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HomeMy WebLinkAboutBLD2021-00275 - CANCELLEDPermit Application Page 1 of 2 DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street, Port Townsend, WA 98368 Tel: 360.379.4450 | Fax: 360.379.4451 Web: www.co.jefferson.wa.us/communitydevelopment E-mail: dcd@co.jefferson.wa.us 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: Site Address and/or Directions to Property: Access (name of street(s)) from which access will be gained: Present use of property: Description of Work (include proposed uses): Wastewater - Sewage Disposal This property is served by Port Townsend or 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 #: Community Septic Name of System: 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: Attach last report to application Describe or attach any drainfield easements, covenants or notices on title, which may impact the property: Apr 30 2021 Permit Application Page 2 of 2 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., Applicant/Property Owner Information Property Owner: Name: Address: Phone #: E-mail Address: Please contact Authorized Agent/Representative with project info. (select only one). Property Owner Signature: 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: Address: Phone #: E-mail Address: Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect Surveyor Contractor Consultant Name: License # Address: Phone #: E-mail Address: Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect Surveyor Contractor Consultant Name: License # Address: Phone #: E-mail Address: Professional: Is this an Authorized Agent/Representative for this project? NO YES Engineer Architect Surveyor Contractor Consultant Name: License # Address: Phone #: E-mail Address: By signing this application form, the owner/agent attests that the information provided herein, and in any attachments, is true and correct to the best of his or her knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in making any issued permit null and void. I further agree to that all activities I intend to undertake or complete associated with this permit will be performed in compliance with all applicable federal, state and county laws and regulations and I agree to provide access and right of entry to Jefferson County and its employees, representatives or agents for the sole purpose of application review and any required later inspections. Applicant may visits related to this application and subsequent permit issuance. Signature: Print Name: Date: ______________ Apr 30 2021 Supplemental SFR 1 DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street, Port Townsend, WA 98368 Tel: 360.379.4450 | Fax: 360.379.4451 Web: www.co.jefferson.wa.us/communitydevelopment E-mail: dcd@co.jefferson.wa.us SUPPLEMENTAL APPLICATION RESIDENTIAL OR COMMERCIAL BLDG PERMIT For Department Use Only Receipt #: Date: Related Application #s: Payment #: Site Information Owner Name: Assessor Tax Parcel #: Type of Building New Replacement Relocated Addition Repair Demolition * *A separate permit is required Select One: Single Family Residence Modular Other list Proposed Building/Project Number of floors # new bedrooms existing total bed # new bathrooms existing total bath Heat Source Select all that apply: Heat Pump Electric Heating Oil Wood Propane Enter the square footage (sq/ft) that applies in each field: Structure Existing Sq/Ft Proposed Sq/Ft ICC Valuation (Office Use) Residential / Commercial Main Floor Residential / Commercial Second Floor Additional Floors - heated / unheated Basement - unfinished Basement - finished space or habitable Detached Garage - heated / unheated Attached Garage - heated / unheated Garage 2nd fl - unfinished storage Garage 2nd fl - finished space or habitable Carport - 2 walls or less Deck - uncovered Covered porch Other (shed, barn, pole bldg,etc.) Estimated Cost of Project (Required): $ $ Fair market value of project Apr 06 2021 Supplemental SFR 2 List existing buildings on property (i.e. house, garage, accessory dwelling unit, shed, barn, mobile home, other): All Existing Buildings on Property Use Builders Statement The signer of this statement certifies that they are the Owners of the parcel referenced herein, that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: Print Name: Date: _____________ By signing this application form, the owner/agent attests that the information provided herein, and in any attachments, is true and correct to the best of his or her knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in making any issued permit null and void. Signature: Print Name: Date: For Department Use Only Building Permit Fees Building Base Plan Check Review Land Use Review $2 .00 Septic Review $1 .00 Potable Water $1 .00 Technology/Scan $24.00 State Fee $6.50 Other Fees Shoreline Exemption Zoning Zoning Other New Address Technology Fee 5% Total Fees Receipt # Date: Cash/Check/CC: Apr 06 2021 stormwater calc worksheet QR code REV. 5/31/2019 page 1 of 2 DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street, Port Townsend, WA 98368 Tel: 360.379.4450 | Fax: 360.379.4451 Web: www.co.jefferson.wa.us/communitydevelopment E-mail: dcd@co.jefferson.wa.us STORMWATER CALCULATION WORKSHEET PARCEL # PROJECT/APPLICANT NAME: DETERMINING STORMWATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to quired 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. 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 of plant species, other than noxious weeds, 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 the area to be cleared for: Does the project convert ¾ acres or more of Construction site for structures _________________ sq/ft native vegetation to lawn or landscaped areas? Drainfield, septic tank, etc. ____________________ sq/ft Circle:Yes No Well, utilities, etc. ___________________________ sq/ft Does the project convert 2 ½ acres or more of native vegetation to pasture? Driveway, parking, roads, etc. ___________________sq/ft Circle:Yes No Lawn, landscaping, etc. ______________________ sq/ft Other compacted surface, etc. _________________ sq/ft Indicate Total Volumes of Proposed: (Includes BMP T5.13 Fill Volume) Temporary construction area ______________ sq/ft Total Land Disturbance ____________________ sq/ft Cut __________ Fill __________ (cu/yd) PARCEL SIZE (I.E., SITE) Size of parcel _________ acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet _________________ sq/ft Scan the QR code to access the digital form 702221002 QUILCENE/Tilson 162.99 7,099,844.4 None Apr 30 2021 stormwater calc worksheet QR code REV. 5/31/2019 page 2 of 2 ~ Applicants for small Construction Stormwater Pollution Prevention. Please submit the Small Project Certification (Worksheet s). 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 (SWPPP) Best Management Practices (BMPs) Fact Sheet . ~ Applicants for medium those that must meet only Minimum Requirements #1 through #5 must submit Worksheet A1 and B1, a stormwater site plan and a construction stormwater pollution prevention site plan (See Reference A1A and B1A for guidance).). ~ Large those that must meet all 9 Minimum Requirements must submit Worksheet A1 and B1, a stormwater site plan and a construction stormwater pollution prevention site plan (See Reference A1A and B1A for guidance). Large projects also may require engineering. See Worksheet L to determine additional large project requirements. 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 property. ________________________________________ ________________________ (LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) STORMWATER CALCULATIONS IMPERVIOUS SURFACE Impervious surface is a hard surface that either prevents or slows the entry of water into the soil 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. NEW EXISTING Structures (all roof area) _________________sq/ft Structures (all roof area) _________________sq/ft Sidewalks _________________sq/ft Sidewalks _________________sq/ft Patios _________________sq/ft Patios _________________sq/ft Solid Decks _________________sq/ft Solid Decks _________________sq/ft (without infiltration below) (without infiltration below) Driveway, parking, roads, etc _______________sq/ft Driveway, parking, roads, etc _______________sq/ft Other _________________sq/ft Other _________________sq/ft Total New _________________sq/ft Total Existing _________________sq/ft TOTAL NEW + TOTAL EXISTING* _________________sq/ft *This amount will be used to check total lot coverage. DEVELOPMENT v. REDEVELOPMENT Divide the total existing impervious surface above by the size of the parcel and convert to a percentage. ____________% Does the site have > 35% or more existing impervious surface? The proposal is considered new development. Answer questions in Figure 2.4.1 Flow Chart for New Development to determine project size (next page). The proposal is considered redevelopment Answer questions in Figure 2.4.2. Flow Chart for Redevelopment to determine project size (next page). yes no 4/29/2021 No land disturbance None Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Apr 30 2021 Structural Analysis Report Verizon April 22, 2021 Site Name SEA Quilcene Core One Job Number 2130U0074 Client Tilson Carrier Verizon Site Location Penny Creek Rd Quilcence, WA 98376 47.819831° N NAD83 122.91426° W NAD83 Structure Type Self Support Structural Usage 79.8% Foundation Usage 62.8% Overall Result Pass Recommendation Upon reviewing the results of this analysis, it is our opinion that the antenna supporting structure does meet the specified IBC/ASCE/TIA code and minimum design requirements. The existing structure is therefore deemed adequate to support the existing and proposed loading as listed in this report. Apr 30 2021 P a g e |2 Core One Consulting USA Phone: (778) 805 2166 www.coreoneconsulting.com Summary of Contents Introduction Opening Statement Project Description Criteria Conclusion Calculations Appendix A Design Tables & Resources Used Assumptions and Limitations Our structural calculations are completed assuming all information provided to CORE ONE CONSULTING USA is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition of and all members and connections to be free of corrosion and/or structural defects. The structure owner and/or contractor shall verify the condition prior to installation of any proposed equipment. If actual conditions differ from those described in this report CORE ONE CONSULTING USA should be notified immediately to complete a revised evaluation. Our evaluation is completed using standard AWWA, TIA, AISC, ACI, and ASCE methods and procedures. Our structural results are proprietary and should not be used by others as their own. CORE ONE CONSULTING USA is not responsible for decisions made by others that are or are not based on our supplied assumptions and conclusions. This report is an evaluation of the proposed carriers tower structure only and does not reflect adequacy of any mounts, or coax mounting attachments. These elements are assumed to be adequate for the purposes of this analysis and are assumed to have been installed per their manufacturer requirements. P a g e |3 Core One Consulting USA Phone: (778) 805 2166 www.coreoneconsulting.com INTRODUCTION At the request of Verizon, CORE ONE CONSULTING USA has performed a structural analysis on the existing monopole. All supporting documents have been obtained from the client and are assumed to be accurate and applicable to this site. The structure was analyzed using TNX Tower version 8.0.7.5 engineering software. Supporting Documentation Construction Drawings Core One Consulting Job #2130U0074, Dated 04/21/21 Previous Structural Structural Components Project# 190275 , Dated 05/2/19 Foundation Drawings Sabre Job# 08 02199, Dated 07/25/08 Proposed Loading Core One Consulting CDs Job #2130U0074, Dated 04/21/21 Analysis Code Requirements Wind Speed 97 mph (3 Second Gust) Wind Speed w/ ice Thick w/ 30 mph Wind TIA Revision ASCE ANSI/TIA 222 H/ ASCE 7 16 Adopted IBC 2018 IBC Structure Class II Exposure Category B Topographic Category 1 Calculated Crest Height 0 ft Site Class D Stiff Soil Spectral Response Ss=1.403g, S1=0.514g CONCLUSION Upon reviewing the results of this analysis, it is our opinion that the antenna supporting structure does meet the specified IBC/ASCE/TIA code and minimum design requirements. The existing structure is therefore deemed adequate to support the existing and proposed loading as listed in this report. Fathullah Zamani Structural Engineering Lead |Core One Consulting USA 3100 W Ray Road, Suite 201, Chandler, AZ 85224 (O) 1+(855) 708 2195 | (M) (518) 892 0471 fathullah.zamani@coreoneconsultants.com |info@coreoneconsulting.com P a g e |4 Core One Consulting USA Phone: (778) 805 2166 www.coreoneconsulting.com Final Configuration Mount Height (ft) Qty. Appurtenance Mount Type COAX Carrier 171.0 3 Ericsson AIR6449 Sector Frame (2) 12x24 Hybrid (6) 1 coax Verizon 6 Commscope NHH 65C R2B 3 Antel LPD 4019 3 Ericsson RRUS 8843 3 Ericsson RRUS 4449 2 Raycap RXXDC 3315 PF 48 Structure Usages Summary Leg (T6) 68.6 Pass Diagonal (T5) 79.8 Pass Top Girt (T3) 21.3 Pass RATING = 79.8 Pass Foundation Reactions Reaction Data Design Reactions Design Reactions x 1.35 Analysis Reactions Result Uplift (kip) 217.0 293.0 184.0 62.8% Axial (kip) 261.7 353.3 213.0 60.3% Shear (kip) 23.0 31.1 18.0 57.9% * Design reactions are multiplied by 1.35 per ANSI/TIA-222-G 15.5.1 Tower base reactions are acceptable when compared to the original design reactions. Deflection, Twist, and Sway Antenna Elevation (ft) Deflection (in) Twist ( o) Sway ( o) 120.0 6.997 0.2225 0.5811 *Per ANSI/TIA 222 H Section 2.8.2 maximum serviceability structural deflection limit is 3% of structure height. *Per ANSI/TIA 222 H Section 2.8.2 maximum serviceability structural twist and sway limit is 4 degrees. *Per ANSI/TIA 222 HSection 2.8.3deflection, Twist, and sway valueswere calculated using a basic 3 secondgust wind speed of 60 mph. tnxTower Core One Consulting USA 506 Second Ave., Suite 1533 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Job: SEA Quilcene Project: 2130U0074 Client: Tilson Drawn by: Fathullah Zamani App'd: Code: TIA-222-H Date: 04/22/21 Scale: NTS Path: C:\Users\fathullah.zamani\Desktop\Projects\2021\March 2021\Tilson\L600\WA\SEA Quilcene\Structural\TNX\SEA Quilcence SST.eri Dwg No. E-1 180.0 ft 160.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 97 mph WIND TORQUE 28 kip-ft 30 K SHEAR 3033 kip-ft MOMENT 29 K AXIAL 30 mph WIND - 0.5000 in ICE TORQUE 5 kip-ft 4 K SHEAR 420 kip-ft MOMENT 41 K AXIAL SHEAR: 16 K UPLIFT: -184 K SHEAR: 18 K DOWN: 213 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS S e c t i o n T1 T2 T3 T4 T5 T6 T7 T8 T9 L e g s S R 1 3 / 4 SR 2 1 / 4 SR 2 1 / 2 SR 2 3 / 4 SR 3 SR 3 1 / 2 SR 3 3 / 4 L e g G r a d e A 5 7 2 - 5 0 D i a g o n a l s L 2 x 2 x 1 / 8 L2 x 2 x 1 / 4 L2 1 / 2 x 2 1 / 2 x 3 / 1 6 L2 1 / 2 x 2 1 / 2 x 1 / 4 L3 x 3 x 3 / 1 6 D i a g o n a l G r a d e A 3 6 T o p G i r t s L 2 x 2 x 1 / 8 N. A . F a c e W i d t h ( f t ) 5 6. 7 5 8. 5 10 . 2 5 12 13 . 7 5 15 . 5 17 . 2 5 # P a n e l s @ ( f t ) 2 4 @ 4 . 8 7 5 9 @ 6 . 5 W e i g h t ( K ) 0. 8 1. 1 1. 3 1. 6 1. 9 2. 4 2. 8 3. 4 3. 4 18 . 7 4' Lighting Rod 180 Pipe Sector Frame 171 Pipe Sector Frame 171 Pipe Sector Frame 171 AIR6449 171 AIR6449 171 AIR6449 171 NHH-65C-R2B 171 NHH-65C-R2B 171 NHH-65C-R2B 171 LPD-4019 171 LPD-4019 171 LPD-4019 171 8843 171 8843 171 8843 171 NHH-65C-R2B 171 NHH-65C-R2B 171 NHH-65C-R2B 171 4449 171 4449 171 4449 171 RxxDC-3315-PF-48 171 RxxDC-3315-PF-48 171 Dish Pipe Mount 120 3' HP Dish 120DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION 4' Lighting Rod 180 Pipe Sector Frame 171 Pipe Sector Frame 171 Pipe Sector Frame 171 AIR6449 171 AIR6449 171 AIR6449 171 NHH-65C-R2B 171 NHH-65C-R2B 171 NHH-65C-R2B 171 LPD-4019 171 LPD-4019 171 LPD-4019 171 8843 171 8843 171 8843 171 NHH-65C-R2B 171 NHH-65C-R2B 171 NHH-65C-R2B 171 4449 171 4449 171 4449 171 RxxDC-3315-PF-48 171 RxxDC-3315-PF-48 171 Dish Pipe Mount 120 3' HP Dish 120 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower is located in Jefferson County, Washington. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 0.50 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 3 with Crest Height of 640.00 ft 8. TOWER RATING: 79.8% ttnnxxTToowweerr Job SEA Quilcene Page 1 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Tower Input Data The main tower is a 3x free standing tower with an overall height of 180.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 5.00 ft at the top and 17.25 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Jefferson County, Washington. Tower base elevation above sea level: 849.90 ft. Basic wind speed of 97 mph. Risk Category II. Exposure Category B. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 3. Crest Height: 640.00 ft. Nominal ice thickness 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. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85. Maximum demand-capacity ratio is: 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known ttnnxxTToowweerr Job SEA Quilcene Page 2 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Leg B Leg C Leg A F a c e A F a c e B Face C Triangular Tower Wind Normal Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 180.00-160.00 5.00 1 20.00 T2 160.00-140.00 5.00 1 20.00 T3 140.00-120.00 5.00 1 20.00 T4 120.00-100.00 6.75 1 20.00 T5 100.00-80.00 8.50 1 20.00 T6 80.00-60.00 10.25 1 20.00 T7 60.00-40.00 12.00 1 20.00 T8 40.00-20.00 13.75 1 20.00 T9 20.00-0.00 15.50 1 20.00 Tower Section Geometry Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 180.00-160.00 4.88 X Brace No No 3.0000 3.0000 T2 160.00-140.00 4.88 X Brace No No 3.0000 3.0000 T3 140.00-120.00 4.88 X Brace No No 3.0000 3.0000 T4 120.00-100.00 4.88 X Brace No No 3.0000 3.0000 ttnnxxTToowweerr Job SEA Quilcene Page 3 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T5 100.00-80.00 4.88 X Brace No No 3.0000 3.0000 T6 80.00-60.00 4.88 X Brace No No 3.0000 3.0000 T7 60.00-40.00 6.50 X Brace No No 3.0000 3.0000 T8 40.00-20.00 6.50 X Brace No No 3.0000 3.0000 T9 20.00-0.00 6.50 X Brace No No 3.0000 3.0000 Tower Section Geometry Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 180.00-160.00 Solid Round 1 3/4 A572-50 (50 ksi) Single Angle L2x2x1/8 A36 (36 ksi) T2 160.00-140.00 Solid Round 2 1/4 A572-50 (50 ksi) Single Angle L2x2x1/8 A36 (36 ksi) T3 140.00-120.00 Solid Round 2 1/2 A572-50 (50 ksi) Single Angle L2x2x1/8 A36 (36 ksi) T4 120.00-100.00 Solid Round 2 3/4 A572-50 (50 ksi) Single Angle L2x2x1/8 A36 (36 ksi) T5 100.00-80.00 Solid Round 3 A572-50 (50 ksi) Single Angle L2x2x1/8 A36 (36 ksi) T6 80.00-60.00 Solid Round 3 A572-50 (50 ksi) Single Angle L2x2x1/4 A36 (36 ksi) T7 60.00-40.00 Solid Round 3 1/2 A572-50 (50 ksi) Single Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T8 40.00-20.00 Solid Round 3 3/4 A572-50 (50 ksi) Single Angle L2 1/2x2 1/2x1/4 A36 (36 ksi) T9 20.00-0.00 Solid Round 3 3/4 A572-50 (50 ksi) Single Angle L3x3x3/16 A36 (36 ksi) Tower Section Geometry Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 180.00-160.00 Equal Angle L2x2x1/8 A36 (36 ksi) Flat Bar A36 (36 ksi) T2 160.00-140.00 Equal Angle L2x2x1/8 A36 (36 ksi) Flat Bar A36 (36 ksi) T3 140.00-120.00 Equal Angle L2x2x1/8 A36 (36 ksi) Flat Bar A36 (36 ksi) Tower Section Geometry ttnnxxTToowweerr Job SEA Quilcene Page 4 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in T1 180.00-160.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T2 160.00-140.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T3 140.00-120.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T4 120.00-100.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T5 100.00-80.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T6 80.00-60.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T7 60.00-40.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T8 40.00-20.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 T9 20.00-0.00 0.00 0.0000 A36 (36 ksi) 1 1 1 36.0000 36.0000 36.0000 Tower Section Geometry K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 180.00-160.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 160.00-140.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 140.00-120.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 120.00-100.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 100.00-80.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 80.00-60.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 60.00-40.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 40.00-20.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 20.00-0.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Section Geometry ttnnxxTToowweerr Job SEA Quilcene Page 5 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 180.00-160.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 160.00-140.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 140.00-120.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 120.00-100.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 100.00-80.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 80.00-60.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 60.00-40.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 40.00-20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T9 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 180.00-160.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 160.00-140.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 140.00-120.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 120.00-100.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 100.00-80.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 80.00-60.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 60.00-40.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 40.00-20.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T9 20.00-0.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf Safety Line 3/8 C No No Ar (CaAa) 180.00 - 10.00 0.0000 -0.25 6 6 0.3750 0.3750 0.22 EW63 C No No Ar (CaAa) 120.00 - 10.00 0.0000 -0.08 1 1 1.5742 1.5742 0.51 LDF7-50A (1-5/8 FOAM) C No No Ar (CaAa) 171.00 - 10.00 0.0000 0 6 6 1.9800 1.9800 0.82 6x12 HCS C No No Ar (CaAa) 171.00 - 0.0000 0.07 2 2 2.0000 2.0000 1.40 ttnnxxTToowweerr Job SEA Quilcene Page 6 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf 6AWG 40m 10.00 Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # CAAA ft2/ft Weight plf Climbing Ladder C No No CaAa (In Face) 180.00 - 10.00 0.0000 -0.25 1 No Ice 1/2'' Ice 0.29 0.55 7.90 10.60 Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 180.00-160.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 27.768 0.000 0.000 0.000 0.00 0.00 0.27 T2 160.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 42.060 0.000 0.000 0.000 0.00 0.00 0.34 T3 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 42.060 0.000 0.000 0.000 0.00 0.00 0.34 T4 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 45.209 0.000 0.000 0.000 0.00 0.00 0.35 T5 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 45.209 0.000 0.000 0.000 0.00 0.00 0.35 T6 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 45.209 0.000 0.000 0.000 0.00 0.00 0.35 T7 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 45.209 0.000 0.000 0.000 0.00 0.00 0.35 T8 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 45.209 0.000 0.000 0.000 0.00 0.00 0.35 T9 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 22.604 0.000 0.000 0.000 0.00 0.00 0.17 Feed Line/Linear Appurtenances Section Areas - With Ice ttnnxxTToowweerr Job SEA Quilcene Page 7 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 180.00-160.00 A B C 0.595 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 53.789 0.000 0.000 0.000 0.00 0.00 0.55 T2 160.00-140.00 A B C 0.594 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 76.576 0.000 0.000 0.000 0.00 0.00 0.76 T3 140.00-120.00 A B C 0.591 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 76.460 0.000 0.000 0.000 0.00 0.00 0.76 T4 120.00-100.00 A B C 0.588 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 81.791 0.000 0.000 0.000 0.00 0.00 0.79 T5 100.00-80.00 A B C 0.583 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 81.521 0.000 0.000 0.000 0.00 0.00 0.79 T6 80.00-60.00 A B C 0.575 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 81.117 0.000 0.000 0.000 0.00 0.00 0.78 T7 60.00-40.00 A B C 0.563 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 80.481 0.000 0.000 0.000 0.00 0.00 0.77 T8 40.00-20.00 A B C 0.542 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 79.374 0.000 0.000 0.000 0.00 0.00 0.75 T9 20.00-0.00 A B C 0.492 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 38.380 0.000 0.000 0.000 0.00 0.00 0.36 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 180.00-160.00 2.1211 8.3125 3.5655 9.9351 T2 160.00-140.00 1.5090 9.9916 2.6760 11.3839 T3 140.00-120.00 1.6847 11.1130 3.0207 12.8046 T4 120.00-100.00 2.2271 13.9408 3.8527 16.1297 T5 100.00-80.00 2.5283 15.8285 4.4372 18.5651 T6 80.00-60.00 2.8089 17.6247 4.9717 20.8245 T7 60.00-40.00 3.0216 18.9585 5.4891 23.0272 T8 40.00-20.00 3.2240 20.2581 5.8950 24.7766 T9 20.00-0.00 1.8306 11.8124 3.6111 15.5812 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 1 Safety Line 3/8 160.00 - 180.00 1.0000 1.0000 T1 3 LDF7-50A (1-5/8 FOAM) 160.00 - 171.00 1.0000 1.0000 ttnnxxTToowweerr Job SEA Quilcene Page 8 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 4 6x12 HCS 6AWG 40m 160.00 - 171.00 1.0000 1.0000 T1 5 Climbing Ladder 160.00 - 180.00 1.0000 1.0000 T2 1 Safety Line 3/8 140.00 - 160.00 1.0000 1.0000 T2 3 LDF7-50A (1-5/8 FOAM) 140.00 - 160.00 1.0000 1.0000 T2 4 6x12 HCS 6AWG 40m 140.00 - 160.00 1.0000 1.0000 T2 5 Climbing Ladder 140.00 - 160.00 1.0000 1.0000 T3 1 Safety Line 3/8 120.00 - 140.00 1.0000 1.0000 T3 3 LDF7-50A (1-5/8 FOAM) 120.00 - 140.00 1.0000 1.0000 T3 4 6x12 HCS 6AWG 40m 120.00 - 140.00 1.0000 1.0000 T3 5 Climbing Ladder 120.00 - 140.00 1.0000 1.0000 T4 1 Safety Line 3/8 100.00 - 120.00 1.0000 1.0000 T4 2 EW63 100.00 - 120.00 1.0000 1.0000 T4 3 LDF7-50A (1-5/8 FOAM) 100.00 - 120.00 1.0000 1.0000 T4 4 6x12 HCS 6AWG 40m 100.00 - 120.00 1.0000 1.0000 T4 5 Climbing Ladder 100.00 - 120.00 1.0000 1.0000 T5 1 Safety Line 3/8 80.00 - 100.00 1.0000 1.0000 T5 2 EW63 80.00 - 100.00 1.0000 1.0000 T5 3 LDF7-50A (1-5/8 FOAM) 80.00 - 100.00 1.0000 1.0000 T5 4 6x12 HCS 6AWG 40m 80.00 - 100.00 1.0000 1.0000 T5 5 Climbing Ladder 80.00 - 100.00 1.0000 1.0000 T6 1 Safety Line 3/8 60.00 - 80.00 1.0000 1.0000 T6 2 EW63 60.00 - 80.00 1.0000 1.0000 T6 3 LDF7-50A (1-5/8 FOAM) 60.00 - 80.00 1.0000 1.0000 T6 4 6x12 HCS 6AWG 40m 60.00 - 80.00 1.0000 1.0000 T6 5 Climbing Ladder 60.00 - 80.00 1.0000 1.0000 T7 1 Safety Line 3/8 40.00 - 60.00 1.0000 1.0000 T7 2 EW63 40.00 - 60.00 1.0000 1.0000 T7 3 LDF7-50A (1-5/8 FOAM) 40.00 - 60.00 1.0000 1.0000 T7 4 6x12 HCS 6AWG 40m 40.00 - 60.00 1.0000 1.0000 T7 5 Climbing Ladder 40.00 - 60.00 1.0000 1.0000 T8 1 Safety Line 3/8 20.00 - 40.00 1.0000 1.0000 T8 2 EW63 20.00 - 40.00 1.0000 1.0000 T8 3 LDF7-50A (1-5/8 FOAM) 20.00 - 40.00 1.0000 1.0000 T8 4 6x12 HCS 6AWG 40m 20.00 - 40.00 1.0000 1.0000 T8 5 Climbing Ladder 20.00 - 40.00 1.0000 1.0000 T9 1 Safety Line 3/8 10.00 - 20.00 1.0000 1.0000 T9 2 EW63 10.00 - 20.00 1.0000 1.0000 T9 3 LDF7-50A (1-5/8 FOAM) 10.00 - 20.00 1.0000 1.0000 T9 4 6x12 HCS 6AWG 40m 10.00 - 20.00 1.0000 1.0000 T9 5 Climbing Ladder 10.00 - 20.00 1.0000 1.0000 ttnnxxTToowweerr Job SEA Quilcene Page 9 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 4' Lighting Rod C From Leg 0.00 0.00 2.00 0.0000 180.00 No Ice 1/2'' Ice 0.60 0.92 0.60 0.92 0.01 0.01 Pipe Sector Frame A None 0.0000 171.00 No Ice 1/2'' Ice 14.40 19.50 7.20 10.50 0.30 0.41 Pipe Sector Frame B None 0.0000 171.00 No Ice 1/2'' Ice 14.40 19.50 7.20 10.50 0.30 0.41 Pipe Sector Frame C None 0.0000 171.00 No Ice 1/2'' Ice 14.40 19.50 7.20 10.50 0.30 0.41 AIR6449 A From Leg 4.00 -6.00 0.00 20.0000 171.00 No Ice 1/2'' Ice 5.65 5.96 2.49 2.72 0.13 0.17 AIR6449 B From Leg 4.00 -6.00 0.00 -20.0000 171.00 No Ice 1/2'' Ice 5.65 5.96 2.49 2.72 0.13 0.17 AIR6449 C From Leg 4.00 -6.00 0.00 45.0000 171.00 No Ice 1/2'' Ice 5.65 5.96 2.49 2.72 0.13 0.17 *** NHH-65C-R2B A From Leg 4.00 3.00 0.00 20.0000 171.00 No Ice 1/2'' Ice 11.39 12.01 7.66 8.25 0.05 0.12 NHH-65C-R2B B From Leg 4.00 3.00 0.00 -20.0000 171.00 No Ice 1/2'' Ice 11.39 12.01 7.66 8.25 0.05 0.12 NHH-65C-R2B C From Leg 4.00 3.00 0.00 45.0000 171.00 No Ice 1/2'' Ice 11.39 12.01 7.66 8.25 0.05 0.12 LPD-4019 A From Leg 4.00 6.00 0.00 20.0000 171.00 No Ice 1/2'' Ice 13.69 14.29 14.21 15.52 0.09 0.21 LPD-4019 B From Leg 4.00 6.00 0.00 -20.0000 171.00 No Ice 1/2'' Ice 13.69 14.29 14.21 15.52 0.09 0.21 LPD-4019 C From Leg 4.00 6.00 0.00 45.0000 171.00 No Ice 1/2'' Ice 13.69 14.29 14.21 15.52 0.09 0.21 8843 A From Leg 3.50 3.00 0.00 20.0000 171.00 No Ice 1/2'' Ice 3.50 3.74 2.36 2.57 0.09 0.11 8843 B From Leg 3.50 3.00 0.00 -20.0000 171.00 No Ice 1/2'' Ice 3.50 3.74 2.36 2.57 0.09 0.11 8843 C From Leg 3.50 3.00 0.00 45.0000 171.00 No Ice 1/2'' Ice 3.50 3.74 2.36 2.57 0.09 0.11 *** NHH-65C-R2B A From Leg 3.50 -3.00 0.00 20.0000 171.00 No Ice 1/2'' Ice 11.39 12.01 7.66 8.25 0.05 0.12 NHH-65C-R2B B From Leg 3.50 -3.00 0.00 -20.0000 171.00 No Ice 1/2'' Ice 11.39 12.01 7.66 8.25 0.05 0.12 NHH-65C-R2B C From Leg 3.50 45.0000 171.00 No Ice 11.39 7.66 0.05 ttnnxxTToowweerr Job SEA Quilcene Page 10 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K -3.00 0.00 1/2'' Ice 12.01 8.25 0.12 **** 4449 A From Leg 3.50 -3.00 0.00 20.0000 171.00 No Ice 1/2'' Ice 3.50 3.74 2.36 2.57 0.09 0.11 4449 B From Leg 3.50 -3.00 0.00 -20.0000 171.00 No Ice 1/2'' Ice 3.50 3.74 2.36 2.57 0.09 0.11 4449 C From Leg 3.50 -3.00 0.00 45.0000 171.00 No Ice 1/2'' Ice 3.50 3.74 2.36 2.57 0.09 0.11 *** RxxDC-3315-PF-48 A From Leg 1.00 0.00 0.00 0.0000 171.00 No Ice 1/2'' Ice 2.51 2.71 1.65 1.82 0.02 0.04 RxxDC-3315-PF-48 C From Leg 1.00 0.00 0.00 0.0000 171.00 No Ice 1/2'' Ice 2.51 2.71 1.65 1.82 0.02 0.04 Dish Pipe Mount A From Leg 1.00 0.00 0.00 25.0000 120.00 No Ice 1/2'' Ice 1.92 2.46 1.92 2.46 0.05 0.08 Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight K 3' HP Dish A Paraboloid w/Shroud (HP) From Leg 0.00 0.00 0.00 Worst 120.00 3.00 No Ice 1/2'' Ice 7.07 7.47 0.14 0.18 Tower Pressures - No Ice GH = 0.850 Section Elevation ft z ft KZ qz ksf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 T1 180.00-160.00 170.00 1.15 0 102.917 A B C 9.848 9.848 9.848 5.833 5.833 5.833 5.833 37.20 37.20 37.20 0.000 0.000 27.768 0.000 0.000 0.000 T2 160.00-140.00 150.00 1.11 0 103.750 A B 9.764 9.764 7.500 7.500 7.500 43.44 43.44 0.000 0.000 0.000 0.000 ttnnxxTToowweerr Job SEA Quilcene Page 11 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft z ft KZ qz ksf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 C 9.764 7.500 43.44 42.060 0.000 T3 140.00-120.00 130.00 1.065 0 121.671 A B C 10.628 10.628 10.628 8.344 8.344 8.344 8.344 43.98 43.98 43.98 0.000 0.000 42.060 0.000 0.000 0.000 T4 120.00-100.00 110.00 1.016 0 157.088 A B C 11.710 11.710 11.710 9.178 9.178 9.178 9.178 43.94 43.94 43.94 0.000 0.000 45.209 0.000 0.000 0.000 T5 100.00-80.00 90.00 0.959 0 192.505 A B C 13.717 13.717 13.717 10.013 10.013 10.013 10.013 42.19 42.19 42.19 0.000 0.000 45.209 0.000 0.000 0.000 T6 80.00-60.00 70.00 0.892 0 227.505 A B C 15.834 15.834 15.834 10.013 10.013 10.013 10.013 38.74 38.74 38.74 0.000 0.000 45.209 0.000 0.000 0.000 T7 60.00-40.00 50.00 0.811 0 263.339 A B C 17.623 17.623 17.623 11.682 11.682 11.682 11.682 39.86 39.86 39.86 0.000 0.000 45.209 0.000 0.000 0.000 T8 40.00-20.00 30.00 0.701 0 298.756 A B C 19.580 19.580 19.580 12.516 12.516 12.516 12.516 38.99 38.99 38.99 0.000 0.000 45.209 0.000 0.000 0.000 T9 20.00-0.00 10.00 0.7 0 333.756 A B C 25.925 25.925 25.925 12.516 12.516 12.516 12.516 32.56 32.56 32.56 0.000 0.000 22.604 0.000 0.000 0.000 Tower Pressure - With Ice GH = 0.850 Section Elevation ft z ft KZ qz ksf tZ in AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 T1 180.00-160.00 170.00 1.15 0 0.5953 104.901 A B C 9.848 9.848 9.848 15.665 15.665 15.665 9.802 38.42 38.42 38.42 0.000 0.000 53.789 0.000 0.000 0.000 T2 160.00-140.00 150.00 1.11 0 0.5937 105.729 A B C 9.764 9.764 9.764 17.255 17.255 17.255 11.458 42.41 42.41 42.41 0.000 0.000 76.576 0.000 0.000 0.000 T3 140.00-120.00 130.00 1.065 0 0.5913 123.644 A B C 10.628 10.628 10.628 18.576 18.576 18.576 12.291 42.09 42.09 42.09 0.000 0.000 76.460 0.000 0.000 0.000 T4 120.00-100.00 110.00 1.016 0 0.5878 159.049 A B C 11.710 11.710 11.710 19.986 19.986 19.986 13.102 41.34 41.34 41.34 0.000 0.000 81.791 0.000 0.000 0.000 T5 100.00-80.00 90.00 0.959 0 0.5827 194.449 A B C 13.717 13.717 13.717 21.895 21.895 21.895 13.902 39.04 39.04 39.04 0.000 0.000 81.521 0.000 0.000 0.000 T6 80.00-60.00 70.00 0.892 0 0.5750 229.423 A B C 15.834 15.834 15.834 22.956 22.956 22.956 13.851 35.71 35.71 35.71 0.000 0.000 81.117 0.000 0.000 0.000 T7 60.00-40.00 50.00 0.811 0 0.5629 265.217 A B C 17.623 17.623 17.623 23.376 23.376 23.376 15.439 37.66 37.66 37.66 0.000 0.000 80.481 0.000 0.000 0.000 T8 40.00-20.00 30.00 0.701 0 0.5419 300.564 A B C 19.580 19.580 19.580 24.621 24.621 24.621 16.133 36.50 36.50 36.50 0.000 0.000 79.374 0.000 0.000 0.000 T9 20.00-0.00 10.00 0.7 0 0.4921 335.398 A 25.925 24.306 15.801 31.46 0.000 0.000 ttnnxxTToowweerr Job SEA Quilcene Page 12 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft z ft KZ qz ksf tZ in AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 B C 25.925 25.925 24.306 24.306 31.46 31.46 0.000 38.380 0.000 0.000 Tower Pressure - Service GH = 0.850 Section Elevation ft z ft KZ qz ksf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 T1 180.00-160.00 170.00 1.15 0 102.917 A B C 9.848 9.848 9.848 5.833 5.833 5.833 5.833 37.20 37.20 37.20 0.000 0.000 27.768 0.000 0.000 0.000 T2 160.00-140.00 150.00 1.11 0 103.750 A B C 9.764 9.764 9.764 7.500 7.500 7.500 7.500 43.44 43.44 43.44 0.000 0.000 42.060 0.000 0.000 0.000 T3 140.00-120.00 130.00 1.065 0 121.671 A B C 10.628 10.628 10.628 8.344 8.344 8.344 8.344 43.98 43.98 43.98 0.000 0.000 42.060 0.000 0.000 0.000 T4 120.00-100.00 110.00 1.016 0 157.088 A B C 11.710 11.710 11.710 9.178 9.178 9.178 9.178 43.94 43.94 43.94 0.000 0.000 45.209 0.000 0.000 0.000 T5 100.00-80.00 90.00 0.959 0 192.505 A B C 13.717 13.717 13.717 10.013 10.013 10.013 10.013 42.19 42.19 42.19 0.000 0.000 45.209 0.000 0.000 0.000 T6 80.00-60.00 70.00 0.892 0 227.505 A B C 15.834 15.834 15.834 10.013 10.013 10.013 10.013 38.74 38.74 38.74 0.000 0.000 45.209 0.000 0.000 0.000 T7 60.00-40.00 50.00 0.811 0 263.339 A B C 17.623 17.623 17.623 11.682 11.682 11.682 11.682 39.86 39.86 39.86 0.000 0.000 45.209 0.000 0.000 0.000 T8 40.00-20.00 30.00 0.701 0 298.756 A B C 19.580 19.580 19.580 12.516 12.516 12.516 12.516 38.99 38.99 38.99 0.000 0.000 45.209 0.000 0.000 0.000 T9 20.00-0.00 10.00 0.7 0 333.756 A B C 25.925 25.925 25.925 12.516 12.516 12.516 12.516 32.56 32.56 32.56 0.000 0.000 22.604 0.000 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.27 0.79 A B C 0.152 0.152 0.152 2.763 2.763 2.763 0 1 1 1 1 1 1 13.161 13.161 13.161 1.94 96.92 C T2 160.00-140.00 0.34 1.11 A B C 0.166 0.166 0.166 2.712 2.712 2.712 0 1 1 1 1 1 1 14.034 14.034 14.034 2.40 120.16 C T3 0.34 1.33 A 0.156 2.75 0 1 1 15.369 2.50 125.02 C ttnnxxTToowweerr Job SEA Quilcene Page 13 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face 140.00-120.00 B C 0.156 0.156 2.75 2.75 1 1 1 1 15.369 15.369 T4 120.00-100.00 0.35 1.57 A B C 0.133 0.133 0.133 2.835 2.835 2.835 0 1 1 1 1 1 1 16.905 16.905 16.905 2.72 135.78 C T5 100.00-80.00 0.35 1.86 A B C 0.123 0.123 0.123 2.872 2.872 2.872 0 1 1 1 1 1 1 19.378 19.378 19.378 2.87 143.42 C T6 80.00-60.00 0.35 2.38 A B C 0.114 0.114 0.114 2.91 2.91 2.91 0 1 1 1 1 1 1 21.489 21.489 21.489 2.95 147.49 C T7 60.00-40.00 0.35 2.76 A B C 0.111 0.111 0.111 2.919 2.919 2.919 0 1 1 1 1 1 1 24.220 24.220 24.220 2.99 149.32 C T8 40.00-20.00 0.35 3.42 A B C 0.107 0.107 0.107 2.934 2.934 2.934 0 1 1 1 1 1 1 26.647 26.647 26.647 2.85 142.57 C T9 20.00-0.00 0.17 3.43 A B C 0.115 0.115 0.115 2.904 2.904 2.904 0 1 1 1 1 1 1 32.995 32.995 32.995 2.84 142.08 C Sum Weight: 2.87 18.67 OTM 2041.67 kip-ft 24.06 Tower Forces - No Ice - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.27 0.79 A B C 0.152 0.152 0.152 2.763 2.763 2.763 0 0.8 0.8 0.8 1 1 1 11.191 11.191 11.191 1.77 88.69 C T2 160.00-140.00 0.34 1.11 A B C 0.166 0.166 0.166 2.712 2.712 2.712 0 0.8 0.8 0.8 1 1 1 12.082 12.082 12.082 2.24 112.22 C T3 140.00-120.00 0.34 1.33 A B C 0.156 0.156 0.156 2.75 2.75 2.75 0 0.8 0.8 0.8 1 1 1 13.244 13.244 13.244 2.33 116.35 C T4 120.00-100.00 0.35 1.57 A B C 0.133 0.133 0.133 2.835 2.835 2.835 0 0.8 0.8 0.8 1 1 1 14.563 14.563 14.563 2.52 126.10 C T5 100.00-80.00 0.35 1.86 A B C 0.123 0.123 0.123 2.872 2.872 2.872 0 0.8 0.8 0.8 1 1 1 16.634 16.634 16.634 2.64 132.21 C T6 80.00-60.00 0.35 2.38 A B C 0.114 0.114 0.114 2.91 2.91 2.91 0 0.8 0.8 0.8 1 1 1 18.323 18.323 18.323 2.70 134.87 C T7 60.00-40.00 0.35 2.76 A B C 0.111 0.111 0.111 2.919 2.919 2.919 0 0.8 0.8 0.8 1 1 1 20.695 20.695 20.695 2.72 136.07 C T8 40.00-20.00 0.35 3.42 A B C 0.107 0.107 0.107 2.934 2.934 2.934 0 0.8 0.8 0.8 1 1 1 22.731 22.731 22.731 2.59 129.29 C T9 20.00-0.00 0.17 3.43 A 0.115 2.904 0 0.8 1 27.810 2.48 124.02 C ttnnxxTToowweerr Job SEA Quilcene Page 14 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face B C 0.115 0.115 2.904 2.904 0.8 0.8 1 1 27.810 27.810 Sum Weight: 2.87 18.67 OTM 1883.40 kip-ft 22.00 Tower Forces - No Ice - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.27 0.79 A B C 0.152 0.152 0.152 2.763 2.763 2.763 0 0.85 0.85 0.85 1 1 1 11.683 11.683 11.683 1.81 90.75 C T2 160.00-140.00 0.34 1.11 A B C 0.166 0.166 0.166 2.712 2.712 2.712 0 0.85 0.85 0.85 1 1 1 12.570 12.570 12.570 2.28 114.20 C T3 140.00-120.00 0.34 1.33 A B C 0.156 0.156 0.156 2.75 2.75 2.75 0 0.85 0.85 0.85 1 1 1 13.775 13.775 13.775 2.37 118.52 C T4 120.00-100.00 0.35 1.57 A B C 0.133 0.133 0.133 2.835 2.835 2.835 0 0.85 0.85 0.85 1 1 1 15.148 15.148 15.148 2.57 128.52 C T5 100.00-80.00 0.35 1.86 A B C 0.123 0.123 0.123 2.872 2.872 2.872 0 0.85 0.85 0.85 1 1 1 17.320 17.320 17.320 2.70 135.02 C T6 80.00-60.00 0.35 2.38 A B C 0.114 0.114 0.114 2.91 2.91 2.91 0 0.85 0.85 0.85 1 1 1 19.114 19.114 19.114 2.76 138.03 C T7 60.00-40.00 0.35 2.76 A B C 0.111 0.111 0.111 2.919 2.919 2.919 0 0.85 0.85 0.85 1 1 1 21.577 21.577 21.577 2.79 139.38 C T8 40.00-20.00 0.35 3.42 A B C 0.107 0.107 0.107 2.934 2.934 2.934 0 0.85 0.85 0.85 1 1 1 23.710 23.710 23.710 2.65 132.61 C T9 20.00-0.00 0.17 3.43 A B C 0.115 0.115 0.115 2.904 2.904 2.904 0 0.85 0.85 0.85 1 1 1 29.107 29.107 29.107 2.57 128.54 C Sum Weight: 2.87 18.67 OTM 1922.97 kip-ft 22.51 Tower Forces - With Ice - Wind Normal To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.55 1.35 A B 0.243 0.243 2.458 2.458 0 1 1 1 1 18.987 18.987 0.29 14.52 C ttnnxxTToowweerr Job SEA Quilcene Page 15 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face C 0.243 2.458 1 1 18.987 T2 160.00-140.00 0.76 1.69 A B C 0.256 0.256 0.256 2.421 2.421 2.421 0 1 1 1 1 1 1 19.882 19.882 19.882 0.36 17.89 C T3 140.00-120.00 0.76 1.96 A B C 0.236 0.236 0.236 2.48 2.48 2.48 0 1 1 1 1 1 1 21.435 21.435 21.435 0.37 18.38 C T4 120.00-100.00 0.79 2.25 A B C 0.199 0.199 0.199 2.598 2.598 2.598 0 1 1 1 1 1 1 23.188 23.188 23.188 0.40 19.81 C T5 100.00-80.00 0.79 2.63 A B C 0.183 0.183 0.183 2.653 2.653 2.653 0 1 1 1 1 1 1 26.235 26.235 26.235 0.41 20.55 C T6 80.00-60.00 0.78 3.22 A B C 0.169 0.169 0.169 2.703 2.703 2.703 0 1 1 1 1 1 1 28.913 28.913 28.913 0.42 20.85 C T7 60.00-40.00 0.77 3.66 A B C 0.155 0.155 0.155 2.755 2.755 2.755 0 1 1 1 1 1 1 30.901 30.901 30.901 0.41 20.41 C T8 40.00-20.00 0.75 4.37 A B C 0.147 0.147 0.147 2.782 2.782 2.782 0 1 1 1 1 1 1 33.547 33.547 33.547 0.38 19.09 C T9 20.00-0.00 0.36 4.49 A B C 0.15 0.15 0.15 2.772 2.772 2.772 0 1 1 1 1 1 1 39.719 39.719 39.719 0.34 17.04 C Sum Weight: 6.31 25.63 OTM 295.87 kip-ft 3.37 Tower Forces - With Ice - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.55 1.35 A B C 0.243 0.243 0.243 2.458 2.458 2.458 0 0.8 0.8 0.8 1 1 1 17.017 17.017 17.017 0.28 13.82 C T2 160.00-140.00 0.76 1.69 A B C 0.256 0.256 0.256 2.421 2.421 2.421 0 0.8 0.8 0.8 1 1 1 17.929 17.929 17.929 0.34 17.21 C T3 140.00-120.00 0.76 1.96 A B C 0.236 0.236 0.236 2.48 2.48 2.48 0 0.8 0.8 0.8 1 1 1 19.309 19.309 19.309 0.35 17.63 C T4 120.00-100.00 0.79 2.25 A B C 0.199 0.199 0.199 2.598 2.598 2.598 0 0.8 0.8 0.8 1 1 1 20.847 20.847 20.847 0.38 18.96 C T5 100.00-80.00 0.79 2.63 A B C 0.183 0.183 0.183 2.653 2.653 2.653 0 0.8 0.8 0.8 1 1 1 23.492 23.492 23.492 0.39 19.56 C T6 80.00-60.00 0.78 3.22 A B C 0.169 0.169 0.169 2.703 2.703 2.703 0 0.8 0.8 0.8 1 1 1 25.746 25.746 25.746 0.39 19.73 C T7 60.00-40.00 0.77 3.66 A B 0.155 0.155 2.755 2.755 0 0.8 0.8 1 1 27.376 27.376 0.38 19.21 C ttnnxxTToowweerr Job SEA Quilcene Page 16 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face C 0.155 2.755 0.8 1 27.376 T8 40.00-20.00 0.75 4.37 A B C 0.147 0.147 0.147 2.782 2.782 2.782 0 0.8 0.8 0.8 1 1 1 29.631 29.631 29.631 0.36 17.88 C T9 20.00-0.00 0.36 4.49 A B C 0.15 0.15 0.15 2.772 2.772 2.772 0 0.8 0.8 0.8 1 1 1 34.534 34.534 34.534 0.31 15.39 C Sum Weight: 6.31 25.63 OTM 282.05 kip-ft 3.19 Tower Forces - With Ice - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.55 1.35 A B C 0.243 0.243 0.243 2.458 2.458 2.458 0 0.85 0.85 0.85 1 1 1 17.509 17.509 17.509 0.28 14.00 C T2 160.00-140.00 0.76 1.69 A B C 0.256 0.256 0.256 2.421 2.421 2.421 0 0.85 0.85 0.85 1 1 1 18.417 18.417 18.417 0.35 17.38 C T3 140.00-120.00 0.76 1.96 A B C 0.236 0.236 0.236 2.48 2.48 2.48 0 0.85 0.85 0.85 1 1 1 19.841 19.841 19.841 0.36 17.82 C T4 120.00-100.00 0.79 2.25 A B C 0.199 0.199 0.199 2.598 2.598 2.598 0 0.85 0.85 0.85 1 1 1 21.432 21.432 21.432 0.38 19.17 C T5 100.00-80.00 0.79 2.63 A B C 0.183 0.183 0.183 2.653 2.653 2.653 0 0.85 0.85 0.85 1 1 1 24.178 24.178 24.178 0.40 19.81 C T6 80.00-60.00 0.78 3.22 A B C 0.169 0.169 0.169 2.703 2.703 2.703 0 0.85 0.85 0.85 1 1 1 26.538 26.538 26.538 0.40 20.01 C T7 60.00-40.00 0.77 3.66 A B C 0.155 0.155 0.155 2.755 2.755 2.755 0 0.85 0.85 0.85 1 1 1 28.257 28.257 28.257 0.39 19.51 C T8 40.00-20.00 0.75 4.37 A B C 0.147 0.147 0.147 2.782 2.782 2.782 0 0.85 0.85 0.85 1 1 1 30.610 30.610 30.610 0.36 18.18 C T9 20.00-0.00 0.36 4.49 A B C 0.15 0.15 0.15 2.772 2.772 2.772 0 0.85 0.85 0.85 1 1 1 35.830 35.830 35.830 0.32 15.81 C Sum Weight: 6.31 25.63 OTM 285.50 kip-ft 3.23 Tower Forces - Service - Wind Normal To Face ttnnxxTToowweerr Job SEA Quilcene Page 17 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.27 0.79 A B C 0.152 0.152 0.152 2.763 2.763 2.763 0 1 1 1 1 1 1 13.161 13.161 13.161 0.78 39.03 C T2 160.00-140.00 0.34 1.11 A B C 0.166 0.166 0.166 2.712 2.712 2.712 0 1 1 1 1 1 1 14.034 14.034 14.034 0.97 48.39 C T3 140.00-120.00 0.34 1.33 A B C 0.156 0.156 0.156 2.75 2.75 2.75 0 1 1 1 1 1 1 15.369 15.369 15.369 1.01 50.35 C T4 120.00-100.00 0.35 1.57 A B C 0.133 0.133 0.133 2.835 2.835 2.835 0 1 1 1 1 1 1 16.905 16.905 16.905 1.09 54.68 C T5 100.00-80.00 0.35 1.86 A B C 0.123 0.123 0.123 2.872 2.872 2.872 0 1 1 1 1 1 1 19.378 19.378 19.378 1.16 57.76 C T6 80.00-60.00 0.35 2.38 A B C 0.114 0.114 0.114 2.91 2.91 2.91 0 1 1 1 1 1 1 21.489 21.489 21.489 1.19 59.40 C T7 60.00-40.00 0.35 2.76 A B C 0.111 0.111 0.111 2.919 2.919 2.919 0 1 1 1 1 1 1 24.220 24.220 24.220 1.20 60.14 C T8 40.00-20.00 0.35 3.42 A B C 0.107 0.107 0.107 2.934 2.934 2.934 0 1 1 1 1 1 1 26.647 26.647 26.647 1.15 57.42 C T9 20.00-0.00 0.17 3.43 A B C 0.115 0.115 0.115 2.904 2.904 2.904 0 1 1 1 1 1 1 32.995 32.995 32.995 1.14 57.22 C Sum Weight: 2.87 18.67 OTM 822.28 kip-ft 9.69 Tower Forces - Service - Wind 60 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.27 0.79 A B C 0.152 0.152 0.152 2.763 2.763 2.763 0 0.8 0.8 0.8 1 1 1 11.191 11.191 11.191 0.71 35.72 C T2 160.00-140.00 0.34 1.11 A B C 0.166 0.166 0.166 2.712 2.712 2.712 0 0.8 0.8 0.8 1 1 1 12.082 12.082 12.082 0.90 45.20 C T3 140.00-120.00 0.34 1.33 A B C 0.156 0.156 0.156 2.75 2.75 2.75 0 0.8 0.8 0.8 1 1 1 13.244 13.244 13.244 0.94 46.86 C T4 120.00-100.00 0.35 1.57 A B C 0.133 0.133 0.133 2.835 2.835 2.835 0 0.8 0.8 0.8 1 1 1 14.563 14.563 14.563 1.02 50.79 C T5 100.00-80.00 0.35 1.86 A B C 0.123 0.123 0.123 2.872 2.872 2.872 0 0.8 0.8 0.8 1 1 1 16.634 16.634 16.634 1.06 53.25 C T6 80.00-60.00 0.35 2.38 A B C 0.114 0.114 0.114 2.91 2.91 2.91 0 0.8 0.8 0.8 1 1 1 18.323 18.323 18.323 1.09 54.32 C ttnnxxTToowweerr Job SEA Quilcene Page 18 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T7 60.00-40.00 0.35 2.76 A B C 0.111 0.111 0.111 2.919 2.919 2.919 0 0.8 0.8 0.8 1 1 1 20.695 20.695 20.695 1.10 54.80 C T8 40.00-20.00 0.35 3.42 A B C 0.107 0.107 0.107 2.934 2.934 2.934 0 0.8 0.8 0.8 1 1 1 22.731 22.731 22.731 1.04 52.07 C T9 20.00-0.00 0.17 3.43 A B C 0.115 0.115 0.115 2.904 2.904 2.904 0 0.8 0.8 0.8 1 1 1 27.810 27.810 27.810 1.00 49.95 C Sum Weight: 2.87 18.67 OTM 758.54 kip-ft 8.86 Tower Forces - Service - Wind 90 To Face Section Elevation ft Add Weight K Self Weight K F a c e e CF qz ksf DF DR AE ft2 F K w plf Ctrl. Face T1 180.00-160.00 0.27 0.79 A B C 0.152 0.152 0.152 2.763 2.763 2.763 0 0.85 0.85 0.85 1 1 1 11.683 11.683 11.683 0.73 36.55 C T2 160.00-140.00 0.34 1.11 A B C 0.166 0.166 0.166 2.712 2.712 2.712 0 0.85 0.85 0.85 1 1 1 12.570 12.570 12.570 0.92 46.00 C T3 140.00-120.00 0.34 1.33 A B C 0.156 0.156 0.156 2.75 2.75 2.75 0 0.85 0.85 0.85 1 1 1 13.775 13.775 13.775 0.95 47.73 C T4 120.00-100.00 0.35 1.57 A B C 0.133 0.133 0.133 2.835 2.835 2.835 0 0.85 0.85 0.85 1 1 1 15.148 15.148 15.148 1.04 51.76 C T5 100.00-80.00 0.35 1.86 A B C 0.123 0.123 0.123 2.872 2.872 2.872 0 0.85 0.85 0.85 1 1 1 17.320 17.320 17.320 1.09 54.38 C T6 80.00-60.00 0.35 2.38 A B C 0.114 0.114 0.114 2.91 2.91 2.91 0 0.85 0.85 0.85 1 1 1 19.114 19.114 19.114 1.11 55.59 C T7 60.00-40.00 0.35 2.76 A B C 0.111 0.111 0.111 2.919 2.919 2.919 0 0.85 0.85 0.85 1 1 1 21.577 21.577 21.577 1.12 56.14 C T8 40.00-20.00 0.35 3.42 A B C 0.107 0.107 0.107 2.934 2.934 2.934 0 0.85 0.85 0.85 1 1 1 23.710 23.710 23.710 1.07 53.41 C T9 20.00-0.00 0.17 3.43 A B C 0.115 0.115 0.115 2.904 2.904 2.904 0 0.85 0.85 0.85 1 1 1 29.107 29.107 29.107 1.04 51.77 C Sum Weight: 2.87 18.67 OTM 774.47 kip-ft 9.07 Force Totals ttnnxxTToowweerr Job SEA Quilcene Page 19 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Load Case Vertical Forces K Sum of Forces X K Sum of Forces Z K Sum of Overturning Moments, Mx kip-ft Sum of Overturning Moments, Mz kip-ft Sum of Torques kip-ft Leg Weight 12.89 Bracing Weight 5.78 Total Member Self-Weight 18.67 7.15 -3.33 Total Weight 24.17 7.15 -3.33 Wind 0 deg - No Ice -0.03 -29.53 -2954.61 1.12 2.53 Wind 30 deg - No Ice 14.16 -24.22 -2452.78 -1453.19 16.12 Wind 60 deg - No Ice 24.10 -13.71 -1390.74 -2484.74 25.40 Wind 90 deg - No Ice 28.36 0.03 11.60 -2910.76 27.87 Wind 120 deg - No Ice 25.91 14.79 1491.88 -2626.27 22.87 Wind 150 deg - No Ice 14.20 24.25 2471.53 -1460.89 11.75 Wind 180 deg - No Ice 0.03 27.47 2810.63 -7.77 -2.53 Wind 210 deg - No Ice -14.16 24.22 2467.08 1446.54 -16.12 Wind 240 deg - No Ice -25.89 14.74 1484.18 2615.17 -25.40 Wind 270 deg - No Ice -28.36 -0.03 2.70 2904.11 -27.87 Wind 300 deg - No Ice -24.13 -13.76 -1398.44 2482.54 -22.87 Wind 330 deg - No Ice -14.20 -24.25 -2457.23 1454.24 -11.75 Member Ice 6.96 Total Weight Ice 36.39 16.35 -5.23 Wind 0 deg - Ice -0.00 -3.98 -382.57 -4.84 0.96 Wind 30 deg - Ice 1.94 -3.33 -319.95 -202.10 3.18 Wind 60 deg - Ice 3.32 -1.90 -175.86 -343.61 4.54 Wind 90 deg - Ice 3.88 0.00 16.74 -399.64 4.69 Wind 120 deg - Ice 3.48 1.99 216.15 -355.97 3.58 Wind 150 deg - Ice 1.94 3.33 353.04 -202.77 1.51 Wind 180 deg - Ice 0.00 3.80 401.44 -5.62 -0.96 Wind 210 deg - Ice -1.94 3.33 352.65 191.64 -3.18 Wind 240 deg - Ice -3.48 1.99 215.47 345.12 -4.54 Wind 270 deg - Ice -3.88 -0.00 15.96 389.18 -4.69 Wind 300 deg - Ice -3.32 -1.90 -176.53 333.54 -3.58 Wind 330 deg - Ice -1.94 -3.33 -320.34 192.31 -1.51 Total Weight 24.17 7.15 -3.33 Wind 0 deg - Service -0.01 -11.90 -1193.90 1.88 1.02 Wind 30 deg - Service 5.70 -9.76 -991.76 -583.96 6.49 Wind 60 deg - Service 9.71 -5.52 -563.93 -999.51 10.22 Wind 90 deg - Service 11.42 0.01 0.97 -1171.12 11.21 Wind 120 deg - Service 10.44 5.96 597.28 -1056.51 9.20 Wind 150 deg - Service 5.72 9.77 991.91 -587.07 4.73 Wind 180 deg - Service 0.01 11.07 1128.52 -1.70 -1.02 Wind 210 deg - Service -5.70 9.76 990.12 584.14 -6.49 Wind 240 deg - Service -10.43 5.94 594.17 1054.89 -10.22 Wind 270 deg - Service -11.42 -0.01 -2.61 1171.29 -11.21 Wind 300 deg - Service -9.72 -5.54 -567.04 1001.47 -9.20 Wind 330 deg - Service -5.72 -9.77 -993.55 587.24 -4.73 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice ttnnxxTToowweerr Job SEA Quilcene Page 20 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Comb. No. Description 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 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 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 180 - 160 Leg Max Tension 23 16.83 -0.30 -0.12 Max. Compression 10 -19.72 -0.46 -0.18 Max. Mx 20 -1.60 -1.00 0.06 Max. My 14 -1.41 -0.03 1.00 Max. Vy 10 3.19 -0.46 -0.18 Max. Vx 2 -3.26 -0.03 0.47 Diagonal Max Tension 8 3.93 0.00 0.00 Max. Compression 20 -3.86 0.00 0.00 Max. Mx 6 -0.79 0.01 -0.00 Max. My 8 -3.77 0.00 -0.01 ttnnxxTToowweerr Job SEA Quilcene Page 21 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vy 31 -0.01 0.01 -0.00 Max. Vx 8 0.00 0.00 -0.01 Top Girt Max Tension 11 0.18 0.00 0.00 Max. Compression 22 -0.20 0.00 0.00 Max. Mx 26 -0.01 -0.01 0.00 Max. My 8 0.01 0.00 -0.00 Max. Vy 26 0.01 0.00 0.00 Max. Vx 8 0.00 0.00 0.00 T2 160 - 140 Leg Max Tension 23 55.13 -0.50 -0.19 Max. Compression 10 -60.46 -0.64 -0.29 Max. Mx 10 -19.72 -1.25 -0.50 Max. My 2 -23.32 -0.08 1.28 Max. Vy 10 4.88 -0.64 -0.29 Max. Vx 2 -5.07 -0.01 0.68 Diagonal Max Tension 20 5.37 0.00 0.00 Max. Compression 8 -5.37 0.00 0.00 Max. Mx 10 3.09 0.02 -0.00 Max. My 8 -4.77 -0.01 -0.01 Max. Vy 31 -0.01 0.01 -0.00 Max. Vx 8 0.00 -0.01 -0.01 Top Girt Max Tension 10 0.57 0.00 0.00 Max. Compression 22 -0.57 0.00 0.00 Max. Mx 26 0.01 -0.01 0.00 Max. My 8 -0.00 0.00 -0.00 Max. Vy 26 0.01 0.00 0.00 Max. Vx 8 0.00 0.00 0.00 T3 140 - 120 Leg Max Tension 23 76.84 0.45 -0.09 Max. Compression 10 -84.53 0.27 -0.05 Max. Mx 10 -60.66 1.24 -0.23 Max. My 22 -33.08 0.59 0.67 Max. Vy 10 -3.23 0.27 -0.05 Max. Vx 24 -1.98 0.01 0.67 Diagonal Max Tension 20 3.50 0.00 0.00 Max. Compression 20 -3.65 0.00 0.00 Max. Mx 10 1.46 0.02 -0.00 Max. My 8 -3.63 -0.01 -0.01 Max. Vy 33 0.01 0.01 -0.00 Max. Vx 8 0.00 0.00 0.00 Top Girt Max Tension 11 0.48 0.00 0.00 Max. Compression 22 -0.56 0.00 0.00 Max. Mx 26 -0.05 -0.01 0.00 Max. My 35 -0.08 0.00 0.00 Max. Vy 26 0.01 0.00 0.00 Max. Vx 35 -0.00 0.00 0.00 T4 120 - 100 Leg Max Tension 23 96.59 0.58 -0.10 Max. Compression 10 -106.87 0.30 -0.03 Max. Mx 10 -84.54 1.10 -0.19 Max. My 10 39.09 -0.52 -0.54 Max. Vy 18 -3.97 0.30 0.04 Max. Vx 22 -1.68 0.14 0.19 Diagonal Max Tension 20 3.67 0.00 0.00 Max. Compression 20 -3.69 0.00 0.00 Max. Mx 10 1.77 0.01 -0.00 Max. My 20 -3.53 -0.00 0.01 Max. Vy 33 0.01 0.01 -0.00 Max. Vx 20 -0.00 0.00 0.00 T5 100 - 80 Leg Max Tension 23 115.13 0.77 -0.11 Max. Compression 10 -128.31 0.23 -0.05 Max. Mx 18 -106.18 1.29 0.17 Max. My 22 -55.87 0.60 0.61 Max. Vy 18 -4.64 0.23 0.05 ttnnxxTToowweerr Job SEA Quilcene Page 22 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vx 22 -1.95 0.11 0.24 Diagonal Max Tension 20 4.10 0.00 0.00 Max. Compression 20 -4.14 0.00 0.00 Max. Mx 33 0.35 0.02 -0.00 Max. My 20 -4.10 0.00 0.01 Max. Vy 33 0.01 0.02 -0.00 Max. Vx 20 -0.00 0.00 0.00 T6 80 - 60 Leg Max Tension 23 133.01 0.73 -0.11 Max. Compression 10 -149.54 0.44 -0.05 Max. Mx 18 -127.54 1.39 0.21 Max. My 22 -66.39 0.64 0.72 Max. Vy 18 -5.36 0.44 0.06 Max. Vx 6 2.24 0.20 -0.27 Diagonal Max Tension 20 4.61 0.00 0.00 Max. Compression 20 -4.60 0.00 0.00 Max. Mx 33 0.31 0.03 0.00 Max. My 20 -4.51 0.01 0.01 Max. Vy 33 0.02 0.03 0.00 Max. Vx 20 -0.00 0.00 0.00 T7 60 - 40 Leg Max Tension 23 150.58 0.88 -0.12 Max. Compression 10 -170.82 0.49 -0.06 Max. Mx 18 -148.71 1.78 0.25 Max. My 18 67.27 -0.85 0.85 Max. Vy 18 -6.24 0.49 0.07 Max. Vx 18 -2.44 -0.24 0.37 Diagonal Max Tension 20 5.26 0.00 0.00 Max. Compression 20 -5.32 0.00 0.00 Max. Mx 33 0.27 0.04 0.00 Max. My 20 -5.03 0.01 0.01 Max. Vy 33 0.03 0.04 -0.00 Max. Vx 20 -0.00 0.00 0.00 T8 40 - 20 Leg Max Tension 23 167.74 1.21 -0.18 Max. Compression 10 -192.24 0.21 -0.01 Max. Mx 18 -169.93 2.05 0.28 Max. My 18 76.01 -0.96 0.99 Max. Vy 2 -6.87 0.21 -0.00 Max. Vx 18 -2.76 -0.13 0.26 Diagonal Max Tension 20 5.79 0.00 0.00 Max. Compression 20 -5.81 0.00 0.00 Max. Mx 33 0.08 0.07 -0.01 Max. My 20 -5.68 0.03 0.01 Max. Vy 33 0.04 0.07 -0.01 Max. Vx 20 -0.00 0.00 0.00 T9 20 - 0 Leg Max Tension 23 184.67 1.60 -0.18 Max. Compression 10 -213.34 0.00 0.00 Max. Mx 18 -212.35 -1.99 -0.23 Max. My 4 -10.51 -0.00 -0.96 Max. Vy 18 -7.95 0.00 -0.00 Max. Vx 18 -2.78 -0.93 0.95 Diagonal Max Tension 20 6.20 0.00 0.00 Max. Compression 20 -6.23 0.00 0.00 Max. Mx 33 -0.46 0.10 0.01 Max. My 20 -5.86 0.02 0.01 Max. Vy 33 0.04 0.10 0.01 Max. Vx 20 -0.00 0.00 0.00 Maximum Reactions ttnnxxTToowweerr Job SEA Quilcene Page 23 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 211.74 16.06 -8.32 Max. Hx 18 211.74 16.06 -8.32 Max. Hz 5 -159.58 -11.90 7.50 Min. Vert 7 -183.90 -14.38 7.29 Min. Hx 7 -183.90 -14.38 7.29 Min. Hz 18 211.74 16.06 -8.32 Leg B Max. Vert 10 212.72 -16.05 -8.41 Max. Hx 23 -184.07 14.36 7.38 Max. Hz 25 -159.83 11.86 7.65 Min. Vert 23 -184.07 14.36 7.38 Min. Hx 10 212.72 -16.05 -8.41 Min. Hz 10 212.72 -16.05 -8.41 Leg A Max. Vert 2 208.12 0.09 17.89 Max. Hx 21 7.11 1.18 0.48 Max. Hz 2 208.12 0.09 17.89 Min. Vert 15 -181.39 -0.09 -15.93 Min. Hx 11 -92.86 -1.23 -8.31 Min. Hz 15 -181.39 -0.09 -15.93 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 24.17 0.00 0.00 7.15 -3.33 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 29.01 -0.03 -29.53 -2964.58 0.48 2.55 0.9 Dead+1.0 Wind 0 deg - No Ice 21.76 -0.03 -29.53 -2963.85 1.48 2.54 1.2 Dead+1.0 Wind 30 deg - No Ice 29.01 14.16 -24.22 -2460.87 -1459.57 16.16 0.9 Dead+1.0 Wind 30 deg - No Ice 21.76 14.16 -24.22 -2460.61 -1457.14 16.15 1.2 Dead+1.0 Wind 60 deg - No Ice 29.01 24.10 -13.71 -1394.66 -2495.20 25.45 0.9 Dead+1.0 Wind 60 deg - No Ice 21.76 24.10 -13.71 -1395.45 -2491.74 25.43 1.2 Dead+1.0 Wind 90 deg - No Ice 29.01 28.36 0.03 13.17 -2922.83 27.91 0.9 Dead+1.0 Wind 90 deg - No Ice 21.76 28.36 0.03 11.01 -2918.95 27.90 1.2 Dead+1.0 Wind 120 deg - No Ice 29.01 25.91 14.79 1499.15 -2637.11 22.90 0.9 Dead+1.0 Wind 120 deg - No Ice 21.76 25.91 14.79 1495.55 -2633.52 22.89 1.2 Dead+1.0 Wind 150 deg - No Ice 29.01 14.20 24.25 2482.60 -1467.24 11.75 0.9 Dead+1.0 Wind 150 deg - No Ice 21.76 14.20 24.25 2478.02 -1464.80 11.75 1.2 Dead+1.0 Wind 180 deg - No Ice 29.01 0.03 27.47 2823.02 -8.46 -2.55 0.9 Dead+1.0 Wind 180 deg - No Ice 21.76 0.03 27.47 2818.10 -7.45 -2.54 1.2 Dead+1.0 Wind 210 deg - No Ice 29.01 -14.16 24.22 2478.12 1451.51 -16.16 0.9 Dead+1.0 Wind 210 deg - 21.76 -14.16 24.22 2473.55 1451.08 -16.15 ttnnxxTToowweerr Job SEA Quilcene Page 24 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft No Ice 1.2 Dead+1.0 Wind 240 deg - No Ice 29.01 -25.89 14.74 1491.41 2624.64 -25.45 0.9 Dead+1.0 Wind 240 deg - No Ice 21.76 -25.89 14.74 1487.81 2623.06 -25.44 1.2 Dead+1.0 Wind 270 deg - No Ice 29.01 -28.36 -0.03 4.24 2914.82 -27.91 0.9 Dead+1.0 Wind 270 deg - No Ice 21.76 -28.36 -0.03 2.09 2912.95 -27.90 1.2 Dead+1.0 Wind 300 deg - No Ice 29.01 -24.13 -13.76 -1402.38 2491.67 -22.90 0.9 Dead+1.0 Wind 300 deg - No Ice 21.76 -24.13 -13.76 -1403.16 2490.21 -22.89 1.2 Dead+1.0 Wind 330 deg - No Ice 29.01 -14.20 -24.25 -2465.32 1459.33 -11.75 0.9 Dead+1.0 Wind 330 deg - No Ice 21.76 -14.20 -24.25 -2465.06 1458.89 -11.75 1.2 Dead+1.0 Ice+1.0 Temp 41.22 0.00 0.00 17.81 -5.90 -0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 41.22 -0.00 -3.98 -383.27 -5.54 0.97 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 41.22 1.94 -3.33 -320.31 -203.91 3.19 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 41.22 3.32 -1.90 -175.41 -346.23 4.55 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 41.22 3.88 0.00 18.27 -402.57 4.70 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 41.22 3.48 1.99 218.79 -358.65 3.59 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 41.22 1.94 3.33 356.46 -204.59 1.51 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 41.22 0.00 3.80 405.14 -6.32 -0.97 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 41.22 -1.94 3.33 356.07 192.05 -3.19 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 41.22 -3.48 1.99 218.12 346.40 -4.55 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 41.22 -3.88 -0.00 17.49 390.71 -4.70 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 41.22 -3.32 -1.90 -176.09 334.76 -3.59 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 41.22 -1.94 -3.33 -320.70 192.73 -1.51 Dead+Wind 0 deg - Service 24.17 -0.01 -11.90 -1189.77 -1.54 1.02 Dead+Wind 30 deg - Service 24.17 5.70 -9.76 -986.99 -589.31 6.50 Dead+Wind 60 deg - Service 24.17 9.71 -5.52 -557.77 -1006.22 10.24 Dead+Wind 90 deg - Service 24.17 11.42 0.01 8.98 -1178.38 11.23 Dead+Wind 120 deg - Service 24.17 10.44 5.96 607.21 -1063.37 9.21 Dead+Wind 150 deg - Service 24.17 5.72 9.77 1003.14 -592.41 4.72 Dead+Wind 180 deg - Service 24.17 0.01 11.07 1140.19 -5.13 -1.02 Dead+Wind 210 deg - Service 24.17 -5.70 9.76 1001.34 582.62 -6.50 Dead+Wind 240 deg - Service 24.17 -10.43 5.94 604.10 1054.90 -10.24 Dead+Wind 270 deg - Service 24.17 -11.42 -0.01 5.39 1171.71 -11.23 Dead+Wind 300 deg - Service 24.17 -9.72 -5.54 -560.88 1001.35 -9.21 Dead+Wind 330 deg - Service 24.17 -5.72 -9.77 -988.78 585.75 -4.72 Solution Summary ttnnxxTToowweerr Job SEA Quilcene Page 25 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -24.17 0.00 0.00 24.17 0.00 0.000% 2 -0.03 -29.01 -29.53 0.03 29.01 29.53 0.000% 3 -0.03 -21.76 -29.53 0.03 21.76 29.53 0.000% 4 14.16 -29.01 -24.22 -14.16 29.01 24.22 0.000% 5 14.16 -21.76 -24.22 -14.16 21.76 24.22 0.000% 6 24.10 -29.01 -13.71 -24.10 29.01 13.71 0.000% 7 24.10 -21.76 -13.71 -24.10 21.76 13.71 0.000% 8 28.36 -29.01 0.03 -28.36 29.01 -0.03 0.000% 9 28.36 -21.76 0.03 -28.36 21.76 -0.03 0.000% 10 25.91 -29.01 14.79 -25.91 29.01 -14.79 0.000% 11 25.91 -21.76 14.79 -25.91 21.76 -14.79 0.000% 12 14.20 -29.01 24.25 -14.20 29.01 -24.25 0.000% 13 14.20 -21.76 24.25 -14.20 21.76 -24.25 0.000% 14 0.03 -29.01 27.47 -0.03 29.01 -27.47 0.000% 15 0.03 -21.76 27.47 -0.03 21.76 -27.47 0.000% 16 -14.16 -29.01 24.22 14.16 29.01 -24.22 0.000% 17 -14.16 -21.76 24.22 14.16 21.76 -24.22 0.000% 18 -25.89 -29.01 14.74 25.89 29.01 -14.74 0.000% 19 -25.89 -21.76 14.74 25.89 21.76 -14.74 0.000% 20 -28.36 -29.01 -0.03 28.36 29.01 0.03 0.000% 21 -28.36 -21.76 -0.03 28.36 21.76 0.03 0.000% 22 -24.13 -29.01 -13.76 24.13 29.01 13.76 0.000% 23 -24.13 -21.76 -13.76 24.13 21.76 13.76 0.000% 24 -14.20 -29.01 -24.25 14.20 29.01 24.25 0.000% 25 -14.20 -21.76 -24.25 14.20 21.76 24.25 0.000% 26 0.00 -41.22 0.00 0.00 41.22 0.00 0.000% 27 -0.00 -41.22 -3.98 0.00 41.22 3.98 0.000% 28 1.94 -41.22 -3.33 -1.94 41.22 3.33 0.000% 29 3.32 -41.22 -1.90 -3.32 41.22 1.90 0.000% 30 3.88 -41.22 0.00 -3.88 41.22 -0.00 0.000% 31 3.48 -41.22 1.99 -3.48 41.22 -1.99 0.000% 32 1.94 -41.22 3.33 -1.94 41.22 -3.33 0.000% 33 0.00 -41.22 3.80 -0.00 41.22 -3.80 0.000% 34 -1.94 -41.22 3.33 1.94 41.22 -3.33 0.000% 35 -3.48 -41.22 1.99 3.48 41.22 -1.99 0.000% 36 -3.88 -41.22 -0.00 3.88 41.22 0.00 0.000% 37 -3.32 -41.22 -1.90 3.32 41.22 1.90 0.000% 38 -1.94 -41.22 -3.33 1.94 41.22 3.33 0.000% 39 -0.01 -24.17 -11.90 0.01 24.17 11.90 0.000% 40 5.70 -24.17 -9.76 -5.70 24.17 9.76 0.000% 41 9.71 -24.17 -5.52 -9.71 24.17 5.52 0.000% 42 11.42 -24.17 0.01 -11.42 24.17 -0.01 0.000% 43 10.44 -24.17 5.96 -10.44 24.17 -5.96 0.000% 44 5.72 -24.17 9.77 -5.72 24.17 -9.77 0.000% 45 0.01 -24.17 11.07 -0.01 24.17 -11.07 0.000% 46 -5.70 -24.17 9.76 5.70 24.17 -9.76 0.000% 47 -10.43 -24.17 5.94 10.43 24.17 -5.94 0.000% 48 -11.42 -24.17 -0.01 11.42 24.17 0.01 0.000% 49 -9.72 -24.17 -5.54 9.72 24.17 5.54 0.000% 50 -5.72 -24.17 -9.77 5.72 24.17 9.77 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 ttnnxxTToowweerr Job SEA Quilcene Page 26 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani 2 Yes 4 0.00000001 0.00000129 3 Yes 4 0.00000001 0.00000125 4 Yes 4 0.00000001 0.00000147 5 Yes 4 0.00000001 0.00000140 6 Yes 4 0.00000001 0.00000195 7 Yes 4 0.00000001 0.00000182 8 Yes 4 0.00000001 0.00000276 9 Yes 4 0.00000001 0.00000263 10 Yes 4 0.00000001 0.00000201 11 Yes 4 0.00000001 0.00000194 12 Yes 4 0.00000001 0.00000147 13 Yes 4 0.00000001 0.00000138 14 Yes 4 0.00000001 0.00000142 15 Yes 4 0.00000001 0.00000131 16 Yes 4 0.00000001 0.00000145 17 Yes 4 0.00000001 0.00000139 18 Yes 4 0.00000001 0.00000207 19 Yes 4 0.00000001 0.00000199 20 Yes 4 0.00000001 0.00000272 21 Yes 4 0.00000001 0.00000261 22 Yes 4 0.00000001 0.00000222 23 Yes 4 0.00000001 0.00000211 24 Yes 4 0.00000001 0.00000146 25 Yes 4 0.00000001 0.00000137 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 180 - 160 6.987 43 0.3640 0.1698 T2 160 - 140 5.436 43 0.3516 0.1559 T3 140 - 120 3.986 43 0.2992 0.1230 T4 120 - 100 2.823 43 0.2346 0.0893 T5 100 - 80 1.906 43 0.1806 0.0661 ttnnxxTToowweerr Job SEA Quilcene Page 27 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T6 80 - 60 1.186 43 0.1358 0.0431 T7 60 - 40 0.674 43 0.0901 0.0305 T8 40 - 20 0.324 43 0.0571 0.0188 T9 20 - 0 0.107 43 0.0284 0.0096 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 180.00 4' Lighting Rod 43 6.987 0.3640 0.1698 313798 171.00 Pipe Sector Frame 43 6.285 0.3619 0.1652 174332 120.00 3' HP Dish 43 2.823 0.2346 0.0893 20383 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 180 - 160 17.312 10 0.9015 0.4226 T2 160 - 140 13.470 10 0.8710 0.3879 T3 140 - 120 9.877 10 0.7412 0.3063 T4 120 - 100 6.997 10 0.5811 0.2225 T5 100 - 80 4.723 10 0.4474 0.1646 T6 80 - 60 2.940 10 0.3363 0.1074 T7 60 - 40 1.672 10 0.2231 0.0759 T8 40 - 20 0.804 10 0.1413 0.0467 T9 20 - 0 0.266 10 0.0702 0.0240 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 180.00 4' Lighting Rod 10 17.312 0.9015 0.4226 127381 171.00 Pipe Sector Frame 10 15.574 0.8964 0.4113 70767 120.00 3' HP Dish 10 6.997 0.5811 0.2225 8225 Compression Checks Leg Design Data (Compression) ttnnxxTToowweerr Job SEA Quilcene Page 28 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 180 - 160 1 3/4 20.00 4.88 133.7 K=1.00 2.4053 -16.07 30.39 0.529 1 T2 160 - 140 2 1/4 20.00 4.88 104.0 K=1.00 3.9761 -54.73 81.14 0.675 1 T3 140 - 120 2 1/2 20.03 4.88 93.7 K=1.00 4.9087 -81.57 116.22 0.702 1 T4 120 - 100 2 3/4 20.03 4.88 85.2 K=1.00 5.9396 -103.94 157.20 0.661 1 T5 100 - 80 3 20.03 4.88 78.1 K=1.00 7.0686 -125.43 203.64 0.616 1 T6 80 - 60 3 20.03 4.88 78.1 K=1.00 7.0686 -146.68 203.64 0.720 1 T7 60 - 40 3 1/2 20.03 6.51 89.3 K=1.00 9.6211 -166.99 241.80 0.691 1 T8 40 - 20 3 3/4 20.03 6.51 83.3 K=1.00 11.0447 -188.42 299.22 0.630 1 T9 20 - 0 3 3/4 20.03 6.51 83.3 K=1.00 11.0447 -209.39 299.22 0.700 1 1 P u / Pn controls Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 180 - 160 L2x2x1/8 6.98 3.39 102.3 K=1.00 0.4844 -3.86 11.49 0.336 1 T2 160 - 140 L2x2x1/8 6.98 3.36 101.4 K=1.00 0.4844 -5.37 11.58 0.463 1 T3 140 - 120 L2x2x1/8 8.14 4.07 122.9 K=1.00 0.4844 -3.41 9.11 0.375 1 T4 120 - 100 L2x2x1/8 9.60 4.79 144.6 K=1.00 0.4844 -3.69 6.63 0.556 1 T5 100 - 80 L2x2x1/8 11.14 5.55 167.5 K=1.00 0.4844 -4.14 4.94 0.838 1 T6 80 - 60 L2x2x1/4 12.74 6.35 194.8 K=1.00 0.9380 -4.60 7.07 0.650 1 T7 60 - 40 L2 1/2x2 1/2x3/16 14.93 7.46 180.9 K=1.00 0.9020 -5.32 7.89 0.674 1 T8 40 - 20 L2 1/2x2 1/2x1/4 16.53 8.25 201.6 K=1.00 1.1900 -5.81 8.38 0.694 1 KL/R > 200 (C) - 196 T9 20 - 0 L3x3x3/16 18.15 9.06 182.4 K=1.00 1.0900 -6.23 9.38 0.665 1 1 P u / Pn controls ttnnxxTToowweerr Job SEA Quilcene Page 29 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 180 - 160 L2x2x1/8 5.00 4.85 146.5 K=1.00 0.4844 -0.20 6.46 0.031 1 T2 160 - 140 L2x2x1/8 5.00 4.81 145.3 K=1.00 0.4844 -1.05 6.57 0.159 1 T3 140 - 120 L2x2x1/8 5.02 4.81 145.3 K=1.00 0.4844 -1.47 6.57 0.223 1 1 P u / Pn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 180 - 160 1 3/4 20.00 0.25 6.9 2.4053 16.83 108.24 0.155 1 T2 160 - 140 2 1/4 20.00 0.25 5.3 3.9761 55.13 178.92 0.308 1 T3 140 - 120 2 1/2 20.03 0.25 4.8 4.9087 76.84 220.89 0.348 1 T4 120 - 100 2 3/4 20.03 0.25 4.4 5.9396 96.59 267.28 0.361 1 T5 100 - 80 3 20.03 0.25 4.0 7.0686 115.14 318.09 0.362 1 T6 80 - 60 3 20.03 0.25 4.0 7.0686 133.01 318.09 0.418 1 T7 60 - 40 3 1/2 20.03 0.25 3.4 9.6211 150.58 432.95 0.348 1 T8 40 - 20 3 3/4 20.03 0.25 3.2 11.0447 167.74 497.01 0.337 1 T9 20 - 0 3 3/4 20.03 0.25 3.2 11.0447 184.67 497.01 0.372 1 1 P u / Pn controls Diagonal Design Data (Tension) ttnnxxTToowweerr Job SEA Quilcene Page 30 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 180 - 160 L2x2x1/8 6.98 3.39 65.0 0.4844 3.93 15.69 0.250 1 T2 160 - 140 L2x2x1/8 6.98 3.36 64.4 0.4844 5.37 15.69 0.342 1 T3 140 - 120 L2x2x1/8 7.15 3.59 68.8 0.4844 3.50 15.69 0.223 1 T4 120 - 100 L2x2x1/8 9.60 4.79 91.8 0.4844 3.67 15.69 0.234 1 T5 100 - 80 L2x2x1/8 11.14 5.55 106.3 0.4844 4.10 15.69 0.261 1 T6 80 - 60 L2x2x1/4 12.74 6.35 125.1 0.9380 4.61 30.39 0.152 1 T7 60 - 40 L2 1/2x2 1/2x3/16 14.93 7.46 115.1 0.9020 5.26 29.22 0.180 1 T8 40 - 20 L2 1/2x2 1/2x1/4 16.53 8.25 128.7 1.1900 5.79 38.56 0.150 1 T9 20 - 0 L3x3x3/16 18.15 9.06 115.8 1.0900 6.20 35.32 0.176 1 1 P u / Pn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 180 - 160 L2x2x1/8 5.00 4.85 93.0 0.4844 0.18 15.69 0.012 1 T2 160 - 140 L2x2x1/8 5.00 4.81 92.2 0.4844 1.05 15.69 0.067 1 T3 140 - 120 L2x2x1/8 5.02 4.81 92.2 0.4844 1.47 15.69 0.093 1 1 P u / Pn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 180 - 160 Leg 1 3/4 2 -16.07 31.91 50.3 Pass T2 160 - 140 Leg 2 1/4 32 -54.73 85.19 64.2 Pass T3 140 - 120 Leg 2 1/2 62 -81.57 122.03 66.8 Pass T4 120 - 100 Leg 2 3/4 92 -103.94 165.06 63.0 Pass T5 100 - 80 Leg 3 119 -125.43 213.82 58.7 Pass T6 80 - 60 Leg 3 146 -146.68 213.82 68.6 Pass T7 60 - 40 Leg 3 1/2 173 -166.99 253.89 65.8 Pass T8 40 - 20 Leg 3 3/4 194 -188.42 314.18 60.0 Pass T9 20 - 0 Leg 3 3/4 215 -209.39 314.18 66.6 Pass ttnnxxTToowweerr Job SEA Quilcene Page 31 of 31 Core One Consulting USA 506 Second Ave., Suite 1533 Project 2130U0074 Date 14:41:23 04/22/21 Seattle, WA 98104 Phone: 1+(855) 708-2195 FAX: Client Tilson Designed by Fathullah Zamani Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 180 - 160 Diagonal L2x2x1/8 7 -3.86 12.06 32.0 Pass T2 160 - 140 Diagonal L2x2x1/8 38 -5.37 12.16 44.1 Pass T3 140 - 120 Diagonal L2x2x1/8 67 -3.41 9.57 35.7 Pass T4 120 - 100 Diagonal L2x2x1/8 94 -3.69 6.97 52.9 Pass T5 100 - 80 Diagonal L2x2x1/8 121 -4.14 5.19 79.8 Pass T6 80 - 60 Diagonal L2x2x1/4 148 -4.60 7.43 61.9 Pass T7 60 - 40 Diagonal L2 1/2x2 1/2x3/16 175 -5.32 8.28 64.2 Pass T8 40 - 20 Diagonal L2 1/2x2 1/2x1/4 196 -5.81 8.80 66.1 Pass T9 20 - 0 Diagonal L3x3x3/16 217 -6.23 9.85 63.3 Pass T1 180 - 160 Top Girt L2x2x1/8 6 -0.20 6.78 2.9 Pass T2 160 - 140 Top Girt L2x2x1/8 34 -1.05 6.90 15.2 Pass T3 140 - 120 Top Girt L2x2x1/8 64 -1.47 6.90 21.3 Pass Summary Leg (T6) 68.6 Pass Diagonal (T5) 79.8 Pass Top Girt (T3) 21.3 Pass RATING = 79.8 Pass Program Version 8.0.9.0 - 4/12/2021 File:C:/Users/fathullah.zamani/Desktop/Projects/2021/March 2021/Tilson/L600/WA/SEA Quilcene/Structural/TNX/SEA Quilcence SST.eri P a g e |5 Core One Consulting USA Phone: (778) 805 2166 www.coreoneconsulting.com APPENDIX A Design Tables & Resources ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Stiff Soil Elevation:849.95 ft (NAVD 88) Latitude: Longitude: 47.819831 -122.91426 Wind Results: Wind Speed: 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Date Accessed: Thu Apr 22 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Thu Apr 22 2021 SS : 1.403 S1 : 0.514 F a : 1 F v : N/A SMS : 1.403 SM1 : N/A SDS : 0.935 SD1 : N/A T L : 16 PGA : 0.584 PGA M : 0.643 F PGA : 1.1 Ie : 1 C v : 1.381 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Thu Apr 22 2021 Page 2 of 3https://asce7hazardtool.online/Thu Apr 22 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.50 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Thu Apr 22 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. arranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Thu Apr 22 2021 Apr 30 2021