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BB16 00077
City of Bremerton PERMIT NUMBER: BB16 00077 Department of Community Development 345 - 6t11 Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 022401-1-033-2004 ZONING: Name APPLICANT: SAC WIRELESSLLC OWNER: CROWN CASTLE GT CO LLC CONTRACTOR: ❑ LENDER: SUBMITTED: 02/Ol/2016 VALUATION: $6,528.30 State Surcharge $4.50 Building Permit $124.00 Plan Review Fee $80,60 Technology Fee $6,20 TOTAL FEES : $215.30 Phone Address DATE ISSUED: 03/04/2016 SITE ADDRESS: 4119 WHEATON WAY 635 E REMINGTON RD STE A SCHAUMBURG, IL 60173 724416-2000 2000 CORPORATE DR CANONSBURG, PA 15317 APPROVED: 02/25/2016 EXPIRATION: O8/31/2016 Commercial Building Permit w/ MechanicaUPlumbing Access Code Y9GKY-D2LS0 YV2YR-LC4P1 STATUS: ISSUED SPRINT TELECOM - WA -HIT406 -REMOVE &REPLACE 1 ANTENNA 1 RADIO w/ BACKHAUL RADIO. 1 EXISTING CABLE WITH NEW Cat5e CABLE SPRINT TELECOM - WA-KIT406 -REMOVE &REPLACE 1 ANTENNA 1 RADIO w/ BACKHAUL RADIO. 1 EXISTING CABLE WITH NEW CatSe CABLE Building Code Edition: Occupancy Group: Type of Construction: Flood Zone: Setbacks: Sanitation Method: Number of Bedrooms: Inspection Requests: FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections: (360) 473-5870 HEALTH: Kitsap County Health District (360) 337-5285 L&I: Department of Labor and Industries (360) 4154000 PW&U: Public Works - Engineering (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967, All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by the conditions SIGNATURE OF OWNER OR AGENT: PRINTED NAME: all conditions of zoning, building codes, and State and Federal laws. CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. Printed by: Wood, Tracey on: 03/04/2016 01:32 PM Page 1 of 3 City of Bremerton PERMIT NUMBER BB16 00077 Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 022401-1-033-2004 ZONING: Name APPLICANT: SAC WIRELESS LLC OWNER: CROWN CASTLE GT CO LLC CONTRACTOR: ❑ LENDER: SUBMITTED: 02 /01 /2016 Phone 724-416-2000 APPROVED: 02/25/2016 DATE ISSUED: 03/04/2016 SITE ADDRESS: 4119 WHEATON WAY Address 635 E REMINGTON RD STE A SCIIAUMBURG, IL 60173 2000 CORPORATE DR CANONSBURG, PA 15317 EXPIRATION: O8/31/2016 Access Code Y9GK1'-D2LS0 YV2YR-LC4P1 STATUS: ISSUED Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of 7) Bremerton Department of Community Development prior to permit expiration. The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee, or a new permit application if more than a year has passed with no activity. The permit expires 180 days past the date of inactivity. Required inspections: Any work required to be inspected and that is covered before such inspection may be required to be uncovered so that the inspection may be performed. Examples of inspections to be performed before covering are mechanical rough -in, plumbing rough -in, gas piping, framing, and sheetrock nailing. 2. (DCD-01) ASBESTOS AND LEAD -BASED PAINT: ASBESTOS: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey be performed to determine whether there are asbestos -containing materials in the work area or structure. The asbestos survey must be conducted by and EPA -certified (AHERA) building inspector (except renovation or owner -occupied single family residences).For more information, please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-552-3565 or 206-343-8800. The L&I web site can be found at www.lni.wa.gov/TradesLicensing/LicensingReq/Asbestos/default.asp. LEAD -BASED PAINT: A contractor or person receiving compensation who is performing renovation, repairs or painting on a residential building or a child -occupied facility built before 1978, must be trained and certified by an accredited training provider, and registered as a Renovator by the Washington State Department of Commerce- Lead -Based Paint Program. For further information please contact: The Department of Commerce website at: www.commerce.wa.gov/lead, or call: (360) 586-LEAD (5323), CONTRACTOR: A contractor's registration issued by Washington State Dept. of Labor & Industries is required for anyone who contracts or submits bids for construction work, including new construction, alterations, repairs, or anyone who consults or superintends, improves, demolishes, develops residential property for sale, or "flips" houses. Contact L & I at (360)415- 4000 for information. 3. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 70or loop 4. (DCD-47) DCD: Reinspection Fee: All approved plans, the printed building permit, and the permit inspection placard, are required to be on -site for inspection purposes, and work to be inspected shall be complete and ready for inspection. If an inspection is called for and plans are not available on site, or the work is not ready for inspection, approval will not be granted. In addition, a rem inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. 5. (DCD-14) DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections. 6. (DCD-08) Plumbing work shall be performed by a Level 01 Journeyman Plumber licensed in the state of Washington. S� Residential plumbing work maybe performed by a Level 01 or :Level 02 Journeyman Plumber licensed in the state of Washington. Single family residential plumbing work may be performed by the owner. 7. (DCD-10) A separate electrical permit issued through Labor & Industries (L&I) is required for any new, modified, repair, replacement, service, maintenance, or temporary installations. Electrical work is inspected by L&I prior to cover and the framing inspection. Contact L&I at 360-4154000 or www.Ini.wa.gov. (RCW 19.28) 8. (DCD-58) To satisfy public records retention requirements and public disclosure requests, a set of as -built plans in electronic format 5 shall be submitted to the Building Dept. before the final building inspection is scheduled. The format may be in .pdf (preferred), jpg, or .tif electronic files and submitted on CD, flash drive or other acceptable method as determined by the information technology specialist. As -built plans include the civil drawings, site plan, floor plans, construction and structural drawings, and facility systems. Printed by :Wood, Tracey on: 03/04/2016 01:32 PM Page 2 of 3 City of Bremerton PERMIT NUMBER: BB16 00077 Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 022401-1-033-2004 ZONING: Name APPLICANT: SAC WIRELESS LLC OWNER: CROWN CASTLE GT CO LLC CONTRACTOR: ❑ LENDER: SUBMITTED: 02/Ol/2016 Phone 724-416-2000 APPROVED: 02/25/2016 DATE ISSUED: 03/04/2016 SITE ADDRESS: 4119 WHEATON WAY Address 635 E REMINGTON RD STE A SCHAUMBURG, IL 60173 200 3 CORPORATE DR CANONSBURG, PA 15317 EXPIRATION: 08/31/2016 Access Code Y9GKY-D2LS0 YV2YR-LC4P1 STATUS: ISSUED 9. (DCD-51) Certificate of Occupancy: A Certificate of Occupancy must be issued for the building prior to use and occupancy. Please call , (360) 473-5870 to schedule the required final building inspection after the final Development Engineering, Public Works, Planning Department, Health District and L&I Electrical inspections have been performed and approved. OCCUPANCY — Certificate of Occupancy inspections by Building and Fire Departments after the occupancy is stocked and stored and before opening to the public may be requested by email at Michael.Six@ci.bremerton.wa.us or (360)473-5870. 10. (DCD-91) Call before you dig: Calling 811, two business days before you begin digging, will alert utilities to come out and mark THEIR buried lines from the street to your house For FREE! _ 11. (LU29) No sign shall be placed, erected, or displayed without first obtaining a sign permit unless exempted under BMC 20.52,040, 1LL Sign size and placement regulations can be found in BMC 20.52. Off -premise signage is prohibited. 12. (Custom) Development shall comply with BMC Title 20.46.140 Wireless Telecommunications (WTFs). All WTFs shall comply with the standards of this chapter, including but not limited to: BMC 20.46.140(I) Abandonment or Discontinuation of Use, and BMC 20.46.140(J) Continued Maintenance Requirements. 13. (Custom) PAINT NOTE: All new and/or replacement equipment shall be painted to match the existing structure/equipment. MINIMUM INSPECTIONS REQUIRED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. Inspection FINAL -BUILDING Description Final Inspection -Building Printed by :Wood, Tracey on: 03/04/2016 01:32 PM Page 3 of 3 B UILDING PERMIT INSPECTION CARD Building Plumbing Lj 4119 WHEATON WAY SPRINT TELECOM = WA =KIT406 = REMOVE & REPLACE 1 ANTENNA 1 RADIO w/ BACKHAUL RADIO. 1 EXISTING Mechanical Lj Alarm/Sprinkler Lj This �lacard must be posted on or near building and the Permit &"Approved" plans must be at the site. Permit # BB 16 00077 Call the following Agency Telephone Numbers for inspections: Building Department Inspections: (360) 473=5870 Water - Public Works: (360) 473=5927 PW - Public Works - Engineering_ (360) 473-5270 Kitsap Public Health: (360) 337=5235 Fire - Fire Department: (360) 473=5385 L&I - Dept. of Labor and Industry (360) 4154000 - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. Inspection APP DATE Notes Final Inspection -Building VAN FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING llEYAR1'Mr:N'I' APPROVAL Page 1 of 1 8 6 ���-77 CITY OF BREMERTON PERMIT CENT J' ,9 COMMERCIAFEB 0 L 1 20 16 Building Permit Application Department of Commuiuty Development ' 345 - 6tli Street, Suite 600 * Bremerton, WA 9933.7gggerton, DC® (360) 473-5275 * Fax (360) 473-5278 * wwiv.ci.bremerton.wa.us Applicant Owner LJ Contractor Lj Authorized Agent Lvj Business Name: Parker Lumber - WA-KIT406 Site AddreSS: 4119 Wheaton Way, Bremerton, WA 98310 To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: MasTec OWNER: Crown Castle International Address: 22263 68th Avenue South Address:2000 Corporate Dr City, State, Zip: Kent, WA 98032 City, State, Zip: Canonsberg, PA 15317 License # & Exp. Date: Phone #: 724 416-2000 Contact Name: Kevin Michael Authorized Agent Name: Robert Blackie Contact Phone #: 206 999-4272 Address:540 W. Madison St., 16th Floor Email address: kevin.michael@mastec.com City, State, Zip: Chicago, IL 60661 Tax ID/Parcel #: Phone #: ( 312 )971-7699 ❑Sewer ❑ Septic Email address: robert.blackie@sacw.com What is the application for? (Please check) New Construction Alteration Addition ❑ NEW COMMERCIAL D TENANT IMPROVEMENT WITH WORK ❑ COMMERCIAL REMODEL ❑ TENANT IMPROVEMENT WITHOUT WORK ❑ COMMERCIAL ADDITION ❑ NEW SIGN ❑ COMMERCIAL REPAIR ❑ GRADING (Cubic Yards: ) ❑ NEW MULTI -FAMILY ❑ REROOF ❑ DEMOLITION ❑ Interior❑ Exterior**0 Foundation Wall** ❑ Roof / Section** ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. OTHER: Equipment modifications to cell tower IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? ❑YES p'NO Scope of work proposed: Remove and replace (1) existing Sprint MW Antenna & (1) Radio with (1) new fastback backhaul radio. Remove and replace (1) existing cable with (1) new Cat5e cable. Square Footage: Building: 403 sq. ft. compound Construction Type: Valuation Plan Review Fee Permit IF Surcharge Total Fees $6,528.30 C�).(n()` � _ ilia ,. Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, applicant shall resubmit plans and pay a new plan review fee. � ^tLl 0ciC .QQ_ � / Z Applicant's Signature Date Rev. July 2008 Bremerton Fire Department Fire Marshal's OfZ%gfemerton, DCD Construction Assistance Bulletin Operations checklist Project Address: _4119 Wheaton Way, Bremerton, WA 98310 Primary COntaCt: Robert Blackie Email: robert.blackie(&sacw.com Below is a checklist of activities which this occupancy will be performing during day to day operations, not during construction. Please check all that apply. Also, please provide a copy (in both PDF and DWP/DWG format) of ALL drawings and specifications for this project. Please check all that apply Aviation Battery Back Card swipe system Compressed Gases up Cooking Corrosives Cryogenics Emergency Generator Fireworks Flammable Flammable/Combustible Forklifts Material Liquids Gates Hot -work Large Ovens LPG Lumber/wood Motor vehicle Painting/powder coating Racks (12' or more in products repair height) Refrigeration Storage >6' Tire Storage Dust products will be System high produced Place a check next to any item that will be addedlremoved or otherwise modified DURING CONSTRUCTION ONLY... Electrical Plumbin Fire Alarm Fire S rinkler Hood S stem Walls HVAC StormlSe tic Building Access Site changes Windows Stairs Elevator Doors Building security ALL NEW CONSTRUCTION Items not mentioned: W I R E L E S S FEB of Bremerton, DCD January 28, 2016 Bremerton Permit Center Attn: Margret Mountjoy M5 6th Street, Suite 600 Bremerton, WA 98337 RE: Sprint Telecom Site Upgrades — WA-KIT406M14.1— 4119 Wheaton Way Dear Margret, SAC Wireless, on behalf of Sprint, is requesting necessary approvals to replace existing, outdated telecom equipment in previously Zoning-Approved/Permitted Sites in your jurisdiction. Sprint has determined 4119 Wheaton Way to be the site requiring upgrades for increased capacity in the area. The upgrades will be beneficial to Sprint customers in the Bremerton area by offering faster data transfer speeds and less dropped calls. Enclosed please find the following for the site(s): • Commercial Building Permit Application • (5) sets of drawings • (2) copies of structural calculations • Plan Check fee for $80.60 We greatly appreciate your help with this proposed Sprint upgrade. If you could, please either a -mail me a copy of our payment receipt for our records to Robert.Blackie@sacw.com or mail to my attention at the address below. Please let me know if you have any questions or concerns and have a great day! Best Regards, Robert Blackie Zoning and Permitting Sub -Lead SAC Wireless, 540 W Madison, 16th Floor, Chicago, IL 60661 O: (312) 971-7699 � F: (312) 971-7699 robert.blackie@sacw.com I www.sacw.com site development, architecture 8 engineering, construction 540 West Madison Street 16th Floor, Chicago, IL 60661 T 847.944.1600 www.sacw.com Robert Blackie From: Margret Mountjoy <Margret.Mountjoy@ci.bremerton.wa.us> Sent: Wednesday, January 13, 2016 12:32 PM To: Robert Blackie Subject: RE: Bremerton, WA BP Submission Fees for Sprint Wireless Telecommunication Facilities Good morning Robert, The plan review fee based on a valuation of $6,528.30 will be $80.60. Would you also like the permit fee that will be due when the permit is issued? R.espe c tfuCCy, �►�targret �►�lountjoy City of Bremerton BuiCding Development SpeciaCtst. 36o- 473-5211 From: Robert Blackie [mailto:Robert.Blackie@sacw.com] Sent: Tuesday, January 12, 2016 8:31 AM To: Margret Mountjoy Subject: RE: Bremerton, WA BP Submission Fees for Sprint Wireless Telecommunication Facilities Good morning Margret! Sorry to bother you. We have another site in Bremerton we are preparing for BP application and I would like to know the Plan Check submittal fee based on a valuation %J $61528.30 for an existing telecommunication site on 4119 Wheaton Way? I understand that the final BP fee must be paid separately after approval. Thank you for your help! Robert Blackie I Zoning and Permitting Sub -Lead � O: (312) 971-7699 F: (312) 971-7699 SAC Wireless, 540 W Madison, 16th Floor, Chicago, IL 60661 robert.blackie@sacw.com I www.sacw.com This a -mail contains CONFIDENTIAL information intended only for the use of the addressees) named above. If you are not the intended recipient of this a -mail, or the employee or agent responsible for delivering it to the intended recipient, you are hereby notified that any dissemination, distribution or copying of this a -mail is strictly prohibited. If you have received this a mail in error, please immediately notify us by telephone at (312) 971 7699 or forward the a mail message to us at mailtombert.blackieta7.sacw.com and advise us that you have deleted it, Thank you! From: Margret Mountjoy[mailto:Mareret.Mountioy@ci.bremerton.wa.us] Sent: Tuesday, September 08, 2015 10:36 AM i SHEET INDEX � DR11/IN� DIRECTIONS � GET ON I-5 S FROM ARRIVALS DR AND INTERNATIONAL BLvP FOLLOW I-5 S AND WA-16 W TO WA-3 N fN KITSAP COUNTY CONTINUE ON WA-3 N. TAKE S GHARLE5TON BLVD TO WA-303 N IN BREMERTON CONTINUE ONTO WA-3 N TAKE EXIT 36 FOR WASHINGTON 304 E TOWARD FERRY DOGK/BREMERTON CONTINUE ONTO S CHARLESTON BLvD CONTINUE ONTO N CALLOW AvE TURN RIGHT ONTO BURW'ELL ST TURN LEFT ONTO WA-303 NNJARREN AVE CONTINUE TO FOLLOW WA-303 N 4119 WHEATON WAY BREMERTON, WA 98310 VICINITY' M,4P ctentzns: ::David. Dr WE'tyarmanay Dr _. ��Flaystane-� Hollis Sk-: -. - -. HE::Kceweil Dr:..: --G-- --- � SITE WatialCrDr ::..: ".:: a-eraaa st - sncrennt St '�. Braatej�=St z '' '., _... E Hope: -St ��; a � HaMotd-Ave � _. Dolan: St Q � :Iyy:Ra ::c-o_-: - - �,� Brettierton Y E VVanin St " 2 � _.... ::.: �-Pearl St _. :- a` t Sprats Ave.-. R S G Y y t van: LNay c�.- 3os' Sylvan Way -- 3 �: � i •� i • u • • �� c �o o� �a�mc� � m ° �� °E' o n o��m��o mo�o��� ��s�� +ro�yc�ooy cn � to��L°'. �,V o O p_C OLCUI a� oraoa>j�E C Vl U m � v �� o c � cm a�'m � o pe N `p O Z`V r �-� �U� ��oYm w� ami°t�N�NpiS Si O,,-N o...-S O a�5 �o ���v�o.cV � t ,,,: o m °' � m >�,oUa�o Sprint AUCxMENT ID SITE ADDRESS �F119 UJNEATON UJAi BREMERTON, U1t4 98310 JURISDICTION: BREMERTON, UJA SITE T`r'PE: MONOPOLE PROJECT Tl'PE Plans inGuae �_ pages of 1� Lateral ''� Vertical engineering documents that must remain attached to approved plans. SPR I N�' ��C�,4C�' 1„�l.0 5600 N. RIVER ROAD, SU€TE 300 ROSEMONT, IL. 600i8 PROJECT TEAM W I R E L E S S 540 W MADISON, 16TH FLOOR CHIGAGO, IL 6066I _ � es �� ►t • HANDICAP ACCESS REQUIREMENTS ARE NOT REQUIRED • FACILITY IS UNMANNED AND N07 FOR HUMAN I-IABITATION • FACILITY HAS NO PLUMBING OR REFRIGERANTS • THIS FACILITY SHALL MEET OR EXCEED ALL FAA AND FGG REGULATORY REQUIREMENTS • ALL WORK MUST CONFORM TO LATEST VERSION OF SPRINT'S "SPRINT CONSTRUCTION INSTALLATION GUIpE - WIMAx° FULLEI2TC�N r ,3� � .�..���: 9600 W. BRYN MAWR AVE., SUITE 200 ROSEMONT, ILLINOIS 60018 TEL• 847-292A200 FAX:847-292-0206 COA# 3151 www. FullertonEngineering.com SCOPE OF WORK: • REMOVE AND REPLACE ill EXISTING SPRINt BACKHAUL DISH ANTENNA < CI) RAplO WITH CI) NEW FASTBACK BAGKHAUL RADIO • REMOVE AND REPLACE CI) EXISTING GABLE WITH lU NEW GAT5e CABLE PROJECT SUMMARI' SITE NAME: PARKER LUMBER SITE NO: WA-KIT406 AUCsMENT ID: WA-KIT406M14.1 TOWER NO: CGI BU � 814642 SITE ADDRESS: 4119 WHEATGN WAY BREMERTON, WA 98310 COUNTY: KITSAP TOWER OUA�IER: GROWN CASTLE INTERNATIONAL 2000 CORPORATE pR GANONSBURG, PA I53I1 C-T24) 416-2000 SITE COORDINATES FROM CLEARVISION LATITUDE: 4ib0296' CNAp 83) LONGITUDE:-122b29�3° CNAp 83) �� - JURISDIGTION: BREMERTON BUILDING CODE: INTERNATIONAL BUILDING COD£, 2012 EDITION ENCxINEER'S LICENSE GERTIPIGATION STATEMENT: I HEREBY CERTIFY THAT THESE PLANS WERE PREPARED UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MT PROFESSIONAL KNOWLEDGE ANp BELIEF COMPLY WITH THE REQUIREMENTS of ALL APPLICABLE COPES C`:"�. �' N9$ R h ' ;t �v .-_ �tsrS�rlT,r :4F_,.. o � �T ^r r7 L .i� /� �,��, tic ��e ,�� ss�� City of Bremerton Dept. of Commun�yr Development FEB t 2 2016 Reviewed for Cod+el C�^(o',Im/pGanCe ,4PPROY�4LS SPRINT GONST. DATE SPRINT RF DATE SPRINt OPS PATE LANpLORD PATE pRt4UJINC� SCALED TO 11 "xl�f " �i ('• U ��} _l FULLEIZT(J�I 9600 W. BRYN MAWR AVE., SUITE 200 ROSEMONT, ILLINOIS 60018 u TEL:i347-292.0200 FAX:847-292-0206 COA# 3151 —�, www.FullertonEngineering.com �i >` '° i � ' � t � (F -y a a � ��,���.� �f� � � � t t �`� nnaA S N �BQ1>f�l� � SITE NAME Pt4RKER � LUMBER � SITE No. 1U,4-KIT�'06 AUGMENTip u 1.U,4-KIT�m�Ml�.l SITE ADDRESS 4119 WHEATON WA7 EsREMER'tON, WA 98310 � SHEET NAME TIT!_E � S�-IFFY SHEET NUMBBER I �4 ABBREVIATIONS A/C AIR CONDITIONER AFF ABOVE FINI5HED FLOOR AGL ABOVE GRADE LEVEL AMSL ABOVE MEAN SEA LEVEL APPROX APPROXIMATE AWG AMERICAN WIRE GAUGE BLDG BUILDING BTS BASE TRANSMISSION STATION GAB CABINET COL COLUMN CONG CONCRETE CND CONDUIT DAP DIRECT ACCESS POINT Dura DRAWING FT FOOT (FEET) EGB EQUIPMENT GROUND BAR ELEC ELECTRICAL ELEV ELEVATION EMT ELECTRICAL METALLIC TUBING EQUIP EQUIPMENT (E) EXISTING FND FOUNDATION GALv GALVANIZED GAP GROUND ACCESS POINT GND GROUND GPS GLOBAL POSITIONING SYSTEM IN INCH(ES) IRRH INITIAL RADIO HEAD LB (0) POUND(S) MAX MAXIMUM MFR MANUFACTURER MGB MASTER GROUND BAR MIN MINIMUM (N) NEW NEC NATIONAL ELECTRICAL CODE nRRH NEW RADIO HEAD nRRHv2 NEW RADIO HEAD VERSION 2 NOM NOMINAL NTS NOT TO SCALE OE/OT OVERHEAD ELECTRIC/TELCO FOS POSITION RGS RIGID GALVANIZED STEEL RRH/RKU REMOTE RADIO HEAD/UNIT SF SQUARE FOOT STL STEEL T t B TOP < BOTTOM T/ TOP tBD t0 BE DETERMINED TYP TYPICAL UE/UT UNDERGROUND ELECTRIC/TELCO UNO UNLESS NOTED OTHERWISE VIF VERIFY IN FIELD WAP WIMAX ACCESS POINT W/ WITH XFMR TRANSFORMER SYMBOLS 71 ® REVISION WORK POINT �Q> UTILITY POLE T1X111111BRICK COMPRESSED STONE CONCRETE EARTH GRAVEL MASONRY STEEL ------- CENTERLINE ------- PROPERTY LINE ------- LEASE LINE ------- EASEMENT LINE FENCE X—X CHAINLINK WOOD WROUGHT IRON E—E— ELECTRIC —OE —OE— OVERHEAD UE-- E— UNDERGROUND —F—F— FIBER —OF —OF— OVERHEAD —OF --- iJF— UNDERGROUND T—TTELEPHONE —OF—OF— OVERHEAD —{JT—UT— UNDERGROUND —DC—I)C— DGPOWER L- EXISTING BUILDING Y W k(� SECTION REFERENCE ��J' ITE PLAN C Q t EXISTING SERVICE gLLE— Y --- EX15tiNG EXISTING PARKING AREA EXISTING BUILDING EXISTING PARKING AREA EXISTING BUILDING EXISTING DINGY EXIST€NG PARKING Ar E= 7 EX€STING BUILDING move . .-� I Z � a� Q to ►- 7 !! EXISTING BUILDING j EXISTING PARKING AREA �EX€SUNG PARKING AREA BOLL TWO ltlfi,l' EXISTING BUILDING EXISTING yY BUILDING EXISTING BUILDING EXISTING BUILDING -7 `EXISTING PARKING AREA 0 102+ ISO SCALE: I" 100'-O" j rl3 5 a� u CHECKED BY: $T ��tj• APPROv£D BY- (�$ x lu �$ PATE DESCRIPTION INT, a mre0nt 9mz I�v�lu 9 a/23/B IMASION HE 0 �/30l15 FM1AL KR I 1l19lIb F EVISM FINAL 13E s� a ls W14 SKIT SX w N 52,27 O ��GI5iPR� SSfQNAL���lu ' w 51TE NAME RKr:R s LUMB�i� SITE NO, UJA-KIT406 AUGMENT ID l�A-KIT406M14.1 z_ 51TE ADDRESS 4119 U olEATON WAY Bf2El1ERTON, WA S0310 SHEET NAME a SITE PLAN SHEET NUMBER ci m x Sprint IL W I R E L E S S _ v. EXISTING ACCESS GATE (TYP.) B40 W MADISON, 16T44 FLOOR CHICAGO, IL 60661 FUL ', LEIZTON �yy.. U EXISTING CHAIN LINK FENCE (TYP.) 9600 W BRYN MAWR AVE., SUITE 200 ROSEMONT, ILLINOIS 60018 TEL:847-292-0200 FAX:847-292-0206 COA# 3151 —� www.FullertonEngineering.com a C�ECKEP 15Y: ST aPpRovEv eY: p8 x w PATE PEBCRIP110M INT. ui v A 10/30/14 W% REVIEW IVA 6 12/23/5 REVISION 8E 0 12W/15 I" KR � i IAW* REVISER FI N& 13E SECTOR: ALPHA n EXISTING EQUIPMENT CABINETS AZIMUTH: 0° ON CONCRETE PAD EXISTING UTILITY H-FRAME m (TYPJ " OF WASL/j11 f N_ 1) EXISTING SPRINT ANTENNA 4 RRU TO REMAIN 7X�C (ALPHA SECTOR) EXISTING CABLE SUPPORTS �Ssj�]l7t11 F �L�l� W/ COVER a. d (1) NEW SPRINT FASTEIACK ux+ u o o BACKHAUL RADIO MOUNTED a ON EXISTING MOUNTING PIPE SITE NAME ° AZIMUTH: 51. PARKER v o o ELEVATION:(91'-fd° i SEE A4 FoR 'PAILS L I,IME3E R (1) EXISTING SPRINT o o EXISTING GPS ANTENNA f'' SITE NO, ANTENNA 4 RRU TO REMAIN o o v°\ WA-KIT40(o ~ (GAMMA SECTOR) EXISTING SPRINT EQUIPMENT 0 o ON CONCRETE PAD AUGMENT ID EXISTING MONOPOLE ° o ° > (U WA-KIT4m6M14.1 NEW SPRINT CATS& CABLE ROUTED ON SECTOR: GAMMA EXISTING CABLE SUPPORTS AND IN JUNCTION BOX AZIMUTH: 240' 411S WHEATON WAY DREMERTON, WA WmSIV li EXISTING JUNCTION BOX--- Ill EXISTING SPRINT ANTENNA 4 RRU TO SHEET NAME REMAIN (BETA SECTOR) ENLARGED SECTOR: BETA S 1 TE PL AN AZIMUTH: 120' SHEET NUMBER ENLARCxED SITE PLAN 0 I' 2' �} 6 SCALE: 1/4" 1'-0" 1 N NOTES: m T/ EXISTING MONOPOLE XISTING ANTENNA CTYPJ ELEV.. 9a0"= A.GL. L MOUNTS WERE PREPARED OTHERS AND THOSE Sprint OF CALCULATIONS CZIWIFY THE CAPACITY OF T14E EXISTINGG A MNIAAS - _ — _ _ — _ _ .-_---- % (U NEW SPRINT FASTBACK STF� J=RE TO WPPOW THE NEW EQUIPMENT 'ELEV. 98'-0"t AGL. 6ACI H !L RADIO MOUNTED ON EXISTING MOLINTINCs PIPE 2. CA6LES NOT SHOUIN FOR CLARITY - P`"�------------- - -- - AZIMUTH• 151.4665' ++� ELEY.. 9P-ra° A to 1 —` OFXISTINGs Sj?RINT W� ELEV.. 5W' 01t A.GL. EXISTING SPRINT PANEL %mamo ANTENNAS 4 RRU'S TO REMAIN IV (TYR OF 3) W I R E L E S S _ 540 W MADISON, I&TH FLOOR CH€CAGO, IL 60661 FULLERTON 9600 W. BRYN MAWR AVE., SUITE 200 ' ROSEMONT, ILLINOIS 60018 I TEL:847-292.0200 f; FAX:847-292-0206 COA# 3151 —� E� CHECKED gY: glneering.COm � www.FullertonEngT,,,,_-,_- is (x � . APPROVED gY: DS I X E, �$ PATE MSCR FWNC14 INT. lu A WMA4 W% REVIBU OA i 6 12/1315 REVISION OE 0) NEW CATSe CABLE ROUTED ON KRI INTERIOR OF MONOPOLE ® �� FINALa INSTALL NEW HOISTING GRIP ON i V191i6 REVISEp FpJAL EIE s� I I EXISTING J-HOOK I; n 31 � I� I EXISTING MONOPOLE ��� SI ?d i I wAsrl,,�,r``�' 525527 wAr I �srIONAL��`� � II X i W G SITE NAME S PARKER LUMBER SITE NO, WA KIT406 3 EXISTING C45LE AUGMENT ip SUPPORTS W/ COVER WA, KIT406M14J EXISTING EQUIPMENT EXISTING SPRINT z CABINET JUNCTION 5OX SITE ADDRESS EXISTING SPRINT 411E WEEATCN WAY i6 EXISTING CHAIN EQUIPMENT CA51NET EsREMERfON' 38310 LINK FENCE (TYR) ON CONCRETE PAD SHEET NAME ELEVATION ' AND NOTES y� Ev. E01_011 SHEET NUMBER SCALE: 3/3211 ELEVATION 0 r 4' a' 16' � TRUE BACKWAUL DISH ANTENNA SCHEDULE OW NORt11 MAGNETIC ANTENNA AZIMUTH ANTENNA MODEL SIZE (NOM) (IN) ANTENNA MOUNT HHT EIG(FT) DISTANCE (MI) RECEIVING SITE NUMBER RADIO MODEL CABLE TYPE/LENGTJ4 NORTH 4 15IA669' PX2F-52-NXA 24 - 96l WA-KIT411 PTP400 COAX (125') (TO 5E REMOVED) (TO 5E REMOVED) DECLINATION 160 10, W 15IA669' FASTBACK [MR (NMU) ISXSX& I 96T WA-KIT411 IBR-1000-38-NA-SPRT CAt5B (1251) SECTOR: ALPHA AZIMUTH: 0° (I) EXISTING SPRINT (1) EXISTING SPRINT ANTENNA 4 RRU ANTENNA 4 RRU (1) EXISTING SPRINT DISH ANTENNA BELOW -(1) NEW SPRINT FASTBACK SACKHAUL RADIO MOUNTED 1) EXISTING SPRINT ON EXISTING MOUNTING PIPE BACK14ML DISH AZIMUTH: IN. afi9' I CIJ EXISTING SPRINT BE REMANTENNoyERADIO DANDTO (I) EXISTING SPRINT SEELEVATION. Aft5t9I'-0 S ANTENNA t RRU REPLACED W/ NEW ANTENNA 4 RRU SEE A-5 FOR DETAILS AZIM1TWo 15IA669 SECTOR: GAMMA � AZIMUTH: 240' EXISTING SECTOR ARM EXISTING SECTOR ARM EXISTING MONOPOLE (TYP. OF 3) EXISTING MONOPOLE (TYP. OF 3) (I) EXISTING SPRINT CI) EXISTING SPRINT ANTENNA 4 RRU ANTENNA 4 RRU SECTOR: BETA AZIMUTH: 120° w�v EXISTING ANTENNA LAYOUT SCALE: 3is" = r-m" 1 NEW ANTENNA LAYOUT 0 6„ r 2 4 SCALE: 3/a" = r-¢�" 2 0 6" 1' 2' 4' W I R E L E S S 540 W MApISOR 16T44 FLOOR CH4CAG0, IL 60661 9600 W. BRYN MAWR AVE., SUITE 200 ROSEMONT, ILUNOIS 60018 TEL: 847-292-0200 FAX: 847-292-0206 COA# 315I www.FullertonEngineering.com F 1. 52527 kFGISiER�� u a SITE NAME PARKER CUMBER 12 SITE NO, UJA-KIT406 AUGMENT ID UJA-KIT40roM14.1 SITE ADDRESS] 4I19 WWATON WAY is BREMERTON, WA W310 h� SHEET NAME ANTENNA � 4YOUT NOTES SHEET NUMBER i w FASTBACK IBR DISH ANTENNA NEW CABLE GROUNDING PIPE MOUNT + TOP OF TOILER ~� i SECTOR GROUND-- � � NEW ANT. BAR (NOT MORE PIPE GROUND THAN b FT FROM BACK OF ANTENNA) 06 CND. WIRE CATS* CABLE —(MINA t0 TOWER STEEL 153" NEW CABLE GROUNDING GROUND ' III ei 16j KIT + BASE OF TOILER BAR s `` �� ------------------------Ei__� Ufa CND. WIRE `9 -- HUMERR46UHNER SURGE ARRESTOR EXINd TO CND. 3402*nZ N TYPE CONNECTION SYSTEM (Type PLAN VIEW SIDE VIEW FRONT VIEW GROUNDED EXISTING CW TO ROD OF 2) CROWD BAR (INSIDE SHELTER OR CABINET) FASTBACK - [MR --------------------------------� b' IF JUMPER CABLE �+ CND. WIRE RADIO 0.8 Lbe (N-MALE TO N-MALE) (MIN.) TO EXISTING GND. SYSTEM (TYPO IBR-1000-38-NA-SPRY OF 2) ETHE SERIAL 10/100/1000 BASE-T �T4 E t} ERNET SWITCH SITE Boo vALERE SITE BOSS ('OILER ANTENNA SPECS SCALE: 3/5" = r-0" I SINGLE LINE DIAGRAM SCALE: N.T.S. 2 NEW FASTBACK IBR RADIO NEW MOUNTING BRACKET (1) NEW CAT5s CABLE COLOR CODING NOTES: THE CONtRACTOR SHALL USE SECTOR APPROPRIATE COLORED TAPE TO DENOTE THE ANTENNA. TAPE SHOULD ITEMS LOCATED BE WRAPPED AROUND THE TOP AND BOTTOM OF THE s0 3010 TO 60' SUPPORT PIPE AS DEPICTED IN 7HE tAE31.E ABOVE_ 0. ARE IN THE RED SECTOR EXISTING ANTENNA EXISTING PIPE ITEM5 LOCATED ITEMS LOCATED IN* TO 3000 ARE Chi" TO 160' IN THE ARE IN THE YELLOW SECTOR BLUE SECTOR ©®® • - _ - EXISTINCs RRU BACKHAUL RADIO MOUNTING DETAIL SCALE: N.T.5. COLOR CODING SCALE: N.T.S. 4 �a v CHECKED BY: ST ApPROvED BYs x iu �$ PATE DEBCRIPT�ON INT. A 0/30M Ws R8YM B tt/23/B REVISION BE 0 Yll30lLR ro" KR i IlHr� REVISED PH& BE � n N W srr,��Trr � o°c N �SSIONAL ���' J x SITE NAME PARKER �uM ER SITE NO. U1�4 wKIT406 1 AUGMENT ID UJA-KIT406M14] SITE ADDRE55j 4119 46ATON WAY BREhIERtON, WA W310 SHEET NAME Ea IIPMENT SPrECS SHEET NUMBER now Date: July 22, 2015 Chris Fraser Crown Castle 5350 North 48th Street Suite 305 Chandler, AZ 85226 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation Site Data: Dear Chris Fraser, �D f FEB 0 1 20 10 Cit0� of Bremerton, Di Structural Analysis Report Clearwire Corp Co -Locate Carrier Site Number: Carrier Site Name: BLACK&VEATCH Building a world of difference, Black & Veatch Corp. 10950 Grandview Drive Overland Park, KS 66210 (913) 458-7245 Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: Black &Veatch Corp. Project Number: SE52XC002 WA-KIT406 814642 EAST BREMERTON 340881 1093224 296557 Rev. 0 182896 4119 Wheaton Way, Bremerton, Kitsap County, WA Latitude 47° 36' 10.6, Longitude -122° 37 47.3" 98 Foot - Monopole Tower Black &Veatch Corp. 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 808722, in accordance with application 296557, revision 0. 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: LC5: Existing +Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2012 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 with a maximum topographic factor, Kzt, of 1 and Risk Category II were used in this analysis. Seismic forces have been evaluated based on Site Class D with Spectral response factors SS of 1.511 g and S, of 0.599 g. We at Black &Veatch Corp. 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: Sumit Bhujbal Respectfully submitted by: Noel Z. Herrera, P.E. Professional Engineer gwasNi,.�9 SSI�NAL 07/23/2015 tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing 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 4.1) Wind Results Table 5 - Section Capacity (Summary) Table 6 - Tower Components vs. Capacity 4.2) Seismic Results Table 7 - Section Capacity (Summary) Table 8 - Tower Components vs. Capacity 4.3) Recommendations 5) APPENDIX A-1 WIND tnxTower Output Additional Calculations 6) APPENDIX A-2 SEISMIC tnxTower Output Additional Calculations ?) APPENDIX B Base Level Drawing July 22, 2015 CC/ BU No 814642 Page 2 tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 1) INTRODUCTION July 22, 2015 CCI BU No 814642 Page 3 This tower is a 98 ft Monopole tower designed by Engineered Endeavors Inc. in April of 1997. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 85.2 mph with no ice, 0 mph with 0 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Seismic forces have been evaluated based on Site Class D with Spectral response factors SS of 1.511 g and S, of 0,599 g. Table 1 -Proposed Antenna and Cable Information 92.0 1 fastback networks 1 dsbj kmw 88.0 88.0 3 i communications 1 1 1 IBR53 DSSS2006A ET-X-WMA8-65-8P w/ 1 1/4 Mount Pipe j 1 1 13/32 ! 1 samsung 3 telecommunications, RRH-138 Notes: 1) Refer Appendix B for detailed coax layout. 2) Proposed (1) 1/4" and (1) 1 13/32" coax are to be installed inside the proposed 2" conduit. Notes: 1) Abandoned Equipment, Considered in this Analysis 2) Equipment To Be Removed; not considered in this analysis. 3) Existing Equipment tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 Table 3 - D@SICin Antenna and Cable Information ...u.`` f '-'•G.,..a ( Antenna Model I Level (ft) o Elevation Manufacturer I (ft) lAntennasi 98 98 i 12 i 1 AP199014 Direct Antennas 87 87 i 12 PCSA090-19 Direct Antennas i 3) ANALYSIS PROCEDURE Table 4 -Documents Provided 4-GEOTECHNICAL REPORTS_ 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER DRAWINGS 4-TOWER STRUCTURAL ANALYSIS REPORTS 3.1) Analysis Method Earth Consultants, Inc. Engineered Endeavors, Inc. Engineered Endeavors, Inc. B+T Group 139178 159478 5383340 July 22, 2015 CCI BU No 814642 Page 4 CCISITES CCISITES CCISITES CCISITES tnxTower (version 6.1.4.1), 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-1 Wind and Appendix A-2 Seismic. 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. This analysis may be affected if any assumptions are not valid or have been made in error. Black & Veatch Corp. should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS 4.1) Wind Results Table 5 -Section L1 � 98 - 62.29 � Pole � TP23.2x14.5x0.25 I 1 # -4.957 � 1305.750 � 24.8 � Pass L2 Pole � TP30.48x21.868x0.313 2 � -8.882 2112.960 � 29.7 � Pass L3 29.827 - 0 Pole TP37x28.8150.313 3 `-14.511 2426.430 38.6 Pass I , Summary Pole (L3) 38.6 j Pass Rating = 38.6 Pass tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 Table 6 - Tower Component Stresses vs. Capacity — LC5 July 22, 2015 CC/ BU No 814642 Page 5 Notes ' Component I Elevation (ft) I %Capacity `I Pass /Fail 1 Anchor Rods 0 37.0 Pass 1 Base Plate E 0 37.4 Pass _ 1 1 Base Foundation ( 0 2206 E_ Pass Base Foundation 1 i Soil Interaction I 0 6.7 Pass 4.2) Seismic Results Table 7 -Section Capacity (Summary) Section Elevation {ft) Component Critical Size P {K) SF*P allow % — Pass /Fail No. Type Element (K) Capacity L1 � 98 - 62.29 � Pole I TP23.2x14.5x0.25 I 1 I -5.060 � 1305.750 18.1 L2 62.29 Pole TP30.48x21.868x0.313 2 -9.032 2112.960 17.5 29.827 L3 29.827 - 0 Pole TP37x28.815x0.313 3 A4.515 2426.430 19.8 Pole (L3) � 19.8 Rating = 1 1948 Table 8 -Tower Component Stresses vs. Capacity —LC5 1 Anchor Rods I 0 _; 19.0 _ j Pass 1 Base Plate � 0 19.3 _ � Pass 1 Base Foundation 0 i 11 A ; Pass 1 Base Foundation 0 3.2 I Pass Soil Interaction Pass Pass Pass Pass Pass Notes: 1) See additional documentation in ""Appendix A-1 Wind and Appendix A-2 Seismic —Additional Calculations" for calculations supporting the %capacity consumed. 4.3) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 APPENDIX A-1 WIND TNXTOWER OUTPUT &ADDITIONAL CALCULATIONS July 22, 2015 CC/ 3U No 814642 Page 6 tnxTower Report -version 6.1.4.1 i N i0 V Q N N G � N y0 M O N m O m a r vi N fl a O c ES U £ p o .� 82.3 ft i NC'�l DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION ring Rod 3/4" x 8' 102 ET-X-WM-18-65-8P 88 (2) PCSS090.13.0 w/ Mount Pipe 68 ET-X-WM-18-&4P 88 (2)PCSS090-13-0 w/Mount Pipe 98 ET-X-WM-1&65.8P 88 (2)PCSS090-13.0w/Mount Pipe 98 RRWB8 88 (2) KRY 112 15 98 RRH-B8 88 (2) KRY 11215 98 RRH-BB 88 (2) KRY 112 15 98 DSSS2006A 88 (2) 51x21/2" Pipe Mount 98 8' x 2' Pipe Mount 88 (2) 5W 1/2" Pipe Mount 98 8' x 2' Plpe Mount 88 (2) 51x21/2" Pipe Mount 98 8' x 2' Pipe Mount-- 88 Plettorm Mount [LP 601-11 98 Side Ann Mount [SO 701-31 88 Side Arm Mount (SO 101-3] 98 IBR53 88 MATERIAL STRENGTH GRADE F Fu GRADE F Fu A572.65 165 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Kitsap 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 [I. 6. Topographic Category 1 with Crest Height of 0.000 It 7. TOWER RATING: 38.6% ALL REACTIONS ARE FACTORED AXIAL /15 K SHEAR , \ MOMENT 11 KJ_ ` 689 kip-ft TORQUE 0 kip -It REACTIONS - 85 mph WIND LACK & 1/EATCI-� Black &Veatch Cofp. isuildtng a vvc�rlc of difference; 10950 Grandview Drive 3 Overland Park, KS 6621C Phone: (913) 458-7245 EASTBREMERTON ed:182896 (814642.10932; TIA-222-G Iunce:07/22/15 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 Tower Input Data July 22, 2015 CC/ BU No 814642 Page 7 There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in Kitsap County, Washington. 4) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 5) Basic wind speed of 85 mph. 6) Structure Class II. 7) Exposure Category C. 8) Topographic Category 1. 9) Crest Height 0,000 ft. 10) Deflections calculated using a wind speed of 60 mph. 11) A non -linear (P-delta) analysis was used. 12) Pressures are calculated at each section. 13) Stress ratio used in pole design is 1. 14) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments -Legs Consider Moments -Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Distribute Leg Loads As Uniform Treat Feedline 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 Feedline Torque Include Angle Block Shear Check Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius It ft ft Sides in in in in L1 98.000-62.290 35.710 3.417 12 14.500 23.200 0.250 1.000 A5/z-li5 (65 ksi) L2 62.290-29.827 35.880 4.333 12 21.868 30.480 0.313 1.250 A572-65 (65 ksi) L3 29.827-0.000 34.160 12 28.815 37.000 0.313 1.250 A572-65 (65 ksi) Section Tip Dia. L1 98.000-62.290 35.710 3.417 12 14.500 23.200 0.250 1.000 A5/z-li5 (65 ksi) L2 62.290-29.827 35.880 4.333 12 21.868 30.480 0.313 1.250 A572-65 (65 ksi) L3 29.827-0.000 34.160 12 28.815 37.000 0.313 1.250 A572-65 (65 ksi) Section Tip Dia. Area in in2 in° 297.322 1242.024 1286.285 Tapered Pole Properties r G I/G in in in3 in4 5.101 7.511 39.585 602.454 5.646 8.216 12.018 103.350 2516.677 9.093 7.717 11.327 113.555 2606.361 10.675 W in 5.548 22.19 5.023 16.074 tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 July 22, 2015 CCI BU No 814642 Page 8 Section Tip Dia. Area 1 r C //C J lt/Q w WA in in2 in4 in in & in4 /n2 in 31.555 30.356 3526.223 10.800 15.789 223.339 7145.084 14.940 7.331 23.46 L3 30.906 28.681 2973.975 10.204 14.926 199.246 6026.079 14.116 6.885 22.032 38.305 36.917 6342.292 13.134 19.166 330.914 12851.202 18.169 9.079 29.051 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ft in in in L1 98.000- 1 1 1.02 62.290 L2 62.290- 1 1 1.02 29.827 L3 29.827- 1 1 1.02 0.000 feed Line/Linear Appurtenances -Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r It Position r klf in in Safety Line 3/8 C Surface Ar 98.000 - 10.000 1 1 0.000 0.375 0.000 (CaAa) 0.010 Feed Line/Linear Appurtenances -Entered As Area Description Face Allow Component Placement Face Lateral # CgAq Weight or Shield Type Offset Offset Leg It in (Frac FK9 ft2/ft klf Climbing C No CaAa (Out Of Face) 98.000 - 90.000 24.000 0 1 No Ice 0.584 0.005 Ladder (Flat) LDF7-50A(1- A No Inside Pole 98.000 - 0.000 0.000 0 6 No Ice 0.000 0.001 5/8") CAT5E(1/4") A No Inside Pole 88.000 - 0.000 0.000 0 1 No Ice 0.000 0.000 AUXILIARY A No Inside Pole 88.000 - 0.000 0.000 0 1 No Ice 0.000 0.001 HYBRID FIBER CABLE 4AWG(1- 13/32") 2" innerduct A No Inside Pole 88.000 - 0.000 0.000 0 1 No Ice 0.000 0.000 conduit Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAq CgAq Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 98.000-62.290 A 0.000 0.000 0.000 0.000 0.218 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 1.339 4.675 0.046 L2 62.290-29.827 A 0.000 0.000 0.000 0.000 0.214 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 1.217 0.000 0.007 L3 29.8274000 A 0.000 0.000 0.000 0.000 0.196 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.744 0.000 0.004 tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 Feed Line Center `of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L1 98.000-62.290 -0.123 0.121 4123 0.121 L2 62.290-29.827 -0.001 0.054 -0.001 0.054 L3 29.827-0.000 -0.000 0.035 -0.000 0.035 Tower Feed Line Description Feed Line Ke Ka Section Record No. Segment No Ice Ice Elev. L1 1 Safety Line 3/8 62.29 - 1.0000 1.0000 98.00 L2 1 Safety Line 3/8 29.83 - 1.0000 1.0000 62.29 Discrete Tower Loads July 22, 2015 CC/ BU No 814642 Page 9 CnAa Weight Description Face Offset Offsets: Azimuth Placement CaAa or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft 2 ft2 K ft ° ft Lightning Rod 3/4" x 8' C None 0.000 102.000 No Ice 0.600 0.600 0.030 (2) PCSS090-13-0 w/ A From Face 4.000 10.000 98.000 No Ice 4.170 2.389 0.029 Mount Pipe 0.000 0.000 (2) PCSS090-13-0 w/ B From Face 4.000 -5.000 98.000 No Ice 4.170 2.389 0.029 Mount Pipe 0.000 0.000 (2) PCSS090A3-0w/ C From Face 4.000 -20.000 98.000 No Ice 4A70 2.389 0.029 Mount Pipe 0.000 0.000 (2) KRY 112 15 A From Face 4.000 10.000 98.000 No Ice 0.523 0.444 0.012 0.000 0.000 (2) KRY 112 15 B From Face 4.000 -5.000 98.000 No Ice 0.523 0.444 0.012 0.000 0.000 (2) KRY 112 15 C From Face 4.000 -20.000 98.000 No Ice 0.523 0.444 0.012 0.000 0.000 (2) 5'x2 1/2" Pipe Mount A From Face 4.000 0.000 98.000 No Ice 1.328 1.328 0.029 0.000 0.000 (2) 5'x2 1/2" Pipe Mount B From Face 4.000 0.000 98.000 No Ice 1.328 1.328 0.029 0.000 0.000 (2) 51x2 1/2" Pipe Mount C From Face 4.000 0.000 98.000 No Ice 1.328 1.328 0.029 0.000 0.000 Platform Mount [LP 601-1] C None 0.000 98.000 No Ice 28.470 28.470 1.122 tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 July 24 2015 CCI 3U No 814642 Page 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftZ ft K ft ° . ft Side Arm Mount [SO 101- C None 0.000 98.000 No Ice 7.500 7.500 0.252 3] ET4-WW18-65-8P A From Face 3.000 0.000 88.000 No Ice 7.117 2.986 0.036 0.000 0.000 ET-X-WMA&65-81P B From Face 3.000 0.000 88.000 No Ice T117 2.986 0.036 0.000 0.000 ET-X-WW18-65-8P C From Face 3.000 0.000 88.000 No Ice 7.117 2.986 0.036 0.000 0.000 RRH-138 A From Face 3.000 0.000 88.000 No Ice 3.360 2.031 0.060 0.000 0.000 RRH-138 B From Face 3.000 0.000 88.000 No Ice 3.360 2.031 0.060 0.000 0.000 RRH-138 C From Face 3.000 0.000 88.000 No Ice 3.360 2.031 0.060 0.000 0.000 DSSS2006A B From Face 3.000 0.000 88.000 No Ice 0.933 0.354 0.022 0.000 0.000 8' x 2" Pipe Mount A From Face 3.000 0.000 88.000 No Ice 1.900 1.900 0.029 0.000 0.000 8' x 2" Pipe Mount B From Face 3.000 0.000 88.000 No Ice 1.900 1.900 0.029 0.000 0.000 8' x 2" Pipe Mount C From Face 3.000 0.000 88.000 No Ice 1.900 1.900 0.029 0.000 0.000 Side Arm Mount [SO 701- C None 0.000 88.000 No Ice 2.830 2.830 0.195 3] Description Face Dish Offset Offsets: Azimuth 3 d8 Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft, K IBR53 B Paraboloid w/o From 3.000 31.000 88.000 1.275 No Ice 1.277 0.009 Radome Face 0.000 4.000 Load Combinations Comb. Description No. 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 tnxTower Report - version 6.14401 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 July 22, 2015 CCI BU No 814642 Page 11 Description Comb, No. �y 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 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 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No, Comb. K kip-ft_ kip-ft L1 98 - 62.29 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 6 4.963 -121.871 69.963 Max. Mx 20 4.959 1424166 1.411 Max. My 2 4.961 1.296 141.599 Max. Vy 20 -5.854 142,166 1.411 Max. Vx 2 -5.818 1.296 141.599 Max. Torque 13 -0.309 L2 62.29 - Pole Max Tension 1 0.000 0.000 0.000 29.827 Max. Compression 6 -8.885 -312.151 179,409 Max. Mx 20 -8.883 3634655 2.665 Max. My 2 -8.884 2.609 3619941 Max. Vy 20 -8.208 3634655 2.665 Max. Vx 2 -8.172 2.609 3610941 Max. Torque 17 -0.253 L3 29.827 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -14.511 -589.441 339.066 Max. Mx 20 -14.5l l 6859732 4.005 Max. My 2 -14.511 4.004 682.793 Max. Vy 20 -10.662 685,732 4.005 Max. Vx 14 10.626 4.131 -682.731 Max. Torque 17 -0.252 Maximum Reactions tnxTower Report -version 6.1.4. 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 20 14.516 10.655 0.039 Max. HX 20 14.516 10.655 0.039 Max. Hz 2 14.516 0.040 10.620 Max. Mx 2 682,793 0.040 10.620 Max. MZ 8 683.587 -10.631 -0.037 Max. Torsion 3 0.224 0.040 10.620 Min. Vert 7 10.887 -9.181 5.288 Min. H, 8 14.516 -10.631 -0.037 Min. Hz 14 14.516 -0.039 -10.620 Min. Mx 14 -682.731 -0.039 -10.620 Min. Mz 20 -6850732 10.655 0.039 Min. Torsion 17 -0.252 5.337 -9.176 Tower Mast Reaction Summar NONE July 22, 2015 CC/ 3U No 814642 Page 12 Load Vertical Shear, Shearz Overturning Overturning Torque Combination Moment, Mx Moment, Mz K K K kip-ft kip-ft kip-ft 1.2 Dead+1.6 Wind 0 deg - No Ice 12.096 0.000 0.000 -0.025 -0.077 0.000 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 10.887 14.516 14.516 tnxTower Report -version 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 July 22, 2015 CC/ BU No 814642 Page 13 Load Vertical Shearx Shearz Overturning Overtuming Torque Combination Moment, Mx Moment, Mz K K K 0.9 Dead+1.6 Wind 330 deg 10.887 5.403 9.214 589.757 348.261 0.184 - No Ice Dead+Wind 0 deg - Service 12.096 -0.011 -2.959-189.631 1.058 4035 Dead+Wind 30 deg - Service 12.096 1.471 -2.560-163.882-93.992 -0.013 Dead+Wind 60 deg - Service 12.096 2.558 -1.473-94.177-163.743 0.014 Dead+Wind 90 deg - Service 12.096 2.962 0.010 1.041 -189.888 0.022 Dead+Wind 120 deg - 12.096 2.569 1.492 95.979-164.825 0.030 Service Dead+Wind 150 deg - 12.096 1.489 2.570 164.919-95.812 0.037 Service Dead+Wind 180 deg - 12.096 0.011 2.959 1890579 -1.200 0.036 Service Dead+Wind 210 deg - 12.096 -1.487 2.557 163.561 95.321 0.055 Service Dead+Wind 240 deg - 12.096 -2.569 1.467 93.563 164.607 0.028 Service Dead+Wind 270 deg - 12.096 -2.969 -0.011 -1.129 190.377 -0.008 Service Dead+Wind 300 deg - 12.096 -2.579 -1.486-95.516 165.664 -0.031 Service Dead+Wind 330 deg - 12.096 -1.505 -2.567 -164.701 97.187 4020 Service Solution Summa Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -12.096 0.000 0.000 12.096 U.000 U.000% 2 -0.040 -14.516 -10.620 0.040 14.516 10.620 0.000% 3 -0.040 -10.887 A 0.620 0.040 10.887 10.620 0.000% 4 5.280 -14.516 4186 -5.280 14.516 9.186 0.000% 5 5.280 -%887 4186 -5.280 10.887 9.186 0.000% 6 9A 81 -14.516 -5.288 4181 14.516 5.288 0.000% 7 9.181 -10.887 -5.288 -9.181 10.887 5.288 0.000% 8 10.631 -14.516 0.037 -10.631 14.516 -0.037 0.000% 9 10.631 -10.887 0.037 -10.631 10.887 -0.037 0.000% 10 9.219 -14.516 5.353 -9.219 14.516 -5.353 0.000% 11 9.219 AU87 5.353 -9.219 10.887 -5.353 0.000% 12 5.344 A4.516 9.224 -5.344 14.516 4224 0.000% 13 5.344 -10.887 9.224 -5.344 10.887 -9.224 0.000% 14 0.039 -14.516 10.620 4039 14.516 -10.620 0.000% 15 0.039 A 0.887 10.620 -0.039 10.887 -10.620 0.000% 16 -5.337 -14.516 9.176 5.337 14.516 4176 0.000% 17 -5.337 -10.887 9.176 5.337 10.887 4176 0.000% 18 -9.220 -14.516 5.267 9.220 14.516 -5.267 0.000% 19 -9.220 -10.887 5.267 9.220 1 UP -5.267 0.000% 20 -%655 -14.516 -0.039 10.655 14.516 0.039 0.000% 21 -10.655 -10.887 -0.039 10.655 10.887 0.039 0.000% 22 -9.257 -14.516 -5.334 9.257 14.516 5.334 0.000% 23 -9.257 A 0.887 -5.334 9.257 10.887 5.334 0.000% 24 -5.403 -14.516 -9.214 5.403 14.516 9.214 0.000% 25 -5.403 -10.887 -9.214 5A03 10.887 9.214 0.000% 26 4011 -12.096 -2.959 0.011 12.096 2.959 0.000% 27 1.471 -12.096 -2.560 -1.471 12.096 2.560 0.000% 28 2.558 -12.096 -1.473 -2.558 12.096 1.473 0.000% 29 2.962 -12.096 0.010 -2.962 12.096 -0.010 0.000% 30 2.569 -12.096 1.492 -2.569 12.096 -1.492 0.000% 31 1.489 -12.096 2.570 -1.489 12.096 -2.570 0.000% 32 0.011 -12.096 2.959 -0.011 12.096 -2.959 0.000% 33 A A87 -12.096 2.557 1.487 12.096 -2.557 0.000% 34 -2.569 -12.096 1.467 2.569 12.096 A A67 0.000% 35 -2.969 -12.096 -0.011 2.969 12.096 0.011 0.000% 36 -2.579 -12.096 -1.486 2.579 12.096 1.486 0.000% 37 -1.505 A 2.096 -2.567 1.505 12.096 2.567 0.000% tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0900000001 0.00000001 2 Yes 4 0600000001 0.00008446 3 Yes 4 0.00000001 0.00005392 4 Yes 4 0000000001 0600098762 5 Yes 4 0.00000001 0,00062385 6 Yes 4 0.00000001 0400099530 7 Yes 4 0400000001 0000062886 8 Yeso 4 0.00000001 0000005879 9 Yes 4 0600000001 0400003690 10 Yes 5 0600000001 0600003021 11 Yes 4 0,00000001 0600067851 12 Yes 5 0600000001 0000002827 13 Yes 4 0000000001 0,00063499 14 Yes 4 0.00000001 0.00005323 15 Yes 4 0.00000001 0.00003358 16 Yes 5 0.00000001 0.00002978 17 Yes 4 0.00000001 0.00066923 18 Yes 4 0,00000001 0.00098872 19 Yes 4 0,00000001 0.00062461 20 Yes 4 0.00000001 0.00002139 21 Yes 4 0000000001 0600001068 22 Yes 5 0600000001 0000002850 23 Yes 4 0600000001 0000064008 24 Yes 5 0.00000001 0.00003052 25 Yes 4 0600000001 0.00068574 26 Yes 4 0.00000001 0600000001 27 Yes 4 0.00000001 0.00002574 28 Yes 4 0.00000001 0400002573 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0900000001 0.00002884 31 Yes 4 0000000001 0.00002595 32 Yes 4 0600000001 0000000001 33 Yes 4 0600000001 0.00002928 34 Yes 4 0600000001 0.00002515 35 Yes 4 0400000001 0600000001 36 Yes 4 0.00000001 0.00002621 37 Yes 4 0.00000001 0.00002874 Maximum Tower Deflections -:Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load It in Comb. ° L1 98 - 62.29 8.696 37 0.779 0.001 L2 65.707 - 29.827 3.966 37 0.566 0.000 L3 34A 6 - 0 1.087 37 0.291 0.000 July 22, 2015 CC/ BU No 814642 Page 14 Critical Deflections: and Radius of Curvature -Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in R 102.000 Lightning Rod 3/4" x 8' 37 8.696 0.779 0.001 37896 98.000 (2) PCSS090-13-0 w/ Mount Pipe 37 8.696 0.779 0.001 37896 92.000 IBR53 37 7.754 0.743 0.001 31580 88.000 ET-X-WMA&65-81P 37 7A32 0.719 0.001 18948 tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 Maximum Tower Deflections - Design Wind MOMMUME Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. 0° L1 98 - 62.29 31.342 24 2.810 0.007 L2 65.707 - 29.827 14.293 24 2.042 0.002 L3 34.16 - 0 1917 22 1.050 0.001 July 24 2015 CCI 3U No 814642 Page 15 Critical Deflections and Radius of Curvature -Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Combo in ft 102.000 Lightning Rod 3/4" x 8' 24 31.342 2.810 0.007 10545 98.000 (2) PCSS090-13-0 w/ Mount Pipe 24 31.342 2.810 0.007 10545 92.000 IBR53 24 27.944 2.680 0.006 8787 88.000 ET-X-WM-18-65-8P 24 25.704 2.591 0.005 5272 Com` cession Checks Section Elevation Size L Lou KI/r A Pu OPu Ratio No. Pu ft K Lot98 - 62.29 (1) TP23.2x14.5x0.25 35.710 0.000 0.0 17.805 4.957 1305.750 0.004 L2 62.29 - TP30.48x21.868x0.313 35.880 0.000 0.0 29.309 -8.882 2112.960 0.004 29.827 (2) L3 29.827 - 0 (3) TP37x28.815x0.313 34.160 0.000 0.0 36.917-14.511 2426A30 0.006 ft ft in2 K Pole Bending Design Data Section Elevation Size MuX qM„x Ratio MY^y Ratio MM No. ux uy ft kip-ft kip-ft kip-ft kip-ft � Lot98 - 62.29 (1) TP23.2x14.5x0.25 143.401 586.393 0.245 0.000 586.393 0.000 L2 62.29 - TP30.48x21.868x0.313 365.723 1250.350 0.292 0.000 1250.350 0.000 29.827 (2) L3 29.827 - 0 (3) TP37x28.815x0.313 688.739 1812.500 0.380 0.000 1812.500 0.000 Pole .Shear Design :Data Section Elevation Size Actual �V„ Ratio Actual �Tn Ratio NO, Vu Vu Tu Tu it K (hV kip-ft kip-ft (bT Lot 98 - 62.29 (1) TP23.2x14.5x0.25 5.881 652.873 0.009 0.172 1189.025 0.000 L2 62.29 - TP30.48x21.868x0.313 8.234 1056.480 0.008 0.184 2535.325 0.000 tnxTower Report -version 6.1.4.1 98 - 62.29 (1) TP23.2x14.5x0.25 5.881 652.873 0.009 0.172 1189.025 0.000 L2 62.29 - TP30.48x21.868x0.313 8.234 1056.480 0.008 0.184 2535.325 0.000 tnxTower Report -version 6.1.4.1 tnxTower Report -version 6.1.4.1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 July 22, 2015 CCI BU No 814642 Page 16 Section Elevation Size Actual �Vn Ratio Actual OTn Ratio No. Vu Vu T, Tu It K K d)V., kip-ft kip-ft (bT 29.827 (2) L3 29.827 - 0 (3) TP37x28.815x0.313 10.690 1213.220 0.009 0.207 36756183 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No, Pn Mux M y V T Stress Stress ft Wn OMnx OKX Wn gn Ratio Ratio L1 98 - 62.29 (1) 0.004 0.245 0.000 0.009 0.000 0.248 1.000 4 8 2 L2 62.29 - 0.004 0.292 0.000 0.008 0.000 0.297 1.000 40802 / 29,827(2) t L3 29.827 - 0 (3) 0.006 0.380 0.000 0.009 0.000 0.386 1.000 40802 Irl Section Capacity Table Section Elevation Component Size Critical P IDPexaw % Pass No. ft Type Element K K Capacity Fail L1 98 - 62.29 Pole TP23.2xl4.5x0.25 1 4.957 1305.750 24.8 Pass L2 62.29 - 29.827 Pole TP30.48x21.868x0.313 2 -8.882 21124960 29.7 Pass L3 29.827 - 0 Pole TP37x28.815x0.313 3 A4.511 2426.430 38.6 Pass Summary Pole (0) 38.6 Pass RATING = 38.6 Pass tnxTower Report -version 6.1.4.1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 814642 Site Name: EAST BREMERTON Amp #: 296557 Rev. 0 Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circlel 8 in ksi ksi in 2.25 A615-J 100 75 45 Plate Data Diam: Thick: Grade: Single -Rod B-eff: 5175in in 1. 6ksi 14In t� ener ata (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld. Width: Height: Thick: Notch: Grade: Weld str.: 0 <-- Disregard <-- Disregard in in in in in in ksi ksi Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 37 in in ksi "0" IF Round ksi "0" if None 0.3125 65 12 80 1 0 Reactions Mu: 689 Iftwkips Axial, Pu: 15 Ikips Shear, Vu: 11 1kips Eta Factor, ri 0.5 ITIA G Fig. 4-4 If No tiffeners, Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/r ): 96.3 Kips Allowable Axial, (D*Fu*Anet: 260.0 Kips Anchor Rod Stress Ratio: 37.0% Base Plate Results Flexural Check Base Plate Stress: 20.2 ksi Allowable Plate Stress: 54.0 ksi Base Plate Stress Ratio: 37.4% Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)12: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)12: n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a * 0 =none, 1 =every bolt, 2 =every 2 bolts, 3 = 2 per bolt *` Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Non -Rigid AISC LRFD cp*Tn Non -Rigid AISC LRFD cp*Fy Y.L. Length: 25.61 CClplate v2.0 Analysis Date: 7/22/2015 CCI Foundation Tool Suite - Monopole Pier CCIFTS 1.2.108.14286 - Phase 1-2 BU: 814642 Site Name: EAST BREMERTON App Number: 296557 Rev 0 Work Order: 1093224 Drilled Pier Inaut Criteria TIA Revision: ACI 318 Revision: Seismic Category: Forces Compression Shear Moment Swelling Force Foundation Dimensions Pier Diameter: Ext. above grade: Depth below grade: Material Properties Number of Rebar: Rebar Size: Tie Size Rebar tensile strength: Concrete Strength: Ultimate Concrete Strain Clear Cover to Ties: Soil Profile: q ir1 15 kips 11 kips 689 k-ft 0 kips 60 ksi 4000 psi 0.003 in/in 4 in m uo N 1 7 0 7 120 30 2 16 7 23 320 I' 700 30 Analysis Results Soil Lateral Capacity Depth to Zero Shear. 7.72 ft Max Moment, Mu: 762.29 k-ft Soil Safety factor: 19.71 Safety Factor Req'd: 133 RATING: 647%` Soil Axial Capacity Skin Friction (k): 375.72 kips End Bearing (k): 424.11 kips Comp. Capacity (k), d,Cn: 799.83 kips Comp. (k), Cu: 15.00 kips RATING 1;9%` Date: CROWN CASTLE #5 Tte Size (16) Concrete/Steel Check Mu {from soil analysis) 762.29 k-ft �Mn 3368.86 k-ft RATING: 22.695 rho provided 0.61 rho required 0.50 OK RebarSpacinB > 10.63 Spacing required 22.56 OK Dev. Length required 19.95 Dev. Length provided 53.51 OK Page 1 of 1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 APPENDIX A-2 SEISMIC TNXTOWER OUTPUT &ADDITIONAL CALCULATIONS July 22, 2015 CC/ 3U No 814642 Page 17 tnxTower Report -version 6.1.4. t 0 0 M � I I I I I I N M Q N O � 0 m A 8 � a y c co a c o p ,00 82.3 ft C DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 102 Seismic Linear Force 6 55 Seismic Discrete Force 2 98 Seismic Section Force 6 50.707 Seismic Linear Force 1 94 Seismic Linear Force 7 45 Seismic Section Force 1 93 Seismic section Force 7 40.707 Seismic Discrete Force 3 02 Seismic Linear Force 8 35 Seismic Discrete Force 4 88 Seismic Section Force 6 32.767 Seismic Linear Force 2 85 Seismic Section Force 9 29,16 Seismic Linear Force 3 84 Seismic Linear Force 9 25 Seismic Section Force 2 83 Seismic Section Force 10 19.16 Seismic Linear Force 4 75 Seismic Linear Force 10 15 Seismic Section Force 3 73 Seismic Section Force 11 9.16 Seismic Section Force 4 65,145 Seismic Linear Force 11 5 Seismic Linear Force 5 65 Seismic Section Force 12 2.08 Seismic Section Force 5 60.707 MATERIAL STRENGTH GRADE F Fu GRADE F Fu A572.85 85 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Kitsap County, Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed fora 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Ciass II. 6. Topographic Category 1 with Crest Height of 0.000 ft 7. Seismic Analysis: Wind speed, topographic, and exposure information above do not apply. 8. See CCISeismic output for seismic force calculations. 9. TOWER RATING: 19.8% ALL REACTIONS ARE FACTORED AXIAL 15K SHEAR MOMENT 4 K 348 kip-R REACTIONS - 85 mph WIND Black &Veatch Corp. 10950 Grandview Drive Overland Park, KS 66210 Phone:(913)458-7245 EAST BREMERTON ed:182898 814842.10932: n<: Crown Castle Drawn by: S t,ta CCISeismic Monopole Analysis per TIA-222-G Site BU: 814642 Work Order: 1093224 Application: 296557 Rev.0 From TNX: Axial, Wt = 15.0 ShearV,=j 11.0 kips kips CRCOWN . I de rees minutes seconds Site Latitude = 47 36 10.60 47.6029 degrees Site Longitude 422 37 47.30 422.6298 degrees Mass or Stiffness Irregularities Yes (Table 2-9) Ground Supported Structure = Yes Structure Class II (Table 2-1) Site Class D Stiff Soil (Table 2-11) Spectral response acceleration short periods, Ss 1.511 USGS Seismic Tool Spectral response acceleration 1's period, Sl'= 0.599 Tower Height (AGL), Ht = 98.0 ft Importance Factor, I 1.0 (Table 2-3) Acceleration -based site coefficient, F =; 1.0 (Table 242) Velocity -based site coefficient, F = 1.5 (Table 243) Design spectral response acceleration short period, SDs 1.007 (2.7.6) Design spectral response acceleration 1 s period, SD, 0.599 (2.7.6) Calculated CS 0.672 1(2.7.7,1) Base Seismic Shear, V. = 8A kips Appurtenance Weight (top 1/3 of structure), W° = 2.6 Average Moment of Inertia, Iav = 2481.0 Fundamental Frequency, Ff = 0.511 Ff related variable, SA = 0.306 Calculated CS = 0.204 Minimum CS =, 0.044 Minimum CS when Sl >_ 0.75 = 0.000 Final CS = 0.204 Alternative Base Seismic Shear, US =; 2.6 (2.7.11.2) (2.7.8.1) (2.7.7.1) (2.7.7.1) kips Seismic shear does not exceed 50% of wind shear. No further analysis is required per section 2.7.3 ofTIA-222-G. CCISeismic 2.0.07 Analysis Date: 7/22/2015 NO 00 fV O F Y U d N M 00 d' M O M M N N O y T7 p h r4 O O O O O O O O O X 4s" 00 .-t in M .-i 00 .-+ O D% %D h N 0 0 0 0 0. -1 e-i CDO O O O O O O O O O O O C C O C O O O C O C C tn N O V] dam' � 1N O � O c�-I N N NM-1 �-1 C O O O O C C C C C �D N O L� N u 0 0 0 0 0 0 0 0 0 0 0 y.. R v In Ln 0 0 0 V4 O O O O O O C C C C cc n d' M OD to M N .4 c: r4 r4 C C C C C C C �o d' 00 W 00 00 W 00 W W 00 L3.:.. ON 1n Ln O O O 0 0 0 0 0 0 0 0 0 0 O O O O C O O C O "a M C� 00 0000 t� ko to d' co N N 0, N 0 a) y. M O M U k' CO 00 M N h A N Q C ni C C N to to M D\ N to to �D 0: O\ N co in m V4 V4 C C �s U N Q OD co 0\ �o c+ Q: S to : V4 O O %0 d 00 00 kD to e 4 a—/ . 4 eel D N Y f]. O ON O ON to r4 C C iCOLCO O o O N O d +p O .G O rl N nj 1A M d' M v4 O N M eM-i N O N h to ri N O aD to M O N N �}' to M O� �0 to Rd*N N In N t� r 00 00 00 N to co O O t� d' N t\ !\ Uj (Id' O ri 0 0 0 0 0 0 0 0 0 0 0 O OD t� d' m t� O N 00 O N ri co to %0 M O '-1 N N <f' M V co M r O O O O O O O O O O C O O O O O O O O O O O Q ,p rMj N 0 e-i O C O O O O O O O rj p 0 C) O O O O O O O O N �0 Q` to to tO �O r1 h N h rl O t�M 0 dD h to M N ri O Cl O O r4 r4 ti 0 0 0 0 0 Ci 0 0 0 y O M it �' O to IO 4 N N d CO M i-1 �O O t�:O� _l� M to 00 ri ~ N N M M el' N (a N n M to O e�-1 M N d' M n R M ON %0 t�w O O. d' C N N W tin d' t� %0d• D` rl ON t�rl O d' d' N M h 00 m to O O rt to O O G G C5 6 0 0 ri ri v4 O W N ::.:.. d• to tO N N 00 O � M U h h t� to m N O O to a € r+ d' • d' M W m W W d' t0 w Co d' p. a M C � ko O tO D` M O 00 to N O h M 0 to C ; 00 6 to t4 O. N O O r4 6 ri ri '4 ri N N tV ri N y N to to to to to 1A N ^ to to Ln N N N N N N N N K Cto N N N O O M M M M M M M M ,C O O O p O O O O F E d N m OD coN N O O O N %0 N CO N t� co co d, rl t�M Y.+ T M 00 N N %0 . O O N tO O M oa... N N M M to rl '-1 N N M M L O� OD co N 00 M ON M N N N N to co m 00 N m T O ri N p, y In % N CO h t� CO CO d' N t\ M p t� O tO to �O �O H rl O O [� `y O. M W coN �O co co N t0 O �O a` ri rl d' �O O; 00 rd M %O L7 e-1 rl N N N N N N M M M O 0 F N N N N N N N N N N N N N '-1 ri ri eel ri e-1 e-i e-f ri ri ri ri En z V O C> O O n O 0 0 co 0 0 0 H U ri c-1 ri ri ri �-f ri ri d' N C N N y J N b co e�-1 n t�: n � a�-i D` CO [� to a O O tV D` M O� N �..`c � � to d• M N ri co co co 00 to d• M M Design Maps Detailed Report Page 1 of 4 ��j Design Maps Detailed Report 2012 International Building Code (47.60294°N, 122.62981°W) Site Class D - ��Stiff Soil", Risk Category I/II/III Section 1613.3.1 —Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of l.i (to obtain SS) and 1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`1' SS = 1.511 g From Figure 1f:13.3.iL2Z`�7 S, = 0.599 g Section 1613.3.2 —Site class definitions The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class v5 Nor N�h s� A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s� < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: ift/s = 0.3048 m/s llb/ftz = 0.0479 kN/mz http://ehp4-earthquake.cr. usgs. gov/designmaps/us/report.php?template=minimal&latitu... 7/22/2015 Design Maps Detailed Report Page 2 of 4 Section 1613.3.3 -Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(i) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period SS _< 0.25 SS = 0.50 S5 = 0.75 S5 = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For site Class = D and ss = 1.519. g, F, = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F� Site Class Mapped Spectral Response Acceleration at 1-s Period S,<_0.10 S,=0.20 S,=0.30 Si=0.40 5,>_0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S� For Site Class = D and S, = 0.599 g, F� = 1.500 http://ehp4-earthquake. cr.usgs. gov/designmaps/us/report.php?template=minimal&latitu... 7/22/2015 Design Maps Detailed Report Page 3 of 4 S,.,S = FaSs = 1.000 x 1.511 = 1.511 g S,.,, = FPS, = 1.500 x 0.599 = 0.898 g Section 1613.3.4 —Design spectral response acceleration parameters ��tldt�®it ('J.U�39). JDS — 2� SIdS — 2/3 x 1.511 = 1.007 g SDI=z/aS,,,,=2/3x0.898=0.599g http://ehp4-earthquake. cr.usgs. gov/designmaps/us/report.php?template=minimal&latitu... 7/22/2015 Design Maps Detailed Report Page 4 of 4 Section 1613.3.5 —Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF Soy RISK CATEGORY I or II III IV Soy < 0.167g A 0.167g <_ Sos < 0.33g B A B A C 0.33g <_ Sps < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and Sos = 1.007 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF Sp, RISK CATEGORY % or II III IV So, < 0.067g A 0.067g < Sp, < 0.133g B A B A C 0.133g 5 Soy < 0.20g C C D 0.20g _< So, D D D For Risk Category = I and Soy = 0.599 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf http://ehp4-earthquake. cr.usgs. gov/designmaps/us/report.php?template=minimal&latitu... 7/22/2015 tnA ower Black & Veatch Corp. 10950 Grandview Drive Overland Park, KS 66210 Phone: (913) 45&7245 FAX: (913) 4588136 Job EAST BREMERTON (BU# 814642) Page 4 of 11 Project 182896 (814642.1093224) Date 12:38:01 07/22/15 Client Crown Castle Designed by Sumit Bhujbal Load Combinations Comb. Description No, 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 L2 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 L2 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 Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Time Load Moment Moment Comb. K kip ft kip ft L1 98 - 62.29 Pole Max Tension I 0.000 0.000 0.000 Max. Compression 4 -5.060 -51.956 89.990 Max. Mx 8 -5.060 403.912 0.000 Max. My 2 -5.060 0,000 103,912 Max. Vy 8 3,491 40.206 0,000 Max. Vx 2 -3.491 0,000 80,206 Max. Torque 4 4000 L2 62.29 - 29,827 Pole Max Tension 1 0,000 0.000 0,000 Max. Compression 6 -9.032 485.125 106,882 Max. Mx 8 -9.032 -213.763 0,000 Max. My 2 -9.032 0,000 213,763 Max. Vy 8 3,609 -213.763 0.000 Max. Vx 2 -3.609 0,000 213.763 tnA over Job EAST BREMERTON (BU# 814642) Page 5 of 11 Black & Veatch Corp. 10950 Grandview Drive Project 182896 (814642.1093224) Date 12:38:01 07/22/15 Client Designed by Overland Park, KS 66210 Phone: (913) 458-7245 FAX: (913) 458-8136 Crown Castle Sumit Bhujbal Section Atevation Component Condition Vol', Axial Major Axis MI1lot A.l"iS No. fit Type Load Moment Moment Comb. K kip-ft kip ft Max. Torque 4 -0.000 L3 29.827 - 0 Pole Max Tension 1 0,000 0,000 0,000 Max. Compression 8 -14.515 -348.429 0,000 Max. Mx 8 -14,515 -348.429 0,000 Max. My 2 -14,515 0,000 348,429 Max. Vy 8 4.131 -341,955 0,000 Max. Vx 2 4.131 0,000 341.955 Max. Torque 4 -0,000 Maximum Reactions Location Condition Gov. Vertical Hoizontal, X Horizontal, Z' Load K K K Comb. Pole Max. Vert 8 14,516 4.121 0,000 Max. H, 20 14,516 4.121 0.000 Max. H. 2 14,516 0,000 4,121 Max. M, 2 348,429 0,000 4,121 Max. M. 8 348,429 4.121 0,000 Max. Torsion 12 0,000 -2,061 -3,569 Min. Vert 5 10,887 -2.061 3,569 Min. H, 8 14,516 4.121 0,000 Min. H. 14 14,516 0,000 4.121 Min. M. 14 -348,429 0,000 4.121 Min. M, 20 -348.429 4,121 0,000 Min. Torsion 4 4000 -2.061 3.569 Tower Mast Reaction Summa Load Vertical Shears Shear Overturning Overturning Torque Combination Monnent, Mx Moment, M K K K kip ft kip-ft kip ft Dead Only 12,096 0,000 0,000 0,000 0,000 0,000 1.2 Dead+1.6 Wind 0 deg - No 14,516 0,000 4.121-348.429 0.000 0,000 Ice 0.9 Dead+1.6 Wind 0 deg - No 10.887 0,000 4.121-346.246 0.000 0,000 Ice 1.2 Dead+1.6 Wind 30 deg - No 14,516 2,061 -3,569-301.749 174,215 0,000 Ice 0.9 Dead+1.6 Wind 30 deg - No 10.887 2,061 -3.569-299.858 473.123 0,000 Ice 1.2 Dead+1.6 Wind 60 deg - No 14.516 3.569 -2.061 174.215-301.749 -0.000 Ice 0.9 Dead+1.6 Wind 60 deg - No 10,887 3,569 -2.061 473.123-299.858 -0.000 Ice 1.2 Dead+1.6 Wind 90 deg - No 14,516 4,121 0,000 0,000-348.429 0,000 Ice 0.9 Dead+1.6 Wind 90 deg - No 10,887 4,121 0,000 0,000-346.246 0,000 Ice 1.2 Dead+1.6 Wind 120 deg - 14,516 3,569 2,061 174.215-301.749 0,000 No Ice 0.9 Dead+1.6 Wind 120 deg - 10.887 3,569 2,061 173,123-299.858 0.000 No Ice tnxiO er Job EAST BREMERTON (BU# 814642) Page 6 of 11 Black & Veatch Corp. 10950 Grandview Drive Project 182896 (814642.1093224) Date 12:38:01 07/22/15 Client Designed by Overland Park, KS 66210 Phone: (913) 458-7245 FAX., (913) 458-8136 Crown Castle Sumit Bhujbal Load Vertical Shears Shea, Overtmning Overturning Torque Combination Moment, Mx Moment, M. is 1.2 Dead+1.6 Wind I50 deg - 14.516 2.061 3.569 301.749-174.215 -0.000 No Ice 0.9 Dead+1.6 Wind 150 deg - 10.887 2.061 3.569 299.858-173.123 -0.000 No Ice 1.2 Dead+1.6 Wind 180 deg - 14.516 0.000 4.121 348.429 0.000 0.000 No Ice 0.9 Dead+1.6 Wind 180 deg - 10.887 0.000 4.121 346,246 0.000 0.000 No Ice 1.2 Dead+1.6 Wind 210 deg - 14.516 -2.061 3.569 301.749 174,215 0.000 No Ice 0.9 Dead+1.6 Wind 210 deg - 10.887 -2.061 3.569 299.858 173,123 0.000 No Ice 1.2 Dead+1.6 Wind 240 deg - 14.516 -3.569 2.061 174,215 301,749 -0.000 No Ice 0.9 Dead+1.6 Wind 240 deg - 10.887 -3.569 2.061 173.123 299.858 4000 No Ice 1.2 Dead+L6 Wind 270 deg - 14.516 -4.121 0.000 0.000 348.429 0.000 No Ice 0.9 Dead+1.6 Wind 270 deg - 10.887 4.121 0.000 0.000 346,246 0.000 No Ice 1.2 Dead+1.6 Wind 300 deg - 14.516 -3.569 -2.061 174,215 301.749 0.000 No Ice 0.9 Dead+1.6 Wind 300 deg - 10.887 -3.569 -2.061 473.123 299,858 0.000 No Ice 1.2 Dead+1.6 Wind 330 deg - 14.516 -2.061 -3.569-301.749 174,215 -0.000 No Ice 0.9 Dead+1.6 Wind 330 deg - 10.887 -2.061 -3.569-299,858 173,123 -0.000 No Ice Dead+Wind 0 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 30 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 60 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 90 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 120 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 150 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 180 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 210 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 240 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 270 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 300 deg - Service 12.096 0.000 0.000 0.000 0.000 0.000 Dead+Wind 330 de - Service 12.096 0.000 0.000 0.000 0.000 0.000 Solution Summa Sohn of Applied Forces Sum ofReactioos Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 42.096 0.000 0.000 12.096 U.uuu u.uuu/o 2 0.000 -14.516 4.121 0.000 14.516 4.121 0.000% 3 0.000 40.887 4.121 0.000 10.887 4.121 0.000% 4 2.061 -14.516 -3.569 -2.061 14.516 3.569 0.000% 5 2.061 -10.887 -3.569 -2.061 10.887 3.569 0.000% 6 3.569 -14.516 -2.061 -3.569 14.516 2.061 0.000% 7 3.569 -10.887 -2.061 -3.569 10.887 2.061 0.000% 8 4.121 44.516 0.000 4.121 14.516 0.000 0.000% 9 4.121 40.887 0.000 4.121 10.887 0.000 0.000% 10 3.569 -14.516 2.061 -3.569 14.516 -2.061 0.000% 11 3.569 40.887 2.061 -3.569 10.887 -2.061 0.000% 12 2.061 -14.516 3.569 -2.061 14.516 -3.569 0.000% tnxi older Black &c Veatch Corp. 10950 Grandview Drive Overland Park, KS 66210 Phone: (913) 458-7245 FAX: (913) 458-8136 Job EAST BREMERTON (BU# 814642) Page 7 of 11 Project 182896 (81464241093224) Date 12:38:01 07/22/15 Client Crown Castle Designed by Sumit Bhujbal Sian of Applied Forces Sian of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 13 2,061 10.887 3.569 -2.061 10.887 -3.569 0,000% 14 0,000 14.516 4,121 0,000 14,516 4.121 0,000% 15 0,000 -10.887 4,121 0,000 10.887 -4,121 0,000% 16 -2.061 -14,516 3,569 2,061 14.516 -3.569 0,000% 17 -2.061 -10,887 3,569 2,061 10,887 -3.569 0,000% 18 -3.569 -14,516 2,061 3.569 14.516 -2.061 0.000% 19 -3,569 -10.887 2.061 3.569 10.887 -2.061 0.000% 20 -4.121 -14.516 0,000 4,121 14.516 0.000 0.000% 21 4.121 40.887 0,000 4,121 10.887 0,000 0.000% 22 -3.569 44.516 -2.061 3,569 14.516 2,061 0.000% 23 -3.569 40.887 -2.061 3,569 10.887 2.061 0.000% 24 -2.061 -14,516 -3.569 2.061 14.516 3.569 0,000% 25 -2.061 40.887 -3.569 2,061 10.887 3.569 0,000% 26 0,000 -12.096 0.000 0,000 12.096 0.000 0.000% 27 0.000 -12.096 0.000 0.000 12.096 0.000 0.000% 28 0.000 -12.096 0.000 0.000 12.096 0.000 0.000% 29 0.000 -12.096 0.000 0,000 12.096 0.000 0.000% 30 0,000 -12.096 0.000 0.000 12,096 0.000 0,000% 31 0,000 42.096 0.000 0.000 12,096 0.000 0,000% 32 0,000 -12.096 0,000 0.000 12,096 0.000 0,000% 33 0,000 -12.096 0,000 0,000 12,096 0.000 0,000% 34 0,000 -12,096 0,000 0,000 12,096 0,000 0,000% 35 0,000 -12,096 0,000 0.000 12,096 0,000 0.000% 36 0.000 42.096 0,000 0.000 12,096 0.000 0,000% 37 0,000 12,096 0,000 0.000 12,096 0.000 0,000% Non -Linear Convey` ence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance I Yes 4 0,00000001 0,00000001 2 Yes 4 0,00000001 0.00001348 3 Yes 4 0,00000001 0.00000001 4 Yes 4 0,00000001 0.00029126 5 Yes 4 0,00000001 0,00020280 6 Yes 4 0,00000001 0,00029126 7 Yes 4 0,00000001 0,00020280 8 Yes 4 0.00000001 0.00001348 9 Yes 4 0,00000001 0.00000001 10 Yes 4 0,00000001 0.00029126 11 Yes 4 0,00000001 0,00020280 12 Yes 4 0,00000001 0,00029126 13 Yes 4 0,00000001 0,00020280 14 Yes 4 0.00000001 0.00001348 15 Yes 4 0,00000001 0,00000001 16 Yes 4 0,00000001 0,00029126 17 Yes 4 0,00000001 0,00020280 18 Yes 4 0,00000001 0,00029126 19 Yes 4 0,00000001 0,00020280 20 Yes 4 0,00000001 0,00001348 21 Yes 4 0,00000001 0,00000001 22 Yes 4 0,00000001 0,00029126 23 Yes 4 0,00000001 0.00020280 24 Yes 4 0,00000001 0,00029126 25 Yes 4 0,00000001 0,00020280 26 Yes 4 0,00000001 0,00000001 Fin tnxi o er Job EAST BREMERTON (BU# 814642) Page 8 of 11 Black & Veatch Crop. 10950 Grandview Drive Project 182896 (814642.1093224) Date 12:38:01 07/22/15 Overland Park, KS 66210 Client Designed by Phone: (913) 458-7245 FAX: (913) 458-8136 Crown Castle Sumit Bhujbal 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0,00000001 0,00000001 29 Yes 4 0,00000001 0.00000001 30 Yes 4 0,00000001 0.00000001 31 Yes 4 0,00000001 0,00000001 32 Yes 4 0,00000001 0,00000001 33 Yes 4 0.00000001 0,00000001 34 Yes 4 0,00000001 0,00000001 35 Yes 4 0,00000001 0,00000001 36 Yes 4 0,00000001 0,00000001 37 Yes 4 0.00000001 0,00000001 `Maximum'Tower Deflections`= Service Wind Section Elevation Horz. Gon. Tilt Tivist No, Deflection Load ft in Comb. ° LI 98 - 62.29 0.000 1 0.000 0.000 L2 65.707 - 29.827 0.000 1 0.000 0.000 L3 34.16 - 0 0.000 1 0.000 0.000 Critical .Deflections and Radius of Curvature -Service Wind Elevation Appurtenance Gov. Deflection Tilt 7tivist Radius of Load Cunahtre ft Comb. in 0 0ft 102,000 Seismic Discrete Force 1 0 0.000 0.000 0.000 Inf 98.000 Seismic Discrete Force 2 0 0.000 0.000 0.000 Inf 94.000 Seismic Linear Force 1 0 0.000 0.000 0.000 Inf 93.000 Seismic Section Force 1 0 0.000 0.000 0.000 Inf 92.000 Seismic Discrete Force 3 0 0.000 0.000 0.000 Inf 88.000 Seismic Discrete Force 4 0 0.000 0.000 0.000 Inf 85.000 Seismic Linear Force 2 0 0.000 0.000 0.000 Inf 84.000 Seismic Linear Force 3 0 0.000 0.000 0.000 Inf 83.000 Seismic Section Force 2 0 0.000 0.000 0.000 Inf 75.000 Seismic Linear Force 4 0 0.000 0.000 0.000 Inf 73.000 Seismic Section Force 3 0 0.000 0.000 0.000 Inf 65.145 Seismic Section Force 4 0 0.000 0.000 0.000 Inf 65.000 Seismic Linear Force 5 0 0.000 0.000 0.000 Inf 60.707 Seismic Section Force 5 0 0.000 0.000 0.000 Inf 55.000 Seismic Linear Force 6 0 0.000 0.000 0.000 Inf 50.707 Seismic Section Force 6 0 0.000 0.000 0.000 Inf 45.000 Seismic Linear Force 7 0 0.000 0.000 0.000 Inf 40.707 Seismic Section Force 7 0 0.000 0.000 0.000 Inf 35.000 Seismic Linear Force 8 0 0.000 0.000 0.000 Inf 32.767 Seismic Section Force 8 0 0.000 0.000 0.000 Inf 29.160 Seismic Section Force 9 0 0.000 0.000 0.000 Inf 25.000 Seismic Linear Force 9 0 0.000 0.000 0.000 Inf 19.160 Seismic Section Force 10 0 0.000 0.000 0.000 Inf 15.000 Seismic Linear Force 10 0 0.000 0.000 0.000 Inf 9.160 Seismic Section Force 11 0 0.000 0.000 0.000 Inf 5.000 Seismic Linear Force 11 0 0.000 0.000 0.000 Inf 2.080 Seismic Section Force 12 0 0.000 0.000 0.000 Inf M ower Job EAST BREMERTON (BU# 814642) e Page 9 of 11 Black & Veatch Corp. 10950 Grandview Drive Project 182896 (814642.1093224) Date 12:38:01 07/22/15 Overland Park, KS 66210 Phone: (913) 458-7245 FAX., (913) 458-8136 FAX., Client Crown Castle Designed by Bhujbal Maximum Tower Deflections = Design Wind' Section Elevation Horz. Gov. Tilt Twist No, Deflection Load ,r in Comb. 0° L 1 98 - 62.29 18.64! L2 65.707 - 29.827 7.962 L3 34.16 - 0 2.071 2 1.822 0.000 Critical Deflections and Radius of Curvature-'Desi" n Wind Elena Non Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0fit 102,000 Seismic Discrete Force 1 2 18.649 1.822 0.000 13637 98.000 Seismic Discrete Force 2 2 18.649 1.822 0.000 13637 94.000 Seismic Linear Force 1 2 17.205 1.747 0.000 13637 93.000 Seismic Section Force 1 2 16.845 1.729 0.000 13637 92.000 Seismic Discrete Force 3 2 16.486 1.710 0.000 11364 88.000 Seismic Discrete Force 4 2 15.063 1.636 0.000 6818 85.000 Seismic Linear Force 2 2 14.013 1.579 0.000 5245 84.000 Seismic Linear Force 3 2 13.668 1.561 0.000 4870 83.000 Seismic Section Force 2 2 13.325 1.542 0.000 4545 75.000 Seismic Linear Force 4 2 10.690 1.389 0.000 2964 73.000 Seismic Section Force 3 2 10.069 1.350 0.000 2726 65.145 Seismic Section Force 4 2 7.812 1.194 0.000 2167 65.000 Seismic Linear Force 5 2 7.773 1.191 0.000 2165 60.707 Seismic Section Force 5 2 6.684 1.103 0.000 2189 55.000 Seismic Linear Force 6 2 5.393 0.985 0.000 2287 50.707 Seismic Section Force 6 2 4.534 0.896 0.000 2366 45.000 Seismic Linear Force 7 2 3.537 0.780 0.000 2481 40.707 Seismic Section Force 7 2 2.892 0.693 0.000 2575 35.000 Seismic Linear Force 8 2 2.166 0.583 0.000 2738 32.767 Seismic Section Force 8 2 1.921 0.541 0.000 2868 29.160 Seismic Section Force 9 2 1.570 0.475 0.000 3202 25.000 Seismic Linear Force 9 2 1.226 0.402 0.000 3734 19.160 Seismic Section Force 10 2 0.833 0.304 0.000 4872 15.000 Seismic Linear Force 10 2 0.607 0.236 0.000 6223 9.160 Seismic Section Force 11 2 0.343 0.143 0.000 10191 5.000 Seismic Linear Force 11 2 0.181 0.078 0.000 18670 2.080 Seismic Section Force 12 2 0.074 0.032 0.000 18670 Compression. Checks Section Elevation: Size L L„ Klh• A P„ �P„ Ratio .r L I 98 - 62.29 (1) TP23.2x 14.5x0.25 L2 62.29 - 29.827 TP30.48x21.868x0.313 35.710 0.000 0.0 17.805 -5.060 K �P„ 1305.750 0.004 2112.960 0.004 tIZx O er Job EAST BREMERTON (BU# 814642) Page10 of 11 Black & Veatch Corp. 10950 Grandview Drive Project 182896 (814642.1093224) Date 12:38:01 07/22/15 Overland Park, KS66210 Client Designed by Phone: (913) 458-7245 FAX: (913) 458-8136 Crown Castle Sumit Bhujbal Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P„ ft ft ft in1 K K �pn (2) L3 29.827 - 0 (3) TP37x28.815x0.313 34.160 0.000 0.0 36.917-14.515 2426,430 0.006 Section Elevation Size yM m Ratio M,ry "M y Ratto No, M,u M,ly ft kip- kip-ft it kip fb„ it L1 98 - 62.29 (1) TP23.2x14.5x0.25 103,912 586,393 0.177 0.000 586.393 0.000 L2 62.29 - 29.827 TP30.48x21.868x0.313 213.763 1250.350 0.171 0.000 1250,350 0.000 (2) L3 29.827 - 0 (3) TP37x28.815x0.313 348.429 1812.500 0.192 0.000 1812.500 0.000 Section Elevation Size Ach,a! �V Ratio Actual rbT„ Ratio No, V„ V„ T„ T„ ft K K Y kip ft kip ft �T Ll 98 - 62.29 (1) TP23.2xl4.5x0.25 3.487 652.873 0.005 0.000 1189,025 0.000 L2 62.29 - 29.827 TP30.48x21.868x0.313 3.609 1056,480 0.003 0.000 2535,325 0.000 (2) L3 29.827 - 0 (3) TP37x28.815x0.313 4.124 1213,220 0.003 0.000 3675,183 0.000 Pole Interaction Desi ` n Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M,a M,,. V„ T„ Stress Stress f �pn W4 V r T Ratio Ratio L1 98 - 62.29 (1) 0.004 0.177 0.000 0.005 0.000 0.181 1.000 4 8 2`' f/ L2 62.29 - 29.827 0.004 0.171 0.000 0.003 0.000 0.175 1.000 4 8 2 (2) L3 29.827 - 0 (3) 0.006 0.192 0.000 0.003 0.000 0.198 1.000 4 8 2 Section Ca acit Table tnx 0 er Black & Veatch Corp. 10950 Grandview Drive Overland Park, KS66210 Phone: (913) 458-7245 FAX:(913) 458-8136 Job EAST BREMERTON (BU# 814642) Page11 of 11 Project 182896 (814642.1093224) Date 12:38:01 07/22/15 Client Crown Castle Designed by Sumit Bhujbal Section Elevation Component Size Critical P oPallow % Pass No. it T}pe Element K K Capacity Fail LI 98 - 62.29 Pole TP23.2x14.5x0.25 1 -5.060 1305.750 18.1 Pass L2 62,29 - 29.827 Pole TP30.48x21.868x0.313 2 -9.032 2112,960 17.5 Pass L3 29,827 - 0 Pole TP37x28.815x0.313 3 14.515 2426,430 19.8 Pass Summary Pole (L3) 19.8 Pass RATING = 1908 Pass Program Version 6.1.4.1 - 3/22/2014 File:Y:/TELECOM/2015/Public Nebvorks/Engineering/Crown_Castle_INTL/SA Sites/814642/814642.1093224/Structural/Seismic,814642.1093224 Seismic Analysis.eri Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumotion: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 814642 Site Name: EAST BREMERTON App #: 296557 Rev. 0 Pole Manufacturer: Other Anchor Rod Data Qt : Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 8 in ksi ksi in 2025 A615-J 100 75 45 e Data Diam: Thick: Grade: Single -Rod B-eff: 51 in in ksi In 1 .75 60 14.87 Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: 0 <-- Disregard <-- Disregard in in in in in in ksi ksi ,..........._ Pole Data Diam: Thick: Grade: # of Sides: Fu Reinf. Fillet Weld 37 in in ksi "0" IF Round ksi "0" if None 0.3125 65 12 80 0 Reactions Mu: 348 Ift,,kips Axial, Pu: 15 Ikips Shear, Vu: 4 Ikips Eta Factor, n 0.5 ITIA G Fig. 4A If No stiffeners, Criteria: AISC LRFD-Only Applcable to Unsliffened Cases Anchor Rod Results Max Rod (Cu+ Vu/6): 49.3 Kips Allowable Axial, VFu*Anet: 260.0 Kips Anchor Rod Stress Ratio: 19.0% +' Base Plate Results Flexural Check Base Plate Stress: 10.4 ksi Allowable Plate Stress: 54.0 ksi Base Plate Stress Ratio: 19.3% gala Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)A2: n/a Plate Tension+Shear, fUFt+(fv/Fv)A2: n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a * 0 =none, 1 =every bolt, 2 =every 2 bolts, 3 = 2 per bolt "* Nole: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Non -Rigid AISC LRFD �p'Tn Non -Rigid AISC LRFD W*Fy Y.L. length: 25.61 CClpiate v2.0 Analysis Date: 7/22/2015 CCI Foundation Tool Suite - Monopole Pier CCIFTS 1.2.108.14286- Phase 1-2 Date: 7/22/2015 BU: 814642 Site Name: EAST BREMERTON App Number: 296557 Rev 0 Work Order: 1093224 Monopole Drilled Pier Input Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D Forces Compression Shear Moment Swelling Force Foundation Dimensions. Pier Diameter: Ext, above grade: Depth below grade: Material Properties Number of Rebar: Rebar Size: Tie Size Rebar tensile strength: Concrete Strength: Ultimate Concrete Strain Clear Cover to Ties: Soil Profile: A 15 kips 4 kips 348 k-ft 0 kips 60 ksi 4000 psi 0.003 in/in 4 in m 1 7 0 7 120 30 2 16 7 23 120 i 700 30 3 8 23 31 120 36 20 Analvsis Results Soll Lateral Capacity Depth to Zero Shear. 7.10 ft Max Moment, Mu: 375.16 k-ft Soil Safety Factor: 41.73 Safety Factor Req'd: 1.33 RATING: 3;2%` Soil Axial Capacity Skin Friction (k): 375.72 kips End Bearing (k): 424.11 kips Comp. Capacity (k), ¢Cn: 799.83 kips Comp. (k), Cu: 15.00 kips RATING: 149%' CROWN CASTLE p5 Tle Size (16)-Nil Concrete/Steel Check Mu (from soil analysis) 375.16 k-ft �Mn 3368.86 k-ft RATING: 11.19109 rho provided 0.61 rho required 0.50 OK RebarSpacing 10.63 Spacing required 22.56 OK Dev. Analvsis Results Soll Lateral Capacity Depth to Zero Shear. 7.10 ft Max Moment, Mu: 375.16 k-ft Soil Safety Factor: 41.73 Safety Factor Req'd: 1.33 RATING: 3;2%` Soil Axial Capacity Skin Friction (k): 375.72 kips End Bearing (k): 424.11 kips Comp. Capacity (k), ¢Cn: 799.83 kips Comp. (k), Cu: 15.00 kips RATING: 149%' CROWN CASTLE p5 Tle Size (16)-Nil Concrete/Steel Check Mu (from soil analysis) 375.16 k-ft �Mn 3368.86 k-ft RATING: 11.19109 rho provided 0.61 rho required 0.50 OK RebarSpacing 10.63 Spacing required 22.56 OK Dev. Length required 20.56 Dev. Length provided 53.51 OK Page 1 of 1 98 Ft Monopole Tower Structural Analysis Project Number 182896, Application 296557, Revision 0 July 22, 2015 CCI 3U No 814642 Page 18 tnxTower Report -version 6.1.4.1