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Home My WebLink About3433 169th Pl Ne_BLD6611_2025 CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 3433 169TH PL NE Permit #: 6611 PERMIT EXPIRES 180 DAYS AFTER Parcel #: 00482800000103 DATE OF ISSUANCE. Scope of Work: Replacement of existing like-for-like Rooftop units quantity 2 Valuation: 23450.00 OWNER APPLICANT CONTRACTOR WOODWORTH CAPITAL INC Johnson Controls Inc Johnson Controls, Inc. 3110 RUSTON WAY STE D 11807 North Creek Parkway S, Suite B- 11807 North Creek Parkway S Ste B102 102 TACOMA, WA 98402 Bothell, WA 98011 Bothell , WA 98011 (425) 236-8510 4253986952 LIC: 409 000 328 EXP: 07/31/2026 LIC: JOHNSC*272OS EXP: 10/28/2026 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL MECHANICAL CODE YEAR: 2021 STORIES: 1 CONST. TYPE: lllA DWELLING UNITS: OCC GROUP: B; Business BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. 7/23/2025 07/23/2025 Applicant Signature Date Building Official Date CONDITIONS Adhere to approved plans. Permit shall be onsite for inspections. Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction. The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 07/23/2025 Web Only - Mechanical Commercial Plan Review $359.87 07/23/2025 Credit Card Service $10.80 07/23/2025 Processing/Technology $25.00 07/23/2025 Air Cond. Unit > 500 BTU/h $100.00 07/23/2025 Mechanical Base $25.00 07/23/2025 Credit Card Service $4.50 Total Due: $525.17 Total Payment: $525.17 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail COMMERCIAL MECHANICAL APPLICATION Community & Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 This application is for new, addition, altered or replaced mechanical installation and new or altered gas piping and must be accompanied by ELECTRONIC CONSTRUCTION DRAWINGS and CUT SHEETS and/or information outlined in the MECHANICAL SUBMITTAL REQUIREMENTS, if applicable. Type of Permit: ï² New Installation ï² Addition ï² Alteration ï² Replaced ï² Gas Piping Type I and Type II Hood Systems required submittal of the Commercial Mechanical Addenda Property Address: Project Valuation: Lot #: Parcel ID No.: Preferred Contact: ï² Owner ï² Contractor Project Description: Owner Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Contractor Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: â€¢ New gas piping requires a pressure test hooking to any appliance â€¢ Sediment traps (drips) are required on all gas lines â€¢ Gas lines are required to be supported/secured per IFGS, Section 415 â€¢ Proper Combustion air and venting required for all appliances â€¢ A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 3 ï² Not Applicable ï² CSST ï²Brass ï²Other Proposed Piping Material: ï²Black Steel ï²Galvanized Steel Proposed Piping Size: ï²Â½â€ ï² â…â€ ï² Â¾â€ ï² 1â€ ï² 1Â½â€ ï² 2â€ Inlet Pressure: Pressure Drop: Specific Gravity: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulation of the State of Washington. Signature Print Name Date REV03.2022 Page 1 of 3 MECHANICAL PERMIT FEES (per unit) Type of Fixture No. of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = $ Air Conditioning Unit â‰¤ 100 Btu/h x $ 15.00 = $ Air Conditioning Unit > 100 Btu/h x $ 25.00 = $ Air Conditioning Unit > 500 Btu/hp x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler <100Btu/h >3hp x $ 15.00 = $ Boiler >1 million Btu/h<50hp x $ 25.00 = $ Boiler >1.5 million Btu/h<50hp x $ 50.00 = $ Boiler >100Btu/h 3-15hp x $ 15.00 = $ Boiler >500Btu/h 15-30hp x $ 25.00 = $ Commercial Hoods -Type I x $ 25.00 = $ Commercial Hoods -Type II x $ 50.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork (drawings required) x $ 25.00 = $ Evaporative Coolers x $ 15.00 = $ Exhaust/Ventilation Fans x $ 15.00 = $ Fireplace/Insert/Stove x $ 15.00 = $ Forced Air Heat â‰¤100 Btu/h x $ 15.00 = $ Forced Air Heat >100 Btu/h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired Air Conditioning Unit â‰¤ 100 Btu/h x $ 15.00 = $ Gas Fired Air Conditioning Unit > 100 Btu/h x $ 25.00 = $ Gas Fired Air Conditioning Unit > 500 Btu/hp x $ 50.00 = $ Gas Piping â‰¤ 5 units x $ 15.00 = $ Gas Piping for each additional unit > 5 x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $ 25.00 = $ Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance - regulated by $ 15.00 $ x = mechanical code, not otherwise specified Package Units â‰¤ 100 Btu / > 100 Btu x $ 25.00/$50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit â‰¤100Btu/h x $ 15.00 = $ Refrigeration Unit >100Btu/h x $ 25.00 = $ Refrigeration Unit >500Btu/h x $ 50.00 = $ Re-inspection fee (all) x $ 75.00 = $ Unit Heaters â‰¤ 100 Btu/h x $ 15.00 = $ Unit Heaters >100 Btu/h x $ 25.00 = $ Variable Air Volume Boxes (part of Air $ 10.00 $ x = Conditioning System) Wall Heaters - Gas Fired x $ 25.00 = $ Water Heater - Gas Fired x $ 25.00 = $ Permit Fee $ Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total $ REV2.2024 Page 2 of 3 PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY ï² SCHEMATIC IS TO SCALE ï² SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE: Any interior pressure regulators must be indicated REV2.2024 Page 3 of 3 Inc. Transmittal BYA Project #: 25492 Date: 4/24/2025 To: Budderfly Attn: Brent Morrow From: Brad Young Subject: Kentucky Fried Chicken #748038 â€“ HVAC Replacement â€“ Arlington, WA Comments: We have completed our assessment of the subject buildingâ€™s roof system capacity to support the proposed HVAC loads. The new loads are resulting from replacing existing HVAC units with new units in the same locations as the previous units. The existing HVAC units RTU 1 & 2 are to be replaced with new units: RTU 1 (proposed Daikin unit, model # DRG0723D125CABCXELBXXX) & RTU 2 (proposed York-JCI unit, model # AW15N3BQ2S1CPP31B3). An analysis of the existing roof framing showed that the new HVAC units with existing curbs and accessories could be supported by the existing framing. Following this transmittal are structural calculations indicating that the existing roof framing meets applicable building code requirements for the new HVAC unit and curb loading. This analysis includes the added weight of a new 275 lb. max steel curb adapter at each unit. If this adapter weight is exceeded, then a new analysis will need to be performed to recheck the existing framing for the increased loading. The existing curbs are to remain and the connection of the roof curb to the roof to resist overturning forces due to wind and seismic forces was not checked. These calculations are based on site survey information and HVAC information provided by Budderfly. Please feel free to call me if you have any questions or if you need anything else. Thank You, Brad Young, SE President 345 Pollasky Ave âˆ™ Clovis, California 93612 âˆ™ 559-323-9600 âˆ™ 559-323-9633 Fax âˆ™ www.byaengineering.com STRUCTURAL ENGINEERING CALCULATIONS (HVAC REPLACEMENT) KFC #748038 3433 169th PLACE NE ARLINGTON, WA BYA# 25492 April 22, 2025 Prepared For: Budderfly 2 Trap Falls Road, Suite 310 Shelton, CT 06484 345 Pollasky Ave. âˆ™ Clovis, California 93612 âˆ™ 559-696-6511 KFC-748038 Arlington, WA T.I. - HVAC replacement Design Parameters Code =2021 WA EBC Wind = 98 MPH, Exp. C, Iw = 1.0 Seismic = Site Class D Ss = 1.07 S1 = 0.382 I = 1.0 R = N/A Steel fy (W.F.) A992 = 50 ksi, UNO Steel fy (Tube) A500 Grade B = 46 ksi, UNO Steel fy (Pipe) A53 Grade B = 35 ksi, UNO Steel fy (Misc.) A36 = 36 ksi, UNO Light gage studs fy = 50 ksi minimum, UNO High Strength Bolts = A325N Typical Bolts = A307 Concrete f'c (Foundation) = 3000 psi, UNO Concrete f'c (walls) = 3000 psi, UNO Concrete f'c (Columns) = 3000 psi, UNO Concrete f'c (Floor desks) = 3000 psi, UNO Rebar #3 bars = Gr. 40, fy = 40,000 psi, UNO Rebar #4 and larger bars = Gr. 60, fy = 60,000 psi, UNO Welded Rebar = A706 Dimensioned Lumber = DF#2, UNO Glulam Beams = 24F-V4 @ simple spans, UNO = 24F-V8 @ Cantilever spans, UNO Wood Connectors = Simpson Strong Tie, UNO (Manufacture) (Equivalent may be used) Masonry f'm = 1500 psi, UNO Allowable Soil Bearing Pressure = 1500 psf Note: The above material properties are typical properties and apply unless noted otherwise within this calculation package. The materials listed are not necessarily used in this design. Please see the following calculations for the actual types of materials used for this specific design. ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 1 ASCE Hazards Report Address: Standard: ASCE/SEI 7-16 Latitude: 48.150342 3433 169th Pl NE Risk Category: II Longitude: -122.183413 Arlington, Washington Soil Class: D - Default (see Elevation: 126.55742930246228 ft 98223 Section 11.4.3) (NAVD 88) Wind Results: Wind Speed 98 Vmph 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1â€“CC.2-4, and Section 26.5.2 Date Accessed: Tue Apr 22 2025 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. https://ascehazardtool.org/ Page 1 of 3 Tue Apr 22 2025 2 Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS : 1.07 SD1 : N/A S1 : 0.382 TL : 6 Fa : 1.2 PGA : 0.453 Fv : N/A PGA M : 0.544 SMS : 1.284 FPGA : 1.2 SM1 : N/A Ie : 1 SDS : 0.856 Cv : 1.314 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Apr 22 2025 Date Source: USGS Seismic Design Maps https://ascehazardtool.org/ Page 2 of 3 Tue Apr 22 2025 3 4 The following calculations will address the following: 1. HVAC replacement. All other work, if required or not addressed in this package, is by others. Loading Main Roof DL := roof Component PSF Roofing 2.0 Batt Insulation 1.0 Plywood Sheathing 1.8 Roof Joists 5.0 MEP 1.9 Suspended Ceiling 1.8 Miscellaneous 1.5 Total Dead Load 15 DL := DL ïƒ—psf DL = 15ïƒ—psf roof roof roof LL := 20ïƒ—psf LL = 20ïƒ—psf roof roof Note: When possible reduce roof live load for tributary area per ASCE 7-16 Section 4.8. When applicable live load reduction will be noted by R1. ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 5 Snow Load Ground Snow Load (Per ASCE 7-16 p := 17ïƒ—psf g Table 7.2-5) 1 Slope := roof 12 C := 1.0 Exposure Factor e C := 1.0 Thermal Factor t I := 1.0 Importance Factor s LL := if(0ïƒ—psf < p ï‚£ 20ïƒ—psf, 5ïƒ—psf, 0ïƒ—psf) LL = 5ïƒ—psf rain g rain p := 0.7ïƒ—C ïƒ—C ïƒ—I ïƒ—p + LL p = 16.9ïƒ—psf f.1 e t s g rain f.1 p := if p( < 20ïƒ—psf, p ïƒ—I , 20ïƒ—psfïƒ—I ) p = 17ïƒ—psf f.min g g s s f.min p := max p( , p ) p = 17ïƒ—psf f f.1 f.min f C := 1.0 s p := C ïƒ—p s s f LL := p LL = 17ïƒ—psf snow s snow ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 6 Snow Drift This project has a parapet ~1'6" tall on all sides of the building. Snow Drift - per ASCE 7-16 Section 7.7.1 := 0.13 ïƒ¶ Î³ Î³ minïƒ¦ ïƒ—pg + 14ïƒ—pcf, 30ïƒ—pcf = 16.21ïƒ—pcf ïƒ¨ ft ïƒ¸ h := 1.5ft height of obstruction above roof level o p s h := = 1.049ft height of balanced snow b Î³ h := max h( - h , 0) = 0.451ft max drift height c o b l := 20ïƒ—ft length of high roof u.lee l := 35ïƒ—ft length of low roof u.wind Leeward Case ïƒ©ïƒ¦ 3 l 4 p ïƒ¶ ïƒ¹ h := minïƒªïƒ§0.43ïƒ— u.leeïƒ— g + 10 - 1.5ïƒ·ïƒ—ftïƒ— I , 0.6ïƒ—l ïƒº h = 1.161ft d.lee s u.wind d.lee ïƒ«ïƒ¨ ft psf ïƒ¸ ïƒ» Windward Case ïƒ©ïƒ¦ 3 l 4 p ïƒ¶ ïƒ¹ h := 3ïƒ—ïƒªïƒ§0.43ïƒ— u.windïƒ— g + 10 - 1.5ïƒ·ïƒ—ftïƒ— I ïƒº h = 1.28ft d.wind 4 ïƒ«ïƒ¨ ft psf ïƒ¸ sïƒ» d.wind h := min max h( ( , h ) , h ) h = 0.451ft d d.lee d.wind c d ïƒ¦ ïƒ¦ 2 ïƒ¶ ïƒ¶ ïƒ§ ïƒ§ 4ïƒ—hd ïƒ· ïƒ· w := min if h > h , , 4ïƒ—h , 8ïƒ—h w = 1.805ft ïƒ§ ïƒ§ d c h dïƒ· cïƒ· ïƒ¨ ïƒ¨ c ïƒ¸ ïƒ¸ LL := Î³ïƒ—h LL = 7.3ïƒ—psf snow.drift d snow.drift L := w L = 1.8ft drift drift Roof Live load governs over snow load ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 7 Item 1 - HVAC Replacement 2 HVAC units will be removed and replaced in existing locations. A site survey found that the existing roof framing consists of open web wood trusses and a plywood deck. Check the existing roof framing for new HVAC loads. Per the information provided, the weight of existing and new mechanical units, including roof curbs and accessories, is as follows: Weights are provided by Budderfly RTU := 635ïƒ—lb+ 0lb+ 115ïƒ—lb = 750lb RTU := 801ïƒ—lb+ 275ïƒ—lb+ 115lb = 1191lb 1.exist 1.new RTU := 1925ïƒ—lb+ 0lb+ 115ïƒ—lb = 2040lb RTU := 2625ïƒ—lb+ 275ïƒ—lb+ 115lb = 3015lb 2.exist 2.new ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 8 25492 Budderfly KFC - 748038 3433 169th Place NE Alrington, WA FRONT BACK 9 Member 1 - Existing Tapered Open Web Wood Trusses @ RTU 1 Check the load incease at RTU 1. Typical tributary of typical single truss L := 35ïƒ—ft length of member 32in+ 32in w := = 2.667ft Tributary width tributary 2 2 A := L wïƒ— A = 93ft t tributary t ïƒ¦ 2 ïƒ¦ 2 At ïƒ¶ïƒ¶ R1 := if Aïƒ§ t ï‚£ 200ïƒ—ft , 1, if Aïƒ§ t < 600ïƒ—ft , 1.2- 0.001ïƒ— 2 , 0.6ïƒ·ïƒ· R1 = 1.000 ïƒ¨ ïƒ¨ ft ïƒ¸ïƒ¸ w := DL ïƒ—w w = 40ïƒ—plf DL roof tributary DL w := R ïƒ—LL ïƒ—w w = 53ïƒ—plf LL 1 roof tributary LL w := LL ïƒ—w w = 45ïƒ—plf SL snow tributary SL Biggest tributary of double trusses underneath RTU L := 35ïƒ—ft length of member 32in+ 32in w := = 2.667ft Tributary width tributary 2 2 A := L wïƒ— A = 93ft t tributary t ïƒ¦ 2 ïƒ¦ 2 At ïƒ¶ïƒ¶ R1 := if Aïƒ§ t ï‚£ 200ïƒ—ft , 1, if Aïƒ§ t < 600ïƒ—ft , 1.2- 0.001ïƒ— 2 , 0.6ïƒ·ïƒ· R1 = 1.000 ïƒ¨ ïƒ¨ ft ïƒ¸ïƒ¸ w := DL ïƒ—w w = 40ïƒ—plf DL roof tributary DL w := R ïƒ—LL ïƒ—w w = 53ïƒ—plf LL 1 roof tributary LL w := LL ïƒ—w w = 45ïƒ—plf SL snow tributary SL RTU 1 weight is supported by 2 double trusses. Divide the RTU weight by 4 to get the point load at each support location. RTU 1.new P := = 298lb at L = 13.583 & 19.417 ft RTU.1.new 4 ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 10 Check Member Capacity Double joists were observed to have the same construction as the typical roof joists. Typical roof trusses are assumed to be at 100% capacity with existing loading conservatively. Check double truss loading to have less than double the loading of the existing single trusses M := 14241ïƒ—ftïƒ—lb V := 1628ïƒ—lb Per attached Enercalc report capacity.single capacity.single M := 18588ïƒ—ftïƒ—lb V := 1943ïƒ—lb Per attached Enercalc report double double M double = 65.262ïƒ—% < 100% Load increase within joist capacity 2ïƒ—Mcapacity.single V double = 59.674ïƒ—% < 100% Load increase within joist capacity 2ïƒ—Vcapacity.single Use (E) Joists See attached ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 11 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 1 - single joist Code References Calculations per NDS 2018, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-16 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 35.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in^4 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.040, Lr = 0.0530, S = 0.0450 k/ft, Tributary Width = 1.0 ft, (roof) . DESIGN SUMMARY Maximum Bending = 14.241k-ft Maximum Shear = 1.628 k Load Combination +D+Lr Load Combination +D+Lr Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 17.500ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.622 in 675 Max Upward Transient Deflection 0.008 in 50102 Max Downward Total Deflection 1.091 in 384 Max Upward Total Deflection 0.004 in 93942 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 35.00 ft 1 14.24 14.24 1.63 D Only Dsgn. L = 35.00 ft 1 6.13 6.13 0.70 +D+Lr Dsgn. L = 35.00 ft 1 14.24 14.24 1.63 +D+S Dsgn. L = 35.00 ft 1 13.02 13.02 1.49 +D+0.750Lr Dsgn. L = 35.00 ft 1 12.21 12.21 1.40 +D+0.750S Dsgn. L = 35.00 ft 1 11.29 11.29 1.29 +0.60D Dsgn. L = 35.00 ft 1 3.68 3.68 0.42 . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 1.0914 17.675 0.0000 0.000 . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.628 1.628 Overall MINimum D Only 0.700 0.700 +D+Lr 1.628 1.628 +D+S 1.488 1.488 +D+0.750Lr 1.396 1.396 +D+0.750S 1.291 1.291 12 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 1 - single joist Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 0.420 0.420 Lr Only 0.928 0.928 S Only 0.788 0.788 13 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 1 - New Load Code References Calculations per NDS 2018, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-16 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 35.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in^4 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.040, Lr = 0.0530, S = 0.0450 k/ft, Tributary Width = 1.0 ft, (roof) Point Load : D = 0.2980 k @ 13.583 ft, (rtu) Point Load : D = 0.2980 k @ 19.417 ft, (rtu) . DESIGN SUMMARY Maximum Bending = 18.588k-ft Maximum Shear = 1.943 k Load Combination +D+Lr Load Combination +D+Lr Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 17.675ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.622 in 675 Max Upward Transient Deflection 0.008 in 50102 Max Downward Total Deflection 1.397 in 300 Max Upward Total Deflection 0.007 in 57781 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 35.00 ft 1 18.59 18.59 1.94 D Only Dsgn. L = 35.00 ft 1 10.47 10.47 1.02 +D+Lr Dsgn. L = 35.00 ft 1 18.59 18.59 1.94 +D+S Dsgn. L = 35.00 ft 1 17.36 17.36 1.80 +D+0.750Lr Dsgn. L = 35.00 ft 1 16.56 16.56 1.71 +D+0.750S Dsgn. L = 35.00 ft 1 15.64 15.64 1.61 +0.60D Dsgn. L = 35.00 ft 1 6.28 6.28 0.61 . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 1.3973 17.500 0.0000 0.000 . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.943 1.908 Overall MINimum 14 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 1 - New Load Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 1.015 0.981 +D+Lr 1.943 1.908 +D+S 1.803 1.768 +D+0.750Lr 1.711 1.677 +D+0.750S 1.606 1.572 +0.60D 0.609 0.589 Lr Only 0.928 0.928 S Only 0.788 0.788 15 Member 2 - Existing Tapered Open Web Wood Trusses @ RTU 2 Check the load incease at RTU 2. Typical tributary of typical single truss L := 35ïƒ—ft length of member 32in+ 32in w := = 2.667ft Tributary width tributary 2 2 A := L wïƒ— A = 93ft t tributary t ïƒ¦ 2 ïƒ¦ 2 At ïƒ¶ïƒ¶ R1 := if Aïƒ§ t ï‚£ 200ïƒ—ft , 1, if Aïƒ§ t < 600ïƒ—ft , 1.2- 0.001ïƒ— 2 , 0.6ïƒ·ïƒ· R1 = 1.000 ïƒ¨ ïƒ¨ ft ïƒ¸ïƒ¸ w := DL ïƒ—w w = 40ïƒ—plf DL roof tributary DL w := R ïƒ—LL ïƒ—w w = 53ïƒ—plf LL 1 roof tributary LL w := LL ïƒ—w w = 45ïƒ—plf SL snow tributary SL Biggest tributary of double trusses underneath RTU L := 33.75ïƒ—ft length of member 32in+ 32in w := = 2.667ft Tributary width tributary 2 2 A := L wïƒ— A = 90ft t tributary t ïƒ¦ 2 ïƒ¦ 2 At ïƒ¶ïƒ¶ R1 := if Aïƒ§ t ï‚£ 200ïƒ—ft , 1, if Aïƒ§ t < 600ïƒ—ft , 1.2- 0.001ïƒ— 2 , 0.6ïƒ·ïƒ· R1 = 1.000 ïƒ¨ ïƒ¨ ft ïƒ¸ïƒ¸ w := DL ïƒ—w w = 40ïƒ—plf DL roof tributary DL w := R ïƒ—LL ïƒ—w w = 53ïƒ—plf LL 1 roof tributary LL w := LL ïƒ—w w = 45ïƒ—plf SL snow tributary SL RTU 2 weight is supported by 3 double trusses. Divide the RTU weight by 6 to get the point load at each support location. There is a small unit. Divide the weight by 4 to get the point load at each support location. RTU 2.new P := = 503lb at L = 7.167 & 13 ft RTU.2.new 6 300lb P := = 75lb at L = 29.833 & 32.5 ft unit 4 ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 16 Check Member Capacity Double joists were observed to have the same construction as the typical roof joists. Typical roof trusses are assumed to be at 100% capacity with existing loading conservatively. Check double truss loading to have less than double the loading of the existing single trusses M := 14241ïƒ—ftïƒ—lb V := 1628ïƒ—lb Per attached Enercalc report capacity.single capacity.single M := 20002ïƒ—ftïƒ—lb V := 2360ïƒ—lb Per attached Enercalc report double double M double = 70.227ïƒ—% < 100% Load increase within joist capacity 2ïƒ—Mcapacity.single V double = 72.482ïƒ—% < 100% Load increase within joist capacity 2ïƒ—Vcapacity.single Use (E) Joists See attached ______________________________________________________________________________ BRAD YOUNG & ASSOCIATES Copyright 2024 Brad Young & Associates STRUCTURAL ENGINEERING Print Date: 4/22/2025 File Name: 25492.xmcd 345 Pollasky Ave. Clovis, California, 93612 Engineer:_ JV _ (559) 323-9600 (559) 323-9633 Fax 17 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 2 - single joist Code References Calculations per NDS 2018, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-16 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 35.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in^4 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.040, Lr = 0.0530, S = 0.0450 k/ft, Tributary Width = 1.0 ft, (roof) . DESIGN SUMMARY Maximum Bending = 14.241k-ft Maximum Shear = 1.628 k Load Combination +D+Lr Load Combination +D+Lr Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 17.500ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.622 in 675 Max Upward Transient Deflection 0.008 in 50102 Max Downward Total Deflection 1.091 in 384 Max Upward Total Deflection 0.004 in 93942 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 35.00 ft 1 14.24 14.24 1.63 D Only Dsgn. L = 35.00 ft 1 6.13 6.13 0.70 +D+Lr Dsgn. L = 35.00 ft 1 14.24 14.24 1.63 +D+S Dsgn. L = 35.00 ft 1 13.02 13.02 1.49 +D+0.750Lr Dsgn. L = 35.00 ft 1 12.21 12.21 1.40 +D+0.750S Dsgn. L = 35.00 ft 1 11.29 11.29 1.29 +0.60D Dsgn. L = 35.00 ft 1 3.68 3.68 0.42 . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 1.0914 17.675 0.0000 0.000 . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.628 1.628 Overall MINimum D Only 0.700 0.700 +D+Lr 1.628 1.628 +D+S 1.488 1.488 +D+0.750Lr 1.396 1.396 +D+0.750S 1.291 1.291 18 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 2 - single joist Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 0.420 0.420 Lr Only 0.928 0.928 S Only 0.788 0.788 19 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 2 - New Load Code References Calculations per NDS 2018, IBC 2018, CBC 2019 Load Combinations Used : ASCE 7-16 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 35.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in^4 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.040, Lr = 0.0530, S = 0.0450 k/ft, Tributary Width = 1.0 ft, (roof) Point Load : D = 0.5030 k @ 7.167 ft, (rtu) Point Load : D = 0.5030 k @ 13.0 ft, (rtu) Point Load : D = 0.0750 k @ 29.833 ft, (unit) Point Load : D = 0.0750 k @ 32.50 ft, (unit) . DESIGN SUMMARY Maximum Bending = 20.002k-ft Maximum Shear = 2.360 k Load Combination +D+Lr Load Combination +D+Lr Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 14.525ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.622 in 675 Max Upward Transient Deflection 0.008 in 50102 Max Downward Total Deflection 1.521 in 276 Max Upward Total Deflection 0.009 in 48808 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 35.00 ft 1 20.00 20.00 2.36 D Only Dsgn. L = 35.00 ft 1 12.30 12.30 1.43 +D+Lr Dsgn. L = 35.00 ft 1 20.00 20.00 2.36 +D+S Dsgn. L = 35.00 ft 1 18.81 18.81 2.22 +D+0.750Lr Dsgn. L = 35.00 ft 1 18.04 18.04 2.13 +D+0.750S Dsgn. L = 35.00 ft 1 17.16 17.16 2.02 +0.60D Dsgn. L = 35.00 ft 1 7.38 7.38 0.86 . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 1.5206 17.150 0.0000 200.000 General Beam Analysis Project File: 25492.ec6 LIC# : KW-06018181, Build:20.25.02.04 BRAD YOUNG & ASSOCIATES, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION: Member 2 - New Load . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.360 2.051 Overall MINimum D Only 1.433 1.123 +D+Lr 2.360 2.051 +D+S 2.220 1.911 +D+0.750Lr 2.128 1.819 +D+0.750S 2.023 1.714 +0.60D 0.860 0.674 Lr Only 0.928 0.928 S Only 0.788 0.788 21 Permit #: 6611 Permit Date: 07/11/25 Permit Type: COMMERCIAL MECHANICAL Project Name: 3433 169th Applicant Name: Johnson Controls Inc Applicant Address: 11807 North Creek Parkway S, Suite B-102 Applicant, City, State, Zip: Bothell, WA 98011 Contact: Jennifer Dennerline Phone: (425) 236-8510 Email: Jennifer.m.dennerline@jci.com Scope of Work: Replacement of existing like-for-like Rooftop units quantity 2 Valuation: 23450.00 Square Feet: 2568 Number of Stories: 1 Construction Type: lllA Occupancy Group: B; Business ID Code: Permit Issued: 07/23/2025 Permit Expires: 01/22/2026 Form Permit Type: COMMERCIAL MECHANICAL Status: COMPLETE Assigned To: Hannah Hardwick Property Parcel # Address Legal Description Owner Name Owner Phone Zoning WOODWORTH 581 Eating Places 00482800000103 3433 169TH PL NE CAPITAL INC (Restaurants) Contractors Contractor Primary Contact Phone Address Contractor Type License License # 11807 North CONSTRUCTION Johnson Controls, Inc. 4253986952 Creek Parkway S UBI 409 000 328 CONTRACTOR Ste B102 11807 North CONSTRUCTION Construction Johnson Controls, Inc. 4253986952 Creek Parkway S JOHNSC*272OS CONTRACTOR Contractor Ste B102 Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status C14. 09/24/2025 MECHANICAL 09/26/2025 09/25/2025 BUILDING Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL 07/11/2025 BUILDING Approved MECHANICAL Fees Fee Description Notes Amount Enter 1 if permit is for commercial Web Only - Mechanical Commercial Plan mechanical $359.87 Review (Table 4-1) Credit Card Service $10.80 Processing/Technology $25.00 Air Cond. Unit > 500 BTU/h Enter # of units $100.00 Mechanical Base Permit Fee $25.00 Credit Card Service $4.50 Total $525.17 Attached Letters Date Letter Description 07/23/2025 Building Permit 07/11/2025 Web Form - Building Application Payments Date Paid By Description Payment Type Accepted By Amount 07/11/2025 Lea Ann 236785097 Hannah Hardwick $10.80 XBP Conf: 07/11/2025 $359.87 236785097 07/22/2025 Lea Ann 237894759 Hannah Hardwick $4.50 XBP Conf: 07/22/2025 $150.00 237894759 Outstanding Balance $0.00 Notes Date Note Created By: 07/22/2025 Contractor needs to add COA to UBI Hannah Hardwick Uploaded Files Date File Name 09/24/2025 28434302-audio.mp3 07/23/2025 27476929-2025_BLD6611_Issued Permit.pdf 07/23/2025 27476928-20250711_BLD6611_Approved Plans.pdf 07/11/2025 b137125606f836c9e13b33d2fac89de7_20814771-commercial_mechanical_-_filled.pdf 23d4c9913198a974cd7842678fa7e581_25492_-_kfc_-_748038_alrington_wa_- 07/11/2025 _hvac_replacement_letter_structural_calculations.pdf 07/11/2025 caa9a29e75c24cf648791183a8084543_kfc_arlington_permit_set_062525.pdf