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REVIEWED BLD RESUB1 BLD2024-0184+Structural_Calculations+5.17.2024_9.47.45_AM+4264225.,.,.,.,.,.REVIEWED ,.,.,.,.,., BY CITY OF EDMONDS BUILDING DEPARTMENT BLD2024-0184 STRUCTURAL CALCULATIONS Project: Address: Project No.: Date: Brown Residence 633 2nd Ave N Edmonds, WA 98020 23364 April 19, 2024 PERMIT SUBMITTAL 1 Z92024 1412 Beach Drive NE Unit A I Tacoma WA, WA 198422 f_linnt• Contents: Calculations 2 — 48 RESUB May 17 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 253.533.0835 1 tel S t r u c t u r a l W o r k s, P L L C These enclosed documents are to be used in conjunction with the plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundation or footings, beam size changes, siding changes, etc. Scope of Engineering: Engineering analyses and design to resist lateral and gravity loads in accordance with the 2018 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report. Engineering assumptions are listed below. If these conditions are not present at the site, these calculations are void and Structural Works, PLLC must be contacted immediately. Loading Criteria - Building Code - Seismic Design Category - Sds - Response Mod Factor - Site Class - Basic Wind Speed Live Loads U.N.O. - Uninhabitable attics without storage - Uninhabitable attics with storage - Habitable attics and sleeping areas - Decks - All other areas Dead Loads U.N.O. - Roof with composition roofing - Floor Snow Loads U.N.O. - Snow Soils Criteria - Soils consultant - Soils Report # - Bearing Pressure Required - Min Frost Depth 2018 International Building Code D 1.032 6.5 D 110 MPH, Exposure B 10 psf 20 psf 30 psf 60 psf 40 psf 15 psf 10 psf 25 psf None None 1500 psf (min required - Assumed) 12" Structural Works PLLC 1412 Beach Drive NE #A Tacoma, WA 98422 (253) 533-0835 Page 1 DATE: 12/28/2023 STRUCALC BUILD: StruCalc Pro CUSTOMER: PROJ. ADDRESS: PROJECT SUMMARY Project Name: 23364 Governing Codes: Building Code: 2018 International Building Code ASCE: ASCE 7-16 Steel: AISC 360-16 Concrete: ACI 318-14 Masonry: TMS 402/602-16 Module Location: RB-1 Module Level: Roof Module Type: Roof Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V8 DF/DF Member Dimensions: (1) 5.5 in. X 15 in. X 28.5 ft Section Adequacy: 36.45% Controlling Factor: Bearing Stress Module Location: R13-2 Module Level: Roof Module Type: Roof Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 5.5 in. X 12 in. X 22 ft Section Adequacy: 25.62% Controlling Factor: Deflection Y Module Location: RB-2 VERTICAL Module Level: Roof Module Type: Roof Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 5.5 in. X 12 in. X 12 ft Section Adequacy: 50.83% Controlling Factor: Bending Stress Y Module Location: RB-3 Module Level: Roof Module Type: Roof Beam Material Type: Solid Sawn Douglas Fir -Larch No. 2 Member Dimensions: (1) 5.5 in. X 9.5 in. X 7 ft Section Adequacy: 56.57% Controlling Factor: Bending Stress Y Module Location: RB-4 (steel) Module Level: Roof Module Type: Roof Beam Material Type: Steel HSS Rectangular HSS14x6x.250 Member Dimensions: 6 in. X 14 in. X 30.25 ft Section Adequacy: 19.08% Controlling Factor: Deflection Y Module Location: RHDR-1 Module Level: Roof Module Type: Roof Beam Material Type: Solid Sawn Douglas Fir -Larch No. 2 Member Dimensions: (1) 3.5 in. X 11.25 in. X 8 ft Section Adequacy: 62.43% Controlling Factor: Bending Stress Y Module Location: RHDR-2 Module Level: Roof Module Type: Roof Beam COMPANY: DESIGNED BY. Ercin Sahin REVIEWED BY: -- PROJECT: 23364 2018 International Building Code ASD Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 5.5 in. X 13.5 in. X 4 ft Section Adequacy: 58.54% Controlling Factor: Shear Stress Y Page 2 Module Location: RHDR-1 UNDER RB-2 Module Level: Roof Module Type: Roof Beam Material Type: Solid Sawn Douglas Fir -Larch No. 2 Member Dimensions: (1) 3.5 in. X 11.25 in. X 12.25 ft Section Adequacy: 48.36% Controlling Factor: Bending Stress Y Module Location: POST TO RB-4 Module Level: Roof Module Type: Column Material Type: Steel HSS Rectangular HSS6x4x.500 Member Dimensions: 4 in. X 6 in. X 10 ft Section Adequacy: 93.02% Controlling Factor: Compressive Force Module Location: New Deck Joist Module Level: Upper Floor Module Type: Floor Joist Material Type: Solid Sawn Douglas Fir -Larch No. 2 Member Dimensions: (1) 1.5 in. X 9.25 in. X 11.5 ft Section Adequacy: 15.96% Controlling Factor: Bending Stress Y Module Location: 2FB-1 Module Level: Upper Floor Module Type: Floor Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 5.5 in. X 12 in. X 10 ft Section Adequacy: 26.83% Controlling Factor: Shear Stress Y Module Location: 2FB-2 Module Level: Upper Floor Module Type: Floor Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 3.5 in. X 10.5 in. X 10 ft Section Adequacy: 32.36% Controlling Factor: Bearing Stress Module Location: EXISTING BEAM Module Level: Upper Floor Module Type: Floor Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 5.5 in. X 10.5 in. X 5 ft Section Adequacy: 49.88% Controlling Factor: Bearing Stress Module Location: F-1 UNDER RB-1 Module Level: Main Floor Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 3.5 ft. wide X 12 in. tall X 3.5 ft long Section Adequacy: 27.75% Controlling Factor: Soil Bearing Pressure Reinforcement: #4 - Longitudinal: 6 Bars. Transversal: 6 Bars Module Location: F-2 UNDER RB-1 Module Level: Main Floor Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 2.5 ft. wide X 12 in. tall X 2.5 ft long Section Adequacy: 42.35% Controlling Factor: Soil Bearing Pressure PROJECT: 23364 2018 International Building Code ASD Reinforcement: #4 - Longitudinal: 4 Bars. Transversal: 4 Bars Page 3 Module Location: F-3 Module Level: Main Floor Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 2 ft. wide X 10 in. tall X 2 ft long Section Adequacy: 23.19% Controlling Factor: Soil Bearing Pressure Reinforcement: #4 - Longitudinal: 3 Bars. Transversal: 3 Bars Module Location: F-3 UNDER RHDR-2 Module Level: Main Floor Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 2 ft. wide X 10 in. tall X 2 ft long Section Adequacy: 27.58% Controlling Factor: Soil Bearing Pressure Reinforcement: #4 - Longitudinal: 3 Bars. Transversal: 3 Bars Module Location: F-4 UNDER 2FB-1 Module Level: Main Floor Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 3 ft. wide X 12 in. tall X 3 ft long Section Adequacy: 17.66% Controlling Factor: Soil Bearing Pressure Reinforcement: #4 - Longitudinal: 5 Bars. Transversal: 5 Bars Module Location: F-5 UNDER 2FB-1 Module Level: Main Floor Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 4 ft. wide X 12 in. tall X 4 ft long Section Adequacy: 62.9% Controlling Factor: Soil Bearing Pressure Reinforcement: #4 - Longitudinal: 6 Bars. Transversal: 6 Bars Module Location: F-3 UNDER RB-2 Module Level: Main Floor Module Type: Isolated Footing Material Type: Concrete Member Dimensions: 2 ft. wide X 10 in. tall X 2 ft long Section Adequacy: 30.52% Controlling Factor: Soil Bearing Pressure Reinforcement: #4 - Longitudinal: 3 Bars. Transversal: 3 Bars Module Location: 2FB-4 Module Level: Main Floor Module Type: Roof Beam Material Type: Steel HSS Rectangular HSS14x6x.250 Member Dimensions: 6 in. X 14 in. X 16 ft Section Adequacy: 39.85% Controlling Factor: Moment Y PROJECT: 23364 2018 International Building Code ASD Page 4 DATE: 12/28/2023 STRUCALC BUILD: StruCalc Pro CUSTOMER: PROJ. ADDRESS: -- LEVEL: Roof MEMBER NAME: RB-1 MEMBER TYPE: ROOF BEAM COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE: 2018 International Building Code NDS: 2018 NDS Stress Class Rated 24F-1.8E 24F-V8 DF/DF (1) 5.5 X 15 DRY ' A 5.5inBL (A) 5.5inBL (B) MKI Start (ft): 0 End (ft): 28.5 Member Slope: 0/12 Actual Length (ft): 28.5 Area Ix ly (in') (in°) (in°) 82.5 1546.88 207.97 •.•• Fbx+ Fbx- Fby Ft Fvx (psi) (psi) (psi) (psi) (psi) Base Values 2400 2400 1550 1100 265 Adjusted Values 2400 2400 1550 1100 265 CM 1 1 1 1 1 CT 1 1 1 1 1 Bending Adjustment Factors Cvr = 1 �l BL (C) 5.5in 10, BSW Lams G Kcr (Ibf/ft) Creep Factor 18.82 1 0.5 1 Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) 230 1650 650 1800000 950000 1600000 850000 230 1650 650 1800000 950000 1600000 850000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Span 1 2 Length (ft) 18.5 10 Unbraced Length (ft) Beam End Top Bottom Elev. Diff (ft) 0 18.5 0 0 10 0 CL(Top) CL(Bottom) CL(Left) CL(Right) • • • PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (61.7%) 116.8 304.8 18.24 D+S 1.15 Bending Stress Y (psi) PASS (57.2%) 1112.9 2599.5 18.525 D+S 1.15 Deflection Y (in) PASS (77.5%) 0.277 (=L/1235) 1.233 (=L/277) 8.265 D+Lr 1.25 Bearing Stress (psi) PASS (36.5%) 380.1 598.2 18.5 D+S 1.15 lff' • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 1775 2179 2723 6677 B 4538 5569 6961 17068 C 422 518 647 1587 Reaction Location A B PROJECT: 23364 2018 International Building Code ASD •-9 Type Uniform (Ibf/ft) Uniform (Ibf/ft) Uniform (Ibf/ft) Self Weight (Ibf/ft) Member Name: RB-1 Page 5 Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform 290 290 0 28.5 RoofLive Y Uniform 217.5 217.5 0 28.5 Dead Y Uniform 362.5 362.5 0 28.5 Snow Y 18.82 18.82 0 28.5 Dead Y PROJECT: 23364 2018 International Building Code ASD Page 6 DATE: 12/28/2023 COMPANY. -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- PROJECT NAME: 23364 LEVEL: MEMBER NAME: MEMBER TYPE: Roof RB-2 ROOF BEAM LOADING: ASD CODE: 2018 International Building Code NDS: 2018 NDS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 12 DRY . , Sin BL (A) I I Start (ft): 0 End (ft): 22 Member Slope: 0/12 Actual Length (ft): 22 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 66 792 166.38 15.05 1 0.5 1 MET-FTOTHREMOT-1 ME Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr = 1 �. . Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 22 0 22 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (72.5%) 83.8 304.8 0 D+S 1.15 Bending Stress Y (psi) PASS (32.4%) 1842.8 2727.9 11 D+S 1.15 Deflection Y (in) PASS (25.6%) 1.091 (=L/242) 1.467 (=L/180) 11 D+Lr 1.25 Bearing Stress (psi) PASS (60.1%) 223.4 560.0 0 D+S 1.15 EFTERT • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 1486 1760 2200 5446 B 1486 1760 2200 5446 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B •-9 Type Uniform (Ibf/ft) Uniform (Ibf/ft) Uniform (Ibf/ft) Self Weight (Ibf/ft) Member Name: RB-2 Page 7 Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform 160 160 0 22 RoofLive Y Uniform 120 120 0 22 Dead Y Uniform 200 200 0 22 Snow Y 15.05 15.05 0 22 Dead Y PROJECT: 23364 2018 International Building Code ASD Page 8 DATE: 12/28/2023 COMPANY: -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- PROJECT NAME: 23364 LEVEL: Roof LOADING: ASD MEMBER NAME: RB-2 VERTICAL CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: I Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 12 DRY . • . Sin BL (A) BL (B) 3in I I Start (ft): 0 End (ft): 12 Member Slope: 0/12 Actual Length (ft): 12 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 66 792 166.38 15.05 1 0.5 1 •.•• Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr = 1 �. . Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 12 0 12 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (76.6%) 71.2 304.8 12 D+S 1.15 Bending Stress Y (psi) PASS (50.8%) 1357.1 2760.0 6 D+S 1.15 Deflection Y (in) PASS (74.5%) 0.204 (=L/706) 0.800 (=L/180) 6 D+Lr 1.25 Bearing Stress (psi) PASS (66.1%) 189.9 560.0 12 D+S 1.15 WENT • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 1283 1480 1850 4613 B 1283 1480 1850 4613 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B Member Name: RB-2 VERTICAL Page 9 •-9 Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) Uniform 100 100 0 12 RoofLive Y Uniform (Ibf/ft) Uniform 75 75 0 12 Dead Y Uniform (Ibf/ft) Uniform 125 125 0 12 Snow Y Self Weight (Ibf/ft) 15.05 15.05 0 12 Dead Y • 1 Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) R13-2 B 1485.579 6 Dead Y Point (Ibf) R13-2 B 2200 6 Snow Y Point (Ibf) R13-2 B 1760 6 RoofLive Y PROJECT: 23364 2018 International Building Code ASD Page 10 DATE: 12/28/2023 COMPANY: -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- Roof PROJECT NAME: LOADING: 23364 LEVEL: ASD MEMBER NAME: RB-3 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Solid Sawn Douglas Fir -Larch No. 2 (1) 5.5 X 9.5 DRY Sin BL (A) BL (B) 3in ■ M: MILVI0uI&MW1 a PI-W Start (ft): 0 End (ft): 7 Member Slope: 0/12 Actual Length (ft): 7 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 52.25 392.96 131.71 11.92 1 0.5 1 Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 875 425 170 600 625 1300 470 Adjusted Values 875 425 170 600 625 1300 470 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 9 1 Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 7 0 7 0 -1A55-FP PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (74.7%) 49.4 195.5 0 D+S 1.15 Bending Stress Y (psi) PASS (56.6%) 437.0 1006.3 3.5 D+S 1.15 Deflection Y (in) PASS (90.2%) 0.046 (=L/1826) 0.467 (=L/180) 3.5 D+Lr 1.25 Bearing Stress (psi) PASS (83.3%) 104.3 625.0 7 D+S 1.15 Iff"'R-191547• Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 672 840 1050 2562 B 672 840 1050 2562 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B •-9 Type Uniform (Ibf/ft) Uniform (Ibf/ft) Uniform (Ibf/ft) Self Weight (Ibf/ft) Member Name: RB-3 Page 11 Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform 240 240 0 7 RoofLive Y Uniform 180 180 0 7 Dead Y Uniform 300 300 0 7 Snow Y 11.92 11.92 0 7 Dead Y PROJECT: 23364 2018 International Building Code ASD Page 12 DATE: STRUCALC BUILD: CUSTOMER: PROJ. ADDRESS: LEVEL: MEMBER NAME: MEMBER TYPE: 12/28/2023 StruCalc Pro Roof RB-4 (steel) ROOF BEAM HSS Rectangular HSS14x6x.250 A500 Gr.B-46 COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE: 2018 International Building Code AISC: AISC 360-16 4 � Sin BL (A) BL (B) 3in M:ia_1LVI0 •]JaN114.2W Start (ft): 0 End (ft): 30.25 Member Slope: 0/12 Actual Length (ft): 30.25 Es x10' Fy x10' Fu x10' Area Ix ly Zx Zy J Cw (psi) (psi) (psi) (in') (in°) (in°) (in') (in') (in°) (in') 29000 46 58 8.96 222 59.6 39.6 22 152 0 Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 197 5410 Compact Compact Non -Slender Slender 1 1 Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/H Pnc/H Mn/H Mn-OOP/m Vn/H Vn-OOP/m Cb Cb-OOP 1 30.25 0 30.25 0 0 0 0 0 0 0 0 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) AISC CODE LOAD COMBO Shear Force Y (Ibf) PASS (90.7%)-9568.5 102430.7 30.25 G4-1 D+S Moment Y (Ibf-ft) PASS (20.4%) 72362.0 90898.2 15.125 F7-1 D+S Deflection Y (in) PASS (19.1%) 1.632 (=L/222) 2.017 (=L/180) 15.125 D+Lr ' M00b1W Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 3897 4538 5672 14107 B 3897 4538 5672 14107 Reaction Location A B •l BE REM Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) Uniform 300 300 0 30.25 Rookive Y Uniform (Ibf/ft) Uniform 225 225 0 30.25 Dead Y Uniform (Ibf/ft) Uniform 375 375 0 30.25 Snow Y Self Weight (Ibf/ft) 32.63 32.63 0 30.25 Dead Y PROJECT: 23364 2018 International Building Code ASD Page 13 DATE: 12/28/2023 COMPANY: -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- Roof PROJECT NAME: LOADING: 23364 LEVEL: ASD MEMBER NAME: RHDR-1 CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Solid Sawn Douglas Fir -Larch No. 2 (1) 3.5 X 11.25 DRY �' 9 . 3in BL (A) BL (B) 3in I I Start (ft): 0 End (ft): 8 Member Slope: 0/12 Actual Length (ft): 8 Area Ix ly BSW Lams G Kcr (in') (in 4) (in 4) (Ibf/ft) Creep Factor 39.38 415.28 40.19 8.98 1 0.5 1 MEN Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 900 575 180 1350 625 1600 580 Adjusted Values 990 575 180 1350 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 9 1 Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 8 0 8 0 -1A55-FP PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (75.8%) 50.1 207.0 0 D+S 1.15 Bending Stress Y (psi) PASS (62.4%) 427.8 1138.5 4 D+S 1.15 Deflection Y (in) PASS (92.5%) 0.040 (=L/2400) 0.533 (=L/180) 4 D+Lr 1.25 Bearing Stress (psi) PASS (79.9%) 125.3 625.0 0 D+S 1.15 ' • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 516 640 800 1956 B 516 640 800 1956 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B •-9 Type Uniform (Ibf/ft) Uniform (Ibf/ft) Uniform (Ibf/ft) Self Weight (Ibf/ft) Member Name: RHDR-1 Page 14 Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform 160 160 0 8 RoofLive Y Uniform 120 120 0 8 Dead Y Uniform 200 200 0 8 Snow Y 8.98 8.98 0 8 Dead Y PROJECT: 23364 2018 International Building Code ASD Page 15 DATE: 12/28/2023 COMPANY. -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- PROJECT NAME: 23364 LEVEL: MEMBER NAME: MEMBER TYPE: Roof RHDR-2 ROOF BEAM LOADING: ASD CODE: 2018 International Building Code NDS: 2018 NDS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 13.5 DRY ' It ' 5.5inBL (A) ■ P1 CJCJ�J BL (B) 5.5in Start (ft): 0 End (ft): 4 Member Slope: 0/12 Actual Length (ft): 4 Area Ix ly BSW Lams G Kcr (in') (in 4) (in 4) (Ibf/ft) Creep Factor 74.25 1127.67 187.17 16.93 1 0.5 1 •••• Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr = 1 �. . Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 4 0 4 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (58.5%) 126.3 304.8 0 D+S 1.15 Bending Stress Y (psi) PASS (76.2%) 657.7 2760.0 1.52 D+S 1.15 Deflection Y (in) PASS (96.6%) 0.009 (=L/5333) 0.267 (=L/180) 1.88 D+Lr 1.25 Bearing Stress (psi) PASS (63.1%) 206.8 560.0 0 D+S 1.15 EFTENT • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 2559 2956 3695 9210 B 1585 1822 2277 5684 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B Member Name: RHDR-2 Page 16 •-9 Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) Uniform 60 60 0 4 RoofLive Y Uniform (Ibf/ft) Uniform 45 45 0 4 Dead Y Uniform (Ibf/ft) Uniform 75 75 0 4 Snow Y Self Weight (Ibf/ft) 16.93 16.93 0 4 Dead Y • 1 Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RB-4 (steel) A 3896.654 1.5 Dead Y Point (Ibf) RB-4 (steel) A 5671.875 1.5 Snow Y Point (Ibf) RB-4 (steel) A 4537.5 1.5 RoofLive Y PROJECT: 23364 2018 International Building Code ASD Page 17 DATE: STRUCALC BUILD: CUSTOMER: PROJ. ADDRESS: LEVEL: MEMBER NAME: MEMBER TYPE: 12/28/2023 StruCalc Pro Roof RHDR-1 UNDER RB-2 ROOF BEAM COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE: 2018 International Building Code NDS: 2018 NDS Douglas Fir -Larch No. 2 (1) 3.5 X 11.25 DRY . 7777 CJ�.)C) Sin BL (A) Sin BL (B) =41 UC)U tJ�JCJ 3in BL (C) BL (D) 3in 2' 6' Start (ft): 0 End (ft): 12.25 Member Slope: 0/12 Actual Length (ft): 12.25 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 39.38 415.28 40.19 8.98 1 0.5 1 .EN Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc-L(psi) E (psi) x10' Emin (psi) x10' Base Values 900 575 180 1350 625 1600 580 Adjusted Values 990 575 180 1350 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 9 1 Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 3 0 3 0 2 6.75 0 6.75 0 3 2.5 0 2.5 0 'AY) -FP PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (50.1 %) 103.2 207.0 3.063 D+S 1.15 Bending Stress Y (psi) PASS (48.4%) 587.9 1138.5 5.513 D+S 1.15 Deflection Y (in) PASS (95.2%) 0.022 (=L/6682) 0.450 (=L/327) 6.003 D+Lr 1.25 Bearing Stress (psi) PASS (48.4%) 362.8 703.1 3 D+S 1.15 PROJECT: 23364 2018 International Building Code ASD Member Name: RHDR-1 UNDER RB-2 Page 18 WRITE • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A -332 18 / -396 -495 -1205 B 1554 1804 2255 5613 C 1057 1216 1520 3793 D -316 -374 -468 -1158 Reaction Location A B C D Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) Uniform 40 40 0 12.25 RoofLive Y Uniform (Ibf/ft) Uniform 30 30 0 12.25 Dead Y Uniform (Ibf/ft) Uniform 50 50 0 12.25 Snow Y Self Weight (Ibf/ft) - 8.98 8.98 0 12.25 Dead Y • 1 Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) R13-2 A 1485.579 5.5 Dead Y Point (Ibf) R13-2 A 2200 5.5 Snow Y Point (Ibf) R13-2 A 1760 5.5 RoofLive Y PROJECT: 23364 2018 International Building Code ASD Page 19 DATE: STRUCALC BUILD: CUSTOMER: PROJ. ADDRESS: LEVEL: MEMBER NAME: MEMBER TYPE: 12/28/2023 StruCalc Pro Roof POST TO RB-4 COLUMN HSS Rectangular HSS6x4x.500 A500 Gr.B-46 •• NTETZ ffDONE MTIL COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE: 2018 International Building Code AISC: AISC 360-16 CJUC) BL (A) BL (B) 3in 10, • UP AM F.T.-SETEM Start(ft) 0 End(ft): 10 Es x10' Fy x10' Fu x10' Area Ix ly Zx Zy J Cw (psi) (psi) (psi) (in') (in4) (in4) (in') (in') (in4) (in') 29000 46 58 7.88 34 17.8 14.6 11 40.3 0 Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 150 4261 Compact Compact Non -Slender Non -Slender 1 1 • 9' Unbraced Length Span Length Top Bottom 1 10 0 0 Column End Elev. Diff Pnt/H Pnc/H Mn/H Mn-OOP/m Vn/H Vn-OOP/m Cb Cb-OOP 0 0 0 0 0 0 0 0 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) AISC CODE LOAD COMBO Compressive Force (Ibf) PASS (93.0%) 9852.8 141122.9 0 E3-1 D+S •0b1W Units for V: Ibf Units for M: Ibf-ft Z axis DEAD LIVE ROOF SNOW TOTAL A 4181 4538 5672 14391 B 0 0 0 0 Reaction Location A B •l BE REM Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Self Weight (Ibf/ft) 28.43 28.43 0 10 Dead Z •,OT Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Axial (Ibf) RB-4 (steel) A -3896.654-3896.654 10 10 Dead Z Axial (Ibf) RB-4 (steel) A -5671.875-5671.875 10 10 Snow Z Axial (Ibf) RB-4 (steel) A -4537.5-4537.5 10 10 RoofLive Z PROJECT: 23364 2018 International Building Code ASD Page 20 DATE: 12/28/2023 COMPANY: -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- Upper Floor PROJECT NAME: LOADING: 23364 LEVEL: ASD MEMBER NAME: New Deck Joist CODE: 2018 International Building Code MEMBER TYPE: FLOOR JOIST NDS: 2018 NDS MATERIAL: Solid Sawn Douglas Fir -Larch No. 2 (1) 1.5 X 9.25 0(in) O.C. DRY 997-AMP-M O I ' MTIL Sin BL (A) BL (B) 3in ■ ■: MILVI0uI&MW1 a PI-W Start (ft): 0 End (ft): 11.5 Member Slope: 0/12 Actual Length (ft): 11.5 O.C. Spacing(in): 16 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 13.88 98.93 2.6 3.16 1 0.5 1 Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc1(psi) E (psi) x103 Emin (psi) x103 Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1138 632 180 1350 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.1 1.1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1.15 ENTITH179-17- Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 11.5 0 11.5 0 'A55-FP PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (64.4%) 64.1 180.0 0 D+L 1 Bending Stress Y (psi) PASS (16.0%) 956.7 1138.5 5.75 D+L 1 Deflection Y (in) PASS (48.1%) 0.199 (=L/693) 0.383 (=L/360) 5.75 L 0 Bearing Stress (psi) PASS (78.9%) 131.8 625.0 0 D+L 1 • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE TOTAL A 133 460 593 B 133 460 593 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B Member Name: New Deck Joist Page 21 •-9 Type Uniform (Ibf/ft') Uniform (Ibf/ftZ) Self Weight (Ibf/ft) Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform 60 60 0 11.5 Live Y Uniform 15 15 0 11.5 Dead Y 3.16 3.16 0 11.5 Dead Y PROJECT: 23364 2018 International Building Code ASD Page 22 DATE: 12/28/2023 COMPANY. -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- PROJECT NAME: 23364 LEVEL: MEMBER NAME: MEMBER TYPE: Upper Floor 2FB-1 FLOOR BEAM LOADING: ASD CODE: 2018 International Building Code NDS: 2018 NDS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 12 DRY 1 5.5inBL (A) CJCJ�J BL (B) 5.5in I I 10, Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 66 792 166.38 15.05 1 0.5 1 •.•• Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr = 1 �. . Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 10 0 10 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (26.8%) 223.0 304.8 0 D+0.75L+0.75S 1.15 Bending Stress Y (psi) PASS (63.0%) 887.2 2400.0 4.4 D+L 1 Deflection Y (in) PASS (74.7%) 0.126 (=L/952) 0.500 (=L/240) 4.8 D+L 1 Bearing Stress (psi) PASS (42.1%) 324.3 560.0 0 D+0.75L+0.75S 1.15 EFTERT • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW TOTAL A 4182 2400 4084 5105 15771 B 1065 2400 454 567 4486 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B Member Name: 2FB-1 Page 23 •-9 Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) Uniform 120 120 0 10 Dead Y Uniform (Ibf/ft) Uniform 480 480 0 10 Live Y Self Weight (Ibf/ft) - 15.05 15.05 0 10 Dead Y • 1 Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RB-4 (steel) B 3896.654 1 Dead Y Point (Ibf) RB-4 (steel) B 5671.875 1 Snow Y Point (Ibf) RB-4 (steel) B 4537.5 1 RoofLive Y PROJECT: 23364 2018 International Building Code ASD Page 24 DATE: 12/28/2023 STRUCALC BUILD: StruCalc Pro CUSTOMER: PROJ. ADDRESS: -- Upper Floor LEVEL: MEMBER NAME: 2FB-2 MEMBER TYPE: FLOOR BEAM COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE: 2018 International Building Code NDS: 2018 NDS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 10.5 DRY EgrivZOTTIVE 0 Sin BL (A) +r UCJU BL (B) 3in I I 10, Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 36.75 337.64 37.52 8.38 1 0.5 1 •.•• Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1472 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr = 1 Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 10 0 10 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (38.7%) 162.3 265.0 10 D+L 1 Bending Stress Y (psi) PASS (40.6%) 1425.0 2400.0 8 D+L 1 Deflection Y (in) PASS (54.6%) 0.151 (=L/795) 0.333 (=L/360) 5.5 L 0 Bearing Stress (psi) PASS (32.4%) 378.8 560.0 10 D+L 1 EFTERT • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE TOTAL A 361 1227 1588 B 869 3108 3977 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B Member Name: 2FB-2 Page 25 •-9 Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) Uniform 30 30 0 10 Dead Y Uniform (Ibf/ft) Uniform 120 120 0 10 Live Y Self Weight (Ibf/ft) - 8.38 8.38 0 10 Dead Y • 1 Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) 2FB-2 B 3135 8 Live Y Point (Ibf) 2FB-2 B 846.313 8 Dead Y PROJECT: 23364 2018 International Building Code ASD Page 26 DATE: 12/28/2023 COMPANY. -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- PROJECT NAME: 23364 LEVEL: MEMBER NAME: MEMBER TYPE: Upper Floor EXISTING BEAM FLOOR BEAM LOADING: ASD CODE: 2018 International Building Code NDS: 2018 NDS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 10.5 DRY 0 Sin BL (A) I I Start (ft): 0 End (ft): 5 Member Slope: 0/12 Actual Length (ft): 5 Area Ix ly BSW Lams G Kcr (in') (in°) (in°) (Ibf/ft) Creep Factor 57.75 530.58 145.58 13.17 1 0.5 1 •.•• Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1472 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr = 1 Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 5 0 5 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (60.5%) 120.3 304.8 0 D+0.75L+0.75S 1.15 Bending Stress Y (psi) PASS (65.1 %) 963.7 2760.0 2 D+0.75L+0.75S 1.15 Deflection Y (in) PASS (89.2%) 0.027 (=L/2222) 0.250 (=L/240) 2.35 D+Lr 1.25 Bearing Stress (psi) PASS (49.9%) 280.7 560.0 0 D+0.75L+0.75S 1.15 • Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW TOTAL A 1918 1400 1774 2217 7309 B 1407 1400 1182 1478 5467 Reaction Location A PROJECT: 23364 2018 International Building Code ASD B Type Name Left Magnitude Uniform (Ibf/ft) Uniform 140 Uniform (Ibf/ft) Uniform 560 Self Weight (Ibf/ft) - 13.17 •19 Member Name: EXISTING BEAM Page 27 Right Magnitude Load Start (ft) Load End (ft) Load Type Direction 140 0 5 Dead Y 560 0 5 Live Y 13.17 0 5 Dead Y Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RHDR-2 A 2559.277 2 Dead Y Point (Ibf) RHDR-2 A 3694.923 2 Snow Y Point (Ibf) RHDR-2 A 2955.937 2 RoofLive Y PROJECT: 23364 2018 International Building Code ASD Page 28 DATE: 12/28/2023 STRUCALC BUILD: StruCalc Pro CUSTOMER: PROJ. ADDRESS: -- LEVEL: Main Floor MEMBER NAME: F-1 UNDER RB-1 MEMBER TYPE: ISOLATED FOOTING COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE- 2018 International Building Code ACL AC1318-14 3.5 (ft) X 3.5 (ft) X 12 (in) Soil Depth TOR 0 (ft) Bot. (6) #4 Long, (6) #4 Short ETA VERY ..•. FOOTING Width (ft) Length (ft) Depth (in) Volume (ft') Footing Weight (lb/ft) 3.5 3.5 12 12.25 1776.25 CONCRETE fc' (psi) Ec (psi) Density (Ibf/ft') Agg. Dia. (in) 2500 0 145 0.75 CALCULATION VARIABLES Bo (in) 0 COLUMN Width (in) Length (in) Material Offset X (in) Offset Y (in) 6 6 Wood 0 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/ft') Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 110 0 30 0 3 REBAR Bottom Bar Size # fy (psi) Es (psi) 4 40000 2.9E+07 COVER Top Cover (in. Bottom Cover (in. Side Cover (in. 3 3 3 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO CALCULATION TYPE Soil Bearing Pressure (Ibf/ft') PASS (27.8%) 1083.7 1500.0 D+S ASD One -Way Shear X (Ibf) PASS (82.2%) 5379.6 30240.0 1.2D+1.6S+L LRFD One -Way Shear Y (Ibf) PASS (82.2%) 5379.6 30240.0 1.2D+1.6S+L LRFD Two -Way Shear (Ibf) PASS (82.9%) 14537.7 84960.0 1.2D+1.6S+L LRFD Moment X (Ibf-ft) PASS (79.1%) 6255.6 29989.2 1.2D+1.6S+L LRFD Moment (Ibf-ft) PASS (79.1%) 6255.6 29989.2 1.2D+1.6S+L LRFD Crushing (Ibf) PASS (83.3%) 16582.9 99450.0 1.2D+1.6S+L LRFD Compression (ftZ) PASS (100.0%) 12.3 12.3 D LRFD •S Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction •IOT Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RB-1 B 4537.869 0 Dead Z Point (Ibf) RB-1 B 6960.929 0 Snow Z Point (Ibf) RB-1 B 5568.743 0 RoofLive Z PROJECT: 23364 2018 International Building Code ASD F-1 UNDER R13-1 DIAGRAMS Member Name: F-1 UNDER RB-1 Page 29 x2— v 6" -17 1/32� IT 3' 6" 1084 psf 1084 psf 1' 11J32 I3.. 3' 6' 1084 psf 1084 psf 11,91 6- F--1 3' 6- 2 6- 3' 6" PROJECT: 23364 2018 International Building Code ASD Page 30 DATE: 12/28/2023 STRUCALC BUILD: StruCalc Pro CUSTOMER: PROJ. ADDRESS: -- LEVEL: Main Floor MEMBER NAME: F-2 UNDER RB-1 MEMBER TYPE: ISOLATED FOOTING COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE- 2018 International Building Code ACL AC1318-14 2.5 (ft) X 2.5 (ft) X 12 (in) Soil Depth TOR 0 (ft) Bot. (4) #4 Long, (4) #4 Short ETA KURT ..•. FOOTING Width (ft) Length (ft) Depth (in) Volume (ft') Footing Weight (lb/ft) 2.5 2.5 12 6.25 906.25 CONCRETE fc' (psi) Ec (psi) Density (Ibf/ft') Agg. Dia. (in) 2500 0 145 0.75 CALCULATION VARIABLES Bo (in) 0 COLUMN Width (in) Length (in) Material Offset X (in) Offset Y (in) 6 6 Wood 0 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/ft') Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 110 0 30 0 3 REBAR Bottom Bar Size # fy (psi) Es (psi) 4 40000 2.9E+07 COVER Top Cover (in. Bottom Cover (in. Side Cover (in. 3 3 3 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO CALCULATION TYPE Soil Bearing Pressure (Ibf/ft2) PASS (42.3%) 864.8 1500.0 D+S ASD One -Way Shear X (Ibf) PASS (92.4%) 1648.9 21600.0 1.2D+1.6S+L LRFD One -Way Shear Y (Ibf) PASS (92.4%) 1648.9 21600.0 1.2D+1.6S+L LRFD Two -Way Shear (Ibf) PASS (94.2%) 4919.2 84960.0 1.2D+1.6S+L LRFD Moment X (Ibf-ft) PASS (91.8%) 1642.1 20034.4 1.2D+1.6S+L LRFD Moment Y (Ibf-ft) PASS (91.8%) 1642.1 20034.4 1.2D+1.6S+L LRFD Crushing (Ibf) PASS (93.5%) 6487.4 99450.0 1.2D+1.6S+L LRFD Compression (ft') PASS (100.0%) 6.3 6.3 D LRFD •S Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction O •I97 MW Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RB-1 A 1775.266 0 Dead Z Point (Ibf) RB-1 A 2723.194 0 Snow Z Point (Ibf) RB-1 A 2178.555 0 RoofLive Z PROJECT: 23364 2018 International Building Code ASD Member Name: F-2 UNDER RB-1 F-2 UNDER RB-1 DIAGRAMS Page 31 x2- �x 6" �� A 4-------------- 2' 6' 865 psf 865 psf 6' F� -------------- 8-5//6-4` ' I3.. 2' 6' 865 psf 865 psf ,, 3' 6- 2' 6" 2' 6` PROJECT: 23364 2018 International Building Code ASD Page 32 DATE: 12/28/2023 COMPANY: -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- Main Floor PROJECT NAME: LOADING: 23364 LEVEL: ASD MEMBER NAME: F-3 CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: Concrete 2 (ft) X 2 (ft) X 10 (in) Soil Depth TOR 0 (ft) Bot. (3) #4 Long, (3) #4 Short ETA KURT ..•. FOOTING Width (ft) Length (ft) Depth (in) Volume (ft') Footing Weight (lb/ft) 2 2 10 3.33 483.33 CONCRETE fc' (psi) Ec (psi) Density (Ibf/ft') Agg. Dia. (in) 2500 0 145 0.75 CALCULATION VARIABLES Bo (in) 0 COLUMN Width (in) Length (in) Material Offset X (in) Offset Y (in) 6 6 Wood 0 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/ft') Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 110 0 30 0 3 REBAR Bottom Bar Size # fy (psi) Es (psi) 4 40000 2.9E+07 COVER Top Cover (in. Bottom Cover (in. Side Cover (in. 3 3 3 WNW PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO CALCULATION TYPE Soil Bearing Pressure (Ibf/ft2) PASS (23.2%) 1152.1 1500.0 D+L ASD One -Way Shear X (Ibf) PASS (89.8%) 1469.5 14400.0 1.2D+1.6L+0.5Lr LRFD One -Way Shear Y (Ibf) PASS (89.8%) 1469.5 14400.0 1.2D+1.6L+0.5Lr LRFD Two -Way Shear (Ibf) PASS (92.6%) 4500.4 61200.0 1.2D+1.6L+0.5Lr LRFD Moment X (Ibf-ft) PASS (89.6%) 1200.1 11518.8 1.2D+1.6L+0.5Lr LRFD Moment Y (Ibf-ft) PASS (89.6%) 1200.1 11518.8 1.2D+1.6L+0.5Lr LRFD Crushing (Ibf) PASS (93.7%) 6270.0 99450.0 1.2D+1.6L+0.5Lr LRFD Compression (ft') PASS (100.0%) 4.0 4.0 D LRFD VMS= Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) Point 3300 0 Live Z Point (Ibf) Point 825 0 Dead Z PROJECT: 23364 2018 International Building Code ASD Member Name: F-3 Page 33 xZ y �-C--" 6" ----------------- T z' - - d10I6P dk ' ' �3" 2' 2' 1152 psf 1152 psf z 10" 6" ' $^ ram—-----�------------_Z I9,. 3- 2' 1152 psf 1152 psf PROJECT: 23364 2018 International Building Code ASD Page 34 DATE: 12/28/2023 STRUCALC BUILD: StruCalc Pro CUSTOMER: PROJ. ADDRESS: -- LEVEL: Main Floor MEMBER NAME: F-3 UNDER RHDR-2 MEMBER TYPE: ISOLATED FOOTING COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE- 2018 International Building Code ACL AC1318-14 2 (ft) X 2 (ft) X 10 (in) Soil Depth TOR 0 (ft) Bot. (3) #4 Long, (3) #4 Short ETA KURT ..•. FOOTING Width (ft) Length (ft) Depth (in) Volume (ft') Footing Weight (lb/ft) 2 2 10 3.33 483.33 CONCRETE fc' (psi) Ec (psi) Density (Ibf/ft') Agg. Dia. (in) 2500 0 145 0.75 CALCULATION VARIABLES Bo (in) 0 COLUMN Width (in) Length (in) Material Offset X (in) Offset Y (in) 6 6 Wood 0 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/ft') Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 110 0 30 0 3 REBAR Bottom Bar Size # fy (psi) Es (psi) 4 40000 2.9E+07 COVER Top Cover (in. Bottom Cover (in. Side Cover (in. 3 3 3 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO CALCULATION TYPE Soil Bearing Pressure (Ibf/ft2) PASS (27.6%) 1086.4 1500.0 D+S ASD One -Way Shear X (Ibf) PASS (91.0%) 1299.7 14400.0 1.2D+1.6S+L LRFD One -Way Shear Y (Ibf) PASS (91.0%) 1299.7 14400.0 1.2D+1.6S+L LRFD Two -Way Shear (Ibf) PASS (93.5%) 3980.2 61200.0 1.2D+1.6S+L LRFD Moment X (Ibf-ft) PASS (90.8%) 1061.4 11518.8 1.2D+1.6S+L LRFD Moment Y (Ibf-ft) PASS (90.8%) 1061.4 11518.8 1.2D+1.6S+L LRFD Crushing (Ibf) PASS (94.4%) 5545.3 99450.0 1.2D+1.6S+L LRFD Compression (ft2) PASS (100.0%) 4.0 4.0 D LRFD •S Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction O •I97 MW Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RHDR-2 B 1585.113 0 Dead Z Point (Ibf) RHDR-2 B 2276.952 0 Snow Z Point (Ibf) RHDR-2 B 1821.562 0 RoofLive Z PROJECT: 23364 2018 International Building Code ASD Member Name: F-3 UNDER RHDR-2 Page 35 x x Z— er r 6- z 10" -------�----------------- 9. T3• 2' 1 1086 psf 1086 psf PROJECT: 23364 2018 International Building Code ASD Page 36 DATE: 12/28/2023 COMPANY: -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- Main Floor PROJECT NAME: LOADING: 23364 LEVEL: ASD MEMBER NAME: F-4 UNDER 2FB-1 CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: Concrete 3 (ft) X 3 (ft) X 12 (in) Soil Depth TOR 0 (ft) Bot. (5) #4 Long, (5) #4 Short ETA F-IMET ..•. FOOTING Width (ft) Length (ft) Depth (in) Volume (ft) Footing Weight (lb/ft) 3 3 12 9 1305 CONCRETE fc' (psi) Ec (psi) Density (Ibf/ft') Agg. Dia. (in) 2500 0 145 0.75 CALCULATION VARIABLES Bo (in) 0 COLUMN Width (in) Length (in) Material Offset X (in) Offset Y (in) 6 6 Wood 0 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/ft) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 110 0 30 0 3 REBAR Bottom Bar Size # fy (psi) Es (psi) 4 40000 2.9E+07 COVER Top Cover (in. Bottom Cover (in. Side Cover (in. 3 3 3 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO CALCULATION TYPE Soil Bearing Pressure (Ibf/ft2) PASS (17.7%) 1235.1 1500.0 D+0.75L+0.75S ASD One -Way Shear X (Ibf) PASS (82.3%) 4600.1 25920.0 1.2D+1.6S+L LRFD One -Way Shear Y (Ibf) PASS (82.3%) 4600.1 25920.0 1.2D+1.6S+L LRFD Two -Way Shear (Ibf) PASS (84.7%) 12969.7 84960.0 1.2D+1.6S+L LRFD Moment X (Ibf-ft) PASS (80.4%) 4911.3 25012.7 1.2D+1.6S+L LRFD Moment Y (Ibf-ft) PASS (80.4%) 4911.3 25012.7 1.2D+1.6S+L LRFD Crushing (Ibf) PASS (84.3%) 15586.2 99450.0 1.2D+1.6S+L LRFD Compression (ft2) PASS (100.0%) 9.0 9.0 D LRFD •S Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction •IOT Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) 2FB-1 A 4182.245 0 Dead Z Point (Ibf) 2FB-1 A 2400.008 0 Live Z Point (Ibf) 2FB-1 A 5104.703 0 Snow Z Point (Ibf) 2FB-1 A 4083.746 0 RoofLive Z PROJECT: 23364 2018 International Building Code ASD Member Name: F-4 UNDER 2FB-1 x Page 37 6' i a 1' -` T F I3 i 1235 psf 1235 psf 3 6' a 1' - -� I3 1235 psf 1235 psf PROJECT: 23364 2018 International Building Code ASD Page 38 DATE: 12/28/2023 COMPANY: -- STRUCALC BUILD: StruCalc Pro DESIGNED BY: Ercin Sahin CUSTOMER: REVIEWED BY: -- PROJ. ADDRESS: -- Main Floor PROJECT NAME: LOADING: 23364 LEVEL: ASD MEMBER NAME: F-5 UNDER 2FB-1 CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: Concrete 4 (ft) X 4 (ft) X 12 (in) Soil Depth TOR 0 (ft) Bot. (6) #4 Long, (6) #4 Short ETA VERY ..•. FOOTING Width (ft) Length (ft) Depth (in) Volume (ft) Footing Weight (lb/ft) 4 4 12 16 2320 CONCRETE fc' (psi) Ec (psi) Density (Ibf/ft') Agg. Dia. (in) 2500 0 145 0.75 CALCULATION VARIABLES Bo (in) 0 COLUMN Width (in) Length (in) Material Offset X (in) Offset Y (in) 6 6 Wood 0 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/ft') Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 110 0 30 0 3 REBAR Bottom Bar Size # fy (psi) Es (psi) 4 40000 2.9E+07 COVER Top Cover (in. Bottom Cover (in. Side Cover (in. 3 3 3 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO CALCULATION TYPE Soil Bearing Pressure (Ibf/ft') PASS (62.9%) 556.5 1500.0 D+0.75L+0.75S ASD One -Way Shear X (Ibf) PASS (89.8%) 3508.8 34560.0 1.2D+1.6S+L LRFD One -Way Shear Y (Ibf) PASS (89.8%) 3508.8 34560.0 1.2D+1.6S+L LRFD Two -Way Shear (Ibf) PASS (89.2%) 9174.1 84960.0 1.2D+1.6S+L LRFD Moment X (Ibf-ft) PASS (85.2%) 4452.0 30106.2 1.2D+1.6S+L LRFD Moment Y (Ibf-ft) PASS (85.2%) 4452.0 30106.2 1.2D+1.6S+L LRFD Crushing (Ibf) PASS (89.8%) 10130.7 99450.0 1.2D+1.6S+L LRFD Compression (ft') PASS (100.0%) 16.0 16.0 D LRFD •S Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction •IOT Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RHDR-2 B 1585.113 0 Dead Z Point (Ibf) RHDR-2 B 2276.952 0 Snow Z Point (Ibf) RHDR-2 B 1821.562 0 RoofLive Z Point (Ibf) 2FB-1 B 1064.93 0 Dead Z Point (Ibf) 2FB-1 B 2400.002 0 Live Z Point (Ibf) 2FB-1 B 567.1891 0 Snow Z Point (Ibf) 2FB-1 B 453.7513 0 RoofLive Z PROJECT: 23364 2018 International Building Code ASD Member Name: F-5 UNDER 2FB-1 Page 39 x 2` 6' 4' -35/64 13" 4' 556 psf 556 psf H 6' 1 I3. -35/64 4' 556 psf 556 psf I---� 0 I6" 4' PROJECT: 23364 2018 International Building Code ASD Page 40 DATE: 12/28/2023 STRUCALC BUILD: StruCalc Pro CUSTOMER: PROJ. ADDRESS: -- LEVEL: Main Floor MEMBER NAME: F-3 UNDER RB-2 MEMBER TYPE: ISOLATED FOOTING COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE- 2018 International Building Code ACL AC1318-14 2 (ft) X 2 (ft) X 10 (in) Soil Depth TOR 0 (ft) Bot. (3) #4 Long, (3) #4 Short ETA KURT ..•. FOOTING Width (ft) Length (ft) Depth (in) Volume (ft') Footing Weight (lb/ft) 2 2 10 3.33 483.33 CONCRETE fc' (psi) Ec (psi) Density (Ibf/ft') Agg. Dia. (in) 2500 0 145 0.75 CALCULATION VARIABLES Bo (in) 0 COLUMN Width (in) Length (in) Material Offset X (in) Offset Y (in) 6 6 Wood 0 0 SOIL Bearing Strength (Ibf/ft') Density (Ibf/ft') Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 110 0 30 0 3 REBAR Bottom Bar Size # fy (psi) Es (psi) 4 40000 2.9E+07 COVER Top Cover (in. Bottom Cover (in. Side Cover (in. 3 3 3 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO CALCULATION TYPE Soil Bearing Pressure (Ibf/ft2) PASS (30.5%) 1042.2 1500.0 D+S ASD One -Way Shear X (Ibf) PASS (91.4%) 1242.8 14400.0 1.2D+1.6S+L LRFD One -Way Shear Y (Ibf) PASS (91.4%) 1242.8 14400.0 1.2D+1.6S+L LRFD Two -Way Shear (Ibf) PASS (93.8%) 3806.1 61200.0 1.2D+1.6S+L LRFD Moment X (Ibf-ft) PASS (91.2%) 1015.0 11518.8 1.2D+1.6S+L LRFD Moment Y (Ibf-ft) PASS (91.2%) 1015.0 11518.8 1.2D+1.6S+L LRFD Crushing (Ibf) PASS (94.7%) 5302.7 99450.0 1.2D+1.6S+L LRFD Compression (ft') PASS (100.0%) 4.0 4.0 D LRFD •S Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction O •I97 MW Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) RB-2 B 1485.579 0 Dead Z Point (Ibf) RB-2 B 2200 0 Snow Z Point (Ibf) RB-2 B 1760 0 RoofLive Z PROJECT: 23364 2018 International Building Code ASD Member Name: F-3 UNDER RB-2 Page 41 x I I 6- Z. = I6- 10' 9" T 3. 2' 1 2' 1042 psf 1042 psf z 10" ' 3^ -----------------a------ ----- —---------- 2' 1 1042 psf 1042 psf PROJECT: 23364 2018 International Building Code ASD Page 42 DATE: STRUCALC BUILD: CUSTOMER: PROJ. ADDRESS: LEVEL: MEMBER NAME: MEMBER TYPE: 12/28/2023 StruCalc Pro Main Floor 2FB-4 ROOF BEAM HSS Rectangular HSS14x6x.250 A500 Gr.B-46 0 WET, I COMPANY: -- DESIGNED BY: Ercin Sahin REVIEWED BY: -- PROJECT NAME: 23364 LOADING: ASD CODE: 2018 International Building Code AISC: AISC 360-16 4 � Sin BL (A) BL (B) 3in 16, Start (ft): 0 End (ft): 16 Member Slope: 0/12 Actual Length (ft): 16 Es x10' Fy x10' Fu x10' Area Ix ly Zx Zy J Cw (psi) (psi) (psi) (in') (in4) (in4) (in') (in') (in4) (in') 29000 46 58 8.96 222 59.6 39.6 22 152 0 Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 197 5410 Compact Compact Non -Slender Slender 1 1 Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/H Pnc/H 1 16 0 16 0 0 0 Mn/H Mn-OOP/m Vn/H Vn-OOP/m Cb Cb-OOP 0 0 0 0 0 0 PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) AISC CODE LOAD COMBO Shear Force Y (Ibf) PASS (89.2%) 11041.4 102430.7 0 G4-1 D+S Moment Y (Ibf-ft) PASS (39.9%) 54673.0 90898.2 6.08 F7-1 D+S Deflection Y (in) PASS (71.0%) 0.310 (=L/619) 1.067 (=L/180) 7.68 D+Lr Iff"FRITO M00b1W Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE ROOF SNOW TOTAL A 4496 5236 6545 16277 B 3522 4102 5127 12751 Reaction Location A B •l BE REM Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) Uniform 300 300 0 16 Rookive Y Uniform (Ibf/ft) Uniform 225 225 0 16 Dead Y Uniform (Ibf/ft) Uniform 375 375 0 16 Snow Y Self Weight (Ibf/ft) 32.63 32.63 0 16 Dead Y PROJECT: 23364 2018 International Building Code ASD Member Name: 2FB-4 Page 43 •IOT Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) RB-4 (steel) B 3896.654 6 Dead Y Point (lbf) RB-4 (steel) B 5671.875 6 Snow Y Point (lbf) RB-4 (steel) B 4537.5 6 RoofLive Y PROJECT: 23364 2018 International Building Code ASD aFORTEWEB' Level, RB-5 (23264) 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam PASSED Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1843 @ 4" 18906 (5.50") Passed (10%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1702 @ 1' 5 1/2" 13409 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 14999 @ 12' 7 1/2" 29675 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.585 @ 12' 7 1/2" 1.229 Passed (L/505) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.026 @ 12' 7 1/2" 1.639 Passed (L/287) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 0.98 that was calculated using length L = 24' 7". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. �DF5.50" Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Factored 1 - StuOwall 5.50" 1.50" 816 818 1026 1843 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.50" 816 818 1026 1843 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 2T 3" o/c Bottom Edge (Lu) 25' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location (Side) Tributary (0.90) (1.25) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 25' 3" N/A 16.0 1 -Uniform (PSF) 0 to 25' 3" (Front) 2' 15.0 20.0 25.0 Default Load 2 - Point (lb) 12' 7 1/2" (Front) N/A 470 625 790 Default Load Member Length : 2T 3" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator 4/19/2024 10:58:35 AM UTC ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: QUICK CALCS Page 1 / 1 24.11.2023 17:02 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ 8TC Hazards by Location Search Information Address: 633 2nd Ave N, Edmonds, WA 98020 Coordinates: 47.8173294,-122.3762282 Elevation: 37 ft Ti m esta m p: 2023-11-24T14:02:16.580Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.289 MCER ground motion (period=0.2s) S1 0.454 MCER ground motion (period=1.0s) SMS 1.547 Site -modified spectral acceleration value SM1 ' null Site -modified spectral acceleration value SDS 1.032 Numeric seismic design value at 0.2s SA SDl ' null Numeric seismic design value at 1.0s SA See Section 11.4.8 Additional Information Name Value Description SDC . null Seismic design category Fa 1.2 Site amplification factor at 0.2s F . null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.549 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.659 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.289 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.418 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.224 Factored deterministic acceleration value (0.2s) S1 FIT 0.454 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.508 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.908 Factored deterministic acceleration value (1.0s) PGAd 0.785 Factored deterministic acceleration value (PGA) ' See Section 11.4.8 0 a Rooted in Lov� Yoga Q 37 ft as Casl ,2 a� Gilmer Ln Edmond: N Vista PI Sater Ln The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other 1/2 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ 8TC Hazards by Location Search Information Address: 633 2nd Ave N, Edmonds, WA 98020 Coordinates: 47.8173294,-122.3762282 Elevation: 37 ft Ti m esta m p: 2023-11-24T14:01:24.412Z Hazard Type: Wind ASCE 7-16 MRI 10-Year----------------------------------- 67 mph MRI 25-Year----------------------------------- 73 mph MRI50-Year 78 mph MRI100-Year ___ 83 mph Risk Category I 92 mph Risk Category II 97 mph Risk Category III ---------------- 104 mph Risk CategoryIV 108 mph ASCE 7-10 MRI10-Year------------------------------ 72 mph MRI25-Year ------------------------------ 79 mph MRI50-Year 85 mph MRI100-Year 91 mph Risk Category l _ _ 100 mph Risk Category II 110 mph Risk Category III -IV --------------------- 115 mph 'ft ks, a n Rooted in Love Yoga Q n Gaspers St 2 Q ,,,a Gilmer Ln Edmonds Food Bi Vista PI rater L- ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. il(f