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Home My WebLink AboutBLD2015-00136 - CANCEL • BUILDING PERMIT i Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD15-00136 Received Date: 4/22/2015 SITE ADDRESS: 4303 CASSELARY RD Issue Date 4/23/2015 PORT TOWNSEND, 98368 Expiration Date 4/23/2016 OWNER: STATE OF WASHINGTON-NAT RESOUR PHONE: 360-902-1000 PO BOX 47014 OLYMPIA WA 98504-7014 SUBDIVISION: Block: Lot: T 1+ PARCEL NUMBER: 902103001 Section: 10 Township: 29 N Range: 2V1 CONTRACTOR: TBD PHONE: 253-584-6606 PROJECT DESCRIPTION: VERIZON WIRELESS PROPOSE TO REPLACE (6) ANTENNAS AND ADD (6) NOTICH FILTERS, (3) RRUS UNITS, (2) DISTRIBUTION OVP BOXES, AND (1) HYBRID CABLE. IN ADDITION TOWER REINFORCEMENT PER THE ATTCHED ENGINEERING IS PART OF THIS PROJECT. TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP REP MAIN: INDUSTRIAL: VALUATION 18,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BATHROOMS: Permit $245.00 SRE 04/22/15 154341 Exist: Plan Check $159.25 SRE 04/22/15 154341 Prop: State Building Code $4.50 SRE 04/22/15 154341 Total: Total: $408.75 NUMBER OF EMPLOYEES: Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY- THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED LDC THE CIVIL ENGINEERING GROUP 12/1/2015 Commercial Infrastructure Haylie Clement Residential Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 RE: Building Permit BLD15-00136/Verizon Wireless Facility: WA1 Sequim Relo, at 4303 Casselary Road Port Townsend, WA 98368 E Hello Haylie, c Verizon Wireless(VZW)would like to cancel the Building Permit, BLD15-00136 which was approved on April 27, 2015. 3 Verizon Wireless has decided to cancel this project, at this time. Qi CO Please contact me by phone at 253-218-9017 or email at rcardoza@Idccorp.com, if you have any co project specific questions. Thank you. Sincerely, coccLri N L � Rick Cardoza LDC, Inc., on behalf of Verizon Wireless c qrkgkll I/12 DECJEFFERSON� �P `fPI OF CI?rq�UA9n DEVELO MEM Engineering ABOVE the Standard aMMENI • • Jefferson County Building Division Permit Number: BLD15-00136 Applicant: STATE OF WASHINGTON-NAT RE BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2012 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Miscellaneous third party inspection by ceritifide personnel for verification of install I per plans lanning Approval A final inspection will not be scheduled until the following are completed and signed off by the applicable Department: • Building Permit Conditions are met • Septic Permit Final/Complete for any building containing plumbing • Land Use Conditions met and signed off • Public Works Permit Final(where applicable) FINAL INSPECTION FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# :BLD15-00136 1.) DWJ 2.) The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 3.) The site plan as submitted with the Building Permit application on April 22, 2015 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated April 23, 2015 shall be resubmitted for review and approval by Jefferson County Department of Community Development. \\tidemark\data\forms\F_BLD_Permit_Bldg.rpt 4/23/2015 s LDC THE CIVIL ENGINEERING GROUP DATE: 4/13/15 PROJECT#: 14-627 Commercial Infrastructure Residential TO: Jefferson County PROJECT WA1 Sequim AWS Department of Community NAME: Development. 2 621 Sheridan Street. LC n\`,Port Townsend, WA 98368 ' APR 22 ,.-&IiY COPJiNTY DEVELOPME'_ ITEMS ENCLOSED: ® Prints ® Documents ❑ Copies ® CDs ❑ Reports ® Other: Check 3 140f2- , 47;6 ?�3 QTY DATE DESCRIPT 1 12/04/14 LDC Check# 134}8-for $394.4 for BP Plan Review Fee 1 4/13/15 Commercial Building Permit Application N 3 4/6/14 Structural Analysis Wet-stamped • 5 4/7/14 Site Plans C 3 4/7/15 Full Construction Drawings Wet-stamped (11"x 17") L -/t /[5 � � (r e l 0464 ar&�ee f COMMENTS: ` 4/0' /1 A/ � CO Al a • Please don't hesitate to contact me with any questions you may have. N.CORick Cardoza Cell/Email: (253)218-9017 / rcardoza®ldccorp.com Thank you, 5 Rick Cardoza RECEIVED BY: in L ry W z 0 N Engineering ABOVE the Standard • Sally Elisit 11 V 7 From: Sally Ellis Sent: Monday, March 30, 2015 10:31 AM To: Hector Polanco APF m5 Subject: RE: Building Permit Application Fee Costs . L Er t J iY CON_ 'I\,!ijYOFUEtOPMENT Dear Hector The building fee have changed for 2015 Project cost$18,000.00 BLD BASE FEE$245.00 Plan Check$ 159.25 Consistency fee$234.00 Scanning$ 19.50 State surcharge$4.50 $662.25 You would need the Permit application, 5 copies of the Site plan 3 set of plans Sincerely Sally Ellis From: Hector Polanco [mailto:hpolanco@Idccorp.com] Sent: Monday, March 30, 2015 10:11 AM To: Sally Ellis Cc: Richard Cardoza Subject: RE: Building Permit Application Fee Costs . Hello Sally, I know we had spoken briefly about the Permit Fees regarding to this project back in December. I wanted to make sure they were still the same fees remained since they it was approved back in December.A check was already made back in December,we just the project on hold for a short time. Would you also be able to tell me the required forms and sizes would be needed when submitting the permit application as well? If you have any more questions or comments for me please feel free to reach back to me. Thanks, Hector Polanco Telecom Coordinator LDC, Inc The Civil Engineering Group Ph.425.806.1869 Fx.425.482.2893 14201 NE 200th St, Ste 100 Woodinville, WA 98072 www.LDCcorp.com 1 •Up Front Parcel Reviews Parcel 902103001 Printed: April 23, 2015 STATE OF WASHINGTON-NAT RESOUR Site Address(es): PO BOX 47014 4281 CASSELARY RD EXT PORT TOWNSEND, WA 98368 4262 CASSELARY RD PORT TOWNSEND, WA 98368 OLYMPIA, WA 98504-7014 4303 CASSELARY RD PORT TOWNSEND, WA 98368 4393 CASSELARY RD PORT TOWNSEND, WA 98368 4261 CASSELARY RD PORT TOWNSEND, WA 98368 4253 CASSELARY RD PORT TOWNSEND, WA 98368 Parcel Number: 902103001 S-T-R: 10-29N-2W Total Acreage 144 Legal Description S10 T29 R2W SW1/4 (LS TAX 1) Land Use: 9100 Flood District: Fire District: 0 Planning Area: 5 Flood Map(FIRM)Panel No: School District 50 Zoning: COMP PLAN DESIGNATION: COMMUNITY PLAN: UGA: UGA Trans [ ] Plot plan states "property line" [ ] Assessor's Map (Property lines on submitted plot plan must match the property lines as identified on the Assessor's 1/4 map) [ ] Legal Access to Property YES NO [ ] Parcel Tags or Scanned Documents YES NO [ ] ESA's: Special Reports Nearby YES NO [ ] Designated Ag YES NO [ ] Shoreline Designation: YES NO [ ] Shoreline tream lope Stability: YES NO J _ ( C). Stream Type:YES NO (� l l�J `-' 1 FWHCA: YES NO / U o Wetlands: YES NO ( , tr) _ Rare Plants:YES NO0 ivav k) Seismic: YES NO Landslide: YES NO Flood: YES NO V Erosion: YES NO Aquifer Recharge Area:YEs NO SIPZ: none At Risk High Risk Coastal CMZ: none High Risk Moderate RiskDisconnected CMZ Stormwater site plan submitted: YesNo [ ] Forest Lands: YES NO Adjoining Forest Lands: CommerciaU Rural/ Inholding [ ] Mineral Lands: YES NO [ ] Agricultural Lands: YES NO [ ] Archaeology: YES NO [ ] No Shooting Zone: YES NO [ ] Stormwater: New Impervious Surface Land Disturbing Activity ESA's Stormwater Req's:Min Req#2 Min Req#1 thru#5 Min Req#1 thru#10 Engineering [ ] Notice Provisions/Disclosure:Airport YES NO MRL YES NO Forest Lands YES NO [ ] Landscaping Required: Yes No [ ] Parking Spaces Required NO 2 Other f 1 Building Height: 35' UBC Standard [ ] Impervious Surface cover percentage: Resource Lands&Public: ltw Rural Residential: 25% Rural Ind>lI: Per UDC Sec 6.7 Rural Commercial: 60% Area of Building Coverage:60%in Rural Industrial Lands only [ ] Total Building (s) Size: RVC:20,000 SF CC: 5,000 SF NC:7,500 SF GC: 10,000 SF All others:subject to septic&water constraints/None specified [ ] Setbacks: Front: Left Side: Right Side: Rear: Shoreline Setback: LSHA Setback: [ ] Road Classification: Road Approach: EXISTING NOT REQ'D RAP [ ] SEPA Required: YES EXEMPT [ ] Flood Certificate: [ ] Existing Case(s) & Condition(s): Violations: Yes No [ ] Recorded Date of Subdivision: AFN Over 5yrs=UDC Plat Conditions: <5yrs=Plat Conditions on plat or Old Ordinance [ ] Lots/Require Declaration of Restrictive Covenant YES NO, submitted: YES NO [ ] UGA No Protest Agreement YES NO, submitted: YES NO [ ] Site Visit conducted YES NO [ ] Require Final Zoning Approval YES NO [ ] ADMIN: Setbacks entered in Permit Plan case N/A YES New Parcel Tags entered in Permit Plan N/A YES Special Reports Scanned N/A YES Title Notes Updated Parcel tags found for parcel 902103001 1.) WSRC Coaching - 2012-02-21, CZ 08/26/2013 Other Parcel tags found for parcel 902103001 2.) WSRC Coaching - CZ 08/26/2013 Other Parcel tags found for parcel 902103001 3.) WSRC Coaching - 2010-08-31, CZ 09/03/2013 Other Cases Associated with APN 902103001 Review Cases Name Type Status Planner BLD01-00099 ST OF WA NATURAL RECOURC F Application Received: 2/13/2001 Permit Issued/Case closed: 2/13/2001 Case Finaled: 8/2/2001 PROPANE TANK INS1ALLAI ION 1-OR CELL TOWER EMERGENCY POWER BLD13-00293 STATE OF WASHINGTON-DNR I EXP Donna Frostholm Application Received: 9/20/2013 Permit Issued/Case closed: 10/14/2013 Case Finaled: Addition of FOUR microwave dishes to existing cell tower. BLD15-00136 STATE OF WASHINGTON-NAT R I P David Wayne Johnson Application Received: 4/22/2015 Permit Issued/Case closed: Case Finaled: VERIZON WIRELESS PROPOSE 10 REPLACE (6)ANTENNAS AND ADD (6) NOTICH FILTERS, (3) RRUS UNITS, (2) DISTRIBUTION OVP BOXES, AND (1) HYBRID CABLE. IN ADDITION TOWER REINFORCEMENT PER THE ATTCHED ENGINEERING IS PART OF THIS PROJECT. BLD90-00619 PT TOWNSEND CABLE TV F Application Received: 9/10/1990 Permit Issued/Case closed: 9/11/1990 Case Finaled: installation of cable tv antennas and microwave transmit site BLD95-00443 US WEST NEW VECTOR GROUI F Application Received: 8/2/1995 Permit Issued/Case closed: 8/10/1995 Case Finaled: 10/17/1995 Modify kstw tower&guyed footings/install equip vault BLD96-00414 ONECOMM CORPORATION F Application Received: 7/3/1996 Permit Issued/Case closed: 7/25/1996 Case Finaled: 3/11/1997 To construct, operate, main�in a mobile radio comm. facility&shed. \\tidemark\data\forms\R_Parcel_CRMLA.rpt 4/23/2015 Page 2 of 5 PRE99-00051 VOICE STREAM WIRELESS M Michelle Farfan Application Received: 9/9/1999 Pit Issued/Case closed: 10/5/1999 Ike Finaled: Undecided. BLD90-00696 GAYLORD BRO CO.(KSTW TV) F Application Received: 10/12/1990 Permit Issued/Case closed: 3/14/1991 Case Finaled: communication tower BLD93-00319 GOLDSPAR COMMUNICATIONS F Application Received: 5/17/1993 Permit Issued/Case closed: 5/18/1993 Case Finaled: 6/28/1994 tower&accessory building IZA94-00024 SIMMONS CELLULAR OF WASF A Application Received: 4/5/1994 Permit Issued/Case closed: 5/25/1994 Case Finaled: M LA01-00596 BLD01-00677 MLA01-00596 STATE OF WASHINGTON-NAT R I F Kevin Russell Application Received: 12/6/2001 Permit Issued/Case closed: 1/8/2002 Case Finaled: 11/1/2002 CHANGE OUT EXISTING FUEL IANK MLA03-00429 ZONO3-00060 MLA03-00429 COMMUNICATION SERVICES Ifs I F Stacie Hoskins Application Received: 10/13/2003 Permit Issued/Case closed: 12/17/2003 Case Finaled: 1/24/2006 Site Plan Approval Advance Determination (SPAAD) for a collocation for"Rescue 21" on the existing communication facility identified as U.S. Corps of Engineers Maynard Hill Coast Guard Site: The proposal includes extending the guyed tower 60 feet with the highest antenna appurtenance extending to a total structure height of 194 feet. A new 8'x12' pre-fabricated shelter will be placed at the base of the existing tower and wholly within the existing communications site compound. The Administrator has determined this proposal qualifies as an exemption per Section 18.42.020.b.5 of the Jefferson County Wireless Telecommunication Facilities Ordinance. MLA04-00472 BLD04-00503 MLA04-00472 STATE OF WASHINGTON-NAT R I F Stacie Hoskins Application Received: 7/29/2004 Permit Issued/Case closed: 9/3/2004 Case Finaled: 2/23/2005 CO-LOCATE ANTENNA M LA04-00688 BLD04-00783 MLA04-00688 STATE OF WASHINGTON-NAT R I F Stacie Hoskins Application Received: 12/10/2004 Permit Issued/Case closed: 4/4/2005 Case Finaled: 7/1/2005 CO-LOCATE TOWER: Construction of 152 SF communications equipment NEW COMMUNICATION SHELL ER CO LO of three antennas on the existing120-foot existingcommunication facility identified as U.S. shelter and co-location Navy Tower at Blyn Mountain: All construction is proposed within the existing 42'-6"x 50'-6"fenced U.S. Navy compound. This proposal qualifies as an exemption per Section 18.42.020.b.5 of the Jefferson County Wireless Telecommunication Facilities Ordinance. MLA06-00098 BLD06-00099 MLA06-00098 NEXTEL WEST CORP F Zoe Ann Lamp Application Received: 3/8/2006 Permit Issued/Case closed: 4/7/2006 Case Finaled: 9/9/2008 REMOVAL OF 2 EXIS rMICKOWAVE DISHES & INSTALL 1 REPLACEMEN I DISH M LA07-00527 ZON07-00072 MLA07-00527 VERIZON WIRELESS III F Zoe Ann Lamp Application Received: 9/7/2007 Permit Issued/Case closed: 3/10/2008 Case Finaled: 10/29/2009 Verizon Wireless is proposing fo construct a cellular communications facility at Maynard Peak. The proposed facility would consist of a 245 ft tall steel lattice tower and associated 12 ft x 30 ft equipment shelter within a 125 ft x 45 ft fenced compound. The maximum antenna tip height for this cell-site would be 255 ft. The FAA issued a Determination of No Hazard to Air Navigation on July 10, 2007. The tower is required to be lighted in accordance with the FAA Determination. The subject parcel is approximately 147 acres and is zoned Rural Residential 1:20. The parcel contains other telecommunications towers and associated equipment shelters and buildings. This proposal required a Type III Conditional Use permit review procedure and compliance with the applicable criteria in Chapter 18.42, Jefferson County Code (Personal Wireless Service Facilities). M LA08-00256 BLD08-00224 MLA08-00256 VERIZON WIRELESS I F Zoe Ann Lamp Application Received: 5/29/2008 Permit Issued/Case closed: 11/20/2008 Case Finaled: 11/5/2009 245' TOWER W/ANTENNAS AND 12' X 30' EQUIPMENT SHELL Eh( NO PLUMBING CONDITIONAL USE PERMIT APPROVED UNDER MLA07-00527 (ZON07-00072) M LA09-00399 11tidemark\data\forms\R_Parcel_CRMLA.rpt 4/23/2015 Page 3 of 5 BLD09-00408 MLA09-00399 JEFF COM 911 COMMUNICATI011 I F David Wayne Johnson Application Received: 12/9/2009 P mit Issued/Case closed: 2/8/2010 e Finaled: 2/9/2011 INSTALL NEW EQUIPMEN I SHELTER, GENERATOR, FUEL TANK & 8 NEW ANTENNAS FOR JEFF COM 911 - located within existing compound footprint M LA10-00173 BLD10-00145 MLA10-00173 STATE OF WASHINGTON-NAT R I F David Wayne Johnson Application Received: 5/6/2010 Permit Issued/Case closed: 5/24/2010 Case Finaled: 2/9/2011 INSTALL 20' EXTENSION ON EXISTING JEFFCOM 911 TOWER MLA10-00350 BLD10-00336 MLA10-00350 STATE OF WASHINGTON-NAT R I F David Wayne Johnson Application Received: 9/20/2010 Permit Issued/Case closed: 10/20/2010 Case Finaled: 9/17/2012 SELF STANDING 80F I RADIO TOWER & EQUIPMENT SHED - On October 19, 2010, the UDC Administrator approved ZON10-00081, a Discretionary "D" Use permit application for processing as a Type I Allowed "Yes" Use. PRJ10-00295 MLA10-00350 STATE OF WASHINGTON-NAT F P Application Received: 9/20/2010 Permit Issued/Case closed: Case Finaled: SELF STANDING 80FTRADIU I OWER & EQUIPMENT SHED ZON10-00081 MLA10-00350 STATE OF WASHINGTON-NAT F II F David Wayne Johnson Application Received: 9/20/2010 Permit Issued/Case closed: Case Finaled: 11/4/2010 80 FOOT RADIO TOWER & EQUIPMENT SHED - In April 2009 the Federal Communications Commission (l-(JC) awarded the Port Townsend Seventh-day Adventist Church, a non-profit 501(c)(3) organization, a construction permit to build a full power non-commercial FM radio station with the frequency of 91.1. KROH (Radio of Hope) has as its i primary mission the airing of programming that will educate the listening audience in the Christian gospel, family values, lifestyle issues and health principals. Additionally, KROH will provide listeners with additional information of a public service nature such as weather forecasts and alerts as provided by the National weather Service, tsunami warnings, seismic events and related issues concerning homeland security, adverse road conditions, and school closings/delays during severe storm events. KROH will participate in the Emergency Alert System (EAS). KROH's broadcasting area is expected to include at a minimum Port Townsend, Sequim, Whidbey Island, the San Juan Islands, and areas in the vicinity of Stanwood. Siting of the tower and un-manned equipment shelter will be located on Maynard Peak 130 feet south of the Jefferson County tower on land leased by the Department of Natural Resources (DNR). This proposal requires a Type II Discretionary"D" Use permit for an unnamed utility in and Rural Residential 1:20 zone. A SEPA determination of non-significance was issued by DNR as lead agency on September 7, 2010. MLA10-00374 BLD10-00361 MLA10-00374 VERIZON WIRELESS I EXP David Wayne Johnson Application Received: 10/13/2010 Permit Issued/Case closed: 10/18/2011 Case Finaled: CO-LOCATE SIX (6) FOC)I MICROWAVE ANTENNA ON EXISTING TOWER M LA11-00094 BLD11-00103 MLA11-00094 VERIZON WIRELESS I EXP David Wayne Johnson Application Received: 4/27/2011 Permit Issued/Case closed: 3/26/2012 Case Finaled: REMOVE TEN (10) FOOT MICR WAVE &ADD NEW EIGHT(8) MICROWAVE ANTENNA DISH ON EXISTING 250' LATTICE TOWER M LA11-00095 BLD11-00104 MLA11-00095 VERIZON WIRELESS I R David Wayne Johnson Application Received: 4/27/2011 Permit Issued/Case closed: 10/20/2011 Case Finaled: REPLACE 12 PANEL AN tENNAS ON EXISTING 250' LATTICE I UWER M LA11-00149 ZON11-00019 MLA11-00149 VERIZON WIRELESS II A David Wayne Johnson Application Received: 6/30/2011 Permit Issued/Case closed: 8/3/2011 Case Finaled: CONDITIONAL ADMINIS I RAI IVE USE PERMIT-Verizon Wireless is proposing to modify an existing cellular communication lattice tower by installing a new 6 foot microwave at 55 feet, new 8 foot microwave at 180 foot and removal of a 10 foot microwave at 245 feet. This proposal requires a Type II Conditional Administrative "C(a)" Use permit with SEPA review. M LA13-00012 BLD13-00017 MLA13-00012 SPRINT SPECTRUM LLC I EXP Zoe Ann Lamp Application Received: 1/16/2013 Permit Issued/Case closed: 2/26/2013 Case Finaled: Building Permit with SEBA: I he proposal is to install three (3) new panel antennas, two (2) new microwave dish antennas, remove six(6) panel antennas on a 100 ft. self-supporting communication tower and replace ground equipment cabinets. The subject parcel is zoned Rural Residential 1:20 and the size of the new antennas is over the size for a microcell as defined in SEPA under WAC 197-11-800(25). As a result, the proposal required review under the State Environmental Policy Act(SEPA). \\tidemark\data\forms\R_Parcel CRMLA.rpt 4/23/2015 Page 4 of 5 PRE07-00013STATE OF WASHINGTON-NAT i F Zoe Ann Lamp Application Received: 3/16/2007 Permit Issued/Case closed: 3/29/2007 se Finaled: Verizon Wireless proposes to construct and operate a wireless communications facility consisting of a 245' tall lattice tower with microwave antennas and panel antennas mounted to the top of the tower and a 12' x 30' equipment shelter located at the base of the tower all of which would be located within a fenced compound. PRE10-00021 TOWNSEND SEVENTH DAY ADI F David Wayne Johnson Application Received: 7/19/2010 Permit Issued/Case closed: 8/24/2010 Case Finaled: PRE APPLICATION FOR A SELF STANDING SOFT TOWER PRE11-00017 STATE OF WASHINGTON-NAT F F David Wayne Johnson Application Received: 7/6/2011 Permit Issued/Case closed: 8/2/2011 Case Finaled: PRE APPLICATION FOR NEW MICROWAVE DISH TO REPLACE EXISTING DISH AT LOWER HEIGHT, REPLACE EXISTING PANEL ANTENNAS & NEW COAX 1\tidemark\data\forms\R Parcel_CRMLA.rpt 4/23/2015 Page 5 of 5 ". L t ilt H. y.! .; 6 § t 3 K �y Cxvt it y i i re rte.' t is`L' .. o d SY.. G'.. + t(( r s ::,!;,,,,,,,--,,q,.---.• e,-E i #t. ss BUILDING PERMIT APPLIATION BLD15-00136 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD15-00136 Received Date: 4/22/2015 SITE ADDRESS: 4303 CASSELARY RD PORT TOWNSEND, 98368 OWNER: STATE OF WASHINGTON-NAT RESOUR PHONE: 360-902-1000 PO BOX 47014 OLYMPIA WA 98504-7014 SUBDIVISION: Block: Lot: T 1+ PARCEL NUMBER: 902103001 Section: 10 Township: 29 N Range: 2V1 CONTRACTOR: TBD PHONE: 253-584-6606 REPRESENTATIVE: VERIZON WIRELESS PHONE: 253-218-9017 RICK CARDOZA 425 PONTIUS AVE N#200 PROJECT DESCRIPTION VERIZON WIRELESS PROPOSE TO REPLACE (6) ANTENNAS AND ADD (6) NOTICH FILTERS, (3) RRUS UNITS, (2) DISTRIBUTION OVP BOXES, AND (1) HYBRID CABLE. IN ADDITION TOWER REINFORCEMENT PER THE ATTCHED ENGINEERING IS PART OF THIS PROJECT. TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP REP MAIN: INDUSTRIAL: VALUATION 18,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Prop: Total: Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $245.00 SRE 04/22/15 154341 APPROVED Plan Check $159.25 SRE 04/22/15 154341 State Building Code $4.50 SRE 04/22/15 154341 APR 2 3 2015 Total: $408.75 Jefferson County DCD \\tidemark\data\forms\F_BLD_App_Bld.rpt 4/22/2015 S • 4oN oo DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street,Port Townsend,WA 98368 ti Tel:360379.4450 I Fax:360.379.4451 \ Web:www.co.jefferson.wa.us/communitydcvelopment A,pri E-mail:dcd@co.jefferson.wa.us (1 '1SHINNC C) ( ) PERMIT APPLICATION Steps in the Permit Process: -Review application checklist to ensure all information is completed prior to submitting application. -Make sure septic has been applied for and water availability has been proven. -Make an appointment to meet with the Permit Technician by calling 360-379-4450. -This is not a standalone application;it must be accompanied by a project specific supplemental application. -Fees will be collected at intake. Additional fees may apply after review and payment is required before permit is issued. For Department Use Only Building Permit# Related Application#5: MLA# Site Information Assessor Tax Parcel Number: 902103001 Site Address and/or Directions to Property: 4303 CASSELARY RD PORT TOWNSEND,WA 98368 Access (name of street(s)) from which access will be gained: Casselary Road Present use of property: Description of Work(include proposed uses): verizon wireless proposes to replace (6) antennas and add(6)notch filters, (3) RRUS Units, (2) Distribution OVP Boxes, and (1) hybrid cable. In addition, tower reinforcement per the attached engineering is part of this project. Wastewater-Sewage Disposal This property is served by Port Townsend of Port Ludlow sewer system? YES _ _ NO _✓ If not served by sewer identified above, identify type of septic system below: Type of Sewage System Serving Property: Septic Septic Permit#: DNR Forest Land Community Septic Name of System: AJ114 Case#: Are other residences connected to the septic system? Additions or repairs to sewage system: Is it a complete or partial system installation: Complete _ Partial Has a reserve drainfield been designated? Yes No Date of Last Operations&Maintenance check: 11/4 Attach last report to application Describe or attach any ddrainfield aseemen s,covenants notices on title,which may impact the property: • • The authorized agent/representative is the primary contact for all project-related questions and correspondence. The County will mail/ e-mail requests and information about the application to the authorized agent/representative and will copy(cc) the owner noted below. The authorized agent/representative is responsible for communicating the information to all parties involved with • the application. It is the responsibility of the authorized agent/representative and owner to ensure their mailbox accepts County email(i.e., County email is not blocked or sent to `itink mail Applicant/Property Owner Information Property Owner: Name: State of Washington - DNR Address: PO Box 47014 Olympia, Wa 98504 Phone#: L360) 902- 1000 E-mail Address: jr _/_ Ple tact Autho ' ed Agent/Representati e with project1info. (select only one). Property Owner Signatur . .�' AW -kr V Z\/1/ Date: 4-// 17/ f Note: For projects with multiple owners,attach a separate sheet with each owner(s)information and signatures. Applicant: Authorized Agent/Representative(If other than owner) Name: Rick Cardoza for VZW Address: 14201 NE 200TH ST, STE 100 Woodinville, WA 98072 Phone#: (253)218-9017 E-mail Address: rcardoza@ldccorp.com Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect / Surveyor Contractor Consultant Name: Richard Hall Address: 14201 NE 200th ST STE 100 Woodinville, WA 98072 Phone it: (425) 806-1869 E-mail Address: Professional: Is this an Authorized Agent/Representative for this project? NO ✓ YES Engineer ✓ Architect Surveyor Contractor Consultant Name: Basari Y tA-rj Address: 7516 NE 153rd PL NE Kenmore, WA 98028 Phone#: (425) 296-2993 E-mail Address: info@b2engineers.com Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect Surveyor Contractor Consultant Name: Address: Phone#: E-mail Address: Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect Surveyor Contractor Consultant Name: Address: Phone it: E-mail Address: Attach additional pages if necessary Builders Statement The signer of this statement certifies that they are the Owners of the parcel referenced herein,that they are not licensed contract,. i- w e assuming the responsibility of the General Contractor for the proposed project. Signature: ' - Print Name: tc,. ZltDate: / ( 3/[. �OL2 �1zw • • w °N co, DEPARTMENT OF COMMUNITY DEVELOPMENT � 621 Sheridan Street,Port Townsend,WA 98368 W C Tel:360.379.4450 � Fax:360.379.4451 Web:www.co.jefferson.wa.us/communitydevelopment ded@co.jefferson.wa.us \�9SNI N G�y`S STORMWATER CALCULATION WORKSHEET • �MLA# PROJECT/APPLICANT NAME: Veil /,V/1I/' V II , J /s W f se KA DETERMINING STORMWATER MANAGEMENT REQUIREMENTS:This stormwater calculation worksheet should be completed first to classify the proposal as "small," "medium," or "large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application,or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if required. PARCEL SIZE(I.E..SITE) Size of parcel 1 f acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet ({/) igs / 570 sq/ft Land-disturbing activity is any activity that results in movement of earth, or a change in the existing soil cover (both vegetative and non-vegetative)and/or the existing soil topography. Land disturbing activities include,but are not limited to clearing,grading,filling, excavation,and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species, other than noxious weeds,that are indigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir, western hemlock, western red cedar, alder, big-leaf maple, and vine maple; shrubs such as willow, elderberry, salmonberry,and salal; herbaceous plants such as sword fern,foam flower,and fireweed. LAND DISTURBING ACTIVITY.CONVERSION OF NATIVE VEGETATION.AND VOLUME OF CUT/FILL Calculate the total area to be cleared, graded,filled, Answer the following two questions related to excavated, and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation th area to be cleared for: Does the project convert%acres or more of Construction site for structures sq/ft native vegetation to lawn or landscaped areas? Drainfield, septic tank, etc. ,/� r//4' sq/ft Circle: Yes No / Well, utilities,etc. V / A sq/ft Does the project convert 2%acres or more of /� native vegetation to pasture? Driveway, parking, roads, etc. �/f t sq/ft Circle: Yes (NO) Lawn, landscaping,etc. sq/ft Other compacted surface,etc. 1\\f/4 / sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance sq/ft ' Cut 0 Fill 1 (cu/yd) &il ra—r / AI)� . Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops,walkways, patios, driveways, parking lots or storage areas,concrete or asphalt paving, gravel roads, packed earthen materials,and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. stormwater talc worksheet-REV.10/20/2014 1 . • STORMWATER CALULATIONS—IMPERVIOUS SURFACE NEW EXISTING J Structures(all roof area) ! v / sq/ft Structures(all roof area) (�d sq/ft !! /l Sidewalks /l ! r. sq/ft Sidewalks / sq/ft Patios /qV 1 sq/ft Patios 4op to sq/ft Solid Decks /v L sq/ft Solid Decks sq/ft (without infiltration below) (without infiltration below) Driveway, parking, roads,etc f ( sq/ft Driveway, parking, roads,etc R sq/ft / Other /VW—f sq/ft Other �V"e4 114 ( /o✓ sq/ft [� Total New () sq/ft Total Existing / Z l/ sq/ft TOTAL NEW+TOTAL EXISTING* 2 sq/ft "This amount will be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v.REDEVELOPMENT fey Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: / I %% Does the site have 35%or more of existing impervious surface? Circle: Yes No I Y' FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPS) Packet. Proponents of "medium" projects—those that must meet only Minimum Requirements#1 through#5—and for"large"projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Storm water Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet,I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected prop L (Iditatre PNEA.QR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) stormwater calc worksheet—REV.10/20/2014 2 • BLD15-00136 • BUILDING PERMIT APPLICION Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD15-00136 Received Date: 4/22/2015 SITE ADDRESS: 4303 CASSELARY RD PORT TOWNSEND, 98368 OWNER: STATE OF WASHINGTON-NAT RESOUR PHONE: 360-902-1000 PO BOX 47014 OLYMPIA WA 98504-7014 SUBDIVISION: Block: Lot: T 1+ PARCEL NUMBER: 902103001 Section: 10 Township: 29 N Range: 2\A CONTRACTOR: TBD PHONE: 253-584-6606 REPRESENTATIVE: VERIZON WIRELESS PHONE: 253-218-9017 RICK CARDOZA 425 PONTIUS AVE N#200 PROJECT DESCRIPTIOP VERIZON WIRELESS PROPOSE TO REPLACE (6) ANTENNAS AND ADD (6) NOTICH FILTERS, (3) RRUS UNITS, (2) DISTRIBUTION OVP BOXES, AND (1) HYBRID CABLE. IN ADDITION TOWER REINFORCEMENT PER THE ATTCHED ENGINEERING IS PART OF THIS PROJECT. TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP REP MAIN: INDUSTRIAL: VALUATION 18,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Prop: Total: Routinq Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $245.00 SRE 04/22/15 154341 Plan Check $159.25 SRE 04/22/15 154341 State Building Code $4.50 SRE 04/22/15 154341 Total: $408.75 \\tidemark\data\forms\F_BLD_App_Bld.rpt 4/22/2015 • ��SON e DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street,Port Townsend,WA 98368 L2.? Tel:360.379.4450 Fax:360.379.4451• Web:www.co.jefferson.wa.us/communirydevdopment I mail:dcd@co.jefferson.wa.us 1SkI N 6C° PERMIT APPLICATION Steps in the Permit Process: -Review application checklist to ensure all information is completed prior to submitting application. -Make sure septic has been applied for and water availability has been proven. -Make an appointment to meet with the Permit Technician by calling 360-379-4450. -This is not a standalone application;it must be accompanied by a project specific supplemental application. -Fees will be collected at intake. Additional fees may apply after review and payment is required before permit is issued. For Department Use Only Building Permit# Related Application#s: MLA# Site Information Assessor Tax Parcel Number: 902103001 Site Address and/or Directions to Property: 4303 CASSELARY RD PORT TOWNSEND,WA 98368 Access (name of street(s)) from which access will be gained: Casselary Road Present use of property: Description of Work(include proposed uses): Verizon Wireless proposes to replace (6) antennas and add(6)notch filters, (3) RRUS Units, (2) Distribution OVP Boxes, and (1) hybrid cable. In addition, tower reinforcement per the attached engineering is part of this project. Wastewater-Sewage Disposal This property is served by Port Townsend of Port Ludlow sewer system? YES NO ✓ If not served by sewer identified above, identify type of septic system below: Type of Sewage System Serving Property: Septic Septic Permit#: DNR Forest Land Community Septic Name of System: NMS Case#: Are other residences connected to the septic system? Additions or repairs to sewage system: v(�' Is it a complete or partial system installation: Complete Partial Has a reserve drainfield been designated? Yes _ _ No Date of Last Operations & Maintenance check: ,10 Attach last report to application Describe or attach any drainfield easemen s,covenants or notices on title,which may impact the property: pnr -{��e L� Aof • • The authorized agent/representative is the primary contact for all project-related questions and correspondence. The County will mail/ e-mail requests and information about the application to the authorized agent/representative and will copy(cc) the owner noted below. The authorized agent/representative is responsible for communicating the information to all parties involved with the application. It is the responsibility of the authorized agent/representative and owner to ensure their mailbox accepts County email(i.e., County email is not blocked or sent to `junk mail"). Applicant/Property Owner Information Property Owner: Name: State of Washington - DNR Address: PO Box 47014 Olympia, Wa 98504 Phone 4: 060) 902- 1000 E-mail Address: Pleas tact Autho ' ed Agent/Representative with project info. (select only one). Zy, • T Property Owner Signatur . ,% --tut{ � -\/ � Date: ��/ // Note: For projects with multiple owners,attach a separate sheet with each owner(s)information and signatures. Applicant: Authorized Agent/Representative(if other than owner) Name: Rick Cardoza for VZW Address: 14201 NE 200TH ST, STE 100 Woodinville, WA 98072 Phone 4: (253)218-9017 E-mail Address: rcardoza@ldccorp.com Professional: Is this an Authorized Agent/Representative for this project? NO v YES Engineer Architect ✓ Surveyor Contractor Consultant Name: Richard Hall Address: 14201 NE 200th ST STE 100 Woodinville, WA 98072 Phone#: (425) 806-1869 E-mail Address: Professional: Is this an Authorized Agent/Representative for this project? NO ✓ YES Engineer V Architect Surveyor Contractor Consultant Name: Basari p b�j Gil I Address: 7516 NE 153rd PL NE Kenmore, WA 98028 Phone 4: (425) 296-2993 E-mail Address: info@b2engineers.com Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect Surveyor Contractor Consultant Name: Address: Phone 4: E-mail Address: Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect Surveyor Contractor Consultant Name: Address: Phone it E-mail Address: Attach additional pages if necessary Builders Statement The signer of this statement certifies that they are the Owners of the parcel referenced herein,that they are not licensed contract•.rs o• - w' :e assuming the responsibility of the General Contractor for the proposed project. Signature: ' - - Print Name: Lc_k C Ay2007p, �CFi9C Date: -11 3/f Ec9t2 1J 7— c l • • 4was0 N °oG DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street,Port Townsend,WA 98368 W Tel:360.379.4150 I Fax:360.379.4451 Web:www.co.Jefferson.wa.usicommunitydevelopment T-mail:dcd@co.jefferson.wa.us '16ki N( O STORMWATER CALCULATION WORKSHEET MlA# PROJECT/APPLICANT NAME: re)f �f/ V I t �(, /� Wit I / V1 1V, DETERMINING STORMWATER MANAGEMENT REQUIREMENTS:This stormwater calculation worksheet should be completed first to classify the proposal as "small," "medium," or "large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application,or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if required. PARCEL SIZE(I.E.,SITE) Size of parcel I acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet (1) 1,8- / 57.0 sq/ft Land-disturbing activity is any activity that results in movement of earth,or a change in the existing soil cover(both vegetative and non-vegetative)and/or the existing soil topography. Land disturbing activities include,but are not limited to clearing,grading,filling, excavation,and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species, other than noxious weeds, that are indigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir, western hemlock, western red cedar, alder, big-leaf maple, and vine maple; shrubs such as willow, elderberry, salmonberry,and salal; herbaceous plants such as sword fern,foam flower,and fireweed. LAND DISTURBING ACTIVITY.CONVERSION OF NATIVE VEGETATION.AND VOLUME OF CUT/FILL Calculate the total area to be cleared, graded,filled, Answer the following two questions related to excavated,and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation th area to be cleared for: Does the project convert Y.acres or more of Construction site for structures /fV sq/ft native vegetation to lawn or landscaped areas? Drainfield,septic tank,etc. / v�i /� /1 sq/ft Circle: Yes No Well, utilities, etc. / Asq/ft Does the project convert 2'A acres or more of native vegetation to pasture? Driveway,parking, roads, etc. 7 P sq/ft Circle: Yes Lawn, landscaping,etc._ sq/ft Other compacted surface,etc. / /A '/ sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance - 6 ) .,�f7SCk sgift Cut (7 Fill (cu/yd) Jin 16kro—r- impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops,walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving,gravel roads, packed earthen materials,and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. stormwater talc worksheet-REV.10/20/2014 1 • STORMWATER CALULATIONS—IMPERVIOUS SURFACE NEW EXISTING 1 ,` - Structures(all roof area) "'i—r. 9 sq/ft Structures(all roof area) ' Z,d sq/ft / !r1 Sidewalks \i t 1 ' sq/ft Sidewalks sq/ft S`-Oi Patios ��'; i �'� sq/ft Patios p tO sq/ft Solid Decks 7/ sq/ft Solid Decks sq/ft (without infiltration below) f (without infiltration below) IV Driveway, parking, roads, etc / �i sq/ft Driveway, parking, roads,etc /� sq/ft Other i `/ sq/ft Other �''r Ie4 pAel /0J 6 sq/ft Total New sq/ft Total Existing /[�Z L/ sq/ft TOTAL NEW+ TOTAL EXISTING* 244 sglft `This amount will be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v. REDEVELOPMENT )QL Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: / I % Does the site have 35%or more of existing impervious surface? Circle: Yes n No y FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of "medium" projects—those that must meet only Minimum Requirements#1 through #5—and for"large" projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Storm water Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet,I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected prop (fDeWI/t-0.OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) FOR OFFICE USE ONLY SMALL MEDIUM_ LARGE REDEVELOPMENT_ Storm water Site Plan: Yes No stormwater talc worksheet-REV.10/202014 2 n • • t.015 TM0 ThY � -Th APR 2 2 ',nig i I }Er rEdzi ., J Inf A„ ' ,r PT.OF COMMUNITY DEVELOPMENT e- sres t�'cti>: WASHINGTON STATE DEPARTMENT OF Natural Resources Doug Sutherland-Commissioner of Public Lands COMMUNICATION SITE LAND LEASE Agreement No. 52-080969 Lessee's Reference No. WAI-SEQUIMWRELO BY THIS LEASE between the STATE OF WASHINGTON,Department of Natural Resources, hereinafter called the "State",and SEATTLE SMSA LIMITED PARTNERSHIP D/B/A/VERIZON WIRELESS,by CELLCO PARTNERSHIP, GENERAL PARTNER hereinafter called the "Lessee", State grants to Lessee a lease for a communication site at the Maynard Peak Communications Site in Jefferson County,Washington, hereinafter referred to as Premises. The legal survey plat and legal description of the site are attached as"Exhibit A". This lease is subject to any and all easements,rights of way,or leases of record with State or county including but not limited to such rights described in"Exhibit B". This lease is subject to any and all easements,rights of way, or leases of record with State or county including but not limited to such rights described in"Exhibit B". This lease amendment is made upon the terms and conditions and for the consideration enumerated herein. All exhibits to this lease are attached and incorporated herein. Any duty,responsibility or obligation owed by the Lessee under the prior leases which has not been satisfied or fulfilled, shall remain a continuing obligation under this replacement lease. SECTION 1 OCCUPANCY 1.01 Term. The term of this lease is for ten (10)years. The lease shall commence on November 1,2008,(Commencement Date)and end on October 31,2018(Termination Date). Communication Site Land Lease I Agreement No.52-080969 • • [ . * " Y 1.02 Non-Default Termination ;,Tease is subject to termination by State upon three hundred and sixty (360)days written notice to Lessee that State desires to change the use of the land or to exchange or sell the land. In the event State terminates the lease as authorized in this subsection, rent shall be prorated to the date of termination. 1.03 Warranty of Quiet Enjoyment. State makes no warranty of quiet enjoyment of , Premises. 1.04 No Warranty of Non-interference. State will provide no interference protection during the term of this lease. 1.05 Condition of Premises. Lessee has had an opportunity to inspect Premises and enters into this lease solely in reliance on Lessee's own examination and not by reason of any representation by State. Premises are accepted in its present condition"AS IS WHERE IS". No reliance shall be placed on any opinion,material,or information provided by or through State, and Lessee does so at its own risk, cost and expense. SECTION 2 USE OF SITE 2.01 Permitted Use. The non-exclusive use of Premises shall be to construct, install, maintain, repair,operate and manage a communication site and electronic equipment as described in approved technical data sheet(s), attached as"Exhibit C". All development shall be in accordance with Lessee's development plan as approved in writing by State, per Exhibit I. Lessee hereby promises to develop Premises in the manner and according to the schedule set forth in the development plan,which is a material inducement to State to enter this lease. Failure to develop Premises as provided in an approved development plan shall be a material breach of this agreement. 2.02 Reservation by State. 1. Inspection. Lessee shall permit State and its agents to enter Premises and any improvements thereon at all reasonable times for the purpose of inspecting the installations,equipment or units,provided that,except in case of an emergency, State shall provide Lessee at least twenty-one (21)calendar days prior written notice to enable Lessee to arrange to accompany State to protect the integrity of its equipment. This clause shall not be construed to impose a duty to inspect. 2. Compatible Uses. State reserves for itself, its successors and assigns, the right at all times for any purpose to cross and recross Premises at any place or grade,to grant easements/licenses over or leases to Premises,to sell, lease,or otherwise dispose of minerals, coal, oil,timber, gas, or other valuable materials from Premises insofar as such uses are compatible with Lessee's operation. Such reserved rights shall be exercised in a manner that does not unreasonably interfere with Lessee's operation. Communication Site Land Lease 2 Agreement No.52-080969 • • SECTION 3 PAYMENT 3.01 Payment. Payments made hereunder will be as follows: 1. Rent. Rent is based on a combination of rent for the land and rent related to equipment used by Lessee or authorized sublessees. Based on the in• ment plan and equipment present,Lessee shall pay in advan or the period of November 1, 2008 to October 31,2009,and annually on November 1st thereafter for the remaining term of this lease, subject to adjustment as set forth in Section 3 -3.02. 2. Leasehold Tax. Should a leasehold tax be imposed on this Agreement or any interest therein, Lessee shall pay to State, the leasehold tax as set forth in RCW Chapter 82.29A-Leasehold Excise Tax as may be amended. The tax shall be due and payable at the same time the rental charged herein is due and payable. Lessee may be assessed leasehold tax directly from the Washington State Department of Revenue. In this instance,Lessee must submit to State a written request,with supporting documentation from the Washington State Department of Revenue,to end leasehold tax billing. 3. Road Use Fee. In addition to rent,Lessee shall pay in advance the requir use fee of or the period of November 1., 2008 to October 31, 2009,and annually on November 1st thereafter for the remaining term of this lease, subject to adjustment as set forth in Section 3 - 3.02. 3.02 Adjustment. 1. Periodic Adjustment. a. Rent Adjustment. On November 1,2013 (Adjustment Date), a new annual rent will be established to be effective as of the Adjustment Date. Failure on the part of State to establish a new annual rent by the Adjustment Date shall not preclude State from doing so then or thereafter, and the adjusted rent shall be retroactive to the Adjustment Date,unless otherwise provided by State. At State's option,the new annual rent will be established using one of the following two methods of adjustments: (1) For electronic equipment covered by the State's "Communication Program Rent Schedule",the Lessee's or Sublessee's rent will be adjusted based on said State's"Communication Program Rent Schedule"in effect at the Adjustment Date.At a minimum,the Rent Schedule will be adjusted annually on November 1 based on an annual 3% increase or the preceding calendar year's"Consumer Price Index,All Urban Consumers,US City Average," (CPI)whichever is higher.In the event the CPI ceases to be published, State may substitute such other comparable cost of living index as then may be in publication by a comparable governmental agency. OR Communication Site Land Lease 3 Agreement No. 52-080969 • • (2) For other electronic equipment not covered by the State's "Communication Program Rent Schedule", including but not limited to cellular or PCS,and TV or FM translators or broadcasters, the Lessee's or Sublessee's rent will be adjusted to reflect market rent(by referencing comparable facilities at comparable locations). If Lessee does not agree with State's adjusted market rent, Lessee may submit to State an appraisal of market rent performed by an independent and licensed appraiser at Lessee's expense for State's consideration. Such appraisals must be submitted within 30 calendar days of notification of the adjusted rent, or State's determination of market rent is final with no right of appeal with rent due as set forth in State's initial notice. If Lessee timely submits an appraisal, State shall notify Lessee in writing whether State accepts or rejects Lessee's appraisal of market rent. State's decision shall be final, subject only to challenge in the manner as provided under RCW 79.02.030. Lessee shall pay the adjusted rent within 10 calendar days of receipt of notice of whether Lessee's appraisal is accepted or rejected. If the court rules that State's determination of rent was more than market rent, Lessee shall receive a credit toward future rents for any overpayment. If the court rules that State's determination of rent was less than market rent, Lessee shall pay such underpayment to State within 10 calendar days of entry of judgment. b. Road Use Fee. The road use fee may be adjusted annually on the anniversary of the Commencement Date. The new annual road use fee will be based on State's estimate of Lessee's use of road system and that of any authorized sublessee. 2. Change in Operations. Equipment Change Adjustment. Rent will be adjusted when a new sublessee is authorized or frequencies, equipment or units belonging to a Lessee or sublessee are added or removed from Premises according to the"Communication Program Rent Schedule"then in effect. For other electronic equipment not covered by the State's"Communication Program Rent Schedule", including but not limited to cellular or PCS, and TV or FM translators or broadcasters,the Lessee's or sublessee's rent will be adjusted to reflect market rent in the manner set forth in Section 3.02 Ia(2). When authorized frequencies,equipment, or units are removed from Premises, there will be no refund of rent payments and the rent will be adjusted at the next billing date. When authorized frequencies, equipment, or units are added,the rent will be increased on a prorated basis from the date of installation at Premises to the next billing date. 3.03 Place of Payment. All payments shall be accompanied by a reference to the lease number and paid to State Region office at the address shown on the signature page. Communication Site Land Lease 4 Agreement No.52-080969 • • 3.04 Non-waiver. Acceptance of rent or any other payment after the date it is due shall not be deemed a waiver regarding the obligations to make future payments on time,nor shall acceptance of rent after any breach by Lessee be construed as a waiver of any such breach or any other breach. 3.05 Taxes. Lessee shall pay all applicable real and personal taxes imposed on Premises and improvements thereon during the term of the lease. 3.06 Assessments. Lessee shall pay its pro rata share of assessments charged against Premises. State will send a written notice with a detailed explanation of any assessments pertaining to Premises to Lessee. Lessee shall pay assessment within thirty (30)days of receipt of written notice from State. 3.07 Failure to Pay. If State must pay any tax, assessment, penalty,or interest because of the failure of Lessee to pay such taxes,assessments,penalties, or interest, such obligations shall be considered a debt to State. 3.08 Late Charge. In the event Lessee fails to make any payment of rent or any other payments due hereunder upon the date due, State shall be entitled to collect from Lessee a late charge equal to six percent (6%)of the amount of the delinquent payment. 3.09 Interest Charge. Failure to pay rent or any other payments due under the lease on the date due shall be subject to interest at the rate of twelve percent per annum. SECTION 4 SPECIAL REQUIREMENTS 4.01 Electrical Power. Lessee shall pay for all electric power and other charges or expenses incurred for Premises to supply the electric power. Electrical Power provided to the Premises by Lessee, shall be installed in accordance with rules, regulations, and requirements of the local power utility company. Capacity of the power provided to the site shall be subject to State's prior approval, which approval shall not be unreasonably withheld. 4.02 Electronic Standards. Lessee shall comply with the standards in the "Minimum Communication Site Standards",attached as "Exhibit D". State reserves the right to amend the standards set forth in"Exhibit D". Lessee shall be informed of such amendments and given six (6)months to comply after receipt of written notice. 4.03 Compliance with Laws. Lessee shall conform to applicable laws and regulations of public authority affecting Premises and the use thereon and assume,at Lessee's sole expense,any costs of such compliance including any fines or penalties. Lessee shall obtain all federal, state, and local permits and licenses necessary to operate under this lease. Communication Site Land Lease 5 Agreement No.52-080969 • • 4.04 Minerals and Valuable Materials. Lessee shall remove no valuable materials as defined under RCW 79.02.010(12), minerals, coal,oil, or gas without written consent of State. 4.05 Fire. To the extent possible,Lessee shall protect Premises from fire and shall report any fires on Premises to State, by phone, as soon as possible,and to the Region office at the phone number shown on the signature page. 4.06 Debris. Lessee shall not allow debris or refuse to accumulate on Premises. 4.07 Technical Data Sheets. Lessee's installations shall conform with the approved and signed Technical Data Sheet(s) attached as "Exhibit C". New or amended Technical Data Sheets may be added to "Exhibit C"upon written approval by State. 4.08 New Equipment/Frequencies. Lessee/sublessee shall not change or add frequencies, equipment or units without submitting new or amended Technical Data Sheets for State's written approval. If Lessee/sublessee fails to comply with this requirement, State shall have the option to declare Lessee in material breach and exercise the rights set forth under Section 6- Default-or to authorize the equipment to remain subject to the rent provisions set forth hereinafter. When Lessee/sublessee changes or adds frequencies, upon written approval by State,the priority rights for the new frequencies will be the date of approval shown on the new approved Technical Data Sheet. A new Lessee/sublessee operations shall not interfere electronically or physically with an existing Lessee/sublessee's operations. If State allows the unauthorized frequencies, equipment or units to remain on Premises, Lessee shall be liable to pay State double rent for each previously unauthorized frequency, equipment or unit according to the"Communication Program Rent Schedule"in effect on the date of discovery from the period of installation or operation,whichever comes first, to the date of discovery by State. After the date of discovery, should State authorize the frequency, equipment, or unit, Lessee shall be liable for single rent for such frequency, equipment,or unit based on the rent schedule then in effect. Back rent shall be due at the end of the billing cycle during which discovery was made. 4.09 Effective Radiated Power. Lessee shall not raise effective radiated power(ERP)beyond that authorized by the approved Technical Data Sheet. 4.10 FCC License. Lessee shall operate its equipment and units in compliance with the rules and regulations of the Federal Communications Commission or Lessee's license authority. Within thirty(30)days of the beginning of operation and any subsequent renewals, Lessee shall furnish State with a copy of its current license and subsequent renewals to the Region office address as shown on the signature page. Communication Site Land Lease 6 Agreement No.52-080969 • • • 4.11 Hazardous,Toxic,or Harmful Substances. 1. Deleterious Material. Lessee shall not make, or suffer to be made, any filling in of Premises or any deposit of rock, earth, ballast,refuse, garbage,waste matter,chemical, biological,or other wastes,hydrocarbons, any other pollutants, or other matter within or upon Premises,except as approved in writing by State. If Lessee fails to remove all non- approved fill material,refuse, garbage,wastes,or any other of the above materials from Premises, Lessee agrees that State may,but is not obligated to,remove such materials and charge Lessee for the cost of removal and disposal. 2. Hazardous,Toxic,or Harmful Substances. a. Lessee shall not keep on or about Premises,any substances now or hereinafter designated as or containing components now or hereinafter designated as hazardous, toxic,dangerous,or harmful (and/or which are subject to regulation as hazardous,toxic,dangerous,or harmful)by any federal,state,or local law, regulation, statute, or ordinance(hereinafter collectively referred to as "Hazardous Substances")unless such are necessary to carry out Lessee's permitted use under Subsection 2.01 and unless Lessee fully complies with all federal, state,and local laws,regulations, statutes,and ordinances now in existence or as subsequently enacted or amended. b. Lessee shall immediately notify State of any of the following: (1) all spills or releases of any Hazardous Substance in, on, or adjacent to Premises, (2) all failures to comply with any federal,state,or local law, regulation,or ordinance, as now enacted or as subsequently enacted or amended, (3) all inspections of Premises by,or any correspondence, orders, citations,or notifications from any regulatory entity concerning Hazardous Substances affecting Premises, (4) all regulatory orders or fines,or all response or interim cleanup actions taken by or proposed to be taken by any government entity or private party concerning Premises. Also,on request,Lessee shall provide copies to State of any and all correspondence,pleadings, and/or reports received by or required of Lessee or issued or written by Lessee or on Lessee's behalf with respect to the use,presence, transportation,or generation of Hazardous Substances in,on,about, or adjacent to Premises. Communication Site Land Lease 7 Agreement No. 52-080969 i c. Lessee shall be fully and completely liable to State, and,to the extent permitted by law, shall indemnify, defend, and save harmless State and its employees, officers, and agents with respect to any and all damages, costs, fees (including attorney's fees and costs),penalties(civil and criminal),and cleanup costs assessed against or imposed as a result of Lessee's use, disposal, transportation, generation,and/or sale of Hazardous Substances or that of Lessee's employees,agents, assigns,sublessees, contractors,subcontractors,licensees, or invitees and for any breach of this Subsection 4.12. 4.12 Non-Ionizing Electromagnetic Radiation (NIER). Lessee shall comply with standards or requirements in effect for non-ionizing electromagnetic radiation levels as established by the Environmental Protection Agency (EPA)or other local governing agencies.. 4.13 Weed Control. Weed control shall be approved in writing by State prior to beginning such activities. No aerial spraying without prior approval by State is permitted. 4.14 Survey. Lessee shall submit to, and obtain approval from the State, a boundary survey and a required survey plat for the lease area,in accordance with RCW 58.24. 4.15 Habitat Conservation Plan (HCP). Premises is located within an area that is subject to State's Habitat Conservation Plan adopted in connection with Incidental Take Permit No. PRT- 812521 (ITP) as supplemented by Permit No. 1168 (Collectively "ITP"). As long as the Habitat Conservation Plan remains in effect, Lessee and all persons acting under Lessee shall comply with the terms and conditions set forth in Exhibits G and H while operating on Premises. State shall have the right to modify these terms and conditions from time to time to comply with the Habitat Conservation Plan,the ITP,the Endangered Species Act, the implementing regulations, and amendments thereto, or the requirements of the federal agencies administering these laws. SECTION 5 ASSIGNMENT, INSURANCE, INDEMNITY 5.01 Assignment. Lessee shall not hypothecate, mortgage, assign, sublease, transfer,or otherwise alienate this lease("Assignment"), or any interest therein, without the prior written consent of State,which consent shall be at the sole discretion of State,except that State will not withhold consent in the event of an assignment to a related entity when such assignment is to facilitate Lessee's business plans or organization. In granting any such consent under this clause State shall be entitled to consider, among other items,the proposed assignee's,sublessee's or transferee's financial condition, business reputation, business, and such other factors as may reasonably bear upon the suitability of the assignee, sublessee, or transferee as an operator at the Premises. If Lessee is a corporation,partnership,or other association, (1)the transfer of more than fifty percent(50%)of the ownership interest in such entity,or(2) the sale of all or substantially all of the assets of Lessee shall be deemed to constitute an "assignment" of this lease which requires consent of State. The consent of State to any one assignment shall not Communication Site Land Lease 8 Agreement No.52-080969 1111 constitute a waiver of State's right to consent to subsequent assignments, nor shall consent of State to any one assignment relieve any party previously liable as Lessee from any obligztions under this lease. The acceptance by State of the payment of rent following an assignment shall not constitute consent to any assignment and State's consent shall be evidenced only in writing. 5.02 Lessee's Assumption of Liability,and Liability and Casualty Insurance 1. Assumption of Liability. State shall have no responsibility or control with respect to any aspect of Premises or any activity conducted thereon from and after the Commencement Date. Lessee shall indemnify and save State harmless from any and all liability,damage,expense(including attorney fees and costs),cause of action, suits, claims, or judgments by any reason whatsoever caused or arising out of the use, occupation, and control of Premises by Lessee, its sublessees, invitees,agents, employees, licensees, or permittees except as may arise solely out of the willful act or gross negligence of State or State's officers, agents,or employees. To the extent that RCW 4.24.115 is applicable to any indemnification provision of this Lease, State and Lessee agree that this provision shall not require Lessee to indemnify and save State harmless from State's sole or concurrent negligence, if any. Lessee waives its immunity under Title 51 RCW to the extent it is required to indemnify, defend,and hold harmless State and its agencies,officials, agents, and employees. 2. Evidence of Insurance. Lessee must furnish evidence of insurance in the form of a Certificate of Insurance satisfactory to State, executed by a duly authorized representative of each insurer showing compliance with the insurance requirements set forth below. The Certificate of Insurance must reference the Department of Natural Resources and Agreement number. Before implementing this Agreement,Lessee must provide proof of coverage. 3. Cancellation. The Certificate(s)of Insurance must provide 45 days written notice to State before the cancellation,non-renewal,or material change of any insurance coverage included therein. Notices must be sent to State via certified mail. 4. Minimum Coverage Requirements. The Minimum Coverage Requirements set forth the minimum limits of insurance Lessee must purchase to secure a contract with State.These limits may not be sufficient to cover all liability losses and related claim settlement expenses. Purchase of these minimum limits of coverage does not relieve Lessee from liability for losses and settlement expenses greater than these amounts. During the term of this Agreement, Lessee must purchase and maintain, and shall require all independent contractors to maintain while performing work on Premises,the minimum insurance coverages and limits specified below,which may be increased by State at its sole discretion: Communication Site Land Lease 9 Agreement No.52-080969 • • a. Commercial General Liability(CGL)Insurance. Lessee must purchase and maintain CGL on an Insurance Services Office (ISO) form CG 00 01 or equivalent form, covering liability arising from Premises,operations, independent contractors, personal injury,and liability assumed under an insured contract. Such insurance must be provided on an occurrence basis. Insurance must include liability coverage with limits not less than those specified below: Description General Aggregate Limit $2,000,000 Each Occurrence Limit $1,000,000 b. Business Auto Policy (BAP) Insurance (required for all contracts). The Lessee shall maintain business auto liability and, if necessary, commercial umbrella liability insurance with a limit not less than $1,000,000 per accident. Such insurance shall cover liability arising out of"Any Auto". Business auto coverage shall be written on ISO form CA 00 01, or substitute liability form providing equivalent coverage. If necessary, the policy shall be endorsed to provide contractual liability coverage and cover a "covered pollution cost or expense"as provided in the 1990 or later editions of CA 00 01. The Lessee waives all rights against the State for the recovery of damages to the extent they are covered by business auto liability or commercial umbrella liability • insurance. c. Workers Compensation and Employer's Liability Insurance Lessee must purchase and maintain insurance covering obligations imposed by Federal and State statutes having,jurisdiction of its employees in the performance of work, including _ Employer's Liability Insurance.Evidence of"Qualified Self-Insurance Status" will suffice to meet the requirements of this section. Each Employee Policy Limit Description By Accident By Disease Bodily Insurance $1,000,000 $1,000,000 e. Self-Insurance. In lieu of the coverages required under Section 5.02-4 "Minimum Coverage Requirements," State at its sole discretion,may accept evidence of self-insurance by Lessee,provided Lessee provides the following: i. Lessee shall provide a statement by a CPA or actuary; satisfactory to State that demonstrates Lessee's financial condition is satisfactory to self-insure any of the required insurance coverages. Communication Site Land Lease 10 Agreement No.52-080969 • • ii. State may require Lessee to provide the above from time to time to ensure Lessee's continuing ability to self-insure. If at any time Lessee does not satisfy the self-insurance requirement, Lessee shall immediately purchase insurance as set forth under this Section 5.02-4 entitled "Minimum Coverage Requirements". iii. Aside from any "self-insurance" guaranteed by the Lessee, it is the responsibility of Lessee to ensure that its contractors,concessionaires, agents,employees, guests, invitees,sub-lessees,or affiliates in,on, under, or above Premises, any adjoining property, or any other property subject to use by Lessee in conjunction with its use of Premises,meet minimum insurance requirements described above. SECTION 6 DEFAULT 6.01 Breach by Lessee. In the event of any breach of any provision of this Lease by Lessee, the breach, whether material or not, shall be deemed a default entitling State to cancel this lease and seek any other remedies set forth in this Lease or otherwise available at law or equity, after State has delivered to Lessee notice of the breach and a demand that the same be remedied immediately; provided Lessee shall not be in default if the breach pertains to the payment of money and Lessee cures the breach within twenty (20)days of receipt of the notice,or if the breach pertains to a matter other than the payment of any monies due under this lease, and Lessee shall after receipt of the notice promptly commence to cure the breach and shall cure the breach within forty-five(45)days after receipt of the notice;provided, however, if such breach is non- monetary in nature,and,as determined by State, is not reasonably susceptible of being cured in said forty-five(45) days (provided that the lack of funds, or the failure or refusal to spend funds, shall not be an excuse for a failure to cure),Lessee shall commence to cure such breach within said period and diligently pursue such action with continuity to completion. If Lessee fails to cure a default, all Lessee owned improvements shall at the option of State,be removed by Lessee,be removed by State at the cost to Lessee,or become the property of State. 6.02 Reentry. In the event of any default by Lessee, State shall have the right,with or without canceling the Lease,to reenter the Premises and remove all persons and property from Premises and take whatever actions may be necessary or advisable to relet, protect or preserve the Premises. Any property so removed may be stored in a public warehouse or other suitable place or otherwise disposed of in State's discretion at the expense and for the account of Lessee. State shall not be responsible for any damages or losses suffered by Lessee as a result of such reentry, removal,storage or other disposition, and no such action shall be construed as an election to terminate this Lease unless a written notice of termination is given to Lessee. Communication Site Land Lease 11 Agreement No.52-080969 • • 6.03 Termination of Agreements. Whether or not State elects to terminate this lease on account of any default by Lessee and subject to any non-disturbance and attornment agreements, if any, State shall have a right to terminate any and all subleases, licenses, concessions or other arrangement for possession affecting Premises. Alternatively, State, in its sole discretion,may succeed to Lessee's interest in such sublease, license, concession or arrangement, and Lessee shall have no further right to or interest in the rent or other consideration receivable thereunder. 6.04 Right to Cure. If Lessee fails to perform any undertaking or promise contained herein, State shall have the right but not the obligation to make such performance thirty (30) days after expiration of the notice to cure defaults stated above. State's expenditures to correct Lessee's failure to perform shall be reimbursed by Lessee together with interest at the rate provided in Section 3. 6.05 Remedies Cumulative. The specified remedies to which State or Lessee may resort under the terms of this lease are cumulative and are not intended to be exclusive of any other remedies or means of redress to which State or Lessee may lawfully be entitled in case of any breach or threatened breach by State or Lessee of any provision of this lease. 6.06 Insolvency. If a receiver or trustee is appointed to take possession of all or substantially all of the assets of Lessee; or if any action is taken or suffered by Lessee pursuant to an insolvency,bankruptcy or reorganization act; or if Lessee makes a general assignment for the benefit of its creditors; and if such appointment,action or assignment continues for a period of thirty (30)days, it shall, at State's option,constitute a material breach by Lessee. SECTION 7 ACCESS ROADS AND ROAD MAINTENANCE 7.01 Access. Provisions for access to Premises are as follows: 1. State Land. A nonexclusive right to use an existing road over and across the location shown on the map marked as "Exhibit E"for the purpose of operating equipment commonly used for the installation, operation,repair and maintenance of radio units or electronic equipment or a communication site. 2. Non State Land,Access to Premises includes use of existing roads across private or other government owned land. Lessee recognizes and agrees to comply with all the terms and conditions of the deed reservation reserved by Cavenham Forest and an easement granted by Hampton C. Brown to Crown Zellerbach Corporation, attached hereto and by reference made a part hereto as "Exhibit F". 7.02 Road Repair. Lessee shall repair or cause to be repaired at its sole cost and expense that damage to said road(s)occasioned by it which is in excess of that which it would cause through normal and prudent usage of said road(s). Within fifteen(15)days of the damage,Lessee shall meet with State and provide a plan of operation for the repairs. Communication Site Land Lease 12 Agreement No. 52-080969 • i 7.03 Road Maintenance. Road maintenance is defined as work normally necessary to preserve and keep the roads in their present condition or as hereafter improved. At a minimum, roads shall be maintained to meet forest practices standards set forth in WAC 222-24-050 as now written or hereafter amended. Unless contrary to the terms of an express easement authorizing access,the cost of performance of road maintenance and resurfacing shall be allocated on the basis of respective uses of said road. During periods when a road,or portions thereof,is used solely by Lessee, Lessee shall solely maintain that portion of said road to the standards set forth above;provided State reserves the right to make reasonable allocations concerning priority of use and maintenance of said roads by it and others. Where there is joint use of a road,or portion thereof, Lessee shall perform or cause to be performed,or contribute or cause to be contributed, that share of maintenance and resurfacing occasioned by such use as hereinafter provided. During periods when more than one party is using the same road or any portion thereof,the parties hereto shall meet and establish necessary maintenance provisions. Such provisions shall include,but shall not be limited to: I. The appointment of a maintainer,which may be one of the parties hereto or any third party,who will perform or cause to be performed at a reasonable and agreed upon rate the maintenance and resurfacing of the road or the portion thereof being used; and 2. A method of payment by which each party using said road or a portion thereof, shall pay its pro rata share of the cost incurred by said maintainer in maintaining or resurfacing said road or portion thereof. 7.04 Improvements. Lessee shall construct no improvements to roads where access has been provided by State without the prior written consent of State, which shall not be unreasonably withheld. Unless State agrees to share in the cost of the improvement in writing,the improvements shall be at the sole cost of the improver. 7.05 Insurance. The provisions under Section 5-Insurance, Indemnity-shall apply to Lessee's use of roads authorized herein. SECTION 8 IMPROVEMENTS 8.01 Development Plan. Lessee has submitted and State has approved a development plan, which is attached as Exhibit I. Lessee shall not construct any improvement unless such approved developmentplan. development plan shall not The improvements are authorized in an p be changed without prior written approval by State. 8.02 Utilities. Prior to excavation, clearing,or construction, Lessee will employ a utility locator service,at no cost to State, to check the lease area for buried utilities. Communication Site Land Lease 13 Agreement No.52-080969 i i 8.03 Unauthorized Improvements. All improvements made on Premises without the written consent of State are unauthorized and shall, at the option of State, be removed by Lessee,be removed by State at the cost to Lessee,or become the property of State. 8.04 Maintenance and Repair of Improvements. Lessee shall maintain and repair all improvements owned by Lessee, at its own cost. 8.05 Removal of Improvements. Lessee shall remove all Lessee owned improvements, including fixtures, from Premises within sixty (60)days from the Termination Date unless otherwise provided herein. In the event State authorizes Lessee owned improvements to remain past the sixty-day period, Lessee shall pay to State the contract rent then in effect from the Termination Date until the improvements are removed. If Lessee fails to remove the improvements at the end of the sixty day period where no extension has been granted or at the end of such other period authorized by State, Lessee shall be in trespass, and such improvements shall be deemed unauthorized improvements subject to disposition as set forth in Section 8.03. 8.06 As-Built Drawing. Within 30 days after the start of operations,Lessee shall provide State with an 8-1/2 x 11 inch as-built drawing of the site,which includes tower footings, buildings, fences, and utilities,and which includes the locations of installed or discovered underground improvements. 8.07 Existing Improvements. All improvements existing on Premises as of the Commencement Date belong to Lessee except as set forth below: None SECTION 9 MISCELLANEOUS 9.01 No Partnership. State is not a partner nor a joint venturer with Lessee in connection with the business carried on under this lease and shall have no obligation with respect to Lessee's debts or other liabilities. 9.02 Non-Waiver. Waiver by either party of strict performance or any provisions of this lease shall not be a waiver of nor prejudice the party's right to require strict performance of the same provision in the future or of any other provision. 9.03 Attorney Fees and Venue. Each party shall be responsible for their own attorney fees in the event of a dispute arising out of this lease except as set forth in Sections 4.12, 5.02, and 9.06. Venue for resolving such disputes shall be in Thurston County Superior Court. 9.04 Interpretation and Numbering. This lease has been submitted to the scrutiny of all parties hereto and their counsel if desired, and shall be given a fair and reasonable interpretation in accordance with the words hereof, without consideration or weight being given to its having been drafted by any party hereto or its counsel. Section numbers or titles are not to be considered in interpreting this lease. Communication Site Land Lease 14 Agreement No.52-080969 0 • 9.05 Notices. 1. Any notice given under this lease shall be deemed received when delivered by hand or three (3) days after deposit in the United States mail with first class postage affixed addressed as follows: At the address given by each party in the signature block of this lease. Changes of address may be given in accordance with this section. 2. Lessee shall notify State within fourteen(14)calendar days of any change of address, business name,contact person's name or other changes that may affect the lease. 9.06 Liens. Lessee shall not suffer nor permit any lien to be filed against Lessee's leasehold interest in Premises or any improvement thereon by reason of work, labor, services or materials performed or supplied to Lessee or anyone holding Premises or any part thereof under the lease. If any such lien is filed against Lessee's leasehold interest or any improvements thereon, Lessee shall cause the same to be discharged of record within thirty (30)days after the date of filing the same unless other arrangements are authorized in writing by State. Lessee shall indemnify State for any costs,damages or expenses (including attorneys'fees) incurred as a result of the filing of such liens or in obtaining their discharge whether such costs, damages or expenses were incurred prior or subsequent to lease termination. 9.07 Force Majeure. State's or Lessee's failure to perform any of its obligations under this lease shall be excused if due to causes beyond its control and without the fault or negligence of State or Lessee,including but not restricted to acts of God,acts of the public enemy, acts of any government,vandalism, fires,lightning, floods, epidemics or labor strikes. 9.08 Preservation of Markers. Any legal land subdivision survey corners,reference points or monuments are to be preserved. If such are destroyed or disturbed by Lessee, Lessee shall reestablish them by a licensed land surveyor in accordance with U. S. General Land Office standards at their own expense. Corners, reference points or monuments that must necessarily be disturbed or destroyed in the process of carrying out the operations allowed by this lease must be adequately referenced and/or replaced in accordance with RCW 58.24.040 (8). Such references must be approved by State prior to removal of said corners,reference points or monuments. Communication Site Land Lease 15 Agreement No. 52-080969 • • 9.09 Condemnation. If all of Premises is taken by any public authority under the power of eminent domain, this lease shall terminate as of the date possession was taken by said public authority pursuant to such condemnation. If any part of Premises is so taken and, in the opinion of either State or Lessee, it is not economically feasible to continue this lease in effect, either party may terminate this lease. Such termination by either party shall be made by notice to the other given not later than thirty (30)days after possession is so taken,the termination to be effective as of the later of thirty (30) days after said notice or the date possession is taken. If part of Premises is so taken and neither State nor Lessee elects to terminate this lease, or until termination is effective, as the case may be,the rental shall be abated in the same proportion as the portion of Premises so taken bears to the whole of Premises. All damages awarded for the taking or damaging of all or any part of Premises, or State-owned improvements thereon, shall belong to and become the property of State and Lessee hereby assigns to State any and all claims to such award. However, State shall not claim any interest in or to personal property or authorized improvements belonging to Lessee. 9.10 Proprietary Information/Public Disclosure. Materials or information submitted as required in this Agreement shall become public records within the meaning of RCW Chapter 42.56. Any submitted materials or information that the Lessee claims as exempt from disclosure under the provisions of RCW 42.56.210 must be clearly designated. The page must be identified and the particular exemption from disclosure upon which the Lessee is making the claim must be identified by the RCW citation number. The State will consider a Lessee's request for exemption from disclosure;however,the State will make an independent decision on the applicability of any claimed exemption consistent with applicable laws. The portion of a document claimed as exempt must qualify for exempt status as identified in RCW 42.56. Marking the entire submitted materials or information exempt from disclosure cannot be honored. If a public records request is made regarding materials that the Lessee has requested as exempt,the affected Lessee will be given notice of the request and allowed ten business days to seek a court injunction against the requested disclosure prior to the State fulfilling the public records request. 9.25 Exhibits. This lease is subject to the terms and conditions of exhibits referenced herein, which are attached hereto and by this reference,made a part hereof. List of Exhibits Exhibit A Legal Description and Survey Plat Exhibit B Encumbrances (Subject to Leases) Exhibit C Technical Data Sheet(s) Exhibit D Communication Site Standards Exhibit E Road Access Map Communication Site Land Lease 16 Agreement No. 52-080969 • • List of Exhibits Exhibit F Easements to access site Exhibit G Requirements of the Incidental Take Permit(ITP) Exhibit H Requirements of the Habitat Conservation Plan (1-ICP) Exhibit I Development Plan Drawing Signed this 1 day of 0+60101114 , 20tA. SEATTLE SMSA LIMITED \+_ 11 fl.5 PARTNERSHIP d/b/a Walter L. Jones, Jr VERIZON WIRELESS West Area Vice President—Network By: CELLCO PARTNERSHIP, GENERAL PARTNER UBI No. Address: 180 Washington Valley Road Bedminster,NJ 07921 Phone: (908) 306-7000 Signed this 19`4., day of N 0 t! , 200B . STATE OF WASHINGTON r DEPARTMENT OF NATURAL t�. - I f,,r.Qr�4 RESOURCES Joh Viada Olympic Region Manager 411 Tillicum Lane Forks, WA 98331 (360) 374-6131 Standard Communications Site Lease Approved as to Form Date January 11,2002. by James Schwartz Assistant Attorney General State of Washington Communication Site Land Lease 17 Agreement No.52-080969 • • NOTARIAL CERTIFICATE . . . 14 l \ • . . . . STATE OF ARIZONA ) ) ss. COUNTY OF MARICOPA) I certify that I know or have satisfactory evidence that Keith A. ` rratt is the person who appeared before me,and said person acknowledged that he signed th% instrument, on oath stated that he was authorized to execute the instrument, and acknowledg:, it as the West Area Vice President-Network of Cellco Partnership, General Partner of attic SMSA Limited Partnership, d/b/a Verizon Wireless to be the free and volunt. act of such party for the uses and purposes mentioned in the instrument. DATED: (Seal or Stamp) Sig . re Printed name NOTARY PUBLIC in and for the State of Arizona,residing at My appointment expires Communication Site Land Lease 18 Agreement No.52-080969 • • • CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ) County of Orange ) On I I I c/i before me, �ldt^CI I a Ror ,Notary Publics personally appeared Walter L.Jones,Jr. who proved to me on the basis of satisfactory evidence to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. + • r:: SANDRA J. ROJAS m , .!, COMM.# 1681961 Li 'iy laturc of Not: P blit v. NOTARY PUBLIC.CALIfORMA w `+E'! J ORANGE COUNTY MY cava.EYP.JULY 17 1010• E Place Notary Seal Above • • STATE'S ACKNOWLEDGMENT STATE OF WASHINGTON) )ss COUNTY OF CLALLAM ) I certify that I know or have satisfactory evidence that John X. Viada is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the Olympic Region Manager of the Department of Natural Resources, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: 1- I9- 200 F JL iA (Signature) Ska M4Cl (Seal or stamp) (Print Name) Notary Public in and for the State of Washington, "�►' ►n� ayy ♦ , residing at Forks. ett T ARYO; My appointment expires /7- �9- i6 10. 40, it ZPV WASHING Communication Site Land Lease 19 Agreement No.52-080969 . • EXHIBIT A LEGAL DESCRIPTION AND SURVEY PLAT MAYNARD PEAK COMMUNICATION SITE Verizon Tower and Communication Site Sheet# I of 2 11 ER P Ii "•n, i '. 1g/ a !hrg1:3 Zt(g o F1k,Rgc pp i n111 E � ayy$ II .13 b 8 l'1 3�S g w Fg F ibai b gd1 a t. _« 5 e it z4 G� e &.r5t �" ,g, `',"‘ 5, !Ii. i E F.1 g 6 gf t 74 _ 1'183' itrc 1;>. : gioxal OlAy.. y113 5 # V o i A V4 ee s El bfe " k g 2' o10g � E1ig — )- g/ I bl;. 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O 7 a 0 a K W Z 7 m H m N¢O � cai� ��w aW0.y ww^ UwpzWm `-a 7 a Z W x a Z j.- -2 ly CO X°� ZdW W�xOZ ZH� ¢m J¢OOomw HZ Up ��a°Ua Ow/- H>0nZZ 7 Z O LL U Y N Z a Q a H W 0i � -,000 r�ZW 6QCM 0. ,,,. f'OawaO Q- W °HQo0 w Oo¢ weOO« acp CC ZOO Z-. N wo%:8-91CC 'Cl Ay ,pallold 6Mp'0-L3-a3LL9-91\uollonJlsuo)\COVIMOJ0\UWS SAW wmbaS 1vm - uozual LL9-9l\woa61al-\fLOL\d 6pµo/0 Job Page ' i xTower 8 of 34 B2 Engineers Project Date 1530661st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX Basri Basri Tower Tower Face As Ar CAAA CAAA Weight Section Elevation In Face Out Face ft fr' f ft' ft' lb T11 6000-40.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.240 12.535 685.95 T12 40.00-20.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 78.240 13.080 687.60 T13 20.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 58.680 9.810 515.70 Feed Line/Linear Appurtenances Section Areas -With Ice Tower Tower Face Ice Ax Ar CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft' ft' ft' ft' lb T1 245.00-240.00 A 0.753 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 1.298 10.50 T2 240.00-220.00 A 0.751 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 5.183 41.90 T3 220.00-200.00 A 0.748 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 5.170 41.69 T4 200.00-180.00 A 0.744 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 5.155 41.45 T5 180.00-160.00 A 0.739 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 10.274 82.32 T6 160.00-140.00 A 0.734 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 11.508 91.83 T7 140.00-120.00 A 0.727 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 15.264 121.17 T8 120.00-100.00 A 0.719 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 147.235 15.165 1757.50 T9 100.00-80.00 A 0.708 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 146.226 18.798 1766.06 Tl0 80.00-60.00 A 0.694 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 144.900 21.070 1757.38 Tl1 60.00-40.00 A 0.675 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 143.052 28.063 1774.01 T12 40.00-20.00 A 0.645 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 140.172 28.563 1719.99 T13 20.00-0.00 A 0.581 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 100.536 20.274 1191.68 Job Page tMXTower 9 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX Basri Basri Shielding Factor Ka Tower Feed Line Description Feed Line K° K Section Record No. Segment Elev. No Ice Ice T8 1 561(1-5/8 AIR) 100.00- 1.0000 1.0000 120.00 T9 1 561(1-5/8 AIR) 80.00-100.00 1.0000 1.0000 TI0 1 561(1-5/8 AIR) 60.00-80.00 1.0000 1.0000 T11 1 561(1-5/8 AIR) 40.00-60.00 1.0000 1.0000 T12 1 561(1-5/8 AIR) 20.00-40.00 1.0000 1.0000 T13 1 561(1-5/8 AIR) 5.00-20.00 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAA,, C,yl,, Weight or Type Horz Adjustment Front Side Leg Lateral Vert fi h 1t1 ftp lb f ft BXA-70080/8CF A FromLcg 0.00 -30.0000 120.00 No Ice 8.23 8.49 52.20 1.00 1/2"Ice 8.83 9.90 117.77 0.00 BXA-70080/8CF B From Leg 0.00 -20.0000 120.00 No Ice 8.23 8.49 52.20 1.00 1/2"Ice 8.83 9.90 117.77 0.00 BXA-70080/8CF C From Leg 0.00 10.0000 120.00 No Ice 8.23 8.49 52.20 1.00 1/2"Ice 8.83 9.90 117.77 0.00 BXA-70080/8CF A From Leg 0.00 -30.0000 120.00 No Ice 8.23 8.49 52.20 1.00 1/2"Ice 8.83 9.90 117.77 0.00 BXA-70080/8CF B From Leg 0.00 -20.0000 120.00 No Ice 8.23 8.49 52.20 1.00 1/2"Ice 8.83 9.90 117.77 0.00 BXA-70080/8CF C From Leg 0.00 10.0000 120.00 No Ice 8.23 8.49 52.20 1.00 1/2"Ice 8.83 9.90 117.77 0.00 BXA-185090/8CF A From Leg 0.00 -30.0000 122.00 No Ice 2.92 3.11 73.16 1.00 1/2"Ice 3.23 3.66 103.13 0.00 BXA-185090/8CF B From Leg 0.00 -20.0000 122.00 No Ice 2.92 3.11 73.16 1.00 1/2"Icc 3.23 3.66 103.13 0.00 BXA-185090/8CF C From Leg 0.00 10.0000 122.00 No Ice 2.92 3.11 73.16 1.00 1/2"Ice 3.23 3.66 103.13 0.00 HTXCW331821 A From Lcg 0.00 -10.0000 120.00 No Ice 16.54 8.03 101.74 1.00 1/2"Ice 17.22 8.91 200.78 0.00 HTXCW331821 B From Leg 0.00 -30.0000 120.00 No Ice 16.54 8.03 101.74 1.00 1/2"Ice 17.22 8.91 200.78 0.00 HTXCW331821 C From Leg 0.00 10.0000 120.00 No Icc 16.54 8.03 101.74 Job Page (�4 jTower E 10 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 685f1 Basri Description Face Offset Offsets: Azimuth Placement CrA,, C,rA,, Weight or Type Hors Adjustment Front Side Leg Lateral Vert ft ft ft2 f lb ft ft 1.00 1/2"Ice 17.22 8.91 200.78 0.00 (4)RRH C None 0.0000 120.00 No Ice 5.60 1.40 50.00 1/2"Ice 5.92 1.60 79.78 (4)RRH C None 0.0000 120.00 No Ice 5.60 1.40 50.00 1/2"Ice 5.92 1.60 79.78 (4)RRH C None 0.0000 120.00 No Ice 5.60 1.40 50.00 1/2"Ice 5.92 1.60 79.78 (2)NOTCH FILTER A None 0.0000 120.00 No Ice 1.24 0.62 22.00 1/2"Ice 1.40 0.76 30.20 (2)NOTCH FILTER B None 0.0000 120.00 No Ice 1.24 0.62 22.00 1/2"Ice 1.40 0.76 30.20 (2)NOTCH FILTER C None 0.0000 120.00 No Ice 1.24 0.62 22.00 1/2"Ice 1.40 0.76 3020 RAYCAP OVP B None 0.0000 120.00 No Ice 3.73 2.39 21.00 1/2"Ice 4.00 2.62 48.39 Raycap Protector B None 0.0000 120.00 No Ice 3.93 1.83 2638 1/2"Ice 4.21 2.15 55.93 PiROD 15'T-Frame A None 0.0000 120.00 No Ice 15.00 15.00 500.00 1/2"Ice 20.60 20.60 650.00 PiROD 15'T-Frame B None 0.0000 120.00 No Ice 15.00 15.00 500.00 1/2"Ice 20.60 20.60 650.00 PiROD 15'T-Frame C None 0.0000 120.00 No Ice 15.00 15.00 500.00 1/2"Ice 20.60 20.60 650.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft? lb PLIO-59 A Paraboloid w/o From 1.00 0.0000 245.00 10.00 No Ice 78.50 317.00 Radome Leg 0.00 1/2"Ice 79.81 726.71 0.00 PARE-59 B Paraboloid From 1.00 0.0000 180.00 8.00 No Ice 50.26 251.00 w/Radome Leg 0.00 1/2"Ice 51.29 514.30 0.00 PAR8-59 C Paraboloid From 1.00 0.0000 95.00 8.00 No Ice 50.26 251.00 w/Radome Leg 0.00 1/2"Ice 51.29 514.30 0.00 PARE-59 A Paraboloid From 1.00 0.0000 65.00 6.00 No Ice 28.27 143.00 w/Radome Leg 0.00 1/2"Ice 29.05 292.13 0.00 P2-57W B Paraboloid From 1.00 0.0000 145.00 2.00 No Ice 3.14 25.00 w/Radome Leg 0.00 1/2"Ice 3.41 42.49 0.00 PARE-59 C Paraboloid From 1.00 0.0000 55.00 6.00 No Ice 28.27 143.00 w/Radome Leg 0.00 1/2"Ice 29.05 292.13 0.00 Job Page inxTower 11 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Tower Pressures - No Ice GH-0.850 Section z Ky q, Aa F AF AR Akg Leg CAA CAAA Elevation a % In Out c Face Face 11 11 vsf .112 e !� Ir? IV 1? 112 T1 242.50 1.273 36 26.458 A 2.655 2.917 2.917 52.35 0.000 0.000 245.00-240.00 B 2.655 2.917 52.35 0.000 0.000 C 2.655 2.917 52.35 0.000 0.545 T2 230.00 1.254 36 105.833 A 10.046 11.667 11.667 53.73 0.000 0.000 240.00-220.00 B 10.046 11.667 53.73 0.000 0.000 C 10.046 11.667 53.73 0.000 2.180 T3 210.00 1.222 36 106.667 A 9.985 13.333 13.333 57.18 0.000 0.000 220.00-200.00 B 9.985 13.333 57.18 0.000 0.000 C 9.985 13.333 57.18 0.000 2.180 T4 190.00 1.187 35 126.975 A 10.915 13.356 13.356 55.03 0.000 0.000 200.00-180.00 B 10.915 13.356 55.03 0.000 0.000 C 10.915 13.356 55.03 0.000 2.180 T5 170.00 1.15 35 167.809 A 12.824 15.024 15.024 53.95 0.000 0.000 180.00-160.00 B 12.824 15.024 53.95 0.000 0.000 C 12.824 15.024 53.95 0.000 4.360 T6 150.00 1.11 34 208.983 A 15.586 18.573 18.573 54.37 0.000 0.000 160.00-140.00 B 15.586 18.573 54.37 0.000 0.000 C 15.586 18.573 54.37 0.000 4.905 T7 130.00 1.065 33 248.383 A 20.616 18.573 18.573 47.39 0.000 0.000 140.00-120.00 B 20.616 18.573 47.39 0.000 0.000 C 20.616 18.573 47.39 0.000 6.540 T8 110.00 1.016 32 289.555 A 19.661 22.119 22.119 52.94 0.000 0.000 120.00-100.00 B 19.661 22.119 52.94 0.000 0.000 C 19.661 22.119 52.94 78.240 6.540 T9 90.00 0.959 31 329.055 A 29.059 22.119 22.119 43.22 0.000 0.000 100.00-80.00 B 29.059 22.119 43.22 0.000 0.000 C 29.059 22.119 43.22 78.240 8.175 T10 70.00 0.892 29 371.792 A 26.219 28.796 28.796 52.34 0.000 0.000 80.00-60.00 B 26.219 28.796 52.34 0.000 0.000 C 26.219 28.796 52.34 78.240 9.265 T11 50.00 0.811 27 411.193 A 28.235 28.797 28.797 50.49 0.000 0.000 60.00-40.00 B 28.235 28.797 50.49 0.000 0.000 C 28.235 28.797 50.49 78.240 12.535 T12 30.00 0.701 23 450.692 A 44.904 28.796 28.796 39.07 0.000 0.000 40.00-20.00 B 44.904 28.796 39.07 0.000 0.000 C 44.904 28.796 39.07 78.240 13.080 T13 20.00-0.00 10.00 0.7 24 473.917 A 35.275 35.833 35.833 50.39 0.000 0.000 B 35.275 35.833 50.39 0.000 0.000 C 35.275 35.833 50.39 58.680 9.810 Tower Pressure - With Ice GH=0.850 Section z If, g, ly An F A, Ax Arm Leg CAI CAA Elevation a % In Out c Face Face ft . Psf in e f+2 f? .fi2fi tnxTower Job Page 12 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Section z Kz q, tz AG F AF As Ai, Leg CsAs CsAs Elevation a % In Out c Face Face 11 ft psf in ft' e ftt ftp ft' fr f? TI 242.50 1.273 5 0.7526 27.085 A 2.655 6.432 4,171 45.90 0.000 0.000 245.00-240.00 B 2.655 6.432 45.90 0.000 0.000 C 2.655 6.432 45.90 0.000 1.298 T2 230.00 1.254 5 0.7508 108.336 A 10.046 23.709 16.672 49.39 0.000 0.000 240.00-220.00 B 10.046 23.709 49.39 0.000 0.000 C 10.046 23.709 49.39 0.000 5.183 T3 210.00 1.222 4 0.7476 109.159 A 9.985 25.273 18.317 51.95 0.000 0.000 220.00-200.00 B 9.985 25.273 51.95 0.000 0.000 C 9.985 25.273 51.95 0.000 5.170 T4 190.00 1.187 4 0.7438 129.458 A 10.915 26.025 18.323 49.60 0.000 0.000 200.00-180.00 B 10.915 26.025 49.60 0.000 0.000 C 10.915 26.025 49.60 0.000 5.155 15 170.00 1.15 4 0.7392 170.276 A 12.824 29.211 19.960 47.48 0.000 0.000 180.00-160.00 B 12.824 29.211 47.48 0.000 0.000 C 12.824 29.211 47.48 0.000 10.274 T6 150.00 1.11 4 0.7337 211.431 A 15.586 32.378 23.472 48.94 0.000 0.000 160.00-140.00 B 15.586 32.378 48.94 0.000 0.000 C 15.586 32.378 48.94 0.000 11.508 T7 130.00 1.065 4 0.7270 250.809 A 20.616 33.480 23.428 43.31 0.000 0.000 140.00-120.00 B 20.616 33.480 43.31 0.000 0.000 C 20.616 33.480 43.31 0.000 15.264 T8 110.00 1.016 4 0.7187 291.954 A 19.661 35.237 26.918 49.03 0.000 0.000 120.00-100.00 B 19.661 35.237 49.03 0.000 0.000 C 19.661 35.237 49.03 147.235 15.165 T9 100.00-80.00 90.00 0.959 4 0.7082 331.419 A 29.059 39.439 26.848 39.20 0.000 0.000 B 29.059 39.439 39.20 0.000 0.000 C 29.059 39.439 39.20 146.226 18.798 TIO 80.00-60.00 70.00 0.892 4 0.6944 374.110 A 26.219 42.955 33.433 48.33 0.000 0.000 B 26.219 42.955 48.33 0.000 0.000 C 26.219 42.955 48.33 144900 21.070 TIl60.00-40.00 50.00 0.811 3 0.6751 413.446 A 28.235 43.334 33.305 46.54 0.000 0.000 B 28,235 43.334 46.54 0.000 0.000 C 28.235 43.334 46.54 143.052 28.063 T1240.00-20.00 30.00 0.701 3 0.6451 452.845 A 44.904 47.993 33.104 35.64 0.000 0.000 B 44.904 47.993 35.64 0.000 0.000 C 44.904 47.993 35.64 140.172 28.563 113 20.00-0.00 10.00 0.7 3 0.5813 475.854 A 35.275 49.333 39.709 46.93 0.000 0.000 B 35.275 49.333 46.93 0.000 0.000 C 35.275 49.333 46.93 100.536 20.274 Tower Pressure - Service G1,=0.850 Section z Kz qr Ac F A, AR At„ Leg cull Cg 1, Elevation a % In Out c Face Face t ft psi' f? e .ft' f� ft' 112 ft' T1 242.50 1.273 18 26.458 A 2.655 2.917 2.917 52.35 0.000 0.000 245.00-240.00 B 2.655 2.917 52.35 0.000 0.000 C 2.655 2.917 52.35 0.000 0.545 T2 230.00 1.254 18 105.833 A 10.046 11.667 11.667 53.73 0.000 0.000 240.00-220.00 B 10.046 11.667 53.73 0.000 0.000 C 10.046 11.667 53.73 0.000 2.180 T3 210.00 1.222 18 106.667 A 9.985 13.333 13.333 57.18 0.000 0.000 inxTower Job Page 13 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX: Basri Basri Section z Kz q, Aa F Ar AR Ann Leg CAA., C.% Elevation a % In Out c Face Face ft ft Psf ftz e ftz ft2 ft2 ft2 ft' 220.00-200.00 B 9.985 13.333 57.18 0.000 0.000 C 9.985 13.333 57.18 0.000 2.180 T4 190.00 1.187 18 126,975 A 10.915 13.356 13.356 55.03 0.000 0.000 200.00-180.00 B 10.915 13.356 55.03 0.000 0.000 C 10.915 13.356 55.03 0.000 2.180 T5 170.00 1.15 17 167.809 A 12.824 15.024 15.024 53.95 0.000 0.000 180.00-160.00 B 12.824 15.024 53.95 0.000 0.000 C 12.824 15.024 53.95 0.000 4.360 T6 150.00 1.11 17 208.983 A 15.586 18.573 18.573 54.37 0.000 0.000 160.00-140.00 B 15.586 18.573 54.37 0.000 0.000 C 15.586 18.573 54.37 0.000 4.905 T7 130.00 1.065 16 248.383 A 20.616 18.573 18.573 47.39 0.000 0.000 140.00-120.00 B 20.616 18.573 47.39 0.000 0.000 C 20.616 18.573 47.39 0.000 6.540 T8 110.00 1.016 16 289.555 A 19.661 22.119 22.119 52.94 0.000 0.000 120.00-100.00 B 19.661 22.119 52.94 0.000 0.000 C 19.661 22.119 52.94 78.240 6.540 T9 90.00 0.959 15 329.055 A 29.059 22.119 22.119 43.22 0.000 0.000 100.00-80.00 B 29.059 22.119 43.22 0.000 0.000 C 29.059 22.119 43.22 78.240 8.175 TI0 70.00 0.892 14 371.792 A 26.219 28.796 28.796 52.34 0.000 0.000 80.00-60.00 B 26.219 28.796 52.34 0.000 0.000 C 26.219 28.796 52.34 78.240 9.265 T11 50.00 0.811 13 411.193 A 28.235 28.797 28.797 50.49 0.000 0.000 60.00-40.00 B 28.235 28.797 50.49 0.000 0.000 C 28.235 28.797 50.49 78.240 12.535 T12 30.00 0.701 12 450.692 A 44.904 28.796 28.796 39.07 0.000 0.000 40.00-20.00 B 44.904 28.796 39.07 0.000 0.000 C 44.904 28.796 39.07 78.240 13.080 113 20.00-0.00 10.00 0.7 12 473.917 A 35.275 35.833 35.833 50.39 0.000 0.000 B 35.275 35.833 50.39 0.000 0.000 C 35.275 35.833 50.39 58.680 9.810 Tower Forces - No Ice -Wind Normal To Face Section Add Self F e Cr q, DR DR AF F w Ctrl. Elevation Weigh! Weight a Face c Psi' ft lb lb e ft2 lb Pf TI 1.65 280.86 A 0.211 2.561 36 1 1 4.271 355.38 71.08 C 245.00-240.00 B 0.211 2.561 1 1 4.271 C 0.211 2.561 1 1 4.271 T2 73.98 983.97 A 0.205 2.579 36 1 I 16.500 1375.03 68.75 C 240.00-220.00 B 0.205 2.579 1 I 16.500 C 0.205 2.579 I 1 16.500 T3 73.98 1117.90 A 0.219 2.535 36 1 1 17.150 1386.20 69.31 C 220.00-200.00 B 0.219 2.535 1 1 17.150 C 0.219 2.535 1 1 17.150 T4 73.98 1174.44 A 0.191 2.626 35 1 1 17.994 1478.87 73.94 C 200.00-180.00 B 0.191 2.626 1 1 17.994 C 0.191 2.626 1 1 17.994 15 80.58 1403.91 A 0.166 2.714 35 1 1 20.357 1752.05 87.60 C 180.00-160.00 B 0.166 2.714 1 1 20.357 C 0.166 2.714 1 1 20.357 T6 198.60 1545.86 A 0.163 2.723 34 1 1 24.006 2021.90 101.09 C 160.00-140.00 B 0.163 2.723 I 1 24.006 C 0.163 2.723 1 1 24.006 Job Page tnxTower 14 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX.. Basri 6881"1 Section Add Self F e CF q, DF DE AE F w Girl. Elevation Weight Weight a Face c psf ft lb lb e le lb plf T7 203.55 1799.34 A 0.158 2.743 33 1 1 29.052 2417.28 120.86 C 140.00-120.00 B 0.158 2.743 1 1 29.052 C 0.158 2.743 1 1 29.052 T8 805.61 2880.74 A 0.144 2.793 32 1 1 28.858 4486.27 224.31 C 120.00-100.00 B 0.144 2.793 1 1 28.858 C 0.144 2.793 1 1 28.858 T9 810.56 3549.79 A 0.156 2.751 31 1 1 38.383 4994.45 249.72 C 100.00-80.00 B 0.156 2.751 I 1 38.383 C 0.156 2.751 1 1 38.383 T10 813.86 4170.81 A 0.148 2.779 29 1 1 38.247 4764.77 238.24 C 80.00-60.00 B 0.148 2.779 1 1 38.247 C 0.148 2.779 1 1 38.247 T11 823.76 4364.65 A 0.139 2.814 27 1 1 40.129 4621.34 231.07 C 60.00-40.00 II 0.139 2.814 1 I 40.129 C 0.139 2.814 1 1 40.129 T12 825.41 5181.77 A 0.164 2.722 23 , 1 1 57.162 4920.48 246.02 C 40.00-20.00 B 0.164 2.722 1 1 57.162 C 0.164 2.722 1 1 57.162 T13 699.45 7829.65 A 0.15 2.771 24 1 1 50.279 4206.12 210.31 C 20.00-0.00 B . 0.15 2.771 1 1 50.279 C 0.15 2.771 I 1 50.279 Sum Weight: 5484.96 37793.49 OTM 3587171.0 38780.14 5 lb-ft Tower Forces - No Ice -Wind 60 To Face Section Add Self F e CF qE DF Ds As F w Girl. Elevation Weight Weight a Face c psf ft lb lbe ftp lb plf Ti 1.65 280.86 A 0.211 2.561 36 0.8 1 3.740 313.30 62.66 C 245.00-240.00 B 0.211 2.561 0.8 1 3.740 C 0.211 2.561 0.8 1 3.740 T2 73.98 983.97 A 0.205 2.579 36 0.8 1 14.491 1215.75 60.79 C 240.00-220.00 B 0.205 2.579 0.8 1 14.491 C 0.205 2.579 0.8 1 14.491 T3 73.98 1117.90 A 0.219 2.535 36 0.8 1 15.153 1232.49 61.62 C 220.00-200.00 B 0.219 2.535 0.8 1 15.153 C 0.219 2.535 0.8 1 15.153 T4 73.98 1174.44 A 0.191 2.626 35 0.8 1 15.811 1307.37 65.37 C 200.00-180.00 B 0.191 2.626 0.8 1 15.811 C 0.191 2.626 0.8 1 15.811 T5 80.58 1403.91 A 0.166 2.714 35 0.8 1 17.792 1547.46 77.37 C 180.00-160.00 B 0.166 2.714 0.8 1 17.792 C 0.166 2.714 0.8 1 17.792 T6 198.60 1545.86 A 0.163 2.723 34 0.8 1 20.889 1777.68 88.88 C 160.00-140.00 B 0.163 2.723 0.8 1 20.889 C 0.163 2.723 0.8 1 20.889 T7 203.55 1799.34 A 0.158 2.743 33 0.8 1 24.929 2100.24 105.01 C 140.00-120.00 B 0.158 2.743 0.8 1 24.929 C 0.158 2.743 0.8 1 24.929 T8 805.61 2880.74 A 0.144 2.793 32 0.8 1 24.926 4188.37 209.42 C 120.00-100.00 B 0.144 2.793 0.8 1 24.926 C 0.144 2.793 0.8 1 24.926 taxTower Job Page 15 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX Basri Basri Section Add Self F e Cr g, Dr DR Ar F w Ctrl. Elevation Weight Weight a Face c psf ft lb lbe .1i2 lb Phi T9 810.56 3549.79 A 0.156 2.751 31 0.8 1 32.571 4578.54 228.93 C 100.00-80.00 B 0.156 2.751 0.8 1 32.571 C 0.156 2.751 0.8 1 32.571 TIO 813.86 4170.81 A 0.148 2.779 29 0.8 1 33.003 4406.47 220.32 C 80.00-60.00 B 0.148 2.779 0.8 1 33.003 C 0.148 2.779 0.8 1 33.003 TI1 823.76 4364.65 A 0.139 2.814 27 0.8 1 34.482 4260.85 213.04 C 60.00-40.00 B 0.139 2.814 0.8 1 34.482 C 0.139 2.814 0.8 1 34.482 112 825.41 5181.77 A 0.164 2.722 23 0.8 1 48.182 4433.32 221.67 C 40.00-20.00 B 0.164 2.722 0.8 1 48.182 C 0.164 2.722 0.8 1 48.182 T13 699.45 7829.65 A 0.15 2.771 24 0.8 1 43.224 3810.42 190.52 C 20.00-0.00 B 0.15 2.771 0.8 1 43.224 C 0.15 2.771 0.8 1 43.224 Sum Weight: 5484.96 37793.49 OTM 3230962.2 35172.27 8 lb-ft Tower Forces - No Ice - Wind 90 To Face Section Add Self F e Cr q, Dr DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lbe ft' lb plf T1 1.65 280.86 A 0.211 2.561 36 0.85 I 3.873 323.82 64.76 C 245.00-240.00 B 0.211 2.561 0.85 1 3.873 C 0.211 2.561 0.85 1 3.873 T2 73.98 983.97 A 0.205 2.579 36 0.85 1 14.994 1255.57 62.78 C 240.00-220.00 B 0.205 2.579 0.85 1 14.994 C 0.205 2.579 0.85 I 14.994 T3 73.98 1117.90 A 0.219 2.535 36 0.85 1 15.652 1270.92 63.55 C 220.00-200.00 B 0.219 2.535 0.85 I 15.652 C 0.219 2.535 0.85 1 15.652 T4 73.98 1174.44 A 0.191 2.626 35 0.85 1 16.357 1350.25 67.51 C 200.00-180.00 B 0.191 2.626 0.85 I 16.357 C 0.191 2.626 0.85 1 16.357 T5 80.58 1403.91 A 0.166 2.714 35 0.85 1 18.433 1598.61 79.93 C 180.00-160.00 B 0.166 2.714 0.85 1 18.433 C 0.166 2.714 0.85 1 18.433 T6 198.60 1545.86 A 0.163 2.723 34 0.85 I 21.668 1838.73 91.94 C 160.00-140.00 B 0.163 2.723 0.85 1 21.668 C 0.163 2.723 0.85 1 21.668 T7 203.55 1799.34 A 0.158 2.743 33 0.85 1 25.960 2179.50 108.98 C 140.00-120.00 B 0.158 2.743 0.85 1 25.960 C 0.158 2.743 0.85 1 25.960 T8 805.61 2880.74 A 0.144 2.793 32 0.85 1 25.909 4262.85 213.14 C 120.00-100.00 B 0.144 2.793 0.85 1 25.909 C 0.144 2.793 0.85 1 25.909 T9 810.56 3549.79 A 0.156 2.751 31 0.85 1 34.024 4682.52 234.13 C 100.00-80.00 B 0.156 2.751 0.85 1 34.024 C 0.156 2.751 0.85 1 34.024 110 813.86 4170.81 A 0.148 2.779 29 0.85 1 34.314 4496.05 224.80 C 80.00-60.00 B 0.148 2.779 0.85 1 34.314 C 0.148 2.779 0.85 1 34.314 Job Page tnxTower 16 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Section Add Self F e Cr q, DF De AE F w Ctrl. Elevation Weight Weight a Face c psf jt lb lb e ft2 lb pj Tll 823.76 4364.65 A 0.139 2.814 27 0.85 1 35.894 4350.97 217.55 C 60.00-40.00 B 0.139 2.814 0.85 1 35.894 C 0.139 2.814 0.85 1 35.894 T12 825.41 5181.77 A 0.164 2.722 23 0.85 1 50.427 4555.11 227.76 C 40.00-20.00 B 0.164 2.722 0.85 1 50.427 C 0.164 2.722 0.85 1 50.427 T13 699.45 7829.65 A 0.15 2.771 24 0.85 1 44.988 3909.35 195.47 C 20.00-0.00 B 0.15 2.771 0.85 1 44.988 C 0.15 2.771 0.85 1 44.988 Sum Weight: 5484.96 37793.49 OTM 3320014.4 36074.24 7 lb-ft Tower Forces -With Ice -Wind Normal To Face Section Add Self F e CR q, DF DR A6 F w Ctrl. Elevation Weight Weight a Face e psf ft lb lb e ft2 lb plf Tl 10.50 509.93 A 0.335 2.206 5 1 1 6.583 60.98 12.20 C 245.00-240.00 B 0.335 2.206 1 1 6.583 C 0.335 2.206 1 1 6.583 T2 158.79 1720.08 A 0.312 2.266 5 1 1 24.110 229.01 11.45 C 240.00-220.00 B 0.312 2.266 1 1 24.110 C 0.312 2.266 1 1 24.110 T3 158.37 1877.55 A 0.323 2.237 4 1 1 25.087 231.77 11.59 C 220.00-200.00 B 0.323 2.237 1 1 25.087 C 0.323 2.237 1 1 25.087 T4 157.88 1983.22 A 0.285 2.336 4 1 1 26.168 247.01 12.35 C 200.00-180,00 B 0.285 2.336 1 1 26.168 C 0.285 2.336 1 1 26.168 T5 198.45 2346.71 A 0.247 2.447 4 1 1 29.676 303.53 15.18 C 180.00-160.00 B 0.247 2.447 1 1 29.676 C 0.247 2.447 1 1 29.676 T6 363.23 2575.37 A 0.227 2.509 4 1 1 34.072 347.65 17.38 C 160.00-140.00 B 0.227 2.509 1 1 34.072 C 0.227 2.509 1 1 34.072 T7 391.78 3068.13 A 0.216 2.544 4 1 1 39.667 405.74 20.29 C 140.00-120.00 B 0.216 2.544 1 1 39.667 C 0.216 2.544 1 1 39.667 T8 1960.35 4164.71 A 0.188 2.636 4 1 1 39.596 901.58 45.08 C 120.00-100.00 B 0.188 2.636 1 1 39.596 C 0.188 2.636 1 1 39.596 T9 1967.99 5305.06 A 0.207 2.574 4 1 1 51.528 964.40 48.22 C 100.00-80.00 B 0.207 2.574 1 1 51.528 C 0.207 2.574 1 1 51.528 T I 0 1958.09 5822.73 A 0.185 2.647 4 I 1 50.561 918.25 45.91 C 80.00-60.00 B 0.185 2.647 1 1 50.561 C 0.185 2.647 1 1 50.561 T11 1973.01 6062.78 A 0.173 2.688 3 1 1 52.725 884.24 44.21 C 60.00-40.00 B 0.173 2.688 1 1 52.725 C 0.173 2.688 1 1 52.725 T12 1916.35 7555.38 A 0.205 2.579 3 1 1 72.304 881.67 44.08 C 40.00-20.00 B 0.205 2.579 1 1 72.304 C 0.205 2.579 1 1 72.304 Tower Job Page inxTower 17 of 34 Project Date B2 Engineers 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Section Add Self F e C, q; DF D5 AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e fi' lb plf T13 1429.37 9636.19 A 0.178 2.672 3 I 1 63.250 730.60 36.53 C 20.00-0.00 B 0.178 2.672 1 1 63.250 C 0.178 2.672 1 1 63.250 Sum Weight: 12644.15 54137.65 OTM 647772.60 7106.43 lb-ft Tower Forces - With Ice - Wind 60 To Face Section Add Self F e CF q, Dr DE AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft' lb p/f T1 10.50 509.93 A 0.335 2.206 5 0.8 1 6.052 56.47 11.29 C 245.00-240.00 B 0.335 2.206 0.8 1 6.052 C 0.335 2.206 0.8 I 6.052 T2 158.79 1720.08 A 0.312 2.266 5 0.8 1 22.101 211.58 10.58 C 240.00-220.00 B 0.312 2.266 0.8 1 22.101 C 0.312 2.266 0.8 1 22.101 T3 158.37 1877.55 A 0.323 2.237 4 0.8 1 23.090 214.87 10.74 C 220.00-200.00 B 0.323 2.237 0.8 1 23.090 C 0.323 2.237 0.8 1 23.090 T4 157.88 1983.22 A 0.285 2.336 4 0.8 1 23.985 228.00 11.40 C 200.00-180.00 B 0.285 2.336 0.8 1 23.985 C 0.285 2.336 0.8 1 23.985 T5 198.45 2346.71 A 0.247 2.447 4 0.8 1 27.112 280.55 14.03 C 180.00-160.00 B 0.247 2.447 0.8 1 27.112 C 0.247 2.447 0.8 1 27.112 T6 363.23 2575.37 A 0.227 2.509 4 0.8 1 30.955 319.62 15.98 C 160.00-140.00 B 0.227 2.509 0.8 1 30.955 C 0.227 2.509 0.8 1 30.955 T7 391.78 3068.13 A 0.216 2.544 4 0.8 1 35.544 369.11 18.46 C 140.00-120.00 B 0.216 2.544 0.8 1 35.544 C 0.216 2.544 0.8 1 35.544 T8 1960.35 4164.71 A 0.188 2.636 4 0.8 1 35.664 866.55 43.33 C 120.00-100.00 B 0.188 2.636 0.8 1 35.664 C 0.188 2.636 0.8 1 35.664 T9 1967.99 5305.06 A 0.207 2.574 4 0.8 I 45.716 915.93 45.80 C 100.00-80.00 B 0.207 2.574 0.8 1 45.716 C 0.207 2.574 0.8 1 45.716 T10 1958.09 5822.73 A 0.185 2.647 4 0.8 1 45.317 875.74 43.79 C 80.00-60.00 B 0.185 2.647 0.8 1 45.317 C 0.185 2.647 0.8 I 45.317 T11 1973.01 6062.78 A 0.173 2.688 3 0.8 1 47.078 841.34 42.07 C 60.00-40.00 B 0.173 2.688 0.8 1 47.078 C 0.173 2.688 0.8 1 47.078 112 1916.35 7555.38 A 0.205 2.579 3 0.8 1 63.324 824.18 41.21 C 40.00-20.00 B 0.205 2.579 0.8 1 63.324 C 0.205 2.579 0.8 1 63.324 T13 1429.37 9636.19 A 0.178 2.672 3 0.8 1 56.195 683.08 34.15 C 20.00-0.00 A 0.178 2.672 0.8 1 56.195 C 0.178 2.672 0.8 1 56.195 Sum Weight: 12644.15 54137.65 OTM 607099.53 6687.01 lb-ft • Job Page tnxTower' 18 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX, Basri Basri Tower Forces - With Ice - Wind 90 To Face Section Add Self F e Cr q: Dr DR Ac F w Ctrl. Elevation Weight Weight a Face c psi ft lb lb e ft' lb PIT T1 10.50 509.93 A 0.335 2.206 5 0.85 1 6.185 57.60 11.52 C 245.00-240.00 B 0.335 2.206 0.85 1 6.185 C 0.335 2.206 0.85 1 6.185 T2 158.79 1720.08 A 0.312 2.266 5 0.85 1 22.603 215.94 10.80 C 240.00-220.00 B 0.312 2.266 0.85 1 22.603 C 0.312 2.266 0.85 1 22.603 T3 158.37 1877.55 A 0.323 2.237 4 0.85 1 23.589 219.10 10.95 C 220.00-200.00 B 0.323 2.237 0.85 1 23.589 C 0.323 2.237 0.85 1 23.589 T4 157.88 1983.22 A 0.285 2.336 4 0.85 1 24.531 232.75 11.64 C 200.00-180.00 B 0.285 2.336 0.85 1 24.531 C 0.285 2.336 0.85 1 24,531 T5 198.45 2346.71 A 0.247 2.447 4 0.85 1 27.753 286.29 14.31 C 180.00-160.00 B 0.247 2.447 0.85 1 27.753 C 0.247 2.447 0.85 1 27.753 T6 363.23 2575.37 A 0.227 2.509 4 0.85 1 31.734 326.63 16.33 C 160.00-140.00 B 0.227 2.509 0.85 1 31.734 C 0.227 2.509 0.85 1 31.734 T7 391.78 3068.13 A 0.216 2.544 4 0.85 1 36.575 378.26 18.91 C 140.00-120.00 B 0.216 2.544 0.85 1 36.575 C 0.216 2.544 0.85 1 36.575 T8 1960.35 4164.71 A 0.188 2.636 4 0.85 1 36.647 875.31 43.77 C 120.00-100.00 B 0.188 2.636 0.85 1 36.647 C 0.188 2.636 0.85 1 36.647 T9 1967.99 5305.06 A 0.207 2.574 4 0.85 1 47.169 928.05 46.40 C 100.00-80.00 B 0.207 2.574 0.85 1 47.169 C 0.207 2.574 0.85 1 47.169 T10 1958.09 5822.73 A 0.185 2.647 4 0.85 1 46.628 886.37 44.32 C 80.00-60.00 B 0.185 2.647 0.85 1 46.628 C 0.185 2.647 0.85 1 46.628 T11 1973.01 6062.78 A 0.173 2.688 3 0.85 1 48.490 852.06 42.60 C 60.00-40.00 B 0.173 2.688 0.85 1 48.490 C 0.173 2.688 0.85 I 48.490 T12 1916.35 7555.38 A 0.205 2.579 3 0.85 I 65.569 838.55 41.93 C 40.00-20.00 B 0.205 2.579 0.85 1 65.569 C 0.205 2.579 0.85 1 65.569 T13 1429.37 9636.19 A 0.178 2.672 3 0.85 1 57.959 694.96 34.75 C 20.00-0.00 B 0.178 2.672 0.85 1 57.959 C 0.178 2.672 0.85 1 57.959 Sum Weight: 12644.15 54137.65 OTM 617267.80 6791.86 lb-ft Tower Forces - Service - Wind Normal To Face Section Add Self F e Cr q: Dc DR Ac F w Ctrl. Elevation Weight Weight a Face c Psf ft Ib lb e /1' lb p(f •II Job Page e MXT Older 19 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX Basri Basri Section Add Self F e C; y, DF DR FIE F w Ctrl. Elevation Weight Weight a Face ' c psf ft lb lb e ft2 lb pjf Tl 1.65 280.86 A 0.211 2.561 18 1 1 4.271 177.08 35.42 C 245.00-240.00 B 0.211 2.561 1 1 4.271 ' C 0.211 2.561 1 I 4.271 T2 73.98 983.97 A 0.205 2.579 18 1 I 16.500 685.14 34.26 C 240.00-220.00 B 0.205 2.579 1 I 16.500 C 0.205 2.579 1 1 16.500 T3 73.98 1117.90 A 0.219 2.535 18 1 1 17.150 690.70 34.54 C 220.00-200.00 B 0.219 2.535 1 I 17.150 C 0.219 2.535 1 1 17.150 T4 73.98 1174.44 A 0.191 2.626 18 1 I 17.994 736.88 36.84 C 200.00-180.00 B 0.191 2.626 1 1 17.994 C 0.191 2.626 1 1 17.994 T5 80.58 1403.91 A 0.166 2.714 17 1 I 20.357 872.99 43.65 C 180.00-160.00 B 0.166 2.714 1 I 20.357 C 0.166 2.714 1 I 20.357 T6 198.60 1545.86 A 0.163 2.723 17 1 1 24.006 1007.45 50.37 C 160.00-140.00 B 0.163 2.723 1 I 24.006 C 0.163 2.723 1 I 24.006 T7 203.55 1799.34 A 0.158 2.743 16 1 1 29.052 1204.46 60.22 C 140.00-120.00 B 0.158 2.743 1 1 29.052 C 0.158 2.743 1 1 29.052 T8 805.61 2880.74 A 0.144 2.793 16 1 I 28.858 2235.37 111.77 C 120.00-100,00 B 0.144 2.793 1 I 28.858 C 0.144 2.793 1 1 28.858 T9 810.56 3549.79 A 0.156 2.751 15 1 I 38.383 2488.58 124.43 C 100.00-80.00 B 0.156 2.751 1 I 38.383 C 0.156 2.751 1 1 38.383 TIO 813.86 4170.81 A 0.148 2.779 14 1 1 38.247 2374.14 118.71 C 80.00-60.00 B 0.148 2.779 1 I 38.247 C 0.148 2.779 1 I 38.247 TII 823.76 4364.65 A 0.139 2.814 13 1 1 40.129 2302.67 115.13 C 60.00-40.00 B 0.139 2.814 1 I 40.129 C 0.139 2.814 1 I 40.129 ' 112 825.41 5181.77 A 0.164 2.722 12 1 1 57.162 2451.73 122.59 C 40.00-20.00 B 0.164 2.722 1 1 57.162 C 0.164 2.722 1 1 57.162 I 113 699.45 7829.65 A 0.15 2.771 12 1 I 50.279 2095.78 104.79 C 1 20.00-0.00 B 0,15 2.771 1 I 50.279 1 C 0.15 2.771 1 I 50.279 Sum Weight: 5484.96 37793.49 OTM 1787379.3 19322.98 5 lb-ft Tower Forces - Service -Wind 60 To Face Section Add Self F e CF 9, DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e its lb plf Tl 1.65 280.86 A 0.211 2.561 18 0.8 I 3.740 156.11 31.22 C 245.00-240.00 B 0.211 2.561 0.8 1 3.740 C 0.211 2.561 0.8 I 3.740 T2 73.98 983.97 A 0.205 2.579 18 0.8 I 14.491 605.77 30.29 C 240.00-220.00 B 0.205 2.579 0.8 1 14.491 C 0.205 2.579 0.8 1 14.491 tJob Page nxTower 2O of 34 B2 Engineers Project Date 7530661st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Section Add Self F e CF 9: DF DR A5 F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ftr lb PIT T3 73.98 1117.90 A 0.219 2.535 18 0.8 1 15.153 614.11 30.71 C 220.00-200.00 B 0.219 2.535 0.8 1 15.153 C 0.219 2.535 0.8 1 15.153 T4 73.98 1174.44 A 0.191 2.626 18 0.8 1 15.811 651.42 32.57 C 200.00-180.00 B 0.191 2.626 0.8 1 15.811 C 0.191 2.626 0.8 1 15.811 T5 80.58 1403.91 A 0.166 2.714 17 0.8 1 17.792 771.05 38.55 C 180.00-160.00 B 0.166 2.714 0.8 1 17.792 C 0.166 2.714 0.8 1 17.792 T6 198.60 1545.86 A 0.163 2.723 17 0.8 1 20.889 885.76 44.29 C 160.00-140.00 B 0.163 2.723 0.8 1 20.889 C 0.163 2.723 0.8 1 20.889 T7 203.55 1799.34 A 0.158 2.743 16 0.8 1 24.929 1046.49 52.32 C 140.00-120.00 B 0.158 2.743 0.8 1 24.929 C 0.158 2.743 0.8 1 24.929 T8 805.61 2880.74 A 0.144 2.793 16 0.8 1 24.926 2086.94 104.35 C 120.00-100.00 B 0.144 2.793 0.8 1 24.926 C 0.144 2.793 0.8 1 24.926 T9 810.56 3549.79 A 0.156 2.751 15 0.8 1 32.571 2281.35 114.07 C 100.00-80.00 B 0.156 2.751 0.8 1 32.571 C 0.156 2.751 0.8 1 32.571 T10 813.86 4170.81 A 0.148 2.779 14 0.8 1 33.003 2195.61 109.78 C 80.00-60.00 B 0.148 2.779 0.8 1 33.003 C 0.148 2.779 0.8 1 33.003 T11 823.76 4364.65 A 0.139 2.814 13 0.8 1 34.482 2123.06 106.15 C 60.00-40.00 B 0.139 2.814 0.8 1 34.482 C 0.139 2.814 0.8 1 34.482 T12 825.41 5181.77 A 0.164 2.722 12 0.8 1 48.182 2208.99 110.45 C 40.00-20.00 B 0.164 2.722 0.8 1 48.182 C 0.164 2.722 0.8 1 48.182 T13 699.45 7829.65 A 0.15 2.771 12 0.8 1 43.224 1898.62 94.93 C 20.00-0.00 B 0.15 2.771 0.8 1 43.224 C 0.15 2.771 0.8 1 43.224 Sum Weight: 5484.96 37793.49 OTM 1609891.2 17525.28 4 lb-ft Tower Forces - Service - Wind 90 To Face Section Add Self F e Ce q: DF DR A5 F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft: lb plj TI 1.65 280.86 A 0.211 2.561 18 0.85 1 3.873 161.35 32.27 C 245.00-240.00 B 0.211 2.561 0.85 1 3.873 C 0.211 2.561 0.85 I 3.873 T2 73.98 983.97 A 0.205 2.579 18 0.85 1 14.994 625.61 31.28 C 240.00-220.00 B 0.205 2.579 0.85 1 14.994 C 0.205 2.579 0.85 I 14.994 T3 73.98 1117.90 A 0.219 2.535 18 0.85 1 15.652 633.26 31.66 C 220.00-200.00 B 0.219 2.535 0.85 I 15.652 C 0.219 2.535 0.85 1 15.652 T4 73.98 1174.44 A 0.191 2.626 18 0.85 1 16.357 672.79 33.64 C 200.00-180.00 B 0.191 2.626 0.85 1 16.357 C 0.191 2.626 0.85 1 16.357 Page tnxTower Job 21 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX• Basri Basrl Section Add Self F e CF q, Dr Ds A5 F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft' lb Pf T5 80.58 140391 A 0.166 2.714 17 0.85 1 18.433 796.54 39.83 C 180.00-160.00 B 0.166 2.714 0.85 1 18.433 C 0.166 2.714 0.85 1 18.433 T6 198.60 1545.86 A 0.163 2.723 17 0.85 1 21.668 916.19 45.81 C 160.00-140.00 B 0.163 2.723 0.85 1 21.668 C 0.163 2.723 0.85 1 21.668 T7 203.55 1799.34 A 0.158 2.743 16 0.85 1 25.960 1085.98 54.30 C 140.00-120.00 B 0.158 2.743 0.85 I 25.960 C 0.158 2.743 0.85 1 25.960 T8 805.61 2880.74 A 0.144 2.793 16 0.85 1 25.909 2124.05 106.20 C 120.00-100.00 B 0.144 2.793 0.85 1 25.909 C 0.144 2.793 0.85 1 25.909 T9 810.56 3549.79 A 0.156 2.751 15 0.85 1 34.024 2333.16 116.66 C 100.00-80.00 B 0.156 2.751 0.85 1 34.024 C 0.156 2.751 0.85 1 34.024 Tl0 813.86 4170.81 A 0.148 2.779 14 0.85 1 34.314 2240.24 112.01 C 80.00-60.00 B 0.148 2.779 0.85 1 34.314 C 0.148 2.779 0.85 1 34.314 Ti! 823.76 4364.65 A 0.139 2.814 13 0.85 1 35.894 2167.96 108.40 C 60.00-40.00 B 0.139 2.814 0.85 1 35.894 C 0.139 2.814 0.85 1 35.894 T12 825.41 5181.77 A 0.164 2.722 12 0.85 1 50.427 2269.67 113.48 C 40.00-20.00 B 0.164 2.722 0.85 1 50.427 C 0.164 2.722 0.85 1 50.427 T13 699.45 7829.65 A 0.15 2.771 12 0.85 1 44.988 1947.91 97.40 C 20.00-0.00 B 0.15 2.771 0.85 1 44.988 C 0.15 2.771 0.85 1 44.988 Sum Weight: 5484.96 37793.49 OTM 1654263.2 17974.71 7 lb-ft Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments,M Moments,M lb lb lb lb- Ib- lb-t Leg Weight 15291.50 ' Bracing Weight 0992 18 Total Member Self-Weight 36283.68 -56.15 2405.45 Gusset Weight 1509.81 Total Weight 46016.12 -56.15 240545 . Wind 0 deg-No Ice 85.53 -50185.69 -5261352.75 1088849 -5962.60 Wind 90 deg-No Ice 46079.37 6.81 4746.58 -459627993 675.67 Wind 180 deg-No Ice -28.31 46980.30 5093569.89 1112194 4380.00 Member Ice 16344.16 Gusset Ice 736.84 Total Weight Ice 73881 57 -67294 5897.85 Wind 0 deg-Ice 13.05 -8710.64 -879933.75 674341 -798.76 Wind 90 deg-Ice 8205.31 -1.16 4391.93 -790916.14 7030 Wind 180 deg-Ice -5.80 8341.85 86188838 727950 59595 Total Weight 46016 12 -56.15 2405.45 Wind 0 deg-Service 4262 -25006.02 -2621601.86 663230 -2970.98 Wind 90 deg-Service 22959.96 3.39 -1894.98 -2288981.04 336.66 Wind 180 de:-Service -14.11 23408.87 2537944.37 6748.61 2182.42 Job Page t/2xTower 22 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX Basri Bash 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 90 deg-No Ice 5 0.9 Dead+1.6 Wind 90 deg-No Ice 6 1.2 Dead+1.6 Wind 180 deg-No Ice 7 0.9 Dead+1.6 Wind 180deg-No Ice 8 1.2 Dead+1.0 Ice+l.0 Temp 9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 10 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 12 Dead+Wind 0 deg-Service 13 Dead+Wind 90 deg-Service 14 Dead+Wind 180 deg-Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-ft lb-ft T1 245-240 Leg Max Tension 7 3443.57 0.00 -0.00 Max.Compression 2 -2893.34 -0.02 60.36 Max.Mx 4 -751.82 -48.35 2.10 Max.My 7 -1681.02 -9.79 -74.43 Max.Vy 4 -1680.93 0.00 0.00 Max.Vx 6 -2059.64 0.00 -0.00 Diagonal Max Tension 6 2667.68 0.00 0.00 Max.Compression 6 -2479.95 0.00 0.00 Max.Mx 2 167.30 18.46 1.22 Max.My 4 -2004.78 7.38 8.91 Max.Vy 9 -10.49 7.75 0.29 Max.Vx 4 2.57 0.00 0.00 Top Girt Max Tension 3 709.23 0.00 0.00 Max.Compression 6 -1061.48 0.00 0.00 Max.Mx 8 -17.31 -17.99 0.00 Max.My 4 5.48 0.00 0.00 Max.Vy 8 14.39 0.00 0.00 Max Vx 4 -0.00 0.00 0.00 T2 240-220 Leg Max Tension 7 36487.45 -0.04 -124.16 Max.Compression 2 -28740.97 -0.00 168.42 Max.Mx 4 -11507.90 -90.90 -10.98 Max.My 7 36455.49 -0.06 -195.44 Max.Vy 4 50.19 -83.04 -0.32 Max.Vx 2 -60.81 -0.00 168.42 Diagonal Max Tension 6 3482.99 0.00 0.00 Max.Compression 6 -3320.42 0.00 0.00 Max.Mx 6 3466.11 30.64 0.74 Max.My 4 -2417.47 7.74 9.36 Max.Vy 6 13.37 30.64 0.74 Max.Vx 4 2.70 0.00 0.00 T3 220-200 Leg Max Tension 7 78468.67 4.50 -222.36 Max.Compression 2 -64530.96 13.94 550.81 • Job Page tnxTower 23 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX.- Basri Basri Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-ft lb-ft Max.Mx 4 -1786.54 -283.59 -9.48 Max.My 7 78426.46 -19.22 -637.10 Max.Vy 4 89.90 -283.59 -9.48 Max.Vx 2 -128.23 13.94 550.81 Diagonal Max Tension 6 4572.12 0.00 0.00 Max.Compression 6 -4239.34 0.00 0.00 Max.Mx 6 3732.18 43.74 1.81 Max.My 4 -3040.25 8.74 10.62 Max.Vy 6 17.06 43.74 1.81 Max.Vx 4 3.06 0.00 0.00 T4 200-180 Leg Max Tension 7 96462.00 -292.69 7.12 Max.Compression 2 -83149.99 338.92 61.56 Max.Mx 7 86142.53 -637.12 19.19 Max.My 6 -44422.95 97.97 -611.94 Max.Vy 7 -125.43 -637.12 19.19 Max.Vx 6 141.26 97.97 -611.94 Diagonal Max Tension 5 2574.40 0.00 0.00 Max.Compression 4 -2661.02 0.00 0.00 Max.Mx 6 1614.55 48.96 -3.52 Max.My 4 -1861.61 8.63 10.44 Max.Vy 6 18.02 48.96 -3.52 Max.Vx 4 -3.18 0.00 0.00 T5 180-160 Leg Max Tension 7 111978.10 -399.18 -0.28 Max.Compression 2 -102240.55 403.83 5.98 Max.Mx 6 111596.77 -453.98 -4.82 Max.My 6 -58993.63 220.64 -422.45 Max.Vy 3 -67.12 404.23 5.91 Max.Vx 2 98.23 -184.75 -361.96 Diagonal Max Tension 2 2831.28 0.00 0.00 Max.Compression 2 -2964.15 0.00 0.00 Max.Mx 6 2498.71 31.39 -0.19 Max.My 6 -2619.14 1.53 4.77 Max.Vy 11 18.61 20.02 -2.30 Max.Vx 6 -123 0.00 0.00 T6 160-140 Leg Max Tension 7 126776.90 -600.18 3.69 Max.Compression 2 -120611.79 571.28 -25.88 Max.Mx 6 121199.23 -627.03 -0.89 Max.My 6 -67309.61 282.26 674.43 Max.Vy 3 -114.09 571.91 -4.66 Max.Vx 4 -125.39 -15.23 583.12 Diagonal Max Tension 2 3310.22 0.00 0.00 Max.Compression 2 -3514.24 0.00 0.00 Max.Mx 6 1782.94 30.96 2.81 Max.My 6 -2753.56 2.19 5.41 Max.Vy 11 22.10 29.34 3.79 Max.Vx 6 -1.24 0.00 0.00 T7 140-120 Leg Max Tension 7 142645.19 408.08 -6.51 Max.Compression 2 -140536.07 1164.65 -22.83 Max Mx 2 -140536.07 1164.65 -22.83 Max My 4 -3779.87 -41.47 931.84 Max.Vy 2 -308.05 1164.65 -22.83 Max.Vx 4 281.67 -41.48 931.84 Diagonal Max Tension 6 3798.56 0.00 0.00 Max.Compression 2 -4438.28 0.00 0.00 Max.Mx 6 2306.91 52.42 3.64 Max.My 6 -3408.52 7.57 8.17 Max.Vy 11 31.78 47.01 6.09 Max.Vx 11 1.65 0.00 0.00 T8 120-100 Leg Max Tension 7 170730.24 -745.27 49.11 Max.Compression 2 -175220.96 911.19 379.51 Max.Mx 2 -153890.15 1164.64 -22.84 Job Page tnxTower 24 of 34 B2 Engineers Project Date - 7530661st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX: Basri Basri 11 Section Elevation Component Condition Gov. Axial Major Axis Mmar Axis No. f Type Load Moment Moment Comb. Ib lb-,ft lb-ft Max.My 6 -83279.74 268.43 1564.47 Max Vy 2 218.84 1164.64 -22.84 Max Vx 4 -296.36 -84.36 1451.70 Diagonal Max Tension 2 9163.64 0.00 0.00 Max.Compression 2 -9325.29 0.00 0.00 Max.Mx 2 9118.56 172.61 10.18 Max.My 6 -7078.64 35.23 39.79 Max.Vy 11 64.77 119.69 -16.02 Max.Vx 6 -6.07 0.00 0.00 T9 100-80 Leg Max Tension 7 205298.73 742.11 -265.94 'I Max.Compression 2 -215873.06 -218.25 -167.40 Max.Mx 2 -215703.72 3015.29 179.48 Max.My 6 -103819.60 -765.11 -3567.24 Max.Vy 2 1056.53 1645.48 -860.02 Max.Vx 6 1182.56 -765.11 -3567.24 Diagonal Max Tension 4 11452.50 0.00 0.00 I Max.Compression 4 -11667.88 0.00 0.00 Max.Mx 2 9523.81 182.24 -11.22 Max.My 6 -7859.74 44.95 24.88 Max.Vy 11 72.75 144.82 18.56 Max.Vx 6 -4.04 0.00 0.00 Secondary Max Tension 2 3743.61 0.00 0.00 Horizontal Max.Compression 2 -3743.61 0.00 0.00 Max.Mx 8 227.47 -360.44 0.00 Max.My 8 232.60 0.00 10.30 Max.Vy 8 88.02 0.00 0.00 Max.Vx 8 -2.52 0.00 0.00 T10 80-60 Leg Max Tension 7 242917.95 -2212.26 -0.24 Max.Compression 2 -260839.66 1852.39 150.18 Max.Mx 6 240913.44 -2222.36 -0.43 Max.My 2 114179.15 -967.95 1888.10 Max.Vy 3 -413.31 2190.30 -10.36 Max.Vx 4 -360.17 -37.64 1775.83 Diagonal Max Tension 4 12501.16 0.00 0.00 Max.Compression 4 -12740.74 0.00 0.00 Max.Mx 6 10466.41 227.05 19.09 Max.My 9 171.89 189.58 24.73 Max.Vy 11 93.16 194.36 24.29 Max.Vx 9 4.74 0.00 0.00 T11 60-40 Leg Max Tension 7 281667.63 -1961.23 -113.19 Max.Compression 2 -306900.25 394.66 -43.29 Max.Mx 2 -283598.53 2149.45 152.34 Max.My 6 -156864.67 152.25 2687.90 Max.Vy 2 337.53 2149.45 152.34 Max.Vx 2 381.30 -967.96 1888.10 Diagonal Max Tension 4 13995.24 0.00 0.00 Max.Compression 4 -14209.53 0.00 0.00 Max.Mx 6 11422.50 252.34 22.25 Max My 9 -677.44 230.87 28.62 Max.Vy 11 100.99 218.56 -27.25 Max.Vx 9 5.10 0.00 0.00 T12 40-20 Leg Max Tension 7 320151.15 158.21 -10.36 Max.Compression 2 -353116.59 -422.88 18.27 Max.Mx 9 -59065.28 -6810.54 -2.34 Max.My 4 -14891.95 -153.79 4328.22 Max.Vy 9 1746.51 2126.98 3.28 Max.Vx 4 -1110.86 -153.79 4328.22 Diagonal Max Tension 4 14944.44 0.00 0.00 Max.Compression 4 -15238.54 0.00 0.00 Max.Mx 6 12321.11 304.02 -21.91 Job Page tnxTower 25 of 34 B2 Engineers Project Date 1530661st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 Fes, Basri Basri Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-jt lb-J? Max.My 2 -14574.36 64.87 42.93 Max.Vy 11 111.04 303.56 34.06 Max.Vx 11 -5.55 0.00 0.00 Secondary Max Tension 2 6123.57 0.00 0.00 Horizontal Max.Compression 2 -6123.57 0.00 0.00 Max.Mx 8 879.89 -641.08 0.00 Max.My 8 881.25 0.00 18.23 Max.Vy 8 115.01 0.00 0.00 Max.Vx 8 -3.27 0.00 0.00 T13 20-0 Leg Max Tension 7 380086.70 3.90 -4077.08 Max.Compression 2 -422853.10 0.00 0.00 Max.Mx 10 -52358.99 -7128.03 -3907.17 Max.My 9 -61221.88 324 8229.69 Max.Vy 10 1304.91 -7128.03 -3907.17 Max.Vx 9 -1520.91 3.24 8229.69 Diagonal Max Tension 2 27056.80 0.00 0.00 Max.Compression 2 -29245.13 0.00 0.00 Max.Mx 9 571.76 617.95 0.52 Max.My 2 -27809.06 312.29 36.86 Max.Vy 9 -192.96 617.95 0.52 Max Vx 2 2.97 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal.X Horizontal,Z Load Ib lb lb Comb. Leg C Max.Vert 6 226329.67 15519.44 -17290.65 Max.11, 6 226329.67 15519.44 -17290.65 Max.11, 3 -199262.46 -14585.55 17772.83 Min.Vert 5 -309813.50 -32048.73 13487.03 Min.H 5 -309813.50 -32048.73 13487.03 Min.H. 6 226329.67 15519.44 -17290.65 Leg B Max.Vert 4 341991.29 -33501.43 -14529.67 Max.H. 3 -200650.70 14718.98 17324.76 Max.II, 3 -200650.70 14718.98 17324.76 Min.Vert 3 -200650.70 14718.98 17324.76 Min.H. 4 341991.29 -33501.43 -14529.67 Min.H, 6 224849.76 -15652.84 -16958.33 Leg A Max.Vert 2 446360.07 -270.78 4550052 Max.H. 7 -400124.20 179.14 -41208.68 Max.H, 2 446360.07 -270.78 45500.52 Min.Vert 7 -400124.20 179.14 -41208.68 Min.H. 5 14109.75 -8434.68 878.37 Min.H, 7 -400124.20 179.14 -41208.68 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment M, Moment,M lb lb lb lb ft 11.-.17 lb ft Dead Only 46016.12 -0.00 -0.00 -56.72 2405.43 -0.00 • Job Page tnx ower 26 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Load Vertical Shear. Shears Overturning Overturning Torque Combination Moment,M Moment,M lb lb lb lb Jt lb-ft lb-ft 1.2 Dead+1.6 Wind 0 deg-No 55219.31 136.87 -80294.84 -8450106.79 16587.61 -9538.70 Ice 0.9 Dead+l.6Wind 0deg-No 41414.45 136.88 -80293.76 -8441599.67 15825.97 -9538.38 Ice 1.2 Dead+1.6 Wind 90 deg-No 55219.32 73725.08 11.00 -6076.49 -7381242.77 1035.21 Ice 0.9 Dead+1.6 Wind 90 deg-No 41414.47 73724.10 11.11 -6020.91 -7375021.56 1039.41 Ice 1.2 Dead+1.6 Wind 180 deg- 55219.30 -45.29 75165.71 8181824.94 16870.91 7012.80 No Ice 0.9 Dead+1.6 Wind 180 deg- 41414.43 -45.29 75164.19 8173185.19 16129.06 7013.07 No Ice 1.2 Dead+1.0 Ice+l.0 Temp 83084.80 -0.03 0.21 -657.33 6399.11 0.08 1.2 Dead+1.0 Wind 0 deg+1.0 83084.80 13.05 -8710.21 -885118.77 7247.54 -798.95 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 83084.80 8204.96 -1.15 -1453.93 -794801.07 65.44 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 83084.80 -5.81 8341.41 867041.58 7776.02 596.02 deg+1.0 lce+1.0 Temp Dead+Wind 0 deg-Service 46016.12 42.62 -25004.75 -2629889.51 6668.83 -2970.61 Dead+Wind 90 deg-Service 46016.12 22958.95 3.42 -1913.74 -2295740.75 328.62 Dead+Wind 180 deg-Service 46016.12 -14.11 23407.46 2546264.51 6765.37 2183.39 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 0.00 -46016.12 -0.00 0.00 46016.12 0.00 0.000% 2 136.85 -55219.35 40297.11 -136.87 55219.31 80294.84 0.002% 3 136.85 -41414.51 -80297.11 -136.88 41414.45 80293.76 0.004% 4 73726.99 -55219.35 10.90 -73725.08 55219.32 -11.00 0.002% 5 73726.99 -41414.51 10.90 -73724.10 41414.47 -11.11 0.003% 6 -45.30 -55219.35 75168.47 45.29 55219.30 -75165.71 0.003% 7 -45.30 -41414.51 75168.47 45.29 41414.43 -75164.19 0.005% 8 0.00 -83084.80 -0.00 0.03 83084.80 -0.21 0.000% 9 13.05 -83084.80 -8710.64 -13.05 83084.80 8710.21 0.001% 10 8205.31 -83084.80 -1.16 -8204.96 83084.80 1.15 0.000% 11 -5.80 -83084.80 8341.85 5.81 83084.80 -8341.41 0.001% 12 42.62 -46016.12 -25006.02 -42.62 46016.12 25004.75 0.002% 13 22959.96 -46016.12 3.39 -22958.95 46016.12 -3.42 0.002% 14 -14.11 -46016.12 23408.87 14.11 46016.12 -23407.46 0.003% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 13 0.00004613 0.00008073 3 Yes 12 0.00006619 0.00011082 4 Yes 13 0.00004981 0.00008226 5 Yes 12 0.00007364 0.00011637 6 Yes 13 0.00005448 0.00009789 tnxTower Job Page j 27 of 34 B2 Engineers Project Date 1530661st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX- Basri Basri 7 Yes 12 0.00008212 0.00014117 8 Yes 6 0.00000001 0.00002392 9 Yes 13 0.00000001 0.00011354 10 Yes 13 0.00000001 0.00009933 11 Yes 13 0.00000001 0.00011562 12 Yes 12 0.00000001 0.00013388 13 Yes 12 0.00000001 0.00012785 14 Yes 12 0.00000001 0.00014708 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Tl 245-240 15.203 14 0.7041 0.1197 T2 240-220 14.461 14 0.7028 0.1109 T3 220-200 11.569 14 0.6559 0.0755 T4 200-180 8.978 14 0.5569 0.0403 T5 180-160 6.900 14 0.4348 0.0199 T6 160-140 5.256 12 0.3454 0.0109 T7 140-120 3.948 12 0.2848 0.0042 T8 120-100 2.865 12 0.2275 0.0006 T9 100-80 1.982 12 0.1833 0.0018 T10 80-60 1.281 12 0.1366 0.0017 T11 60-40 0.748 12 0.1032 0.0015 T12 40-20 0.354 12 0.0677 0.0009 T13 20-0 0.104 12 0.0304 0.0003 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 245.00 PLIO-59 14 15.203 0.7041 0.1197 74238 180.00 PAR8-59 14 6.900 0.4348 0.0199 11202 145.00 P2-57W 12 4.252 0.2992 0.0056 18615 122.00 BXA-185090/8CF 12 2.964 0.2327 0.0006 22935 120.00 BXA-70080/8CF 12 2.865 0.2275 0.0006 23300 95.00 PAR8-59 12 1.790 0.1716 0.0019 25693 65.00 PAR6-59 12 0.868 0.1110 0.0015 34256 55.00 PARE-59 12 0.637 0.0950 0.0014 36518 Maximum Tower Deflections - Design Wind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Tl 245-240 48.954 6 2.2750 0.3846 T2 240-220 46.558 6 2.2698 0.3562 T3 220-200 37.226 6 2.1151 0.2427 T4 200-180 28.877 6 1.7938 0.1294 IndCTower Job Page 28 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX• Basri Basri Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 ° T5 180-160 22.189 6 1.3992 0.0641 T6 160-140 16.893 6 1.1109 0.0350 T7 140-120 12.683 2 0.9160 0.0136 T8 120-100 9.205 2 0.7317 0.0019 T9 100-80 6.366 2 0.5890 0.0058 T10 80-60 4.116 2 0.4389 0.0054 Tl 1 60-40 2.404 2 0.3316 0.0047 T12 40-20 1.136 2 0.2175 0.0028 T13 20-0 0.334 2 0.0978 0.0009 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0ft f 245.00 PL10-59 6 48.954 2.2750 0.3846 21299 180.00 PARE-59 6 22.189 1.3992 0.0641 3476 145.00 P2-57W 2 13.662 0.9622 0.0180 5782 122.00 BXA-185090/8CF 2 9.523 0.7483 0.0020 7134 120.00 BXA-70080/8CF 2 9.205 0.7317 0.0019 7249 95.00 PAR8-59 2 5.750 0.5513 0.0062 7990 65.00 PAR6-59 2 2.788 0.3567 0.0049 10653 55.00 PARE-59 2 2.047 0.3051 0.0044 11370 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio fi in Bolts Bolt lb Allowable lb T I 245 Leg A325N 1.0000 3 1147.86 53014.40 0.022 1, 1 Bolt Tension Diagonal A325N 0.6250 1 2667.68 10054.70 0,265 v' 1 Member Block Shear Top Girt A325N 0.6250 1 709.23 6475.78 0.110 y 1 Member Block Shear T2 240 Leg A325N 1.0000 3 3598.58 53014.40 0.068 � 1 Bolt Tension Diagonal A325N 0.6250 1 3482.99 8634.38 0.403 Y 1 Member Block Shear T3 220 Leg A325N 1.0000 3 15483.50 53014.40 0.292 `" 1 Bolt Tension Diagonal A325N 0.6250 1 4572.12 8634.38 0.530 i 1 Member Block Shear T4 200 Leg A325N 1.0000 3 28714.20 53014.400 542 �// 1 Bolt Tension Diagonal A325N 0.6250 1 2574.40 8634.38 0.298 V 1 Member Block �/ Shear T5 180 Leg A325N 1.0000 6 16669.80 53014.40 0.314 Y 1 Bolt Tension Diagonal A325N 0.6250 I 2831.28 8634.38 0328 Y 1 Member Block Shear T6 160 Leg A325N 1.0000 6 19389.00 53014.40 0.366 1 Bok Tension Diagonal A325N 0.7500 1 3310.22 7365.23 0.449 4/ 1 Member Block • • Job Page to Tower 29 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 Fes. Basri Basri Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb ��/ Shear le T7 140 Leg A325N 1.0000 6 22000.90 53014.40 0.415 V. 1 Bolt Tension Diagonal A325N 0.7500 I 3798.56 9404.30 0.404 Y 1 Member Block �1/ Shear T8 120 Leg A325N 1.0000 6 25400.80 53014.40 0.479 Y I Bolt Tension Diagonal A325N 0.7500 1 9325.29 17892.40 0.521 M 1 Bolt Shear T9 100 Leg A325N 1.1250 6 31170.40 67096.30 0.465 1 Bolt Tension Diagonal A325N 0.7500 1 11667.90 17892.40 0.652 i*/ I Bolt Shear Secondary A325N 0.6250 1 3743.61 12425.20 0.301 i,/ 1 Bolt Shear Horizontal T I0 80 Leg A325N 1.1250 9 24928.80 67096.30 0.3n i✓ 1 Bolt Tension Diagonal A325N 0.7500 1 12740.70 17892.40 0.712 •f✓ I Bolt Shear TI 60 Leg A325N 1.1250 9 29119.30 67096.30 0.434 V 1 Boh Tension Diagonal A325N 0.7500 1 14209.50 17892.40 0.794 V 1 Bolt Shear T12 40 Leg A325N 1.1250 9 33381.90 67096.300498 y' I Bolt Tension Diagonal A325N 0.7500 1 15238.50 17892.40 0.852 V 1 Bolt Shear Secondary A325N 0.6250 1 6123.57 12425.20 0.493 V 1 Bolt Shear Horizontal T13 20 Leg A615-75 1.5000 9 38716.40 99402.00 0.389 ✓r 1 Bolt Tension Diagonal A325X 0.8750 1 29245.10 29765.40 0.983 1,/ 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L. Kl/r A P. $P Ratio No. P, ft jt ft int lb lb d1Pq Tl 245-240 P3x.216 5.00 5.00 51.3 2.0832 -2893.34 77307.60 0.037' K=1.00 V T2 240-220 P3x.216 20.00 5.00 51.3 2.0832 -28741.00 77307.60 0.372' K=1.00 V T3 220-200 P3.5x.226 20.00 5.00 44.9 2.6795 -64531.00 104062.00 0.620' K=1.00V T4 200-180 P3.5x.226 20.03 5.01 45.0 2.6795 -83150.00 104010.00 0.799' K=1.00 V T5 180-160 P4x.237 20.03 5.01 39.8 3.1741 -102241.00 127203.00 0.804' K=1.00 V T6 160-140 P5x.258 20.03 6.68 42.7 4.2999 -120612.00 169374.00 0.712' K=1.00 T7 140-120 P5x.258 20.03 6.68 42.7 4.2999 -140536.00 169374.00 0.830' K=1.00 V T8 120-100 P6x.28 20.03 10.02 53.5 5.5813 -175221.00 203691.00 0.860' Job Page tnxTower 30 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04102!15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Section Elevation Size L L„ KI/r A P„ OP„ Ratio No. P„ fi ft fr in' lb lb OP„ K=1.00 `/ T9 100-80 P6x.28 20.03 5.17 27.6 5.5813 -215873.00 237531.00 0.909' K=1.00 i/ T10 80-60 P8x.322 20.03 10.02 40.9 8.3993 -260840.00 334427.00 0.780' K=1.00 li/ TII 60-40 P8x.322 20.03 10.02 40.9 8.3993 -306900.00 334424.00 0.918' K=1.00 / 112 40-20 P8x.322 20.03 5.12 20.9 8.3993 -353117.00 366053.00 0.965' K=1.00 I/ T13 20.0 PlOx.365 20.00 10.00 32.7 11.9083 -422853.00 495661.00 0.853' K=1.00 `/ 1 P. I OP„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft Jt ft in' lb lb OP„ 11 245-240 LI 3/4x1 3/4x1/4 7.07 3.33 117.0 0.8125 -2479.95 13400.30 0.185' K=1.00 i/ T2 240-220 LI 3/4x1 3/4x1/4 7.07 3.33 117.0 0.8125 -3320.42 12799.60 0.259' K=1.00 `/ T3 220-200 LI 3/4x1 3/4x1/4 7.07 3.30 116.0 0.8125 -4239.34 12963.20 0.327' K=1.00 I/ T4 200-180 LI 3/4x1 3/4x1/4 7.25 3.60 126.4 0.8125 -2661.02 11354.70 0.234' K=1.00 I/ 15 180-160 LI 3/4x1 3/4x114 10.08 4.97 174.6 0.8125 -2882.68 6020.66 0.479' K=1.00 l/ T6 160-140 L2x2x3/16 12.56 6.20 188.8 0.7150 -3514.24 4530.42 0.776' K=1.00 I/ T7 140.120 L21/2x2l/2x3/16 14.27 7.06 171.1 0.9020 -4438.28 6962.70 0.637' K=1.00 `/ 18 120-100 L3x3x3/8 17.55 8.74 178.6 2.1100 -9225.26 14938.70 0.618' K-1.00 // T9 100-80 L3x3x3/8 19.21 9.57 195.6 2.1100 -11667.90 12454.90 0.937' K=1.00 `/ TIO 80-60 L3 1/2x3 I/2x3/8 20.91 10.32 180.3 2.4800 -12740.70 17228.10 0.740' K=1.00 `/ TI1 60-40 L31/2x31/2x3/8 22.66 11.21 195.8 2.4800 -14209.50 14621.40 0.972' K=1.00 `/ 112 40-20 14x4x5/16 24.45 12.10 183.6 2.4000 -15238.50 16090.40 0.947' K=1.00 j/ T13 20-0 L4x4x5/8 24.90 11 96 184.2 4.6100 -29245.10 30686.70 0.953' K=1.00 I/ 1 P. I 4P„controls Job Page tnxTQwer 31 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 • Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basrl Secondary Horizontal Design Data (Compression) Section Elevation Size L L„ Kl/r A P. r4P„ Ratio No. P. ft ft ft in' lb lb (I)P„ T9 100-80 L3x3x1/4 1638 15.83 160.4 1.4400 -3743.61 12641.30 0.296' K=0.50 `f T12 40-20 L3x3x1/4 22.30 21.58 218.7 1.4400 -6123.57 6801.83 0.900' K=0.50 `/ 1 P„ /t,P„controls Top Girt Design Data (Compression) Section Elevation Size L L. Klh A P„ OP„ Ratio No. P„ h ft ft in lb lb OP„ T1 245-240 LI 3/4x1 3/4x3/16 5.00 4.71 164.5 0.6211 -1061.48 5184.71 0.205' K=1.00 1 P. /oP„controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ KUr A P. OP„ Ratio No. P„ ft ft f in' lb lb OP„ TI 245-240 P3x.216 5.00 5.00 51.3 2.0832 3443.57 93743.40 0.037' Ir T2 240-220 P3x.216 20.00 5.00 51.3 2.0832 36487.40 93743.40 0.3889' Y / T3 220-200 P3.5x.226 20.00 5.00 44.9 2.6795 78468.70 120579.00 0.651 ' Yr T4 200.180 P3.5x.226 20.03 5.01 45.0 2.6795 96462.00 120579.00 0.8000' V / T5 180-160 P4x.237 20.03 5.01 39.8 3.1741 111978.00 142832.00 0.784' T6 160-140 P5x.258 20.03 6.68 42.7 4.2999 126777.00 193494.00 0.655' T7 140-120 P5x.258 20.03 6.68 42.7 4.2999 142645.00 193494.00 0.737' Y/ T8 120-100 P6x.28 20.03 10.02 53.5 5.5813 170730.00 251161.00 0.680' 1.1° T9 100-80 P6x.28 20.03 5.17 27.6 5.5813 205299.00 251161.00 0.817' • Job Page tnxTower 32 of 34 Project Date B2 Engineers 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX: Basri Basri Section Elevation Size L L. Kl/r A P. OP„ Ratio No. P. ft ft ft in' lb lb 41P„ I/ TIO 80-60 P8x.322 20.03 10.02 40.9 8.3993 242918.00 377967.00 0.643' lI T11 60-40 P8x.322 20.03 10.02 40.9 8.3993 281668.00 377967.00 0.745' VI T12 40-20 P8x.322 20.03 5.12 20.9 8.3993 320151.00 377967.00 0.8�4/7' Y T13 20-0 P10x.365 20.00 10.00 32.7 11.9083 380087.00 535873.00 0.709 yd 'P. /@P,controls Diagonal Design Data (Tension) Section Elevation Size L L. Kl/r A P. 4)P, Ratio No. P. ft ft .ft in' lb lb OP,, Tl 245-240 LI 3/4x1 3/4x1/4 7.07 3.33 75.6 0.4688 2667.68 22851.60 0.1117' Y T2 240-220 LI 3/4x1 3/4x1/4 7.07 3.33 75.6 0.4688 3482.99 20390.60 0.17171 ' Y T3 220.200 LI3/4x13/4xl/4 7.07 3.30 74.9 0.4688 4572.12 20390.60 0.224' T4 200-180 LI3/4x13/4x1/4 7.25 3.60 81.6 0.4688 2574.40 20390.60 0.12/6' Y T5 180-160 LI3/4x1314x1/4 10.08 4.97 112.7 0.4688 2831.28 20390.60 0.1391 VI T6 160-140 L2x2x3/16 12.56 6.20 120.6 0.4132 3310.22 17974.30 0.,1884' Y T7 140-120 L2 I/2x2 1/2x3/16 14.27 7.06 108.8 0.5535 3798.56 24075.20 0.158' I/ T8 120-100 L3x3x3/8 17.55 8.74 114.8 1.3364 9163.64 58133.70 0.,15/8' Y T9 100-80 L3x3x3/8 19.21 9.57 125.8 1.3364 11452.50 58133.70 0.197' V 1 T10 80-60 L3 I/2x3 1/2x3/8 20.91 10.32 115.8 1.6139 12501.20 70204.90 0.1778' Tll 60-40 L3 I/2x3 l/2x3/8 22.66 11.21 125.7 1.6139 13995.20 70204.90 0.199' T12 40-20 L4x4x5/16 24.45 12.10 117.1 1.5949 14944.40 69379.10 0.215' V 1 T13 20-0 L4x4x5/8 24.90 11.96 119.6 2.9887 27056.80 130011.00 0.20/8' Y 1 P. /OP.controls tnxTower Job Page 33 of 34 B2 Engineers Project Date 15306 61st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX: Basrl Basri Secondary Horizontal Design Data (Tension) Section Elevation Size L L. KI/r A P. 4)1'. Ratio No. P ft ft ft inz lb lb Sp. T9 100-80 L3x3x1/4 16.38 15.83 204.2 0.9394 3743.61 40862.80 0.092 1 V TI2 40-20 L3x3x1/4 22.30 21.58 278.4 0.9394 6123.57 40862.80 0.150 1 V 1 P. /f0P„controls Top Girt Design Data (Tension) Section Elevation Size L L. Kl/r A P. •p„ Ratio No. P. ft ft ft inz lb lb .p T1 245-240 LI 3/4x1 3/483/16 5.00 4.71 105.2 0.3604 709.23 15675.30 0.0451 10/ P. /OP controls Section Capacity Table Section Elevation Component Size Critical P eP rw % Pass No. f Type Element lb lb Capacity Fail T1 245-240 Leg P3x.216 3 -2893.34 77307.60 4.4 Pass T2 240-220 Leg P3x.216 15 36487.40 93743.40 38.9 Pass T3 220-200 Leg P3.5x.226 42 78468.70 120579.00 65.1 Pass T4 200-180 Leg P3.5x.226 69 96462.00 120579.00 80.0 Pass T5 180-160 Leg P48.237 96 -102241.00 127203.00 80.4 Pass T6 160-140 Leg P5x.258 123 -120612.00 169374.00 71.2 Pass 17 140-120 Leg P5x.258 144 -140536.00 169374.00 83.0 Pass T8 120-100 Leg P6x.28 165 -175221.00 203691.00 86.0 Pass T9 100-80 Leg P6x.28 180 -215873.00 237531.00 90.9 Pass TIO 80-60 Leg P8x.322 201 -260840.00 334427.00 78.0 Pass TI l 60-40 Leg P8x.322 216 -306900.00 334424.00 91.8 Pass 112 40-20 Leg P8x.322 231 -353117.00 366053.00 96.5 Pass T13 20-0 Leg P108.365 252 -422853.00 495661.00 85.3 Pass T1 245-240 Diagonal L13/4x13/4x1/4 9 -2479.95 13400.30 18.5 Pass 26.5(b) T2 240-220 Diagonal LI 3/4x1 3/4x1/4 18 -3320.42 12799.60 25.9 Pass 40.3(b) T3 220-200 Diagonal LI3/4813148114 51 -4239.34 12963.20 32.7 Pass 53.0(b) T4 200-180 Diagonal LI3/4x13/4x1/4 90 -2661.02 11354.70 23.4 Pass 29.8(b) T5 180-160 Diagonal Ll3/4x13/4x1/4 100 -2882.68 6020.66 47.9 Pass T6 160-140 Diagonal L2x2x3/16 127 -3514.24 4530.42 77.6 Pass 17 140-120 Diagonal 1.2 I/2x2 1/2x3/16 148 -4438.28 6962.70 63.7 Pass TB 120-100 Diagonal L3x3x3/8 167 -9225.26 14938.70 61.8 Pass T9 100-80 Diagonal L3x3x3/8 182 -11667.90 12454.90 93.7 Pass Job Page tnxTower 34 of 34 B2 Engineers Project Date 1530661st Place NE 13:28:16 04/02/15 Kenmore, WA 98028 Client Designed by Phone:425-296-2993 FAX. Basri Basri Section Elevation Component Size Critical P ePoa,. % Pass No. ft Type Element lb lb Capacity Fail 110 80-60 Diagonal L312x31/2x3/8 203 -12740.70 17228.10 74.0 Pass T11 60-40 Diagonal L3112x312x3/8 218 -14209.50 14621.40 97.2 Pass T12 40-20 Diagonal L4x4x5/16 233 -15238.50 16090.40 94.7 Pass T13 20-0 Diagonal L4x4x5/8 257 -29245.10 30686.70 95.3 Pass 98.3(b) T9 100-80 Secondary Horizontal L3x3x1/4 188 -3743.61 12641.30 29.6 Pass 30.1(b) 112 40-20 Secondary Horizontal L3x3xI/4 239 -6123.57 6801.83 90.0 Pass Ti 245-240 Top Girt LI 3/4x1 3/4x3/16 4 -1061.48 5184.71 20.5 Pass Summary Leg(T12) 96.5 Pass Diagonal 98.3 Pass (T13) Secondary 90.0 Pass Horizontal (T12) Top Girt 20.5 Pass (T1) Bolt Checks 98.3 Pass RATING= 983 Pass Program Version 6.0.0.8-9/7/2011 Fiie:C:/B2 Engineers/Current Projects/1520-WA1-Sequim/Design/Analysis/WA1-Sequin-reinforced.eri 0' -245' 1> 100%I 90%-100%i 75%-90% 50%-75%I<50%Overstress . , Face A Face Face C 245 00 245.00 240.00 14 tTo 240.00 1'4 14 • • 1 • 220.00 ,41 V 4, 220.00 ...71 Ng All "112 ddb,111 • • 200 00 1 Pr • 200.00 mom ; .40 04116... kb.'411," 1111,.. ii.I'llIv 180.00 . r- 11 160.00 IP+11 lit180. 18000 ,4141111111A , 140.00 . ,... , 140.00 01111. i _Aiii4111 = 44111110 [..4111141. 44IIIIIIP° 0 Al.43 120.00 120.00 113 , > , co , ' .., ra r , ... ,.. .,, atoo 80.00 \_ . , t30.00 60.00 , 1 , , . 40.00 40.00 , .. ... 20.00 , 20.00 •-•",.. „ -' 0.00 B2 Engineers Job. Project. 15306 61st Place NE cr ,, Dn'wn br.Basil Basri Aszrott Kenmore,WA 98028 Scale a: TIA-222-G D"04102/15 NTS Phone:425-296-2993 Path: Dwg No.E-8 FAX: C W2 Enalr*Cuinnt Prt.001124WAI-SowlmexilaAMMAI-9.2.0..1.11PRII. "FOOTINGS.xis"Program • Version 3.4 RECTANGULAR SPREAD FOOTING ANALYSIS For Assumed Rigid Footing with from 1 To 8 Piers(Load Points) Subjected to Uniaxial or Biaxial Eccentricity Job Name: Subject: Job Number: Originator: Checker: Input Data: +Pz Footing Data: +My Footing Length,L= 34.000 ft. +Hx Footing Width, B= _34.000 ft. p • Footing Thickness,T= 2.500 R. 1222��T T��T Concrete Unit Wt yc= 0.150 kcf r h Soil Depth,D= 2.500 ft. Soil Unit Wt.,ys= 0.120 kcf , v Pass.Press. Coef., Kp= 3.000 T Coef.of Base Friction,µ= 0.400 Uniform Surcharge,O= 0.000 kst Pier/Loading Data: III L Number of Piers= 1 r.... Nomenclature Pier#1 Xp(ft.)= 0.000 Yp(f.) Lpx(ft.)= 3.000 Lpy(ft.)= 3.000 h(ft)= w3.000 Pz(k)= -55.2_0 Hx(k)= 80.30 Hy(k)_ 0.00 Mx(ft-k)= 0.00 My(ft-k)= 8450.00 -Y X FOOTING PLAN (continued) 1 of 2 4/6/2015 1:15 PM "FOOTINGS.xds"Program Version 3.4 Results: Nomenclature for Biaxial Eccentricity: Total Resultant Load and Eccentricities: Case 1: For 3 Corners in Bearing EPz= -836.85 kips (Dist.x>L and Dist.y>B) ex= 10.63__ft.(>u6) Distx ey= 0.00 14 Pmax =Brg.Ly A Overturning Check: EMrx= N.A. ft-kips EMox= N.A. ft-kips FS(ot)x= N.A. Dist.y EMry= 14226.45 ft-kips Line of zero EMoy= 8891.65 ft-kips pressure rg.Lx0 FS(ot)y= 1.600 (>=1.5) Sliding Check: Case 2: For 2 Corners in Bearing • Pass(x)= 114.75 kips (Dist.x>L and Dist.y<= B) Frict(x)= 334.74 kips I• Dist.x J FS(slid)x= 5.598 (>=1.5) rPmax 114.75 kips + Br Passive(y)= g.L1 A y Frict(y)= 334.74 _kips FS(slid)y= N.A. Dist.y Brg.Ly2 Uplift Check: EPz(down)= -836.85 kips Line of zero EPz(uplift)= 0.00 kips pressure • FS(uplift)= N.A. Bearing Length and% Bearing Area: Case 3: For 2 Corners in Bearing Dist.x= N.A. ft. (Dist.x<=L and Dist.y>B) Dist.y= N.A. ft. Dist.x Brg.Lx= 19.110 ft. I Brg.Lx2 I Pmax Brg.Ly= 34.000 ft. • %Brg.Area= 56.21 % Biaxial Case= N.A. Gross Soil Bearing Corner Pressures: Dist.y P1 = 2.576 ksf Line of zero P2= 2.576 ksf pressure Brg.Lx1 P3= 0.000 ksf N P4= 0.000 ksf ' •Case 4: For 1 Corner in Bearing (Dist.x<=L and Dist.y<=B) P3=0 k `: ti yam.., P2=2 576 ksf IN Dist.x tir' s B • I Brg.Lx I Pmax P4=0 ksf L P1=2.576 ksf CORNER PRESSURES Dist.y Brg.Ly Maximum Net Soil Pressure: Line of zero Pmax(net)= Pmax .toss-(D+T)*ys pressure • Pmax(net)= 1.976 ksf 2 of 2 4/6/2015 1:15 PM N. RI co —p al �, IR Li) rn El I o o E coco � ., , > o ct o o E Cl) c m 1.._.__. L CMO,. O o a 2 t 0 r C T o 0 -6 a , h CD ,:_ Z CA a p = iw o. 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O qS M iriintal t 0 �2 d 5 O 3i3 4 =+ 2gQ§ w a 11 n n \--- -- A - Alik‘i V 7•77 COMMILWVIEMIEk TAM l 20 gni i Fli x i i } ,,i , \\ V _c ___ =:11 F W O': Q j -rot I i C g 2 IM g 0 el54 ti 8 15 —pip € Ileo c z 5 II .I e Igi * 43 .,//)s 01111111111111, XWM111 1 `MS-,�R bti at. `rpwc�myNmngYYwW iw ce.a n.-uyy m- W+-VISW fa+a Project Name : SEQUIM-AWS Carrier Add 10/25/2014 Task Submitted On : 10/30/2014 Task Submitted By: Renald Gasparovic Site Modification Change Order Mod Type : LTE Modification Project Title : SEQUIM-AWS Carrier Add GeoPlan Market: Seattle 10/25/2014 Requestor Name : Robert Navarro ;Current Configuration : 6-0407-0000 SEQUIM Requestor Phone : 4256032145 !Proposed Configuration : 6-0407-SMRA SEQUIM RF Engineer: Robert Navarro , Expected Completed Date : 04/30/2015 j ;Switch Identifier : 6-6 Seattle BTA Name : Port Angeles, WA i iCluster# : (BTA Number: 356 .._ _..._.. ...,..__ ._ Site Information _._._____._______ (Coordinates(NAD83) : ;Address : Latitude: 48-00-58.70 N 'Street : 4303 Casselary Rd. 'Longitude: 122-55-39.10 W City,State,Zip: Port Townsend WA 98368 LGround Elevation-(ft AMSL);-_2082.0__,_-„_-_____ _._..-. _-- :County__. _�._ Jefferson �� LTE Phase : N/A 'LTE Phase Type Site Type: []Colocation IX]VZW Owned Tower [1 Rooth---..__. Antennas : • Service Type:850 B Service Type:850 B CURRENT I • PROPOSED Sector 0407-Alpha 0407-Beta 0407-Gamma :Sector 0407-Alpha 0407-Beta 0407-Gamma Antenna Quantity 2 2 2 !Antenna Quantity 1 1 1 (Tx+Fix) 1(Tx+Rx) Manufacturer ANTEL ANTEL ANTEL I ;Manufacturer ANTEL ANTEL ANTEL t INTERNATIONAL, INC. Model Number LPA-8009018CF3 LPA-80090-8CF- LPA-80090/8CF .Model Number BXA-70080-8CF-4 BXA-70080-8CF-4 BXA-70080-8CF-4 EDEN-4 'Antenna gain 14.5 14.5 14.5 ,Antenna gain 15.0 15.0 15.0 ;(dBd) 1 j(dBd) !Antenna 90 89 87 'Antenna 79 79 79 Beamwidth(deg) jBeamwidth(deg) 'Sector Azimuth 30 140 280 I •iSector Azimuth 30 140 280 (deg TN) ;(deg TN) Antenna Tip 123.97 123.97 123.97 ! 'Antenna Tip 123.97 123.97 123.97 (fteAnnGL(for EME) i`eight AGL(for EME) ft Mechanical 1 2 3 :Mechanical 0 2 0 Downtilt(deg) • ;Downtilt(deg) Adjustable ;Adjustable 7 t/•(�.px/ 7,1 Electrical 1Electrical Downtllt(deg) !Downtilt(deg) Feedllne Length i !Feedline Length v.3 (ft) iftt) Number of Lines 1 1 1 'Number of Lines 2 2 2 per Antenna !per Antenna Feedllne Model 'Feedline Model • Number Number RAD)Center(ft 120.00 120.00 120.00 .RAD Center(ft 120.00 120.00 120.00 AGL_---_.--'--_..._.__ ;AGL)_._._..-_.. ._..._........_.. .. ._.-. .......—._ -....._..— ---'--.__ Service Type:700 Upper 6 Service Type:700 Upper CURRENT 6 PROPOSED Sector 0407-Alpha 0407-Beta 0407-Gamma Sector 0407-Alpha 0407-Beta 0407-Gamma Antenna Quantity I 1 I 1Antenna Quantity 1 1 1 (Tx+Rx) i(Tx+Rx) Manufacturer ANTEL ANTEL_-___ANTEL.__..._-_ • •Manufacturer___ANTEL ANTEL ANTEL 1 `Model Number BXA-70080-8CF-4 BXA-70080-8CF-4 BXA-70080-80F. 1Model Number BXA-70080-8CF-4 BXA-70080-8CF-4 8XA-70080-8CF- 6-750MHZ i 6-750MHZ l Antenna gain 15.0 15.0 15.0 :Antenna gain 15.0 15.0 150 (dBd) :(dBd) Antenna 79 79 80 !Antenna 79 79 80 Beamwidth(deg) iBeamwidth(deg) Sector Azimuth 30 140 280 ! !Sector Azimuth 30 140 280 (deg TN) ! I(deg TN) Antenna Tip 123.98 123.98 123.98 ! ;Antenna Tip 123.95 123.95 128.95 Height(tor EME) I " . 'Height(for EME) (ft AGL) j I(ft AGL) • !Mechanical 2 2 3 !Mechanical 2 2 3 1 Downtilt(deg) I Downtilt(deg) Adjustable 'Adjustable Electrical Electrical ` • Downtilt(deg) 1Downtlit(deg) Feedline Length i iFeedline Length (ft) i(tt) Number of Lines 2 2 2 'Number of Lines 2 2 2 per Antenna ! !per Antenna Feedline Model I iFeedline Model • Number ) !Number RAO Center(ft 120.00 120.00 120.00 I RAD Center(ft 120.00 120.00 120.00 AG!)--__.. .._..._..'--------------- ---_. . __...._._..._..._..._.. i `AGL)- -- Service Type: - ._____ PCS A I Service Type: PCS A CURRENT I PROPOSED :Sector 0407-Alpha • 0407-Bata 0407-Gamma ! !Sector 0407-Alpha 0407-Beta 0407-Gamma 'Antenna Quantity 1 1 1 `Antenna Quantity } i I i(Tx+Rx) 1(Tx+Rx) Manufacturer ANTEL ANTEL ANTEL IManufacturer ANTEL ANTEL ANTEL 'Model Number BXA-185090/8CF BXA-185090-8CF- BXA-185090/8CF ' `Model Number BXA-185090180E BXA-185090-8CF- BXA-185090/8CF 2 4 I 2 4 Antenna gain 16.6 16.6 16.6 i '!Antenna nna gain 16.6 16.6 16.6 ,( ) 'Antenna 93 88 90 'Antenna 93 88 90 Beamwidth(deg) j 1Beamwldth(deg) Sector Azimuth 30 140 280 - i ;Sector Azimuth 30 140 280 (deg TN) I(deg TN) Antenna Tip � 124.05 124.05 124.05 (Antenna Tip 124.05 124.05 124.05 Height(for EME) 'Height(for EME) (ft AGL) I(ft AGL) _ Mechanical 1 2 3 - `Mechanical 1 2 3 Downtilt(deg) I Downtih(deg) Electrical Adjustable 'Adjustable A 10,2 , �f !♦_ 'yrt (deg) IDown Downtilt(deg) ! �r 4 +o'• +" '' Downtilt de l jDoctric d Feedline Length ' ,Feedline Length 1if) j in ;Number of Lines 2 2 2 !Number of Lines 2 2 2 iperAntenna :per Antenna 'Feedline Model Feedline Model Number 'Number RAD Center(ft 122.00 122.00 122.00 i ;RAD Center(ft 122.00 . 122.00 122.00 !LGL LAGS- I Service Type:AWS A 1 s YP Service Type:AWS A I CURRENT I PROPOSED ' 'Sector ` !Sector 0407-Alpha 0407-Beta 0407-Gamma l !Antenna Quantity 1 ;Antenna Quantity 1 1 1 l I(Tx+Hz) ! 1(Tx+Rx) i !Manufacturer {Manufacturer AMPHENOL AMPHENOL AMPHENOL i !Model Number ' Model Number HTXCW331821R0 HTXCW331821R0 HTXCW331821R01 i I '000 000 000 i !Antenna gain l ! dAntenna gain 16.3 153 153 I dBd i Antenna 'Antenna 42 42 42 Beamwidth(deg) ;Beamwidth(deg) 'Sector Azimuth ;Sector Azimuth 10 150 280 (deg TN) .-i 1(deg TN) 1 Antenna Tip !Antenna Tip 123.46 123.46 123.46 Height(for EME) i Height(for EME) (ft AG L) I l(ft AGL) 'Mechanical i •i Mechanical 0 0 0 I Downtilt(deg) l Doj ntitt(deg) . 1 !Adjustable El ustable e 5 A 2 Uo !N Electrical ' 4Dow Electrical {/ . ' �Downtilt(deg)__.._._..._._.___ J 6 7- S ; r 1 { . F s FeedlfneLength i :Feedline Length j(ft) i (ft) 'Humber of Lines ;Number of Lines 1 0 • 0 _ per Antenna - 'per Antenna I Feedline Model '-"- i Feedline Model Hybrid 'Number (Number RAD Center(ft ;RAD Center(R 120.00 120.00 120.00 AGL) •_AGL -------._—._._.._._. _- _ Service Type: AWS B Service Type: AWS B I ( CURRENT PROPOSED Sector 'Sector 0407-Alpha 0407-Beta 0407-Gamma • Antenna Quantity :Antenna Quantity 0 0 0 I(Tx+Rx) •• (Tx+Rx) 'Manufacturer • Manufacturer AMPHENOL AMPHENOL AMPHENOL 'Model Number Model Number H7XCW331821R0 HTXCW331821R0 HTXCW331821R0; OOG OOG 00G Antenna gain ,Antenna gain 15.3 15.3 15.3 i(dBd) (d Antenna :Antenna 42 42 42 Beamwidth(deg) I Beamwidth(deg) Sector Azimuth ,Sector Azimuth 10 150 280 (deg TN) ;(deg TN) (Antenna Tlp Antenna Tip 123.46 123.46 123.46 Height(for EME) !Height(for EME) j(ft AGL) - l(tt AGL) Mechanical ;Mechanical 0 0 0 Downtilt(deg) ;Downtilt(deg) - Il Adjustable ; Adjustable Electrical i Downtilt(deg) {Downtilt(deg) Feedline Length I Feedline Length (tt) ;(ft) 'Number of Lines i ;Number of Lines 0 0 0 per Antenna 'per Antenna IFeedline Model ;Feedline Model Hybrid Number [Number IRAD Center(It . ,RAD Center(tt 120.00 120.00 120.00 ,. AGL) _.__.____.--- --- --- -. - ------------- 'AGL.)._.-_ .. ._..----..__. ..._.._-._._...__._._......----- ------.i Following are Dual Band Antennas in the proposed configuration: - AMPHENOL/ HTXCW331821 R000G - ANTEL/ BXA-70080-8CF-4 _ Comments : add(6)notch filters on the tower CMN917-02 between RRU and AWS antennas(15.474x7.74'x4.15",22lbs) Add(1)RCMDC-3315 PF-48 surge protection unit at antennas(25.66?x15.73?x10.25?,26.9 Ibs Add(1)RCMDC-3315 PF-48 surge protection unit at CABINETS(25.66?x15.73?x10.25?26.9 lbs) Add(3)Remote Radio Heads units to be mounted close to the AWS antennas on the rooftop:(HxWxD=20?x 17?x7.2?,50.3 lbs each) 'Add(1)Integrated hybrid fiber and power cables 1.09? diameter:Andrew RFF?16SM?808?418?APE where(3)remote units will be .fed by the(1)hybrid cable antenna sector configuration:see IT attachment AWS antennas,will be fed by the Remote units_ I ... . • PAUL J. FORD AND COMPANY STRUCTURAL ENGINEERS 2SO East Broad Steel•Suite 1500•Cok,mbur,Ohio 4321S STRUCTURAL ANALYSIS REPORT PJF Project No.: 248114)003 Structure: Existing 245-ft Self-Supporting Tower Manufacturer: Ehresmann Engineering,Inc.. Year of Mfr: 2009 Location: Port Townsend,Washington Site Name: Sequimmwrelo Site Number. WA1 Prepared For. Ehresmann Engineering `-oomts 1,7f� 4400 W. 31st Street �0~4c Sp1J Yankton, SD 57078 (L?$ :44 its c '— Sl fi% �12 _7 April 15, 2011 , 1 un ti° 1<PIRES:2_g-13 Analyzed by: Reviewed by: Christina M. Hedges, E.I,T. Joseph Pachicarah Jacobs, P.E. Structural Engineer Project Manager chedgesOpjfweb.com jjacobs@pjfweb.com COLD BUS, OHIO ORLANDO, FLORIDA ATLANTA, GEORGIA ATHENS, GEORGIA (614)21-6679 1407).393-9034 (4041 266-2407 . (7061 369-1213 Founded in 1965 - Www-eift e6-cern - ffmoloree owned Since 1994 1 • Page 2 of.5 PAUL J. FORD AND COMPANY April 15, 2011. STRUCTURAL ENGINEERS PJF#2081,1-0003 250 East Broad Street-Suite 1500•Columbus,Ohio 43215 Port Townsend,Washington Ehresmann Engineering Sequimmwrelo WA1 Executive Summary Design Standard: Paul J. Ford and Company has analyzed the existing Sequimmwrelo tower in accordance with the Telecommunications Industry Association Standard ANSI/I-IA 222-G for the following design wind velocities: 100 mph 3-second gust of wind without ice 30 mph 3-second gust of wind with 0.5"radial ice 60 mph (Operational)3-second gust of wind without ice Structure Class 11(Importance Factor = 1.00) Topographic Category Exposure Category"C" Antenna Loads: The existing 245-ft self-supporting tower was analyzed for the antenna and coax loading listed on page 3 of this report. Stresses: When the existing tower is analyzed in accordance with the above mentioned code requirements to support the proposed antenna load it is stressed to 101.2% of its safe capacity.. We feel this slight reduction in safety factor is acceptable and the tower meets the minimum code requirements as it now stands. Twist and.Sway: At the operational wind velocity noted above, the twist is 0.0225 degrees and the sway is 0.1852 degrees for the microwave antenna at an elevation;of 180-ft. Existing Foundations: We calculated the capacity of the existing foundations using the recommendations of the geotechnical report that was provided to us. Our calculations indicate that the existing foundations are adequate to support the revised foundation loads indicated in our structural analysis. • • PAUL J. FORD AND COMPAN.Y Page3of5 April-1.5, .2011. STRUCTURAL ENGINEERS PJF#24811-0003 250 East Broad Street•Suite 1500•Columbus,Ohio 43215 Port Townsend, Washington 1 Ehresmann Engineering Sequimmwrelo WA1 • Tower History: The Sequimmwrelo tower was originally designed and manufactured by Ehresmann Engineering, Inc. in 2009. This model 245' SSTA self-supporting tower is Ehresmann Engineering, Inc. job number 76420. Paul J. Ford and Company, was supplied with the original tower and foundation design drawings. Project Description: Ehresmann Engineering has asked_Papl J,._Ford and Company to provide a structural analysis of the existing 245-ft self-supporting tower located in Port Townsend, Washington. In this analysis, we considered the addition of the proposed loading listed below. Proposed Antenna and Feedline Loading: Our structural analysis was completed considering the following antenna and feedline loading: Status Elev. Antenna Coax Proposed 1.80 { (1) 8' Dish w/radome (1) EW65 Existing. 145 (1) P2-57W (1) EWP90 • (6) LPA-80090/8CF Proposed 120 (3) BXA-185090/8CF (18) 15/8 (3) BXA 70080/8CF (3) '14'T-Frames • (12) 8'x 1' Panel Future 100 (12) 1 5/8 (3) 14'7-Frames Existing 95 (1) PAR8-59 (1) EW63 Future 80 (12) 8'x 1'Panel (12) 1 5/8 (3) 14'T-Frames Existing 65 (1) PARE-59 (1) EW63 � Proposed 55 (1) Andrew 6'w/Radome (1) EW105 • Note:The antenna feedlines were assumed to be equally distributed to all three tower faces per the attached sketch. if this arrangement cannot be accomplished in the field then Paul J- Ford and • Company shall be contacted to re-evaluate the structural analysis of this.tower. Structural Analysis: Our structural analysis of this tower was completed according to the recommendations of the "Structural Standards for Steel Antenna Towers and Antenna Supporting Structures", ANSVTIA-222-G. - This standard recommends that the tower be designed for a minimum 100 mph 3-second gust of wind (at 33 ft above grade) for Jefferson County. We also considered a reduced design wind gust of.30 mph with a simultaneous 0.5 inch solid radial ice accumulation. The self-supporting. tower was analyzed as a three-dimensional space truss using finite element software. s w Page 4 of 5 PAULA. FORD AND. COMPANY AprilI5,. 2011. STR U CTU RA L ENGINEERS PJF#248'11-0003 250 East Broad Street-Suite 1500-Columbus,Ohio 43215 Port Townsend,Washington Ehresmann Engineering Sequimmwrelo WA1 Results: Our structural analysis of the existing Sequimmwrelo tower indicates that the diagonals from elevations 80-ft to 60-ft,are stressed to 101.2% of their safe capacity. These are the structural components that control the capacity of the tower. This slight reduction in safety factor is acceptable in our engineering opinion. With the information that was provided to us, we were able to calculate the capacity of the existing foundations. Our calculations indicate that the existing foundations are adequate to support the revised foundation loads indicated in our structural analysis. Conclusion: Paul J. Ford and Company performed a structural analysis of the existing Sequimmwrelo tower in accordance with the Telecommunications Industry Association Standard ANSI/T1A-222-G. Our analysis indicates that the tower is adequate as it now stands to safely support the proposed antenna loading without the need for any modifications. We calculated the capacity of the existing foundations using the recommendations of the geotechnical report number WA07-14612-GEO by Adapt Engineering dated April 5, 2007. Our calculations indicate that the existing foundations.are adequate to support the revised foundation loads indicated in our structural analysis. I We hope that this analysis satisfies your current needs. If you have any questions concerning our analysis,or if we can be of further service to you, please feel free to contact us at(614).221-66.79. Sincerely, PAULI.FORD.AND COMPANY eia;)--* Christina M. Hedges, E.I.T. Structural Engineer • r ., • . al Page 5 of 5 PAUL J. FORD AND 'COMPANY April•15, 2011 STRUCTURAL E N G I N ERS PJF#248110003 1 250 East Broad Street•Suite 1500•Columbus,Ohio 43215 i Port Townsend,Washington Ehresmann Engineering Sequimmwrelo WA1 STANDARD CONDITIONS FOR FURNISHING OF PROFESSIONAL ENGINEERING SERVICES ON' EXISTING STRUCTURES.BY PAUL J.FORD AND COMPANY 1) Paul J. Ford and Company has not performed a site visit to verify the tower member sizes or the antennakoax loading. We were providedwith the original tower manufacturers drawings. If the existing conditions are not as represented on these drawings, we should be contacted immediately to evaluate the significance of the deviation. 2) No allowance was made for any damaged, missing, or rusted members. Theanalysis of this tower assumes that no physical deterioration has occurred in any of the structuralcomponents of the tower and that all the tower members have the same load carrying capacity as the day the tower was erected. 3). It is not possible to haveall the very detailed information to perform a very thorough analysis of every structural sub-component of an existing tower. The structural analysis by Paul J. Ford and Company verifies the adequacy of the main structural members of the tower. Paul J.Ford and Company provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. 4) This tower has been analyzed according to the minimum design wind loads recommended by the Telecommunications Industry Association Standard ANSITrIA 22-G. If the owner or local or state agencies require a higher design wind load,. Paul J. Ford and Company should be made aware of this requirement. 5) The attached sketches are a schematic representation of the tower that we have analyzed. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions and for the proper fit and clearance in the field. 6) Miscellaneous items such as antenna mounts etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a . reputable tower manufacturer. 11.1.1111111111111 • • Joh oh Page 245'EEI SIS Tower Port Townsend,WA 1 of 14 Paul I Ford and Company Project Date 2506 Broad Street Suite 1500 SEQUIMMWRELO(24811-0003) 10:40:1504/15/11 Columbus,OH 4321.5 Client Designed by Phone:61#.221.6679 F4 -614,448.4105 • EEI Christina Hedges Tower Input Data The main tower is a 3x free standing tower with an overall height of 245.00 ft-above the_round line.. The base of the tower is set at an elevation of 0.00 ft above the grotmd line. The face width of the tower is 5.05 ft at the top and 24.77 ft at the base_ This tower is designed using the T1A-222-G standard_ Thefollowing design criteria apply: Tower'is located in Jefferson County,Washington. Basic wind speed of 100mph, Structure Class JL Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thicloaess of 0.5000 in. Ice thickness is considered to increase with height Ice density of 56 pcf. • A wind speed of:30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. Anon-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Options Consider Momerts-Legs Distribute Leg Loads As Uniform Treat Feedlinc Bundles As Cylinder Consider Moments-Horizontals Assume Leas Pinned Use ASCE 10 X-Bracc Ly Rules Consider Moments-Diagonals d Assume Rigid Index Plate 1i Calculate RedundantBracing Forces Use MdrnentMagniScarion '1 Use Clear Spans For wind Area d Ignore Redundant:Members in FA 4 Use Code Stress Rados J Use Clear Spans For KL/r SR Leg Bolts Resist.Compression Use Code Safety Factors-Guys Revision Guys To Initial Tension - ^/. All Leg Panels Have Same Allowable Escalate let Bypass Mast Stability Check Offset Girt At Foundation Always Use Max Kr Use Azimuth Dish Coefficients Consider Feedline Torque' Use Special Wind Profile -J ProjectwindAna ofApp,rt J Include Angle Block Shear Check Include Bolts in Member Capacity Autocatc Torque Amt Areas Poles 11 Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interacting) Secondary Horizontal BtacesLeg Sort Capacity Reports By Componert Always Use Sub-Critical Flow Use Diamond inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Moulted Sockets Add IBC:6D-1-W Combination Iter- • Job Page R'rSAi. wen 245' EE S/S Tower Port Townsend,WA 2 of 14 Paul'Ford and Company. Project Date 250E Broad Street Suite 1500 SEQUIMMWRELO(24811-0003) 10:40:15 04/15/11 'Columbus,0H43215 Client Designed by Phonic.614.221.6679 EEI Christina Med es FAX:614.448.4.105 g Wind SBO 1 Leon . Wind on TA dz. - Leg G • Leg 8 Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower .4sserrbly Description - Section Number Section Section Elevation Database Width of Length Sections f fr ll Ti 245.00-240.00 5.05 l 5.00 T2 240.00-220.0.0 5.05 1 20.00 13 220.00-200.00 5.05 1 20,00 T4 200.00-180.00 5.05 1 20.00 Ti 180.00-160.00 7.03 1 20.00 T6 160,00-140.00 9,00 1 20.00 T7 140.00-120.00 1097 1 20,00 T8 -120,00-100.00 12.94 1 20.00 T9 100.00-80.00 - 14.91 1 20.00 T10. 80.00-60.00 16.89 1 2.0.00 T11 60.00-40.00 _ 18.85 1 20,00 T12 40.00-20.00 20.83 1 20.00 T13 20:00-0.00 22.80. 1. 20.00 Tower Section Geometry (cont'd) Tower TotverDiagonal Bracing Has Has Top Girt Bottom Girt ! Suction Elovatlon Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 245.00-240,00 5.00 XBrace No No 0.0000 0.0000 T2 240.00-220.00 5.00 XBrace No No 0.0000 0,0000 T3 220.00-200.00 5.00 X Brace No No 0,0000 00000 T4 200.00-160.00 5.00 XBrace No No 0.0000 0.0000 15 ' 180.00-160,0D. 5.00 XBracc No NO 0.0000 0.0000 Job Page 1 RISATower 245'EEI S/S Tower Port Townsend,WA 3 of 14 Paid Ford and Company Date 250 S Brood Street Suite JSaa SEQUIMMWRELO(24$11-0003) 10:40:15 04/15/11 Columbus,OH 43215 Client I Designed by ' Phone;614.221.669 EEI Christina Hedges F.LY 614.44614.44841055 9 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End fi ft Panels in in T6 160.00-140.00 6.67 X'Brace No No 0.0000 0.0000 T7 140.00-120.00 6.67 X Brace No No 0.0000 0.0000 T8 120.00-100.00 10,00 XBrace No No 0.0000 0.0000 1 19 100.0040.00 10.00 XBrace No No 0.0000 0.0000 T10 80.00-60.00 10.00 X Brace No. No 0.0000 0.0000 Ill 6000-40.00 10.00X Brace No No 0.0000 (loom 112 40.0020.00 10.00 XBrace No No 0.0000 0.0000 113 20.00-0.00. 10.00 X•B'race No No. 0.0000 . .0.0000 Tower Section Geometry (conf'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type SLe Grade h. T1 245,00-240.00 Pipe P3x216 A572-50 Equal Angle LI 314x13/411/4 P36 (5014 (36 Icsi) T2240.00-220.00 Pipe P3x216 A572-SO Equal Angle LI 3/4x1 3/4x1/4 .836 (50 ksi) (361x) T3 220.00-200.00 Pipe P35x226 A572-50 Equal Angle LI 314x1 314x114 .436 (50 ksi) (361si) T4200.00-180.00 Pipe P3.5x.226 A572-50 Equal Angle LI 3/4x13/4x1/4 A36 (50ksi) (36 ksi) 75180.00-160.00 Pipe P4x237 A572-50 Equal Anglo LI 314x1 314x1/4 A36 (SO ksi) (36 ksi) T6 160.00-140.00 Pipe P5x,258 A572-50 Equal Angle L7,07-1/16 A36 (50 1ei) (36 ksi) T7 140.00-120.00 Pipe P5x251 A.572-50 Equal Angle L2112x21)2x/16 A36 (50 ksi) (36 ksi) T8120.00-100.00 Pipe P6a.28 A572-50 Equal.Angle L3x3x3/16 A36 (Dial) (36 131) T9 100.00-80.0Q Pipe P6x28 • A572-50 Equal Angle L3x3x5/16 A36 (50 ksi) (36 ksi) T10 80.00-60.00 Pipe P8x322 A572-50 Equal Angle L3 1/2x3 lf2cl/4 .436 (SO 1mi) (36 ksi) T1160.00-40.00 Pipe P8X322 A572-50 Equal Angle 13 t/2x3 1/2x3/8 P36 (50 ksi) - (36 ksi) 772 40.00-20.00 Pipe P8x322 A572-50 Equal Aisle L4x4x5/16 A36 00 ksi) (36 ksi) 11320.00-0.00 Pipe P10x365 A572-50 Equal Angle L4x4x3/8 1136 00 ksi) (36 ksi) Tower Section Geometry (con t'd) Tower Top.Girt Top Girt Top Girt Bottom Girt Baaom Dirt Bottom Girt Elevation Type Sire Crams Type Ste Grade ft T1245.00-240.00 Equal Ante L13/4x13/4x3/16 A36 Solid Round A36 (361si) (36131) 0 Job Page R SATQw�' 245'EEI S/S Tower Port Townsend,WA 4 of 14 1 Paul JFord and Company Project Date 250EBroad Street Salta 1500 SEQUIMMWRELO(24611-0003) 10:40:15 041/5/11 1 Columbus,OH 43215 Client Designed byPhare:614221.6679 EEI Christina Hedges FAX 614.448.4105 • Tower Section Geometry (cont'd) rawer Gusset Grasset Gusset Grade /blurt.Factor Adjust Weight Molt Double Angle Double Angie Elevation' Arca Thickness Al Factor Stitch Bolt Stitch Bolt (yrrface) Ar Spacing Spacing Diagonals-atz Horisontals fr frl in in in T1.245.00- 0.89 0.2500 A36 1.01 1 11 36.0000 36.0000 240.00 (36 ksi) 12240.00- 2.22 0.2500 A36 1.01 1 LI 36.0000 36.0000 220.00 (36 ksi) T3 220.00- 2.22 0.2500 A36 1.01 1 1.1 36.0000 36.0000 200.00 (3613i) T4200.00- 222 0.200 A36 1.01 1 1.1 36.0000 36.0000 180.00 (36 ksi) • 13180.00- 2.22 02500 A36 1.01 1 LI 36.0000 36.0000 160.00 (36 Isi) T6160.00- 4.00 0.3750 A36 1.01 I. 1.1 36.0000 36.0000 140.00 (36 ksi) T7 140.00- 4.00 03750 A36 1.01 1 LI 36.0000 36.0000 520.00 (36 lcsi) TO 120.00- 3.00 0.3750 A36 1.01 1 1.1 36.0000 36.0000 100.00 (36131) • T9 100.00- 3.00 03750 A36 1.01 1 1.1 36.0000 36.0000 80.00 (36 kst) T10 80.00- 3.00 0.3750 A36 1.01 1 1.1 36.0000 36:0000 60.00 (36 ksi) T1160.00- 300 0.3750 A16 1.01 1 1.1 36.0000 36.0000 40.00 (36 ksi) T1240.00- 3.00 0.3750 A36 1.01 1 I.1 36.0000 36.0000 20.00 (36 Ili) T13 20.1)0-0.00 3.00 03000 A36 1.01. 1 1.1 36.0000 36.0000 - (36 ksi) • Tower Section Geometry (cont'd) Tower Leg Leg Diagonal- Top Girt l Bottom Girl MidGlrt Long Horizontal Short1TorLconral Elevation Connection fl type Boll Ste No. Bolt Size No. Bolt Six Na Bolt Sire No. Bolt Sire Na Boil Sire Ho. Bolt Size Na m in in in in in in • TI 245.00- Flense 1.0000 3 0.250 1 0.6250 1 0.6250 0 0.6250 0 0. 250 0 0,6250 0 240.00 A325N A3251 A3251 A325N A325N A325N A325N 72240.00- Flange 1.0000 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 220.00 A325N A325N A325N A325N AD-5/4 A325N A32514 2220.00- -F1an0e 1.0000 3 '0.6250 I. 0.6250 0 0.6250 0 0.6250 0 0.6230 0 0,6230 0 200.00 A325N A3251'I A32514 A325N A325N A325N A32514 T4 200.00- Flange L0000 3 0.6250 I 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0,6250. 0 .180.00 A32514 A325N A32.5N A32514 A32514 A325N A325N T5 180.00- Flange 1.0000 6 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 - 160,00 A325N A325N A325N A3251,1' A325N A325N A325N 4 T6 160.00- ,Flange 1.0000 6 0.7500 1 0.6250 0 0.6250 0. 0.6250 0 0.6250 0 .0.6250 0 140.00 A325N A325N A325N A325N 432514 A325N A325N .i, , T7 140.00- Flange 1,0000 6 0.7500 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 00_50 0 120.00 A3251.1. A325N - A325N A325N A325N .432514 A325N TB 120.00- Flange 1.0000 6 0.7500 1 0.6250 0 0,6250 0 0.6250 0 0.6250 0 0.6250 0 100.00 A325N A32514 A325N A32514 A325N A325N A325N T9100_00; F1$ngc L1250 6 0.7500 1 0.6250 0 0.62511 0 0.6250 0 0.6250 0 0.6250 0 80.00 A325N A325N A325N A32514 A325N A325N A325N Job Page . RIS ILII 11lSA Tawer 245'EEI S1S Tower Port Townsend, WA - 5 of 14 Paid.1 and Company Project Date 250 E.BroadStieet Suite 1500 SEQU(MMWRELO (24811-0003) 10:40:15 04115111 I Columbus,OH-43215 Client Designed by Phoie:614.2214679Christina Hedges FAX:614.448,4105 ��' 9 i Tower Leg leg Diagonal I TOR Gtr! Bottom Girt Mid Girt LongHori=otital Start AorL--onta7 1 Elevation Connection 4! Jt Type BokSke No, Bolt Sae AroBoll Size Na Bolt Ste No. -BoitSte No. Bolt Se No. Boll See No. in in in in in in in T1080.00- Flange 1._1250 9 0"7500 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0,6250 0 60.00 A325N A325N A325N k325N A32514 A325N A325N T11 60,00- Flange L1250 9 0.7500 1 0.6250 0 06250 0 0.6250 0 0.6250 0 0.6250 0 40.00 A325N A325N A325N A325N .A3251‘1 A325N A325N T1240.00- Flange 1.2500 9 0.7500 1 0.6250 0 0.6250 0 0,6250 0 0.6250 0 0.6250 0 20.00 A325N A325N A32511 A325N A325N A325N A325N T13 20,00-0.00 Flange 1.5000 9 0.8750- 1 , 0.6250 0 0.6250 0 0.6250 0 0.6250. "•0 0.6250 0 • A615-75 A32514 A325N A3251,1 A325N A325N A3254,1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow 'Component Placement Total Number Clear Width or Perimeter Weight or Shield 7)79e Number Per.Row Spacing Diameter Leg ft In in in ph LDF7-50A(I818 A No Ar(GaAs) 120.00-B:0O 18 9 1.0200 1.9800 0,82 . FOAM) LUF7-50A(1.5/8 B No Ar(GaAs) 100.00.-8.00 12. 6 1.0200 1.9800 0:82 FOAM) LDF750A(1-58 C No Ar(CaAa) 80.00-8.00 12 6 1.0200 1.9800 - 022 FOAM) EW63 A No Ar(GaAs) 95.00-8.00 1 1 L4300 13742 0.51 BW63 8 No. Ar(CaAa) 65.00-800 ' I 1 1.4300 1:5742 0.51 EWP90 A No Ar(CaAa) 145.00-8.00 1 1 2.0100 09869 032 EW 65 C No Ar(CaAa) 180,00-8.00 1 1 1.4761 1.4761 0.49 (Proposed) EW 105 B No Ar(CaAs) 55.00-8.00 1 . 1 0.9869 0.9869 0,32 (Proposed) 12'SO Cord A No Ar(CaAa) 125.00-8.00 1 1 0.6300 0.6300 035 12'SO Cord A No Ar(Cake 245.00-125.00 1 1 0.6300 0.6300 035 Discrete Tower Loads - Descrrption Face Offset Offsets: . As-beads Placement ' - CAI C.VIJ _ F1'eight or Type Horr Adjustment Front Side Leg Lateral Yen fi ' it ft' _ le lb 0 . .. Flash Beacon Liehtmg C None 0.0000 245.00 No ice 2.70 2-70 50.00 (Existing) . la"Ice 3.10 3.10 70.00 (2)LPA-80090/8CF A None 0.0000 120.00 No Ice 628 9.26 17,00 (Proposed) 12'Ice 6,85 9.86 72.88 BXA-1850908CF A None 0.0000 120.00 No Ice 3.06 1,87 10.00 - (Proposed) 1/2"Ice 338 2,18 27,60 BXA 7008018CF A None 0.0000 120.00 No Ice 6.28 9.26 100 (Proposed) id`Ice 6.85 926 72.88 (2)LPA-80090/8CF B None 0.0000 120.00 No Ice 631 926 22.00 (Proposed) 12"Ice. 6.85 9.86 7288 BXA 18509018CF B Noce 0.0000 120.00 No Ice 3.06 L87 10.00 (Proposed) 12"Ice 3.38 118 27.60 BXA70080/8EF B None 0.0000 12000 No Ice 628 9.26 2200 (Proposed) 12"Iie 6.85 916 7218 iii• • • • • • • 7 Page RISATTwer Job B 245'EEI S/S Tower Port Townsend,WA 6 of 14 Paul J Ford and Company Project Date 250 E.Brood Street Suite 1500 SEQUIMMWRELO (2481.1-0003) 1040:1504/15/11 Columbus,OH 4321.5 Client Designed by Phone:614.227,6679 EEI Christina Hedges FAX 61•Y448.4105 9 Deserlpdon Fars Offset Offsets: Azimuth Placement C,v45 CA Weight or Type Harz Atljvertmenl Front Side Leg Latera! Vert ft ft It' .191 lb ft ft (2)LPA-8009018CF C None 0.0000 120.00 No Ice 628 926 22.00 (Proposed) 112"Ice 6.85 9-86 72.88 BXA 185090/8CF C None 0.0000 120.00 No ke ' 3.06 1.87 30.00 (Proposed) - 12"Ice 3.38 2.18 27_60 BXA-70.080/8CF C None • •0.0000 120.00 - No Ice-- 628 926 22.00. - .... (Proposed) 12"Ice 6.85 9.56 7288 EEI 14'TERM(3x)typ A None 0.0000 120,00 No Ice 26.00 26.00 1750.00 (Proposed) 1/2"Re 37.80 37,80 1975..00 • (4)8'x I'Panel A None 0.0000 100.00 No Ice 1147 7.58 34.00 (Future) 12-Ice 12.08 8.17 99.59 • (4)B'ic 1'Panel B None 0.0000 100.00 No Ice 11.47 7.58 34.00 (Future) 1/2"Ice 12.08 8.17 99.59 (4)8'x 1'Panel C None 0,0000 100.00 No Ice 11.47 7..58 3400 (Future) 12"Ice 12.08 8.17 99.59 EEI 74'7 FRM(3x)typ A None 0.0000 100.00 No Ice 26.00 26.00 1750.00 . (Future) 12"Ice 37.80 37.80 .1975.00 (4)8'x 1'Panel A None .0.0000 80.00 No Ice 11.47 738 34.00 (Future) 12"]cc 12.08 8,17 99.59 (4)8'x l'Panel B None 0.0000 80.00 No Ice . 11,47 7.58 34.00 (Future) 1/2"Ice .12.08 8.17 99.59 (4)8'X 1'Panel C Note. 0,0000 80.00 Na Ice 11.47 7.58 34.00 (Future) 1/2"Ice 12.08 8.17 99.59 EEL 14'T-FRM(3x)typ A None 0.0000 80.00 No Ice 26.00 26.00 .1750.00 (Future) 1/2"toe 37.80 37.80 1975.00 Dishes Description Face Dish Offset Offsets' Azimuth 3dB Elevation Outside Aperture Weight er Type Type Hors Adjustment Beam Diameter Area • leg Lateral Width Vert t " fl f+ ft' lb PAR8-59 B Paraboloid From .1.00 Worst 95,00 8.00 No1ce 50,26 251.00 (E cistin•) w/Radome Lm 0.00 112"Ice 51.29 514,30. 0.00 PARE-59 C Paraboloid From I.00 Worst 65.00 6.00 No Ire 2827 143.00 (Existing) w/Radome Leg 0.00 112."[cc 29_05 292,13 0,00 P2-57W C Paraboloid From LOU Worse 145.00 2.00 -No Ice 3.14 25.00 (Existing) W/Radome Leg 0.00 ha"Ice 3.41 42.49 0.00 Andrew 6'w/ltadomc B Paraboloid From 1.00 Worst 55.00 6.00 No Ice 28.27 380.00 (Proposed) iv/Radome Leg 0.00 1/2"Ice 29.07 450.00 0.00 _ 8'Dish wlRadome C Paraboloid From 1.00 Worst 180.00 8,00 No Ice 50.21 391.00 • (Proposed) w/Radome Leg 0.00 1/2"Ice 51.32 683,00 0.00 • Load Combinations r { • Joh Page 1J1"SATa.wer 245' EEI S/S Tower Port Townsend,WA 7of 14 Paul'Ford and Company Project Date 250-EBrood.Stove Stella 1500 SEQUIMMWRELO(24811-0003) 10.40:15 04/15/11 Columbus,OH 43215 Client Designed by Phone:614.221.0679 E7=1 Christina Hedges FAX 614.448.4105 Comb_ ()ascription. No. 1 Dead Only 2 12 Dcad+1.6 Wind 0 den-No Ice 3 09 Dead+1.6 Wind 0 deg-No lee 4 12 Dead+1.6\Vind30 deg-No Ice 5 09Dcad+1.6Wind 30deg-No Ice 6 ]2Dead+l.6Wind 60deg-No Ice 7 09 Dead+1.6 Wind 60 deg-No Ice 8 12 Dcad+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 12 Dcad+L6.Wind 120 deg-No lee . 11 09 Dead+1.6 Wmd 120 deg-No Ice 1.2 1:2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 130 deg-No Tee 14 12 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 12 Dead+1.6 Wind 210 deg-14o Ice 17 0.9 Dead+1.6 Wind 210 deg-Nola IR 12 Dead+1.6 Wind 240 deg-No lee 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 27D deg-No lee 21 0.9 Dcad+1.6 Wind270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice r. 23 0.9 Dead+1.6 Wmd 300 deg-No Ice. i! 24 12 Dead+1.6 Wmd 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 36 1.2Dead+LO1ce+1.0 Temp 27 12 Dead-ILO Wind 0 deg+L0lce+1.0 Temp 28 12 Dezdtl.0 Wind 30.deg+l.O Ice+1.0 Temp 29 12Dead+1.0 Wind 60 deg+1.01ce+1.OTemp 30 1.2 Dead+1.0 Wmd 90 deg+1.0 Ice+1.0 Temp 31 12 Dead+1.0 Wind 120 deg+l.0 lr.e+1.0 Temp 32 1.2 Death-1.0 Wind 1.50 deg-.1.0 1rr.1.0 Temp 33 1.2 Dead+1.0 Wind ISO dcg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1,0 Jcc+1.0 Temp 35 12 Dead+1.0 Wind 240 deg'.-l.0Ice+1.0 Temp 36 12 Dead+1.0Wind 270 dcg+1.0 Ice+1.0 Temp. 37 12 Dead+1.D Wind 300 dcg+1.0 Iee+1.0 Temp 38 1.2 Dead+1.0 Wind 330 dcg+1.01ce4-1.0 Temp 39 Dead+Wind.0 deg-Service 40 Dead+Wind 30 deg-Sete ice 41 Dead+W-md 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 2I0 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind270 deg-Service 49 Dead+Wind 300 deg-Service 50. . Dead+Wind 330 deg-Service Maximum Reactions Location Condition Gov_ Vertical Horaonral,X Horieonta42 Load lb lb lb Comb. Leg C Max"Vert 18 32647259 35508.43 -19902.62 ' Max.I 18 32647259 3550&43 -19902.62• . Max.El. i 237002.17 -25504.17 17243.69 Job Page SA Tower 245'EEI S/S Tower Port Townsend,WA 8 of 14 - Paull Ford and Company Project Date 350 E.EroadSaver Suite t500 SEQUIMMWRELO(24811-0003) 10:40:15 04/15/11. Cohonb,is,01/43215 Client Designed by Phone:514,2214679 EEI Christina Hedges F:04 6.1.1.48.4.1059 Location. Condition Gov. Vertical Horftontal,X Nortontal,Z Load lb lb lb Comb. Min.Vert 7 -272098.77 -30832.98 17198,10 Min.IL 7 -272098.77 -30832.98 17198.10 Min.H, 18 32647239- 35508.43 -19902.62 'LegB Max Vert 10 326749.19 -35452.40 -20010.41 Max-H, 23 271891.49 30769.48 172.99.79 Max.1-1., 25 -23679555 25397.65 17423.37 Mtn.VM 23. -271891.49 30769.48 17299.79 Min.H, 10 326749.19 35452.40 -20010.41 - Min-H; 10 326749.19 33452:40 -20010.41 Leg A Max.Yeti 2. 326150.74 12136 40696,42 Max.H, 21 13018,86 4492.32 1176,85 Max.H, 2 326150.74 121.36 40696.42 Min,Vert 15 -272339.81 -119.81 -35305.85 Min.1-1,, 9 13018,76 -487.79 1176.78 Min.1-L 15 -272339.81 -119.81 -35305.85 i Maximum Tower Deflections - Service Wind Section Elevation ]fors Gov. Tilt Twist Na Deflection Load fi In Comb. T1 245-240 6.443 47 02371 0.0225 72 24D-220 6.195 47 0.2370 0,0225 73 220-200 5.205 47 02321 0,0225 TA 200-150 4256 47 02141 0.0226 15 180-160 3.413 47 0.1852 0.0225 T6 160-140 2683 43 0.1576 0.0147 Tl 140-120 2.055 43 0.1336 0.0093 T8 120-100 1522 43 0.1122 0.0064 19 100.-80 1,070 43 0.0531 0.0053 T 1 0 80-60 0.703 . 43 0.0712 0.0041 111 60-40 0.407 43 0.0547 0.0029 71'2 40-20 0.192 43 0.0358 . 0,0018 ' 113 20-0 0.057 43 0.0453 0.0008 Critical Deflections and Radius of Curvature- Service Wind Elevation Appwrienmree Gov, Deflcdlon Tilt Ti,dst Radiusof Load Curvature ft Comb_ in ft 245,00 Flash Beacon Lighting 47 6.443 02371 0.0225 Int 180,00 8'131shw/Radome 47 3.413 0.1852 0.0225 42618 145.00 P2-37W 43 2.203 0.1411 0.0103 48368 120.00 (2)1.P4-S0090/8CF 43 1.522. 0,11.22 0,0064 61449 100,00 (4)8'x l'Panel 43 1,070 0:0931 0.0053 52189 95.00 FARS-59 43 0.970 0.0877 0.0050 .55909 80.00 (4)8'x 1'Panel 43 0,703 0.0712 0.0041 75258 65:00 PAR6-59 43 0.474 0.0587 0.0032 59145 53,00 Andrew 6'w/Radome 43 0346 0.0504 0.0026 57169 • I ii Job Page f RISAT awet 245'EEI S/S Tower PortTownsend,WA 9 of 14 Gate - Pail IFord and Company Project • 2505.Brood Street Suite 1500 SEQUIMMWRELO(24811-0003) 10:40:15 04/15/11 Columbus.01143215 Client Designed by Phare 614.221.6679 EEI Christina Hedges FAX:674.448.4105 Maximum Tower Deflections - Design Wind Section Elevation Hot Gov. Tilt Twist No: Deflection Lood f< in Comb. . TI 245-240 28.542 18 L0490 0:1002 12 240-220 27.443 18 L0488 0.1002 T3 220-200 23.063 18 1.0269 0.1002 T4 200-180 18.867 18 09465 0.1003 T5 180-160 15.142 18 0.8181 0.1000 • T6 160.-140 11.910 10 0.6976 0.0653 T7 140-120 9.120 10 0.6010 0.0413 T8 120-100 6.749 10 0.4980 0.0283 T9 100-.80 4.743 10 0.4130 0.0236 T10 SO-60 3.117 10 0.3155 0.0183 T11 60-40 1.806 10 0.2424 0.0129 T12 40-20 - 0.854 10 0.1588 0.0080 T13 20-0 0254 . 10 0.0678 0.0034 Critical Deflections and Radius of Curvature- Design Wind Elevation Appurtenance Goo. Deflection Tilt Twist Radon of Load Curvatura ft Comb. ' in o ° ft 245.00 Flash Brawn Lighting 18 28442 1.0490 0.1002 682.645 180.00 8`Dish atlRadome 1.8 15.142 0.8181 0,1000 9727 145.00 P2-57W 10 9.177 0.6253 0.0459 10999 120.00 (2)LPA-80090/8CF 10 6.749 0.4980 0.0283 13928 100.00 (4)8'x9'Panel 10 4.743 0.4130 . 0.0236 11769 95.00 PARS-39 10 4303 03889 0.0224 12602 80.00 (4)8'x 1'Panel 10 3.117 • 0:3155 0.0183 16965 65.00 PAR6-59 10 2.102. 02600 -0.0142 13332 55.00 Andrew 6'w•/Radome 10 1.534 0.2235 0.0117. 12895 Bolt Design Data Section Elevation Component Bolt Bolt Sim Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of 'Load per Load Load Ratio ft in Bolts Boit lb Allowable lb TI 245 Leg A325N 1.0000 3 41.85 53014.40 0.001 ;/ 1 Soh-Tension Diagonal A325N 0.6250 1 192.30 8971.88 0.021 V 1. Member Block Shear Top Girt A325N 0.6250 1 1735 6728.91 0.003 4/ 1 Member Block Shear - 72 240 Leg A325N 1.0000 3 24043 53014.40 0.005 1 Bolt Tcnsioa Diagonal .A325N 0.6230 1 1054.98 8971.88 O,118 ✓ 1 Member Dledt Shear T3 220 Leg A325N 1.0000 3 275790 53014.40 0:052 V 1 Bolt Tension Diagonal A325N 0.6250 1 1895.89 5971.88 0211 41 1 Member Block Shear T4 200' Leg A325N 1.0000 3 747721 53014.40 0,141 I✓ 1 Bolt Tension • 'i • • Job Page . SATOWeT 245' EEI S/S Tower Port Townsend,WA 10 of 14 Paul T Ford and Colnpany Project Date 250 E.Broad Shaer Satre 1500 SEQUIMMWRELO(24811-0003) 10:40:15 04/15/11 Columbus,O1f43215 Client _ Designed by Phone:614.221.6679 EEI Christina Hedges FAX 614.448.4105 Sec Non Elevation Component Boll Boll Sim Number Maximum Allowable Ratio Allowable Criteria Na. Type Grade Of Load per Load Load Ratio f1 in Bolts Bult lb Allowable lb Diagonal A325N 0.6250 1 1360.98 8971.88 0.152 V I Member Block. T5 180 Leg A325N 1.0000 6 5541.71 53014.40 0.105 V 1 Bolt Tension Diagonal A325N 0.6250 1 2771.11 8971.88 0.309 ✓ 1 Member Block Shear 76 160 Leg A325N 1.0000 6 8160.06 53014.40 9154 / 1 Bolt Tension Diagonal• A32554 0.7500 1 3128.86 7544» V 0.415 1 Member Block Shear T7 140 Leg A325N 1.0000 6 1.057530 53014.400.1994-4/ 1 Bolt Tension V Diagonal A3257 0.7500 1 36236 940430 0385 1 Member Block Shear T8 120 Leg A325N 1.0000 6 13519.40 53014.40 0257 ✓ 1 Bok Tension Diagonal A32524 0.7500 1 6223.17 1042380 .0.597 V 1 Member Block V' Shear T9 100 Leg A325N 1.1250 6 17339,10 67096.30. 0.258 v 1 BoltTension Diagonal .A32514 0.7500 1. 9917.06 17373.00 0.571 ✓ 1 Member Block Shear T10 SO Leg .1325731 L1250 9 15710.30 6709630 0227 V 1. Bolt Tension Diagonal A325N 0,7500 1 12288.10 14355.00 0.856 V 1 Member Bearing 7311 60 Leg A325N 1.1250 9 1935450 67096.30 0.288 V 1 Bolt Tension Diagonal A325N 0.7500 1 13801.60 17892.40 0.771 V1 Bolt Shear T12 40 Leg A325N 1.2500. 9 23501.60 82835.00 0284 4/ 1 Bolt Tension Diaeonal A325N 0.7500 1 14349.40 17892.40 0 802 4-/} 1 Bolt Shear T13 20 Leg A615-75 1.5000 9 27492.80 99402.00 02 ✓ 77 1 Bolt Tension Diagonal 432524 0.8750 1 15007,90 24353.50 0.616 V 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Si,.. L L. KUr A P, 443, Ratio No. P. fi ft fr Int lb lb P. Ti 245-240 93x216 5.00 5.00 51.6 22285 -28076 82563.00 0.003 t K=1.D0 V 72 240-220 93x.216 20,00 5.00 51,6 22285 -7315.92 82563.00 0.0891 - 10=1.00 T✓ T3 220-200 P35x.226 20.00 5.00 44.9 16795 -23264.90 104062.00 0.224.' K=1.00 4/ T4 200-180 P3Sx226 20.03 5.01 . 45.0 16795 -36756.70 104013.00 0353 t K=1.00 4, 13 180-160 P4x237 20.03 5.01 39.8 3.1741 -5449730 127221.00 0.4281 s K'1,00 4/ • T6 160-140 PSx258 20.03 6.68 42.7 4.2999 -7100220 169374.00 0.419' • A L Job Page RISATawer 245'EEI SIS Tower Port Townsend,WA 11 of 14 Paul iFord and Company Project - Date 250 E.Broad Street Suit 1507 SEQUIMMWRELO(24811-0003) 10:40:15 04/15/11 Columbux 0H43215 Client Designed by Pham:614.221.6679 EEl Fax 6144484105 Christina Hedges Section Elevation - Sltr L L. Mir A- P. 4P, Raid No. P fr ft ft re fb lb 0.. K=1.00 V T7 140-120 P5x258 20.03 6,68 42.7 42999 -88693.40 169374,00 03241 K-L00 V T8 120-100 P6x28 20.03 I0.02 53.5 5.5813 -111836.00 203690.00 0.5491 K=1.00 4/ T9 100-80 P6x.28 20,03 10.02 53,5 5.5813 -146314.00 203690.00 0.7181 K=1,00 1/ 110 80-60 P8x322 20.03' 10.02 40:9 -8.3993 -188501:00 334426.00 05641 K=1.00 V 711 - 60'-40 P8x322 20.03 10.02 40.9 8.3993 -232153.00 334423.00 0.6941 K=1.00 V 112 40.-20 P8x322 20.03 10.02 4D.9 83993 -274713.00 334426.00 0.821' K=1.00 V T13 20-0 P10x365 20.03 10.02 32,7 11.9013 -316246.00 -195536.00 0.6381 K-1.00 y/ 1 P, I bP„Controls Diagonal Design Data (Compression) Section Elevation Six I. L. KVr A P, 4P, Rollo No. P. ft jr ft in' lb lb liP. T1. 245-240 L13/4x13/4x1/4 7.11 3.21 1143 01125 -21790 1316630 0.017' K=1:02 V T2 240-220 L13/44314x114 7.11 321 114.7 0.8125 -I067.38 1316630 0.0811 K=1.02 V 73 220-200 LI 3/4x19/4x1F4 7.11 3.18 113.9 0.8125 -2001.71 13289.40 0.151' K=1.02 V T4 200-ISO Ll 3/4%13/4x1/4 8.42 4.02 141.4 0.8125 -1412.74 9176.18 0.-154' K=1.0.0 4/ 15 180-160 . LI 3/4x13/4x1/4 10.08 4:83 169.8 6.8125 -2754.57 6362:69 0.433 1 Ks1.00 4/ T6 160-140 L2x2x3116 12.56 6.05 184,4: 0.7150 -327439 4752.03 0.689' K-1.00 V T7 140-120 L21/2x21/2.c3/16 14,26 6.91 1675 09020- -3950.10 726156 .0.5441 K1.00 4/ TS 120-100 L3x3x3/16 17.55 859 173.0 1.0900 -6392.92 8226.88 0:777' KL00 V T9 100-80 L3x3x5/16 19.20 9.42 1.91.9 1.7800 -7004250 10914.10 0920' K-1.00 y' T10 80-60 '13 I/2x3 112414 20.91 10.18 176_0 L6900 -12470.10 12321.40 1.012' K=1.00 K 4.9-3(1.01 CK)-197 T11 60-40 1.31/23172x3/8 '1.66 11.06 1932 2.4800 -13801.60 1501240 0.9191 K=1.00 V 112 40-20 L4x4x5/16 24.45 11.95 .181.3 2.4000 -14349.40 16489.20 0.8701 I:=1.00 113 20-6 L4x4x318 26.25 12.74 194.0 2.8600 -1500790 1715920 0.8751 K'1.00 4/ r • Page I . Job RISATTwer 245'EEI S/S Tower PortTownsend,WA 12 of 14 Protect Date Paul.1 Ford artdCornpmry SEQUIMMWRELO (24811-0003) 10:40:15 041/5/11 25o 6.Broad Sauce Sulk 1500 .Columbus 01113215 Client Designed by Phone:611?21.6679 EEI Christina Hedges FAX 61A448.4105 - Section Elevation Sfx L L. KI/r A P. OP, Ratio P, No. 11 ft fl in' ih lb bP. 1..p. I fp,,controls Top Girt Design Data (Compression) V Section Elevation Sire L L. XUr A P. OP. Raba P. Ji fm i lb Ib roP fr : T1 245-240 L13/4x13/420116 5.05 4.49 156.9 0,6211 -27.71 5702.46 0.00' 1C1.00 1 P./4P,controls Tension Checks Leg Design Data (Tension) Section Elwotlon SL-e L L. KO' A P. $P,. Rollo No, P, ft f' ft. n2 lb lb 4413. T1 245-240 P3x216 5.00 5.00 5.1.6 22285 125.54 100281,00 0.001 T2 240.220 P3x.216 2000 5.00 51.6 2.2285 5625.03 100281.00 .0.056' ✓ T3 220-200 73.5x226 20.00 5.00 449 2.6795 18963.00 12.0579.00 0:157' V T4 200-180 P33 .226 20.03 5.01 45.0 2.6795 29999 20 120579.00 0249' V 13 180-160 P4x.237 20.03 5.01 39.8 3.1741 4478790 1.42832.00 0314' T6 160-140 P5x258 20.03 6.68 42.7 42999 58624.90 193494.00 0303 1 V T7 140-120 P5x.258 29.03 6.68 42.7 4.2999 73168.80 193494.00 0.33778' 4 18 120-100 76x28 20.03 10.02 53.5 55813 91597.70 251161.00 0365' ✓ T9 100-80 P6x28 20.03 10.02 535 5.5813 120178.00 251161.00 0.47}8' - T..10 80-60 P8x.322 20.03 10.02 40.9 83993 155589.00 377967.00 0_4121 ✓ T11 60-40 P8x.322 20.03 10.02 40:9 83993 192989.00 377967.00 03111 1 4 T12 40-20 1'8x322 20.03 10.02 40.9 83993 229388.00 377967.00 0.607' . • t W. 20-0 P10x365 2003 10.02 32.7 11.9083 263845,00 535873.00 0.492] ., Job Page i SATowex 245'EEl S/S Tower Port Townsend,WA 13 of 14 I Pall J Ford and Company Project Date 250 E,Broad Sweet sage 1500 SEQUIMMWRELO(24811-0003) 10:40:15 04/15/11 Columbus,OH 43215 Client Designed by Phone:624.221.6679 EEI FAL 614:4.8.4105 Christina Hedges Section Elevation Sire L L, Ci/r A P. 4P. Ratio No. P. n ft fi in' lb lb +P, 1 P I¢P,controls Diagonal Design Data (Tension) Section Elevation Size L 1. KW A P. +P. Ratio. Na. P. ft ft fi bt'" lb lb pP; 11 245-240 LI 314x1 314x1/4 7.11 321 76.0 04688 192.30 20390.60 0.009' V T2 240-220 LI3/4x13l4x1/4 7.11 321 76.0 0.4688 1054.98 20390.60 0,052' V T3 220-200 Ll 3/4x1 3/4x1/4 7.11 3.18 75.3 0.4688 189519 20390.60 0.093' V T4 200-180 LI 3/4x13/44/4 8.42 4.02 94.4 0.4688 1360.98 .20390.60 0,067' V T5 180-160 L13/4x13/4x1/4 9.24 4.41 [032 0.4688 277131 20390,60 0..136' V T6 160-140 1 7-0Y3/16 1256 6.05 120.6 0.4132 3128.66 1797430 0.1744' V T7 140-120 121/2x2123/16 14.26 6.91 108.8 0.5535 362236 24075.20 0.150' 4/ T8 120-100 L3x3x3116 17.55 8.59 111.7 0,6945 6223.17 30208.70 0206' V 19 100-80 13x3x5/16 1920 9.42 124.5 1.1299 9917.06 49151.60 02�0/2' 1 T10 80-60 131/2x312x1/4 20.91 10.18 113.7 1.1034 12288.10 47999.50 0256' ✓ 493(1.01CR)-196 T11 60-40 U 1/273112x36 2266 11.06. 125.7 1.6139 13639.80 7020490 0.194' 112 40-20 L4x4x5/1.6 24.45 11.95 117.1 1.5949 14015.30 69379.10 02�0/2' Y T13 20-0 L4x4x318 2625 12.74 125.9 1.8637 14640.60 81073.10 0.181' V 1 P.16P,controls Top Girt Design Data (Tension) Section Elevation Sire L L. K!/r A P. 4P. :Rano P. fi ft ft fi ir? lb lb 413, TI 245-240 L13/4x13/4x3116 5.05 4.49 106.4 03604 1725 1567530 0.�' l • 1110 Job Page RISATawer 245' EE1 S/S Tower Port Townsend,WA 14 of 14 ,Paul J Ford and Company Project Date 2S0 E.Brood Street Suite 1500 SEQUIMMWRELO(24811-0003) 10:40:15 04115111 Cohan/sus,OH 43215 Client Designed by Phone:614321.6679 EEI Christina Hedges FAX:614448.4105 Section Elevation Ste L L. KM A P. 4P, Relo No. P. ft P ft ina la lb 0P. 1 P, I4P,controls Section Capacity Table Section Elevation Component Sipe Cr Weal P aPet,- % Pass No. ff Type Element lb lb Capacity Fail T1 245-240 Leg P3x216, 1 -280.76 82563.00 03 Pass T2 240-220 Leg P3x216 13 -7315,92 82563.00 8.9 Pass T3 220-200 Leg P3.5xi26 40 23264.90 107062.00 22.4 Pass T4 200-.180 Leg P35x226 67 -36756.70 104013.00 35.3 Pass T5 180-160 Log P4x237 94 -5449730 127202.00 42.8 Pass T6 160-140 Leg P5x258 121 -71002.20 169374.00 4L9 Pass. T7 140-120 Leg P5x.258 142 -88693,40 169374.00 52.4 Pass T8 120-100 Leg P6x28 163 -111836.00 203690.00 54-9 Pass T9 104-80 Lee P6x.28 179 -146314.00 203690.00 71,8 Pass T10 80-60 Leg PSx322 193 -188501.00 334426.00 56A Pass T11 60-40 Leg P8x322 209 -232153.00 334425.00 69A Pass T)2 40-20 Les 138x.322 224 -274713.00 334426.00 82.1 Pass T13 20-0 Leg P10x365 239 -316246.00 495536.00 63.8 Pass T1 245-240 Diagonal LI3/4x1314x114 9 -217.90 1316630 1.7 Pass T2 240-220 Diagonal LI3/4x13/4x1/4 16 -106738 1316630 8.1 Pass T3 20-200 Diagonal LI3/4x1514x1/4 45 -200L71 13289.40 15.1 Pan T4 20Q-180 Diagonal L174 -1412.74 9176,11 15.4 Pass Ti 180-160 Diagonal L13/4x1314314x13(4x'/4x1/4 101 275437 6362,69 43.3 Pass T6 160-140 Diagonal L2x2x3/16 128 -327439 4752.03 68.9 Pass T7 140-120 Diagonal L2 1/2x212x3116 149 -3950.10 7261.56 54.4 Pass TB 120-100 Diagonal 13x3x3/16 170 -6392.92 8226.88 77.7 Pass T9 100-80 Diagonal L3x3x5/16 181 -10042.50 10914,10 92.0 Plus 710 80-.60 Diagonal L3Iasi 12x1/4 197 -12470.10 12321.40 101.2 Okay T11 60-40 Diagonal L3112x312z3B 211 -13801.60 15012.40 91.9 Pass T12 40-20 Diagonal L4x4x5/16 226 -14349.40 16489.20 87.0 Pass TI3 20-0 Diagonal L4x4x3/8 241 -15007.90 17159.20 87.5 Pass TI 245-240 Top Girt L13/4x13/4x3/16 4 -27.71 5702_46 0.5 Pass Summary Leg(r12) 82-1 Pass Diagonal 101.2 Okay (f10) I Top Girt 0.5 Pass (TI) Bolt Catcall 85.6 Pass RATING- 101.2 Okay Program Version5.4.2.0-6/17/2010 Fle:T:248 Ehresmannt201124811-0003 Ssquimmwrelo/24811-0003,eri • 2 0 J, _ 4�o,ct F n 4 DESIGNED APPURTENANCE LOADING I ? TYPE J ELEVATION TYPE { ELEVATION F1a.00oaml)9A609{E,60t4 l24 z LPA4000010CFChapa•a4 1170 rowlwRzbrne(Pa0pw.) 1160 1(<)6•x1'PaadlFwrq 1110,� 220J1 ft Oki• 11,2.57W(Easing) 11451FE1CT-FRU(14 toin:1m) 110D ' • • 1117A-7006G6CF(Pmpa..01 1120 1(4)sr T Pawl 100 ImIPA.000009CF�ep00.d1 1170 IN) tutet laa1'Pon'(P. 100 87 A-1 1000111CF(Fapes.d) 1120 FAR6J0(L4a9a0) 16d I ;XA100e0reeFlPaFa*W 1170 I®14'T-FlWp4p8'*utue) IB0 IrA ® al 1PA-6009000F4Pepeted) 1120 114)O'xrPOneI(MUM) I00 — 5 ,' SpO.eq 0x 1as20 acF(F!W'^"d) 112. I141.£x1'Pensl(F.aRI 0 i j 119 laxn-7axweCF(Pma ma) 1120 1!416':1'Pand'iFsM.) I90 IEll4'rffU4llam(f12eicad! ham IPAau9l5o, IM 2 $' JaXA.16YJ9W6GF(Pmpond) 1120 IAr-dr.w SwRed a (Pmpc+.q 1" 1. SYMBOL LIST 1:4- 16°0"uMARK J SIZE (MARK I SIZE J A IL17J4s1]kx1116 I a ,„ ' MATERIAL STRENGTH a I.GRADE I -FY I Fu I GRADE I Fy I Fu I ,� 16.o. 0 ' 1A522-:0 19011 1rsal IA1a 135 LA I56� 1 TOWER DESIGN NOTES • E ., 1. Tower is located In Jefferson County,Washington. • 4p�!!, 2. Tower designed for Exposure C to the 11A-222-G Standard 40_0 a 3. Tower designed for a 100 mph basic wind i/accordance with the TIA-222-G Standard. • a a, )i - A. Tower Is also designed fora 30 mph basic wind with 0.50 in ice.Ice's considered b ' 4g ® v increase in thickness with heighL gigg 5. Defledions are based upon a 80 mph wind- a V ' 6. Tower Structure Class If. ry 5 7. Topographic Category 1 with Crest Height of 0.00 It 7 R Z l 0-PAIA E ••�'.i� 8. TOWER RATING:1012h lr t w0_0 nn L• '1i.i, .44 _ g C 1 ni '�"�' � !I;} ALL REACTIONS - �m.' ARE FACTORED ' I A MAX CORNER REACTIONS AT BASE; 4 8 DOWN: 3267491b — 00.0 0 LIPUFT:-272340 lb a 8 s w AL SHEAR:40710 W PI c ;4 AXIAL I 0. c 102878/h `0.9 n &NEAR ./ �\ MOMENT o a 4 . 50281b 1 1 t 521830/0-ii t - ` TORQUE 1as6lb-it 3 1111111111(11111 30 mph MND0.5000 in ICE 70:ort AXIAL R 1� 53007)h c 4 sSHEAR MOMENT �� (—T----„,,86894 th 1 j 6629147 ib-ft •0R -1 TORQUE 22766 lb-ft - 4 1 REACTIONS-100 mph YV1N0 a ? € o ® i• n e • 5 1T T+ pp & $ 8 8 .. a a" i W 3 ) Taut f Ford and Company J0o`245'EEl S/S Tower Port Townsend, WA 250 E.Broad Street Suite 1500 Peat SEQU1MMWREJ_O(240t 1.00032 Columbus,OH 43215 cleaEEl 1 t 0"`pnbrCMstine Hedges. l''i3'0' one: - e4-__}.T9s'2.6 4/44147 1$e*I )45— I FAX:614.448_4105 Perrnn w*oraceu„-o s...:+.-•.wa.m.e ml.Drg/4"Et I . ,.. . ' - • I EL, 95' EL. 100' EL, 55' EL. 125' & 245' \ 0 0 0 0 0 0 / (DED000000ee • EL. 65' • EL. 145' --------49--000 000 - • 1 • . 0.00. • 0 0 0 • .• . -_,,, 0 0 0, • • EL, 80' . • ,.,_ ° 0 ‘..) . • .. EL. 120' . " . 090. • . 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