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REVIEWED BLD2022-1273+Structural_Analysis_or_Calculations+9.22.2022_10.12.26_PM+3125284Structural Calculations Cover Sheet Project Number: 2022.144 Date: September 22, 2022 Project Name: Yafete Yemuru Architect: BLD2022-1273 Structural Design For: Structural design for strengthening a beam. Construction Type: Conventional wood platform framing with conventional concrete foundations CODES 2018 International Building Code (IBC) 2018 NDS ASCE 7-16 LOADS Dead Loads As required Floor Load 40 psf Roof Load 25 psf Wind not applicable Seismic not applicable Material Design Values ♦ o J JO DF WAS" r O SS ORAL E�`G\,Ca� i RECEIVED Sep 26 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ------------------------------------------------ The following documentation shall be available on ' site for the building inspector: ®COE APPROVED ARCHITECTURAL PLAN SET ❑ COE APPROVED STRUCTURAL PLAN SET ❑COE REVIEWED ClILCULATION PACKET ❑ ENERGY CREDIT ORKSHEET ❑ SITE PLAN ❑ CIVIL PLAN :❑ .........REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT' Soils (assumed) Minimum 2,000 psf allowed bearing (subject to field verification) Concrete fc=2,500 psi; 5-1/2 sack mix, or alternate mix pre -approved by bldg. dept. Reinforcing Grade 60; Fy=60,000 psi minimum Sawn Lumber Joists, Rafters: Hem -Fir #2 and better Beams, Posts: DF-L #2 Studs & Plates: Hem -Fir Standard Glu-Lam Beams 24F-V4 for simple span beams, 24F-V8 for cantilevered beams Parallam Beams 2.2E PSL, Fb=2,900 psi, Fv=290 psi, E=2.2* 1016 psi (minimum) Microllam Beams 1.9E LVL, Fb=2,600 psi, Fv=285 psi, E=1.9* 10^6 psi (minimum) Timberstrand Bms 1.7E LSL, Fb=2,600 psi, Fv=400 psi, E=1.7* 10^6 psi (minimum) Structural Steel ASTM A36, Fy=36 ksi Plates, ASTM A992, Fy=50ski Wide Flanges, ASTMA500, Fy=46 ksi Tubes Steel Pipe ASTM A53, Grade B, Fy=35 ksi Pipe Anchor Bolts ASTM A325 hold down bolts, F1554 Anchor Bolts, A307 other bolts CONSULTING STRUCTURAL ENGINEERING SERVICES, INC. 6311 - 17th Avenue NE, Seattle WA 98115 (206) 527-1288 email john@cses-engineering.com Structural Engineering Consulting and Design John S. Apolis, P.E. CSES, Inc. Job number: SV Project: Yafete Yemuru Date: 12-Sep-22 Architect: Page number: BEAM DESIGN (Uniform Load, Simple Span) 2018 International Building Code (IBC) 2018 NDS Beam Description: Enter'1' for incised PT lumber: Enter'1' for fully supported: Geometry and Loads: Span: 14 ft DL unit load: 15 psf Add'l uni£ DL: lb/ft Kll * At: DL uniform load: LL uniform load: Total load: Material Properties: E Fb Fv Fc perp Deflection analvsis: For total load: For LL only: Max. allowed total defl: Total defl. * I: LL defl. * I: Actual deflections: 392 ft^2 210 lb/ft 560 lb/ft 770 lb/ft Enter'l' for snow load: Enter'1' for repetitive member: Enter'1' for wet use: Enter'1' for reduced live load: Tributary Width: 14 ft LL unit load: 40 psf Add'1 unif. LL: lb/ft Reduced LL: 40 psf Max DL reaction: 1,470 lbs Max LL reaction: 3,920 lbs Max Total reaction: 5,390 lbs 1.8 x 1016 psi E' 1.8 x 10^6 psi 2400 psi Fb' 2229 psi 265 psi Fv' 265 psi 650 psi Fc perp' 650 psi (Allowable design values include modification factors per NDS) Allowed deflection criteria, span/ 240 Allowed deflection criteria, span/ 360 0.700 in Max LL defl: 0.467 in 369.8 Required 1: 528 in^4 268.9 Required I: 576 in/14 TOTAL: 0.734 inches LL: 0.534 inches Force analysis: Max. moment: 18865 ft-lb Max Shear: 5390 lbs Shear @ d = 4620 lbs Selected Member: GLB 3.500 x 12 Member properties: Moment of inertia: Section Modulus: Section Area: Bearing Area: Minimum bearing dimensions: Provided: Required: 504.0 n^4 576.2 in^4 .0i1018^3 6 .In 4^2 2in 8.3 in^2 3.5 x 2.4 inches John S. Apolis, P.E. CSES, Inc. Job number: SV Project: Yafete Yemuru Date: -Sep 22 Architect: Page number: t BEAM DESIGN (Uniform Load, Simple Span) 2018 International Building Code (IBC) 2018 NDS Beam Description: Enter'l' for incised PT lumber: Enter'l' for fully supported: Geometry and Loads: Span: 14 ft DL unit load: 15 psf Add'1 unif. DL: lb/ft K11 * At: DL uniform load: LL uniform load: Total load: Material Properties: E Fb Fv Fc perp Deflection analvsis: For total load: For LL only: Max. allowed total defl: Total defl. * I: LL defl. * I: Actual deflections: 392 ft^2 210 lb/ft 560 lb/ft 770 lb/ft Enter'l' for snow load: Enter'l' for repetitive member: Enter ' 1' for wet use: Enter'l' for reduced live load: Tributary Width: 14 ft LL unit load: 40 psf Add'1 unif. LL: lb/ft Reduced LL: 40 psf Max DL reaction: 1,470 lbs Max LL reaction: 3,920 lbs Max Total reaction: 5,390 lbs 1.8 x 101\6 psi E' 1.8 x 1016 psi 2400 psi Fb' 2174 psi 265 psi Fv' 265 psi 650 psi Fc perp' 650 psi (Allowable design values include modification factors per NDS) Allowed deflection criteria, span/ 240 Allowed deflection criteria, span/ 360 0.700 in Max LL defl: 0.467 in 369.8 Required I: 528 in^4 268.9 Required I: 576 in/14 TOTAL: 0.515 inches LL: 0.375 inches Force analysis: Max. moment: 18865 ft-lb Max Shear: 5390 lbs Shear @ d = 4524 lbs Selected Member: GLB 3.500 x 13.5 Member properties: Provided: Required: Moment of inertia: 717.6 in^4 576.2 in^4 Section Modulus: 106.3 in^3 104.1 in^3 Section Area: 47.3 in^2 25.6 in^2 Bearing Area: 8.3 in^2 Minimum bearing dimensions: 3.5 x 2.4 inches .... ....... ....................... ................ .... ........................... .............. ....... ........ ...... ........ ........ ........ ...... ........ 1 ...... ........ -C ........ .......................... ....... ........ ........ .... .... ....... ... ........ ........ ........ ...... ........ ........ CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: john@cses-engineering.com .............. ..... ............................ .. ........... ................ .................. ...... V., ........ ...... ..... .................. ........ ............... ..... ..... .......... ....... ... ..... .... ........ ........ ........ ........ ............ .. ........... ............ ................. Project No 2102zlro?�nat Project Name Comments Revision Page C'� jo �-w -2,0-20, 14-t H: 29 H: 2'9 S: 4'0 107 15'2" 6' 10'2" .....i....... ...... .... j.......u...... .....Joe - ................................................... .. 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