EXISTING AT&T r 1 r I 1 I-I 1 ■ -- ���V * ���,-� DIPLEXERS TO REMAIN I P�'���•�� �'j� ��������� `01 MOFlq E WAsy/ 0 � F. z 42214 sq �4/s1� AL EXPIRATION: 08/20/18 ,, yam= I-- ll I" 1 1 EXISTING AT&T DC I-F I\ H 1 ? J HEXISTING I 1 ( AT&TNo.L ICE BRIDGEIN (30) EXISTING AT&T 7/8" DIA. EXISTING ACCESS DOOR \ \ / H POWER PLANT TO REMAIN -I EXISTING AT&T / H BBU RACK TO REMAIN / I- 1 --I �I� COAX CABLES TO REMAIN (30) EXISTING 0.38" DIA. EXISTING \ . � FIBER TRUNK CABLES TO REMAIN CONCRETE STOOP ' T T T_T T-'{ o o I I I i ' I ' EXISTING r I EXISTING 40 EXISTING AT&T EXISTING AT&T UMTS --- CABINET TO REMAIN ,I L 1_—_L LCL L°I.L AT&T BATTERYL L L AT&T ' BATTERY1 L J GPS ANTENNAS TO REMAIN (TYP.) EXISTING AT&T \ -- .�-- \ TELCO BOARD TO REMAIN rI r1 n I-1 __vv I EXISTING AT&T CABLE LADDERS (TYP.) EXISTING AT&T GSM EXISTING AT&T CABINET TO REMAIN EXISTING AC PANEL TO REMAIN (TYP.) 28'_1" X 12'-0" AT&T EQUIPMENT SHELTER EXISTING AT&T COAX ENTRY PORT TO REMAIN irkREVISIONS NORTH 1 HJR'! CERTIFY RAT 1}f3E PLANS MX PREPARED BY ME OR UNUER MY OREM* Sl1PER1�SION AND THAT I AM A DULY REGSTERED ENGINEER UPPER 11-€ LAWS OF 1HE STATE OF V S.4 FOH' REV:I A 0 NLABE DATE} 11/17/17; DB/2Q/16+� FOR LED AS DESCRIPTION 90% CD's FOR I - ( I T CONSTRUCTION N BA'S BPS SBA + } SET EXISTING EQUIPMENT PLAN 0 e' 1 2 ®2 SCALE 1/2'=1,0' (24x36) 1/4' = 1'-0' (11x17) G INSTALL (4) PROPOSED AT&T CONVETER MODULES, (1) PROPOSED AT&T DC TO DC CONVETER, (1) PROPOSED AT&T RAYCAP, (1) PROPOSED AT&T 5C BCEM CARD & (1) PROPOSED AT&T 6C BCEM CARD INSIDE EXISTING AT&T FIF RACK REVIEV\(ED FOR CODE COMPLIANCE M 1� APPROVED ‘�7%,, XX ��,X� NOV 2 7 2018 \ . -7T-1-771-71-77 --1 - i` mum , I-- EXISTING T=T T 1 - THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWOF , WITHOUTNET•VOTHESIO K SOLUTIONSPERMISSION PROHIBITED. HVACAT&T IF -� HVAC _ _ _ k(_ I_ L L L L L L L r, I_L _ im J L _i _1_1_ L L BATTERY _ �I City of Tukwila 1 RACK I EXISTING AT&T I I I ( CABINET 111 BUILDING DIVISION EXISTING AT&T (-) I r :� I'I FIF RACK I 1-1 r 1l �. - -��•��-_ [ I- (6) EXISTING AT&T r 1 �� .4.7...SSO5 SOUTHCENTER 157 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY ~ '4 r .1 I_+ I-' -1 DIPLEXERS -1 (-1 [I - •1 EXISTING AT&T DC OE - _ I.1 h- I I �I -I ` \ J\ \ �♦���'� ��������`�•►�, EXISTING AT&T ICE BRIDGE (30) EXISTING AT&T o `N 7/8" DIA. EXISTING ACCESS -' ' } • < DOOR \,.' , \ C` h POWER PLANT I EXISTING AT&T �r I BBU RACK I- - I IrI-I I� \ COAX CABLES FIIB(30EREXISTING 0.38" TRUNK CABLES DIA. SHEET TITLE EXISTING & PROPOSED EQUIPMENT PLAN EXISTING CONCRETE STOOP•\ I EXISTING EXISTING ° EXISTING AT&T I T i L AT&T AT&T T tri--1 EXISTING AT&T --� UMTS CABINET �\ —� -� L 1 I- �- �M �T 1- 1- �- L�I� —I _ BECKY L L i BATTERY 1 -,- -J \ GPS ANTENNAS (TYP.) \ EXISTING AT&T \ \ T RAC TELCO BOARD ir,rnrnfl 1T` • `u'\\\ \.\\\\\\\\\\\\\\\\\\\\\\\\ \\\\\\\\�\\\\\\\\\\\ - \ EXISTING AT&T EXISTING AT&T CABLE LADDERS (TYP.) GSM CABINET EXISTING AT&T EXISTING AT&T EXISTING COAX ENTRY PORT AC PANEL (TYP.) 28'-1" X 12'-0" ®rik ®AT&T EQUIPMENT SHELTER NORTH SHEET NUMBER A-2 PROPOSED EQUIPMENT PLAN 0 • I SCALE: 1/2'=1'-0'(24x36) i•• (OR) 1/4" = 1'-0' (11x17) 1 (3) EXISTING AT&T 742264 ANTENNAS TO REMAIN, (1) PER SECTOR IN POSITION 3, (TYP. OF 3 SECTORS)1() MISTING AT&T MI -X -CD -14 -85 -00T -RET ANTMNA TO BE REMOVED, (3) EXISTING AT&T B25 RRH4X30-4R TO REMAIN, (1) PER SECTOR IN POSITION 4, (1) PER SECTOR IN POSITION 2, (TYP. OF 3 SECTORS) ( SECTOR) (8) EXISTING AT&T KRY 11271/2 TMA'S(TYP. TOP OF APPURTENANCES 70 BE REMOVED, r CARRIElR , �0# _1 / at&t 1UTRE 1TYPCAPITOLR AVE 72201 1070 • ` PROPOSED AT&T NOTES; CONCEALMENT WILL MATCH EXISTING. (1) DC6-48-60-18-8C SQUID -SEE DETAIL 5/A-4 (3) EXISTING AT&T 742264 ANTENNAS, (3) PROPOSED AT&T NNH4-65C-R6 (1) PER SECTOR IN POSITION 3, ANTENNAS, (1) PER SECTOR IN POSITION 2, (. OF 3 SECTORS) (TYP. OF 3 SECTORS) AT&T B25 RRH4X304R (3) EXISTING-, -SEE DETAIL 1/A-4 (1) PER SECTOR IN POSITION 4, TOP OF APPURTENANCES OF 3 SECTORS) (3) PROPOSED AT&T B66A-RRH4X45, (1) PER SECTOR IN POSITION 2, PIANS PREPARED Bt. •• '1 a s T e c Network Solutions N300 SIOCKION DRIVE NORTH WIRE ROCK, AR 72117 501-260-7633 ELEV. 120-0 AGL (APPROXIMATE) C.L. OF EXISTING AT&T PANEL ANTENNAS ' I ' I • 1 (TYP. OF 3 SECTORS) -SEE DETAIL 2/A-4 ELEV. 121'-0" AGL (APPROXIMATE) C.L. OF EXISTING AT&T PANEL ANTENNAS I (2) PER SECTOR IN POSITION 2. (EYP. OF 3 SECTORS) AL ELEV. 117'-0" AGL ELEV. 118'-0" AGL c alp C.L. OF EXISTING AT&T PANEL ANTENNAS — (3) EXISTING AT&T RRH4X25-WCS-4R TO REMAIN, C.L. OF PROPOSED & EXISTING AT&T PANEL ANTENNAS ■ ��'(3)EXISTING �- 1 AT&T RRH4X25-WCS-4R, ELEV. 116'-O" AGL . MEI s. (1) PER SECTOR IN POSITION 1, NIT ELEV. 117'-0" AGL C -�— (1) PER SECTOR IN POSITION 1, TOP OF TOWER 1 1 7 r1 (TYP. OF 3 SECTORS) C.L. OF EXISTING AT&T PANEL ANTENNAS (TYP. OF 3 SECTORS) ELEV. 114.-7" AGL11 (3) EXISTING AT&T RRH2X40W-07L, (1) PER SECTOR IN POSITION 4, (TYP. OF 3 SECTORS) (4) EXISTING 2-LGP 21401 TMA'S, (2) PER SECTOR IN POSITION 3, (BETA & GAMMA SECTORS) (2) EXISTING AT&T DC6-48-60-18-8F SQUID e (3) PROPOSED AT&T RRH2X60-850, (1) PER SECTOR IN POSITION 1, -SEE DETAIL 3 8/A-4RS) (SEEIIN 8/A-4& (6) EXISTING AT&T SBNHH-1D65C ANTENNAS, (2) PER SECTOR IN POSITIONS 1 & 4, (TYP. OF 3 SECTORS) (3) PROPOSED AT&T RRH 4T4R B14, (1) PER SECTOR IN POSITION 2, (TYP. OF 3 SECTORS) -SEE DETAIL 4/A-4 Nur ELEV. 116'-0" AGL i iii, TOP OF TOWER - e ` E1, MON @ WASH/ F F�`� YOA ti r z .4,� ' 'n%1 140 °, �� , AL EXPIRATION:69/2020 08/20/18 DkTh ELEV. 114'-7" AGL (3) EXISTING AT&T RRH2X40W-07L TO REMAIN, (1) PER SECTOR IN POSITION 4, (TYP. OF 3 SECTORS) (4) EXISTING 2-LGP 21401 TMA'S TO REMAIN, (2) PER SECTOR IN POSITION 3, (BETA & GAMMA SECTORS) _4.___ EXISTING 114'-7" MONOPOLE (8) EXISTING FIBER TRUNK CABLES TO REMAIN (18) EXISTING 7/8" DIA. COAX CABLES TO REMAIN EXISTING AT&T ICE BRIDGE (6) EXISTING AT&T SBNHH-1D65C ANTENNAS (2) PER SECTOR IN POSITIONS 1 OF 3 (2) (TYP.OF EXISTING SECTORS)ACT DC6-48-60-18-8F SQUID TO REMAIN EXISTING AT&T GPS ANTENNAS (TYP.) EXISTING 28'-1" X 12'-0" AT&T EQUIPMENT SHELTER EXISTING AT&T H -FRAME TO REMAIN, & 4, 1 HEREBY CERTIFY MAT THEE PLANS WERE PREPARED BY NAE OR UICIR W DIRECT SUPERASION AND THAT I AM A DULY REGISTERED ENGINEER MDER THE LAMS OFTHE STATE OF NL4SFNGI W" _Ai_ REVIEWED 1' CODE COMPLIANCE APPROVED NOV 27 2018 City of Tukwila BUILDING DIVISION rev. A REVISIONS DATE R4 :D P110N_'INIrwS 11/17/174 90% CD'S BPS 0 08/20/18 — ±__- FOR CONSTRUCTION __ SBA NOT LABELED FOR CONSTRUCTION AS UNLESS CONSTRUCTION SET EXISTING 114'-7" MONOPOLE (8) EXISTING FIBER TRUNK CABLES (18) EXISTING 7/8" DIA. COAX CABLES EXISTING AT&T ICE BRIDGE RECEIVED CITY OF TUKWILA SEP o7 2018 PERMIT CENTER EXISTING AT&T GPS ANTENNAS (TYP.) EXISTING 28'-1" X 12'-0" AT&T EQUIPMENT SHELTER EXISTING AT&T — H -FRAME THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSINGTO REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15700 NELSON RD4D SOUTH TUKWILA, WA 98188 KING COUNTY SHEET TITLE EXISTING & PROPOSED TOWER ELEVATION EXISTING ISTING XFENCE 1 CHAIN-LINK FENCE I- # # - a CHAIN-LINK Ir •. L - .: 1 S SHEET NUMBER A-3 `�� :. I' .: CARRIEFt ALCATEL-LUCENT RRH2X60-850e- -1 POWERWAVE 708-19DB111-001 DIMENSIONS, HxWxD: 18.9"x11.5"x9" WEIGHT, WITHOUT MOUNTING KIT: 50 lbs DIMENSIONS, HxWxD: 14.2"x6.7"x5.4" WEIGHT: <22 LBS 6.7" 6.7" `rte at&t MM ii 1111 W CAPITOL AVE RM 1070 P _ _ LITTLE ROCK,AR 72201-3005 �_ n_ n n REVIEWED FOR O 0 11 .5" t , . ial''' PLANS PREP� e-it3 ' CODE COMPLIANCE) `\ : IasTec APPROVED•Network • Solutions • CD IC) C) 18 9` ilO 9" ► ' tv v /300 SroacroN ORIUE NOV �i % 2018 c > +� - V- ,_ ti o ° ® O NORTH UTILE ROCK,AR 72117 6 ) q•� A IF�..:i 1 501-260-7633 t 0011_IIIIIIIIIIII100 i City of Tukwila > ° ° IQE BUILDING DIVISION -s�'o ,`'4-F W syL FRONT E132115.112E�f p . - 2 I A I NOT USED SCALE SCALE SCALE A 4221a 9 RRH SPECIFICATION 8 TMA DETAIL N.T.S. 7 ,.. ��sr ., NOTES: NOKIA RRH 4T4R B14 _.�fl7t�yLy, 44.••• EXISTING MOUNTING PIPE DIMENSIONS, HXWxD: 23.03"x13.03"x6.65" EXPIRATION: swtaao 1. INSTALL ANCHORS/FASTENERS A 08/20/18 +• p x. • MAXIMUM OF 2'-O" ON CENTER. WEIGHT, WITHOUT MOUNTING KIT: 53 lbs DOTE r = = 2. THROUGH BOLT - 1 /4"0 A36/A307 THREADED ROD W/ NUTS AND , HEREBY CERTIFY THAT THESE PONS NYRE FREPARED BY OR 1T�4 DS VA CT WASHERS ANCHORS AND UNISTRUT - 13.03" -� 6.65" Si1PERVISION AND THAT I AM A DULY CHANNEL SHALL HAVE HOT -DIPPED `_, � IST ENGINEER UNDER THE LAWS OF THE STATE OF WASF*41tl GALVANIZED FINISH. ism "SQUID" • PROPOSED RRH _ C• _ 3. MOUNT RRH'S TO UNISTRUT WITH 3/8"0 UNISTRUT BOLTING HARDWARE AND SPRING NUTS. ��� -�- SURPROTECTOR YCAP C © REV• REVISIONS DATE + DESCRIPTION ININy.S TYPICAL I-13.03` FOUR PER DEVICE. � A 11/17/171 90% CD'S BPS SUBCONTRACTOR SHALL SUPPLY. - NOTE:. TO BE UN+ TO MOUT SECURED TO MOUNTING PIPE = p = 4.OSUBCONTRACTOR THER MATERG IALS AN SHALL SUPPLY ALL OTHER MATERIALS AND INSTALL ALL -�- === MI INSTALLED WITHIN 6 FEET OF RADIO UNIT , O © o M M o IIIHIIIIIIIIIIIIIIII • _ oFOR 0 08/20/18 CONSTRUCTION' SBA _ I I CI _�I' MANUFACTURER: RAYCAP MODEL: DC6-48-60-18-8C "SQUID" C`r� _ i:_f'IIII!PIII a)j�+� ol- Iiie -. f 1 f-. 9.1 .IT? MOUNTING BRACKETNOT .l _ __ _ i. FOR CONSTRUCTION UNLESS %AM BY MANUFACTURER iiiWi=liii LABELED AS CONSTRUCTION SET ui� FRONT SIDE RRH MOUNTING DETAIL SCALE SCALE THE IN (DOCUMENTS _ N.T.S. 6 SQUID DETAIL --I 5 RRH SPECIFICATION SCALE THESE ISOPROPRIETARY N.T.S. 4 BY NATURE. REPRODUCTION OR 4 : • '% • ALCVEL-LUCENT B66A RRH4X45 COMMSCOPE CAUSING TO BE REPRODUCED THE • _, . : s NNH4-65C-R6 \ WHOLE OR ANY PART OF THESE 414-----' ifs PROPOSED LTEDIMENSIONS, PANEL ANTENNADIMENSIONS, NOTES. HzWxD: 25.8'x11.8"x7.2'DRAWINGS WITHOUT MOUNTING KIT: 58.8 Ib! HXWXD: 96.0"x19.6"x7.8` WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. NET WEIGHT: 99.2 LBS i' _;� 1. INSERT SCISSOR BRACKETS ANTENNA MOUNTING KIT BETWEEN THE UPPER ANTENNA MOUNTING BRACKET AND THE ,1 r_ UPPER POLE ADAPTER BRACKET. - + SECURE USING 1/2 INCH CONNECTOR: (12) 4.3-10 FEMALE CONNECTOR POSfiION: BOTTOM SSO5 SOUTHCENTER 15700 NELSON ROAD SOUTH ... 11.8' HARDWARE PROVIDED. TO SET THE TUKWILA, WA 98188 DEGREE OF 011117111111111 KING COUNTY Y2. AUGN THE DESIRED HOLES ON THE SCISSOR III U IIII 0°'co BRACKETS AND SECURE USING rno 5/16 INCH HARDWARE PROVIDED. II TITLE 3. THE NUMBER OF CONNECTORSDOWNTILT, 1,„„..„,„„rulnnl 1o'IIIIIIIIIIIII1 WILL VARY BASED ON ANTENNAO. 1.= EXISTING ANTENNA TYP PIPE MOUNT O0oOoooo0 AILSSHEET EQUIPMENT DET I 14 0 0•. 4/00 ii/F..c„,.;,,,,,-:#4- FROM • • 1 M 0 \- • I SHEET NUMBERl i II 19.6" �7.8 19.6" I. A AAA A-4 PIAN SIDE MOM ANTENNA MOUNTING DETAIL SCALE 3 SCALE N.T.S. RRH SPECIFICATION 2 ANTENNA SPECIFICATION SCALE 1 N.T.S. N.T.S. • EXISTING RF EQUIPMENT SCHEDULE POSITION FEBAND CY ANTENNA MAKE /MODEL RAD CENTER AZIMUTH E. TILT M.TILT (Q1' .) RADIO (Q,) STIONURGE (QTY)SECTOR.CABLES LE LENGTH Al WCs/850 (1) COMMSCOPE SBNHH-1DB5C (E) 116'-0' 105' 1'/5/1' 0' (1) RRH4X25-WCS-4R (E) (2) SQUID (E) (2) 7/8' CORM 135'-0' A2 eeo/1900 1011 ET -x-01-46 t1e-446 10 -11I -•AT 00 117'-0• 115' 172' 0' - - (2) 7/8' COAX 135'-0' A3 850/1900 (1) KATHREIN 742264 (E) 117'-0• 130• 276 D' - - (2) 7/8' COAX 135'-O' A4 700/1900 LTE (1) COMMSCOPE SBNHH-113650 (E) 116'-0' 105' 2/5/7 0' (1) RRH2X40W-07L (E) (1) B25 RRH4X30-4R (E) - (4) FIBER TRUNK 135'-0' 81 LTE WCS,850 (1) COMMSCOPE SBNHH-1065C (E) 116-0' 235' 172/1' 0' (1) RRH4X25-WCS-4R (E) - (2) 7/8' COAX 135'-0' 12 asu 8150 /1200 KIN ET -X -CH -46 `1 1e -R -+AT (R) 117'-0' 235' 1'/2' 0' - - (2) 7/8' COAX 135'-0' B3GS 8 900 (1) KATHREIN 742264 (E)50/1 117'-0' 235 0'/1 0' - - (2) 7/8' COAX 135'-0' B4700/1900 LTE (1) COMMSCOPE SBNHH-113650 (E) 116'-0' 235' 2/4'/2 0• (1) RRH2X40W-07L (E) (1) 1325 RRH4x30-4R (E) - (2) FIBER TRUNK 135'-p' C1 WCS/850 (1) COMMSCOPE SBNHH-1D65C (E) 116'-0' 355' 01170' 0' (1) RRH4X25-WCS-4R (E) - (2) 7/8' COAX 135'-0" 02 e60/1900 AM -X -0D44-9 -16-00T RET (R) 118'-0' 355' 4'/10' 0' - - (2) 7/8" COAX 135'-0' C3 850/1900 (1) KATHREIN 742264 (E) 117'-0' 355' 071' 0' - - (2) 7/8' COAX 135'-0" C4 700/1900 LTE (1) COMMSCOPE SBNHH-113850 (E) 118'-0' 355' 0'/1'/0' 0' (1) RRH2X4OW-07L (E) (1) 825 RRH4)(30-4R (E) - (2) FIBER TRUNK 135'-0" (E) = (R) = (XR)= (3) (3) (3) EXISTING EXISTING EXISTING EQUIPMENT EQUIPMENT TO BE REMOVED EQUIPMENT TO BE RELOCATED (1) EXISTING AT&T AM -X -CD -14 -65 -OOT -RET ANTENNA TO BE REMOVED 14 POSITION 2, (GAMMA SECTOR) EXISTING AT&T RRH4X25-WCS-4R (1) PER SECTOR IN (TMP. OF EXISTING AT&T B25 RRH4X30-4R (1) PER SECTOR IN (TMP. OF EXISTING AT&T 742264 ANTENNAS (1) PER SECTOR IN (TMP. OF TO REMAIN, POSITION 1, 3 SECTORS) TO REMAIN, POSITION 4, 3 SECTORS) TO REMAIN, POSITION 3, 3 SECTORS) p, hG PSS ZOO �G s0�x\ye z OCL e G1N�1c5 (2) EXISTING AT&T ET -X -CH -45 -18 -45 -18 -IR -AT ANTENNAS TO BE REMOVED, (1) PER SECTOR IN POSITION 2, (ALPHA & BETA SECTORS) o - 65G �G O 1 X10 •< G #ti� 7YP• 1 nSsNH a105»RSC-7:5C A4 (4) EXISTING 2-LGP 21401 TMA'S TO REMAIN, (2) PER SECTOR IN POSITION 3, (BETA & GAMMA SECTORS) (6) EXISTING AT&T SBNHH-1D65C ANTENNAS TO RE (2) PER SECTOR IN POSITIONS 1 & 4, (TYP. OF 3 SECTORS) eX1SnNG 1 SB N 705ERN ECrOR)SC ANTeNNA Al REVIEWED FOR CODE COMPLIANC APPROVED NOV 2 7 2018 City of Tukwila BUILDING DIVISION. (8) EXISTING AT&T KRY 11271/2 TMA'S TO BE REMOVED, 2) PER SECTOR IN POSITION 2, OF 3 SECTORS) !S (2) EXISTING AT&T F s DC6-48-60-18-8F 1)A ti SQUID TO REMAIN • Oip F4, rENNA e. (1) EXISTING 1-1T19-08BP111-001 TMA TO REMAIN, IN POSITION 3, (ALPHA SECTOR) (3) EXISTING AT&T RRH2X40W-07L TO REMAIN, (1) PER SECTOR IN POSITION 4, (TYP. OF 3 SECTORS) RECEIVED CITY OF TUKWILA SEP 07 2018 PERMIT CENTER 41, NORTH EXISTING ANTENNA PLAN & EQUIPMENT SCHEDULE 0 8® SCALE 1/2" 1'-0" (24x36) (OR) 1/4 1'-0" (11x17) 1' p- CARRIER: at&t 1111 W CAPITOL AVE RM 1070 CHILE ROCK, AR 72201-3005 • - PIANS PREPARED BY: •:IasTec Network Solutions 4300 MORON CRNE, NORTH LITRE ROCK, AR 72117 501-260-7633 i • EXPIRATION: Namur 08/20/18 DATE: 1 HEREBY CERRFY THAT THEE PIANS WERE PREPARED BY ME OR UNDER MY DIRECT SUPEHv1SION AND THAT I AM A DULY STERED ENGINEER LICER THE LAWS OF 1IE STATE OF WASHNGTOM , REVISIONS • REV.__. DATE + DESCRIPTION NTL A 11/17/17 90R CD'S BPS 0 08/20/18I FOR COPSTRUCTIONtSBA NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET • i THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY SHEET TITLE EXISTING ANTENNA PLAN & SCHEDULE SHEET NUMBER A-5 FINAL RF EQUIPMENT SCHEDULE SECTOR POS ON FREQUENCY ANTENNA MAKE /MODEL CENTER AZIMUTH E. TILT M.TILT (QTY) RADIO (QTY) PROTECTION (QTY) CABLES LENGTH Al LTE 50 (1) COMMSCOPE SBNHH-1065C (E) 116'-0' 105' 1'/5'/1' 0- (1) RRH2X80-850 (P) (1) RRH4X25-WCS-4R (E) (2) SQUID (E) (3) 7/8' COAX 135'-0' A2 AWS'700 (1) COMMSCOPE NNH4-65C-R8 (P) 116•-0' 105' 2'/5'/7/5' 0• (1) FLEXI R 814 160W (P) B66 R (1) 868 RRH4X45 (P) (1) SQUID (P) (2) 7/8' DC TRUNK 135•-0' GSA3 850//1M900 (1) KATHREIN 742284 (E) 117'-O' 130' 7/6' 0' - - (1) 7/8' COAX 135'-0' A4 TE 700 1900 (1) COMMSCOPE SBNHH-1D65C (E) 118'-0' 105' 7/5"/2' 0' (1) RRH2X40W-071. (E) (1) 825 RRH4X30-4R (E) - (1) FIBER TRUNK 135'-0• 81 x/850 (1) COMMSCOPE SBNNH-1065C (E) 118'-0' 235' 1'/2'/1' 0• (1) RRH2X60-650 (P) (1) RRH4X25-WCS-4R (E) _ (3) )/8' COAX 135'-0' B2 LTE AWS/700 (1) COMMSCOPE NNH4-85C-R8 (P) 118'-0' 235' 2'/4'/7/4' 0' (1) FLEXI RRH4T4R 814 160W (P) (1) 666 RR114X45 (P) - (2) 7/8' DC TRUNK 135•-0' 83 850/1900(1) KAIMREIN 742264 (E) 117•-0' 235' 0'/1' 0' - - (1) 7/8' COAX 135'-O 134 LTE 700/1900 (1) COMMSCOPE SBNHH-1D65C (E) 118'-0' 235' 7/4'/7 0' (1) RRH2X40W-07L (E) (1) 825 RRH4X30-4R (E) - (1) FIBER TRUNK 135'-0' O1 y .L/850 (1) COMMSCOPE SBNHH-1D85C (E) 118'-0' 355' 7/1'/0' 0' (1) RRH2X60-850 (P) (1) RRH4X25-WCS-4R (E) - (3) 7/8" COAX 135'-0' C2 ALTE W (1) COMMSCOPE NNH4-85C-RB (P) 118•-O' 355' 2' 0• (1) FLEXI RRH4T4R 814 160W (P) (1) 666 RRH4X45 (P) - (2) 7/8" DC TRUNK 135'-0' C3 GS 850/1M900 (1) KATHREIN 742284 (E) 117-0' 355' 071' 7 - - (1) 7/8' COAX 135'-0' C4 LTE 700/1900 (1) COMMSCOPE SBNHH-1D85C (E) 118'-0' 355' 7/1'/7 7 (1) RRH2X40W-07L (E) (1) B25 RRH4X30-4R (E) - (1) FIBER TRUNK 135'-0' (P) = PROPOSED EQUIPMENT E) = EXISTING EQUIPMENT (XR)- EXISTING EQUIPMENT RELOCATED (3) EXISTING AT&T RRH4X25-WCS-4R, (1) PER SECTOR IN POSITION 1, (TYP. OF 3 SECTORS) (3) EXISTING AT&T B25 RRH4X30-4R, (1) PER SECTOR IN POSITION 4, (TYP. OF 3 SECTORS) (3) EXISTING AT&T 742264 ANTENNAS, (1) PER SECTOR IN POSITION 3, (TYP. OF 3 SECTORS) PO 6°9- czpC 50�x�e p• eery U U La W 0 fn a w N d 0 (.5 r M )- •u cn a • U (1) PROPOSED AT&T DC6-48-60-18-8C SQUID -SEE DETAIL 5/A-4 143 e e5 IP (4) EXISTING 2-LGP 21401 TMA'S, (2) PER SECTOR IN POSITION 3, (BETA & GAMMA SECTORS) (6) EXISTING AT&T SBNHH-1D65C ANTENNAS, (2) PER SECTOR IN POSITIONS 1 & 4, (TYP. OF 3 SECTORS) (3) EXISTING AT&T RRH2X40W-07L, (1) PER SECTOR IN POSITION 4, fX1$77 N (TYP. OF 3 SECTORS) (7)..p SBNyH =105 fR SfCTpR65C ANTENNA Al (3) PROPOSED AT&T RRH 4T4R B14, (1) PER SECTOR IN POSITION 2, PROppsfp ) (S E DETAIL 4/ATORS) A2 R _ 2 i pSfR SfCTO SC NN 6 ANTf/VA�4 A' ♦ 1- SFO oQO QR- (3) PROPOSED AT&T 80010992 ANTENNAS, (1) PER SECTOR IN POSITION 2, (TYP. OF 3 SECTORS) -SEE DETAIL 1/A-4 (3) PROPOSED AT&T B66A-RRH4X45, (1) PER SECTOR IN POSITION 2, (TYP. OF 3 SECTORS) -SEE DETAIL 5/A-4 tic p��O A�)y226g fxisnN� 11P 1 SS A2' -105fR SfCTpR65C ANTENNA A4 (2) PROPOSED TT08-19D8111-001 TMA, IN POST110N 3, (ALPHA SECTOR) - SEE DETAIL 7/A-4 (3) PROPOSED AT&T RRH2X60-850, (1) PER SECTOR IN POSITION 1, (TYP. OF 3 SECTORS) - SEE DETAIL 8/A-4 (2) EXISTING AT&T DC6-48-60-18-8F SQUID (1) EXISTING 1-TT19-08BP1 IN POSITION 3, (ALPHA SECTOR) 11-001 TMA, REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 7 2018 City of Tukwila BUILDING DIVISION NORTH PROPOSED ANTENNA PLAN & EQUIPMENT SCHEDULE SCALE: 1/2' = 1•-0' (24x36) (OR) 1/4' - 1'-0' (11x17) 1 CARRIER: * at&t 1111 W CAPITOL AVE RM 1070 UTILE ROCK, AR 72201-3005 r PIANS PREPARED 8Y: • • • •:IasTec Network Solutions 4300 STOOCTON DRIVE, NORTH UTILE ROCK, AR 72117 501-260-7633 i • EXRRA110N: (.'1020 08/20/18 DATE 1 HEREBY CERTIFY THAT TEPEE PIANS WERE PREPARED BY ME OR 1 aR MY DIRECT SUPEHW90N AND THAT I AM A DULY REGISTERED ENGINEER DOER TFE LAWS OF 1FE STATE OF WASSHNGTON' • REVISIONS REV. DATE t DESCRIPTION - INTTAIS A 11/17/17; 90% CD'S ' BPS 0 08/20/18TFOR CONSTRUCTION: SBA -- NOT FOR CO- NSTRUCTION UNLESS LABELED AS CONSTRUCTION SET THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15/00 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY SHEET TITLE PROPOSED ANTENNA PLAN & SCHEDULE SHEET NUMBER A-6 m 8 se 8 X 6 AWG ANTENNA MOUNT GROUN TO SECTOR GROUND BAR (TYP.) -SEE DETAILS ON SHEET G-2/ - - ------/ ' SYMBOL DESCRIPTION GENERAL NOTES GROUND ROD NOTES: CARRIEFt e- ' °.°' at&t 1111 W CAPITOL AVE RM 1070 LMLE ROCK, AR 72201_3005 ` ® COPPER GROUND ROD • CADWELD EXOTHERMIC WELD Q TEST WELL 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL 1. ELECTRICAL CONTRACTOR SHALL ORDER INSTALLATION AND CONSTRUCTION MAY VERY DUE TO GROUND RESISTENCE TESTING ONCE THE SITE SPECIFIC CONDITIONS. GROUND SYSTEM HAS BEEN INSTALLED; A 2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, ODUFlED INDIVIDUAL UTILIZING THE FALL OF AND OTHER METALUC COMPONENTS USING GROUND POTENTIAL METHOD, SHOULD PERFORM THE WIRES AND CONNECT TO SURFACE MOUNTED BUS TEST. THE REPORT WILL SHOW LOCATION OF BARS. FOLLOW ANTENNA AND BTS MANUFACTURER'S THE TEST AND CONTAIN NO LESS THEN 9 PRACTICES FOR GROUNDING REQUIREMENTS. GROUND TEST POINTS ALONG THE TESTING LINE, COAX SHIELD AT BOTH ENDS AND EXIT FROM TOWER GRAPHED OUT TO SHOW THE PLATE. OR POLE USING MANUFACTURERS PRACTICES. 2. POINT GROUND TEST OR 3 POINT 62% TESTS 3. ALL GROUNDS CONNECTIONS SHALL BE CADWELD. ALL WILL NOT BE ACCEPTED AS ALTERNATIVES TO THE AFORE MENTION GROUND TEST. TEST ,-PUNS . ■. ' PREPARED Network NORTH BY: a s T e c Solutions 1300 SIGCKTON DRIVE LITTLE Rte. AR 72117 501-260-7633 GROUND BAR ---- GROUND WIRE — — 12 AWG GROUND RING —__ ♦ FIELD VERIFY &TIE INTO EXISTING GROUNDING SYSTEM WIRES SHALL BE COPPER THHN/THWN. ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE ABOVE SHALL BE PERFORMED WHILE THE GROUND. COUNTERPOISE IS ISOLATED FROM THE A/C SYSTEM GRIDS AND EXISTING COMMUNICATION 4. CONTRACTOR TO VERIFY AND TEST GROUND SOURCE. FACILITY. GROUNDING AND OTHER OPERATIONAL TESTING WILL• BE WITNESSED BY WIRELESS REPRESENTATIVE. 5. REFER TO DMSION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL PROVISION AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS. 6. ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF GROUNDING SYSTEM, AND RECEIVE APPROVAL OF DESIGN BY AUTHORIZED WIRELESS REPRESENTATIVE, PRIOR TO INSTALLATION OF GROUNDING SYSTEM. PHOTO DOCUMENT ALL CADWELDS AND GROUND RINGS.42214 7. NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDMONS. 8. USE PANI SCHEME FOR LOADING GROUNDS ON MGB AS DISCUSSED IN NSTD 119,33 & 36. gG MO/� OF `AAS9jc< „w etc O m< r 0 v «� %, �, . AL' onilsrmmownn 08/20/18 • �1 1 FEREBY CERTIFY ED ORT THESE PLWS WERE SUPERVISION AND THAT I NA A DULY REGISTERED ENGINEER UNEER THE LAWS OF ME ° STATE OF %4SIMIGTONP A #6 AWG ANTENNA MOUNT �.. SECTOR GROUND BAR GROUND TO SECTOR GROUND .�. IMP LOCATED EACH SECTOR BAR (TYP.) SEE DETAILS ON ,. �.•.`i��ic ���• " SEE DETAIL 3 ON SHEET G-2 SHEET G-2 _'41114 �_• 4 //Q/� / /// :....:-$..11'(FIELD VERIFY LOCATION) 1"ip///// /// /// �I'//// !� r////G� r /CADWELD (TYP.) SEE DETAIL 1///Ii VO't. ////,/ i /,� ON SHEET G-2 /�4 ////O///�•. , \� /////..=:-...... 4 // � • . �= ; •I////G4� ="� /�t+) �,♦' �\ ���- EXISTING MAIN ANTENNA w2;l'�/ �j/////////�� GROUND BUSS BAR (FIELD ." / / /// / VERIFY LOCATION) `\\��' �• /G///// //// / �/% J �/ A . ' =• -. RECEIVED -, a-- CITY OF TUKWILA EXISTING GROUND LEADS AT SEP 0.7 2018 BASE OF TOWER CONTINUING TO GROUND RING TTF�RR (FIELD VERIFY) PERMiT�tt'AKATE PERMIT A 0 — NOT LABELED REVISIONS 11/17/17cD'SN_ 08/20/18 - - - FOR CONSTRUCTION AS �OE$C 90% CD'S FOR CONSTRUCTION I i I} it - UNLESS CONSTRUCTION BPS SBA SET \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\*\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\� T — 7 L 1- 111 ISI_ .]I ` I1l 11 `-TCI _ \ , �—i �-� ' " '� �_ ♦ fj I I [ ° \ / \ \ __I I \Ell ^°— \1j� \\\\\\\\\\\ \\\\ \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\C 2:2: \ THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. 3 . .1 `� ==: ,. '16 6 - \ •= ���0w." SSOS 15700NELSON 0UT ENNTTEDR SOUTH TUKWILA, WA 98188 KING COUNTY • SHEET TTTLE GROUNDING SCHEMATIC PLAN AN APPROVA Ey \ REQUIRED°RTH SHEET NUMBER G-1 SCHEMATIC GROUNDING PLAN 2 SCHEMATIC GROUNDING PLAN N` SE 1 NSCALE r NOTE: GROUND LEAD INSIDE RUBBER GROMMET TO BE ATTACHED WITH X -CROSS ZIP TIES TO BRACKET. DO NOT USE SNAP -IN HANGERS AROUND GROUNDS. SECTOR ANTENNA ANTENNA PIPE MOUNT TOP JUMPER CABLE (EYP.) SECTOR GROUND BAR' COLLECTION GROUND BAR f GROUND TO EQUIPMENT/TOWER GROUND BAR EQUIPMENT GROUND BAR /1 --• • CABLE GROUNDING 1 RRUS UNIT JUMPER CABLES RAYCAP DC6-48-60-18-8F UNIT FIBER DC CONDUCTOR EQUIPMENT CABINET/RACK EXISTING GROUND BAR , EXISTING. GROUND • ALARM PANEL ' COLLECTION GROUND BAR SCALE 1 N.T.S. 5 INSPECTION WINDOW REQUIRED FOR ALL INTERIOR TWO -HOLE CONNECTORS EXTERNAL TOOTHED 3/8"0x1 1/2" S/S NUT S/S LOCK WASHER S/S FLAT WASHER 1" MIN BUTT CONDUCTOR INSULATION UP AGAINST THE CONNECTOR BARREL COLD SHRINK OR APPROVED EQUAL APPLY NO -OX S/S FLAT WASHER S/S BOLT (1 OF 2) TINNED COPPER GROUNDING BAR T T TTT/- �/ / / / / / / JJJJ_l111 J GROUND BAR COLD SHRINK OR APPROVED EQUAL -1/4" MIN "DO NOT DISCONNECT" TAG ON ALL GROUNDING BAR INTERCONNECTS AND EQUALIZERS EXTERIOR TWO HOLE LUG DETAIL SCALE N.T.S. 4 NOT USED SCALE N.T.S. 2 GROUND BAR (VERIFY EXACT LOCATION IN FIELD) 0 #4 OR #6 AWG STRANDED CU CONDUCTOR WITH GREEN, 600V, THWN-2 INSULATION n 0 0 0 0 U U U GROUND BAR DETAIL n 0 00 0 0 1/16" (2) TWO EXOTHERMIC TO BE USED WITH #2 AWG SOLID BARE TINNED COPPER GROUND CONDUCTOR, EXOTHERMIC WELD TO BURIED GROUND RING AND GROUND BAR PVC NONMETALLIC CONDUIT SCH 40 TYPE (NMC) CONDUIT WITH STRAP WITHIN TWO INCHES OF CONDUIT END SCALE N.T.S. 3 TYPE SS TYPE TA TYPE W TYPE GT CALDWELD DETAILS TYPE PT TYPE VN TYPE VS TYPE GY TYPE GL TYPE NQ .,J TYPE VB SEPq , APp MR �F RFQU q� "-CARRIER • • i at&t 1111 W CAPITOL AVE RN 1070 UTILE ROCK, AR 72201-3005 • PUNS PREPARED BY: • •:iasTec Network Solutions 4300 SfOCKTON ERNE, NORTH LITTLE ROCK, AR 72117 501-260-7633 SONPATIORM112020 08/20/18 TE SE WERE PREPARED BYAOR THESE PLAWM ELT SUPS:MS/ON AND THAT I AM A DULY REGISTERED ENGINEER UNDER THE LAWS OF TRE • STATE OF WASHINGTON" REVISIONS REV. DATE T DESCRIPTION INTWS A 11/17/171 90% WS BPS 0 08/20/18tFOR CONSTRUCTIONSBA f NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET THE INFORMATION CONTAINED IN THESE DOCUMENTS IS PROPRIETARY BY NATURE. REPRODUCTION OR CAUSING TO BE REPRODUCED THE WHOLE OR ANY PART OF THESE DRAWINGS WITHOUT THE PERMISSION OF MASTEC NETWORK SOLUTIONS IS PROHIBITED. SSO5 SOUTHCENTER 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY SHEET TITLE GROUNDING DETAILS SCALE N.T.S. 1 • SHEET NUMBER G-2 • • • August 10, 2018 Katie Stana Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 (602) 845-1747 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Katie Stana, REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 7 2018 City of Tukwila BUILDING VI I port AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Order Number: mr? B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 btwo@btgrp.com i]L� Southcenter 856360 Southcenter 479090 1612117 421585 Rev. 6 B+T Group Project Number: 102629.0C.e�EIVED 15700 Nelson Road South, Tukwila, King County,GY OF TUKWILA Latitude 47° 27' 40.7", Longitude -122° 14' 32.7" 115 Foot - Monopole Tower SEP 0 7 2018 PERMIT CENTER B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 1232742, in accordance with order 421585, revision 6. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing +.Reserved + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All equipment proposed in this report shall be installed in accordance with the attached 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 Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Leena Kantheti, E.I.T. Respectfully submitted by: B+T Engineering, Inc. COA: 3425 Expires: 12/31/2018 John W. Kelly, P.E., S.E. 'Q v 1 1 tnxTower Report - version 8.0.2.1 hi9o9& 115 Ft Monopole Tower Structural Analysis Report Project Number 102629.003.01, Order 421585, Revision 6 r. TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output ' 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 8.0.2.1 August 10, 2018 CCI BU No. 856360 Page 2 115 Ft Monopole Tower Structural Analysis Report Project Number 102629.003.01, Order 421585, Revision 6 1) INTRODUCTION August 10, 2018 CCI BU No. 856360 Page 3 This tower is a 115 ft. Monopole designed by Power Structures, Inc. and mapped by TRK Engineering in September of 2003. The tower was originally designed for a wind speed of 80 mph per TIA/EIA-222-F. The tower has been modified by Crown Castle in November of 2017 to accommodate additional loading and these modifications are incorporated in this analysis. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind speed of 85 mph with no ice and 60 mph under service Toads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 114.0 118.0 2 Powerwave Tech. TT08-19DB111-001 2 1 3/4 3/8 -- 1 Raycap DC6-48-60-18-8F 116.0 3 Alcatel Lucent RRH2X60-850 3 Commscope NNH4-65C-R6 3 Nokia AHFIB 3 Nokia FRBI Table 2 - Existing and Reserved Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 114.0 118.0 3 Kathrein 742 264 -- -- 4 Powerwave Tech. LGP21401 2 Raycap DC6-48-60-18-8F 3 Alcatel Lucent RRH2X40-07-L 4 6 Ericsson KRY 112 7511 1 Kmw Comm. AM -X -CD -14 -65 -00T -RET 2 Kmw Comm. ET -X -CH -45 -16 -45 -18 -IR -AT 2 Powerwave Tech. LGP21401 116.0 3 Commscope SBNHH-1D65C 3 Alcatel Lucent B25 RRH4X30-4R 18 4 2 1 1 7/8 3/4 3/8 1/2 1/4 1 3 Alcatel Lucent RRH4X25-WCS 3 Commscope SBNHH-1D65C 2 Kmw Comm. KFTDR00110030 114.0 1 --. Platform Mount [LP 301-1] 96.0 96.0 6 Amphenol HEX456CW0000X 2 1-1/2 2 3 Ericsson RADIO 4449 6 Ericsson RRUS 32 B66 2 Rfs Celwave DB-C1-12C-24AB-OZ 1 -- Platform Mount [LP 1301-1] tnxTower Report - version 8.0.2.1 115 Ft Monopole Tower Structural Analysis Report Project Number 102629.003.01, Order 421585, Revision 6 August 10, 2018 CCI BU No. 856360 Page 4 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 90.0 90.0 1 -- Side Arm Mount [SO 701-1] -- -- 3 88.0 88.0 1 Rfs Celwave SC2-190BB 4 1/4 2 2 Nokia MPT-HC-HQAM 1 -- Pipe Mount [PM 601-1] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Empty Mount; Considered in this Analysis 4) Equipment To Be Removed; Not Considered in This Analysis Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Lineof Elevation (ft) Number Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Information Not Available 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source Online Application AT&T Mobility Co -Locate, Rev# 6 421585 CCI Sites Tower Manufacturer Drawing TRK Engineering Ltd., Project No: 0378-051 5216040 CCI Sites Tower Modification Drawing Crown Castle, Date: 11/10/2017 7191007 CCI Sites Post Modification Inspection TEP, Date: 06/19/2018 7647087 CCI Sites Foundation Drawing Engineered Endeavors Inc., Job No: C-1589 6034924 CCI Sites Geotech Report Morrison Hershfield, Date: 05/16/2012 4722343 CCI Sites Antenna Configuration Crown CAD Package Date: 08/03/2018 CCI Sites 3.1) Analysis Method tnxTower (version 8.0.2.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. 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 tower. tnxTower Report - version 8.0.2.1 115 Ft Monopole Tower Structural Analysis Report Project Number 102629.003.01, Order 421585, Revision 6 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) August 10, 2018 CCI BU No. 856360 Page 5 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) Capacity Pass / Fail L1 115 - 110 Pole TP15.406x14.5x0.219 1 -3.184 788.510 16.7% Pass L2 110 - 105 Pole TP16.312x15.406x0.219 2 -3.493 835.546 28.3% Pass L3 105 - 100 Pole TP17.218x16.312x0.219 3 -3.827 882.581 37,9% Pass L4 100 - 95 Pole TP18.124x17.218x0.219 4 -7.233 929.616 48.0% Pass L5 95 - 90 Pole TP19.03x18.124x0.219 5 -7.668 976.652 61.0% Pass L6 90 - 85 Pole TP19.936x19.03x0.219 6 -8.322 1012.430 72.9% Pass L7 85 - 80 Pole TP20.841x19.936x0.219 7 -8.832 1043.130 83.6% Pass L8 80 - 79.42 Pole TP21.53x20.841x0.219 8 -8.900 1046.600 84.8% Pass L9 79.42 - 74.42 Pole TP21.452x20.509x0.25 9 -9.595 1258.040 82.3% Pass L10 74.42 - 69.42 Pole TP22.395x21.452x0.25 10 -10.204 1306.830 88.2% Pass L11 69.42 - 64.42 Pole TP23.337x22.395x0.25 11 -10.824 1344.030 94.1% Pass L12 64.42 - 62.25 Pole TP23.746x23.337x0.25 12 -11.100 1359.700 96.4% Pass L13 62.25 - 62 Pole + Reinf. TP23.793x23.746x0.531 13 -11.162 2933.140 71.7% Pass L14 62 - 57 Pole + Reinf. TP24.736x23.793x0.513 14 -12.072 2946.570 76.0% Pass L15 57 - 52 Pole + Reinf. TP25.679x24.736x0.506 15 -13.016 3024.660 79,9% Pass L16 52 - 47 Pole + Reinf. TP26.622x25.679x0.494 16 -13.981 3061.920 83.5% Pass L17 47 - 42 Pole + Reinf. TP27.564x26.622x0.488 17 -14.968 3132.960 86.8% Pass L18 42 - 41.78 Pole + Reinf. TP28.36x27.564x0.488 18 -15.020 3137.760 86.9% Pass L19 41.78 - 36.78 Pole TP28.051x27.106x0.313 19 -16.399 2044.810 90.4% Pass L20 36.78 - 31.78 Pole TP28.995x28.051x0.313 20 -17.232 2091.500 92.6% Pass L21 31.78 - 26.78 Pole TP29.94x28.995x0.313 21 -18.088 2136.680 94,6% Pass L22 26.78 - 21.78 Pole TP30.885x29.94x0.313 22 -18.966 2180.350 96.5% Pass L23 21.78 - 16.78 Pole TP31.829x30.885x0.313 23 -19.866 2222.500 98.2% Pass L24 16.78 - 11.78 Pole TP32.774x31.829x0.313 24 -20.787 2263.150 99.7% Pass L25 11.78 - 6.78 Pole TP33.719x32.774x0.313 25 -21.728 2302.280 101.2% Pass2 L26 6.78 - 1.78 Pole TP34.664x33.719x0.313 26 -22.689 2339.890 102.6% Pass2 L27 1.78 - 0 Pole TP35x34.664x0.313 27 -23.024 2352.920 103.1% Pass2 Summary Pole (L27) 103.1% Pass2 Rating = 103.1% Pass2 Table 6 - Tower Component Stresses vs. Capacity - LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods Base 94.1 Pass 1 Base Plate Base 64.5 Pass 1 Base Foundation (Structural) Base 48.2 Pass 1 Base Foundation (Soil Interaction) Base 31.5 Pass Structure Rating (max from all components) = 103.1 % Notes: 1) See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. tnxTower Report- version 8.0.2.1 115 Ft Monopole Tower Structural Analysis Report Project Number 102629.003.01, Order 421585, Revision 6 4.1) Recommendations August 10, 2018 CCI BU No. 856360 Page 6 The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.2.1 APPENDIX A TNXTOWER OUTPUT O N VI 8 V) OA m rn 8 N 5.000 0.290 70 5.000 8 01 01 0.250 0.250 0.219 N 61 a 8_ 8 rn m O tri 0.313 0.313 0.487 8 N N 115.0 ft V uj i O 110.0 6 8 N v, n r � . N CO Z•3 O N Nr e6 of o 8 °i m m 3 4 O et I N '8 8 N o 8 k m N 8 8 G rn a 9 M n' I C1- M m a' 8 3 of 105.0 ft 100.0 ft C11 95.0 ft N of N G 8 d 0 10, ci m O I 90.01 85.0 ft 80.0 ft 76.2 ft o 74.4 ft 69.45 64.4 ft 62.3 ft 57.0 ft 52.0 ft 47.0 ft 42.0 ft 37.8 ft 31.8 ft 26.86 21.8 ft 16.8 ft 11.8 ft 6.8 ft 1.8 ft • DESIGNED APPURTENANCE LOADING TYPE SBNHH-1D65C (E) 1SBNHH-1065C (E) rSBNHH-1D65C (E) 1 ELEVATION 1 TYPE 1114 AHFIB (P) 1114 FRBI (P) 1114 'FRB! (P) ELEVATION 1 114 114 114 742 264 (E) ;114 FRBI (P) 114 742 264 (E) 742 264 (E) RRH4X25-WCS (E) 1RRH4X25-WCS (E) RRH4X25-WCS (E) :B25 RRH4X30-4R (E) :B25 RRH4X30-4R (E) 625 RRH4X30-4R (E) '(2) LGP21401 (E) (2) LGP21401 (E) 'KFTDR00110030 (E) KFTDR00110030 (E) 13C6 -48-60-18-8F (E -Hz Offset Per Photos) DC6-48-60-18-8F (8 -Hz Offset Per Photos) NNH4-65C-R6 (P) _ NNH4-65C-R6 (P) NNH4-65C-R6 (P) RRH2X60-850 (P) RRH2X60-850 (P) I... RRH2X60-850 (P) AHFIB (P) AHFIB (P) 114 ;(2) TT08-19DB111-001 (P) 114 DC6-48-60-18-8F (P) ' 114 5' x 7' Pipe Mount (E -For RayCap '7111144 14 Per Photos) 174 Platform Mount [LP 301-1] (E-4MP Per Sector) J(2) HEX456CW0000X (R) _ (2) HEX456CW0000X (R) (2) HEX456CW0000X (R) ',RADIO 4449 (R) RADIO 4449 (R) RADIO 4449 (R) 714 714 714 114 114 1-114 114 114 1114 114 114 114 114 114 114 114 114 1;(4) RRUS 32 866 (R) RRUS 32 666 (R) I RRUS 32 666 (R) (2) DB-C1-12C-24AB-OZ (R) Platform Mount [LP 1301-1] (R-4MP Per Sector) 'Side Arm Mount [SO 701-11 (E -Empty 1 Mount) ri (2) MPT-HC-HQAM (R) Pipe Mount [PM 601-1] (R) 114 114 114 114 8888818888188 Rfs Cetwave SC2-190BB (R) 90 88 88 88 MATERIAL STRENGTH r GRADE Fy A572-65 65 ksi Fu I GRADE 1 Fy Fu 80 ksi TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class 11. 6. Topographic Category 1 with Crest Height of 0.000 ft 7. TOWER RATING: 103.1% ALL REACTIONS ARE FACTORED AXIAL 23 K MOMENT 1700 kip -ft TORQUE 2 kip -ft REACTIONS - 85 mph WIND �� s+r GRP B+T Group 1717 S. Boulder, Suite Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 300 bob' 102629.003.01- SOUTHCENTER, WA (BU# 856361 Pmect. client: Crown Castle Drawn ur: Yathish App'd: Code' TIA-222-G Date:08/10/18 scale' NTS Path: �em�FV� Dwg No. E-1 0 115.000 TIA-222-G - 85 mph Exposure C Vx Vz Global Mast Shear (K) 5 10 15 110.000 105.000 100.000 95.000 90.0001 85.!100 80.000 76.200 74.420 r 69.420 1 I 7 -i • ▪ -+-- r -• -1 I I I T 1 -4 4- 64.420 64.420 y E 62.250 C 0 57.000 CO W • 52.000 47.0001 42.000 37.780 -r 31.780 26.780 21.780 y 16.780 11.780 6.780 1.780 -- r 0.000 I• -a- I I I r ▪ T -r- { 20 0 5 10 15 20 0 Maximum Values Mx Mz Global Mast Moment (kip -ft) 500 1000 1500 T 4- r 1 J _I_ 1- 2000 ;115.000 .1110.000 L 105.000 r -t L J 1 L L J -I }100.000 ;95.000 41 5.000 I .180.000 t I I 176.200 '74420 I I 11 69.420 k4.420 62.250 I � 157.000 __ 5!2000 - 47.000 _ 42.000 07.780 i 01.780 6.780 500 6.780 11.780 6.780 1.780 :0.000 2000 �� B -OT GRP B+T Group 1717 S. Boulder, Suite Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 300 Job' 102629.003.01- SOUTHCENTER, WA (BU# 856361 Project: client Crown Castle Drawn by: Yathish Aped' Code: TIA-222-G Date: 08/10/18 Scale: NTS Path. Dwa No. E-4 Deflection (in) 0 115.000, 110.000 105.000 100.000 95.000 90.000 85.00 80.000 76.200; 74.420 69.420' 64.420_ $ 62.2501 7-1 c 57.000, ev d 52.0001_ 47.000 i TIA-222-G - Service - 60 mph Maximum Values Tilt (deg) 50 0 5 50 7 1 I I I I I I 1 -Y--I I I I I I I 1 1 I I I Twist (deg) 0.05 0.1 115.000 110.000 105.000 100.000 95.000 90.000 85.000 80.000 76.200 74.420 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 9.420 54.420 2.250 7.000 52.000 7.000 2.000 7.780 1.780 6.780 21.789 6.780 1.780 .780 .780 .000 5 0 0.05 01 £ FI B.T GRP B+T Group 1717 S. Boulder, Suite Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 300 '°b' 1c:629.003.01- SOUTHCENTER, WA (BU# 856361 Pr°ie02 client' Crown Castle Drawn by:Yathish App'd: Code: TIA-222-G Date:08/10/18 Scale: NTS Path: Dwg No. E-5 115.0001 110.000 L 105.0001 100.000 r 95.000 90.000„ 85.000 80.000' 76.200 74.4201_ 69.420 64.420 62.250 i 10 • 57.000=▪ ' CO 2i W 52.000 47.000 , 42.000 37.780 r 31.780 26.780 21.780 16.780 11.780, 6.780 { 1.780 0.0001 Round Face A LDF4-50A(1/2) (E) Feed Line Distribution Chart 0'-115' Flat App In Face App Out Face Truss Leg Face B Face C 114.000 (2) FB198BJ002-30000(3/8) (E -Inside Donduit) 8 0 m N i U 0 5 U 8 O 6 0: 0 U U 96.000 114.000_. 96.000 115.000 110.000 I i 88.000 88.000 r 64.250 39.250 64250 ;195.000 ;100.000 95.000 90.000 85.000 80.000 176.200 '74.420 w 0 U X- U 39.250 r i 2 Let 3 U CCI 6' x 1+ Plata (E) 169.420 _.64.420 62.250 57.000 52.000 47.000 _ _ 42.000 37.780 31.780 26.780 21.780 16.780 11.780 6.780 11.780 10.000 �� 13 .T GRP B+T Group 1717 S. Boulder, Suite Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 300 1oI, 102629.003.01 - SOUTHCENTER, WA (BU# 856361 Project Client: Crown Castle Drawn nY:Yathish Appd: Doda. TIA-222-G Date:08/10/18 Scale: NTS Path E . m -M �� «am %Gvg No. E-7 Tower titx102629.003.01 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job - SOUTHCENTER, WA (BU# 856360) Page 1 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. TOWER RATING: 103.1%. A non-linear (P -delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios 1 Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned 4 Assume Rigid Index Plate I Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension 4 Bypass Mast Stability Checks 4 Use Azimuth Dish Coefficients 4 Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation ) Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Nies Q „r a Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry Section Elevation Section Length fi fi Splice Length fi Number Top Bottom Wall of Diameter Diameter Thickness Sides in in in Bend Radius in Pole Grade LI 115.000-110.00 5.000 0 L2 110.000-105.00 5.000 0 L3 105.000-100.00 5.000 0 0.000 12 14.500 0.000 12 15.406 0.000 12 16.312 15.406 0.219 0.875 A572-65 (65 ksi) 16.312 0.219 0.875 A572-65 (65 ksi) 17.218 0.219 0.875 A572-65 (65 ksi) tinxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 2 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius fi fi ft Sides in in in in L4 100.000-95.000 5.000 0.000 12 17.218 18.124 0.219 0.875 A572-65 (65 ksi) L5 95.000-90.000 5.000 0.000 12 18.124 19.030 0.219 0.875 A572-65 (65 ksi) L6 90.000-85.000 5.000 0.000 12 19.030 19.936 0.219 0.875 A572-65 (65 ksi) L7 85.000-80.000 5.000 0.000 12 19.936 20.841 0.219 0.875 A572-65 (65 ksi) L8 80.000-76.200 3.800 3.220 12 20.841 21.530 0.219 0.875 A572-65 (65 ksi) L9 76.200-74.420 5.000 0.000 12 20.509 21.452 0.250 1.000 A572-65 (65 ksi) L10 74.420-69.420 5.000 0.000 12 21.452 22.395 0.250 1.000 A572-65 (65 ksi) L 1 1 69.420-64.420 5.000 0.000 12 22.395 23.337 0.250 1.000 A572-65 (65 ksi) L12 64.420-62.250 2.170 0.000 12 23.337 23.746 0.250 1.000 A572-65 (65 ksi) L 13 62.250-62.000 0.250 0.000 12 23.746 23.793 0.531 2.125 A572-65 (65 ksi) L14 62.000-57.000 5.000 0.000 12 23.793 24.736 0.512 2.050 A572-65 (65 ksi) L15 57.000-52.000 5.000 0.000 12 24.736 25.679 0.506 2.025 A572-65 (65 ksi) L16 52.000-47.000 5.000 0.000 12 25.679 26.622 0.494 1.975 A572-65 (65 ksi) L17 47.000-42.000 5.000 0.000 12 26.622 27.564 0.487 1.950 A572-65 (65 ksi) L18 42.000-37.780 4.220 4.000 12 27.564 28.360 0.487 1.950 A572-65 (65 ksi) L19 37.780-36.780 5.000 0.000 12 27.106 28.051 0.313 1.250 A572-65 (65 ksi) L20 36.780-31.780 5.000 0.000 12 28.051 28.995 0.313 1.250 A572-65 (65 ksi) L21 31.780-26.780 5.000 0.000 12 28.995 29.940 0.313 1.250 A572-65 (65 ksi) L22 26.780-21.780 5.000 0.000 12 29.940 30.885 0.313 1.250 A572-65 (65 ksi) L23 21.780-16.780 5.000 0.000 12 30.885 31.829 0.313 1.250 A572-65 (65 ksi) L24 16.780-11.780 5.000 0.000 12 31.829 32.774 0.313 1.250 A572-65 (65 ksi) L25 11.780-6.780 5.000 0.000 12 32.774 33.719 0.313 1.250 A572-65 (65 ksi) L26 6.780-1.780 5.000 0.000 12 33.719 34.664 0.313 1.250 A572-65 (65 ksi) L27 1.780-0.000 1.780 12 34.664 35.000 0.313 1.250 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area in int 1 r in c in 1/C .1 It/Q in3 in° in' w in w/t L1 14.934 10.059 261.872 5.113 7.511 34.865 530.623 4.951 3.300 15.085 15.872 10.697 314.935 5.437 7.980 39.464 638.144 5.265 3.543 16.194 L2 15.872 10.697 314.935 5.437 7.980 39.464 638.144 5.265 3.543 16.194 tnxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 3 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Tip Dia. Area 1r C I/C J It/Q w in int in4 in in in3 in4 in2 in w/t 16.810 11.336 374.722 5.761 8.450 44.348 759.289 5.579 3.785 17.304 L3 16.810 11.336 374.722 5.761 8.450 44.348 759.289 5.579 3.785 17.304 17.748 11.974 441.634 6.086 8.919 49.517 894.870 5.893 4.028 18.414 L4 17.748 11.974 441.634 6.086 8.919 49.517 894.870 5.893 4.028 18.414 18.686 12.612 516.072 6.410 9.388 54.971 1045.701 6.207 4.271 19.524 L5 18.686 12.612 516.072 6.410 9.388 54.971 1045.701 6.207 4.271 19.524 19.624 13.250 598.436 6.734 9.857 60.710 1212.594 6.521 4.514 20.634 L6 19.624 13.250 598.436 6.734 9.857 60.710 1212.594 6.521 4.514 20.634 20.562 13.888 689.129 7.059 10.327 66.733 1396.361 6.835 4.756 21.744 L7 20.562 13.888 689.129 7.059 10.327 66.733 1396.361 6.835 4.756 21.744 21.500 14.526 788.550 7.383 10.796 73.042 1597.816 7.149 4.999 22.854 L8 21.500 14.526 788.550 7.383 10.796 73.042 1597.816 7.149 4.999 22.854 22.212 15.011 870.195 7.629 11.153 78.027 1763.251 7.388 5.184 23.697 L9 21.773 16.309 854.361 7.253 10.624 80.420 1731.166 8.027 4.826 19.306 22.120 17.067 979.264 7.590 11.112 88.126 1984.254 8.400 5.079 20.316 L10 22.120 17.067 979.264 7.590 11.112 88.126 1984.254 8.400 5.079 20.316 23.096 17.826 1115.784 7.928 11.600 96.185 2260.880 8.774 5.332 21.327 L 11 23.096 17.826 1115.784 7.928 11.600 96.185 2260.880 8.774 5.332 21.327 24.072 18.585 1264.436 8.265 12.089 104.597 2562.091 9.147 5.584 22.338 L12 24.072 18.585 1264.436 8.265 12.089 104.597 2562.091 9.147 5.584 22.338 24.496 18.915 1332.857 8.412 12.301 108.357 2700.730 9.309 5.694 22.776 L13 24.397 39.712 2731.826 8.311 12.301 222.089 5535.420 19.545 4.940 9.299 24.445 39.793 2748.500 8.328 12.325 223.001 5569.206 19.585 4.953 9.323 L14 24.452 38.419. 2657.911 8.335 12.325 215.651 5385.647 18.909 5.003 9.762 25.428 39.975 2994.040 8.672 12.813 233.666 6066.738 19.675 5.256 10.255 L15 25.430 39.498 2959.818 8.674 12.813 230.995 5997.393 19.440 5.273 10.415 26.406 41.035 3318.905 9.012 13.302 249.510 6725.002 20.196 5.525 10.914 L16 26.411 40.041 3241.782 9.016 13.302 243.712 6568.728 19.707 5.559 11.258 27.387 41.540 3619.610 9.354 13.790 262.481 7334.311 20.445 5.811 11.77 L17 27.389 41.024 3576.357 9.356 13.790 259.344 7246.669 20.191 5.828 11.955 28.365 42.504 3977.506 9.694 14.278 278.569 8059.506. 20.919 6.081 12.473 L18 28.365 42.504 3977.506 9.694 14.278 278.569 8059.506 20.919 6.081 12.473 29.188 43.753 4338.546 9.978 14.690 295.330 8791.071 21.534 6.294 12.911 L19 28.734 26.961 2470.426 9.592 14.041 175.946 5005.753 13.269 6.427 20.566 28.930 27.911 2741.070 9.930 14.530 188.647 5554.151 13.737 6.680 21.376 L20 28.930 27.911 2741.070 9.930 14.530 188.647 5554.151 13.737 6.680 21.376 29.908 28.862 3030.792 10.268 15.020 201.790 6141.205 14.205 6.933 22.186 L21 29.908 28.862 3030.792 10.268 15.020 201.790 6141.205 14.205 6.933 22.186 30.886 29.813 3340.241 10.607 15.509 215.375 6768.234 14.673 7.186 22.997 L22 30.886 29.813 3340.241 10.607 15.509 215.375 6768.234 14.673 7.186 22.997 31.864 30.763 3670.069 10.945 15.998 229.404 7436.554 15.141 7.440 23.807 L23 31.864 30.763 3670.069 10.945 15.998 229.404 7436.554 15.141 7.440 23.807 32.842 31.714 4020.923 11.283 16.488 243.875 8147.480 15.609 7.693 24.617 L24 32.842 31.714 4020.923 11.283 16.488 243.875 8147.480 15.609 7.693 24.617 33.820 32.665 4393.455 11.621 16.977 258.788 8902.331 16.077 7.946 25.427 L25 33.820 32.665 4393.455 11.621 16.977 258.788 8902.331 16.077 7.946 25.427 34.798 33.615 4788.314 11.960 17.466 274.144 9702.423 16.544 8.199 26.237 L26 34.798 33.615 4788.314 11.960 17.466 274.144 9702.423 16.544 8.199 26.237 35.776 34.566 5206.150 12.298 17.956 289.943 10549.071 17.012 8.452 27.048 L27 35.776 34.566 5206.150 12.298 17.956 289.943 10549.071 17.012 8.452 27.048 36.124 34.904 5360.568 12.418 18.130 295.674 10861.965 17.179 8.543 27.336 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft f? in in in in L1 115.000-110.0 00 L2 haTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 4 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mull. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants fi ft' in in in in 110.000-105.0 00 L3 105.000-100.0 00 L4 100.000-95.00 0 1 1 1 1 1 L5 1 1 1 95.000-90.000 L6 1 1 1 90.000-85.000 L7 1 1 1 85.000-80.000 L8 1 1 1 80.000-76.200 L9 1 1 1 76.200-74.420 L10 1 1 1 74.420-69.420 L11 1 1 1 69.420-64.420 L12 1 1 1 64.420-62.250 L13 1 1 0.929267 62.250-62.000 L14 1 1 0.944016 62.000-57.000 L15 1 I 0.938137 57.000-52.000 L16 1 1 0.94499 52.000-47.000 L17 1 1 0.941416 47.000-42.000 L18 1 1 0.940761 42.000-37.780 L19 1 1 1 37.780-36.780 L20 1 1 1 36.780-31.780 L21 1 1 1 31.780-26.780 L22 1 1 1 26.780-21.780 L23 1 I 1 21.780-16.780 L24 1 1 1 16.780-11.780 L25 1 1 1 11.780-6.780 L26 1 1 1 6.780-1.780 L27 1 1 1 1.780-0.000 tnxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 5 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Type fi Total Number Start/End Width or Perimeter Weight Number Per Row Position Diameter in in klf rt_k_k_rt MLC HYBRID 6X12 6AWGX6(1-1/2) (R) rt_k_rt_k CC-05-050-FM(1/4) (R) • ! k k Safety Line 3/8 (E) rt_rt_rt_k CCI 6" x 1" Plate (E) CCI 6" x 1" Plate (E) CCI 6" x 1" Plate (E) rt_rt_k t C Surface Ar (CaAa) 96.000 - 0.000 2 2 -0.450 1.530 -0.350 C Surface Ar 88.000 - 0.000 4 2 -0.470 0.240 (CaAa) -0.450 A Surface Ar 115.000 - 0.000 1 1 0.120 0.375 (CaAa) 0.120 A Surface Af 64.250 - 39.250 1 (CaAa) B Surface Af 64.250 - 39.250 1 (CaAa) C Surface Af 64.250 - 39.250 1 (CaAa) 1 0.000 0.000 1 0.000 0.000 1 0.000 0.000 0.001 0.000 0.000 6.000 14.000 0.000 6.000 14.000 0.000 6.000 14.000 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement or Shield Type Leg fi Total Number CAAA ft2/ft Weight klf LDF 1-50A(1 /4) (E) LDF4-50A( 1 /2) (E) AVA5-50(7/8) (E) 2" Rigid Conduit (E-Conduit/CAD) FB-L98B-002-30000(3/8 (E -Inside Conduit) WR-VG86ST-BRD(3/4) (E -Inside Conduit) 2" Rigid Conduit (P-Conduit/CAD) PRO -769 -M -OR -4(3/8) (P -Inside Conduit) WR-VG86T(3/4) (P -Inside Conduit) kkkk A No Inside Pole 114.000 - 0.000 A No Inside Pole 114.000 - 0.000 A No Inside Pole 114.000 - 0.000 A No Inside Pole 114.000 - 0.000 A No Inside Pole 114.000 - 0.000 A No Inside Pole A No Inside Pole A No Inside Pole A No Inside Pole 114.000 - 0.000 114.000 - 0.000 114.000 - 0.000 114.000 - 0.000 1 No Ice 0.000 1 No Ice 0.000 18 No Ice 0.000 2 No Ice 0.000 2 No Ice 0.000 4 No Ice 0.000 1 No Ice 0.000 1 No Ice 0.000 2 No Ice 0.000 0.000 0.000 0.000 0.003 0.000 0.001 0.003 0.000 0.001 Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face Ll 115.000-110.000 AN fi2 A 0.000 B 0.000 AF fi2 0.000 0.000 CAA.4 In Face ft' 0.188 0.000 CAAA Out Face n' Weight 0.000 0.000 K 0.071 0.000 tnxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 6 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft n7 c 0.000 L2 110.000-105.000 A 0.000 B 0.000 C 0.000 L3 105.000-100.000 A 0.000 B 0.000 C 0.000 L4 100.000-95.000 A 0.000 B 0.000 C 0.000 L5 95.000-90.000 A 0.000 B 0.000 C 0.000 L6 90.000-85.000 A 0.000 B 0.000 C 0.000 L7 85.000-80.000 A 0.000 B 0.000 C 0.000 L8 80.000-76.200 A 0.000 B 0.000 C 0.000 L9 76.200-74.420 A 0.000 B 0.000 C 0.000 L10 74.420-69.420 A 0.000 B 0.000 C 0.000 L 11 69.420-64.420 A 0.000 B 0.000 C 0.000 L12 64.420-62.250 A 0.000 B 0.000 C 0.000 L13 62.250-62.000 A 0.000 B 0.000 C 0.000 L14 62.000-57.000 A 0.000 B 0.000 C 0.000 L15 57.000-52.000 A 0.000 B 0.000 C 0.000 L16 52.000-47.000 A 0.000 B 0.000 C 0.000 L17 47.000-42.000 A 0.000 B 0.000 C 0.000 L18 42.000-37.780 A 0.000 B 0.000 C 0.000 L19 37.780-36.780 A 0.000 B 0.000 C 0.000 L20 36.780-31.780 A 0.000 B 0.000 C 0.000 L21 31.780-26.780 A 0.000 B 0.000 C 0.000 ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ft' fl2 0.000 0.000 0.188 0.000 0.000 0.000 0.000 0.000 0.188 0.000 0.000 0.000 0.000 0.000 0.188 0.000 0.000 0.000 0.306 0.000 0.188 0.000 0.000 0.000 1.530 0.000 0.188 0.000 0.000 0.000 1.674 0.000 0.188 0.000 0.000 0.000 1.770 0.000 0.142 0.000 0.000 0.000 1.345 0.000 0.067 0.000 0.000 0.000 0.630 0.000 0.188 0.000 0.000 0.000 1.770 0.000 0.188 0.000 0.000 0.000 1.770 0.000 2.081 0.000 2.000 0.000 2.768 0.000 0.259 0.000 0.250 0.000 0.339 0.000 5.188 0.000 5.000 0.000 6.770 0.000 5.188 0.000 5.000 0.000 6.770 0.000 5.188 0.000 5.000 0.000 6.770 0.000 5.188 0.000 5.000 0.000 6.770 0.000 2.908 0.000 2.750 0.000 4.244 0.000 0.037 0.000 0.000 0.000 0.354 0.000 0.188 0.000 0.000 0.000 1.770 0.000 0.188 0.000 0.000 0.000 1.770 0.000 K 0.000 0.089 0.000 0.000 0.089 0.000 0.000 0.089 0.000 0.001 0.089 0.000 0.006 0.089 0.000 0.007 0.089 0.000 0.008 0.068 0.000 0.006 0.032 0.000 0.003 0.089 0.000 0.008 0.089 0.000 0.008 0.039 0.000 0.004 0.004 0.000 0.000 0.089 0.000 0.008 0.089 0.000 0.008 0.089 0.000 0.008 0.089 0.000 0.008 0.075 0.000 0.007 0.018 0.000 0.002 0.089 0.000 0.008 0.089 0.000 0.008 inxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 7 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft f z f' fie Jt' K L22 26.780-21.780 A 0.000 0.000 0.188 0.000 0.089 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 1.770 0.000 0.008 L23 21.780-16.780 A 0.000 0.000 0.188 0.000 0.089 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 1.770 0.000 0.008 L24 16.780-11.780 A 0.000 0.000 0.188 0.000 0.089 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 1.770 0.000 0.008 L25 11.780-6.780 A 0.000 0.000 0.188 0.000 0.089 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 1.770 0.000 0.008 L26 6.780-1.780 A 0.000 0.000 0.188 0.000 0.089 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 1.770 0.000 0.008 L27 1.780-0.000 A 0.000 0.000 0.067 0.000 0.032 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.630 0.000 0.003 Feed Line Center of Pressure Section Elevation f CP,x in CPz in CPx Ice in CPz Ice in L1 115.000-110.000 -0.155 -0.152 -0.130 -0.127 L2 110.000-105.000 -0.155 -0.152 -0.130 -0.127 L3 105.000-100.000 -0.155 -0.152 -0.130 -0.127 L4 100.000-95.000 0.126 0.101 0.106 0.085 L5 95.000-90.000 1.048 0.933 0.900 0.801 L6 90.000-85.000 1.157 1.007 0.994 0.865 L7 85.000-80.000 1.229 1.056 1.056 0.908 L8 80.000-76.200 1.234 1.060 1.060 0.910 L9 76.200-74.420 1.235 1.061 1.060 0.911 L10 74.420-69.420 1.239 1.064 1.063 0.913 L 11 69.420-64.420 1.244 1.069 1.066 0.916 L12 64.420-62.250 0.582 0.500 0.540 0.464 L13 62.250-62.000 0.560 0.481 0.521 0.448 L14 62.000-57.000 0.567 0.487 0.527 0.453 L15 57.000-52.000 0.579 0.497 0.537 0.461 L16 52.000-47.000 0.591 0.507 0.547 0.470 L17 47.000-42.000 0.602 0.517 0.557 0.478 L18 42.000-37.780 0.747 0.642 0.678 0.583 L19 37.780-36.780 1.268 1.089 1.082 0.929 L20 36.780-31.780 1.270 1.091 1.083 0.931 L21 31.780-26.780 1.274 1.094 1.086 0.932 L22 26.780-21.780 1.277 1.097 1.088 0.934 L23 21.780-16.780 1.280 1.099 1.090 0.936 L24 16.780-11.780 1.283 1.102 1.091 0.937 L25 11.780-6.780 1.285 1.104 1.093 0.939 L26 6.780-1.780 1.288 1.106 1.095 0.940 L27 1.780-0.000 1.290 1.107 1.096 0.941 Note: For pole sections, center of pressure calculations do not consider feed line shielding. M Tower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 8 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K Ice L 1 15 Safety Line 3/8 110.00 - 1.0000 1.0000 115.00 L2 15 Safety Line 3/8 105.00 - 1.0000 1.0000 110.00 L3 15 Safety Line 3/8 100.00 - 1.0000 1.0000 105.00 L4 11 MLC HYBRID 6X12 95.00 - 96.00 1.0000 1.0000 6AWGX6(1-1/2) L4 15 Safety Line 3/8 95.00 - 100.00 1.0000 1.0000 L5 11 MLC HYBRID 6X12 90.00 - 95.00 1.0000 1.0000 6A WGX6(1-1 /2) L5 15 Safety Line 3/8 90.00 - 95.00 1.0000 1.0000 L6 11 MLC HYBRID 6X12 85.00 - 90.00 1.0000 1.0000 6A WGX6(1-1 /2) L6 13 CC-05-050-FM(1/4) 85.00 - 88.00 1.0000 1.0000 L6 15 Safety Line 3/8 85.00 - 90.00 1.0000 1.0000 L7 11 MLC HYBRID 6X12 80.00 - 85.00 1.0000 1.0000 6AWGX6(1-1/2) L7 13 CC-05-050-FM(1/4) 80.00 - 85.00 1.0000 1.0000 L7 15 Safety Line 3/8 80.00 - 85.00 1.0000 1.0000 L8 11 MLC HYBRID 6X12 76.20 - 80.00 1.0000 1.0000 6A WGX6(1-1 /2) L8 13 CC-05-050-FM(1/4) 76.20 - 80.00 1.0000 1.0000 L8 15 Safety Line 3/8 76.20 - 80.00 1.0000 1.0000 L10 11 MLC HYBRID 6X12 69.42 - 74.42 1.0000 1.0000 6AWGX6(1-1/2) L 10 13 CC-05-050-FM(1/4) 69.42 - 74.42 1.0000 1.0000 L10 15 Safety Line 3/8 69.42 - 74.42 1.0000 1.0000 Ll 1 11 MLC HYBRID 6X12 64.42 - 69.42 1.0000 1.0000 6AWGX6(1-1/2) L 1 1 13 CC-05-050-FM(1/4) 64.42 - 69.42 1.0000 1.0000 LI 1 15 Safety Line 3/8 64.42 - 69.42 1.0000 1.0000 L12 11 MLC HYBRID 6X12 62.25 - 64.42 1.0000 1.0000 6AWGX6(1-1/2) L12 13 CC-05-050-FM(1/4) 62.25 - 64.42 1.0000 1.0000 L12 15 Safety Line 3/8 62.25 - 64.42 1.0000 1.0000 L12 17 CCI 6" x 1" Plate 62.25 - 64.25 1.0000 1.0000 L12 18 CCI 6" x 1" Plate 62.25 - 64.25 1.0000 1.0000 L12 19 CCI 6" x 1" Plate 62.25 - 64.25 1.0000 1.0000 L13 11 MLC HYBRID 6X12 62.00 - 62.25 1.0000 1.0000 6AWGX6(1-1/2) L13 13 CC-05-050-FM(1/4) 62.00 - 62.25 1.0000 1.0000 L13 15 Safety Line 3/8 62.00 - 62.25 1.0000 1.0000 L13 17 CCI 6" x 1" Plate 62.00 - 62.25 1.0000 1.0000 L13 18 CCI 6" x 1" Plate 62.00 - 62.25 1.0000 1.0000 L13 19 CCI 6" x 1" Plate 62.00 - 62.25 1.0000 1.0000 L14 11 MLC HYBRID 6X12 57.00 - 62.00 1.0000 1.0000 6AWGX6(1-1/2) L14 13 CC-05-050-FM(1/4) 57.00 - 62.00 1.0000 1.0000 L14 15 Safety Line 3/8 57.00 - 62.00 1.0000 1.0000 L14 17 CCI 6" x 1" Plate 57.00 - 62.00 1.0000 1.0000 L14 18 CCI 6" x 1" Plate 57.00 - 62.00 1.0000 1.0000 L14 19 CCI 6" x 1" Plate 57.00 - 62.00 1.0000 1.0000 L15 11 MLC HYBRID 6X12 52.00- 57.00 1.0000 1.0000 6A WGX6(1-1 /2) L15 13 CC-05-050-FM(1/4) 52.00 - 57.00 1.0000 1.0000 inxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 9 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Tower Section Feed Line Record No. Description Feed Line Segment Elev. K, No Ice K, Ice L15 15 Safety Line 3/8 52.00 - 57.00 1.0000 1.0000 L15 17 CCI 6" x 1" Plate 52.00 - 57.00 1.0000 1.0000 L15 18 CCI 6" x 1" Plate 52.00 - 57.00 1.0000 1.0000 L15 19 CCI 6" x 1" Plate 52.00 - 57.00 1.0000 1.0000 L16 11 MLC HYBRID 6X12 47.00 - 52.00 1.0000 1.0000 6AWGX6(1-1/2) L16 13 CC-05-050-FM(1/4) 47.00 - 52.00 1.0000 1.0000 L16 15 Safety Line 3/8 47.00 - 52.00 1.0000 1.0000 L16 17 CCI 6" x 1" Plate 47.00 - 52.00 1.0000 1.0000 L16 18 CC1 6" x 1" Plate 47.00 - 52.00 1.0000 1.0000 L16 19 CCI 6" x 1" Plate 47.00 - 52.00 1.0000 1.0000 L17 11 MLC HYBRID 6X12 42.00 - 47.00 1.0000 1.0000 6AWGX6(1-1/2) L17 13 CC-05-050-FM(1/4) 42.00 - 47.00 1.0000 1.0000 L17 15 Safety Line 3/8 42.00 - 47.00 1.0000 1.0000 L17 17 CCI 6" x 1" Plate 42.00 - 47.00 1.0000 1.0000 L17 18 CCI 6" x 1" Plate 42.00 - 47.00 1.0000 1.0000 L17 19 CCI 6" x 1" Plate 42.00 - 47.00 1.0000 1.0000 L18 11 MLC HYBRID 6X12 37.78 - 42.00 1.0000 1.0000 6AWGX6(1-1/2) L18 13 CC-05-050-FM(1/4) 37.78 - 42.00 1.0000 1.0000 L18 15 Safety Line 3/8 37.78 - 42.00 1.0000 1.0000 L18 17 CCI 6" x 1" Plate 39.25 - 42.00 1.0000 1.0000 L18 18 CCI 6" x 1" Plate 39.25 - 42.00 1.0000 1.0000 L18 19 CCI 6" x 1" Plate 39.25 - 42.00 1.0000 1.0000 L20 11 MLC HYBRID 6X12 31.78 - 36.78 1.0000 1.0000 6AWGX6(1-1/2) L20 13 CC-05-050-FM(1/4) 31.78 - 36.78 1.0000 1.0000 L20 15 Safety Line 3/8 31.78 - 36.78 1.0000 1.0000 L21 11 MLC HYBRID 6X12 26.78 - 31.78 1.0000 1.0000 6AWGX6(1-1/2) L21 13 CC-05-050-FM(1/4) 26.78 - 31.78 1.0000 1.0000 L21 15 Safety Line 3/8 26.78 - 31.78 1.0000 1.0000 L22 11 MLC HYBRID 6X12 21.78 - 26.78 1.0000 1.0000 6AWGX6(1-1/2) L22 13 CC-05-050-FM(1/4) 21.78 - 26.78 1.0000 1.0000 L22 15 Safety Line 3/8 21.78 - 26.78 1.0000 1.0000 L23 11 MLC HYBRID 6X12 16.78 - 21.78 1.0000 1.0000 6AWGX6(1-1/2) L23 13 CC-05-050-FM(1/4) 16.78 - 21.78 1.0000 1.0000 L23 15 Safety Line 3/8 16.78 - 21.78 1.0000 1.0000 L24 11 MLC HYBRID 6X12 11.78 - 16.78 1.0000 1.0000 6AWGX6(1-1/2) L24 13 CC-05-050-FM(1/4) 11.78 - 16.78 1.0000 1.0000 L24 15 Safety Line 3/8 11.78 - 16.78 1.0000 1.0000 L25 11 MLC HYBRID 6XI2 6.78 - 11.78 1.0000 1.0000 6AWGX6(1-1/2) L25 13 CC-05-050-FM(1/4) 6.78 - 11.78 1.0000 1.0000 L25 15 Safety Line 3/8 6.78 - 11.78 1.0000 1.0000 L26 11 MLC HYBRID 6X12 1.78 - 6.78 1.0000 1.0000 6AWGX6(1-1/2) L26 13 CC-05-050-FM(1/4) 1.78 - 6.78 1.0000 1.0000 L26 15 Safety Line 3/8 1.78 - 6.78 1.0000 1.0000 L27 11 MLC HYBRID 6X12 0.00 - 1.78 1.0000 1.0000 6AWGX6(1-1/2) L27 13 CC-05-050-FM(1/4) 0.00- 1.78 1.0000 1.0000 L27 15 Safety Line 3/8 0.00 - 1.78 1.0000 1.0000 ITower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 10 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Discrete Tower Loads Description Face Offset or Type Leg Offsets: Azimuth Placement Horz Adjustment Lateral Vert fi fi fi 0 CAAA CAAA Weight Front Side f2 r2 K i_4_t f SBNHH-1D65C A From Leg 4.000 0.000 114.000 No Ice 11.389 7.656 0.050 (E) 0.000 2.000 SBNHH-1D65C B From Leg 4.000 0.000 114.000 No Ice 11.389 7.656 0.050 (E) 0.000 2.000 SBNHH-1D65C C From Leg 4.000 0.000 114.000 No Ice 11.389 7.656 0.050 (E) 0.000 2.000 742 264 A From Leg 4.000 0.000 114.000 No Ice 4.863 2.929 0.036 (E) 0.000 4.000 742 264 B From Leg 4.000 0.000 114.000 No Ice 4.863 2.929 0.036 (E) 0.000 4.000 742 264 C From Leg 4.000 0.000 114.000 No Ice 4.863 2.929 0.036 (E) 0.000 4.000 RRH4X25-WCS A From Leg 4.000 0.000 114.000 No Ice 3.835 3.337 0.091 (E) 0.000 2.000 RRH4X25-WCS B From Leg 4.000 0.000 114.000 No Ice 3.835 3.337 0.091 (E) 0.000 2.000 RRH4X25-WCS C From Leg 4.000 0.000 114.000 No Ice 3.835 3.337 0.091 (E) 0.000 2.000 B25 RRH4X30-4R A From Leg 4.000 0.000 114.000 No Ice 2.140 1.306 0.051 (E) 0.000 2.000 B25 RRH4X30-4R B From Leg 4.000 0.000 114.000 No Ice 2.140 1.306 0.051 (E) 0.000 2.000 B25 RRH4X30-4R C From Leg 4.000 0.000 114.000 No Ice 2.140 1.306 0.051 (E) 0.000 2.000 (2) LGP21401 A From Leg 4.000 0.000 114.000 No Ice 1.104 0.207 0.014 (E) 0.000 4.000 (2) LGP21401 C From Leg 4.000 0.000 114.000 No Ice 1.104 0.207 0.014 (E) . 0.000 4.000 KFTDR00110030 A From Leg 4.000 0.000 114.000 No Ice 0.459 0.342 0.020 (E) 0.000 2.000 KFTDR00110030 C From Leg 4.000 0.000 114.000 No Ice 0.459 0.342 0.020 (E) 0.000 2.000 DC6-48-60-18-8F A From Leg 2.000 0.000 114.000 No Ice 1.212 1.212 0.033 (E -Hz Offset Per Photos) 0.000 4.000 tivrTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX. (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 11 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft fi ft fi CAAA CAAA Weight Front Side n' r' K DC6-48-60-18-8F B From Leg 2.000 0.000 . 114.000 No Ice 1.212 1.212 0.033 (E -Hz Offset Per Photos) 0.000 4.000 NNH4-65C-R6 A From Leg 4.000 0.000 114.000 No Ice 17.073 8.200 0.099 (P) 0.000 2.000 NNH4-65C-R6 B From Leg 4.000 0.000 114.000 No Ice 17.073 8.200 0.099 (P) 0.000 2.000 NNH4-65C-R6 C From Leg 4.000 0.000 114.000 No Ice 17.073 8.200 0.099 (P) 0.000 2.000 RRH2X60-850 A From Leg 4.000 0.000 114.000 No Ice 1.730 1.366 0.048 (P) 0.000 2.000 RRH2X60-850 B From Leg 4.000 0.000 114.000 No Ice 1.730 1366 0.048 (P) 0.000 2.000 RRH2X60-850 C From Leg 4.000 0.000 114.000 No Ice 1.730 1.366 0.048 (P) 0.000 2.000 AHFIB A From Leg 4.000 0.000 114.000 No Ice 3.676 2.309 0.088 (P) 0.000 2.000 AHFIB B From Leg 4.000 0.000 114.000 No Ice 3.676 2.309 0.088 (P) 0.000 2.000 AHFIB C From Leg 4.000 0.000 114.000 No Ice 3.676 2.309 0.088 (P) 0.000 2.000 FRBI A From Leg 4.000 0.000 114.000 No Ice 2.492 1.317 0.053 (P) 0.000 2.000 FRBI B From Leg 4.000 0.000 114.000 No Ice 2.492 1.317 0.053 (P) 0.000 2.000 FRBI C From Leg 4.000 0.000 114.000 No Ice 2.492 1.317 0.053 (P) 0.000 2.000 (2) TT08-19DB111-001 B From Leg 4.000 0.000 114.000 No Ice 0.793 0.642 0.022 (P) 0.000 4.000 DC6-48-60-18-8F C From Leg 4.000 0.000 114.000 No Ice 1.212 1.212 0.033 (P) 0.000 4.000 5' x 2" Pipe Mount A From Leg 2.000 0.000 114.000 No Ice 1.000 1.000 0.029 (E -For RayCap Per Photos) 0.000 1.000 Platform Mount [LP 301-1] C None 0.000 114.000 No Ice 30.100 30.100 1.589 (E-4MP Per Sector) t R 4 (2) HEX456CW0000X A From Leg 4.000 0.000 96.000 No Ice 10.311 5.517 0.049 (R) 0.000 0.000 (2) HEX456CW0000X B From Leg 4.000 0.000 96.000 No Ice 10.311 5.517 0.049 (R) 0.000 0.000 tnxTower B+T Group 17175. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 12 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Ven fi fi fi fi CAAA CAAA Weight Front Side fi2 K (2) HEX456CW0000X C From Leg 4.000 0.000 96.000 No Ice 10.311 5.517 0.049 (R) 0.000 0.000 RADIO 4449 A From Leg 4.000 0.000 96.000 No Ice 1.980 1.410 0.070 (R) 0.000 0.000 RADIO 4449 B From Leg 4.000 0.000 96.000 No Ice 1.980 1.410 0.070 (R) 0.000 0.000 RADIO 4449 C From Leg 4.000 0.000 96.000 No Ice 1.980 1.410 0.070 (R) 0.000 0.000 (4) RRUS 32 B66 A From Leg 4.000 0.000 96.000 No Ice 2.743 1.668 0.053 (R) 0.000 0.000 RRUS 32 B66 B From Leg 4.000 0.000 96.000 • No Ice 2.743 1.668 0.053 (R) 0.000 0.000 RRUS 32 B66 C From Leg 4.000 0.000 96.000 No Ice 2.743 1.668 0.053 (R) 0.000 0.000 (2) DB-C1-12C-24AB-OZ A From Leg 4.000 0.000 96.000 No Ice 4.056 3.098 0.032 (R) 0.000 0.000 Platform Mount [LP 1301-1] C None 0.000 96.000 No Ice 51.700 51.700 2.262 (R-4MP Per Sector) sass Side Arm Mount [SO 701-1] A From Leg 1.500 0.000 90.000 No Ice 0.850 1.670 0.065 (E -Empty Mount) 0.000 0.000 s a s s (2) MPT-HC-HQAM B From Leg 1.000 0.000 88.000 No Ice 0.705 0.452 0.013 (R) 0.000 0.000 Pipe Mount [PM 601-1] B From Leg 0.500 0.000 88.000 No Ice 3.000 0.900 0.065 0.000 0.000 (R) Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside or Type Type Horz Adjustment Beam Leg Lateral Width Vert fi fi fi Diameter Aperture Weight Area ft' Rfs Celwave B Paraboloid From 1.000 -20.000 88.000 2.200 No Ice 3.801 0.020 SC2-190BB w/Shroud (HP) Leg 0.000 (R) 0.000 s s s s Tower inx102629.003.01 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job - SOUTHCENTER, WA (BU# 856360) Page 13 of 25 Protect Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+l .6 Wind 120 deg - No Ice 12 1.2 Dead+l .6 Wind 150 deg - No Ice 13 0.9 Dead+I.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. K Axial Major Axis Minor Axis Moment Moment kip -ft kip -ft LI 115 - 110 Pole Max Tension 2 0.000 Max. Compression 1 -3.652 Max. Mx 20 -3.204 Max. My 2 -3.189 Max. Vy 20 -7.078 Max. Vx 2 -7.114 Max. Torque 14 L2 110 - 105 Pole Max Tension 1 0.000 Max. Compression 1 -3.929 Max. Mx 20 -3.512 0.000 0.074 39.339 -0.136 39.339 -0.136 0.000 0.074 75.494 -0.000 0.058 -0.129 39.583 -0.129 39.583 -0.034 0.000 0.065 -0.242 t�Tower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 14 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip -ft Max. My 2 -3.498 -0.279 75.920 Max. Vy 20 -7.388 75.494 -0.242 Max. Vx 2 -7.425 -0.279 75.920 Max. Torque 14 -0.034 L3 105 - 100 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 1 -4.216 0.074 0.072 Max, Mx 20 -3.847 113.213 -0.354 Max. My 2 -3.832 -0.422 113.821 Max. Vy 20 -7.704 113.213 -0.354 Max. Vx 2 -7.741 -0.422 113.821 Max. Torque 14 70.034 L4 100 - 95 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 1 -7.663 0.074 1.140 Max. Mx 20 -7.278 157.256 0.533 Max. My 2 -7.233 -0.566 159.480 Max. Vy 20 -12.760 157.256 0.533 Max. Vx 2 -12.958 -0.566 159.480 Max. Torque 8 1.850 L5 95 - 90 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 1 -7.978 0.070 1.149 Max. Mx 20 -7.711 221.772 0.432 Max. My 2 -7.668 -0.714 224.987 Max. Vy 20 -13.060 221.772 0.432 Max. Vx 2 -13.258 -0.714 224.987 Max. Torque 8 1.850 L6 90 - 85 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 1 -8.482 -0.081 1.221 Max. Mx 8 -8.344 -289.030 2.110 Max. My 2 -8.321 -0.799 292.866 Max. Vy 20 -13.770 288.986 0.588 Max. Vx 2 -13.796 -0.799 292.866 Max. Torque 8 2.018 L7 85 - 80 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -8.853 -358.365 2.007 Max. Mx 20 -8.845 358.504 0.779 Max. My 2 -8.832 -0.609 362.512 Max. Vy 20 -14.058 358.504 0.779 Max. Vx 14 14.084 0.341 -359.619 Max. Torque 8 1.828 L8 80 - 76.2 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -8.921 -366.500 1.994 Max. Mx 20 -8.913 366.660 0.801 Max. My 2 -8.900 -0.587 370.684 Max. Vy 20 -14.087 366.660 0.801 Max. Vx 14 14.113 0.311 -367.792 Max. Torque 8 1.825 L9 76.2 - 74.42 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -9.614 -437.636 1.887 Max. Mx 20 -9.607 437.980 0.991 Max. My' 2 -9.595 -0.396 442.129 Max. Vy 20 -14.446 437.980 0.991 Max. Vx 14 14.472 0.049 -439.252 Max. Torque 8 1.823 L10 74.42 - 69.42 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -10.220 -510.290 1.773 Max. Mx 20 -10.214 510.818 1.174 Max. My 2 -10.203 -0.204 515.091 Max. Vy 20 -14.723 510.818 1.174 Max. Vx 14 14.748 -0.212 -512.230 Max. Torque 8 1.822 L11 69.42 - 64.42 Pole Max Tension 1 0.000 0.000 0.000 Hower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 15 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip -ft kip ft Max. Compression 8 -10.839 -584.356 1.655 Max. Mx 20 -10.833 585.067 1.354 Max. My 2 -10.824 -0.012 589.461 Max. Vy 20 -15.004 585.067 1.354 Max. Vx 14 15.030 -0.474 -586.620 Max. Torque 8 1.818 L12 64.42 - 62.25 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -11.114 -616.938 1.602 Max. Mx 20 -11.108 617.728 1.431 Max. My 2 -11.099 0.072 622.173 Max. Vy 20 -15.127 617.728 1.431 Max. Vx 14 15.152 -0.588 -619.341 Max. Torque 8 1.815 L13 62.25 - 62 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -11.176 -620.709 1.596 Max. Mx 20 -11.171 621.508 1.440 Max. My 2 -11.162 0.081 625.960 Max. Vy 20 -15.134 621.508 1.440 Max. Vx 14 15.161 -0.602 -623.129 Max. Torque 8 1.814 L14 62 - 57 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -12.095 -697.107 1.474 Max. Mx 20 -12.089 698.089 1.618 Max. My 2 -12.082 0.274 702.658 Max. Vy 20 -15.512 698.089 1.618 Max. Vx 14 15.537 -0.863 -699.849 Max. Torque 8 1.814 L15 57 - 52 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -13.040 -775.364 1.351 Max. Mx 20 -13.035 776.528 1.795 Max. My 2 -13.028 0.467 781.214 Max. Vy 20 -15.883 776.528 1.795 Max. Vx 14 15.908 -1.126 -778.429 Max. Torque 8 1.812 L16 52 - 47 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -14.007 -855.464 1.226 Max. Mx 20 -14.002 856.810 1.971 Max. My 2 -13.995 0.660 861.614 Max. Vy 20 -16.250 856.810 1.971 Max. Vx 14 16.276 -1.389 -858.853 Max. Torque 8 1.811 L17 47 - 42 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -14.993 -937.386 1.099 Max. Mx 20 -14.989 938.914 2.146 Max. My 2 -14.983 0.853 943.833 Max. Vy 20 -16.613 938.914 2.146 Max. Vx 14 16.638 -1.653 -941.097 Max. Torque 8 1.809 L18 42 - 37.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -15.045 -941.032 1.093 Max. Mx 20 -15.041 942.568 2.153 Max. My 2 -15.035 0.862 947.493 Max. Vy 20 -16.622 942.568 2.153 Max. Vx 14 16.651 -1.665 -944.758 Max. Torque 8 1.808 L19 37.78 - 36.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -16.423 -1024.998 0.966 Max. Mx 20 -16.419 1026.715 2.328 Max. My 2 -16.413 1.055 1031.756 Max. Vy 20 -17.033 1026.715 2.328 Max. Vx 14 17.058 -1.928 -1029.047 inxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 16 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip -ft kip ft Max. Torque 8 1.807 L20 36.78 - 31.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -17.254 -1110.565 0.835 Max. Mx 20 -17.250 1112.462 2.498 Max. My 2 -17.245 1.248 1117.618 Max. Vy 20 -17.301 1112.462 2.498 Max. Vx 14 17.326 -2.191 -1114.936 Max. Torque 8 1.806 L21 31.78 - 26.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -18.106 -1197.447 0.702 Max. Mx 20 -18.103 1199.524 2.665 Max. My 2 -18.099 1.440 1204.791 Max. Vy 20 -17.559 1199.524 2.665 Max. Vx 14 17.585 -2.453 -1202.139 Max. Torque 8 1.804 L22 26.78 - 21.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -18.981 -1285.590 0.567 Max. Mx 20 -18.978 1287.844 2.829 Max. My 2 -18.975 1.632 1293.221 Max. Vy 20 -17.805 1287.844 2.829 Max. Vx 14 17.830 -2.714 -1290.599 Max. Torque 8 1.802 L23 21.78 - 16.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -19.877 -1374.921 0.430 Max. Mx 20 -19.875 1377.352 2.991 Max. My 2 -19.873 1.822 1382.835 Max. Vy 20 -18.035 1377.352 2.991 Max. Vx 14 18.060 -2.973 -1380.246 Max. Torque 8 1.801 L24 16.78 - 11.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -20.795 -1465.358 0.292 Max. Mx 20 -20.793 1467.963 3.150 Max. My 2 -20.791 2.012 1473.549 Max. Vy 20 -18.247 1467.963 3.150 Max. Vx 14 18.272 -3.231 -1470.995 Max. Torque 8 1.800 L25 11.78 - 6.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -21.732 -1556.859 0.153 Max. Mx 20 -21.731 1559.636 3.306 Max. My 2 -21.730 2.200 1565.323 Max. Vy 20 -18.461 1559.636 3.306 Max. Vx 14 18.485 -3.488 -1562.806 Max. Torque 8 1.799 L26 6.78 - 1.78 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -22.690 -1649.431 0.012 Max. Mx 20 -22.690 1652.379 3.458 Max. My 2 -22.690 2.387 1658.164 Max. Vy 20 -18.676 1652.379 3.458 Max. Vx 14 18.699 -3.742 -1655.684 Max. Torque 8 1.799 L27 1.78 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -23.024 -1682.648 -0.038 Max. Mx 20 -23.024 1685.656 3.513 Max. My 2 -23.024 2.453 1691.475 Max. Vy 20 -18.767 1685.656 3.513 Max. Vx 14 18.791 -3.833 -1689.009 Max. Torque 8 1.798 (nxTowcr B -FT Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 17 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X Horizontal, Z K K Pole Max. Vert 2 23.050 0.039 18.754 Max. H. 20 23.050 18.735 0.033 Max. H, 2 23.050 0.039 18.754 Max. Mr 2 1691.475 0.039 18.754 Max. M, 8 1682.648 -18.698 -0.026 Max. Torsion 8 1.798 -18.698 -0.026 Min. Vert 25 17.288 9.437 16.242 Min. Ha 8 23.050 -18.698 -0.026 Min. H, 14 23.050 -0.049 -18.759 Min. Mx 14 -1689.009 -0.049 -18.759 Min. M, 20 -1685.656 18.735 0.033 Min. Torsion 20 -1.755 18.735 0.033 Tower Mast Reaction Summary Load Combination Vertical Shear,, K K Shea K Overturning Overturning Moment, M, Moment, 84 kip -ft kip -ft Torque kip ft Dead Only 19.208 0.000 -0.000 -1.162 -0.202 -0.000 1.2 Dead+1.6 Wind 0 deg - No 23.050 -0.039 -18.754 -1691.475 2.453 0.256 Ice 0.9 Dead+1.6 Wind 0 deg - No 17.288 -0.039 -18.754 -1662.007 2.491 0.253 Ice 1.2 Dead+1.6 Wind 30 deg - No 23.050 9.448 -16.382 -1473.247 -848.411 -0.651 Ice 0.9 Dead+1.6 Wind 30 deg - No 17.288 9.448 -16.382 -1447.582 -833.790 -0.625 Ice 1.2 Dead+1.6 Wind 60 deg - No 23.050 16.199 -9.329 -842.795 -1458.306 -1.449 Ice 0.9 Dead+1.6 Wind 60 deg - No 17.288 16.199 -9.329 -827.907 -1433.169 -1.402 Ice 1.2 Dead+1.6 Wind 90 deg - No 23.050 18.698 0.026 0.039 -1682.648 -1.798 Ice 0.9 Dead+1.6 Wind 90 deg - No 17.288 18.698 0.026 0.422 -1653.660 -1.743 Ice 1.2 Dead+1.6 Wind 120 deg- 23.050 16.210 9.391 844.057 -1458.353 -1.662 No Ice 0.9 Dead+1.6 Wind 120 deg - 17.288 16.210 9.391 829.915 -1433.234 -1.613 No Ice 1.2 Dead+1.6 Wind 150 deg - 23.050 9.404 16.237 1461.320 -845.733 -1.048 No Ice 0.9 Dead+1.6 Wind 150 deg - 17.288 9.404 16.237 1436.555 -831.157 -1.019 No Ice 1.2 Dead+1.6 Wind 180 deg - 23.050 0.049 18.759 1689.009 -3.832 -0.229 No Ice 0.9 Dead+1.6 Wind 180 deg - 17.288 0.049 18.759 1660.327 -3.728 -0.227 No Ice 1.2 Dead+1.6 Wind 210 deg - 23.050 -9.466 16.371 1469.328 849.542 0.683 No Ice 0.9 Dead+1.6 Wind 210 deg - 17.288 -9.466 16.371 1444.469 835.029 0.658 No Ice 1.2 Dead+1.6 Wind 240 deg - 23.050 -16.232 9.330 840.076 1460.856. 1.423 No Ice 0.9 Dead+l.6 Wind 240 deg - 17.288 -16.232 9.330 825.971 1435.807 1.377 inevTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 18 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Load Combination Vertical K Shear, Shear, Overturning Overturning Moment, M, Moment, M K K kip-fi kip -ft Torque kip ft No Ice 1.2 Dead+1.6 Wind 270 deg - 23.050 -18.735 -0.033 -3.512 1685.656 No Ice 0.9 Dead+1.6 Wind 270 deg - 17.288 -18.735 -0.033 -3.105 1656.746 No Ice 1.2 Dead+1.6 Wind 300 deg - 23.050 -16.249 -9.401 -847.914 1461.472 No Ice 0.9 Dead+1.6 Wind 300 deg - 17.288 -16.249 -9.401 -832.975 1436.425 No Ice 1.2 Dead+1.6 Wind 330 deg - 23.050 -9.437 -16.242 -1464.611 848.277 No Ice 0.9 Dead+1.6 Wind 330 deg - 17.288 -9.437 -16.242 -1439.052 833.781 No Ice Dead+Wind 0 deg - Service 19.208 -0.011 Dead+Wind 30 deg - Service 19.208 2.633 Dead+Wind 60 deg - Service 19.208 4.514 Dead+Wind 90 deg - Service 19.208 5.210 Dead+Wind 120 deg - Service 19.208 4.517 Dead+Wind 150 deg - Service 19.208 2.620 Dead+Wind 180 deg - Service 19.208 0.014 Dead+Wind 210 deg - Service 19.208 -2.638 Dead+Wind 240 deg - Service 19.208 -4.523 Dead+Wind 270 deg - Service 19.208 -5.220 Dead+Wind 300 deg - Service 19.208 -4.527 Dead+Wind 330 deg - Service 19.208 -2.629 -5.226 -4.565 -2.599 0.007 2.617 4.524 5.227 4.562 2.600 -0.009 -2.620 -4.526 -468.570 -408.233 -233.865 -0.792 232.610 403.317 466.290 405.549 231.511 -1.776 -235.286 -405.832 0.541 -234.769 -403.413 -465.446 -403.429 -234.023 -1.200 234.808 403.849 466.009 404.018 234.449 1.755 1.701 1.610 1.561 1.023 0.993 0.069 -0.183 -0.404 -0.502 -0.467 -0.298 -0.069 0.191 0.403 0.497 0.453 0.284 Solution Summary Load Comb. Sum of Applied Forces PX PY PZ K K K PX K Sum of Reactions PY P7 K K % Error 1 0.000 -19.208 0.000 0.000 2 -0.039 -23.050 -18.754 0.039 3 -0.039 -17.288 -18.754 0.039 4 9.448 -23.050 -16.382 -9.448 5 9.448 -17.288 -16.382 -9.448 6 16.199 -23.050 -9.329 -16.199 7 16.199 -17.288 -9.329 -16.199 8 18.698 -23.050 0.026 -18.698 9 18.698 -17.288 0.026 -18.698 10 16.210 -23.050 9.391 -16.210 11 16.210 -17.288 9.391 -16.210 12 9.404 -23.050 16.237 -9.404 13 9.404 -17.288 16.237 -9.404 14 0.049 -23.050 18.759 -0.049 15 0.049 -17.288 18.759 -0.049 16 -9.466 -23.050 16.371 9.466 17 -9.466 -17.288 16.371 9.466 18 -16.232 -23.050 9.330 16.232 19 -16.232 -17.288 9.330 16.232 20 -18.735 -23.050 -0.033 18.735 21 -18.735 -17.288 -0.033 18.735 22 -16.249 -23.050 -9.401 16.249 23 -16.249 -17.288 -9.401 16.249 24 -9.437 -23.050 -16.242 9.437 25 -9.437 -17.288 -16.242 9.437 26 -0.011 -19.208 -5.226 0.011 27 2.633 -19.208 -4.565 -2.633 19.208 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 23.050 17.288 19.208 19.208 0.000 18.754 18.754 16.382 16.382 9.329 9.329 -0.026 -0.026 -9.391 -9.391 -16.237 -16.237 -18.759 -18.759 -16.371 -16.371 -9.330 -9.330 0.033 0.033 9.401 9.401 16.242 16.242 5.226 4.565 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% t Tower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 19 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ Comb. K K K K K K % Error 28 4.514 -19.208 -2.599 -4.514 19.208 2.599 29 5.210 -19.208 0.007 -5.210 19.208 -0.007 30 4.517 -19.208 2.617 -4.517 19.208 -2.617 31 2.620 -19.208 4.524 -2.620 19.208 -4.524 32 0.014 -19.208 5.227 -0.014 19.208 -5.227 33 -2.638 -19.208 4.562 2.638 19.208 -4.562 34 -4.523 -19.208 2.600 4.523 19.208 -2.600 35 -5.220 -19.208 -0.009 5,220 19.208 0.009 36 -4.527 -19.208 -2.620 4.527 19.208 2.620 37 -2.629 -19.208 -4.526 2.629 19.208 4.526 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% Non -Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 Converged? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Number of Cycles 4 5 5 7 7 7 7 6 6 7 7 7 7 5 5 7 7 7 7 6 6 7 7 7 7 5 6 6 5 6 6 5 6 6 5 6 6 Displacement Tolerance 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 Force Tolerance 0.00000976 0.00049432 0.00019273 0.00030602 0.00005917 0.00032212 0.00006338 0.00031504 0.00009333 0.00029664 0.00005729 0.00031917 0.00006267 0.00096583 0.00040139 0.00031629 0.00006177 0.00029733 0.00005748 0.00032930 0.00009752 0.00032503 0.00006396 0.00030320 0.00005860 0.00011314 0.00014961 0.00016503 0.00045070 0.00013797 0.00015980 0.00012070 0.00015761 0.00013892 0.00045523 0.00016767 0.00014596 tower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 20 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Maximum Tower Deflections - Service Wind Section No. Elevation fi Horz. Deflection in Gov. Load Comb. Tilt Twist L1 115- 110 35.537 27 2.821 L2 110 - 105 32.595 27 2.794 L3 105 - 100 29.703 27 2.728 L4 100 - 95 26.894 27 2.636 L5 95 - 90 24.191 27 2.525 L6 90 - 85 21.618 27 2.388 L7 85 - 80 19.200 27 2.228 L8 80 - 76.2 16.958 27 2.052 L9 79.42 - 74.42 16.710 27 2.031 L10 74.42 - 69.42 14.636 27 1.910 L11 69.42 - 64.42 12.731 27 1.729 L12 64.42 - 62:25 11.016 27 1.546 L 13 62.25 - 62 10.332 27 1.466 L14 62 - 57 10.255 27 1.462 L15 57 - 52 8.773 27 1.369 L16 52 - 47 7.389 27 1.276 L17 47-42 6.102 27 1.181 L18 42-37.78 4.915 27 1.087 L19 41.78 - 36.78 4.865 27 1.083 L20 36.78 - 31.78 3.763 27 1.007 L21 31.78 - 26.78 2.786 27 0.860 L22 . 26.78 - 21.78 1.961 27 0.716 L23 21.78 - 16.78 1.286 27 0.575 L24 16.78 - 11.78 0.756 27 0.437 L25 11.78 - 6.78 0.369 27 0.303 L26 6.78 - 1.78 0.121 27 0.172 L27 1.78 - 0 0.008 27 0.044 0.010 0.010 0.010 0.010 0.010 0.008 0.007 0.006 0.006 0.005 0.004 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.000 0.000 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection Tilt in Twist Radius of Curvature f 114.000 SBNHH-1D65C 27 34.947 2.817 0.010 5930 96.000 (2)HEX456CW0000X 27 24.722 2.550 0.010 2419 90.000 Side Arm Mount [SO 701-1] 27 21.618 2.388 0.008 1924 88.000 Rfs Celwave SC2-190BB 27 20.631 2.326 0.008 1825 Maximum Tower Deflections - Design Wind Section No. Elevation f Horz. Deflection in Gov. Load Comb. Tilt Twist Ll 115 - 110 127.586 4 10.162 0.038 L2 110 - 105 117.074 4 10.064 0.038 L3 105 - 100 106.740 4 9.827 0.038 L4 100 - 95 96.699 4 9.496 0.037 L5 95 - 90 87.032 4 9.097 0.036 L6 90 - 85 77.818 4 8.607 0.030 iTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 21 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section No. Elevation fi Horz. Gov. Deflection Load in Conib. Till Twist L7 85 - 80 69.151 4 8.035 L8 80 - 76.2 61.104 4 7.405 L9 79.42 - 74.42 60.214 4 7.329 LI 0 74.42 - 69.42 52.761 4 6.893 L11 69.42 - 64.42 45.908 4 6.243 L12 64.42 - 62.25 39.735 4 5.583 L13 62.25-62 37.269 4 5.295 L14 62 - 57 36.993 4 5.279 L15 57 - 52 31.653 4 4.944 L16 52 - 47 26.662 4 4.608 L17 47 - 42 22.024 4 4.266 L18 42 - 37.78 17.741 4 3.926 L19 41.78 - 36.78 17.561 4 3.911 L20 36.78-31.78 13.585 4 3.637 L21 31.78 - 26.78 10.059 4 3.106 L22 26.78 - 21.78 7.082 4 2.585 L23 21.78 - 16.78 4.644 4 2.076 L24 16.78 - 11.78 2.731 4 1.579 L25 11.78 - 6.78 1.333 4 1.094 L26 6.78 - 1.78 0.437 4 0.620 L27 1.78 - 0 0.030 4 0.159 0.025 0.020 0.020 0.018 0.015 0.012 0.011 0.011 0.010 0.009 0.008 0.007 0.007 0.006 0.005 0.004 0.003 0.002 0.002 0.001 0.000 Critical Deflections and Radius of Curvature - Design Wind Elevation I Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature fi 114.000 SBNHH-1D65C 4 125.477 10.148 0.038 1746 96.000 (2) HEX456CW0000X 4 88.932 9.184 0.037 709 90.000 Side Arm Mount [SO 701-1] 4 77.818 8.607 0.030 562 88.000 Rfs Celwave SC2-190BB 4 74.281 8.386 0.028 531 Compression Checks Pole Design Data Section Elevation No. fi Size L L„ Kl/r A ft f in' K 4)P„ K Ratio P„ 4P„ LI 115-110(1) TP15.406x14.5x0.219 5.000 0.000 0.0 10.698 -3.184 788.510 0.004 L2 110 - 105 (2) TP16.312x15.406x0.219 5.000 0.000 0.0 11.336 -3.493 835.546 0.004 L3 105 - 100 (3) TP17.218x16.312x0.219 5.000 0.000 0.0 11.974 -3.827 882.581 0.004 L4 100 - 95 (4) TP18.124x 17.218x0.219 5.000 0.000 0.0 12.612 -7.233 929.616 0.008 L5 95 - 90 (5) TP19.03x18.124x0.219 5.000 0.000 0.0 13.250 -7.668 976.652 0.008 L6 90 - 85 (6) TP19.936x19.03x0.219 5.000 0.000 0.0 13.888 -8.322 1012.430 0.008 L7 85 - 80 (7) TP20.841x19.936x0.219 5.000 0.000 0.0 14.526 -8.832 1043.130 0.008 L8 80 - 76.2 (8) TP21.53x20.841x0.219 3.800 0.000 0.0 14.600 -8.900 1046.600 0.009 L9 76.2 - 74.42 (9) TP21.452x20.509x0.25 5.000 0.000 0.0 17.067 -9.595 1258.040 0.008 L10 74.42 - 69.42 TP22.395x21.452x0.25 5.000 0.000 0.0 17.826 -10.204 1306.830 0.008 (10) tiveTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 22 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation No. fi Size L L,, Kl/r A P„ OP„ Ratio P„ ft fi int K K gyp„ Ll 1 69.42 - 64.42 TP23.337x22.395x0.25 5.000 0.000 0.0 18.585 -10.824 1344.030 0.008 (11) L12 64.42 - 62.25 TP23.746x23.337x0.25 2.170 0.000 0.0 18.915 -11.100 1359.700 0.008 (12) L13 62.25 - 62 (13) TP23.793x23.746x0.531 0.250 0.000 0.0 39.793 -11.162 2933.140 0.004 L14 62 - 57 (14) TP24.736x23.793x0.513 5.000 0.000 0.0 39.975 -12.072 2946.570 0.004 L15 57 - 52 (15) TP25.679x24.736x0.506 5.000 0.000 0.0 41.035 -13.016 3024.660 0.004 L16 52 - 47 (16) TP26.622x25.679x0.494 5.000 0.000 0.0 41.540 -13.981 3061.920 0.005 L17 47 - 42 (17) TP27.564x26.622x0.488 5.000 0.000 0.0 42.504 -14.968 3132.960 0.005 L18 42 - 37.78 (18) TP28.36x27.564x0.488 4.220 0.000 0.0 42.569 -15.020 3137.760 0.005 L19 37.78-36.78 TP28.051x27.106x0.313 5.000 0.000 0.0 27.911 -16.399 2044.810 0.008 (19) L20 36.78 - 31.78 TP28.995x28.051x0.313 5.000 0.000 0.0 28.862 -17.232 2091.500 0.008 (20) L21 31.78 - 26.78 TP29.94x28.995x0.313 5.000 0.000 0.0 29.813 -18.088 2136.680 0.008 (21) L22 26.78 - 21.78 TP30.885x29.94x0.313 5.000 0.000 0.0 30.763 -18.966 2180.350 0.009 (22) L23 21.78 - 16.78 TP31.829x30.885x0.313 5.000 0.000 0.0 31.714 -19.866 2222.500 0.009 (23) L24 16.78 - 11.78 TP32.774x31.829x0.313 5.000 0.000 0.0 32.665 -20.787 2263.150 0.009 (24) 4.8.2 (1.00 CR) - 24 L25 11.78 - 6.78 TP33.719x32.774x0.313 5.000 0.000 0.0 33.615 -21.728 2302.280 0.009 (25) 4.8.2 (1.01 CR) - 25 L26 6.78 - 1.78 (26) TP34.664x33.719x0.313 5.000 0.000 0.0 34.566 -22.689 2339.890 0.010 4.8.2 (1.03 CR) - 26 L27 1.78 - 0 (27) TP35x34.664x0.313 1.780 0.000 0.0 34.904 -23.024 2352.920 0.010 4.8.2 (1.03 CR) -27 Pole Bending Design Data Section Elevation No. fi Size OMx kip ft kip-fi Ratio M„> 4)M kip -ft kip -fl Ratio Mv LI 115 - 110 (1) TP15.406x14.5x0.219 39.662 242.409 0.164 0.000 242.409 0.000 L2 110 - 105 (2) TP16.312x15.406x0.219 76.083 272.409 0.279 0.000 272.409 0.000 L3 105 - 100 (3) TP17.218x16.312x0.219 114.070 304.159 0.375 0.000 304.159 0.000 L4 100 - 95 (4) TP18.124x17.218x0.219 159.608 337.659 0.473 0.000 337.659 0.000 L5 95 - 90 (5) TP19.03x18.124x0.219 225.012 372.909 0.603 0.000 372.909 0.000 L6 90 - 85 (6) TP19.936x19.03x0.219 292.858 405.403 0.722 0.000 405.403 0.000 L7 85 - 80 (7) TP20.841x19.936x0.219 362.512 437.096 0.829 0.000 437.096 0.000 L8 80 - 76.2 (8) TP21.53x20.841x0.219 370.684 440.808 0.841 0.000 440.808 0.000 L9 76.2 - 74.42 (9) TP21.452x20.509x0.25 442.129 541.317 0.817 0.000 541.317 0.000 L10 74.42.-69.42 TP22.395x21.452x0.25 515.091 587.605 0.877 0.000 587.605 0.000 (10) L11 69.42 - 64.42 TP23.337x22.395x0.25 589.461 630.345 0.935 0.000 630.345 0.000 (11) L12 64.42 - 62.25 TP23.746x23.337x0.25 622.173 649.118 0.958 0.000 649.118 0.000 (12) L13 62.25 - 62 (13) TP23.793x23.746x0.531 625.960 1369.783 0.457 0.000 1369.783 0.000 L14 62 - 57 (14) TP24.736x23.793x0.513 702.797 1435.292 0.490 0.000 1435.292 0.000 L15 57 - 52 (15) TP25.679x24.736x0.506 781.768 1532.617 0.510 0.000 1532.617 0.000 L16 52 - 47 (16) TP26.622x25.679x0.494 862.742 1612.283 0.535 0.000 1612.283 0.000 L17 47 - 42 (17) TP27.564x26.622x0.488 945.683 1711.108 0.553 0.000 1711.108 0.000 trixTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 23 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation No. ft Size M,u 4M, Ratio 34, OMy Ratio Mu M, , OK, kip -ft kip -ft 4)114. kip ft kip ft L18 42 - 37.78 (18) TP28.36x27.564x0.488 949.375 1716.408 0.553 0.000 1716.408 0.000 L19 37.78 - 36.78 TP28.051x27.106x0.313 1034.433 1151.700 0.898 0.000 1151.700 0.000 (19) L20 36.78 - 31.78 TP28.995x28.051x0.313 1121.108 1218.567 0.920 0.000 1218.567 0.000 (20) L21 31.78 - 26.78 TP29.94x28.995x0.313 1209.092 1286.333 0.940 0.000 1286.333 0.000 (21) L22 26.78 - 21.78 TP30.885x29.94x0.313 1298.333 1354.917 0.958 0.000 1354.917 0.000 (22) L23 21.78 - 16.78 TP31.829x30.885x0.313 1388.750 1424.217 0.975 0.000 1424.217 0.000 (23) L24 16.78-11.78 TP32.774x31.829x0.313 1480.267 1494.167 0.991 0.000 1494.167 0.000 (24) L25 11.78 - 6.78 TP33.719x32.774x0.313 1572.842 1564.658 1.005 0.000 1564.658 0.000 (25) L26 6.78 - 1.78 (26) TP34.664x33.719x0.313 1666.483 1635.608 1.019 0.000 1635.608 0.000 L27 1.78 - 0 (27) TP35x34.664x0.313 1700.075 1660.967 1.024 0.000 1660.967 0.000 Pole Shear Design Data Section Elevation No. .1 Size Actual V K K Ratio Actual V T kip -ft OV„ mT kip-fi Ratio T LI 115 - 110 (1) TP15.406x14.5x0.219 7.131 394.255 0.018 0.012 493.919 L2 110 - 105 (2) TP16.312x15.406x0.219 7.442 417.773 0.018 0.012 554.896 L3 105 - 100 (3) TP17.218x16.312x0.219 7.758 441.291 0.018 0.012 619.421 L4 100 - 95 (4) TP18.124x17.218x0.219 12.937 464.808 0.028 0.927 687.494 L5 95 - 90 (5) TP19.03x18.124x0.219 13.237 488.326 0.027 0.926 759.116 L6 90 - 85 (6) TP19.936x19.03x0.219 13.768 506.217 0.027 0.662 825.116 L7 85 - 80 (7) TP20.841x19.936x0.219 14.084 521.564 0.027 0.260 889.475 L8 80 - 76.2 (8) TP21.53x20.841x0.219 14.113 523.299 0.027 0.260 897.017 L9 76.2 - 74.42 (9) TP21.452x20.509x0.25 14.471 629.021 0.023 0.259 1102.000 L 10 74.42 - 69.42 TP22.395x21.452x0.25 14.747 653.416 0.023 0.259 1196.033 (10) LI I 69.42 - 64.42 TP23.337x22.395x0.25 15.028 672.015 0.022 0.259 1282.825 0.000 (11) L12 64.42 - 62.25 TP23.746x23.337x0.25 15.150 679.852 0.022 0.258 1320.950 0.000 (12) L13 62.25 - 62 (13) TP23.793x23.746x0.531 15.159 1466.570 0.010 0.258 2798.792 0.000 L14 62 - 57 (14) TP24.736x23.793x0.513 15.600 1473.290 0.011 0.656 2931.017 0.000 L15 57 - 52 (15) TP25.679x24.736x0.506 16.006 1512.330 0.011 0.656 3128.683 0.000 L16 52 - 47 (16) TP26.622x25.679x0.494 16.403 1530.960 0.011 0.655 3290.008 0.000 L17 47 - 42 (17) TP27.564x26.622x0.488 16.791 1566.480 0.011 0.655 3490.633 0.000 L18 42 - 37.78 (18) TP28.36x27.564x0.488 16.802 1568.880 0.011 0.654 3501.400 0.000 L19 37.78 - 36.78 TP28.051x27.106x0.313 17.217 1022.410 0.017 0.654 2344.183 0.000 (19) L20 36.78 - 31.78 TP28.995x28.051x0.313 17.485 1045.750 0.017 0.653 2479.975 0.000 (20) L21 31.78 - 26.78 TP29.94x28.995x0.313 17.742 1068.340 0.017 0.653 2617.592 0.000 (21) L22 26.78 - 21.78 TP30.885x29.94x0.313 17.987 1090.170 0.016 0.652 2756.850 0.000 (22) L23 21.78 - 16.78 TP31.829x30.885x0.313 18.216 1111.250 0.016 0.652 2897.567 0.000 (23) L24 16.78 - 11.78 TP32.774x31.829x0.313 18.427 1131.570 0.016 0.651 3039.575 0.000 (24) L25 11.78 - 6.78 TP33.719x32.774x0.313 18.639 1151.140 0.016 0.651 3182.683 0.000 (25) OT 0.000 0.000 0.000 0.001 0.001 0.001 0.000 0.000 0.000 0.000 t 'Tower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 24 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation No. fi Size Actual mV, Ratio Actual 4T„ Ratio V V T„ T„ K K OV kip-fi kip ft OT L26 6.78 - 1.78 (26) TP34.664x33.719x0.313 18.852 1169.950 0.016 0.651 3326.725 0.000 L27 1.78 - 0 (27) TP35x34.664x0.313 18.944 1176.460 0.016 0.651 3378.192 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P„ M„, M,„, V. T„ Stress Stress fi OP„ tbM W„, (W4)T Ratio Ratio L 1 115 - 110 (1) 0.004 0.164 0.000 0.018 0.000 0.168 1.000 L2 110 - 105 (2) 0.004 0.279 0.000 0.018 0.000 0.284 1.000 L3 105 - 100 (3) 0.004 0.375 0.000 0.018 0.000 0.380 1.000 L4 100 - 95 (4) 0.008 0.473 0.000 0.028 0.001 0.481 1.000 L5 95 - 90 (5) 0.008 0.603 0.000 0.027 0.001 0.612 1.000 L6 90 - 85 (6) 0.008 0.722 0.000 0.027 0.001 0.731 1.000 L7 85 - 80 (7) 0.008 0.829 0.000 0.027 0.000 0.839 1.000 L8 80 - 76.2 (8) 0.009 0.841 0.000 0.027 0.000 0.850 1.000 L9 76.2 - 74.42 (9) 0.008 0.817 0.000 0.023 0.000 0.825 1.000 ✓ L 10 74.42 - 69.42 0.008 0.877 0.000 0.023 0.000 0.885 1.000 (10) ✓ LI 1 69.42 - 64.42 0.008 0.935 0.000 0.022 0.000 0.944 1.000 an ✓ L12 64.42 - 62.25 0.008 0.958 0.000 0.022 0.000 0.967 1.000 (12) ✓ L13 62.25 - 62 (13) 0.004 0.457 0.000 0.010 0.000 0.461 1.000 L14 62 - 57 (14) 0.004 0.490 0.000 0.011 0.000 0.494 1.000 L15 57 - 52 (15) 0.004 0.510 0.000 0.011 0.000 0.515 1.000 L16 52 - 47 (16) 0.005 0.535 0.000 0.011 0.000 0.540 1.000 ✓ L17 47 - 42 (17) 0.005 0.553 0.000 0.011 0.000 0.558 1.000 ✓ L18 42 - 37.78 (18) 0.005 0.553 0.000 0.011 0.000 0.558 1.000 L 19 37.78 - 36.78 0.008 0.898 0.000 0.017 0.000 0.906 1.000 (19) V L20 36.78 - 31.78 0.008 0.920 0.000 0.017 0.000 0.929 1.000 (20) V L21 31.78 - 26.78 0.008 0.940 0.000 0.017 0.000 0.949 1.000 (21) V L22 26.78 - 21.78 0.009 0.958 0.000 0.016 0.000 0.967 1.000 Criteria 4.8.2 ✓ 4.8.2 V 4.8.2 ✓ 4.8.2 V 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 V 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 V 4.8.2 ✓ 4.8.2 ✓ tnacTow B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job 102629.003.01 - SOUTHCENTER, WA (BU# 856360) Page 25 of 25 Project Date 15:52:51 08/10/18 Client Crown Castle Designed by Yathish Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P„ 114. M,, V„ T„ Stress Stress fi 4P„ lM 4)/4 4V, OT„ Ratio Ratio (22) V L23 21.78 - 16.78 0.009 0.975 0.000 0.016 0.000 0.984 1.000 (23) V L24 16.78 - 11.78 0.009 0.991 0.000 0.016 0.000 1.000 1.000 (24) V L25 11.78 - 6.78 0.009 1.005 0.000 0.016 0.000 1.015 1.000 (25) ✓ L26 6.78 - 1.78 (26) 0.010 1.019 0.000 0.016 0.000 1.029 1.000 L27 1.78 - 0 (27) 0.010 1.024 0.000 0.016 0.000 1.034 1.000 Criteria 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ 4.8.2 ✓ Section Capacity Table Section No. Elevation f Component Type Size Critical P oPa,ia % Pass Element K K Capacity Fail L1 115 - 110 Pole TP15.406x14.5x0.219 1 -3.184 788.510 L2 110- 105 Pole TP16.312x15.406x0.219 2 -3.493 835.546 L3 105 - 100 Pole TP17.218x16.312x0.219 3 -3.827 882.581 L4 100 - 95 Pole TP18.124x17.218x0.219 4 -7.233 929.616 L5 95 - 90 Pole TP19.03x18.124x0.219 5 -7.668 976.652 L6 90 - 85 Pole TP19.936x19.03x0.219 6 -8.322 1012.430 L7 85 - 80 Pole TP20.841x19.936x0.219 7 -8.832 1043.130 L8 80 - 76.2 Pole TP21.53x20.841x0.219 8 -8.900 1046.600 L9 76.2 - 74.42 Pole TP21.452x20.509x0.25 9 -9.595 1258.040 L10 74.42 - 69.42 Pole TP22.395x21.452x0.25 10 -10.204 1306.830 L11 69.42 - 64.42 Pole TP23.337x22.395x0.25 11 -10.824 1344.030 L12 64.42 - 62.25 Pole TP23.746x23.337x0.25 12 -11.100 1359.700 L13 62.25 - 62 Pole TP23.793x23.746x0.531 13 -11.162 2933.140 L14 62 - 57 Pole TP24.736x23.793x0.513 14 -12.072 2946.570 L15 57 - 52 Pole TP25.679x24.736x0.506 15 -13.016 3024.660 L16 52 - 47 Pole TP26.622x25.679x0.494 16 -13.981 3061.920 L17 47 - 42 Pole TP27.564x26.622x0.488 17 -14.968 3132.960 L18 42 - 37.78 Pole TP2836x27.564x0.488 18 -15.020 3137.760 L19 37.78-36.78 Pole TP28.051x27.106x0.313 19 -16.399 2044.810 L20 36.78 - 31.78 Pole TP28.995x28.051x0.313 20 -17.232 2091.500 L21 31.78 - 26.78 Pole TP29.94x28.995x0.313 21 -18.088 2136.680 L22 26.78 - 21.78 Pole TP30.885x29.94x0.313 22 -18.966 2180.350 L23 21.78 - 16.78 Pole TP31.829x30.885x0.313 23 -19.866 2222.500 L24 16.78 - 11.78 Pole TP32.774x31.829x0.313 24 -20.787 2263.150 L25 11.78 - 6.78 Pole TP33.719x32.774x0.313 25 -21.728 2302.280 L26 6.78 - 1.78 Pole TP34.664x33.719x0.313 26 -22.689 2339.890 L27 1.78 - 0 Pole TP35x34.664x0.313 27 -23.024 2352.920 Summary Pole (L27) ** RATING = ** ** See Additional Calculations Program Version 8.0.2.1 APPENDIX B BASE LEVEL DRAWING (PROPOSED -IN 2" CONDUIT) (1) 3/8" TO 114 FT LEVEL (2) 3/4' TO 114 FT LEVEL (INSTALLED -IN (2) 2" CONDUITS) (2) 3/8" TO 114 FT LEVEL (4) 3/4" TO 114 FT LEVEL (INSTALLED) (1) 1/4" TO 114 FT LEVEL (1) 1/2" TO 114 FT LEVEL (18) 7/8" TO 114 FT LEVEL • CLIMBING PEGS W/ SAFETY CLIMB BUSINESS UNIT: 856360 (RESERVED -TEMPORARY) (4) 1/4" TO 88 FT LEVEL (RESERVED) (2) 1-1/2" TO 96 FT LEVEL APPENDIX C ADDITIONAL CALCULATIONS COpage per TIA-222- G Site BU: 856360 Work Order: 1612117 Pole Geometry CROWN CASTLE Copyright CO 2018 Crown Castle Reinforcement Configuration Pole Height Above Base (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Bend Radius (in) Pole Material 1 115 38.8 3.22 12 14.5 21.53 0.21875 Auto A572-65 2 79.42 41.64 4 12 20.51 28.36 0.25 Auto A572-65 3 41.78 41.78 0 12 27.11 35 0.3125 Auto A572-65 16.000 4.750 1.1875 A572-65 Reinforcement Configuration Reinforcement Details Bottom Effective Elevation (ft) Top Effective Elevation (ft) Type Model Number 1 2 3 4 5 6 7 8 9 10 11 12 1 41.25 62.25 plate CCI-SFP-060100 3 H (in) Gross Area (int) ri Length (in) Length (in) L„ (in) vs Bolt Hole Size (in) Material 1 IN 1 2 0.5 4 24.000 16.000 4.750 1.1875 A572-65 3 4 5 6 7 8 9 10 Reinforcement Details CCIpole - version 4.0.1.1 Page 1 Analysis Date: 2018-08-10 Bottom Top Pole Face to Termination Termination Reinforcement B (in) H (in) Gross Area (int) Centroid (in) Length (in) Length (in) L„ (in) Net Area (int) Bolt Hole Size (in) Material 1 6 1 6 0.5 24.000 24.000 16.000 4.750 1.1875 A572-65 CCIpole - version 4.0.1.1 Page 1 Analysis Date: 2018-08-10 TNX Geometry Input Increment (ft): CCIpole - version 4.0.1.1 Page 2 Analysis Date: 2018-08-10 Section Height (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Tapered Pole Grade Weight Multiplier 1 115 - 110 5 12 14.500 15.406 0.21875 A572-65 1.000 2 110 - 105 5 12 15.406 16.312 0.21875 A572-65 1.000 3 105 - 100 5 12 16.312 17.218 0.21875 A572-65 1.000 4 100 - 95 5 12 17.218 18.124 0.21875 A572-65 1.000 5 95 - 90 5 12 18.124 19.030 0.21875 A572-65 1.000 6 90 - 85 5 12 19.030 19.936 0.21875 A572-65 1.000 7 85 - 80 5 12 19.936 20.841 0.21875 A572-65 1.000 8 80 - 79.42 3.8 3.22 12 20.841 21.530 0.21875 A572-65 1.000 9 79A2 - 74.42 5 12 20.509 21.452 0.25 A572-65 1.000 10 74.42 - 69.42 5 12 21.452 22.395 0.25 A572-65 1.000 11 69.42 - 64.42 5 12 22.395 23.337 0.25 A572-65 1.000 12 64.42 - 62.25 2.17 12 23.337 23.746 0.25 A572-65 1.000 13 62.25 - 62 0.25 12 23.746 23.793 0.53125 A572-65 0.929 14 62 - 57 5 12 23.793 24.736 0.5125 A572-65 0.944 15 57 - 52 5 12 24.736 25.679 0.50625 A572-65 0.938 16 52 - 47 5 12 25.679 26.622 0.49375 A572-65 0.945 17 47 - 42 5 12 26.622 27.564 0.4875 A572-65 0.941 18 42 - 41.78 4.22 4 12 27.564 28.360 0.4875 A572-65 0.941 19 41.78 - 36.78 5 12 27.106 28.051 0.3125 A572-65 1.000 20 36.78 - 31.78 5 12 28.051 28.995 0.3125 A572-65 1.000 21 31.78 - 26.78 5 12 28.995 29.940 0.3125 A572-65 1.000 22 26.78 - 21.78 5 12 29.940 30.885 0.3125 A572-65 1.000 23 21.78 - 16.78 5 12 30.885 31.829 0.3125 A572-65 1.000 24 16.78 - 11.78 5 12 31.829 32.774 0.3125 A572-65 1.000 25 11.78 - 6.78 5 12 32.774 33.719 0.3125 A572-65 1.000 26 6.78 - 1.78 5 12 33.719 34.664 0.3125 A572-65 1.000 27 1.78 - 0 1.78 12 34.664 35.000 0.3125 A572-65 1.000 CCIpole - version 4.0.1.1 Page 2 Analysis Date: 2018-08-10 TNX Section Forces Increment (ft): ri TNX Output Section Height (ft) Pu (K) Mux (kip - ft) V„ (K) 1 115 - 110 3.18 39.66 7.13 2 110 - 105 3.49 76.08 7.44 3 105 - 100 3.83 114.07 7.76 4 100 - 95 7.23 159.61 12.94 5 95 - 90 7.67 225.01 13.24 6 90 - 85 8.32 292.87 13.80 7 85 - 80 8.83 362.51 14.08 8 80 - 79.42 8.90 370.68 14.11 9 79.42 - 74.42 9.60 442.13 14.47 10 74.42 - 69.42 10.20 515.09 14.75 11 69.42 - 64.42 10.82 589.46 15.03 12 64.42 - 62.25 11.10 622.17 15.15 13 62.25 - 62 11.16 625.96 15.16 14 62 - 57 12.07 702.80 15.60 15 57 - 52 13.02 781.77 16.01 16 52 - 47 13.98 862.74 16.40 17 47 - 42 14.97 945.68 16.79 18 42 - 41.78 15.02 949.37 16.80 19 41.78 - 36.78 16.40 1034.44 17.22 20 36.78 - 31.78 17.23 1121.11 17.48 21 31.78 - 26.78 18.09 1209.09 17.74 22 26.78 - 21.78 18.97 1298.33 17.99 23 21.78 - 16.78 19.87 1388.75 18.22 24 16.78 - 11.78 20.79 1480.27 18.43 25 11.78 - 6.78 21.73 1572.85 18.64 26 6.78 - 1.78 22.69 1666.48 18.85 27 1.78 - 0 23.02 1700.08 18.94 CCIpole - version 4.0.1.1 Page 3 Analysis Date: 2018-08-10 Analysis Results Elevation (ft) Co Typeent Size I Critical Element % Capacity I Pass / Fail I 115 - 110 Pole TP15.406x14.5x0.2188 Pole 16.7% Pass 110 - 105 Pole TP16.312x15.406x0.2188 Pole 28.3% Pass 105 - 100 Pole TP17.218x16.312x0.2188 Pole 37.9% Pass 100 - 95 Pole TP18.124x17.218x0.2188 Pole 48.0% Pass 95 - 90 Pole TP19.03x18.124x0.2188 Pole 61.0% Pass 90 - 85 Pole TP19.936x19.03x0.2188 Pole 72.9% Pass 85 - 80 Pole TP20.841x19.936x0.2188 Pole 83.6% Pass 80 - 79.42 Pole TP21.53x20.841x0.2188 Pole 84.8% Pass 79.42 - 74.42 Pole TP21.452x20.509x0.25 Pole 82.3% Pass 74.42 - 69.42 Pole TP22.395x21.452x0.25 Pole 88.2% Pass 69.42 - 64.42 Pole TP23.337x22.395x0.25 Pole 94.1% Pass 64.42 - 62.25 Pole TP23.746x23.337x0.25 Pole 96.4% Pass 62.25 - 62 Pole + Reinf. TP23.793x23.746x0.5313 Reinf. 1 Tension Rupture 71.7% Pass 62 - 57 Pole + Reinf. TP24.736x23.793x0.5125 Reinf. 1 Tension Rupture 76.0% Pass 57 - 52 Pole + Reinf. TP25.679x24.736x0.5063 Reinf. 1 Tension Rupture 79.9% Pass 52 - 47 Pole + Reinf. TP26.622x25.679x0.4938 Reinf. 1 Tension Rupture 83.5% Pass 47 - 42 Pole + Reinf. TP27.564x26.622x0.4875 Reinf. 1 Tension Rupture 86.8% Pass 42 - 41.78 Pole + Reinf. TP28.36x27.564x0.4875 Reinf. 1 Tension Rupture 86.9% Pass 41.78-36.78 Pole TP28.051x27.106x0.3125 Pole 90.4% Pass 36.78 - 31.78 Pole TP28.995x28.051x0.3125 Pole 92.6% Pass 31.78 - 26.78 Pole TP29.94x28.995x0.3125 Pole 94.6% Pass 26.78 - 21.78 Pole TP30.885x29.94x0.3125 Pole 96.5% Pass 21.78 - 16.78 Pole TP31.829x30.885x0.3125 Pole 98.2% Pass 16.78 - 11.78 Pole TP32.774x31.829x0.3125 Pole 99.7% Pass 11.78 - 6.78 Pole TP33.719x32.774x0.3125 Pole 101.2% Pass 6.78 - 1.78 Pole TP34.664x33.719x0.3125 Pole 102.6% Pass 1.78 - 0 Pole TP35x34.664x0.3125 Pole 103.1% Pass Summary Pole 103.1% Pass Reinforcement 86.9% Pass Overall 103.1% Pass CCIpoIe - version 4.0.1.1 Page 4 Analysis Date: 2018-08-10 Additional Calculations Section Elevation (ft) Moment of Inertia (in4) Area (in2) % Capacity Pole Reinf. Total Pole Reinf. Total Pole R1 115 -110 315 n/a 315 10.68 n/a 10.68 16.7% 110 -105 375 n/a 375 11.32 n/a 11.32 28.3% 105 -100 442 n/a 442 11.96 n/a 11.96 37.9% 100 - 95 517 n/a 517 12.59 n/a 12.59 48.0% 95 - 90 599 n/a 599 13.23 n/a 13.23 61.0% 90 - 85 690 n/a 690 13.87 n/a 13.87 72.9% 85 - 80 790 n/a 790 14.51 n/a 14.51 83.6% 80 - 79.42 802 n/a 802 14.58 n/a 14.58 84.8% 79.42 - 74.42 981 n/a 981 17.04 n/a 17.04 82.3% 74.42 - 69.42 1117 n/a 1117 17.80 n/a 17.80 88.2% 69.42 - 64.42 1266 n/a 1266 18.56 n/a 18.56 94.1% 64.42 - 62.25 1335 n/a 1335 18.89 n/a 18.89 96.4% 62.25 - 62 1343 1411 2754 18.93 18.00 36.93 45.7% 71.7% 62 - 57 1511 1518 3029 19.68 18.00 37.68 49.2% 76.0% 57 - 52 1692 1629 3321 20.44 18.00 38.44 52.5% 79.9% 52 - 47 1887 1744 3631 21.20 18.00 39.20 55.7% 83.5% 47 - 42 2097 1864 3960 21.96 18.00 39.96 58.8% 86.8% 42 - 41.78 2106 1869 3975 21.99 18.00 39.99 59.0% 86.9% 41.78 - 36.78 2745 n/a 2745 27.87 n/a 27.87 90.4% 36.78 - 31.78 3035 n/a 3035 28.82 n/a 28.82 92.6% 31.78 - 26.78 3345 n/a 3345 29.77 n/a 29.77 94.6% 26.78 - 21.78 3675 n/a 3675 30.72 n/a 30.72 96.5% 21.78 -16.78 4026 n/a 4026 31.67 n/a 31.67 98.2% 16.78 -11.78 4399 n/a 4399 32.62 n/a 32.62 99.7% 11.78 - 6.78 4795 n/a 4795 33.57 n/a 33.57 101.2% 6.78 -1.78 5213 n/a 5213 34.52 n/a 34.52 102.6% 1.78 - 0 5368 n/a 5368 34.85 n/a 34.85 103.1% Note: Section capacity checked in 5 degree increments. CCIpole - version 4.0.1.1 Page 5 Analysis Date: 2018-08-10 Monopole Base Plate Connection BU # - 856360 Site Name Southcenter, WA Order # 421585 Revision # 6 Applied Loads Moment (kip -ft) Axial Force (kips) Shear Force (kips) 1700.08 23.02 18.94 CROWN v CASTLE Connection Properties Analysis Results Anchor Rod Data (8) 2-1/4" 0 bolts (A615-75; Fy=75 ksi, Fu=100 ksi) on 43" BC pos. (deg): 37, 53, 127, 143, 217, 233, 307, 323 Base Plate Data 41" OD x 3" Plate (A572-60; Fy=60 ksi, Fu=75 ksi) Stiffener Data N/A Pole Data 35" x 0.3125" 12 -sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Anchor Rod Summary Pu = 239.83 Vu = 2.37 Mu = n/a Base Plate Summary (units of kips, kip -ft) ¢Pn = 260 Stress Rating cVn = n/a 94.1% 4Mn = n/a Pass Max Stress (ksi): 34.81 Allowable Stress (ksi): 54 Stress Ratio: 64.5% Pass CClplate -version 3.0.1 Analysis Date: 2018-08-10 102629_LPile (USCS units).lp7o LPile Plus for Windows, version 2013-07.007 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading using the p -y Method © 1985-2013 by Ensoft, Inc. All Rights Reserved This copy of LPile is used by: B&T Engineering Tulsa, OK Serial Number of Security Device: 136081582 This copy of LPile is licensed for exclusive use by: B&T Engineering, Tulsa, OK use of this program by any entity other than B&T Engineering, Tulsa, OK is forbidden by the software license agreement. Files Used for Analysis Path to file locations: C:\users\E3\Desktop\working Job (RA)\RUSH_Compile_102629_856360_Southcenter----Yathish Ramesh QCD----L pile rerun_patta, rappa\102629_003_01_L-Pile\ Name of input data file: 102629_LPile (USCS units).lp7d Name of output report file: 102629_LPile (USCS units).lp7o Name of plot output file: 102629_LPile (USCS units).lp7p Name of runtime messeage file: 102629_LPile (USCS units).lp7r Date and Time of Analysis Date: August 10, 2018 Time: 15:19:12 Problem Title Project Name: SOUTHCENTER, WA BU Number: 856360 Client: CCI Engineer: Description: Page 1 102629_LPile (USCS units).lp7o Program Options and Settings Engineering Units of Input Data and Computations: - Engineering units are US Customary Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - Static loading specified computational Options: - use unfactored loads in computations (conventional analysis) - Compute pile response under loading and nonlinear bending properties (only if nonlinear pile properties are input) - Use of p -y modification factors for p -y curves not selected - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile -head foundation stiffness matrix not selected - Push -over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - No p -y curves to be computed and reported for user-specified depths - values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 of pile Pile Structural Properties and Geometry Total number of pile sections = 1 Total length of pile = 35.50 ft Depth of ground surface below top of pile = 0.50 ft Pile diameter values used for p -y curve computations are defined using 2 points. p -y curves are computed using pile diameter values interpolated with depth over the length of the pile. Point 1 2 Depth Pile X Diameter ft in 0.00000 35.500000 Input Structural Properties: Pile Section No. 1: 66.0000000 66.0000000 Section Type = Drilled Shaft (Bored Pile) Section Length = 35.50000 ft Page 2 102629_LPile (USCS units).lp7o Section Diameter = 66.00000 in Ground Slope and Pile Batter Angles Ground Slope Angle Pile Batter Angle 0.000 degrees 0.000 radians 0.000 degrees 0.000 radians Soil and Rock Layering Information The soil profile is modelled using 7 layers Layer 1 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer undrained cohesion at top of layer undrained cohesion at bottom of layer Epsilon -50 at top of layer Epsilon -50 at bottom of layer NOTE: Internal default values for Epsilon -50 will layer. • 0.50000 ft 3.25000 ft = 103.00000 pcf • 103.00000 pcf 0.10000 psf 0.10000 psf 0.0000 0.0000 be computed for this soil Layer 2 is sand, p -y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer Subgrade k at top of layer Subgrade k at bottom of layer NOTE: Internal default values for subgrade k will be layer. Layer 3 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Undrained cohesion at top of layer undrained cohesion at bottom of layer Epsilon -50 at top of layer Epsilon -50 at bottom of layer NOTE: Internal default values for Epsilon -50 will layer. Layer 4 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Page 3 = 3.25000 ft = 6.50000 ft = 103.00000 pcf = 103.00000 pcf = 30.00000 deg. = 30.00000 deg. = 0.0000 pci = 0.0000 pci computed for this soil 6.50000 ft 7.50000 ft • 92.00000 pcf • 92.00000 pcf = 350.00000 psf • 350.00000 psf 0.0000 0.0000 be computed for this soil = 7.50000 ft • 18.00000 ft 102629_LPile (USCS units).lp7o Effective unit weight at top of layer = Effective unit weight at bottom of layer = Undrained cohesion at top of layer Undrained cohesion at bottom of layer Epsilon -50 at top of layer = Epsilon -50 at bottom of layer = 29.60000 pcf 29.60000 pcf 350.00000 psf 350.00000 psf 0.0000 0.0000 NOTE: Internal default values for Epsilon -50 will be computed for this soil layer. Layer 5 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Undrained cohesion at top of layer undrained cohesion at bottom of layer Epsilon -50 at top of layer Epsilon -50 at bottom of layer NOTE: Internal default values for Epsilon -50 will layer. Layer 6 is sand, p -y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer Subgrade k at top of layer Subgrade k at bottom of layer NOTE: Internal default values for subgrade k layer. Layer 7 is sand, p -y criteria by Reese et al., 1974 Distance from top of pile to top of layer Distance from top of pile to bottom of layer Effective unit weight at top of layer Effective unit weight at bottom of layer Friction angle at top of layer Friction angle at bottom of layer Subgrade k at top of layer Subgrade k at bottom of layer NOTE: Internal default values for subgrade k will layer. will 18.00000 ft • 23.00000 ft • 30.60000 pcf • 30.60000 pcf • 720.00000 psf = 720.00000 psf = 0.0000 0.0000 be be be computed for this soil = 23.00000 ft = 33.00000 ft = 52.60000 pcf = 52.60000 pcf = 35.00000 deg. = 35.00000 deg. = 0.0000 pci = 0.0000 pci computed for this soil = 33.00000 = 35.50000 • 62.60000 • 62.60000 • 35.00000 = 35.00000 0.0000 0.0000 ft ft pcf pcf deg. deg. pci pci computed for this soil (Depth of lowest soil layer extends 0.00 ft below pile tip) summary of Soil Properties Layer undrained Angle of Strain Layer Soil Type Friction Factor kpy Num. (p -y Curve Criteria deg. Epsilon 50 pci Page 4 Layer Depth ft Effective Unit wt. Cohesion pcf psf 102629_LPile (uSCs units).lp7o 1 Soft Clay 0.10000 -- default 0.10000 -- default 2 Sand (Reese, et al.) 30.000 default 30.000 default 3 Soft Clay 350.000 -- default 350.000 -- default 4 Soft Clay 350.000 -- default 350.000 -- default 5 Soft Clay 720.000 -- default 720.000 -- default 6 Sand (Reese, et al.) 35.000 -- default 35.000 -- default 7 Sand (Reese, et al.) 35.000 -- default 35.000 default 0.500 103.000 3.250 103.000 3.250 103.000 6.500 103.000 6.500 92.000 7.500 92.000 7.500 29.600 18.000 29.600 18.000 30.600 23.000 30.600 23.000 52.600 33.000 52.600 33.000 62.600 35.500 62.600 Loading Type Static loading criteria were used when computing p -y curves for all analyses. Pile -head Loading and Pile -head Fixity Conditions Number of loads specified = 1 Load Load Condition Condition Axial Thrust Compute No. Type 1 2 Force, lbs Top y vs. Pile Length 1 1 v = 19000. lbs M = 20400000. in -lbs 23000. No V = perpendicular shear force applied to pile head M = bending moment applied to pile head y = lateral deflection relative to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applie to pile head Axial thrust is assumed to be acting axially for all pile batter angles. Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness Page 5 102629_LPile (USCS units).1p7o Axial thrust force values were determined from pile -head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: Dimensions and Properties. of Drilled Shaft (Bored Pile): Length of Section Shaft Diameter Concrete Cover Thickness Number of Reinforcing Bars Yield Stress of Reinforcing Bars Modulus of Elasticity of Reinforcing Bars Gross Area of Shaft Total Area of Reinforcing Steel Area Ratio of Steel Reinforcement Edge -to -Edge Bar Spacing Maximum Concrete Aggregate Size Ratio of Bar Spacing to Aggregate Size Offset of Center of Rebar Cage from Center of Pile Axial Structural Capacities: Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As Tensile Load for Cracking of Concrete Nominal Axial Tensile Capacity • 35.50000 ft = 66.00000 in 3.00000 in 20 bars 60000. psi • 29000000. psi • 3421.19440 sq. in. = 31.20000 sq. in. 0.91 percent 7.75550 in 0.75000 in = 10.34 = 0.0000 in • 11957.234 kips • -1426.473 kips _ -1872.000 kips Reinforcing Bar Dimensions and Positions used in Computations: Bar Bar Diam. Bar Area Number inches sq. in. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 1.41000 X Y inches inches 1.56000 29.29500 0.00000 1.56000 27.86120 9.05265 1.56000 23.70015 17.21917 1.56000 17.21917 23.70015 1.56000 9.05265 27.86120 1.56000 0.00000 29.29500 1.56000 -9.05265 27.86120 1.56000 -17.21917 23.70015 1.56000 -23.70015 17.21917 1.56000 -27.86120 9.05265 1.56000 -29.29500 0.00000 1.56000 -27.86120 -9.05265 1.56000 -23.70015 -17.21917 1.56000 -17.21917 -23.70015 1.56000 -9.05265 -27.86120 1.56000 0.00000 -29.29500 1.56000 9.05265 -27.86120 1.56000 17.21917 -23.70015 1.56000 23.70015 -17.21917 1.56000 27.86120 -9.05265 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 7.75550 between Bars 7 and 8 Spacing to aggregate size ratio = 10.34066 Concrete Properties: Page 6 inches 102629_LPile (uSCS units).lp7o Compressive Strength of Concrete Modulus of Elasticity of Concrete Modulus of Rupture of Concrete Compression Strain at Peak Stress Tensile Strain at Fracture of Concrete Maximum Coarse Aggregate Size 3500.00000 psi = 3372165. psi = -443.70597 psi = 0.00176 = -0.0001156 = 0.75000 in Number of Axial Thrust Force Values Determined from Pile -head Loadings = 1 Number Axial Thrust Force kips 1 23.000 Definitions of Run Messages and Notes: C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318-08 criteria for tension -controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than than 0.003. See ACI 318-08, Section 10.3.4. z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (EI) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 23.000 kips Bending Bending Tens Max Concrete Max Curvature Moment Strain Stress rad/in. in -kip ksi ksi Bending Steel Run stiffness Stress Msg kip -int Depth to N Axis in Max Comp Max Strain in/in 0.000000417 1675.3639825 4020873558. - 0.0000121 0.0601206 0.4413759 0.000000833 3342.8440759 4011412891. - 0.0000259 0.1134701 0.8362827 0.000001250 5002.3051324 4001844106. - 0.0000396 0.1664028 1.2311906 0.000001667 6653.7469075 3992248144. - 0.0000534 0.2189187 1.6260996 0.000002083 8297.1693741 3982641300. - 0.0000671 0.2710178 2.0210094 0.000002500 9932.5725180 3973029007. - 0.0000809 0.3227001 2.4159203 0.000002917 11560. 3963413602. - 0.0000946 0.3739655 2.8108321 0.000003333 13179. 3953796251. - 0.0001084 0.4248141 3.2057448 3514485557. - 0.0001819) 0.2508620 -5.2378715 c 0.000004167 13179. 3163037001. - 0.0002027 0.2755880 -5.8394468 C 0.000004583 13179. 2875488183. - 0.0002236 0.3002255 -6.4409773 c Page 7 36.8576637 34.9347996 34.2938788 33.9734390 33.7811909 33.6530384 33.5615120 33.4928771 17.5056640 17.3435438 17.2112367 0.0000154 0.0000291 0.0000429 0.0000566 0.0000704 0.0000841 0.0000979 0.0001116 0.0000656 0.0000723 0.0000789 in/in 102629_LPile (USCS units).1p7o 0.000005000 13179. 2635864168. 17.1017867 - 0.0002445 0.3247838 -7.0423909 C 0.000005417 13179. 2433105385. 17.0099214 - 0.0002654 0.3492626 -7.6436873 C 0.000005833 13179. 2259312144. 16.9318748 - 0.0002862 0.3736619 -8.2448662 C 0.000006250 13179. 2108691334. 16.8648852 - 0.0003071 0.3979816 -8.8459270 C 0.000006667 13179. 1976898126. 16.8058704 - 0.0003280 0.4221964 -9.4470650 C 0.000007083 13179. 1860610001. 16.7530519 -0.0003488 0.4462967 -10.0483564 C 0.000007500 13179. 1757242778. 16.7066683 - 0.0003697 0.4703180 -10.6495246 C 0.000007917 13179. 1664756316. 16.6657055 -0.0003906 0.4942601 -11.2505693 C 0.000008333 13179. 1581518501. 16.6293520 - 0.0004114 0.5181228 -11.8514899 C 0.000008750 13179. 1506208096. 16.5969510 -0.0004323 0.5419061 -12.4522862 c 0.000009167 13179. 1437744091. 16.5679650 - 0.0004531 0.5656098 -13.0529576 C 0.000009583 13179. 1375233479. 16.5419502 - 0.0004740 0.5892338 -13.6535038 C 0.0000100 13179. 1317932084. 16.5185366 -0.0004948 0.6127779 -14.2539244 C 0.0000104 13179. 1265214800. 16.4974135 - 0.0005157 0.6362421 -14.8542188 C 0.0000108 13179. 1216552693. 16.4783179 -0.0005365 0.6596260 -15.4543870 c 0.0000113 13179. 1171495186. 16.4610259 - 0.0005573 0.6829297 -16.0544280 C 0.0000117 13179. 1129656072. 16.4453455 - 0.0005781 0.7061530 -16.6543416 c 0.0000121 13179. 1090702414. 16.4311112 - 0.0005990 0.7292957 -17.2541274 c 0.0000125 13179. 1054345667. 16.4181797 - 0.0006198 0.7523577 -17.8537850 C 0.0000129 13179. 1020334516. 16.4064261 -0.0006406 0.7753388 -18.4533138 c 0.0000133 13179. 988449063. 16.3957410 -0.0006614 0.7982390 -19.0527136 c 0.0000138 13179. 958496061. 16.3860285 - 0.0006822 0.8210580 -19.6519837 C 0.0000142 13179. 930305000. 16.3772038 -0.0007030 0.8437958 -20.2511238 c 0.0000146 13179. 903724857. 16.3691919 - 0.0007238 0.8664521 -20.8501335 C 0.0000150 13179. 878621389. 16.3619261 -0.0007446 0.8890269 -21.4490122 C 0.0000154 13179. 854874865. 16.3553469 - 0.0007654 0.9115199 -22.0477595 c 0.0000158 13179. 832378158. 16.3494012 -0.0007861 0.9339311 -22.6463750 c 0.0000163 13286. 817572775. 16.3440412 - 0.0008069 0.9562603 -23.2448581 C 0.0000171 13940. 815994490. 16.3349106 - 0.0008484 1.0006720 -24.4414256 c 0.0000179 14594. 814525554. 16.3276589 - 0.0008900 1.0447539 -25.6374581 C 0.0000188 15247. 813151150. 16.3220426 - 0.0009315 1.0885048 -26.8329518 C 0.0000196 15899. 811858997. 16.3178598 - 0.0009729 1.1319234 -28.0279029 C 0.0000204 16551. 810638817. 16.3149415 -0.0010144 1.1750085 -29.2223075 C 0.0000213 17201. 809481940. 16.3131455 -0.0010558 1.2177589 -30.4161616 c Page 8 0.0000855 0.0000921 0.0000988 0.0001054 0.0001120 0.0001187 0.0001253 0.0001319 0.0001386 0.0001452 0.0001519 0.0001585 0.0001652 0.0001718 0.0001785 0.0001852 0.0001919 0.0001985 0.0002052 0.0002119 0.0002186 0.0002253 0.0002320 0.0002387 0.0002454 0.0002521 0.0002589 0.0002656 0.0002791 0.0002925 0.0003060 0.0003196 0.0003331 0.0003467 0.0000221 - 0.0010973 0.0000229 - 0.0011387 0.0000238 -0.0011801 0.0000246 - 0.0012214 0.0000254 - 0.0012628 0.0000263 - 0.0013041 0.0000271 -0.0013454 0.0000279 - 0.0013867 0.0000288 - 0.0014279 0.0000296 - 0.0014692 0.0000304 - 0.0015104 0.0000313 - 0.0015516 0.0000321 - 0.0015928 0.0000329 - 0.0016340 0.0000338 - 0.0016751 0.0000346 - 0.0017162 0.0000354 - 0.0017573 0.0000363 - 0.0017984 0.0000371 - 0.0018394 0.0000379 - 0.0018805 0.0000387 - 0.0019215 0.0000396 - 0.0019625 0.0000404 - 0.0020034 0.0000412 - 0.0020444 0.0000421 -0.0020853 0.0000429 - 0.0021262 0.0000437 - 0.0021671 0.0000446 - 0.0022079 0.0000454 - 0.0022490 0.0000462 - 0.0022903 0.0000471 - 0.0023323 0.0000479 - 0.0023747 0.0000487 - 0.0024172 0.0000496 - 0.0024596 102629_LPi1e (usCS units).1p7o 17852. 808381005. 16.3123509 1.2601733 -31.6094611 C 18501. 807329718. 16.3124547 1.3022504 -32.8022019 C 19150. 806322666. 16.3133683 1.3439890 -33.9943800 C 19798. 805355167. 16.3150152 1.3853877 -35.1859912 C 20446. 804423153. 16.3173291 1.4264452 -36.3770312 C 21092. 803523069. 16.3202520 1.4671602 -37.5674956 C 21738. 802651794. 16.3237334 1.5075314 -38.7573802 C 22384. 801806581. 16.3277287 1.5475573 -39.9466804 C 23028. 800984996. 16.3321986 1.5872367 -41.1353919 C 23672. 800184879. 16.3371083 1.6265681 -42.3235100 C 24315. 799404304. 16.3424269 1.6655502 -43.5110302 C 24958. 798641549. 16.3481267 1.7041814 -44.6979478 C 25599. 797895068. 16.3541833 1.7424605 -45.8842579 C 26240. 797163470. 16.3605745 1.7803858 -47.0699559 C 26880. 796445500. 16.3672806 1.8179561 -48.2550368 C 27519. 795740022. 16.3742838 1.8551697 -49.4394957 C 28158. 795046002. 16.3815678 1.8920251 -50.6233275 C 28796. 794362503. 16.3891184 1.9285209 -51.8065272 C 29433. 793688669. 16.3969222 1.9646556 -52.9890896 C 30069. 793023716. 16.4049673 2.0004274 -54.1710094 C 30704. 792366926. 16.4132430 2.0358350 -55.3522813 C 31339. 791717641. 16.4217393 2.0708766 -56.5328999 C 31973. 791075253. 16.4304474 2.1055507 -57.7128597 C 32606. 790439204. 16.4393590 2.1398557 -58.8921551 C 33238. 789808975. 16.4484666 2.1737898 -60.0000000 CY 33869. 789184087. 2.2073514 -60.0000000 CY 34500. 788564097. 2.2405389 -60.0000000 CY 35127. 787901183. 2.2733153 -60.0000000 CY 35726. 786627120. 2.3052495 -60.0000000 CY 36277. 784361654. 2.3360303 -60.0000000 CY 36746. 780456238. 2.3651081 -60.0000000 CY 37143. 775148709. 2.3926260 -60.0000000 CY 37537. 769985902. 2.4198210 -60.0000000 CY 37931. 764986783. 2.4467141 -60.0000000 CY Page 9 16.4577636 16.4672436 16.4765655 16.4816490 16.4796282 16.4654417 16.4405971 16.4167390 16.3940194 0.0003602 0.0003738 0.0003874 0.0004011 0.0004147 0.0004284 0.0004421 0.0004558 0.0004696 0.0004833 0.0004971 0.0005109 0.0005247 0.0005385 0.0005524 0.0005663 0.0005802 0.0005941 0.0006081 0.0006220 0.0006360 0.0006500 0.0006641 0.0006781 0.0006922 0.0007063 0.0007204 0.0007346 0.0007485 0.0007622 0.0007752 0.0007878 0.0008003 0.0008129 102629_LPile (uSCS units).1p7o 0.0000529 39235. 741452073. 16.2714485 0.0008610 - 0.0026315 2.5466449 -60.0000000 CY 0.0000562 40261. 715745023. 16.1243054 0.0009070 - 0.0028055 2.6372695 -60.0000000 CY 0.0000596 41276. 692746623. 15.9918718 0.0009528 - 0.0029797 2.7231737 -60.0000000 CY 0.0000629 41979. 667221400. 15.8249716 0.0009957 - 0.0031568 2.7991673 -60.0000000 CY 0.0000662 42575. 642647061. 15.6607601 0.0010375 - 0.0033350 2.8696777 -60.0000000 CY 0.0000696 43168. 620377127. 15.5147862 0.0010796 - 0.0035129 2.9367280 -60.0000000 CY 0.0000729 43753. 600041968. 15.3769385 0.0011212 -0.0036913 2.9994378 -60.0000000 CY 0.0000762 44322. 581270930. 15.2508142 0.0011629 - 0.0038696 3.0584126 -60.0000000 CY 0.0000796 44709. 561786006. 15.1041516 0.0012020 - 0.0040505 3.1104227 -60.0000000 CY 0.0000829 45012. 542861404. 14.9563333 0.0012401 - 0.0042324 3.1578447 -60.0000000 CY 0.0000862 45312. 525358921. 14.8196396 0.0012782 - 0.0044143 3.2021601 -60.0000000 CY 0.0000896 45605. 509084109. 14.6878019 0.0013158 - 0.0045967 3.2428914 -60.0000000 CY 0.0000929 45897. 493953986. 14.5670356 0.0013535 - 0.0047790 3.2807779 -60.0000000 CY 0.0000963 46185. 479849200. 14.4562166 0.0013914 -0.0049611 3.3157848 -60.0000000 CY 0.0000996 46472. 466666362. 14.3543726 0.0014295 -0.0051430 3.3478766 -60.0000000 CY 0.0001029 46757. 454315468. 14.2606580 0.0014677 - 0.0053248 3.3770167 -60.0000000 CY 0.0001063 47037. 442704787. 14.1729416 0.0015059 - 0.0055066 3.4030697 -60.0000000 CY 0.0001096 47272. 431383622. 14.0775175 0.0015427 -0.0056898 3.4251986 -60.0000000 CY 0.0001129 47431. 420054648. 13.9719925 0.0015777 - 0.0058748 3.4435727 -60.0000000 CY 0.0001163 47556. 409086833. 13.8664272 0.0016120 - 0.0060605 3.4590580 -60.0000000 CY 0.0001196 47680. 398713762. 13.7677349 0.0016464 - 0.0062461 3.4721067 -60.0000000 CY 0.0001229 47801. 388891763. 13.6755063 0.0016809 - 0.0064316 3.4826973 -60.0000000 CY 0.0001263 47922. 379576961. 13.5892455 0.0017156 - 0.0066169 3.4907994 -60.0000000 CY 0.0001296 48039. 370719959. 13.5065293 0.0017502 - 0.0068023 3.4963492 -60.0000000 CY 0.0001329 48152. 362270586. 13.4238749 0.0017843 - 0.0069882 3.4993497 -60.0000000 CY 0.0001363 48263. 354223620. 13.3463695 0.0018184 - 0.0071741 3.4976696 -60.0000000 CY 0.0001396 48372. 346549122. 13.2737236 0.0018528 - 0.0073597 3.4972072 -60.0000000 CY 0.0001429 48481. 339223607. 13.2054292 0.0018873 - 0.0075452 3.4996087 -60.0000000 CY 0.0001462 48587. 332220940. 13.1413564 0.0019219 - 0.0077306 3.4967268 -60.0000000 CY 0.0001496 48692. 325519379. 13.0812390 0.0019567 - 0.0079158 3.4966581 -60.0000000 CY 0.0001529 48796. 319102461. 13.0245899 0.0019917 - 0.0081008 3.4992928 -60.0000000 CY 0.0001562 48899. 312950945. 12.9712697 0.0020268 - 0.0082857 3.4988385 -60.0000000 CY 0.0001596 48999. 307044926. 12.9213289 0.0020620 - 0.0084705 3.4943242 -60.0000000 CY 0.0001629 49099. 301374536. 12.8741588 0.0020974 - 0.0086551 3.4978856 -60.0000000 CY Page 10 102629_LPile (USCS units).lp7o 0.0001662 49195. 295911987. 12.8252777 - 0.0088403 3.4997020 60.0000000 CY 0.0001696 49290. 290655367. 12.7788122 -0.0090254 3.4971910 60.0000000 CY 0.0001729 49383. 285586881. 12.7346829 - 0.0092105 3.4935119 60.0000000 CY 0.0001762 49469. 280675393. 12.6911077 -0.0093957 3.4970645 60.0000000 CY 0.0001796 49555. 275942297. 12.6497342 - 0.0095808 3.4992326 60.0000000 CY 0.0001829 49617. 271256897. 12.6032289 -0.0097672 3.4999937 60.0000000 CY 0.0002029 49844. 245639776. 12.3251152 - 0.0108915 3.5000000 60.0000000 CY 0.0002229 50012. 224353791. 12.0839912 - 0.0120188 3.4991784 60.0000000 CY 0.0002429 50158. 206484069. 11.8821458 - 0.0131461 3.4927128 60.0000000 CY 0.0002629 50287. 191266669. 11.7257844 - 0.0142696 3.4956099 60.0000000 CYT 0.0002829 50399. 178139036. 11.6055936 - 0.0153891 3.4947723 60.0000000 CYT 0.0003029 50489. 166677526. 11.5093412 - 0.0165061 3.4941804 60.0000000 CYT 0.0003229 50566. 156592710. 11.4273403 - 0.0176224 3.4889695 60.0000000 CYT 0.0003429 50566. 147459721. 11.4621563 - 0.0187019 3.4958651 60.0000000 CYT 0.0021322 0.0021671 0.0022020 0.0022368 0.0022717 0.0023053 0.0025010 0.0026937 0.0028864 0.0030829 0.0032834 0.0034864 0.0036901 0.0039306 Summary of Results for Nominal (unfactored) Moment Capacity for Section 1 Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in -kip Strain 1 23.000 50232.874 0.00300000 Note note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi -factor). In ACI 318-08, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318-08, Section 9.3.2.2 or the value required by the design standard being followed. The followingg table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resistance Nominal Ultimate (Factored) ultimate (Factored) Bending stiffness Load Factor Moment Capacity Axial Thrust Moment Capacity at ult. Mom. Cap. No. for Moment in -kip kips in -kip kip-inA2 1 0.65 50232.874 32651.367 790393595.068 1 0.70 50232.874 Page 11 14.950 16.100 35163.011 1 37674.656 102629_LPile (USCS units).lp7o 787825107.595 0.75 50232.874 768235967.014 17.250 Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 Pile -head conditions are Shear and Moment Shear force at pile head Applied moment at pile head Axial thrust load on pile head Depth Soil Res. x feet lb/in Deflect. Bending Soil Spr. Distrib. y Moment Es*h Lat. Load inches in -lbs lb/inch lb/inch Shear Force lbs (Loading Type 1) 19000.0 lbs = 20400000.0 in -lbs 23000.0 lbs Slope S radians Total Stress psi* Bending Stiffness lb-inA2 0.00 2.2722 20400000. 0.000 0.000 0.000 0.355 2.2257 20482010. 0.000 0.000 0.000 0.710 2.1797 20564009. - 0.1796 0.3511 0.000 1.065 2.1341 20645994. - 0.1784 0.3560 0.000 1.420 2.0890 20727965. - 0.1771 0.3611 0.000 1.775 2.0443 20809922. - 0.1758 0.3664 0.000 2.130 2.0001 20891865. - 0.1745 0.3718 0.000 2.485 1.9564 20973794. - 0.1733 0.3773 0.000 2.840 1.9132 21055709. - 0.1720 0.3829 0.000 3.195 1.8705 21137610. - 0.1707 0.3887 0.000 3.550 1.8282 21219497. - 109.4513 255.0428 0.000 3.905 1.7864 21299387. - 228.3684 544.5939 0.000 4.260 1.7451 21375121. - 350.6069 855.8937 0.000 4.615 1.7042 21444481. - 475.4762 1188.5328 0.000 4.970 1.6639 21505202. - 602.2982 1542.0551 0.000 5.325 1.6240 21554981. - 730.4071 1915.9523 0.000 5.680 1.5846 21591494. - 859.1490 2309.6588 0.000 6.035 1.5458 21612404. - 987.9725 2722.7946 0.000 6.390 1.5074 21615373. - 1116.6925 3155.9384 0.000 6.745 1.4694 21598066. - 276.5444 801.7190 0.000 7.100 1.4320 21575729. 19000. 19000. 19000. 18999. 18998. 18997. 18997. 18996. 18995. 18994. 18761. 18041. 16808. 15049. 12753. 9914.2467 6528.4923 2594.1236 -1888.8127 - 4856.4073 - 6046.1699 Page 12 -0.0110 - 0.0109 - 0.0108 - 0.0106 -0.0105 -0.0104 - 0.0103 - 0.0102 - 0.0101 - 0.009980 -0.009868 - 0.009755 - 0.009642 - 0.009528 -0.009415 - 0.009300 -0.009186 - 0.009071 - 0.008957 - 0.008842 - 0.008727 0.000 8.045E+11 0.000 8.045E+11 0.000 8.043E+11 0.000 8.041E+11 0.000 8.040E+11 0.000 8.039E+11 0.000 8.038E+11 0.000 8.037E+11 0.000 8.036E+11 0.000 8.035E+11 0.000 8.033E+11 0.000 8.032E+11 0.000 8.031E+11 0.000 8.030E+11 0.000 8.030E+11 0.000 8.029E+11 0.000 8.028E+11 0.000 8.028E+11 0.000 8.028E+11 0.000 8.028E+11 0.000 8.029E+11 - 282.0296 838.9873 7.455 1.3951 - 287.3457 877.4325 7.810 1.3586 - 284.6484 892.5134 8.165 1.3227 - 287.1715 924.9056 8.520 1.2872 - 289.4717 958.0091 8.875 1.2522 - 291.5666 991.9063 9.230 1.2177 -293.4708 1026.6774 9.585 1.1837 - 295.1964 1062.4007 9.940 1.1501 - 296.7535 1099.1550 10.295 1.1171 - 298.1506 1137.0194 10.650 1.0845 - 299.3949 1176.0752 11.005 1.0524 - 300.4923 1216.4061 11.360 1.0207 - 301.4478 1258.0992 11.715 0.9896 - 302.2656 1301.2459 12.070 0.9589 - 302.9492 1345.9424 12.425 0.9286 - 303.5012 1392.2909 12.780 0.8989 - 303.9240 1440.4002 13.135 0.8696 - 304.2193 1490.3866 13.490 0.8407 - 304.3883 1542.3753 13.845 0.8123 -304.4319 1596.5012 14.200 0.7844 - 304.3505 1652.9101 14.555 0.7569 - 304.1442 1711.7607 14.910 0.7299 - 303.8127 1773.2255 15.265 0.7033 - 303.3554 1837.4933 15.620 0.6771 - 302.7712 1904.7712 15.975 0.6514 - 302.0588 1975.2867 16.330 0.6262 - 301.2165 2049.2912 16.685 0.6013 -300.2423 2127.0632 17.040 0.5769 - 299.1335 2208.9120 17.395 0.5529 - 297.8874 2295.1831 17.750 0.5293 - 296.5004 2386.2633 18.105 0.5062 - 518.1301 4360.8102 18.460 0.4834 -516.0960 4548.1735 18.815 0.4610 -513.7489 4746.9859 19.170 0.4391 102629_LPile (USCS units).1p7o 0.000 21548263. -7258.9393 -0.008613 0.000 21515571. -8477.2866 -0.008499 0.000 21477702. -9695.2629 -0.008385 0.000 21434611. -10924. -0.008271 0.000 21386255. -12161. -0.008157 0.000 21332596. -13407. -0.008044 0.000 21273601. -14661. -0.007931 0.000 21209238. -15922. -0.007818 0.000 21139478. -17189. -0.007706 0.000 21064297. -18462. -0.007594 0.000 20983671. -19740. -0.007483 0.000 20897581. -21022. -0.007372 0.000 20806010. -22308. -0.007261 0.000 20708942. -23597. -0.007151 0.000 20606367. -24889. -0.007042 0.000 20498272. -26182. -0.006933 0.000 20384651. -27478. -0.006825 0.000 20265499. -28774. -0.006717 0.000 20140813. -30071. -0.006610 0.000 20010591. -31368. -0.006504 0.000 19874836. -32664. -0.006398 0.000 19733551. -33959. -0.006294 0.000 19586743. -35252. -0.006190 0.000 19434419. -36543. -0.006086 0.000 19276590. -37831. -0.005984 0.000 19113270. -39116. -0.005883 0.000 18944473. -40397. -0.005782 0.000 18770218. -41674. -0.005683 0.000 18590525. -42946. -0.005584 0.000 18405416. -44212. -0.005486 0.000 18214917. -45947. -0.005390 0.000 18015006. -48150. -0.005294 0.000 17805719. -50343. -0.005200 0.000 17587100. -52526. -0.005107 Page 13 0.000 8.029E+11 0.000 8.029E+11 0.000 8.030E+11 0.000 8.031E+11 0.000 8.031E+11 0.000 8.032E+11 0.000 8.033E+11 0.000 8.034E+11 0.000 8.035E+11 0.000 8.036E+11 0.000 8.037E+11 0.000 8.038E+11 0.000 8.039E+11 0.000 8.040E+11 0.000 8.042E+11 0.000 8.043E+11 0.000 8.045E+11 0.000 8.047E+11 0.000 8.049E+11 0.000 8.050E+11 0.000 8.052E+11 0.000 8.054E+11 0.000 8.057E+11 0.000 8.059E+11 0.000 8.061E+11 0.000 8.064E+11 0.000 8.066E+11 0.000 8.069E+11 0.000 8.072E+11 0.000 8.075E+11 0.000 8.078E+11 0.000 8.081E+11 0.000 8.085E+11 0.000 8.088E+11 102629_LPi1e (USCS units).1p7o - 511.0797 4958.4113 0.000 19.525 0.4175 17359197. -54697. -0.005015 0.000 8.092E+11 - 508.0774 5183.7846 0.000 19.880 0.3964 17122065. -56854. -0.004924 0.000 8.096E+11 - 504.7295 5424.6459 0.000 20.235 0.3756 16875764. -58996. -0.004835 0.000 8.100E+11 - 501.0215 5682.7831 0.000 20.590 0.3552 16620362. -61122. -0.004747 0.000 8.105E+11 - 496.9364 5960.2862 0.000 20.945 0.3351 16355933. -63230. -0.004660 0.000 8.110E+11 - 492.4549 6259.6165 0.000 21.300 0.3155 16082560. -65317. -0.004575 0.000 8.115E+11 - 487.5542 6583.6960 0.000 21.655 0.2962 15800330. -67383. _0.004491 0.000 8.120E+11 - 482.2081 6936.0243 0.000 22.010 0.2772 15509340. -69424. -0.004409 0.000 8.126E+11 -476.3860 7320.8341 0.000 22.365 0.2586 15209698. -71440. -0.004328 0.000 8.132E+11 - 470.0517 7743.3004 0.000 22.720 0.2403 14901518. -73428. -0.004250 0.000 8.139E+11 - 463.1628 8209.8268 0.000 23.075 0.2224 14584924. -77697. -0.004173 0.000 8.145E+11 - 1540.9594 29517. 0.000 23.430 0.2048 14240359. -84255. -0.004097 0.000 8.153E+11 - 1537.7809 31990. 0.000 23.785 0.1875 13867879. -90785. -0.004024 0.000 8.162E+11 - 1528.0180 34719. 0.000 24.140 0.1705 13467662. -97258. -0.003952 0.000 8.171E+11 - 1511.2517 37760. 0.000 24.495 0.1538 13040012. -103645. -0.003910 0.000 3.955E+12 - 1486.9985 41185. 0.000 24.850 0.1372 12585376. -109909. -0.003897 0.000 3.957E+12 -1453.8607 45148. 0.000 25.205 0.1206 12104355. -116011. -0.003883 0.000 3.960E+12 - 1410.8892 49833. 0.000 25.560 0.1041 11597728. -121906. -0.003871 0.000 3.963E+12 -1356.8348 55526. 0.000 25.915 0.0876 11066476. -127467. -0.003858 0.000 3.966E+12 -1253.8581 60951. 0.000 26.270 0.0712 10512469. -132363. -0.003847 0.000 3.969E+12 - 1045.0274 62505. 0.000 26.625 0.0549 9939496. -136346. -0.003836 0.000 3.973E+12 - 824.9482 64058. 0.000 26.980 0.0385 9351551. -139368. -0.003825 0.000 3.976E+12 - 593.6322 65612. 0.000 27.335 0.0223 8752832. -141380. -0.003816 0.000 3.980E+12 - 351.0862 67166. 0.000 27.690 0.006032 8147740. -142335. -0.003807 0.000 3.983E+12 - 97.3122 68720. 0.000 28.045 -0.0102 7540882. -142185. -0.003798 0.000 3.987E+12 167.6922 70273. 0.000 28.400 -0.0263 6937066. -140882. -0.003791 0.000 3.990E+12 443.9335 71827. 0.000 28.755 -0.0425 6341306. -138379. -0.003784 0.000 3.994E+12 731.4219 73381. 0.000 29.110 -0.0586 5758819. -134627. -0.003777 0.000 3.997E+12 1030.1710 74935. 0.000 29.465 -0.0746 5195026. -129902. -0.003771 0.000 4.000E+12 1188.1798 67812. 0.000 29.820 -0.0907 4652796. -124638. -0.003766 0.000 4.003E+12 1283.2220 60273. 0.000 30.175 -0.1067 4133852. -118988. -0.003761 0.000 4.006E+12 1369.1473 54649. 0.000 30.530 -0.1227 3639755. -112988. -0.003757 0.000 4.009E+12 1447.9343 50253. 0.000 30.885 -0.1387 3171933. -106664. -0.003754 0.000 4.012E+12 1520.8446 46698. 0.000 31.240 -0.1547 2731711. -100041. -0.003750 0.000 4.014E+12 Page 14 102629_LPi1e 1588.7216 43743. 0.000 31.595 -0.1707 2320321. 1652.1475 41233. 0.000 31.950 -0.1867 1938912. 1711.5329 39062. 0.000 32.305 -0.2026 1588564. 1767.1703 37157. 0.000 32.660 -0.2185 1270285. 1819.2688 35462. 0.000 33.015 -0.2345 985022. 1871.2770 33996. 0.000 33.370 -0.2504 733717. 1921.0011 32679. 0.000 33.725 -0.2664 517275. 1967.6132 31470. 0.000 34.080 -0.2823 336539. 2017.3862 30445. 0.000 34.435 -0.2982 192414. 2128.1651 30402. 0.000 34.790 -0.3141 86911. 2241.0499 30391. 0.000 35.145 -0.3301 22077. 2356.0987 30410. 0.000 35.500 -0.3460 0.000 2473.3639 15227. 0.000 (uSCS units).lp7o -93138. -0.003748 - 85973. -0.003745 - 78563. -0.003744 -70924. -0.003742 - 63063. -0.003741 - 54986. -0.003740 - 46703. -0.003739 - 38215. -0.003739 - 29385. -0.003739 - 20079. -0.003738 -10287. -0.003738 0.000 -0.003738 0.000 4.016E+12 0.000 4.018E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 0.000 4.021E+12 * This analysis computed pile response using nonlinear moment -curvature relationships. values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be interpolated from nonlinear bending properties relative the pile. to the magnitude of bending output Summary for Load Case No. 1: Pile -head deflection Computed slope at pile head Maximum bending moment Maximum shear force Depth of maximum bending moment Depth of maximum shear force Number of iterations Number of zero deflection points the output for moment developed in = 2.2721990 inches -0.0109707 radians = 21615373. inch -lbs _ -142335. lbs = 6.3900000 feet below pile head 27.6900000 feet below pile head 81 = 1 Summary of Pile Response(s) Definitions of Pile -head Loading Conditions: Load Type 1: Load 1 = shear, lbs, and Load 2 Load Type 2: Load 1 = Shear, lbs, and Load 2 Load Type 3: Load 1 = Shear, lbs, and Load 2 in-lbs/radian Load Type 4: Load 1 = Top Deflection, inches, Load Type 5: Load 1 = Top Deflection, inches, Pile -head Pile -head Page 15 = Moment, in -lbs = Slope, radians = Rotational Stiffness, and Load 2 = Moment, in -lbs and Load 2 = Slope, radians Maximum Load Load Moment Case Type Pile No. No. in -lbs Maximum Condition 1 Condition 2 shear Pile -head v(lbs) or in -lb, rad., in Pile Rotation y(inches) or in-lb/rad. lbs radians 102629_LPile (uSCS units).lp7o 1 1 V = 19000. M = 20400000. 21615373. -142335. -0.01097066 The analysis ended normally. Page 16 Axial Loading lbs Pile -head Deflection inches 23000. 2.27219898 z 1- O in V 8 Drilled Pier Foundation O CO COUD 0 O N W O N 3 0) N co T 0 0) O 0. O O 2 o F N N 0 N _ H 0. O 00 �O 0 CO N r o N Off) N O N O 0' N 1� O'- O. 0 V O,r N cV Q E °r r) E co Nu)N E 0 0 0 0. a u 03 9 U 0 E +i= 0 i-. 4 - VI N V, a. Y C E 2 0 C O N 0) Y N E O 0. 0) O LL f0 0. 8 LL 43 0) N m 0 C O. C tL Y C W Q 0) 0 0 0 U 0 00 3 2 4 76m U 0 r VI a. x02 Q C C .4 u 00 1 O O N O 00 O 0) co M co ( N R Y_ E 0 U a. 10 U C E 0 ci m f0 C IA N r,4 ryC C 0 d c IV) Ext. Above Grade' 0.51ft Pier Section 1 From 0.5' above grade to 35' below grade Pier Diameter' 5.51ft Cohesive Cohesionless C 20 11 M V Rebar Quantity Rebar Size Clear Cover to Ties Tie Size .11411114M1 tirj 0) 0 8. f- Cohesionless I Cohesionless Cohesive Cohesive Cohesive Cohesionless 1 Cohesionless o t m h Ult. Gross Bearing Capacity (ksf) N cf Ultimate Skin Friction Uplift Override (ksf) 0.00 0.12 v v 0.27 1.07 v 0 0 Ultimate Skin Friction Comp Override (ksf) OO O 0000 W O) VO' a 0 ON) .— Calculated Ultimate Skin Friction Uplift (ksf) 0.000 0.000 0.193 0.193 0 0 0 0) 0 CO 0 0 0 00 Calculated Ultimate Skin Friction Comp (ksf) 0.000 0.000 0.193 0.193 0 O ch O 0.00 O O Angle of Friction (degrees) 0 30. co 35 Cohesion (ksf) 0 0 0.35 0.35 0.72 0 0 000c0(0mc0 co co o 0 c+) co N c0 c0(000 O O W Qi O N N N co u) co Thickness (ft) CO CO 1 10.5 5 10 N (NI Bottom (ft) M CO 7 17.5 22.5 32.5 35 0 CO (0 r 17.5 22.5 u) N 0 - M s- N CO 10 C0 1'- T 3 ASCE 7 Hazards Report AMMICAN SOCIETY OF CML ENGINEHSS Address: Standard: ASCE/SEI 7-10 Elevation: 27.83 ft (NAVD 88) No Address at This Risk Category: 11 Latitude: 47.461306 Location Soil Class: D - Stiff Soil Longitude: -122.242417 Wind Results: Wind Speed: 10 -year MRI 25 -year MRI 50 -year MRI 100 -year MRI Data Source: 110 Vmph 72 Vmph 79 Vmph 85 Vmph 91 Vmph ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Thu Aug 09 2018 Value provided is 3 -second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.online/ Page 1 of 3 Thu Aug 09 2018 ASCE AMERICAN SOCIETY OF CML ENG1N®RS Seismic Site Soil Class: Results: Ss : S1 : Fa : F„ : SMS SM1 D - Stiff Soil 1.447 0.539 1.000 1.500 1.447 0.809 Seismic Design Category D 1.6 1.4 12 1.0 0.8 0.6 MCER Response Spectrum 0.4 — • Sa(g) vs T(s) Data Accessed: Date Source: httr s://asce7hazardtool.online/ 0 0 SDS : Sol : TL : PGA: PGA M : F PCA le 1.0 0.9 0.8 0.7 0. 0.5 0.4 0.3 0.2 0.965 0.539 6.000 0.596 0.596 1.000 1 Design Response Spectrum 4 O Sa(g) vs T(s) a Thu Aug 09 2018 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. Page 2 of 3 Thu Aug 09 2018 AMESICAN SOCIETY OF CIVIL ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.25 in. 25 F 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Thu Aug 09 2018 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3 -second gust speeds, for a 50 -year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.on I i ne/ Page 3 of 3 Thu Aug 09 2018 0 04 6 O 0 0 a 0 o - O _ N 0 O N Y> O 0 5.000 1 5.000 0 O 0 N OD 0 A 0) m O N vNi N N N M N m b fV 10 Number of Sides N ro fV O. g N 0 O 8 O 0 IfT 115.0 ft 110.011 105.011 100.011 95.0 fl 90p q_ 85,011 80.0 ft 76.2 ft 74.4 ft 69.4 ft 64.4 fl 62.3 ft 57.0 fl 52.011 47.0 fl 42.0 fl 37.8 ft 31.8 ft 26.8 fl 21.8 fl 16.8 9 11.8 9 6.8 ft 1.8 ft 0.0 9 MATERIAL STRENGTH GRADE Fy Fu GRADE I Fy Fu 1 A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 1 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower Risk Category 11. 5. Topographic Category 1 with Crest Height of 0.000 ft 6. TOWER RATING: 103.1% 7. CCISeismic 3.0 Analysis 8. All seismic forces calulated in CCISeismic are input as factored user forces 9. Wind area factors of structure have been set to 0 10. All feed lines, discrete loads, and dishes have been disabled. Appurtenance dead load is accounted for in the user forces 11. Structure and guy dead loads are calculated by TNX and not included in user forces 12. Load Combination 1.2D + Eh + Ev 13. TOWER RATING: 13.4% ALL REACTIONS ARE FACTORED AXIAL 27 K SHEAR `MOMENT 2 X / J 203 kip -ft REACTIONS - 1 mph WIND B+T Group 1717 S Boulder, Suite 300 Tulsa, OK, 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: ob 102629.003.01- SOUTHCENTER, WA (BU# 856361 Project: client: Crown Castle Drawn by:Ikantheti App'd: Code: TIA-222-G Date: 08/10/18 Scale: NTS Patn:' f' ,.a., -....-- _m^T� p . _ U Dwg No. E-1 CROWN � CASTLE BU: WO: Order: 856360 1612117 421585 Structure: Rev: A 6 Location Lat: Long: Decimal Degrees 47.4613 -122.2424 Deg Min Sec 47 27 40.70 122 14 32.70 Code and Site Parameters USGS Seismic Reference Building Code: Seismic Design Code: Site Soil: Risk Category: S5: S1: TL: 2015 IBC ASCE 7-10 D II 1.4470 0.5390 6 Stiff Soil (Default) Seismic Design Category Determination Importance Factor, le: Acceleration -based site coefficient, Fa: Velocity -based site coefficient, Fv: Design spectral response acceleration short period, SDS: Design spectral response acceleration 1 s period, Sol: Seismic Design Category Based on SDs: Seismic Design Category Based on SDI: Seismic Design Category Based on S1: Controlling Seismic Design Category: 1 1.0000 1.5000 0.9647 0.5390 D D N/A D CCISeismic 3.0.1 Page 1 Analysis Date: 8/10/2018 P�i� CROWN Vv CASTLE BU: WO: Order: 856360 1612117 421585 Structure: Rev: A Tue:Fr [�td. s Tower Type: Height, h: Effective Seismic Weight, W: Tapered Monopole 115 19.39 ft kips Response Modification Factor, R: Fundamental Period, T: Seismic Response Coefficient, C, Seismic Response Coefficient Max 1, C,„,u Seismic Response Coefficient Max 2, C,„,a„ Seismic Response Coefficient Min 1, C,min Seismic Response Coefficient Min 2, C„m;. Controlling Seismic Response Coefficient, C,, Seismic Base Shear, V 1.5 3.5900 0.6431 0.1001 N/A 0.0424 N/A 0.1001 1.9410 12.8-2 12.8-3 12.8-4 15.4-1 15.4-2 12.8-1 Ulstrlbi.t on ; ^v,S Period Related Exponent, k: Sum of w,h k 2.000 114934.05 12.8-12 12.8-12 CCISeismic 3.0.1 Page 2 Analysis Date: 8/10/2018 Section Number ��� Length Top Height Towey Mid Height, h, Section Mads Settles Weight, w,� w,h," C„ isc MEMl F, MEM 8„ ' 1.'v.� TN% Shear Factorec Loa Weightl ,s Weight2 -003780 ®®" 110.00ME MIEMEMEM "® 0.03009 -0.04012 .11.11111111.11.11113=1 05.00 MEE= 0.1980 mccom0.01810 111115S11 003820 MIME 0.03184 -0.04245 =.1:51=ZEMI 100.00 Malin 0.2088"® 0.04029"®" IEMEMEminnmEEMEMENIMINIMEMME00165.5 IMMIXIMINSHMIIMIUMPIELIMEM -004709 310.1MMIECIE 90.00 MEMEEEME "®. "®" .. 0.03706 MIME 002774 004657 IENEKIMIENEMMEIMEM :inilli.• 80.00 MEMIEIMMEEMM 0.01012 • "®'.' 0.03066 IIMMENIMIIIMEMINIKQEMI=732=MDIUMMIBERIMMINIMEINWEIFMMIIIMENIMEEMEMIIMMEM -0.06078 ®mIEEM 69 4 MEM. 0 309 INEHMENIMMIM 002339 005968 1113EWM 0.04973 -0.06631 0.00483 0.00113 0.00937 000220 0 0065 0.00937 MEMINIMEMIll MEE= MEM 000724 E®®���� rapa IMEMEM®" ®" IMEM EEMM 0.02051"®.'. 0.10707 MIZEITE SMNIFINIIMMILIEMINEEDMIMMEMIIMEIMIO 2031 96 1110EMMIIIIIMBEIMEIMMINCOMMI 0.10' 99 Mona MEEmEMEMEIENIEIMMIOCOM 0.7096 140509 IMMINIIIiirtmalIMINEMMIIIMIBM 0.00856 0006225 MEMMEEMMEEMEEMMEIMEMEM NOME 0.08993 0.11405 MEMO MNIFIMIIIMMMIUMEMEEDMEMEMEIE Emmummoi=22=OCEMMIMMEMII=EimmEacm '1 .3 EMEEE=MEMM 0.00493 0.00957 0.09305 0.80957"®' r®' iummissivrimmatammgirm 04984 IMMUMIIIMEMIll 0.00022MegirMINCCIffililialIMM 0.10685 ®®" MEINIIIINEEME '®' 0.00264 0.00512 0-00333MEM= ME= 0.00512 0-00333 MEMOOME MEDMEM IMMISMEIMIIMMIIHM=17101111•11MMIIMOIMI0-00172 z®" EMICEM '®' ® 0.00097 0.00188. .® 0.00188 EIMEMENOMEMEMBEMINIILEM 0.5630 0.00082 0.00082 009,52 IMMEIN =IEMIMMI®" MEMIIIMM '®' 0.00009 0.00018 MOM= 0.00018'®' 1U1111MIN 000000 0.00000 =EMU 0.00000 MEMO -0.04504 Sum =MEMEL/EMI CCISeismic 3.0.1 Page 3 Analysis Date: 8/10/2018 Noma ornmscooe 58N9H-1065C sc e.e.rvads h, 114.00 0.0500 649.80 0.0057 0.0110 F„ Shear TNX Factored _oa,5 Weightl Welght2 0.0580 0.0393 mscooe S8NH6-1065C 114.00 00500 649.80 0.005653677 0.010973873 0.009646667 0.010973873 0.058038889 0.039281481 50o0e 58044-12650 11400 0.0500 649.80 0005655677 0.010973873 0.009646667 0.010973873 0.058036889 0.039281481 kathrein 742 264 114.00 0.0360 467.86 0.004070647 0.007901189 0.0069456 0.007901189 0.041788 0.028282667 kathrein 742 264 114.00 0.0360 467.86 0004070647 0007901189 00069456 0.007901189 0041738 0.028292667 kathrein 742 264 114.00 0.0360 467.86 0.004070647 0.007901189 0.0069456 0.007901189 0.041788 0.02 82 82 667 .027e. lucent 86'14325-WCS 114.06 0.0910 1182.64 0.010289692 0.01997245 0.017556933 0.01997245 0.105635776 0.071492296 alcatel lucent RRH4825-WCS 114.00 0.0910 1182.64 0.010289692 0.01997245 0.017556933 0.01997245 0.105630778 0.071492296 .13890.163711586746256905 114.00 0.0910 1182.64 0.010289692 0.01997245 0.017556933 001997245 0.105630778 0.021492296 alcatel lucent 825 RRH4330-4R114.00 0.0510 662.80 0.00576675 0.011193351 0.0098396 0.011193351 0.059199667 0.040067111 alcatel lucent 075 668493046 114.00 0.0510 6662.30 0.00576675 0-011193351 00098/96 0.011193351 0.059199667 0.04 0067 1 11 Nadel lucent B25 9064930-46 114.00 0.0510 662.80 0.00576675 0.011193351 0.0098396 0.011193351 0.059199667 0.040067111 12) 7800r16790 17363010638 L072:1451 114.00 0.0280 363.89 0003166059 0.006145309 0005407133 0.606145369 0.032501778 0.00199763 2) powerwave technologies LGP21401 114.00 0.0280 363.89 0.003166059 0.006145369 0.005402133 0.006145369 0.032501778 0.02199763 7'0rr w communMonons196506001119130311117 11400 0.0200 259.92 0-002261471 0.004989549 0.003858667 0.004389549 0.023215 56 0015712593 kmw communications KFTDR00110030 114.00 0.0200 259.92 0.002261471 0.004389549 0.003858667 0.004389549 0.023215556 0.015712593 avcap 506886013 EF 114.00 0.0330 428.87 0.003731477 0.007742756 0.0062263 0.007242756 0.038305667 0.025925778 raycap 006-46-60.18-88 114.00 0.0330 428.87 0.003731427 0.007242756 0.0063668 0.007242756 0.038305667 0.025925778 ory scope NNE 4650-66 114.00 0,0990 128660 0.01119428 0.021778269 0.01911294 0021738769 0114917 0.077777333 commscope NNH4-65C-126 114.00 0.0990 1286.60 0.01119428 0.021728269 0.0191004 0.021728269 0.114917 0.077777333 on -611097E 53,64. 650 46 114.0C 0.0990 1286.60 001119428 0.021728269 00191004 0.021728769 0.114 9.7 0077777333 alcatel lucent 96412060-850 114.00 0.0480 623.81 0.00542753 0.010534919 0.0092608 0.010534919 0.055717333 0.037710222 Icatei lucent 8592800.050 114.00 0.0480 623.81 0.00542753 0.010534918 0.0092`008 0.010534919 0055717333 0.037710222 alcatel lucent 8982060.850 114.00 0.0480 623.81 0.00542753 0.010534919 0.0092608 0.010534919 0.055717333 0.037710222 Oda AHFIB 114.00 0.0880 114365 0,009950471 0.019314017 0.016978133 0.019314017 0.101148444 0.069135407 nokia 0668 114.00 0.0880 1143.65 0.009950471 0.019314017 0.016978133 0.019314017 0.102148444 0069135407 nokia 74018. 114.00 00860 1143.65 0009950471 0019314017 0016978133 0.019314017 0.102148444 0.06 913 540 7 nokia 866) - 114.00 0.0530 688.79 0.005992897 0.011632306 0.010225467 0.011632306 0.061521222 0.04163837 0108 789! 11400 0.0530 688.79 0.005992897 0.011632306 0010205467 0.011632306 0.061521222 0.04163837 nokia FRBI 114.00 0.0530 688.79 0.005992897 0.011632306 0.010225467 0.011632306 0.061521222 0.04163837 2) 840010 ve 9e4h30108'ie5 150&1919111-001 114.00 0.0440 571.82 0004975236 0.009657009 0.0084890667 .0.009657009 0.051074222 0.034567704 raycap DC6-48-60-18-8F 114.00 0.0330 428.87 0.003731427 0.007242756 0.0063668 0.007242756 0.038305667 0.025925778 09,69 mounts 092" Pipo Mount 114.00 0.0290 376.88 0.003279133 0006364847 0.005595067 0.006364847 0.03,3662556 0.022783259 tower mounts Platform Mount (18 301-1) 114.00 1.5885 20644.15 0.179617312 0.34863996 0.3064746 0.34863996 1.8438955 1.247972667 2) 3317'e601 4E0456C91,130006 96.00 0.0930 903.17 0.007858141 001552772 0,018907467 0015252772 0.113756222 0.075391704 (2) amphenol 68345509600033 96.00 0.0980 903.17 0.007858141 0.015252772 0.018907467 0.015252772 0.113756222 0.076991704 1lamphen01FI16456:;WQy )0 96.00 0.0930 903.17 0.007858141 0.015252772 0018903467 0.015252770 0.113756027 0076991704 ericsson RADIO 4449 96.00 0.0700 645.12 0.005612958 0.010894837 0.013505333 0.010894837 0.081254444 0.054994074 .-ricsscrl 44210 4449 96.00 00700 645.12 0.005612958 0.010854837 0.013501333 0.010894837 0.081254f44 0.054994074 RADIO4449 96.00 0.0700 645.12 0.005612958 0.010894837 0.013505333 0.010894837 0.081254444 0.054994074 4)351on 35113136US 32666 9600 0,2120 190379 0.016909244 0.032995793 3.34090'867 0.032995793 0.246084089 0.166553481 erlcsson RRUS 32 866 96.00 0.0530 488.45 0.004249811 0.008248948 0.010225467 0.008248948 0.061521222 0.04163837 . on 4605 3? 866 96.00 00530 488.45 0.004289811 0.008218948 0010205367 0.008240948 0.061521227 0.04169837 (2) rfs celwave 06 -C1 -12C -2468 -OZ 96.00 0.0640 589.82 0.005131847 0.009960994 0.012347733 0.009960994 0.074289778 0.050280296 owe, mounts Rlatforn Mcunt (LP 130111 96 00 2.2620 20846.59 0.181378723 0.352058884 0 4364152 0.352058884 2625679333 1.77709422? tower mounts Side Arm Mount (SO 701-1] 90.03 0.0650 526.50 0.004580888 0.008891573 0.012540667 0.008891573 0.075450556 0.051065926 101 -'0110 MP' 10 1-1011'' 93.00+ 00060 -00 34 0.06175:00_2 0003400313 0.005111,.260 0.003400313 0.030180322 0.02042637 tower mounts Pipe Mount )PM 601-1] 88.00 0.0650 503.36 0.004379555 0.008500783 0.012540667 0.009500783 0.075450556 0.051065926 8f1 001wave 51.0 19038 88.00 0.0700 ';54.88 0001347555 0.902615626.00(3832607_0.002615606 0.03215456 C.015212533 Sum 6.7285 74642.9? CCISeismic 3.0.1 Page 4 Analysis Date: 8/10/2018 K Name +ndrew 117F1 A(1/4) From 050114 Start Height 105.00 ,near Loads End Height 114.00 6, 109.50 0.0005 w,h,' 6.47 C„ 0.0001 F„ 0.0001 F„ 0.0001 75') Shear 0,0001 o3c-e7 log is Welghtl 0.0606 Weight2 00004 andrew LDF1-50A(1/4) From 0 to 114 95.00 105.00 100.00 0.0006 600 0.0001 0.0001 0.0001 0.0001 0.0007 0.0005 104rew 0001-505)1/4) Frorn Oto 114 85.00 95.00 90.00 0.0006 4.86 0.0000 0.0001 0,0001 00001 0.0007 0.0005 andrew L0F1-505.1/1) From 0 to 114 75.00 85.00 80.00 0.0006 3.84 0.0000 0.0001 0.0001 0.0001 0.0007 0.0005 ndrew L0F1.504(1/4) From 010114 65.00 75.00 70.00 0.0006 2.94 0.0000 00000 0.0001 0.0000 0.0007 0.0005 andrew LDF1-50A(1/4) From 0 to 114 55.00 65,00 60.00 00006 2.16 0.0000 0.0000 0.0001 0.0000 0.0007 0.0005 ondrew11)F1-50A(1/4) From Oto 114 45.00 55.00 50.60 00006 1.50 0.000 0.0000 00001 0.0000 0.0007 0.0005 andrew L0F1-506(1/4) From Oto 114 35.00 45.00 40.00 0.0006 0.96 0.0000 0.0000 0.0001 0.0000 0.0007 0.0005 andrew 4001-50A11/4t Front 0 to 114 2500 35.00 30.00 00006 0.54 00000 00000 0.6001 00000 00007 0.0005 andrew LDF1-50A(1/4) From Oto 114 15.00 25.00 20.00 0.0006 0.24 0.0000 0.0000 0.0001 0.0000 0.0007 0.0005 ndrew1001-506(1/4) From Oto 114 5.00 1500 10,00 0.0006 0.06 0.0000 0.0000 0.0001 0.0000 0.0007 0.0005 andrew LDF1-50A(1/4) From Oto 114 0.00 5.00 2.50 0.0003 0.00 0.0000 0.0000 0.0001 0,0000 0,0003 0.0002 andrew 1.064-506)1/2) From 0 to 114 105.00 114.00 109.50 0.1014 16.19 0.0001 0.0003 0.0003 0.0003 0.0016 01011 andrew LDF4-50A(1/2) From Oto 114 95,00 105.00 100.00 0.0015 15.00 0.0001 0.0003 0.0003 0.0003 0.0017 0.0012 aLndrew 3064.507(1/2) from Oto 114 85.00 95.00 9000 0.0015 12.15 0.0001 0.0002 0.0003 _ 0.0002 0.0017 0.0012 andrew 10F4-50A(1/2) From Oto 114 75.00 85.00 80.00 0.0015 9.60 0.0001 0.0002 0.0003 0,0002 0.0017 0.0012 andrew LDF4-500(1/2) From 0 to 114 65.00 7500 70.00 0.0015 7.35 0.0001 0.0001 0.0003 0.0001 0.0017 00012 andrew 6864-506(1/2) From Oto 114 55.00 65.00 6000 00015 5.40 0.0000 0.0001 0.0003 0.0001 0.0017 0.0012 andrew L3F4-505)1/2) From 0 to 114 45.00 55.00 50,00 00015 3.75 00000 0.0001 0.0003 00001 0.0017 0.0012 andrew LDF4-505(1/2) From Oto 114 35.00 45.00 40.00 0.0015 2.40 0.0000 0.0000 0.0003 0.0000 0.0017 0.0012 andrew 0004-506(1/2) From 0 to 114 25.00 35.00 3000 0.0015 1.35 0.0000 0.0000 0.0003 00000 00017 00012 andrew 10F4.506(1/2) From 0 to 114 15.00 25.00 20.00 0.0015 0.60 0.0000 0.0000 0.0003 0.0000 0.0017 0.0012 randrew L0F4-500(1/2) From 03o114 5.00 15.00 10.00 00015 0.15 00000 0.0000 0,0003 0,0000 00017 0.0012 andrew 10F4-50A(1/2) From Oto 114 0.00 5.00 2.50 0.0008 0.00 0.0000 0.0000 0.0001 0.0000 0.0009 0.0006 818) comm scope 00A5-50(7/8) Frorn 0to 114 105.00 114.00 109.50 00486 582.73 0.0051 0.0098 0.0094 0.0098 0.0564 0.0382 (18) commscope AVA5-50(7/8) From 0 to 114 95.00 105.00 100.00 0.0540 540.00 0.0047 0.0091 0.0104 0.0091 0.0627 0.0424 316) commscope 5055.50(7/8) From 0 to 114 85.00 95.00 90.00 0.0540 437.40 00038 0.0074 0.0104 00074 0.0627 0,0424 (18) commscope 60A5-50)7/8) From 0 to 114 75.00 85.00 80.00 0.0540 345.60 0.0030 0.0058 0.0104 0.0058 0.0627 0.0424 $181 commscope 60345-50(7/8) From O to /14 65,00 75.00 7000 00540 264.60 0.0023 0.0045 0.0104 00045 0.0627 0.0424 (18)commscope AVA5-50)7/8)From O to 114 55.00 65.00 6000 0.0540 194.40 0.0017 0.0033 0.0104 0.0033 0.0627 0.0424 1118) commscope A545-50)7/8) From 010114 45.00 55.03 50.00 0.0540 135.00 0,0012 00023 00104 0.0023 0.0627 0.0424 (18) commscope 6045-50(7/8) From 0 to 114 35.00 45.00 40.00 0.0540 86.40 0.0008 0.0015 0.0104 0.0015 0.0627 0.0424 18) commscope 6035-50(7/8) From 0 10 114 2500 35.00 30.00 00540 48.60 0.0004 0.0000 0.0104 00008 0.0627 00424 (18) commscope 6965-50(7/8) From 0 to 114 15.00 25.00 20.00 0.0540 21.60 0.0002 0.0004 0.0104 0.0004 0.0627 0,0424 L18Lcommss se 6565.50(7/0) From 0 to 114 500 15.00 1000 0.0540 5.40 0.0000 0.0001 0.0104 0,0001 0,0627 0.0424 (18) commscope AVA5-50(7/8) From 0 to 114 0.00 5.00 2.50 0.0270 0.17 0.0000 0.0000 00052 0.6000 0,0313 0, 0.0212 12) misd 2" Rigid Conduit From Oto 114 105.00 114.00 109.50 0.0504 604.31 0.0053 0.0102 0.0097 0.0102 0.0585 0.0396 (2) mhd 2" Rigid Conduit From 0 to 114 95.00 105.00 100.00 0.0560 560.00 0.0049 0,0095 0.0103 0.0095 0.0650 0.0440 12) misd 2" Rigid Conduit From 010 114 8500 95.00 90.00 00500 453.60 00229 0.0077 0.010$ 0.0077 0.0650 0.17440 (2) mhd 2" Rigid Conduit From 0 to 114 75,00 85.00 8000 0.0560 358.40 00031 0.0061 0.0108 0.0061 0.0650 0.0440 i(2) miscl2" Rigid Conduit From Oto 114 6500 7500 7000 0.0560 27440 00024 00046 0.0108 0.0046 0.0650 00440 (2) misd 2" Rikid Conduit From 0 to 114 55.00 65.00 60.00 0.0560 201,60 0,0018 0,0034 0.0108 0,0034 0.0650 0.0440 f2) misd 2" Rigid Conduit From 0 to 114 4500 55.00 5000 0.0560 14000 0.0017 0.0024 0.0108 0.0024 0.0650 00440 (2)misd2" Rigid Conduit From 0 to 114 35.00 45.00 40.00 0.0560 89.60 0.0000 0.0015 0.0108 00015 0.0650 0.0440 $2) m1sc12' Rigid Conduit From 0 to 114 25.(0 3500 30,00 00560 5040 0.0004 0.0009 00103 0.0009 0.0650 0.0440 (2) misd 2" Rigid Gond ult From Oto 114 15.00 25.00 20.00 0.0560 22.40 0.0002 0.0004 0,0108 0,0004 0,0650 0.0440 )2) misci 2' Rigid Conduit From 0 to 114 5.00 15.00 10.00 00560 5.00 0.0000 00001 0.0103 00071 0.0650 0.0440 (2) mhd 2" Rigid Conduit From O to 114 000 5.00 2.50 0,0280 0,18 0.0000 0.0000 0,0054 0,0000 0.0325 00220 /7) rosenberger ieoni F8-1985002.30(00(3/6) From to 114 105.00 11400 103.50 0.0012 14.03 0.0001 0.0002 0.0007 00002 00014 00009 (2) rosenberger ieoni F13-1380002.30000(3/8) From 0 to 114 9500 105.00 100,00 0.0013 13,00 0.0001 0.0002 0.0003 0,0002 0.0015 0.0010 (2) rosenberger Ieoni F13-19813-002-30000(3/8) Frorn 030114 85.00 9500 9000 00013 1053 00001 0.0002 0,0003 0.0002 0.0015 0.0010 (2) rosenberger Ieoni FB-L988-002.30000(3/8) From 0 to 114 75.00 85.00 80.00 0,0013 8.32 0.0001 0.0001 0,0003 0,0001 0.0015 0.0010 (2)rosenbergerlecni F5-1038-002.30000(3/8j From O to 114 65.103 75.00 70.00 0.0013 6.37 00001 0.00)1 0.0003 0.0001 0.0015 00010 (2) rosenberger ieoni FB-L98B-002-30003/8) From 0 to 114 55.00 6500 60.00 0.0013 4.68 0,0000 0.0001 0.0103 0.0601 0.0015 0.0010 12) rosenberger Ieoni r8-L986.002-30000(3/8)From 010114 4500 55.00 5000 0.0013 3.25 00000 0.0001 0.0003 0.0001 0.0015 0.0010 (2) rosenberger (eon) FB-1.9813-002-30000(3/8) From 0 to 114 35.00 45,00 40.00 0,0013 2.08 0.0000 0.0000 0,0003 0.0000 0.0015 0.0010 /21 rosenberger ieoni 08-L988-002-300)7333/81F'om 0 to 114 25.00 35.00 3000 00013 1.17 0.0000 _ 0.0000 0.0003 00000 0.0015 0.0010 (2) roxnberger (eon( F8-19813-002-30000(318) From O to 114 15.00 25.00 20.00 0,0013 0.52 00000 0.0000 0.0003 0.0000 0.0015 0,0010 12) rosenberger )coni r3-0980002.30000(3/8) From 0 to 114 5.00 15.00 1000 00013 0.13 0.0003 00000 0.0003 0 0000 00015 0.0010 /2) rosenberger loon) 08-19807002-30000(3/8) From 0 to 114 0,00 5.00 2.50 0.0007 0.00 0.0000 0.0000 0,0001 0.0000 0.0008 0.0005 4) rosenberger ieoni 0)6-008650-630(3/4) From 0 to 114 10500 114.00 109.50 00210 B2.08 90022 0.0043 0.0041 0.0043 0,0244 0.0165 (4) rosenberger ieoni WR-VG865T-800(3/4 From 0 to 114 95,00 105.00 100.00 0.0234 233.60 0.0020 0.0039 0.0045 0.0039 0.0271 0.0184 /4) rosenberger ieoni WR-000600-691(3/4)3r0m030114 85.00 95.00 30.00 0.0234 189.22 0.0010 0.0032 0.0045 0.0032 00271 00184 (4) rosenberger !eon! WR-VG8653-8RD(3/4) From 0 to 114 75.00 85.00 80.00 0.0234 149.50 0.0013 0.0025 0.0045 0.0025 0.0271 0.0184 14) rosenbergerleonl WR-VG86ST-601(3/4)Frant 0 to 114 6500 75.00 70.00 0.0234 114.4G 0.0010 0.00)9 0.0045 00019 0.0271 0.0164 (4) rosenberger (eon) WR-V68650-080(3/4) From 0 to 114 55.00 65.00 60.00 0.0234 84.10 0.0007 0.0014 0.0045 0.0014 0.0271 0.0184 4) rosenberger ieoni WR-098651-360(3/4) From 010114 4500 5500 50.00 0.0234 _ 58.40 0.0005 00010 0.0045 00010 0.0271 0.0184 (4) rosenberger Ieoni WR-V3861T-000(3/4) From 0 to 114 35.00 45.00 40.00 0.0234 37.38 0,0003 0.0006 0.0045 0,0006 0.0271 0.0184 1(4)rosenberger Mord WR'VG865T41R0(3/4)From0 to 114 25.00 35.00 30.00 0.0204 21.02 0.000' 0.0004 0.004 - 0.0004 0.0271 0.0164 (4) rosenberger loon) WR-VG865T-BRD(3/4/From 0 to 114 15.00 25,00 20,00 0,0234 9,34 0.0001 0.0002 0.0045 0.0002 0.0271 0.0184 $4l rosenberger Ieoni 0160536ST-SRD(3/4)From 0 to 1.14 5.00 1500 10,00 0.0234 2.34 00000 0.0000 00045 0.0000 0.0771 00184 (4) rosenberger (eon( WR-VG865T-808(3/4) From 0 to 114 000 5.00 2.50 0,0117 0,07 0,0000 0.0000 0.0023 0.0000 0.0136 0,0092 miscl 2" Rigid Conduit From O to 114 105.00 114.00 109.50 00252 302.15 0.0076 0.0051 0,0045 0.0051 0.0293 0.0196 misc.) 2" Rigid Conduit From Oto 114 95.00 105.00 100.00 0.0280 280.00 0.0024 0.0047 0.0054 0.0047 0.0325 0,0220 rnisd 2" Rigid Conduit F rom 0 to 114 85.00 95.00 90,00 0,0280 226.80 0.0020 0.0038 0.0054 0.0038 00375 00770 misd 2" Rigid Conduit From 0 to 114 75.00 85.00 80.00 0.0280 179.20 0.0016 0.0030 0.0054 0.0030 0.0325 0.0220 asci 7" Rigid Conduit From O fo 114 65.00 75.00 7000 0.0260 131.20 0,0011 0.0023 0.0050 0.0023 00325 0.0770 064 2" Rigid Conduit From Oto 114 55.00 65.00 60.00 0.0280 100,80 0.0009 0.0017 0.0054 0.0017 0,0325 0,0220 402" Rigid Conduit From 0 to 114 45.00 55,03 50.00 0.0280 7000 00000 00012 00054 00012 0.0325 00220 misd 2" Rigid Conduit From Oto 114 35.00 45.00 40.00 0.0280 44.80 0.0004 0.0008 0.0054 0.0008 0.0325 0.0220 s0'. 2' Rigid Conduit From 0 to 114 25.00 35,00 30.00 00280 25.20 0.0002 0.0004 0.0054 00004 0.0225 0.0220 misd 2" Rigid Conduit From 0 to 114 15.00 25.00 20.00 0.0280 11.20 0.0001 0,0002 0,0054 0,0002 0.0325 0.0220 isd 2' Rigid Conduit From 010114 5.00 15.00 1000 0,0280 2.00 00000 00000 0.0054 0.0000 00325 3.0220 10)602" Rigid Conduit From 0 to 114 0.00 5.00 2,50 0.0140 0,09 0,0000 0.0000 0.0027 0,0000 0,0163 0.0110 libarwhips P90-769-M-00.4)33/81 From 0t(114 105.00 11400 139.50 0.0004 4.32 _ 0,0000 0.0001 0.0001 00001 0.0004 0.0003 fiberwhips 600-769-M-044-4 3/8 From Oto 114 95.00 10500 100.00 0.0004 4.00 0.0000 0.0001 0.0001 0.0001 0,0005 0.0003 Siberwhips P313-709-M-06-4(318) From 010114 05.00 95.00 9000 0.0004 3.24 00000 0.0001 0.0001 00001 00005 0.0003 fiberwhips P60-769-M-00-4(3/8) From 0 to 114 75.00 85,00 80.00 0.0004 2,56 0,0000 0.0000 0,0001 0,0000 0.0005 0,0003 rberwh•ps PR0-769-M-00'4(3/8) 0rom Oto 114 65.00 75.00 7000 00304 1.96 0,0000 0.0000 0.0001 0,0000 0.000.5 00003 6berwh)ps PRO-769-M-OR-0(3/8) From 0 to 114 55.00 65.00 60.00 0.0004 1.44 0.0000 0,0000 0.0001 0.0000 0.0005 0.0003 t lberwhips 763-769-6.4-136'4(3/81 From 010114 45.03 55.00 5000 0.0004 1.00 00000 0.0000 00001 0.0000 0.0005 00003 flbenvhips 340-769-M-OR-4 3/8 From Oto 114 35.00 45.00 40.00 0.0004 0,64 0.0000 0,0000 0,0001 0.0000 0.0005 00003 Itiberwhips PR13-769-M-06-4(3/8) From Oto 114 25.00 3500 3000 0.0004 0.00 0.0000 0.0000 0.0001 0.0000 00005 00003 fiberwhips 600-769-M-OR-4(3/8) From Oto 114 15.00 25.00 20,00 0,0004 0.16 0.0000 0.0000 0.0001 0,0000 0.0005 0,0003 liberw0'p1 000-769 51.0R-443/8i Frcm 0 to 114 5.00 15.00 10.00 0.00324 0.04 00003' 0.0000 0,0001 0.0000 3.0(05 0.0003 fiberwhips 000.769-M-00-4(3/8) From Oto 114 000 5.00 2.50 0.0002 0.00 0.0000 0.0000 0.0000 0.0000 0.0002 0.0002 ?) rosenberger Ieoni W6-0066113/4) From 0 to 114 105,00 1)4.00 109.50 00305 114.17 00010 00019 0.0018 0.0019 30111 1.0075 (2) rosenberger Ieoni W0-V6861)(3/4) From Oto 114 9500 105.00 100.00 0.0106 105.80 0.0009 0,0018 0.0020 0.0018 0.0123 0.0083 1(2)!osenbe rgerMon i WR-VG86T(3/4) From O to 114 8500 9500 90.00 00106 65.70 0.000, 0.0014 0.0021 - 00014 00123 0.0063 (2) rosenberger 10001 W13-80867(3/4) From Oto 114 75.00 85.00 80,00 0.0106 67,71 0,0006 0.0011 0.0020 00011 0.0123 0.0083 V) rosenberger le on i W6-00807(3/4) From 0 to 114 65.00 75-03 7000 00106 5103 0.0305 00009 0.002C 0.0009 0.0123 0.0083 (2) rosenberger lean) WR-84060(3/4) From 0 to 114 55,00 65.00 60.00 0,0106 38.09 0.0003 0.0006 0.0020 0.0006 0,0123 0.0083 471)2se0berger --ni WO-12 8641'tl: _n Oto 114 .0 4500 ,, 5500 50.00 00136 2645 0.000:' 5.0004 0.0020 00004 0-0123 00083 CCISeismic 3.0.1 Page 5 Analysis Date: 8/10/2018 (2) rosenberger leoni WR.VG86T(3/4) From 0 to 114 35.00 4500 4000 0.0106 16.93 0.0001 0.0003 0.0020 0.0003 0.0123 0.0083 l(2) rosenberger leoni WR-VGB6T(3/4)from 0 to 114 2500 35.00 30,00 0.0106 9.52 0.0001 0.0002 0.0020 0.0002 0.0123 0.0083 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 114 15.00 25.00 20.00 00106 4.23 0.0000 0.0001 0.0020 0.0001 0.0123 0.0083 2) rosenberger leoni WR-VG86T(3/4) from Oto 114 5.00 1500 10.00 0.0106 1.06 0.0000 0.0000 0.0020 0.0000 0.0123 _ 0.0083 (2) rosenberger Inoni WR-VG86T(3/4) From Oto 114 0.00 5.00 2.50 0.0053 0.03 0.0000 0.0000 0.0010 0.0000 0.0061 0.0042 12) huber and zuhner MLC HYBRID 6)(12 From 0to96 95.00 96.00 95.50 00012 10.73 0.0001 0.0002 0.0002 0.0002 0.0014 00009 huber and zuhner M1.1 HYBRID 60126AWGX6(1.1/2) From 0 to 96 85.00 95.00 90.00 0.0118 95.26 0.0008 0.0036 0.0023 0.0016 0.0737 0.0092 �2) 2) huber and suhnerM11HYBRID 63126AWGX6(1-1/2)From 0to96 75.00 - 65.00 80.00 00118 75.26 0.0007 0.0013 0.0023 0.0013 0.0137 0.0092 (2) huber and zuhner MLC HYBRID 6012 6AWGX6(1-1/2) From 0 to 96 65.00 75.00 70.00 0.0118 57.62 0.0005 0.0010 00023 0.0010 0.0137 0.0092 )2) huber and suhnerMLCHYBRID601266W016(1-1/2)From 0to96 55.00 6500 60.00 0.0118 42.34 0.0004 0.0007 00023 0.0007 0.0137 00092 (2) huber and zuhner MLC HYBRID 6012 6AWGX6(1-1/2) From O to 96 45.00 55.00 50.00 00118 29.40 0.0003 0.0005 0.0023 0.0005 0.0137 0.0092 12) huber and 'On erMil HYBRID 60126AWGX6(1-1/2)From 0to96 35.00 45.00 4000 0.0118 18.82 0.0002 0.0003 0.0023 0.0003 0.0137 0.0092 (2) huber and zuhner MIC HYBRID 681266WGX6(1-1/2) From 0 to 96 25.00 35.00 30.00 0.0118 10.58 0.0001 0.0002 0.0023 0.0002 0.0137 0.0092 (2) huber and zuhner MLC HYBRID 68126AW806)1.12(From 0to96 15.00 25.06 2000 0.0118 4.70 0.0000 0.0001 0.0023 0.0001 0.0137 0.0092 pi huber and zuhner MLC HYBRID 6X12 6AWGX6(1-1/2) From 0 to 96 5.00 15.00 10.00 0.0118 1.18 0.0000 0.0000 0.0023 0.0000 0.0137 0.0092 (2) huber and zuhner MLC HYBRID 60126AWGX6(1-1/2) From 0to96 0.00 5.00 2.50 0.0059 0.04 0.0000 0.0000 0.0011 0.0000 0.0068 0.0046 (4) amphenol fiber optic CC-05.050.FMMj1/From Oto88 85.00 88.00 86.50 0.0016 11.67 0.0001 00002 0.0003 0.0002 0.0018 0.0012 (4) amphenol fiber optic CC.05.050-.04(1/4) From 0 to 68 75.00 85.00 80.00 0.0052 33.28 0.0003 0.0000 0.0010 0.0006 0.0060 0.0041 (4) amphenol fiber optic CC-05-050.FJ1/4) From 0 to 88 65.00 75.00 7000 00052 25.48 0.0002 0.0004 0.0010 0.0004 0.0060 0.0041 14)� amphenol fiber optic CC.05-050-FM(1/4)From 0to 88 55.00 65.00 6000 1 0.0052 18.72 0.0 007 0.0003 0.0010 00003 0.0060 0.0041 <1.f amphenol fiber optic CC-05-050-FM)1/4) From Oto 88 45.00 55.00 50.00 00052 13.00 0.0001 0.0002 0.0010 0.0002 0.0060 0.0041 (4t amphenol fiber optic CC- 05.050-FM(1/4)From 0 to 88 35,03 45.00 4000 0.0052 8.32 0.0001 0.0001 0.0010 0.0001 0.060 0.0041 (4) amphenol fiber optic CC-05-050-FM(1/4tFrom 0 to 88 25.00 35.00 30.00 0.0052 4.68 0.0000 0.0001 0.0010 0.0001 0.0060 0.0041 4) amphenol fiber optic CC-01-050-FM(1/4) From 0 to 88 15.00 25.00 2000 0.0052 208 0.0000 0.0000 0.0010 00000 0.0060 0.0041 am phenol fiber optic CC-05-050-FM11/4) From 0 to 88 500 15.00 10.00 0.0052 0.52 0.0000 0.0000 0.0010 0.0000 0.0060 0.0041 r) lamphenolflber optic CC -OS -050 -FM Oto 88 0.00 500. 250 6.0026 0.02 0.0000 0.0000 0.0005 OA000 0.0030 0.0020 mild Safety Line 3/8 From 0 to 115 105.00 115.00 110.00 0.0022 26.62 00002 0.0004 0.0004 0.0004 0.0026 0.0017 mild Safety Line 3/8 From 0 to 115 9500 105.00 100.00 0.00222 22.00 0.0002 00004 00004 0.0004 0.0026 00017 misd Safety Line 3/8 From Oto 115 85.00 95.00 90.00 0.0022 17.82 0.0002 0.0003 0.0004 0.0003 0.0026 0.0017 misd Safety Line 3/8 from tolls 75.00 85,00 80.00 0.0022 14.08 0.0001 0.0002 00004 0.0002 0.0026 0.0017 misd Safety Line 3/8 From 0 to 175 65.00 75.00 70.00 0.0022 10.78 0.0001 0.0002 0.0004 0.0002 0.0026 0.0017 misd Safety Line 3/8 From 000115 55.00 6500 60.00 00022 7.92 00001 0.0001 00004 0.0001 0.026 0.0017 misd Safety Line 3/8 From O to 115 4500 55.00 50.00 00022 5.50 0.0000 0.0001 0.0004 0.0001 0.0026 0.0017 m lscl Safety Line 3/8 from 0 to 115 3500 45.00 40.00 00022 3.52 0.0000 0.0001 0.0004 0.0001 0.0026 0.0017 m Safety Line 3/8 From 0 to 115 2500 35.00 30.00 00022 1.98 0.0000 0.0000 0.0004 0.0000 0.0026 0.0017 misd Safety Line 3/8 From 0 to 115 15.00 75.00 20.00 0.0022 0.88 0.0100 0 0003 0.0004 0.0000 0.0026 0.0017 misd Safety Line 3/8 From 0 to 115 5.00 1500 10.00 0.0022 0.22 0.0000 0.0000 0.0004 0.0000 0.0026 0.0017 misd Safety Line 3/8 From 0 to 115 0.00 _ 5.00 2.50 0.0011 001 0.0000 00000 _ 00002 0.0000 0.0013 _ 0.0009 CCISeismic 3.0.1 Sum 21874 923.01 Page 6 Analysis Date: 8/10/2018 City of Tukwila Department of Community Development September 20, 2018 ANTHONY MISTRETTA 1351 E IRVING PARK RD ITASCA, IL 60143 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0285 AT&T MOBILITY - 15700 NELSON PL Dear ANTHONY MISTRETTA, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: MAX BAKER at (206)431-3683 if you have questions regarding these comments. • Project requires a Wireless Telecommunication Facilities Permit for adding antennas to an existing tower. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, chelle Ripley Permit Technician File No. D18-0285 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 D 4 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0285 DATE: 11/26/18 PROJECT NAME: AT&T MOBILITY SITE ADDRESS: 15700 NELSON PL Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural r , B 4P <<A -'g Planning Division ❑ Permit Coordinator IF PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/27/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/25/18 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY es PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0285 PROJECT NAME: AT&T MOBILITY SITE ADDRESS: 15700 NELSON PL X Original Plan Submittal _ Response to Correction Letter # DATE: 09/07/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: s AtAc, (14 g$ Building Division 1111 &s OA- 1-11-16 Public Works • A - t" N3/4-* Fire Prevention II Structural Panning Division Permit Coordinator in PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 09/11/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 10/09/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping� PW ❑ Staff Initials: 12/18/2013 City of Tukwila 0 REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l I — —ta Plan Check/Permit Number: bi 00.7.03- 0 &03 ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: ,4-T QTY Mob-% 4i-7 ``ryry ff Project Address: S7 vU J�J�P tSpn Contact Person:v\i'Lev 4 t'1k‘ir^(�{-V\ Phone Number: Summary of Revision: f s LiS-oo s 6) 30 RECEIVED CITY OF TUKWILA PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: E --Entered in TRAKiT on 1 ��D —19 W:U ermrt Center\Templates\Forms\Revision Submittal Formdoc Revised August 2015 MASTEC NETWORK SOLUTIONC Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries 0 Search L&I Page 1 of 2 SEA H A-ZIndec Help My 1.&I 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 httnc•//cecture_1ni _wa_rnv/verify/Detail.asnx?UBI=603235974&LIC=MASTENS876KN&SAW= 12/5/2018 MASTEC NETWORK SOLUTIONS INC Policy no.0 XSLG71096890 Received by L&I Effective date 09/05/2018 09/15/2018 Expiration date 09/15/2019 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 Account is closed. 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 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 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 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= 12/5/2018