The URL can be used to link to this page

Home My WebLink About18318 Champions Dr_BLD5571_2026 RESIDENTIAL BUILDING PERMIT APPLICATION Type of Permit: FEISingle-family ❑ Duplex ❑Townhouse ❑Addition �6Accessory Structure IBC Construction Type: IBC Occupancy Type: Building Square Footage: Number of Stories: Square Footage Per Floor: B: 15t: 2°d: 3rd: Garage: Property Address: /� ?j o ,U f1^ t dil Q project Valuation: Lot#: Parcel ID No.: Preferred Contact: O Owner O Contractor Project Description: - Owner Name: lot `'e I L Home No.: `��1��7 Email Address: �/�-rT r////� o �`l / Cell No.: , Mailing Address: ��7/d L' cd lAX�,ZCity: /�L J` State: Zip: r Contractor Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: MECHANICAL INFORMATION Type of Permit: ❑ New Installation ❑ Addition/Alteration/Repair ❑ Gas Piping Contractor Name: _::: Office .. Email Address: Cell No.: Mailing Addres_ 's: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure to hooking to any appliance • Sediment traps(drips) are required on all gas lines • Gas lines are required to be supported/secured every 6to 8 feet Received • Proper Combustion air and venting required for all appliances • A shirt-off valve is required within 6 feet of all appliances AUG 21 2023 REV03.2022 Page 2 ofS i RESIDENTIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 The following information is required for Residential: Single Family,Duplex, Townhomes,Additions,and Accessory Structure Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. Incomplete applications will not be accepted. SUBMIT ELECTRONIC FILES AND THE NUMBER COPIES REQUIRED FOR EACH OF THE FOLLOWING: EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. QTY REQUIRED DOCUMENTS ❑ 1 Proof of approved Zoning Verification ❑ 1 City of Arlington Residential Permit Application ❑ 1 City of Arlington Residential Submittal Requirements Form ❑ 1 Residential Building Design Requirements ❑ 2 Site Plan ❑ 2 Architectural Plans ❑ 2 Structural Plans ❑ 2 Structural Calculations ❑ 1 Project Specification Manuals,ifapplicable ❑ 1 WSEC Compliance Forms https://waenergycodes.com'I ❑ 1 Special Inspection and Testing Agreement,if applicable ❑ 1 Deferred Submittal Request,if applicable ❑ 1 USB Flash Drive or email a link to ced"artingtonwa.gov 1. Architectural and Structural Plans shall be bound separately and rolled together with the Site Plan in complete sets. 2. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 3. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at lni.wa.gov or 360-416-3000. 4. Contact the Permit Center to verify if an intake appointment is required. City of Arlington Permit Center at (360) 403 3551 or by email to ced0arlingtonwa.gov. ❑ I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. RESIDENTIAL BUILDING PERMIT APPLICATION MECHANICAL PERMIT FEES (per unit) Type of Fixture No.of Units Cost er Unit Subtotal Model No. Additional Plan Review fees x $75.00 = .Air Cond.Unit<_100Btu h x $15.00 = ,Air Cond.Unit>100Bttt h x $25.00 = Air Cond.Unit>500 h x $50.00 = Air Handlitr Units x $15.00 = Base Mechanical Fee 1 x $25.00 = $25.00 Boiler<100Btu >3h x $15.00 = Boiler>1 million Btu h<5 x $25.00 = Boiler>1.5 million Btu <50 x $50.00 = Boiler>1 00Btu/h3-1 Shp x $15.00 = Boiler>500BW 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 Z = Evaporative Coolers x $15.00/ _ Exhaust Ventilation Fans x $15.06 = Fireplace/insert/Stove x $1XA0 = Forced Air Heat<_100 Bttt h x V15.00 = Forced Air Heat>100 Btu x /$25.00 = Gas Clothes Dryer x / $15.00 = Gas Fired AC<_100 Btu x' $15.00 = Gas Fired AC>100 Brit h /x $25.00 = Gas Fired AC>500 Btu h / x $50.00 = Gas Piping<_5 traits \x $15.00 = Gas Piping>5 units(plus<5 mots / $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 = mechanical code,not otherwise svecifie4 x Pkg.Units 5100btu x 25.00 = Pkg.Units>100btu x $�0.00 = Range/Cook top-Gas Fired x $15.00 = Refrigeration Unit<_100Btu h x $15.00 = Refrigeration Unit>100Btu h x $25.00 = Refrigeration.Unit>500Btu/h x $50.00 = Re-inspection fee x $75.00 = Residential Range Hood x $15.00 = Unit Heaters<_100 Btu h x $15.00 = Unit Heaters>100 Btu h x $25.00 = VAV Boxes(Variable Air Volume,part of air x $10.00 = conditioning stem Wall Heaters-Gas Fired x $25.00 = Water Heater-Gas Fired x $25.00 = Permit Fee Inspection Fee $75.00 Processing/Technology Fee $25.00 Total REV03.202 2 Page 3 of 5 RESIDENTIAL BUILDING PERMIT APPLICATION Gas Piping Information ❑ Not Applicable ❑CSST ❑ Brass ❑ Other Proposed Pi pi Material: ❑ Black Steel ❑ Galvanized Steel Proposed Pipings e: ❑ 1/1" O 5/s" ❑ 3/a" ❑ 1" ❑ 11/2" ❑ 2" Distance from Meter o furthest Appliance: Total BTU's of all Appliances: PLUMBING INFORMATION Type of Permit: ❑ N w Installation ❑ Addition/Alteration/Repair Contractor Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • All hose bibs required to be equipped with Attu pheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have P ssure Reducing Valves(PRV) • Cross-Connection-Control maybe required Proposed Interior Water Piping Size: ❑ 1/z" ❑ 5/s" ❑ 3/" ® 1" ❑CPVC ❑ Brass ❑ PEX-AL-PEX Proposed Interior Piping Material: ❑ Copper ❑ PEX Galvanized Steel ❑ Other Proposed Exterior Water Piping Size: ❑ 1/2" ❑ 5/s" Q 3/4" 1" Q 11/z" ❑ 2" ❑PVC ❑ Copper �\ ❑ PEX-AL-PEX ❑ PEX-AL-PE Proposed Exterior Piping Material: ❑PE ❑ PEX ❑ Other Proposed Drain-Waste-Vent(DWV) ❑ Schedule 40 ABS DWV ❑ Copper Galvanized Steel ❑ Cast Iron Material: ❑ Schedule 40 PVC DWV ❑ Brass ❑ her Proposed Drain-Waste-Vent(DWV) ❑ 1�„ ❑ 5/B„ ❑ 3/4„ ❑ 1" Q 11/z" ❑ 2" 713" 04" Piping Size: REV03.202 2 Page 4 of 5 RESIDENTIAL BUILDING PERMIT APPLICATION PLUMBING PERMIT FEES per fixture TVVe of Fixture No.of Fixtures Cost per Fixture Subtotal Additional PLV Review fees x $75.00 = Alteration re • 'r piping x $15.00 = BackflowAssemb x $25.00 - Base Plumbing Fee 1 x $25.00 = $25.00 Bath Shower Combo x $15.00 = Building Main Waste x $25.00 = Clothes Washer x $15.00 = Dishwasher x $15.00 = Drinldng Fountain x $15.00 = Floor Drains x $15.00 = Grease Interceptor x $75.00 = Grease Trap x $25.00 = Hose Bibb x $15.00 = Icemaker Refri erator x $15.00 = Irrigation- r meter x $25.00 = Kitchen Sink&Disposal x $15.00 = Laun Tray x $15.00 = Lavatory x $15.00 = Med Gas Pi in <- 5 inlets outlets x $60.00 = Med Gas Piping> 5 inlets/outlets(plus<- 5 x $5.00 = inlets outlets Miscellaneous-regulated by plumbing code, x $15.00 = not otherwise specified Pretreatment Interceptor $15.00 = Re-inspection Fee x $75.00 = Roof Drains x $15.00 = Shower(only) x $15.00 = Sink bar,service,etc. x $15.00 = Toilets x $15.00 = Urinal x $1 00 = Vacuum Breakers x $25. _ Water Heater x $25.00 = MODEL NO.: Water Heater-Tankless x $25.00 = MODEL NO.: Permit Fe Inspection Fee $75.00 Processing/Teclinology Fee $25.00 Total I hereby certify that I ain the Owner ❑Architect ❑ Engineer ❑Contractor and authorized to sign this application and that the abo � infonuation is correct and 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,and the City of Arlington. �gu tre Print Name ate REV03.2022 Page 5 of 5 t •� 4 E= S • • • • • • • • • - •ter Y. j ryt, I. r, .tea r C 1 I 'r 1 r - r �i ��i Vv ` �;�� 1I� � � �f ' l .1 } - A - �t- AC V } r� • �1 r r G of A • �I /' 4.1 ,1 P `'ls r , Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Email: admin@sdaeverett.com STRUCTURAL CALCULATIONS SITE VISIT SDA Job # 9773 SCOVf,�� of W� wd 34383 'orvAL MAR 2 0 2023 PICKERING SITE VISIT 18318 CHAMPIONS DR ARLINGTON, WA 98223 March 17, 2023 gm 9 •S` .FLr2 . Z` /Z-'" 3 f: wr 7,-f ol� pt (Bait Ars,Z �N qz .z c is. 6-2 L ��- ( � v � Lam ?! eel-, ,Z�' �� G ��Ago • �' r Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA"773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LIC#:KW-06014008,Bwtd20 23 2 14 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: 8M#1 CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Des gn Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850.0 psi Ebend-xx 1,300 Oksi Fc-Prll 1,300.0 psi Eminbend-xx 470.Oksi Wood Species Hem-Fir Fc-Perp 405.0psi Wood Grade No.2 Fv 150 0 psi Ft 525 0 psi Density 26 840pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0t0 03)Lgo,oa)Sto oS) I 4.10 span=9 50 R Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0120, L=0.040 ksf, Tributary Width=2.0 ft, (FLR) Uniform Load : D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=3.0 ft,(RF) Uniform Load : D=0.010 ksf, Tributary Width=8.0 ft, (WALL) Uniform Load: D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=2.0 ft,(RF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7831 Maximum Shear Stress Ratio = 0.363 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 918.89psi fv:Actual = 62.59 psi Pb = 1,173.00psi F'v = 172.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 4 750ft Location of maximum on span = 8.737 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ratio= 1484> 360 Span: 1 S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.208 in Ratio= 547-180 Span: 1 +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM C t CLx CF Cfu C I Cr M fb F'b V fv F'v D Only 0.0 000 0.0 0.0 Length=9.50 ft 1 0.547 0.253 0.90 1.00 1.00 1.00 1.200 100 1.00 1.00 2.09 501.9 918.0 0.74 34.2 135.0 +D+L 1.00 1.00 1-00 1200 1.00 1.00 1.00 00 0.00 0.0 0.0 Length=9.50 ft 1 0.705 0.326 1 00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2,99 718.9 1,020.0 1.06 49.0 150.0 +D+Lr 1.00 1.00 1.00 1200 1.00 1.00 1.00 00 0.00 0.0 0.0 Length=9 50 ft 1 0.606 0,281 125 1.00 1.00 1.00 1.200 1.00 1.00 1.00 322 773.1 1,275.0 1.14 52.7 187.5 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1 00 00 0.00 0.0 0.0 Length=9.50 ft 1 0.717 0.332 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.50 840.9 1,173.0 1.24 57.3 172.5 Project Title: PICKERING SITE VISIT Engineer CHRIS LALONDE Project ID SDA09773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LICt 1-K-W-080140-63,8uild:20.23,2.14 Structural Design At=rv:a; s (c)ENERCALC INC 1983.2022 DESCRIPTION: BM#2 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v +D+0.750Lr+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=9.50 ft 1 0.617 0,286 1.25 1.00 1,00 1.00 1.200 1.00 1.00 1.00 3.27 786.7 1,275.0 1.16 53.6 187.5 +D+0.750L+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 00 Length=9.50 It 1 0.705 0.327 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.44 827.3 1.173.0 1.22 56.4 172.5 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=9.50 ft 1 0.170 0.079 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.15 276.7 1,632.0 0.41 18.8 240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S 1 0.1874 4.785 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all-Load-Conditions 1.449 1.449 Max Upward from Load Combinations 1.449 1.449 Max Upward from Load Cases 0.808 0.808 D Only 0.808 0.808 +D+L 1.188 1.188 +D+Lr 1.188 1.188 +D+S 1.283 1.283 +D+0.750Lr+0.750L 1.378 1.378 +D+0.750L+0.750S 1.449 1.449 +0.60D 0.485 0.485 Lr Only 0.380 0.380 L Only 0.380 0.380 S Only 0.475 0.475 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Btam Project File:9773.ec6 LIC#:KW-06014008,Buildi20 23.2-14 Structural Design Associates (c)ENERCALC INC 1983.2022 DESCRIPTION: BM#3.1 CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0psi Ebend-xx 1,800.Oksi Fc-Prll 1.650.0 psi Eminbend-xx 950 Oksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.Opsi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral--torsional budding pLo oa)_ D(o.ue) t)10.e8Sgwa IT"t 11 11r(0.3! L(0 38)S(0 4B) D(0 057 L(0 19)_ {0(0.057)L(Or19) •` A. 5-5x11.25 5.5x 1125 Span=11-50 ft Span=4.750 rt Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.750 ft,(FLR) Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.750 ft, (FLR) Uniform Load: D=0.010 ksf, Tributary Width=8.0 ft,(WALL) Load for Span Number 2 Uniform Load: D=0.0120, L=0.040 ksf, Extent=0.0-->>2.0 ft, Tributary Width=4,750 ft,(FLR) Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.750 ft, (FLR) Uniform Load : D=0.010 ksf, Tributary Width=8.0 ft,(WALL) Point Load: D=0.880, Lr=0.480, L=0.380, S=0.590 k @ 2.0 ft,(BM#1 LEFT) Point Load: 0=0.810, Lr=0.380, L=0.380, S=0.480 k @ 4.750 ft,(BM#2 RIGHT) DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.6991 Maximum Shear Stress Ratio = 0.367 : 1 Section used for this span 5.5xil.25 Section used for this span 5.5x11.25 fb:Actual = 1,293.63psi tv:Actual = 97,34 psi F'b = 1,850.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.500ft Location of maximum on span = 11.500 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.125 in Ratio= 912-360 Span:2 S only Max Upward Transient Deflection -0.043 in Ratio= 3172>=360 Span:2 L Only Max Downward Total Deflection 0.299 in Ratio= 380-180 Span:2 +D+S Max Upward Total Deflection -0.071 in Ratio= 1952-180 Span:1 +D+S Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C , C r M fb F'b V fV F'v D Only 0.0 000 00 0.0 Length=11.50 ft 1 0.461 0.236 0.90 1.00 1 00 1.00 1.000 1.00 1.00 1.00 7.42 767.3 1,665.0 2.33 56.4 238.5 Length=4.750 ft 2 0.461 0.236 0.90 1.00 1 00 1.00 1.000 1.00 1.00 1.00 7-42 767.3 1,665.0 2.33 56.4 238.5 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LICtt:KW-06014006,Build:20 23 2.14 Structural Design Assoaates (c)ENERCALC INC 1903-2022 DESCRIPTION: BM#3.1 Maximum Forces S Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V tv F'v +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 ft 1 0.699 0.367 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.51 1,293.6 1,850.0 4.02 973 265.0 Length=4.750 ft 2 0.699 0.367 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.51 1,293.6 1,850.0 4.02 97.3 265.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 ft 1 0.455 0.233 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.16 1,053.3 2,3125 3.19 77.2 331.3 Length=4.750 ft 2 0.455 0.233 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.18 1,053.3 2,312.5 3.19 77.2 331.3 +D+S 1,00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 ft 1 0.529 0.270 1,15 1.00 1.00 1.00 1.000 1.00 1.00 100 10.88 1,125.2 2,127.5 3.40 82.3 304.8 Length=4.750 ft 2 0.529 0.270 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1088 1,125.2 2.127.5 3.40 82.3 304.8 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 ft 1 0.595 0.310 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 13.31 1,376.5 2,312.5 4.24 102.7 331.3 Length=4.750 ft 2 0.596 0.310 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 13.31 1,376.5 2,312.5 4.24 102.7 331.3 +D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 000 00 0.0 Length=11.50 ft 1 0.672 0.350 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 13.83 1,430.5 2.127.5 4.40 106.6 304,8 Length=4.750 ft 2 0.672 0.350 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 13.83 1.430.5 2,127.5 4.40 106.6 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0,0 Length=11.50 ft 1 0 156 0 080 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.45 460.4 2,960.0 1.40 33.8 424.0 Length=4.750 ft 2 0.156 0 080 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.45 460.4 2,960.0 1.40 338 424.0 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0673 5.140 +D+S -0.0707 7.517 +D+S 2 0.2992 4 750 0.0000 7.517 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 2.290 9.026 Max Upward from Load Combinations 2.290 9.026 Max Upward from Load Cases 1.743 4.670 Max Downward from all Load Conditio -0.301 Max Downward from Load Cases(Resis -0.301 D Only 0.548 4.356 +D+L 2.290 9.026 +D+Lr 0.307 5.457 +D+S 0.247 5.727 +D+O 750Lr+0.750L 1 674 8.684 +D+0.750L+0.750S 1.629 8.887 +0.60D 0.329 2.614 Lr Only -0 240 1.100 L Only 1.743 4.670 S Only -0 301 1 371 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LIC# KW-0601400e,Build 20 23 2 14 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#3.2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 675 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 675 psi Ebend-xx 1100ksi Fc-Prll 500 psi Eminbend-xx 400 ksi Wood Species Hem-Fir Fc-Perp 405 psi Wood Grade No.2 Fv 140 psi Ft 350psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0 8B)1r( . 8 _ p 3 SH )Lr(0 30)L(0 38)S(0 48) i L!0 19) D(O 057)L(0.19) r I ® 804 4�►` 8x14 Span=11 50 ft Span=4 750 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D=0.0120. L=0.040 ksf, Tributary Width=4.750 ft,(FLR) Uniform Load : D=0.0120, L=0.040 ksf, Tributary Width=4.750 ft, (FLR) Uniform Load: D=0.010 ksf, Tributary Width=8.0 ft,(WALL) Load for Span Number 2 Uniform Load : D=0.0120, L=0.040 ksf, Extent=0.0- >2.0 ft, Tributary Width=4.750 ft, (FLR) Uniform Load : D=0,0120, L=0.040 ksf, Tributary Width=4.750 ft, (FLR) Uniform Load: D=0.010 ksf, Tributary Width=8.0 ft,(WALL) Point Load: D=0.880, Lr=0.480, L=0.380, S=0.590 k @ 2.0 ft,(BM#1 LEFT) Point Load: D=0.810, Lr=0.380, L=0.380, S=0.480 k @ 4.750 ft,(BM#2 RIGHT) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.9941 Maximum Shear Stress Ratio = 0.415 : 1 Section used for this span 8x14 Section used for this span 8x14 fb:Actual = 662.04psi tv Actual = 58.16 psi Fb = 666.22psi F'v = 140.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.500ft Location of maximum on span = 11.500 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.087 in Ratio= 1314> 360 Span:2 S Only Max Upward Transient Deflection -0.030 in Ratio= 4568> 360 Span:2 L Only Max Downward Total Deflection 0.208 in Ratio= 548> 180 Span:2 +D+S Max Upward Total Deflection -0.048 in Ratio= 2847-180 Span: 1 +D+S Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct Clx CF Cfu C i Cr M fb F'b V fv F'v D Only 00 000 0.0 00 Length=11.50 ft 1 0.657 0.271 0.90 1.00 1-00 1 00 0.987 1.00 1.00 1.00 7.48 3940 599.6 231 34.2 1260 Length=4 750 ft 2 0 657 0.271 0 90 1.00 1.00 1 00 0 987 1.00 1 00 1-00 7.48 394.0 5996 231 34.2 126.0 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LIC►F.KW-06014008,Build:20 23.2 14 Structural Design Associates (c)ENERCALC INC 1983.2022 DESCRIPTION: BM#3.2 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +D+L 1.00 1.00 1.00 0.987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 ft 1 0.994 0.415 1.00 1.00 1.00 1.00 0.987 1.00 1.00 1.00 12.57 662.0 666.2 3.93 58.2 140.0 Length=4.750 ft 2 0.994 0.415 1.00 1,00 1.00 1.00 0,987 1.00 1.00 1.00 12.57 662.0 666.2 3.93 58.2 140.0 +D+Lr 1,00 1.00 1,00 0,987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 ft 1 0.648 0.268 1.25 1.00 1.00 1.00 0.987 1.00 1.00 1.00 10.24 539.7 832.8 3.17 46.9 175.0 Length=4.750 ft 2 0.648 0.268 1.25 1.00 1.00 1.00 0.987 1.00 1.00 1.00 10.24 5397 832.8 3.17 46.9 175.0 +D+S 1.00 1.00 1.00 0.987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 It 1 0.752 0.311 1.15 1.00 1.00 1.00 0 987 1,00 1.00 1.00 10.94 576.3 766.2 3.38 50.0 161.0 Length=4.750 ft 2 0.752 0.311 1.15 1.00 1.00 1.00 0.987 1.00 1.00 100 10.94 576.3 766.2 3.38 50.0 161.0 +D+0.75OLr+0.750L 1.00 1.00 1.00 0.987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 11.50 ft 1 0.846 0.353 1.25 1.00 1.00 1.00 0.987 1.00 1.00 1.00 13.37 704.3 832.8 4.17 61.7 175.0 Length=4.750 ft 2 0.846 0.353 1.25 100 1.00 1.00 0.987 1.00 1.00 1.00 13.37 704.3 832.8 4.17 61.7 175.0 +0+0.750L+0.750S 100 1.00 1.00 0.987 1.00 1.00 1.00 0.0 000 0.0 0.0 Length=11.50 It 1 0 955 0,398 1.15 1.00 1.00 1.00 0.987 1.00 1.00 1.00 13.89 731.7 766.2 4.32 64.1 161.0 Length=4.750 ft 2 0.955 0.398 1.15 1.00 1.00 1.00 0.987 1.00 1.00 100 13.89 731.7 766.2 432 64.1 161.0 +0.60D 1.00 1.00 1.00 0.987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=11.50 ft 1 0.222 0.092 1.60 1.00 1.00 1.00 0.987 1.00 100 1.00 4.49 236.4 1,066.0 1.38 20.5 224.0 Length=4.750 ft 2 0.222 0.092 1.60 1.00 1.00 1.00 0.987 100 100 100 4.49 236.4 1,066.0 1.38 20.5 224.0 Overall Maximum Deflections Load Combination Span Max. Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0467 5.140 +D+S -0.0485 7.581 +D+S 2 0.2076 4.750 0.0000 7.581 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 2.316 9.089 Max Upward from Load Combinations 2.316 9.089 Max Upward from Load Cases 1.743 4.670 Max Downward from all Load Conddio -0.301 Max Downward from Load Cases(Resis -0.301 D Only 0.574 4.419 +D+L 2.316 9 089 +D+Lr 0.333 5.519 +D+S 0 273 5.790 +D+O 750Lr+0.750L 1.700 8.747 +D+0.750L+0 750S 1.655 8.949 +0.60D 0.344 2.651 Lr Only -0.240 1 100 L Only 1143 4.670 S Only -0.301 1.371 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LIC# KW-06014008,Rudd 20 23 2 14 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#4.1 CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 1.650.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650 0 psi Eminbend-xx 950.Oksi Wood Species DF/DF Fc-Perp 650-0 psi Ebend-yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1.100.0psi Density 31,210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0057)L(0.19)- Dt08 lf(048jL(�t1s(Q$8138 1-(018)S( 148) - - -j - -D-(005?)L(019)-_- II 5-5x13-5 Span=16 750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0-0120, L=0.040 ksf,Extent=0.0--»13.50 ft, Tributary Width=4.750 ft,(FLR) Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.750 ft,(FLR) Uniform Load : D =0.010 ksf, Tributary Width=8.0 ft, (WALL) Point Load: D=0.880, Lr=0.480, L=0.380, S=0.590 k @ 13.50 ft, (BM#1 LEFT) Point Load: D=0.810, Lr=0.380. L=0.380, S=0.480 k @ 15.50 ft, (BM#2 RIGHT) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6951 Maximum Shear Stress Ratio = 0.454 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 1,644.10psi fv:Actual = 120.33 psi Pb = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.803ft Location of maximum on span = 15,650 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.344 in Ratio= 585>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0,579 in Ratio= 346-180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Fa: Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CV Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=16 750 ft 1 0.308 0,244 0.90 1.00 1.00 100 1.000 1.00 1.00 1-00 9.26 6653 2,1600 2,88 58.2 238.5 +D+L 1-00 1.00 100 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.750 ft 1 0.685 0.454 1.00 1,00 1.00 1.00 1.000 1.00 1,00 1.00 22.89 1.644.1 2,400.0 5.96 120.3 265-0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1-00 0.0 0.00 0.0 0.0 Length= 16.750 ft 1 0.250 0-221 125 1.00 1.00 1.00 1-000 1.00 1-00 1,00 10.44 749.7 3,000 0 3.62 73.2 331.3 Project Title: PICKERING SITE VISIT Engineer CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ecs uts:KtN-08014008,13 A100 23 2 14 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#4.1 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 000 0.0 0.0 Length=16.750 ft 1 0.279 0.252 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.73 770.5 2,760.0 3.80 76.8 304.8 +D+0,750Lr+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 00 0.00 0.0 0.0 Length=16.750 ft 1 0.486 0.350 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 20.29 1,457 5 3,000.0 5.74 116.0 331.3 +D+0.750L+0.750S 1.00 1,00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.750 ft 1 0.533 0,390 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 20.49 1,471.6 2.760.0 5.88 118.7 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.750 ft 1 0.104 0.082 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.56 399.2 3,840.0 1.73 34.9 424.0 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5794 8.497 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.197 6.334 Max Upward from Load Combinations 5.197 6.334 Max Upward`rom Load Cases 3.225 3-283 D Only 1.973 3.051 +D+L 5.197 6.334 +D+Lr 2.094 3.790 +D+S 2.123 3.971 +D+0.750Lr+0.750L 4.482 6.067 +D+0.750L+0.750S 4.504 6.203 +0.60D 1.184 1,831 Lr Only 0.121 0.739 L Only 3.225 3.283 S Only 0.150 0.920 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ecB LIC#:KW-06014008,Buik120 23 2 14 Structural Design Associates (c)ENERCALC INC 1963-2022 DESCRIPTION: BM#4.2 CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species DF/DF Fc-Perp 650 0 psi Ebend-yy 1,600 Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0psi Density 31210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0A8) D(o.0572 L(0.19) Df0 88)Lr(o 48)L(O POSIQ i-(0 38)S(0 48) 0(0,057).L(0,19) 6.75x12 Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.0120, L=0.040 ksf, Extent=0.0--» 13.50 ft, Tributary Width=4.750 ft, (FLR) Uniform Load : D =0.0120, L=0.040 ksf, Tributary Width=4-750 ft, (FLR) Uniform Load : D=0.010 ksf, Tributary Width=8.0 ft,(WALL) Point Load: D=0.880, Lr=0.480, L=0.380. S=0.590 k @ 13.50 ft, (BM#1 LEFT) Point Load: D=0.810, Lr=0,380, L=0.380, S=0.480 k @ 15.50 ft, (BM#2 RIGHT) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7121 Maximum Shear Stress Ratio = 0.420 : 1 Section used for this span 6.75x12 Section used for this span 6.75x12 fb:Actual = 1,699.27psi fv:Actual = 111.28 psi Fb = 2,388.20psi Pv = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8-803ft Location of maximum on span = 15 772 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0-399 in Ratio= 504-360 Span: 1 L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.674 in Ratio= 298-180 Span: 1 +D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C , C r M fb F'b V fv F'v D Only 0.0 0.00 00 0.0 Length=16.750 ft 1 0 321 0 226 090 1 00 1.00 1.00 0.995 1.00 100 1-00 9.31 689.8 2,149.4 2.91 53.9 238.5 +D+L 1.00 1.00 1.00 0.995 100 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.750 ft 1 0.712 0.420 1.00 1.00 1.00 1.00 0.995 1.00 1.00 1 00 22.94 1,699.3 2,388.2 6.01 111.3 265.0 +D+Lr 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 0-00 00 0.0 Length=16150 ft 1 0 260 0.204 1.25 1,00 1.00 1.00 0.995 1.00 1.00 100 10,49 776.8 2,985-3 3.65 67.6 331.3 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LIC#:KW-06014006.Build:20.23.2 14 Structural Design Associates (C)ENERCALC INC 1963-2022 DESCRIPTION: BM#4.2 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CV Cfu C i Cr M fb F'b V fv Pv +D+S 1,00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 16 750 ft 1 0.291 0.233 1.15 1 00 1 00 1 CO 0,995 1 00 1.00 1 00 10.78 798.2 2,746.4 3.83 71.0 304.8 +D+0.750Lr+0.750L 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.750 ft 1 0.505 0.324 1.25 1.00 1.00 1.00 0.995 1.00 1.00 1.00 20.34 1,506.8 2,985.3 5.79 107.2 331.3 +D+0.750L+0 750S 1.00 1.00 100 0.995 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.750 it 1 0.554 0.360 1.15 1.00 1.00 1.00 0.995 1.00 1.00 1.00 20.54 1.521.3 2,746.4 5.92 109.7 304-8 +0.60D 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.750 ft 1 0.108 0.076 1.60 1.00 1.00 1.00 0.995 1.00 1.00 1.00 5.59 413.9 3,821.1 1.75 32.4 424.0 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span +D+L 1 0.6737 8.497 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.210 6.346 Max Upward from Load Combinations 5.210 6.346 Max Upward from Load Cases 3.225 3.283 D Only 1.985 3.063 +D+L 5.210 6.346 +D+Lr 2.106 3.802 +D+S 2.135 3.983 +D+0.750Lr+0.750L 4.495 6,079 +D+0.750L+0.750S 4.516 6.215 +0.60D 1.191 1.838 Lr Only 0.121 0.739 L Only 3.225 3.283 S Only 0.150 0.920 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 ( ; Project Descr: POST REMOVAL Wood Beam Project File:9773.ec6 LIC# KW-06014008,Build:20 23 2 14 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#5 CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method'. Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination :ASCE 7-16 Fb- 1.850.0 psi Ebend-xx 1,800.Oksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species DF/DF Fc-Perp 650 0 psi Ebend-yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1.100.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(3 06)Lr(0 74)L(3 28)S(0 92) i I 5.5x14 Span= 19 50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Point Load : D=3.060, Lr=0.740, L.=3.280, S=0.920 k @ 9.750 ft, (BM#4 FRONT) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8961 Maximum Shear Stress Ratio = 0.244 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 fb:Actual = 2,117.30psi fv:Actual = 64.55 psi F'b = 2,364.11 psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.389 in Ratio= 601>=360 Span:1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.776 in Ratio= 301>=180 Span:1 -+D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Sl-ear': i;; s Segment Length Span# M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=19.50 ft 1 0.493 0.137 0.90 100 100 100 0.985 100 1 00 1.00 15.71 1,049.3 2,127 7 1.67 32.6 238.5 +D+L 1.00 1.00 1.00 0.985 1.00 1.00 1.00 0.0 000 0.0 0.0 Length= 19.50 ft 1 0.896 0,244 1.00 1.00 1.00 1.00 0.985 1.00 1.00 1.00 31.70 2,117.3 2.364.1 331 64.6 265.0 +D+Lr 1 QO 1.00 100 0.985 1.00 1.00 1 00 0.0 000 0.0 0-0 Length= 19.50 ft 1 0.437 0.120 1.25 1.00 1.00 1.00 0.985 1.00 1.00 1.00 19.32 1,290 3 2,955.1 2-04 39.8 331.3 +D+S 1.00 1.00 1.00 0.985 1.00 1.00 1.00 0.0 000 0.0 0.0 Length=19.50 ft 1 0.496 0.136 1.15 1.00 1.00 1.00 0.985 1.00 1.00 1 00 2020 1.348 9 2,718.7 2.13 41 6 304.8 +D+0.750Lr+0.750L 1.00 1.00 1.00 0.985 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=19 50 ft 1 0.687 0.187 125 1.00 1.00 1.00 0.985 1.00 1.00 100 30.41 2,031.0 2,955-1 3.18 62.0 331.3 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Protect ID: SDA#9773 C' L--- Project Descr: POST REMOVAL Wood Beam ProjectFile:9773.ec6 LICM:KW406014008,Build:20 23 2.14 Structural Design Associates (6)ENERCALC INC 1983-2022 DESCRIPTION: BM#5 Maximum Forces&Stresses for Load Combinatlons Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CV Cfu C i Cr M fb Pb V fv Pv +D+0.750L+0.750S 1.00 1.00 1.00 0.985 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=19.50 ft 1 0.763 0208 1A5 1,00 1.00 1.00 0.985 1.00 1.00 1.00 31.07 2,075.0 2,718.7 3.25 63.3 304.8 +0.60D 1.00 1.00 1.00 0.985 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=19.50 ft 1 0.166 0.046 1.60 1.00 1.00 1.00 0.985 1.00 1.00 1.00 9.43 629.6 3.782.6 1.00 19.6 424.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.7758 9.821 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.333 3.333 Max Upward from Load Combinations 3.333 3.333 Max Upward from Load Cases 1.693 1.693 D Only 1.693 1.693 +D+L 3.333 3.333 +D+Lr 2.063 2.063 +D+S 2.153 2.153 +D+0.750Lr+0.750L 3200 3.200 +D+0.750L+0.750S 3.268 3.268 +0.60D 1.016 1.016 Lr Only 0.370 0.370 L Only 1.640 1.640 S Only 0.460 0.460 Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Column Project Fib:9773.ec6 LIC#:KW-06014008•Build:2023.2 14 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#4 COLUMN Code References Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 4x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. GradedLumber Overall Column Height 8 ft Wood Member Type Sawn (Used for,non-slender calculations) Exact Width 3. In Allow Stress Modification Factors Exact Depth 52 Wood Species Hem-Fir .250 Woad Grade No.2 50 in Cf or Cv for Bending 1.0 Fb+ 575.0 psi Fv 140.0 psi Area 1925 inA2 Cf or Cv for Compressioi 1 0 Ix 266.93 in^4 Cf or Cv for Tension 1.0 Fb- 575.0 psi Ft 140 0 psi ly 68 Fc-PHI 575.0 psi Density 26.840 pcf .78 in 4 Cm:Wet Use Factor 1.0 Fc-Perp 405.0 psi Ct:Temperature Fact 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Basic 1.100.0 t,100.0 1,100.0 ksi Kf:Built-up columns 1.0 NDS 15 s z Use Cr:Repetitive 7 No Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=8 ft,K Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8 ft,K Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :28.7041bs"Dead Load Factor AXIAL LOADS .. . Axial Load at 8.0 ft, D=1.990,Lr=0.120,L=3.220,S=0.150 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0402:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 5.239 k Applied Mx 0.0 k-ft for load combination: rile Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 339.329 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bendina Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 224.0 psi Load Combination Results Maximum Anal+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.630 0.3370 PASS O.Oft 0.0 PASS 8.0 ft +D+L 1.000 0.590 0.8402 PASS 0.0ft 0.0 PASS 8.0 ft +D+Lr 1.250 0.505 0.3207 PASS O.Oft 0.0 PASS 8.0 ft +D+S 1.150 0.537 0.3326 PASS 0.0ft 0.0 PASS 8.0 It +D+0.750Lr+0.750L 1.250 0 505 0.6782 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S 1.150 0.537 0.6972 PASS 0.0ft 0,0 PASS 8.0 ft +0.60D 1.600 0.416 0.1723 PASS 0.0ft 0.0 PASS 8.0 ft Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE l Project ID: SDA#9773 I Project Descr: POST REMOVAL Wood Column Project File:9773.m* Litt:KW-06614M,9 iQ:26.23.2.14 milord"Desgo ASsmates '(e)EN IN61983.2022 DESCRIPTION: BM#4 COLUMN Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination Q Base o Top a Use a Top Base @ Base Q Top @ Base @ Top D Only 2.019 +D+L 5239 +O+Lr 2.139 +D+S 2.169 +D+0.750Lr+0.750L 4.524 +D+0.750L+0.750S 4.546 +0.60D 1.211 Lr Only 0.120 L Only 3.220 S Only 0.150 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 In 0.0008 0.060 in '0000It +D+L 0.0000 in 0.000ft 0.000 in 0.000ft +D+Lr 0.0000in 0.000R 0.0Win 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750Lr+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L+0.750S 0,0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft LrOnly 0.0000 in 0.000ft 0.000 in 0.000ft L Oniy 0.0000 in 0.000ft 0 000 in 0 000 it S Only 0.0000 in 0.00N 0.000 in 0.000ft Sketches I Load 1 o' N ttci � S E • r Y M1. 4X6 3.50 in - Project Title: PICKERING SITE VISIT Engineer: CHRIS LALONDE Project ID: SDA#9773 Project Descr: POST REMOVAL Wood Column Project File:9773.ec6 LIC#:KW-06014008,Build 20.23 2 14 Structural Design Associates (c)ENERCALC INC 1983-2022 DESCRIPTION: BM#5 COLUMN Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used:ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 4x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. GradedLumber Overall Column Height 8 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3. In Allow Stress Modification Factors Exact Depth 52 Wood Species Hem-Fir .250 Wood Grade No.2 50 in Cf or Cv for Bending 1.0 Fb+ 575.0 psi Fv 140.0 psi Area 19.25 in^2 Cf or Cv for Compressioi 1.0 Ix 266.93 in^4 Cf or Cv for Tension 1.0 Fb- 575.0 psi Ft 375.0 psi Fc-Prll 575.0 psi Density 26.840 pcf ly 68.78 in,4 Cm:Wet Use Factor 1 0 Fc-Per Ct:Temperature Fact 1.0 P 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15 s 2 Basic 1,100.0 1.100.0 1,100.0 ksi Use Cr:Repetitive? No Minimum 400.0 400.0 Brace condition for deflection(budding)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=8 ft,K Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8 ft,K Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:28.704 Ibs'Dead Load Factor AXIAL LOADS . . . Axial Load at B.0 ft, D= 1.690,Lr=0.370, L=1.640, S=0.460 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5387:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc• Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0 0 ft above base Applied Axial 3.359 k Applied Mx 0.0 k-ft for load combination: nla Applied My 0.0 k-ft Along X-X 0 0 in at 0.0 ft above base Fc:Allowable 339.329 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Sendino Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 224.0 psi Load Combination Results Maximtim Axial+Bending Stress Rallos Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.630 0.2869 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.590 0.5387 PASS 0 0 ft 0.0 PASS 8.0 ft +D+Lr 1.250 0.505 0.3132 PASS 0.0 ft 00 PASS 8.0 ft +D+S 1.150 0.537 0.3341 PASS O.Oft 0.0 PASS 8.0 ft +D+0.75OLr+0.750L 1.250 0.505 0.4837 PASS O Oft 00 PASS 8.0 ft +D+0.750L+0.750S 1.150 0.537 0-5051 PASS 0.0 ft 00 PASS 8.0 ft +0.60D 1.600 0-416 0.1467 PASS 0 Oft 0.0 PASS 8.0 ft Project Title: PICKERING SITE VISIT Engineer CHRIS LALONDE Project ID SDA#9773 O, Project Desrx: POST REMOVAL ' Wood Column PmJect File:9773.@W LICf�:IOW 0Q0140ti8,8iilld 20.23,2.14 S'Iruchual Design AssoclaWs (o)ENtkMd INC 1993-2022 DESCRIPTION: BKW COLUMN Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Momenta Load Combination @ Base @ Top a Base a Top a Base @ Sees Q Top @ Base @ Top D Only 1.719 +D+L 3.359 +D+Lr 2.089 +D+S 2.179 +D+0.750Lr+0.750L 3.226 +D+0.750L+0.750S 3.294 +0.60D 1.031 Lr Only 0.370 L Only 1.640 S Only 0.460 Maximum Deflections for Load Combinations Load Combination Max X-X Deflection Distance Max Y-Y Deflection Distance DOnly 0.0000 in 0.000ft 0,660in 0.000ft +D+L 0.0000 in 0.000ft 0.000 in 01000ft +D+Lr 0.0000 in 0.000(t 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750Lr+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.00011 Lr Only 0.0000 in 0.000111 0.000 in 0.000ft L Only 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches +X Load 1 I N Ln 4>6 I r 3.50 in i iI Footing Crib Sheet Date: 3/17/2023 Engineer: CRL Wall Width: 8 in Frost Depth: 18 in Allowable Soil Bearing: 1500 PSF Soil Friction: 0.25 Equivalent Fluid Pressures: Active 35 PCF Passive 150 PCF Gravity Loads Only Capacity (kips): 1.355 12"x12"x12" Deep w/ 2 #4 Bar Each Way 3.048 18"x18"x12" Deep w/ 2 #4 Bar Each Way 5.420 24N24"x12" Deep w/ 3 #4 Bar Each Way 8.470 30"x30"x12" Deep w/ 4 #4 Bar Each Way 12.195 36"x36"x12" Deep w/ 4 #4 Bar Each Way 16.600 42"x42"x12" Deep w/ 5 #4 Bar Each Way 21.680 48"x48"x12" Deep w/ 6 #4 Bar Each Way 27.440 54"x54"x12" Deep w/ 6 #4 Bar Each Way 33.880 60"40"x12" Deep w/ 7 #4 Bar Each Way 40.250 66"x66"x14" Deep w/ 9 #4 Bar Each Way 47.900 721102"x14" Deep w/ 10 #4 Bar Each Way 55.200 781908N16" Deep w/ 12 #4 Bar Each Way 64.050 84"x84"x16" Deep w/ 13 #4 Bar Each Way 73.500 90"x90"x16" Deep w/ 13 #4 Bar Each Way Footing: Line Load (KLF) Point Load (KIP) 1208 1.271 5.082 1608 1.738 6.947 2410 2.642 10.563 3210 3.393 13.323 3610 4.093 16.083 4210 4.710 18.843 1 � �l Structural Design Associates Engineering Structures to bust SDA r19773 March 20, 2023 Scott Pickering 18318 Champions Dr. Arlington, WA 98223 Subject: Site Visit 18318 Champions Dr. Arlington, WA 98223 SDA Ref. #9773 To whom this may concern: At the request of Scott Pickering this office visited the subject site to assess a column for removal. A two-story residence resides on the site. According to the Snohomish County Assessor. the house was built in 1998. The client wished to remove a column in the garage. The column supports the floor load from the bedrooms above and beams that support the wall and roof load from above. The size and grade of the existing members was not able to be verified during the site visit. Attached are existing plans for the garage portion of the house, along with the proposed alteration. No destructive tests were conducted during this site visit. If during construction it is found that any ol`the conditions differ from what has been expressed above or on the attached pla►it;.notify this office immediately for a revision of design. Please contact this om • ' • ve any questions concerning this letter. C V jN of WA O Respectfully, `' (` -- 3438 /nNAL \ MAR 2-0 2023 Chris Lalonde, E.I.T. Chris Covington, P.E. 3006 Rucker Ave. Everett,WA 98201 Ph: 423-339-0293 sdaeverett.com rl�rt�, Hrvv OURRICV fVVIUVVJ FOUNDATION WALLS, UN-HEATED: SLABS, Y 0D a BEAMS, GIRDERS, COLUMNS, PIERS, PILE CAPS, UNSATURATED F1 3500 U SHEAR WALLS EXTERIOR CONC. 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN INSPECTOR 'APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION: NO INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING PURPOSES ONLY. 4. CEMENT SHALL CONFORM TO ASTM C150. TYPE I, CSA NORMAL. 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. y covrro 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. {`ot CIO '1 = 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. vl B. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL ^� LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. MAR 20, 2023 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS 400 SF. GRAVITY ONLY 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK MALL BE AS FOLLOWS: EXPOSED TO EARTH OR WEATHER (05 OR SMALLER): 1%' Drawn By: CRL EXPOSED TO EARTH OR WEATHER (/6 OR LARGER): 2' Checked By. CCC *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3' MINIMUM COVERAGE Date: 03-20-2023 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. SDA JOB No. 9773 12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. 13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318. STRUCTURAL NOTES S-1 .0 BUILDdNG CODE 2018 INTERNATIONAL BUILDING CODE FLOOR LOAD DEAD LOAD 12 psf LIVE LOAD: 40 psf ROOF LOAD DEAD LOAD: 15 psf FLAT ROOF SNOW LOAD: 25 psf SNOW EXPOSURE FACTOR (Ca): 1.1 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 C THERMAL FACTOR (Ct): 1.1 M FOUNDATIONS 4) "o� 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE TABLE 1804.2. FOUNDATION :� �co�� WORK SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. 2 "'<"' o Ui3N�`' 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: 0 ALLOW. SOIL BEARING = 1500 PSF 41 N "w SOIL FRICTION = 25 Q EQUIV. FLUID PRESSURES: � n; *ACTIVE PRESSURE 35 PCF +� PASSIVE PRESSURE = 150 PCF UT •(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EQUIV. FLUID PRESSURE OF 55 PCF). € 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18' BELOW THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS el T SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. z 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO m R BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO o APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 90%OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND cl TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION c EQUIPMENT CANNOT BE USED. FILL OVER 12' DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. _ CONCRETE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.OSX E— ln 2 CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (Fc) SHALL BE: >0 N N co CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS Z°' oa EXPOSURE MIN. fc d 3 a DESIGNATION CONDITIONS CLASS PSI) o HEATED_ SLABS, BEAMS, GIRDERS, COLUMNS, INTERIOR'CONC. & FO 2500 z oZ C M U) o'N V ++ Q-O�` ENTRY HALL ° 00 a;p a N °W� L ; Z O J ry GARAGE Z of AV � �_CX flak >0N of L, L EXIST. FLOOR z rn m JOISTS ® 19.2" o.c. 0 3 a W CO l z V 0 EXIST. FLOOR JOISTS ® 19.2" o.c. w M Y CO 9'-2)6" 9'-2kz" U EXIST. COLUMN TO 7l EXIST. FLOOR BEAM (BM#1) BE REMOVED EXIST. FLOOR BEAM (BM#2) I 5'-1 OY4" �� w 0� EXIST. GARAGE DOOR HEADER �Cs�o4ucR MAR 20, 2023 OUTLINE OF ROOF ABOVE GRAMTYyy ONLY MAIN LEVEL FLOOR PLAN (EXIST.) °te`3-20 20-0 Date: 03-20-2023 SCALE: Y4"=1' SDA JOB No. 9773 STRUCTURAL PLANS S-1 . 1 c rn nE U 4) (NR" +- WMW)W _ wanes U3N 7 O a.7 U N SwV! Q n La - � mRllll a - W = llll V) N U 3 O - H; F- 0 N ri ® N O \ LLJ 00 Zrn — 2 Q �CL � ¢z Zuo - I z-PL'f G1;,i ER TRUSS z Y°D W COMMON TRUSSES U ® 24" o.c. a- COVIN 1 Hof WA 0 �\X 34 ANAL[TK MAR 20, 2023 GRAVITY-ONLY] Drown Ch"ckad86y. CCC SECOND LEVEL FLOOR PLAN (EXISTING) Dote 03-20-2023 SCALE: Y4"=l' SDA JC'B No. 9773 STRUCTURAL PLANS S-1 .2 J � s FIELD VERIFY EXISTING FOUNDATION, COLUMNS, AND BEAMS NOTE: PERIMETER FOOTING MUST BE 16" WIDE x 6" DEEP (MIN) c hE O Q) aNR a 4 agL ENTRY HALL ° .o �p N g L'�l5i Q M 3W=3 I- a m w mollll N GARAGE < d / z' oollll ^N m EXIST r LOOR ~ (I) ^> JO!STS 5 i9-2� c. > II > �N W Z rn vv ~ 2a N U)Q. 3 v; N( � =FLOO': r,�`j_x �� Z_ UO 0 JOISTS C) 19.2" oc X; � °Dz = t0 W r� Q EXIST, FLOOR BEAM (BM#!) po EXIST. FLOOR SEAMI (BM#2) � HGUS5.50/10 to N -- ��ALT: HGUS6. �� cove N 88/10 1�.91 w tiC GL 5}¢704" (24F—V4) (BM#S) H zZ EXIST. GARAGE DOCK HEADER "tow A) MAR 20, 2023 GRAVITY Y By:ONL MAIN LEVEL FLOOR PLAN (PROPOSED) DChate:ec 03—203Drawn BBy.20C —2023 SCALE: Y4"=1' SDA JOB No. 9773 STRUCTURAL PLANS S-1 .3 CONCRETE CONT. 14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY REQUIREMENTS, AND CONCRETE WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A WRITING AND DESIGN MIXES SHALL BE PROVIDED PER ACI 318. .j CEMENT CONTENT F'c (PSI) LBS/CUBIC YARD SACKS PER CUBIC NOTES (MIN.) YARD (MIN.) C: T 2500 470 5 NOTE A U) S N <m0 3500 564 6 - 0 O wa'nW m NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5' OR LESS. NO MORE THAN A 1' PLUS TOLERANCE SHALL BE ALLOWED. 0 69v9] U) WIn NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR -y♦' AGGREGATE AN ENTRAINMENT OF 6X IS REQ'D. j n wx FOR h' AGGREGATE AN AIR ENTRAINMENT OF 7% IS REO'D. L_ a; NOTE 3. POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE ENGINEER. A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1705.3 OF THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT S B OF 5 SACKS PER CUBIC YARD OF CONCRETE. Ln B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI 318. m c C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. ` REINFORCING STEEL oI 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 do LARGER. GRADE 40 (fy = d c 40 KSI) FOR NO. 3 AND NO. 4 BARS. 2. ALL REINFORCING STEEL MALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SFUCE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED. 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER AND ~ AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE. Lr) M 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE NOTED. LAP > � REINFORCEMENT 6' MINIMUM. o am 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS MALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON (/) 3 ` GRADE REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. Z�p 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS SPECIFIED OTHERWISE. -m Z GLUED-LAMINATED TIMBER Y 1. ADHESIVE SHALL BE FOR WET USE U 2. LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTERN LARCH, COMBINATION 24F-V4 FOR SIMPLE SPAN BEAMS AND 24F-V8 FOR LL CONTINUOUS MULTIPLE SPAN AND CANTILEVERED BEAMS, FABRICATED IN ACCORDANCE WITH AITC A190.1 AND ASTM D 3737. 3. FABRICATION SHALL BE BY A LICENSED FABRICATOR; SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. AITC CERTIFICATES OF INSPECTION ARE REQUIRED FOR ALL MEMBERS. 4. GLULAM BEAMS EXPOSED TO WEATHER SHALL BE WOMANIZED OR PRESSURE TREATED. FRAMING LUMBER Cove 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NOA FOR POSTS, BEAMS, AND HEADERS; HEM-FIR NO.2 FOR 2X AND 3X JOISTS, AND 15 NC STUDS; AND HEM-FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER �a O TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. z 2. STRUCTURAL SHEATHNG SHALL BE APA RATED PLYWOOD, EXPOSURE I SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS 1 DOC PS 1 OR PS 2. PROVIDE MINIMUM OF 3/8' EDGE DISTANCE ON ALL NAILS AND A 1/8' EXPANSION JOINT BETWEEN ALL PANEL 343 EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: �NNA-1 ROOF SHEATHING TO BE 15/32' C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE. P.I. 24/16 (USE 5-PLY FOR PANELIZED ROOFS).OTHERWISE.L I Sd NAILS AT 6' ON CENTER AT PANEL EDGES AND 12' ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED MAR 20, 2023 SUB FLOORING TO BE 3/4' T&C C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6' ON CENTER AT PANEL EDGES AND 12' ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. 3. NAILING SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS GRAVITY ONLY THROUGHOUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL Drawn 8y. CRL ENGINEER. Checked y. CCC Dote: 03-20-2023 I 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID SDA JOB No. BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. 9773 6. RIM JOIST ARE 14' LSL OR 2x SOLID SAWN LUMBER AS MINIMUM. 7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS_ STRUCTURAL 13. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. NOTES 9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16' UNLESS OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE S-Z.O PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. I I F011}MWG LUMBER CONT, 10. ALL SILL PLATES SHALL BE SOL'cD TO THE FOUNDATION WITH 5/8' MINIMUM DIAMETER BOLTS SPACED AT 48' O.C. MAXIMUM SPACING (EMBED 7' MINIMUM INTO CONCRETE OR MASONRY). SEE FLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE OCCUR. 11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION). ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY GALVANIZED, OR Z-MAX COATING TO PROTECT FROM OXIDATION. 11 FIELD-CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE PRESERVATIVE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. IRC 317.1.1 13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY c OTHER ELEMENTS. T n E 4) N Wcn°u 14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL NAILING WHEN APPROVED BY THE STRUCTURAL ENGINEER. p aD -<mm . 0),)W 15. EXTERIOR STUD WALLS SHALL BE 2X6 O 16' O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING 2X4 O 16' O.C. AT UPPER TWO FLOORS AND EITHER 2X6 O 16' O.C. OR 3X4 O 16' O.C. BELOW TOP TWO FLOORS. O C W STUD NONBEARING WALLS SHALL BE CONSTRUCTED USING 2X4 O 24' O.C.. UNLESS NOTED OTHERWISE. SEE NOTE 1 FOR LUMBER GRADES +�• U) y� W OF STUDS AND PLATES. U ) M)W 16. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL. APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS V) SPECIFIED BY THE MANUFACTURER. b B 17. ALL HEADERS SHALL BE 4X8 DFN2 UNLESS OTHERWISE NOTED ON THE DRAWINGS I I I I 18- OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN SHEAR PANELS. 19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES. m o 20. BLOCKING SHALL BE PROVIDED AT ALL POINTS OF BEARING TO PREVENT ROTATION OF JOISTS AND BEAMS. c o GENERAL o of 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. z 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO F- ERECTION. Ln 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND o N PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL N ao SAFETY ORDINANCES. z(m _OQ 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL CL 3 DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. =Z QD 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT z v ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THEOf Tz ENGINEER. LLJ r) Y°0 a 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. U_ 8. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR IZ DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. 10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT COVI& WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE p'W ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT O PRIOR WRITTEN APPROVAL OF THE ENGINEER. % 11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND 3 LOCATIONS OF ALL OPENINGS, ETC. �t. MAR 20, 2023 GRAVITY ONLY Drawn By: CRL Checked By. CCC Date: 03-20-2023 SDA JOB No. 9773 STRUCTURAL NOTES S-3.0 i NEW POST PER PLAN w/ 2x KING STUDS EACH SIDE (2) 16d EACH SIDE o, OF POST AND EACHNo KING STUD o o ��a;I:: W aN EXISTING STUD WALL N �nWW rn EXISTING PT MUD SILL W EXISTING FOUNDATION, FIELD VERIFY 16" WIDE x - 8" THICK FOOTING oI of D SUPPORT COLUMN TO FOUNDATION CONNECTION >�N 00 uj uj Z 0) �Q i (n CL 3 =Z zU0 LY Z zj rnST27 STRAP �_ Q ACROSS ANY I (5)16d NAILS BREAKS IN TOP EACH SIDE PLATE. CENTER ON BEAM -BEARING WALL PER PLAN cov1N pwa BEAM CO(1) 16d @ 12" u � PER PLAN ` �2 �. 9��rsrta�° 2x KING STUD EACH POST OR MULITPLE MAR 20, 2023 SIDE OF BEAM. NAIL STUDS PER PLAN TO POST w/ 10d STAGGERED @ 6" o/c GRAVITY y ONLY (�) DROPPED BEAM ZWALL CDheckedBBy.CRL CONNECTION Date: 03-20-2023 SDA JOB No. 9773 STRUCTURAL DETAILS S-4.0 I"ILM3, AIVU DUrcmw rUUrIwV7I , Uc6Q FOUNDATION WALLS, UN—HEATED: SLABS, UNSATURATED ll BEAMS, GIRDERS, COLUMNS, PIERS, PILE CAPS, EXTERIOR CONC. F1 3500 SHEAR WALLS 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION: NO INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING PURPOSES ONLY. 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. COV�,yC B. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. 4 O x 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT_ ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. B. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. MAR 20, 2023 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS 400 SF. GRAVITY ONLY 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS FOLLOWS: EXPOSED TO EARTH OR WEATHER (/5 OR SMALLER): W Drawn By: CRL EXPOSED TO EARTH OR WEATHER (/6 OR LARGER): 2- Checked By. CCC *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE Date: 03-20-2023 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. SDA JOB No. 9773 12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. 13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318. STRUCTURAL NOTES S-1 .0 i F OF ARLINGTON LDING DEPARTMENT APPROVED DATE 3l Z 3 13 0 NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR BUILDING CODE 2018 INTERNATIONAL BUILDING CODE FLOOR LOAD DEAD LOAD 12 psf LIVE LOAD: 40 psf ROOF LOAD DEAD LOAD: 15 psf FLAT ROOF SNOW LOAD: 25 psf SNOW EXPOSURE FACTOR (Ce): 1.1 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 THERMAL FACTOR (Ct): 1.1 FOUNDATIONS aU'i 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE NTH CHAPTER 18 OF THIS CODE. _ O_ w�ro w 0 U 3i3r 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: 0 m. ALLOW. SOIL BEARING = 1500 PSF 0 to w SOIL FRICTION = .25 U Q EQUIV. FLUID PRESSURES: ` M W ; 'ACTIVE PRESSURE 35 PCIF +� PASSIVE PRESSURE = 150 PCF V) *(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EOUIV. FLUID PRESSURE OF 55 PCF). 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18' BELOW THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS $ SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. al 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND I SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO m R BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO ` APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 907E OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND o TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND o TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION i o EQUIPMENT CANNOT BE USED. FILL OVER 12' DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. CONCRETE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM C33 NTH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05X (n 2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (f c) SHALL BE: o N N 00 CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS a O) _a EXPOSURE a3. M DESIGNATION CONDITIONS CLASS (PSO'c O=o HEATED_ SLABS, BEAMS, GIRDERS, COLUMNS, INTERIOR^CONC. & FO 2500 Of°O z c � M E N � aNc 0 W ENTRY HALL vo ;aa 7 N c„� U Q ; L J mollll GARAGE N N o �llll 0 > c N U- mI EXIST. om JOISTS ® 19.2" o.c. 3 i a � ¢I az 0 EXIST. FLOOR w in z m z JOISTS ® 19.2" o.c. Y 0)M 9 9�-2V' J U_ a JEXIST. COWMN TO EXIST. FLOOR BEAM (BM#1) BE REMOVED -- - - - EXIST. FLOOR BEAM (BM#2) I i — 7'-6Xz" i 5 cov�N W c Q Of..� i I 3' �YDYa I I EXIST. GARAGE DOOR HEADER ibvu t MAR 20, 2023 OUTLINE OF POOF ABOVE GRAMTYyy ONLY CRL Chec edBBy. CCC MAIN LEVEL FLOOR PLAN (EXIST. ) Date: 03-20-2023 SCALE: Y+"=1' SDA JOB No. 9773 STRUCTURAL PLANS S-1 . 1 C � n U) �O N 0. ECVO + �40a; C) U �c°i� L- 0 a �¢ y N W VI u Q �s m Us U mollll yW� N N , \, = C L'i I \� O O C%j ® >U N 00 O \ W Zrn U ~2¢ i \ Cn(L CD 0 U -PLY GI2 ER TPL�SS v - -0 W r7 Y°0Q COMMON TRUSSES C ® 24" ox. d g covtN 4 4�OF WA, -- - - -- --- - - ' ! O 43 �ovAi.tom' MAR 20, 2023 GRAVITYyy ONLY ChockeDrawndBBy. CCC SECOND LEVEL FLOOR PLAN (EXISTING) 03-20-2023 SCALE: Y4"=1' SDA JOB No. 9773 STRUCTURAL PLANS S-1 .2 I FIELD VERIFY EXISTING FOUNDATION. COLUMNS, AND BEAMS NOTE: PERIMETER FOOTING MUST BE 16" WIDE x 6" DEEP (MIN) nF (u N aN4 ENTRY HALL p � < N 7Q =3 as U) ysj N K C mollll GARAGE o f �' oollll Z �m I m EXIST FLOOR ~ ^� J�i17TS r 9..G C•.�. >pN N / w z Ul LD_Q N (n a 3. N � =O EXIST- .FLOOR _ j xl Z �r JOISTS t7 19.2" z o c =X� Lj Y 'n 0 i U ea _ QI EXIST. FLOOR BEAM (BM#i) b — — E' ST. FLOOR BEAIv: (B;,4#2' d d _ `HGUS5.50/10 y to -- --- �! ALT- HGUS6.88/10 N �o OVINC, GL 5)�"xW (24F—V4) (BM#S) 1 3a� � EXIST. GARAGE DOOR HEADER MAR 20 2023 GRAVITYrawny ONLY CRL MAIN LEVEL FLOOR PLAN (PROPOSED) DCate: 03-20hecke -20 CCC —2023 SCALE: Y4"=1' SDA JOB No. 9773 STRUCTURAL PLANS S-1 .3 CONCRETE CONT. 14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY REQUIREMENTS, AND CONCRETE WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A WRITING AND DESIGN MIXES SHALL BE PROVIDED PER AO 318. 'J - CEMENT CONTENT F'c (PSI) LBS/CUBIC YARD SACKS PER CUBIC NOTES (MIN.) YARD (MIN.) rn 2500 470 5 NOTE A N co �No 3500 I 564 6 NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. p 3 a } U) Vk W NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR %- AGGREGATE AN ENTRAINMENT OF 6X IS REQ'D. j Q W FOR X2" AGGREGATE AN AIR ENTRAINMENT OF 7R IS REQ'D. a; 0 NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE ENGINEER. La A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1705.3 OF THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. JI B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI 318. m c I I I f I C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. i REINFORCING STEEL 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 do LARGER. GRADE 40 (f), = d c 40 KSI) FOR NO. 3 AND NO. 4 BARS. Z 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS. LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED. 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH Ap VI 315 SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE. �_ M 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND MALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE NOTED. LAP > N N REINFORCEMENT 6" MINIMUM. o O1 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS MALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON (n 3 GRADE REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES 1 DURING PLACING OF THE CONCRETE. Z v o 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS SPECIFIED OTHERWISE. Z GLUED-LAMINATED TIMBER Y a 1. ADHESIVE SHALL BE FOR WET USE U 2. LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTERN LARCH, COMBINATION 24F-V4 FOR SIMPLE SPAN BEAMS AND 24F-V8 FOR CONTINUOUS MULTIPLE SPAN AND CANTILEVERED BEAMS, FABRICATED IN ACCORDANCE WITH AITC A190.1 AND ASTM D 3737. I 3. FABRICATION SHALL BE BY A LICENSED FABRICATOR; SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. AITC CERTIFICATES OF INSPECTION ARE REQUIRED FOR ALL MEMBERS. 4. GLULAM BEAMS EXPOSED TO WEATHER SHALL BE WOLMANIZED OR PRESSURE TREATED. FRAMING LUMBER Covj 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NOA FOR POSTS, BEAMS, AND HEADERS; HEM-FIR NO.2 FOR 2X AND 3X JOISTS, AND 1 NC a STUDS; AND HEM-FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER Ry O TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE I SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND A 1/8" EXPANSION JOINT BETWEEN ALL PANEL 34 EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/16 (USE 5-PLY FOR PANELIZED OF. NAIL WITH Bd NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NO OTHERWISE MAR 20, 2023 SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL MATH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. I 3. NAILING SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS GRAVITY ONLY THROUGHOUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL Drown By: CRL Checked By. CCC ENGINEER. Dote: 03-20-2023 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID SDA JOB No. BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS, n 7 7 J Z 6. RIM JOIST ARE 1YV LSL OR 2x SOLID SAWN LUMBER AS MINIMUM. 9773 - 7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16%FOR ALL STRUCTURAL MEMBERS. STRUCTURAL 8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. NOTES 9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE S—2.O PRE-DRILLED TO 60X OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. FOAMING LUMBER CONT. 10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8- MINIMUM DIAMETER BOLTS SPACED AT 48- O.C. MAXIMUM SPACING (EMBED 7- MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE OCCUR. 11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION). ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY GALVANIZED, OR Z—MAX COATING TO PROTECT FROM OXIDATION. 12. FIELD—CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE PRESERVATIVE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. IRC 317.1.1 13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY C OTHER ELEMENTS. ^f N U) �o�U 14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL NAILING WHEN APPROVED BY THE STRUCTURAL ENGINEER, p 4? �ma;r v W0:3W 15. EXTERIOR STUD WALLS SHALL BE 2X6 O 16' O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE p 'V 3 CONSTRUCTED USING 2X4 O 16' O.C. AT UPPER TWO FLOORS AND EITHER 2X8 O 16' O.C. OR 3X4 O 16' O.C. BELOW 70P TWO FLOORS. O STUD NONBEARING WALLS SHALL BE CONSTRUCTED USING 2X4 O 24' O.C.. UNLESS NOTED OTHERWISE. SEE NOTE 1 FOR LUMBER GRADES +� V) y W OF STUDS AND PLATES. j Q W ae 16. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL APPROVAL MUST BE OBTAINED IN a WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER. 8 17. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE DRAWINGS 18. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN SHEAR PANELS. 19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES. S I I I 20. BLOCKING SHALL BE PROVIDED AT ALL POINTS OF BEARING TO PREVENT ROTATION OF JOISTS AND BEAMS. o GENERAL o of I II 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. z 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO 1— ERECTION. (n M 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND o N PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL N ao SAFETY ORDINANCES. IW_p°f _¢ 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL 3 DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. CD=Z 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT z 0 FO ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE a00 Z ENGINEER. Y 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. U_ ¢ B. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR 0. DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. 10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT 9 COvlgc WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE � O ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT `,(�T PRIOR WRITTEN APPROVAL OF THE ENGINEER. _ 11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND 3 LOCATIONS OF ALL OPENINGS, ETC. �bly,LL MAR 20, 2023 GRAVITY ONLY Drawn By: CRL Checked By. CCC Date: 03-20-2023 SDA JOB No. 9773 STRUCTURAL NOTES S-3.0 i NEW POST PER PLAN w/ 2x KING STUDS EACH SIDE II (2) 16d EACH SIDE rn OF POST AND EACH a&i (n �No§ KING STUD o v "I P o 'v �3n� EXISTING STUD WALL 0 N EXISTING PT MUD SILL us u EXISTING FOUNDATION, FIELD VERIFY 16" WIDE x 8" THICK FOOTING N z o� SUPPORT COLUMN TO FOUNDATIONCONNECTION M > N Z00 01 2< �CL:3: � =o Z U� Li J M J /--rnST27 STRAP ACROSS ANY (5)16d NAILS— BREAKS IN TOP EACH SIDE PLATE. CENTER ON BEAM -BEARING WALL PER PLAN cov1N ♦ 04 w C, . BEAM (1) 16d 0 12" PER o c t PLAN< � 2x KING STUD EACH POST OR MULITPLE MAR 20, 2023 SIDE OF BEAM. NAIL STUDS PER PLAN TO POST w/ 10d STAGGERED ® 6" o/c GRAVITY ONLY DROPPED BEAM f WALL Drawn By: CRL CheL CONNECTION Date•�k03 ed 20-2023 SDA JOB Na. 9773 STRUCTURAL DETAILS S-4.0 DwCITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18318 CHAMPIONS DR Permit#: 5571 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 00874400009100 DATE OF ISSUANCE. Scope of Work:Replace garage center post with clear span Valuation:2000.00 OWNER APPLICANT CONTRACTOR TAYLOR DEBBIE Debbie Taylor Owner 18318 CHAMPIONS DR 18318 Champions Dr 18318 Champions Dr ARLINGTON,WA 98223 Arlington,WA 98223 Arlington,WA 98223 425-359-7980 425-359-7980 LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: RESIDENTIAL ALTERATION CODE YEAR: 2018 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: 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.IBC I OARC110. 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. eGr� 08/31/2023 Applicant Signature Date Building Official Date CONDITIONS Adhere to approved plans.Approved permit shall be onsite during construction. Call for inspections. 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 08/31/2023 Processing/Technology $25.00 08/31/2023 Building Permit $102.55 08/31/2023 Building Plan Review $102.55 08/31/2023 State Surcharge-1st DU $6.50 Total Due: $236.60 Total Payment: $0.00 Balance Due: $236.60 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 I Pass/Fail CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 • INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 18318 CHAMPIONS DR Permit#: 5571 PERMIT EXPIRES 180 DAYS AFTER Parcel#:00874400009100 DATE OF ISSUANCE. Scope of Work:Replace garage center post with clear span Valuation:2000.00 OWNER APPLICANT CONTRACTOR TAYLOR DEBBIE Debbie Taylor Owner 18318 CHAMPIONS DR 18318 Champions Dr 18318 Champions Dr ARLINGTON,WA 98223 Arlington,WA 98223 Arlington,WA 98223 425-359-7980 425-359-7980 LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: RESIDENTIAL ALTERATION CODE YEAR: 2018 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: 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.IBC 110/IRC110. SALES TAX-NOTICE: Sales tax relating o construction and construction materials in the City of Arlington must be reported on yours es'tax return form and coded City f Arlington#31 Ol. 08/31/2023 Applicant Si Dat Building Official Date CONDITIONS Adhere to approved plans.Approved permit shall be onsite during construction.Call for inspections. 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, Permit#: 5571 Permit Date: 08/23/23 Permit Type: RESIDENTIAL ALTERATION Project Name: Taylor Applicant Name: Debbie Taylor Applicant Address: 18318 Champions Dr Applicant, City, State, Zip: Arlington,WA 98223 Contact: Debbie Taylor Phone: 425-359-7980 Email: faith1126@msn.com Scope of Work: Replace garage center post with clear span Valuation: 2000.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 09/11/2023 Permit Expires: 03/11/2024 Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 00874400009100 18318 CHAMPIONS DR TAYLOR DEBBIE 110 DUPLEX Contractors Contractor Primary Contact Phone Address Contractor Type License License Owner Debbie Taylor 425-359-7980 18318 Champions Dr Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 10/09/2023 Re-Inspection Final inspection 10/10/2023 10/10/2023 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status 08/23/2023 RESIDENTIAL BUILDING Approved ALTERATION Fees Fee Description Notes Amount Processing/Technology $25.00 Building Permit Table 4-1 $102.55 Building Plan Review Table 4-2 $102.55 State Surcharge- 1st DU Residential- 1st Unit $6.50 Credit Card Service $7.10 Total $243.70 Attached Letters Date Letter Description 08/31/2023 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/11/2023 XBP Conf: $236.60 153584395 09/11/2023 99298553 Raelynn Jones $7.10 Outstanding Balance $0.00 Uploaded Files Date File Name 10/09/2023 17122363-20231009 BLD5571 IssuedPermit.pdf 08/23/2023 16615884-20230822 BLD5571 App.pdf 08/23/2023 16615885-20230822 BLD5571 Pictures.pdf 08/23/2023 16615886-20230822 BLD5571 Structural Calcs.pdf 08/23/2023 16615887-20230822 BLD5571 Structurals.pdf