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REVIEWED BLD2024-1061+Calculations+8.14.2024_12.01.11_PM+4440358�< Client: �...k. Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC I Job #: EDMONDS DECK PROJECT Subject: Member Schedule Calculation SEISMIC ANALYSIS WIND ANALYSIS 1 Member Quantity Comments WIND ANALYSIS 2 38% DJ1 B1 2x10 D.Fir-L No. 2 8 ft 3 - 2x12 D.Fir-L No. 2 10.5 ft 96% 72% F1 2500 psi Concrete Pier Footings 0.196 yd3 59% R1 2x10 D.Fir-L No. 2 loft 59% L1 2x10 D.Fir-L No. 2 loft SNOW LOAD ANALYSIS SAID W0�, WAS z °,P v 23001965 0� 1Pl'GISTER�� lw AL Igitally signed by Mohamed S MohamedS Mahmoud M a h m o u d Date: 2024.08.08 21:07:36-07'00' United States (version 66) Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: Project Defaults Custom Distributed Loads Roof Live Load Selection Custom Distributed Loads for Linking wcvstom = Label Load Magnitudes w Floor Load D: 10 psf, L: 40 psf IDefault Roof Loads Notes for Selected Roof Live Load Selected Roof Live Load Selected Concentrated Roof Live Load Default Roof Loads Roofs: Ordinary Flat, Pitched, and Curved Roofs (that are not I BC2018,Table 1607.1 and ASCE 7-16,Table4.3-1 occupiable) Lr = See section 1607.15.2 wLT,sel = 20 psf PLr2,sel = 3001b loads,.Do f = Superimposed Dead Load wD (PSO Roof Live Load wL,. (Paf) Alternative Minimum Live Load PL,2 (lb) Snow Load wS W Ultimate Wind Uplift (C&C) wwp (psf) Ultimate Wind Downward (C&C) wwd (psf) 15 20 3001 301 30 30 Ceiling Live Load Selection Notes for Selected Ceiling Live Load Selected Ceiling Live Load Default Ceiling Loads Residential: One- and Two -Family Dwellings: Uninhabitable Attics IBC 2018, Table 1607.1 and ASCE 7-16, Table 4.3-1 with Storage See section 1607.22. Uninhabitable attics with storage are those where the maximum clear height between the joists and rafters is 42 inches or greater, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. The live load need only be applied to those portions of the LC — joists or truss bottom chords where both of the following conditions are met: i. The attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not less than 30 inches. ii. The slopes of the joists or truss bottom chords are not greater than two units vertical in 12 units horizontal. The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds per square foot. wLC,sel = 20 psf Selected Ceiling Concentrated Live Load PMC,sel = 01b Default Ceiling Loads loads,ili�g = Superimposed Dead Load wD (Psf) I Live Load wL (psf) I Alternative Minimum Live Load PL2 0b) 5 20 0 Default Floor Loads Residential: One- and Two -Family Live Load Selection Dwellings: All Other Areas (except IBc2018, Table 1607.1and ASCE7-16,Table 4.3-1 stairs) Notes for Selected Live Load L = - Selected Live Load wL,sel = 40 psf Selected Concentrated Live Load PL2,sel = 01b Default Floor Loads loads floo,. = Superimposed Dead Load wD (P80 I Live Load wL (psf) I Alternative Minimum Live Load PL2 (lb) 10 40 0 Default Wall & Window Loads Weight of Exterior Wall wD,EW = 15 psf Default Ultimate Wall & Window Wind Loads WW,wall+window = Ultimate Inward Wind Load (C&C) wwd (psf) I Ultimate Outward Wind Load (C&C)ww, (paf) 30 30 Custom Load Combinations Mid -Term Service Factors (formatted for FEA Solver) Exclude L2 from Load Linking? List of All ASD Load Combinations Table of All ASD Load Combinations with Indexes LCFactmsegl _ Yes LCASD = ["D" "D+L" "D+LT" "D+S" "D+R" " D + 0. 75L + 0. 75L, LCASD = Load Combination LC Load Combination Type Load Combination Index D Strength 0 D + L Strength 1 D + L_r Strength 2 D + S Strength 3 D + R Strength 4 D + 0.75L + 0.75 L_r Strength 5 D + 0.75L + 0.75 S Strength 6 D + 0.75L + 0.75 R Strength 7 D + 0.6W,dn Strength 8 D + 0.7E Strength 9 D + 0.45W_dn + 0.75L + 0.75L_r Strength 10 D + 0.45W_dn + 0.75L + 0.75S Strength 11 D + 0.45W_dn + 0.75L + 0.751R Strength 12 D + 0.525E + 0.75L + 0.75S Strength 13 0.61D + 0.6W,up Strength 14 0.6D - 0.7Ev+ 0.7Eh Strength 15 L Service ST 16 Lr Service ST 17 S Service ST 18 0.42W do Service ST 19 0.42W_up Service ST 20 D+L+Lr Service LT 21 List of All LRFD Load Combinations LCLRFD = [" 1.4D" "1.2D + 1.6L + 0.5LT" 111.2D + 1.6L + 0.5S" 111.2D + 1.6L Table of All LRFD Load Combinations with LCLxFD Indexes = Load Combination LC Load Combination Type Load Combination Index 1.41D Strength 0 1.21D + 1.61- + 0.51-_r Strength 1 1.2D + 1.6L + 0.5S Strength 2 1.21D + 1.6L + 0.5R Strength 3 1.2D + 1.6L_r + f 1 L Strength 4 1.2D + 1.61-_r + 0.5W_dn Strength 5 1.21D + 1.6S + f 1 L Strength 6 1.21D + 1.6S + 0.5W_dn Strength 7 1.21D + 1.6R + f 1 L Strength 8 1.21D + 1.6R + 0.5W_dn Strength 9 1.2D + 1.OW_dn + f 1 L + 0.51-_r Strength 10 1.2D + 1.OW_dn + f 1 L + 0.5S Strength 11 1.21D + 1.OW_dn + f 1 L + 0.5R Strength 12 1.2D + 1.OE_v + 1.OE_h + f 1 L + 0.2S Strength 13 0.91D + 1.OW_up Strength 14 0.9D - 1.OE_v + 1.OE_h Strength 15 L Service ST 16 Lr Service ST 17 S Service ST 18 0.42W do Service ST 19 0.42W_up I Service ST 20 D+L+Lr Service LT 21 I If Wind Speed Contours Map Design Code for Load Combinations & Criteria IBC Code Edition Design Code Full Name Design Code Short Name ASCE 7 Version for Loads Building Risk Category Comments Building Site Maps and Contours Vcontovas = 97.7 mi/hr Building Code International Building Code (IBC) IBC 2021 code = International Building Code (IBC) 2021 code = IBC 2021 ASCE7verei,�§a 7-1 6 11 - Regular Building ASCE 7-16, Table 1.5-2 Site Parameters - Wind & Snow Valid Building Code for Auto -Wind? Validaut.ffid'e-- Auto -Determine Wind Speed? Yes ASCE7-16, Figures26.5-1 AtoD Basic Wind Speed V= 97.7mi/hr ASCE7-16, Figures26.5-1 Ato D Elevation ElevationM4Din-7 Ground Elevation Above Sea Level zground = 154 ft, 2.4 in C: Open terrain with scattered Exposure Category obstructions ASCE7-16, Cl 26.6 Ground Snow Load py = 30 psf ASCE7-16, Cl 7.2 - Site Parameters - Seismic Valid Building Code for Auto -Seismic? Validauto868*0_ Auto -Determine Seismic Parameters? Yes ASCE7-16, Figures26.5-1 AtoD Site Class D - Default ASCE 7-16, Cl 11.4.3, Cl 11.4.8, Table 11.4-1 and 11.4-2, ASCE 7-16 Supp. 3, Cl 11.4.8.2 Seismic Design Category SDC = Seismic Design Category could not be determined for the given site conditions. Seismic Design Parameters Short -Period Spectral Acceleration Ss = 1.29 ASCE7-16, Chp 22 Long -Period Spectral Acceleration Sl = 0.454 ASCE7-16, Chp 22 Long -Period Transition Period TL = 6 s ASCE7-16, Chp 22 Design Short -Period Spectral Acceleration SDS = 1.03 Special Criteria Load Duration Factor for Snow CD,snow = 1.15 Deflection Criteria Additionally Include Simplified DL+(LL or SL) Service Load Combination? No Special Building Type: Farm Building or No Normal Building Greenhouse? Does Roof Support Ceiling? No Ceiling Type Non -Plaster Wall Finish Type Other Brittle Finishes Selected Deflection Span Limit - Roof ST L/ST,roof =180 Selected Deflection Span Limit - Roof LT LILT,roof =120 Selected Deflection Span Limit - Ceiling ST L/ST,ceil = 240 Selected Deflection Span Limit - Ceiling LT L/LT,ceil = 180 Selected Deflection Span Limit - Floor ST Ll sT, fl�, =360 Selected Deflection Span Limit- Floor LT LILT,floor 240 Selected Deflection Span Limit - Wall ST LIST,wall = 240 Selected Deflection Span Limit - Wall LT L/LT,wall =1 Deflection Span Limits Ospan = Member Type type Short -Term (L, Lr, S, or W) DST (L/) Long -Term (WD L) DLT (L/) Roof 180 120 Ceiling 240 180 Floor 360 240 Wall 240 1 Deflection Span Limit - Roof ST Ll sT,roof =180 Deflection Span Limit- Roof LT LILT,roof =120 Deflection Span Limit - Ceiling ST LIsT,ceal = 240 Deflection Span Limit - Ceiling LT LILT,ceil = 180 NDS 2018, Cl 2.3.2 IBC 2009-2021, Table 1604.3 IBC 2009-2021, Table 1604.3 and IRC 2009-2021, Table R301.7 IBC 2009-2021, Table 1604.3 and IRC 2009-2021, Table R301.7 IBC 2009-2021, Table 1604.3 and IRC 2009-2021, Table R301.7 Deflection Span Limit - Floor ST Deflection Span Limit - Floor LT Deflection Span Limit - Wall ST Deflection Span Limit - Wall LT Absolute Deflection Limit Number of Stories Roof Slope Default Bearing Length LIsT,floor 260 LILT,floor 240 LIsT,wall = 240 LILT,wall = 1 Olim = 1 in Building Geometry nstory = 2 a= 6:12 lb = 3 in Default Member Spacings spacings = Rafters s_ft (ia) Joists sja,t (ia) I Wall Studs s,t„d, (i.) 16 16 16 Top Floor Height Dimensions htop. floor = Story Height (Floor to Eave) h,�,y (ft) I Headroom (Floor to Ceiling) hhead (ft) Window Height (Floor to Top of Window) h,,;,,d— (ft) 1 12 10 8 Lower Floors Height Dimensions hlower.floors = Story Height (Floor to Floor) h,tM (ft) I Headroom (Floor to Ceiling) hh,ad (ft) Window Height (Floor to Top of Window) h,,;,,d_ (ft) 12 10 8 Lower Floors Window Height hwindow = 8 ft, 0 in Assumptions Seismic Analysis (version 14) Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: SEISMIC ANALYSIS PASS References: ASCE 7-16 Design Short -Period Spectral Acceleration Design Long -Period Spectral Acceleration Seismic Design Category Seismic Base Shear FX = 15876.92lb _ Override Project Defaults? Building Risk Category Site Class Short -Period Spectral Acceleration Long -Period Spectral Acceleration Long -Period Transition Period Summary SDs = 1.03 SD1 = 0.838 SDC = D V = 15 900 ib Wx = 100000 lb storyV = 15876.92lb V = 15876.92lb Project Defaults Override No Site Parameters (ASCE 7-16) RC = II SC = D-default S,g = 1.29 S1 = 0.454 TL = 6 s Key Building Properties (ASCE 7-16) ASCE 7-16, Cl 11.4.5 ASCE 7-16, Cl 11.4.5 ASCE 7-16, Cl 11.6, Table 11.6-1 and Table 11.6-2, Cl 11.8.1 For SFRS limits based on SDC: ASCE 7-16, Cl 12.2, Table 12.2-1 ASCE 7-16, Cl 12.8.1 ASCE 7-16, Table 1.5-1 ASCE 7-16, Cl 11.4.3, Cl 11.4.8, Table 11.4-1 and 11.4-2, ASCE 7-16 Supp. 3, Cl 11.4.8.2 ASCE 7-16, Chp 22 ASCE 7-16, Chp 22 ASCE 7-16, Chp 22 Building Stories Stories = ASCE 7-16, Cl 12.8.1, Cl 12.7.2, Cl 12.6, Table 12.6-1 StoryNumber Story Height by (ft) I Effective Seismic WeightW (lb) I Bottom of Story Elevation Bot (R) 1 20 100 000 0 Use Custom Building Period? No ASCE7-16, Cl 12.2, Table 12.2-1 Use Custom Seismic Force -Resisting No ASCE 7-16, Cl 12.2, Table 12.2-1 System? Seismic Force -Resisting System Site Class Data 15. Light -frame (wood) walls sheathed with wood structural ASCE7-16, Cl 12.2, Table 12.2-1 panels rated for shear resistance Seismic Ground Motion Values (ASCE 7-16, Cl 11.4) {site_class_des, Ss-0.25, Ss=0.5, Ss=0.75, Ss=1.0, Ss=1.25, Ss> 1.5, ASCE 7-16, Table 11.4-1 and Table11.4-2 SQ.ta = S1-0.1, S1=0.2, S1=0.3, S1=0.4, S1=0.5, S1-0.6) Short -Period Site Coefficient Fo, = 1.2 ASCE7-16, Cl 11.4.4, Table 11.4-1 Long -Period Site Coefficient F„ = 1.85 ASCE7-16, Cl 11.4.4, Table 11.4-2 Site Class Adjusted Short Period Spectral SMS = 1.55 ASCE 7-16, Cl 11.4.4, Cl 11.4.8, Supplement 3 Acceleration Site Class Adjusted Long Period Spectral S,lgl = 1.26 ASCE 7-16, Cl 11.4.4, CI 11.4.8, Supplement 3 Acceleration Response Modification Coefficient Overstrength Factor Deflection Amplification Factor Building System Height Limit (ft) SFRS Properties (ASCE 7-16, Cl 12) R = 6.5 Qo = 3 Cd = 4 Height Lim&5= Equivalent Lateral Force (ELF) Procedure (ASCE 7-16, Cl 12.8) Coefficient for Upper Limit on Calculated C. = 1.4 Period ASCE 7-16, Cl 12.2, Table 12.2-1 ASCE 7-16, Cl 12.2, Table 12.2-1 ASCE 7-16, Cl 12.2, Table 12.2-1 ASCE 7-16, Cl 12.2, Table 12.2-1 ASCE 7-16, Cl 12.8.2, Table 12.8-1 Approximate Period Parameter Ct Ct = 0.02 ASCE 7-16, Cl 12.8.2, Table 12.8-1 Approximate Period Parameter x = 0.75 ASCE 7-16, Cl 12.8.2, Table 12.8-1 Approximate Fundamental Period T. = 0.189 s ASCE 7-16, Cl 12.8.2, Table 12.8-1 Building Fundamental Period T = 0.189 s ASCE 7-16, Cl 12.8.2, Table 12.8-1 Total Structural SFRS Height hn, = 20 ft, 0 in ASCE 7-16, Cl 11.2, Cl 12.6, Table 12.6-1 Total Effective Seismic Weight Wtotal = 100000 lb ASCE 7-16, Cl 12.7.2, Cl 12.8.1 Seismic Importance Factor Ire = 1 ASCE 7-16, Cl 11.5.1, Table 1.5-2 Seismic Response Coefficient C8 = 0.159 ASCE 7-16,CI 12.8.1.1, ASCE 7-16 Supp. 3, Cl 11.4.8.2 Number of Stories nstory = 1 Structure Period Distribution Exponent k = 1 ASCE 7-16, Cl 12.8.3 Lateral Load Distribution Lateral Loads = ASCE 7-16, Cl 12.8.3, C112.8.4 Story Bottom of Story Elevation h.,b� (ft) Top of Story Elevation h. (ft) I Story Effective Seismic WeightW pb) W hx (1b) Lateral Force F. (1b) I StoryShear V pb) 11 01 201 100 000 12 000 000 1 159001 15 900 Comments Wind Loads (ASCE 7-16) (version 38) — Components and Cladding Zones N ote: Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: WIND ANALYSIS 1 References: ASCE 7-16 Summary Some wind pressures are below 16 psf which is the code -required minimum. The horizontal red lines ASCE 7-16,Ci30.2.2 on the diagram below indicate the minimum positive/negative wind pressures. • 1(+) • 2e (+) 2n (+) * 2r (+) 3e (+) 3r (+) 0 4 (+) 0 5 (+) • 1 (-) • 2e (-) • 2n (-) • 2r (-) • 3e (-) • 3r (-) • 4 (-) • 5 (-) • Minimum Pressure 20 -60 Corner Zone Width a = 4 ft, Q in ASCE 7-16 Fig. 28.3-1 and 30.3-1 Wind Pressures ASCE 7-16, C1 30.2.2 (minimum wind load) ASCE 7-17, CI 1% — 30.3.2 (design wind pressure) Zone Positive Wind Pressure p+(psf) Negative Wind Pressure (psf) 1 23.3 -38.2 2e 23.3 -38.2 2n 23.3 -56.8 2r 23.3 -56.8 3e 23.3 -56.8 3r 23.3 -77.3 4 28.9 -30.7 5 28.9 -36.3 Building Code Override Project Defaults? Type of Calculation Basic Wind Speed Exposure Category Effective Roof Member Wind Area Effective Wall Member Wind Area Roof Type Roof Pitch Roof Angle Roof Top Height Roof Eave Height Roof Mean Height Width (Perpendicular to Ridge) Length (Parallel to Ridge) Least Horizontal Dimension Enclosure Type Elevation Auto -Determine Ground Elevation? Ground Elevation Above Sea Level Hill or Escarpment Present? Project Defaults code = International Building Code (IBC) 2021 No Key Properties Components and Cladding V = 97.7 mi/hr C roof = 1 ft 2 Awa11 = 1 ft2 Building Properties Gable a= 6:12 0 = 26.6 deg ht = 25 ft he = 15 ft, 0 in h = 20 ft, 0 in w = 40 ft 2 = 80 ft Bruin = 40 ft, 0 in Partially enclosed Terrain Properties (ASCE 7-16, Cl 26.7-9) ElevationM4i'Drz Yes zgrmnd = 154 ft, 2.4 in No ASCE 7-16, CI 26.6 ASCE 7-16, CI 26.2 ASCE 7-16, CI 26.2 ASCE 7-16, CI 26.2 Wind Load Parameters (ASCE 7-16, Cl 26.6-10) I Wind Directionality Factor Kd = 0.85 ASCE7-16, Cl 26.6 Topographic Factor Kzt = 1 ASCE7-16, Cl 26.8 3-s Gust -Speed Power Law Exponent a = 9.5 ASCE 7-16, Chapter 26, Table 26.11 -1 Nominal Height of the Atmospheric Boundary Layer zy = 900 ft, 0 in Ground Elevation Factor Ke = 0.994 Velocity Pressure Exposure Coefficient Kh = 0.902 Velocity Pressure qh = 18.6 psf Pressure Coefficients (ASCE 7-16, Cl 26.13 & Cl 30.3) Number of Zones nzones = 8 Internal Pressure Coefficient GCp; = 0.55 External Positive Pressure Coefficients GCP = ASCE 7-16, Chapter 26, Table 26.11-1 ASCE 7-16, Cl 26.9 ASCE 7-16, Cl 26.10.1 ASCE 7-16, Cl 26.10.2 ASCE 7-16, Table 26.13-1 ASCE 7-16 Figure 30.3-1 (Walls) and Figure 30.3-2 (Roof) Zone Type Maximum Positive Coefficient GC+, _ Minimum Positive Coefficient GC+,,,18R Lower Area Limit Au', tow (fta) Upper Area Limit Aw„ (ft') Positive Coefficient GC+ 1 Roof 0.7 0.3 2 100 0.7 2e Roof 0.7 0.3 2 100 0.7 2n Roof 0.7 0.3 2 100 0.7 2r Roof 0.7 0.3 2 100 0.7 3e Roof 0.7 0.3 2 100 0.7 3r Roof 0.7 0.3 2 100 0.7 4 Wall 1 1 0.7 10 500 1 5 Wall 1 0.7 10 500 1 External Negative Pressure Coefficients GCp f) = ASCE Zone Type Minimum Negative Coefficient GC,.i. Maximum Negative Coefficient GC-mo: Lower Area Limi[Aw,.(ft') Upper Area Limit Aw„ (ftt) Negative Coefficient GC- 1 Roof -1.5 -0.8 20 300 -1.5 2e Roof -1.5 -0.8 20 300 -1.5 2n Roof -2.5 -1.2 10 150 -2.5 2r Roof -2.5 -1.2 10 150 -2.5 3e Roof -2.5 -1.2 10 150 -2.5 3r Roof -3.6 -1.8 4 50 -3.6 4 Wall -1.1 -0.8 10 500 -1.1 5 Wall -1.4 -0.8 10 500 -1.4 Comments Wind Loads (ASCE 7-22) (version 4) — MWFRS Corner Zone Width Zones of Load Case 1 Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: WIND ANALYSIS 2 References: ASCE 7-22 Summary a = 4 ft, 0 in Wind Pressures for Load Case 1 PLCA = Zones of Load Case 2 ASCE 7-22 Fig. 28.3-1 and 30.3-1 ASCE 7-22, Cl 28.3.1 ASCE 7-22, Fig 28.3-1 ASCE 7-22, Table 26.13-1 Zone Wind Pressure (Positive Internal) pt is (psf) Wind Pressure (Negative Internal) ptLO (psf) 1 -0.00568 20.5 2 -12.1 8.4 3 -18.6 1.92 4 -17.5 2.97 1 E 3.31 23.8 2E -13.8 6.7 3E -21.1 -0.651 4E -20.2 0.28 Wind Pressures for Load Case 2 pLCB = ASCE 7-22, Cl 28.3.1 ASCE 7-22, Fig 28.3-1 ASCE 7-22, Table 26.13-1 Zone Wind Pressure (Positive Internal)Pr Lce (psf) Wind Pressure (Negative Internal) p Lcs (psf) 1 -18.6 1.86 2 -23.1 -2.61 3 -17.1 3.35 4 -18.6 1.86 5 -2.8 17.7 6 -15.7 4.84 1 E -19.2 1.3 2E -30.2 -9.69 3E -20.1 0.373 4E -19.2 1.3 5E 1.12 21.6 6E -18.3 2.24 Some wind pressures are below 16 psf which is the code -required minimum average. Please ASCE 7-22, Cl 28.3.6 Note: consider the minimum average when designing MWFRS wind loads Linking to Diaphragms Load Case for Linking Load Case 1 Select Linking Type Simple Diaphragm Link Load Tables The loads for zones 2, 2E, 3, and 3E are perpendicular to the roof. Note: Therefore, only the horizontal component will be used for linking to the Diaphragm Analysis Module. Wind Pressures for Load Case 1 ASCE 7-22, Cl 28.3.1 ASCE 7-22, Fig 28.3-1 ASCE 7-22, Table (Diaphragm Link) PLCA - 26.13-1 Zone Multiplier M Wind Pressure (Positive Internal) pt is (psf) Wind Pressure (Negative Internal) ptLo (psf) 1 1 -0.00568 20.5 2 0.447 -5.41 3.76 3 -0.447 8.31 -0.857 4 -1 17.5 -2.97 1 E 1 3.31 23.8 2E 0.447 -6.17 3 3E -0.447 9.46 0.291 4E -1 20.2 -0.28 Envelope Wind Pressures for Load Case 1 (Diaphragm Link) 1�LCA,e�v = Override Project Defaults? Type of Calculation Basic Wind Speed Exposure Category Zone Total Wind Pressure p,&.1 (psf) 1 +4 17.5 2+3 2.9 1 E+4E 23.5 2E+3E 3.29 Override Project Defaults No Key Properties MWFRS (Envelope Procedure) V = 97.7 >ni/br C ASCE 7-22, Cl 28.3.1 ASCE 7-22, Fig 28.3-1 ASCE 7-22, Table 26.13-1 ASCE 7-22, Cl 26.7 Building Properties Roof Type Roof Pitch Roof Angle Roof Top Height Roof Eave Height Roof Mean Height Width (Perpendicular to Ridge) Length (Parallel to Ridge) Least Horizontal Dimension Enclosure Type Elevation Auto -Determine Ground Elevation? Ground Elevation Above Sea Level Hill or Escarpment Present? Gable a= 6:12 0 = 26.6 deg ht = 25 ft he = 15 ft, 0 in h = 20 ft, 0 in w = 40 ft 2 = 80 ft Benin = 40 ft, 0 in Partially enclosed Terrain Properties (ASCE 7-22, Cl 26.7-9) ElevationMiDm-7 Yes zground = 154 ft, 2.4 in No Design Criteria ASCE 7-22, CI 26.2 Design Code for Load Combinations International Building Code (IBC) 2021 Note that this calculation is using a newer edition of the ASCE 7 Design Standard Edition Note standard (ASCE 7-22), while this project's building code references an older edition. Wind Load Parameters (ASCE 7-22, Cl 26.6-10) Wind Directionality Factor Kd = 0.85 ASCE7-22, CI 26.6 Topographic Factor Kzt = 1 ASCE7-22, C126.8 3-s Gust -Speed Power Law Exponent a = 9.8 ASCE 7-22, Chapter 26, Table 26.11 -1 Nominal Height of the Atmospheric z9 = 2460 ft, 0 in ASCE 7-22, Chapter 26, Table 26.11-1 Boundary Layer Ground Elevation Factor Ke = 0.994 ASCE7-22, C126.9 Velocity Pressure Exposure Coefficient Kh = 0.903 ASCE7-22, C126.10.1 Velocity Pressure qh = 21.9 psf ASCE7-22, C126.10.2 Pressure Coefficients (ASCE 7-22, Cl 26.13 & Cl 30.3) Internal Pressure Coefficient CCpi = 0.55 ASCE7-22, Table 26.13-1 External Pressure Coefficients for Load GCpf LG.A — ASCE 7-22 Figure 28.3-1 Case 1 Zone Type External Pressure Coefficients GCpf,LC,, 1 Wall 0.55 2 Roof -0.0991 3 Roof -0.447 4 Wall -0.391 1 E Wall 0.728 2E Roof -0.19 3E Roof -0.585 4E Wall -0.535 External Pressure Coefficients for Load _ GCPfLCB ASCE 7-22 Figure 28.3-1 Case 2 Zone Type External Pressure Coefficients GCpf,LCe 1 Wall -0.45 2 Roof -0.69 3 Roof -0.37 4 Wall -0.45 5 Wall 0.4 6 Wall -0.29 1 E Wall -0.48 2E Roof -1.07 3E Roof -0.53 4E Wall -0.48 5E Wall 0.61 6E Wall -0.43 Comments Wood Beam (ASD) (version 188) — Deck Joist Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC Job #: EDMONDS DECK PROJECT Subject: DJ1 PASS References: NDS 2018 (ASD) Member 38% Moment Utilization Governing Applied Bending Moment Allowable Bending Moment Governing Load Combination for Bending 24% Shear Utilization Governing Shear Allowable Shear Governing Load Combination for Shear 20% Bearing Utilization Governing Bearing Load Allowable Bearing Load Minimum Bearing Length (End Supports) 19% Governing Live / Short -Term Deflection Governing Live / Short -Term Deflection Live / Short -Term Deflection Limit Governing Live / Short -Term Deflection Ratio Governing Live / Short -Term Deflection Load Combination 16% Governing Long -Term Deflection Governing Long -Term Deflection Long -Term Deflection Limit Governing Long -Term Deflection Ratio Governing Long -Term Deflection Load Combination Reactions: Summary Primary Loading N Oi II a H b=1.5in 2x10 D.Fir-L No. 2 M/M' = 772 Ib*ft / 2030 Ib*ft M = 772 ib - ft M' = 20301b • ft fb c = 1.OD + 1.0L V/V' = 386 lb / 1620 lb V = 386 lb V = 1620 lb FvC = D + L Rlk = 386 lb / 1880 lb R = 386 lb R' = 1880 lb 4,min,,end = 0.615 in JST = -0.0517 in (L/1860) JST = —0.0517 in AST,.aax = 0.267 in (L/)sT = 1860 L SLT = -0.0624 in (L/1540) SLT = —0.0624 in OLT,max = 0.4 in (L/)LT = 1540 D+L+Lr NDS 2018, CI N.3.3 Bearing. 9.25 in Bearing: 3 in FactMax: 386 lb FactMax: 386 lb FactMin: 39.7 lb FactMin: 39.7 lb D: 66.1 lb D: 66.1 lb L: 320lb L: 320lb 0 2 4 6 8 Distance from Left of Beam (ft) Graphed Load Combination Section Type Size and Grade Number of Plies Diagrams D + L • Load Case: D + L QEnvelope 400 200 v 0 s ^ -200 2 4 8 -400 • Load Case: D + L QEnvelope 800 a 600 w 400 E 0 200 0 2 4 6 8 • Strength LC Selected; Short -Term Envelope Shown QEnvelope 2 4 6 8 0 -0.01 -0.02 0 v -0.03 p -0.04 -0.05 • Reactions • Axial Load • Vertical Load I 386 lb 386 lb Beam Plan Length Beam Incline (in degrees) Supports and Braces 0 2 4 6 8 Distance from Left of Beam (ft) Key Properties Standard Sections Database 2xl0 D.Fir-L No. 2 replies = 1 LX = 8 ft a = 0 deg r= Support/Brace Type Position From Left x (ft) Bearing Length 4 (in) Pinned 0 9.25 Pinned 8 3 Continuous Bracing for Lateral Torsional Buckling Add Flitch Plates? Top Braced No Loads Floor Load D: 13.3 plf L: 80 plf 0 LW: 1.33 ft I D:10 psf, L: 60 psf 18ft Self -weight D: 3.2 plf 0 :48 f[ 0 Minimum Balcony/Deck Live Load Center -to -Center Spacing (= tributary width) Distributed Loads 2 4 6 8 Distance from Left of Beam (ft) LLmin,deck =60 Psf s = 16 in w= Label Start Location x, (ft) End Location x, (ft) Total Start Trib. Width TW (ft) Total End Trib. Width TW (ft) I Load Magnitudes w Floor Load 0 8 1.33 1.33 D: 10 psf, L: 60 psf Enable Automatic Live Load Patterning? (BETA) Brace at Point Loads? Include Self -weight Self -weight Live Load Type Design Code for Load Combinations Beam Incline Total Material Length Member Orientation Repeating Member? Service Condition Temperature Range Incised? Directly Consider Shear Deflection? Deflection Limit Absolute Limit Live / Short-term Deflection Limit Long Term Deflection Limit Double L/ Deflection Limits for Cantilevers? Adjusted Allowable Bending Stress Limit Adjusted Allowable Shear Stress Limit Width of One Ply Total Width Depth Cross -Sectional Area Strong Axis Moment of Inertia Weak Axis Moment of Inertia Section Modulus No Yes SW = 3.2 pif Occupancy AITC Timber Construction Manual 2012, Cl 2.2 Design Conditions I International Building Code (IBC) 2021 Horizontal L = 8 ft, 0 in Strong (X-X) Repeating NDS 2018, Cl 4.3.9 Wet NDS 2018, Cl 4.3.3 T<_ 1001F NDS 2018, Table 2.3.3 No NDS 2018, Cl 4.3.8 [APA TT-082, *True (Shear -Free) and Apparent Moduli of No Elasticity*](https://www.apawood.org/publication-search? q=tt-082&tid=1) Arnax = 1 in (L/)sT = 360 IBC, Table1604.3 (LI)LT = 240 [International Building Code 2018, Table 1604.3](https:// Yes codes.iccsafe.org/content/IBC2018/chapter-l6-structural- design) Advanced Design Criteria F6,Tnax = 0 psi / Fwmax = 0 psi Member Properties b = 1.5 in btot = 1.5 in d = 9.25 in A = 13.9 in Ixx = 98.9 in4 Iyy = 2.6 in4 S = 21.4 in Type of Wood Product Type = Dimension Lumber Sawn Lumber Provisions Apply? S.Lbr = Yes NDS 2018, Ch.4 Species / Brand Species = Douglas Fir -Larch Grade Grade = No. 2 Shear Deflection Must be Checked? ck.Oshear =No Manufacturer literature Is Wane Reduction Factor Relevant for Wane?- No NDS 2018Supplement, Table SA-C Grade? Is Repeating Member Factor Relevant for Rep? = Yes NDS 2018 Product? Member is Typically Spaced Regularly? Reg.Sp? = Yes Base Allowable Bending Stress g F = b 900 psi p NDSmstren2018 pplementTable56forreduc[ionindeep glulam strength) Base Allowable Negative Bending Stress Fb = 900 psi NDS 2018 Supplement (Table 5B for reduction in deep glulam strength) Base Allowable Shear Stress F, = 180 psi NDS 2018 Supplement Base Perpendicular Compression Fel = 625 psi NDS 2018 Supplement Allowable Stress True Modulus of Elasticity Etrve = 1600 000 psi NDS 2018 Supplement Apparent Modulus of Elasticity Eapp = 1600 000 psi NDS 2018 Supplement Modulus of Elasticity for Deflections E 1600 000 psi NDS 2018 Supplement Base Reference Minimum Elastic Modulus Er in = 580 000 psi Load Combination Analysis Snow Load Duration Factor CD,,,,,. = 1.15 NDS 2018, Table 2.3.2 Duration Factors CD = [0.9 1 1 1.15 1.25 1.6 4S2018,ia5j2.3.2 Strength Load Combinations LCstr = Load Combination Duration Factor CD Total Load ER (lb) Shear (Ib) Pos. Moment M+ (lb -ft) Neg. Moment M- (lb -ft) Max Reaction R (1b) D 0.9 132 66.1 132 0 66.1 D + L 1 772 386 772 0 386 D + L r 1.25 132 66.1 132 0 66.1 D + S 1.15 132 66.1 132 0 66.1 D + R 1.15 132 66.1 132 0 66.1 D + 0.75L + 0.75 L r 1.25 612 306 612 0 306 D + 0.75L + 0.75 S 1.15 612 306 612 0 306 D + 0.75L + 0.75 R 1.15 612 306 612 0 306 D + 0.6W,dn 1.6 132 66.1 132 0 66.1 D + 0.7E 1.6 132 66.1 132 0 66.1 D + 0.45W do + 0.75L + 0.75E r 1.6 612 306 612 0 306 D + 0.45W do + 0.75L + 0.75S 1.6 612 306 612 0 306 D + 0.45W do + 0.75L + 0.75R 1.6 612 306 612 0 306 D + 0.525E + 0.75L + 0.75S 1.6 612 306 612 0 306 0.61D + 0.6W,up 1.6 79.3 39.7 79.3 0 39.7 0.6D - 0.7Ev + 0.7Eh 1.6 79.3 39.7 79.3 0 39.7 Short-term Serviceability Load LCservST Combinations = Load Combination Total Load ER (lb) Max Deflection 6, (in) L 640 -0.0517 Lr 0 0 S 0 0 0.42W do 1 0 0 0.42W_up 1 0 0 Long-term Serviceability Load LcservLT Combinations = Load Combination I Total Load ER (lb) I Max Deflection 6, (in) D+L+Lr 772-0.0624 Unfactored Load Analysis Unfactored Loads Load Type Total Load ER (1b) Shear V (lb) Moment M (lb - ft) Max Reaction R (lb) Deflection S (in) D 132 -66.1 132 66.1-0.0107 L 640 -320 640 320-0.0517 Governing Load Combination Determination Beam Stability in Positive Bending BS+ = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability k L(i.) Factor CD Capacity M'(lb- ft) FCC Factor CQ MomentM (lb-ft) Factor CL 1 96 1.OD 0.9 1440 1.14 0.807 1410 1 1 96 1.OD + 1.01- 1 1600 1.14 0.807 1410 1 1 96 1.OD + 1.01-r 1.25 2010 1.14 0.807 1410 1 1 96 1.OD + 1.OS 1.15 1840 1.14 0.807 1410 1 1 96 1.OD + 1.OR 1.15 1840 1.14 0.807 1410 1 1 96 1.OD + 0.75L + 0.75Lr 1.25 2010 1.14 0.807 1410 1 1 96 1.OD + 0.75L + 0.75S 1.15 1840 1.14 0.807 1410 1 1 96 1.OD + 0.75L + 0.75R 1.15 1840 1.14 0.807 1410 1 1 96 1.OD + 0.6W,dn 1.6 2570 1.14 0.807 1410 1 1 96 1.OD + 0.7Ev + 0.7Eh 1.6 2570 1.14 0.807 1410 1 1 96 1.OD + 0.75L + 0.75Lr + 1.6 2570 1.14 0.807 1410 1 0.45W,dn 1 96 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.807 1410 1 0.45W,dn 1.OD + 0.75L + 0.75R + 1.6 1 96 2570 1.14 0.807 1410 1 0.45W,dn 1 96 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.807 1410 1 0.525Ev + 0.525Eh 1 96 0.61) + 0.6W,up 1.6 2570 1.14 0.807 1410 1 1 96 0.6D + -0.7Ev + 0.7Eh 1.6 2570 1.14 0.807 1410 1 1 96 1.OD + 1.01-2 1 1600 1.14 0.807 1410 1 1 96 1.01) + 0.75Lr + 0.751-2 1.25 2010 1.14 0.807 1410 1 1 96 1.OD + 0.75S + 0.751-2 1.15 1840 1.14 0.807 1410 1 1 96 1.OD + 0.75R + 0.751-2 1.15 1840 1.14 0.807 1410 1 1 96 1.OD + 0.751-r + 0.45W,dn + 1.6 2570 1.14 0.807 1410 1 0.75L2 1 96 1.OD + 0.75S + 0.45W,dn + 1.6 2570 1.14 0.807 1410 1 0.75 L2 1 96 1.OD + 0.75R + 0.45W,dn + 1.6 2570 1.14 0.807 1410 1 0.75L2 1 96 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.807 1410 1 0.525Eh + 0.751-2 1 96 1.OD + 0.6W,dn2 1.6 2570 1.14 0.807 1410 1 1 96 1.OD + 0.75L + 0.75Lr + 1.6 2570 1.14 0.807 1410 1 0.45W,dn2 1 96 1.OD + 0.75L + 0.75S + 1.6 2570 1.14 0.807 1410 1 0.45W,dn2 1.OD + 0.75L + 0.75R + 1 96 1.6 2570 1.14 0.807 1410 1 0.45W,dn2 1 96 1.OD + 0.751-r + 0.751-2 + 1.6 2570 1.14 0.807 1410 1 0.45W,dn2 1 96 1.OD + 0.75S + 0.751-2 + 1.6 2570 1.14 0.807 1410 1 0.45W,dn2 1 96 1.OD + 0.75R + 0.751-2 + 1.6 2570 1.14 0.807 1410 1 0.45W,dn2 1 96 0.6D + 0.6W,up2 1.6 2570 1.14 0.807 1410 1 1 96 1.01) + 0.7Ev + 0.7Eh2 1.6 2570 1.14 0.807 1410 1 1 96 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.807 1410 1 0.525Ev + 0.525Eh2 1 96 0.6D + -0.7Ev + 0.7Eh2 1.6 2570 1.14 0.807 1410 1 1 96 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.807 1410 1 0.751-2 + 0.525Eh2 Wood Bending Capacity in Positive BC+ -_ Bending Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.OD 132 1440 0.0916 1 1.OD + 1.OL 772 1600 0.481 1 1.OD + 1.OLr 132 2010 0.0659 1 1.OD + 1.OS 132 1840 0.0717 1 1.OD + 1.OR 132 1840 0.0717 1 1.OD + 0.75L + 0.75Lr 612 2010 0.305 1 1.OD + 0.75L + 0.75S 612 1840 0.332 1 1.OD + 0.75L + 0.75R 612 1840 0.332 1 1.OD + 0.6W,dn 132 2570 0.0515 1 1.OD + 0.7Ev + 0.7Eh 132 2570 0.0515 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 612 2570 0.239 1 1.OD + 0.75L + 0.75S + 0.45W,dn 612 2570 0.239 1 1.OD + 0.75L + 0.75R + 0.45W,dn 612 2570 0.239 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 612 2570 0.239 1 0.6D + 0.6W,up 79.3 2570 0.0309 1 0.6D + -0.7Ev + 0.7Eh 79.3 2570 0.0309 1 1.OD + 1.OL2 132 1600 0.0824 1 1.OD + 0.75Lr + 0.75L2 132 2010 0.0659 1 1.OD + 0.75S + 0.75L2 132 1840 0.0717 1 1.OD + 0.75R + 0.75L2 132 1840 0.0717 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 132 2570 0.0515 1 1.OD + 0.75S + 0.45W,dn + 0.75L2 132 2570 0.0515 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 132 2570 0.0515 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 132 2570 0.0515 1 1.OD + 0.6W,dn2 132 2570 0.0515 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 612 2570 0.239 1 1.OD + 0.75L + 0.75S + 0.45W,dn2 612 2570 0.239 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 612 2570 0.239 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 132 2570 0.0515 1 1.OD + 0.75S + 0.75L2 + 0.45W,dn2 132 2570 0.0515 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 132 2570 0.0515 1 0.6D + 0.6W,up2 79.3 2570 0.0309 1 1.OD + 0.7Ev + 0.7Eh2 132 2570 0.0515 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 612 2570 0.239 1 0.6D + -0.7Ev + 0.7Eh2 79.3 2570 0.0309 1 1.OD + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 132 2570 0.0515 Beam Stability in Negative Bending BS- = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability # L (in) Factor CD Capacity M' (1b - ft) Fct. Cy Factor CQ Moment M (Ib - ft) Factor CL 1 96 1.0131 0.9 1440 1.14 0.807 1410 0.807 1 96 1.OD + 1.01- 1 1600 1.14 0.807 1410 0.758 1 96 1.0131 + 1.01-r 1.25 2010 1.14 0.807 1410 0.644 1 96 1.01D + 1.OS 1.15 1840 1.14 0.807 1410 0.687 1 96 1.OD + 1.OR 1.15 1840 1.14 0.807 1410 0.687 1 96 1.OD + 0.751- + 0.751-r 1.25 2010 1.14 0.807 1410 0.644 1 96 1.01D + 0.75L + 0.75S 1.15 1840 1.14 0.807 1410 0.687 1 96 1.01D + 0.75L + 0.75R 1.15 1840 1.14 0.807 1410 0.687 1 96 1.OD + 0.6W,dn 1.6 2570 1.14 0.807 1410 0.52 1 96 1.01D + 0.7Ev + 0.7Eh 1.6 2570 1.14 0.807 1410 0.52 1 96 1.OD + 0.75L + 0.751-r + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn 1 96 1.0131 + 0.751- + 0.75S + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn 1 96 1.OD + 0.75L + 0.75R + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn 1 96 1.OD + 0.751- + 0.75S + 1.6 2570 1.14 0.807 1410 0.52 0.525Ev + 0.525Eh 1 96 0.6D + 0.6W,up 1.6 2570 1.14 0.807 1410 0.52 1 96 0.6D + -0.7Ev + 0.7Eh 1.6 2570 1.14 0.807 1410 0.52 1 96 1.OD + 1.01-2 1 1600 1.14 0.807 1410 0.758 1 96 1.0131 + 0.751-r + 0.751-2 1.25 2010 1.14 0.807 1410 0.644 1 96 1.01D + 0.75S + 0.751-2 1.15 1840 1.14 0.807 1410 0.687 1 96 1.0131 + 0.75R + 0.751-2 1.15 1840 1.14 0.807 1410 0.687 1 96 1.01D + 0.751-r + 0.45W,dn + 1.6 2570 1.14 0.807 1410 0.52 0.75L2 1 96 1.OD + 0.75S + 0.45W,dn + 1.6 2570 1.14 0.807 1410 0.52 0.75 L2 1 96 1.0131 + 0.75R + 0.45W,dn + 1.6 2570 1.14 0.807 1410 0.52 0.75L2 1 96 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.807 1410 0.52 0.525Eh + 0.751-2 1 96 1.01D + 0.6W,dn2 1.6 2570 1.14 0.807 1410 0.52 1 96 1.OD + 0.75L + 0.751-r + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn2 1 96 1.OD + 0.751- + 0.75S + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn2 1 96 1.01D + 0.75L + 0.75R + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn2 1 96 1.OD + 0.751-r + 0.751-2 + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn2 1 96 1.0131 + 0.75S + 0.751-2 + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn2 1 96 1.01D + 0.7511 + 0.751-2 + 1.6 2570 1.14 0.807 1410 0.52 0.45W,dn2 1 96 0.61D + 0.6W,up2 1.6 2570 1.14 0.807 1410 0.52 1 96 1.0131 + 0.7Ev + 0.7Eh2 1.6 2570 1.14 0.807 1410 0.52 1 96 1.0131 + 0.751- + 0.75S + 1.6 2570 1.14 0.807 1410 0.52 0.525Ev + 0.525Eh2 1 96 0.61D + -0.7Ev + 0.7Eh2 1.6 2570 1.14 0.807 1410 0.52 1 96 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.807 1410 0.52 0.751-2 + 0.525Eh2 Bending Capacity in Negative Bending BC- = Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.01D 0 1160 0 1 1.OD + 1.OL 0 1220 0 1 1.OD + 1.OLr 0 1290 0 1 1.OD + 1.OS 0 1270 0 1 1.01D + 1.OR 0 1270 0 1 1.01D + 0.75L + 0.75Lr 0 1290 0 1 1.OD + 0.75L + 0.75S 0 1270 0 1 1.OD + 0.75L + 0.75R 0 1270 0 1 1.OD + 0.6W,dn 0 1340 0 1 1.01D + 0.7Ev + 0.7Eh 0 1340 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 0 1340 0 1 1.01D + 0.75L + 0.75S + 0.45W,dn 0 1340 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn 0 1340 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 0 1340 0 1 0.6D + 0.6W,up 0 1340 0 1 0.61D+-0.7Ev+0.7Eh 0 1340 0 1 1.01D + 1.OL2 0 1220 0 1 1.01D + 0.75Lr + 0.75L2 0 1290 0 1 1.OD + 0.75S + 0.75L2 0 1270 0 1 1.01D+0.75R+0.75L2 0 1270 0 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 0 1340 0 1 1.01D + 0.75S + 0.45W,dn + 0.75L2 0 1340 0 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 0 1340 0 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 0 1340 0 1 1.OD + 0.6W,dn2 0 1340 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 0 1340 0 1 1.01) + 0.75L + 0.75S + 0.45W,dn2 0 1340 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 0 1340 0 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 0 1340 0 1 1.01) + 0.75S + 0.75L2 + 0.45W,dn2 0 1340 0 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 0 1340 0 1 0.6D + 0.6W,up2 0 1340 0 1 1.01) + 0.7Ev + 0.7Eh2 0 1340 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 0 1340 0 1 0.6D + -0.7Ev + 0.7Eh2 0 1340 0 1 1.01) + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 0 1340 0 Governing Bending Moment M = 7721b • ft Adjusted Shear Forces AV = Load Combination Duration Factor CD Applied Shear V (lb) Adjusted ShearV/CD 0b) D 0.9 66.1 73.5 D + L 1 386 386 D + L r 1.25 66.1 52.9 D + S 1.15 66.1 57.5 D + R 1.15 66.1 57.5 D + 0.75L + 0.75 L r 1.25 306 245 D + 0.75L + 0.75 S 1.15 306 266 D + 0.75L + 0.75 R 1.15 306 266 D + 0.6W,dn 1.6 66.1 41.3 D+0.7E 1.6 66.1 41.3 D+0.45W do+0.75L+0.75L r 1.6 306 191 D + 0.45W do + 0.75L + 0.75S 1.6 306 191 D+0.45W do+0.75L+0.75R 1.6 306 191 D + 0.525E + 0.75L + 0.75S 1.6 306 191 0.6D + 0.6W,up 1 1.61 39.71 24.8 0.61D - 0.7Ev + 0.7Eh 1.6 39.7 24.8 Governing Shear Force Wet Service Factor Temperature Factor Incising Factor Buckling Stiffness Factor Adjusted Modulus of Elasticity Adjusted Minimum Modulus of Elasticity Adjusted Axial Stiffness Adjusted Flexural Stiffness Load Applied on Compression Side? Lateral -Torsional Buckling Occurs? Wet Service Factor Temperature Factor Size Factor Flat Use Factor Incising Factor Repeating Member Factor Governing Duration Factor - Positive Bending Governing Beam Stability Factor - Positive Bending Adjusted Bending Strength - Positive Bending Applied Bending Stress - Positive Bending Governing Duration Factor - Negative Bending Fully Braced Allowable Negative Moment V = 386 lb Elastic Modulus (NDS 2018 2.3) CM,E = 0.9 Ct,E = 1 Ci,E = 1 CT = 1 El = 1440 000 psi E1nin = 522 000 psi E'A = 20 000 000 lb • ft/ft E'I = 989 000 lb • ft2 Section Bending (NDS 2018 2.3) Yes LTBflag = CM,b = 1 Ct,b = 1 CF,b = 1.1 C fu.,b = 1 Ci,b = 1 Cr = 1.15 Positive Bending (NDS 2018 2.3) CD,b = 1 C+ = L 1 F'+ = 1140 psi fb = 433 psi Negative Bending (NDS 2018 2.3) C'D,b = 0.9 M*- = 18301b • ft NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Cl 4.4.2 NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCL) NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCL) AWC TR14, Cl 2.1.3.4 NDS 2018 Supplement (Tables 4A and 5A) NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.6 NDS 2018 4.3.7 for lumber and 5.3.7 for glulam NDS 2018, Cl 4.3.8 NDS 2018 4.3.9 NDS 2018, Cl 2.3.2 AWC TR14, Cl 2.1.3.4 NDS 2018, Table 4.3.1 NDS 2018, Cl 2.3.2 NDS 2018, Cl 3.3.3.8 Equivalent Moment Factor Calculation - Negative Bending CbTable AWC TR14, Cl 2.1.3.3 Span Length L (in) I Span Type Maximum Moment M _ (lb - ft) I Q1 Moment MA (lb - ft) I Q2 Moment MB (lb. ft) I Q3 Moment MC (lb. ft) I M Mad. Factor C 96 In 132 98.9 132 98.9 1.14 Governing Buckling Moment Calculation - _ k-factor:AWC TR142.1.3.4 Load eccentricity factor: AWC bucklino Negative Bending McrTable Beam stab �ty factoGoverning AW TR142,m3ment: AW TR14 2.1.3.2 Span Length L (in) I S an T e I k-Factor k I Load Eccentricity Factor Ce I Governing Buckling Moment M (lb -ft) Beam Stability Factor CL M-ICL (1b • ft) 96 Int 1 1.72 0.807 1410 0.693 0 Governing Beam Stability Factor- Negative CL = 0.693 AWC TRI4, Cl2.1.3.4 Bending Adjusted Bending Strength - Negative ,_ — F'b — 710 psi NDS 2018, Table 4.3.1 Bending Applied Bending Stress - Negative Bending fb = 0 psi Governing Duration Factor Wet Service Factor Temperature Factor Incising Factor Adjusted Shear Strength Applied Shear Stress Wet Service Factor Temperature Factor Incising Factor Base Bearing Strength Linear Base Bearing Resistance Bearing Strength per Support Shear Design (NDS 2018 3.4) I CD = 1 CM,,, = 0.97 Ct,,, = 1 Ci,,, = 1 F„ = 175 psi fv = 41.7 psi Bearing (NDS 2018 3.10) CM,L = 0.67 Ct,L = 1 Ci,l = 1 F,'L/Cb = 419 psi RL/Cb$b = 628lbf/in BR = NDS 2018, Table 2.3.2 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018, Cl 3.10.4 Location (ft) Bearing Length 4 (in) Bearing Area Factor Cy Allowable Bearing Load R' (Ib) Governing Reaction R (lb) Utilization Min Bearing Length (in) T e 0 9.25 1 5810 386 0.0665 0.615 Ext 8 3 1 1880 386 0.205 0.615 Ext Deflections Live / short-term deflections per span aTableST = Span Length L (ft) I SpanType I Deflection d (ia) I Deflection Limit Olim (in) I Deflection Utilisation S/Olim I Deflection Ratio L/ 8 Int 1 -0.0517 0.267 0.194 1860 Long-term Deflections per Span JTableLT = Span Length L (ft) I San Type I Deflection b (in) I Deflection Limit Atin (in) I Deflection Utilisation b/Olim I Deflection Ratio L/ 8 Int 1 -0.0624 0.4 0.156 1540 Comments Wood Beam (ASD) (version 188) — Deck Beam Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: 131 PASS References: NDS 2018 (ASD) Summary Primary Loading m L W L width=4.5 in Member 3 plies - 2x12 D.Fir-L No. 2 96% Moment Utilization MIM' = 7880 Ib*ft / 8190 Ib*ft Governing Applied Bending Moment M = 78801b • ft Allowable Bending Moment M' = 8190 lb • ft Governing Load Combination for Bending f y c = 1.OD + 1.OL 51% Shear Utilization V/V' = 3000 lb / 5890 lb Governing Shear V = 3000 lb NDS2018,CIN.3.3 Allowable Shear V = 5890 lb Governing Load Combination for Shear Fv C = D + L 53% Bearing Utilization Rlk = 3000 lb / 5650 lb Governing Bearing Load R = 3000 lb Allowable Bearing Load R' = 5650 lb Minimum Bearing Length (End Supports) 4,min,end = 1.59 in 49% Governing Live / Short -Term Deflection JST = -0.171 in (L/738) Governing Live / Short -Term Deflection J,ST = —0.171 in Live / Short -Term Deflection Limit AST,max = 0.35 in Governing Live / Short -Term Deflection (LI)sT _ 738 Ratio Governing Live / Short -Term Deflection Load Combination 39% Governing Long -Term Deflection Governing Long -Term Deflection Long -Term Deflection Limit Governing Long -Term Deflection Ratio Governing Long -Term Deflection Load Combination Reactions: L SLT = -0.203 in (L/620) SLT = —0.203 in OLT,,nax = 0.525 in (Ll )LT = 620 D+L+Lr Bearing: 3 in Bearing: 3 in FactMax: 3000 lb FactMax: 3000 lb FactMin: 289lb FactMin: 289lb D:481 lb D:481 lb L: 2520lb L: 2520lb 0 2 4 6 8 10 Distance from Left of Beam (ft) Graphed Load Combination Section Type Size and Grade Number of Plies Diagrams D + L • Load Case: D + L QEnvelope 3000 2000 1000 v 0 'L^ -1000 2 4 6 10 -2000 _3000 • Load Case: D + L QEnvelope 8000 a 6000 w 4000 E 0 2000 0 2 4 6 8 10 • Strength LC Selected; Short -Term Envelope Shown QEnvelope 2 4 6 8 10 0 -0.05 C O v -0.1 W 0 -0.15 • Reactions • Axial Load • Vertical Load I 3000 Ib 3000 Ib Beam Plan Length Beam Incline (in degrees) Supports and Braces 0 2 4 6 8 10 Distance from Left of Beam (ft) Key Properties Standard Sections Database 2x12 D.Fir-L No. 2 replies = 3 LX = 10.5 ft a = 0 deg r= Support/Brace Type Position From Left x (ft) Bearing Length fy (iu) Pinned 0 3 Pinned 10.5 3 Continuous Bracing for Lateral Torsional Buckling Add Flitch Plates? Top Braced No Loads 0 Minimum Balcony/Deck Live Load Distributed Loads Deck Load D: 80 plf L: 480 plf LW: 8 ft I D: 10 psf, L• 60 psf 10.5 fr Self -weight D:11.7 plf �4 10.5 ft 2 4 6 8 10 Distance from Left of Beam (ft) LLmin,deck =60 Psf w= Label Start Location x, (ft) End Location xe (ft) Total Start Trib. Width TW, (ft) I Total End Trib. Width TW (ft) I Load Magnitudes w Deck Load 0 10.5 8 8 D: 10 psf, L: 60 psf Enable Automatic Live Load Patterning? (BETA) Brace at Point Loads? Include Self -weight Self -weight Live Load Type Design Code for Load Combinations Beam Incline Total Material Length Member Orientation Repeating Member? Service Condition Temperature Range Incised? Directly Consider Shear Deflection? Deflection Limit Absolute Limit Live / Short-term Deflection Limit Long Term Deflection Limit Double L/ Deflection Limits for Cantilevers? Adjusted Allowable Bending Stress Limit Adjusted Allowable Shear Stress Limit Width of One Ply Total Width Depth Cross -Sectional Area Strong Axis Moment of Inertia Weak Axis Moment of Inertia Section Modulus Type of Wood Product Sawn Lumber Provisions Apply? �C, No Yes SW = 11.7 Pif Occupancy AITC Timber Construction Manual 2012, Cl 2.2 Design Conditions I International Building Code (IBC) 2021 Horizontal L = 10 ft, 6 in Strong (X-X) Repeating NDS 2018, Cl 4.3.9 Wet NDS 2018, Cl 4.3.3 T <_ 1001F NDS 2018, Table 2.3.3 No NDS 2018, Cl 4.3.8 No [APATT-082, *True (Shear -Free) and Apparent Moduli of Elasticir](https://www.apawood.org/publication-search? q=tt-08 &tid=1) Amax = 1 in (L/),T = 360 IBC, Table1604.3 (LI)LT = 240 [International Building Code 2018, Table 1604.3](https:// Yes codes.iccsafe.org/content/IBC2018/chapter-16-structural- design) Advanced Design Criteria Fb,max = 0 Psi Fv,max = 0 Psi Member Properties b = 1.5 in btot = 4.5 in d = 11.3 in A = 50.6 in Ixx = 534 in4 Iyy = 85.4 in4 S = 94.9 in3 Type = Dimension Lumber S.Lbr = Yes NDS 2018, Ch.4 Species / Brand Species = Douglas Fir -Larch Grade Grade = No. 2 Shear Deflection Must be Checked? ck.Oshear =No Manufacturer literature Is Wane Reduction Factor Relevant for Wane? = No NDS 2018Supplement, Table SA-C Grade? Is Repeating Member Factor Relevant for Rep? = Yes NDS 2018 Product? Member is Typically Spaced Regularly? Reg.Sp? = No Base Allowable BendingStress F b — 900 psi P NDS 2018Supplement (Table 5Bfor reduction indeep glulam strength) Base Allowable Ne Negative Stress g g F = b 900 psi P ND52018 mstrenpplementTableSBforreductionindeep glulam strength) Base Allowable Shear Stress F„ = 180 psi NDS 2018 Supplement Base Perpendicular Compression Fel = 625 psi NDS 2018 Supplement Allowable Stress True Modulus of Elasticity Et,.,! = 1600000 psi NDS 2018 Supplement Apparent Modulus of Elasticity Eo,Pz, = 1600000 psi NDS 2018 Supplement Modulus of Elasticity for Deflections E = 1600000 psi NDS 2018 Supplement Base Reference Minimum Elastic Modulus E .i,,, = 580000 psi Load Combination Analysis Snow Load Duration Factor CD,snoto = 1.15 NDS 2018, Table 2.3.2 Duration Factors CD = [0.9 1 1 1.15 1.25 1.6 2S20J5."J2.3.2 Strength Load Combinations LC,gtr = Load Combination Duration Factor CD Total Load ER (lb) Shear (Ib) Pos. Moment M+ (1b-ft) Neg. Moment M— (1b-R) Max Reaction R (lb) D 0.9 962 481 1260 0 481 D + L 1 6000 3000 7880 0 3000 D + L r 1.25 962 481 1260 0 481 D + S 1.15 962 481 1260 0 481 D + R 1.15 962 481 1260 0 481 D + 0.75L + 0.75 L r 1.25 4740 2370 6220 0 2370 D + 0.75L + 0.75 S 1.15 4740 2370 6220 0 2370 D + 0.75L + 0.75 R 1.15 4740 2370 6220 0 2370 D + 0.6W,dn 1.6 962 481 1260 0 481 D + 0.7E 1.6 962 481 1260 0 481 D + 0.45W do + 0.75L + 0.75E r 1.6 4740 2370 6220 0 2370 D + 0.45W do + 0.75L + 0.75S 1.6 4740 2370 6220 0 2370 D + 0.45W do + 0.75L + 0.75R 1.6 4740 2370 6220 0 2370 D + 0.525E + 0.75L + 0.75S 1.6 4740 2370 6220 0 2370 0.6D + 0.6W,up 1.6 577 289 758 0 289 0.61D - 0.7Ev + 0.7Eh 1.6 577 289 758 0 289 Short-term Serviceability Load LcaervST Combinations = Load Combination Total Load ER (lb) Max Deflection be (in) L 5040 -0.171 Lr 0 0 S 0 0 0.42W do 0 0 0.42W_up 0 0 Long-term Serviceability Load LCservLT Combinations = Load Combination Total Load ER (lb) I Max Deflection Se (in) D+L+Lr 6000 -0.203 Unfactored Load Analysis Unfactored Loads Load Type Total Load ER (lb) Shear V (lb) Moment M (lb - ft) Max Reaction R (lb) Deflection S (in) D 962 -481 1260 481-0.0326 L 5040 2520 6610 2520 -0.171 Governing Load Combination Determination Beam Stability in Positive Bending BS+ = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability k L(i.) Factor CD Capacity M'(lb- ft) FCC Factor CQ MomentM (lb-ft) Factor CL 1 126 1.OD 0.9 6410 1.14 0.82 35 800 1 1 126 1.OD + 1.01- 1 7120 1.14 0.82 35 800 1 1 126 1.OD + 1.01-r 1.25 8900 1.14 0.82 35 800 1 1 126 1.OD + 1.OS 1.15 8190 1.14 0.82 35 800 1 1 126 1.OD + 1.OR 1.15 8190 1.14 0.82 35 800 1 1 126 1.OD + 0.75L + 0.75Lr 1.25 8900 1.14 0.82 35 800 1 1 126 1.OD + 0.75L + 0.75S 1.15 8190 1.14 0.82 35 800 1 1 126 1.OD + 0.75L + 0.75R 1.15 8190 1.14 0.82 35 800 1 1 126 1.OD + 0.6W,dn 1.6 11 400 1.14 0.82 35 800 1 1 126 1.OD + 0.7Ev + 0.7Eh 1.6 11 400 1.14 0.82 35 800 1 1 126 1.OD + 0.75L + 0.75Lr + 1.6 11 400 1.14 0.82 35 800 1 0.45W,dn 1 126 1.01) + 0.75L + 0.75S + 1.6 11 400 1.14 0.82 35 800 1 126 0.45W,dn 1.OD + 0.75L + 0.75R + 1.6 1 11400 1.14 0.82 35800 1 0.45W,dn 1 126 1.01) + 0.75L + 0.75S + 1.6 11 400 1.14 0.82 35 800 1 0.525Ev + 0.525Eh 1 126 0.61) + 0.6W,up 1.6 11 400 1.14 0.82 35 800 1 1 126 0.6D + -0.7Ev + 0.7Eh 1.6 11 400 1.14 0.82 35 800 1 1 126 1.OD + 1.01-2 1 7120 1.14 0.82 35 800 1 1 126 1.01) + 0.75Lr + 0.751-2 1.25 8900 1.14 0.82 35 800 1 1 126 1.OD + 0.75S + 0.751-2 1.15 8190 1.14 0.82 35 800 1 1 126 1.OD + 0.75R + 0.751-2 1.15 8190 1.14 0.82 35 800 1 1 126 1.OD + 0.751-r + 0.45W,dn + 1.6 11 400 1.14 0.82 35 800 1 0.75L2 1 126 1.OD + 0.75S + 0.45W,dn + 1.6 11 400 1.14 0.82 35 800 1 0.75 L2 1 126 1.OD + 0.75R + 0.45W,dn + 1.6 11 400 1.14 0.82 35 800 1 0.75L2 1 126 1.OD + 0.75S + 0.525Ev + 1.6 11 400 1.14 0.82 35 800 1 0.525Eh + 0.751-2 1 126 1.OD + 0.6W,dn2 1.6 11 400 1.14 0.82 35 800 1 1 126 1.OD + 0.75L + 0.75Lr + 1.6 11 400 1.14 0.82 35 800 1 0.45W,dn2 1 126 1.OD + 0.75L + 0.75S + 1.6 11 400 1.14 0.82 35 800 1 0.45W,dn2 1.OD + 0.75L + 0.75R + 1 126 1.6 11 400 1.14 0.82 35 800 1 0.45W,dn2 1 126 1.OD + 0.751-r + 0.751-2 + 1.6 11 400 1.14 0.82 35 800 1 0.45W,dn2 1 126 1.OD + 0.75S + 0.751-2 + 1.6 11 400 1.14 0.82 35 800 1 0.45W,dn2 1 126 1.OD + 0.75R + 0.751-2 + 1.6 11 400 1.14 0.82 35 800 1 0.45W,dn2 1 126 0.6D + 0.6W,up2 1.6 11 400 1.14 0.82 35 800 1 1 126 1.01) + 0.7Ev + 0.7Eh2 1.6 11 400 1.14 0.82 35 800 1 1 126 1.01) + 0.75L + 0.75S + 1.6 11 400 1.14 0.82 35 800 1 0.525Ev + 0.525Eh2 1 126 0.6D + -0.7Ev + 0.7Eh2 1.6 11 400 1.14 0.82 35 800 1 1 126 1.OD + 0.75S + 0.525Ev + 1.6 11 400 1.14 0.82 35 800 1 0.75L2 + 0.525Eh2 Wood Bending Capacity in Positive BC+ -_ Bending Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.OD 1260 6410 0.197 1 1.OD + 1.OL 7880 7120 1.11 1 1.OD + 1.OLr 1260 8900 0.142 1 1.OD + 1.OS 1260 8190 0.154 1 1.OD + 1.OR 1260 8190 0.154 1 1.OD + 0.75L + 0.75Lr 6220 8900 0.699 1 1.OD + 0.75L + 0.75S 6220 8190 0.76 1 1.OD + 0.75L + 0.75R 6220 8190 0.76 1 1.OD + 0.6W,dn 1260 11 400 0.111 1 1.OD + 0.7Ev + 0.7Eh 1260 11 400 0.111 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 6220 11 400 0.546 1 1.OD + 0.75L + 0.75S + 0.45W,dn 6220 11 400 0.546 1 1.OD + 0.75L + 0.75R + 0.45W,dn 6220 11 400 0.546 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 6220 11 400 0.546 1 0.6D + 0.6W,up 758 11 400 0.0665 1 0.6D + -0.7Ev + 0.7Eh 758 11 400 0.0665 1 1.OD + 1.OL2 1260 7120 0.177 1 1.OD + 0.75Lr + 0.75L2 1260 8900 0.142 1 1.OD + 0.75S + 0.75L2 1260 8190 0.154 1 1.OD + 0.75R + 0.75L2 1260 8190 0.154 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 1260 11 400 0.111 1 1.OD + 0.75S + 0.45W,dn + 0.75L2 1260 11 400 0.111 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 1260 11 400 0.111 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 1260 11 400 0.111 1 1.OD + 0.6W,dn2 1260 11 400 0.111 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 6220 11 400 0.546 1 1.OD + 0.75L + 0.75S + 0.45W,dn2 6220 11 400 0.546 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 6220 11 400 0.546 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 1260 11 400 0.111 1 1.OD + 0.75S + 0.75L2 + 0.45W,dn2 1260 11 400 0.111 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 1260 11 400 0.111 1 0.6D + 0.6W,up2 758 11 400 0.0665 1 1.OD + 0.7Ev + 0.7Eh2 1260 11 400 0.111 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 6220 11 400 0.546 1 0.6D + -0.7Ev + 0.7Eh2 758 11 400 0.0665 1 1.OD + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 1260 11 400 0.111 Beam Stability in Negative Bending BS- = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability # L (in) Factor CD Capacity M' (1b - ft) Fct. Cy Factor CQ Moment M (Ib - ft) Factor CL 1 126 1.0131 0.9 6410 1.14 0.82 35 800 0.989 1 126 1.OD + 1.01- 1 7120 1.14 0.82 35 800 0.988 1 126 1.0131 + 1.01-r 1.25 8900 1.14 0.82 35 800 0.984 1 126 1.01D + 1.OS 1.15 8190 1.14 0.82 35 800 0.986 1 126 1.OD + 1.OR 1.15 8190 1.14 0.82 35 800 0.986 1 126 1.OD + 0.751- + 0.751-r 1.25 8900 1.14 0.82 35 800 0.984 1 126 1.01D + 0.75L + 0.75S 1.15 8190 1.14 0.82 35 800 0.986 1 126 1.01D + 0.75L + 0.75R 1.15 8190 1.14 0.82 35 800 0.986 1 126 1.OD + 0.6W,dn 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.01D + 0.7Ev + 0.7Eh 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.OD + 0.75L + 0.751-r + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn 1 126 1.0131 + 0.751- + 0.75S + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn 1 126 1.OD + 0.75L + 0.75R + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn 1 126 1.OD + 0.751- + 0.75S + 0.525Ev + 0.525Eh 1.6 11 400 1.14 0.82 35 800 0.978 1 126 0.6D + 0.6W,up 1.6 11 400 1.14 0.82 35 800 0.978 1 126 0.6D + -0.7Ev + 0.7Eh 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.OD + 1.01-2 1 7120 1.14 0.82 35 800 0.988 1 126 1.0131 + 0.751-r + 0.751-2 1.25 8900 1.14 0.82 35 800 0.984 1 126 1.01D + 0.75S + 0.751-2 1.15 8190 1.14 0.82 35 800 0.986 1 126 1.0131 + 0.75R + 0.751-2 1.15 8190 1.14 0.82 35 800 0.986 1 126 1.01D + 0.751-r + 0.45W,dn + 1.6 11 400 1.14 0.82 35 800 0.978 0.75L2 1 126 1.OD + 0.75S + 0.45W,dn + 1.6 11 400 1.14 0.82 35 800 0.978 0.75 L2 1 126 1.0131 + 0.75R + 0.45W,dn + 1.6 11 400 1.14 0.82 35 800 0.978 0.75L2 1 126 1.OD + 0.75S + 0.525Ev + 1.6 11 400 1.14 0.82 35 800 0.978 0.525Eh + 0.751-2 1 126 1.01D + 0.6W,dn2 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.OD + 0.75L + 0.751-r + 0.45W,dn2 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.OD + 0.751- + 0.75S + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn2 1 126 1.01D + 0.75L + 0.75R + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn2 1 126 1.OD + 0.751-r + 0.751-2 + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn2 1 126 1.0131 + 0.75S + 0.751-2 + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn2 1 126 1.01D + 0.7511 + 0.751-2 + 1.6 11 400 1.14 0.82 35 800 0.978 0.45W,dn2 1 126 0.61D + 0.6W,up2 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.0131 + 0.7Ev + 0.7Eh2 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.0131 + 0.751- + 0.75S + 1.6 11 400 1.14 0.82 35 800 0.978 0.525Ev + 0.525Eh2 1 126 0.61D + -0.7Ev + 0.7Eh2 1.6 11 400 1.14 0.82 35 800 0.978 1 126 1.OD + 0.75S + 0.525Ev + 1.6 11 400 1.14 0.82 35 800 0.978 0.751-2 + 0.525Eh2 Bending Capacity in Negative Bending BC- = Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.0 D 0 6340 0 1 1.OD + 1.OL 0 7030 0 1 1.OD + 1.OLr 0 8760 0 1 1.OD + 1.OS 0 8070 0 1 1.01D + 1.OR 0 8070 0 1 1.01D + 0.75L + 0.75Lr 0 8760 0 1 1.OD + 0.75L + 0.75S 0 8070 0 1 1.OD + 0.75L + 0.75R 0 8070 0 1 1.OD + 0.6W,dn 0 11 100 0 1 1.01D + 0.7Ev + 0.7Eh 0 11 100 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 0 11100 0 1 1.01D + 0.75L + 0.75S + 0.45W,dn 0 11 100 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn 0 11 100 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 0 11 100 0 1 0.6D + 0.6W,up 0 11 100 0 1 0.61D+-0.7Ev+0.7Eh 0 11100 0 1 1.01D + 1.OL2 0 7030 0 1 1.01D + 0.75Lr + 0.75L2 0 8760 0 1 1.OD + 0.75S + 0.75L2 0 8070 0 1 1.01D + 0.75R + 0.75L2 0 8070 0 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 0 11 100 0 1 1.01D + 0.75S + 0.45W,dn + 0.75L2 0 11 100 0 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 0 11 100 0 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 0 11 100 0 1 1.OD + 0.6W,dn2 0 11 100 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 0 11 100 0 1 1.01) + 0.75L + 0.75S + 0.45W,dn2 0 11 100 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 0 11 100 0 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 0 11 100 0 1 1.01) + 0.75S + 0.75L2 + 0.45W,dn2 0 11 100 0 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 0 11 100 0 1 0.6D + 0.6W,up2 0 11 100 0 1 1.01) + 0.7Ev + 0.7Eh2 0 11 100 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 0 11 100 0 1 0.6D + -0.7Ev + 0.7Eh2 0 11 100 0 1 1.01) + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 0 11 100 0 Governing Bending Moment M = 78801b • ft Adjusted Shear Forces AV = Load Combination Duration Factor CD Applied Shear V (lb) Adjusted Shear V/CD (1b) D 0.9 481 535 D + L 1 3000 3000 D + L r 1.25 481 385 D+S 1.15 481 418 D + R 1.15 481 418 D + 0.75L + 0.75 L r 1.25 2370 1900 D + 0.75L + 0.75 S 1.15 2370 2060 D + 0.75L + 0.75 R 1.15 2370 2060 D + 0.6W,dn 1.6 481 301 D+0.7E 1.6 481 301 D + 0.45W do + 0.75L + 0.75E r 1.6 2370 1480 D + 0.45W do + 0.75L + 0.755 1.6 2370 1480 D + 0.45W do + 0.75L + 0.75R 1.6 2370 1480 D + 0.525E + 0.75L + 0.755 1.61 2370 1480 0.6D + 0.6W,up 1.6 2891 180 0.61D - 0.7Ev + 0.7Eh 1.6 289 180 Governing Shear Force Wet Service Factor Temperature Factor Incising Factor Buckling Stiffness Factor Adjusted Modulus of Elasticity Adjusted Minimum Modulus of Elasticity Adjusted Axial Stiffness Adjusted Flexural Stiffness Load Applied on Compression Side? Lateral -Torsional Buckling Occurs? Wet Service Factor Temperature Factor Size Factor Flat Use Factor Incising Factor Repeating Member Factor Governing Duration Factor - Positive Bending Governing Beam Stability Factor - Positive Bending Adjusted Bending Strength - Positive Bending Applied Bending Stress - Positive Bending Governing Duration Factor - Negative Bending Fully Braced Allowable Negative Moment V = 3000 lb Elastic Modulus (NDS 2018 2.3) CM,E = 0.9 Ct,E = 1 Ci,E = 1 CT = 1 El = 1440 000 psi E1nin = 522 000 psi E'A = 72 900 000 lb - ft/ft E'I = 5 340 000 lb • ft2 Section Bending (NDS 2018 2.3) Yes LTBflag = CM,b = 1 Ct,b = 1 CF,b = 1 C fu.,b = 1 Ci,b = 1 Cr = 1.15 Positive Bending (NDS 2018 2.3) CD,b = 1 CL+ = 1 F'+ = 1030 psi fb = 996 psi Negative Bending (NDS 2018 2.3) C'D,b = 0.9 M*— = 73701b • ft NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Cl 4.4.2 NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCE) NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCE) AWC TR14, Cl 2.1.3.4 NDS 2018 Supplement (Tables 4A and 5A) NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.6 NDS 2018 4.3.7 for lumber and 5.3.7 for glulam NDS 2018, Cl 4.3.8 NDS 2018 4.3.9 NDS 2018, Cl 2.3.2 AWC TR14, Cl 2.1.3.4 NDS 2018, Table 4.3.1 NDS 2018, Cl 2.3.2 NDS 2018, Cl 3.3.3.8 Equivalent Moment Factor Calculation - Negative Bending CbTable AWC TR14, Cl 2.1.3.3 Span Length L (in) I Span Type Maximum Moment M _ (lb - ft) Q1 Moment MA (1b. ft) Q2 Moment MB (lb. ft) Q3 Moment Mc (lb. ft) M Mad. Factor Cb 126 Int 1260 945 1260 945 1.14 Governing Buckling Moment Calculation - _ k-factor: AWC TR142.1.3.4 Load eccentricity factor: AWC bucklino Negative Bending McrTable Beam stab �ty factoGoverning AW TR142,m3ment: AW TR14 2.1.3.2 Span Length L (in) I S an T e I k-Factor k I Load Eccentricity Factor Ce I Governing Buckling Moment M (lb . ft) I Beam Stability Factor CL M-/CL (1b • ft) 126 Int 1 1.72 0.82 35800 0.987 0 Governing Beam Stability Factor- Negative CL = 0.987 AWC TRIO, Cl2.1.3.4 Bending Adjusted Bending Strength - Negative ,_ Fb — 920 psi NDS 2018, Table 4.3.1 Bending Applied Bending Stress - Negative Bending fb = 0 psi Governing Duration Factor Wet Service Factor Temperature Factor Incising Factor Adjusted Shear Strength Applied Shear Stress Wet Service Factor Temperature Factor Incising Factor Base Bearing Strength Linear Base Bearing Resistance Bearing Strength per Support Shear Design (NDS 2018 3.4) I CD = 1 CM,,, = 0.97 Ct,,, = 1 Ci,,, = 1 F„ = 175 psi fv = 88.9 psi Bearing (NDS 2018 3.10) CM,L = 0.67 Ct,L = 1 Ci,l = 1 F,'L/Cb = 419 psi RJCb$b = 18801bf/in BR = NDS 2018, Table 2.3.2 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018, Cl 3.10.4 Location (ft) Bearing Length 4 (in) Bearing Area Factor Cy Allowable Bearing Load R' (Ib) Governing Reaction R (lb) Utilization Min Bearing Length (in) T e 0 3 1 5650 3000 0.531 1.59 Ext 10.5 3 1 5650 3000 0.531 1.59 Ext Deflections Live / short-term deflections per span aTableST = Span Length L (ft) I SpanType I Deflection d (ia) I Deflection Limit Olim (in) I Deflection Utilisation S/Olim. I Deflection Ratio L/ 10.5 Int 1 -0.171 1 0.35 0.488 738 Long-term Deflections per Span JTableLT = Span Length L (ft) 1 San Type I Deflection b (in) I Deflection Limit Atin (in) I Deflection Utilisation b/Olim I Deflection Ratio L/ 10.5 Int 1 -0.203 0.525 0.387 620 Comments Pier Footing (version 6) Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: F1 PASS References: IBC 2021, ACI 318-19 Lateral Soil Stress at 1 /3 of Embedment Depth 0% Allowable Lateral Soil Stress Gross Vertical Bearing Pressure 72% Allowable Vertical Bearing Pressure 1% Pier Compression and Bending Capacity Shear Demand 0% Pier Shear Strength Ultimate Bearing Load 8% Pier Bearing Capacity Pier Diameter Embedment Depth Height of Pier Above Ground Total Pier Length Lateral Constraint at Ground Surface Concrete Strength Concrete Weight Classification Concrete Density Lightweight Concrete Factor Concrete Strength Square Root Term Volume of Concrete Summary Si = 0psf IBC 2021, Cl 1807.3.2.1 S. = 66.7 psf qg = 1440 psf q,, = 2000 psf Int = 0.011 ACI 318-19, Cl 14.5.4.1 V. = 0 lb O TV ,, = 72701b ACI 318-19, Cl 14.5.5 P,, = 2500lb OB,,, = 31200lb bpos[=0.292 ft H Pier Properties b= 18in d= 2ft h9 = 1 ft Lpie. = 3 ft, 0 in Nonconstrained Concrete Properties f� = 2500 psi Normalweight we = 150 pcf f' = 50 psi Ve = 0.196 yd3 I Post Properties I Post and Connection Type Embedded Rectangular Post IBC 2021, Cl 1807.3.2 ACI 318-19 Table 19.2.1.1 ACI 318-19, Cl 19.2.4.2 and Cl 19.2.4.3 ACI 318-19, Cl 19.2.4.2 and Cl 19.2.4.3 Post Breadth bpost = 3.5 in Post Thickness tpost = 3.5 in Bearing Area Ab = 12.2 in Least Bearing Dimension 21,,;n = 3.5 in Bearing Area Diagonal Length idiag = 4.95 in Soil Properties Allowable Soil Gross Bearing Capacity qa = 2000 psf IBC 2021, Cl 1806.2 Allowable Lateral Pressure per Unit Depth S = 100 psf/ft IBC 2021, Cl 1806.1 and 1806.2 Applied Loads Height Above Ground of Lateral Load h= lft Application Axial, Shear, & Moment Loads about X- V, P, M — axis Label Location z (a) Axial Eccentricity y (ft) Load Magnitudes V, P, M Dead + Occupancy 0 0 D: 0 lb, 750 lb, 0 lb ft, L: 0 lb, 1000 lb, 0 lb ft Dead + Occupancy 1 D-750 lb f1 L:1000 lb Dead + Occupancy 1 D:750 lb f1 L:1000 lb Use Reduced Companion Live Load? No ASCE 7-162.3.1.1 Self Weight of Pier SW = 795 lb Consider Self Weight? Yes Design Criteria Design Code for Load Combinations International Building Code (IBC) 2021 Total Unfactored Loads Unfactored Loads Loads = Load Type Axial Load P (lb) Lateral Load V (Ib) I Moment Load M (Ib ft) D 751 0 0 L 1000 0 0 ASD Load Combinations (ASCE 7-16, Ch. 2) Service (ASD) Load Combinations without LCASD Self -Weight = IBC 2021, Cl 1605.2 Load Combination Axial Load P (lb) Lateral Load V (lb) Pure Moment Load M (lb -ft) D 750 0 0 D + L 1750 0 0 D+ L r 750 0 0 D + S 750 0 0 D + R 750 0 0 D+ 0.75L + 0.75 L r 1500 0 0 D+ 0.75L + 0.75 S 1500 0 0 D + 0.75L + 0.75 R 1500 0 0 D + 0.6W,dn 750 0 0 D + 0.7E 750 0 0 D+0.45W do+0.75L+0.75L r 1500 0 0 D + 0.45W do + 0.75L + 0.75S 1500 0 0 D + 0.45W do + 0.75L + 0.75R 1500 0 0 D + 0.525E + 0.75L + 0.75S 1500 0 0 0.61) + 0.6W,up 450 0 0 0.61D-0.7Ev+0.7Eh 450 0 0 Service (ASD) Load Combinations LCASD = IBC 2021, Cl 1605.2 Load Combination Axial Load P (lb) Lateral Load V (lb) Pure Moment Load M (lb - ft) D 1550 0 0 D + L 2550 0 0 D+ L r 1550 0 0 D + S 1550 0 0 D + R 1550 0 0 D+ 0.75L + 0.75 L r 2300 0 0 D+ 0.75L + 0.75 S 2300 0 0 D + 0.75L + 0.75 R 2300 0 0 D + 0.6W,dn 1550 0 0 D + 0.7E 1550 0 0 D+0.45W do+0.75L+0.75L r 2300 0 0 D + 0.45W do + 0.75L + 0.75S 2300 0 0 D + 0.45W do + 0.75L + 0.75R 2300 0 0 D + 0.525E + 0.75L + 0.75S 2300 0 0 0.61) + 0.6W,up 927 0 0 0.61D-0.7Ev+0.7Eh 927 0 0 Governing ASD Axial Load Governing ASD Lateral Load Governing ASD Pure Moment Effective ASD Lateral Load Considering Moments P,g = 2550 ib Vs = O lb M9 = 0Ib•ft V,,eff = 0lb ILRFD Load Combinations (ASCE 7-16, Ch. 2 and ACI 318-19, Ch. 13) Strength Load Combinations LCstr = Load Combination Factored Axial Load P. (lb) Ultimate Shear [ V (lb) Ultimate Moment M. (lb -ft) 1.4D 1050 0 0 1.2D + 1.61- + 0.5L r 2500 0 0 1.21D + 1.61- + 0.5S 2500 0 0 1.2D+1.61-+0.5R 2500 0 0 1.2D+1.6L r+f 1L 1900 0 0 1.2D + 1.6L r + 0.5W do 901 0 0 1.21D+1.6S+f 1L 1900 0 0 1.2D + 1.6S + 0.5W do 901 0 0 1.2D+1.6R+f 1L 1900 0 0 1.2D + 1.6R + 0.5W do 901 0 0 1.2D+1.OW do+f 1L+0.5L r 1900 0 0 1.21)+1.OW do+f 1L+0.5S 1900 0 0 1.2D+1.OW do+f 1L+0.5R 1900 0 0 1.21)+1.OE v+1.OE h+f 1L+0.2S 1900 0 0 0.9D + 1.OW_up 676 0 0 0.91) - 1.0E v + 1.0E h 676 0 0 Maximum Ultimate Axial Load Minimum Ultimate Axial Load Maximum Ultimate Shear Load Maximum Ultimate Moment Load Resistance Factor for Plain Concrete Elements Pier Gross Sectional Area Pier Net Sectional Area Pier Section Modulus Vertical Distance Between Supports 0% Pier Moment Capacity (Tension Face) 0% Pier Moment Capacity (Compression Face) 1% Pier Compression Capacity Required Embedment Depth Solved Minimum Embedment Depth Lateral Soil Stress at Designated Depth Pumax 25001b Pumin = 676 lb Vumax = 0 lb Mumax = 0 lb • ft Pier Capacity (ACI 318-19, Ch. 21) ¢ = 0.6 Ag = 254 in' An, = 242 inz Sm = 565 in3 to = 3 ft, 0 in OMn,t = 70701b • ft OX,c = 60100 lb • ft OPn = 228 0001b Pier Embedment (IBC 2021, Ch. 18) dtnin = 1 ft, 6 in dxnin,solved = 1 ft, 6 in SI = 0 psf Comments ACI 318-19. Table 21.2.1 ACI 318-19, Cl 14.5.2.1 ACI 318-19, Cl 14.5.2.1 ACI 318-19, Cl 14.5.3.1 IBC 2021, Eq. 18-1 and 18-2 IBC 2021, Eq. 18-1 and 18-2 IBC 2021, Eq. 18-1 and 18-2 Wood Beam (ASD) (version 188) — Deck Joist Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: R1 PASS References: NDS 2018 (ASD) Summary Primary Loading N Oi II a H b=1.5in Member 2x10 D.Fir-L No. 2 59% Moment Utilization MIM' = 1210 lb*ft/ 2030 lb*ft Governing Applied Bending Moment M = 12101b • ft Allowable Bending Moment M' = 20301b • ft Governing Load Combination for Bending f y c = 1.OD + 1.01L 30% Shear Utilization V/V' = 483 lb / 1620 lb Governing Shear V = 4831b Allowable Shear V = 1620 lb Governing Load Combination for Shear Fv C = D + L 8% Bearing Utilization Rlk = 483 lb / 5810 lb Governing Bearing Load R = 4831b Allowable Bearing Load R' = 5810 lb Minimum Bearing Length (End Supports) 4,.in,,end = 0.768 in 38% Governing Live / Short -Term Deflection JST = -0.126 in (L/950) Governing Live / Short -Term Deflection JsT = —0.126 in Live / Short -Term Deflection Limit AST,.aax = 0.333 in Governing Live / Short -Term Deflection (LI )ST = 950 Ratio Governing Live / Short -Term Deflection L Load Combination 30% Governing Long -Term Deflection SLT = -0.152 in (L/787) Governing Long -Term Deflection SLT = —0.152 in Long -Term Deflection Limit OLT,max = 0.5 in Governing Long -Term Deflection Ratio (L/)LT = 787 Governing Long -Term Deflection Load Combination D+L+Lr Reactions: NDS 2018, CI N.3.3 Bearing. 9.25 in Bearing 9.25 in FactMax:483 lb FactMax:483 lb FactMin: 49.6 lb FactMin: 49.6 lb D: 82.7lb D: 82.7lb L: 400lb L: 400lb 0 2 4 6 8 10 Distance from Left of Beam (ft) Graphed Load Combination • Load Case: D + L QEnvelope Diagrams D + L 400 g 200 0 v s �^ -200 2 4 6 8 10 -400 • Load Case: D + L QEnvelope 1200 1000 a 800 w 600 0 400 200 0 2 4 6 8 10 • Strength LC Selected; Short -Term Envelope Shown QEnvelope 2 4 6 8 10 0 _ -0.02 -0.04 C � -0.06 v -0.08 o -0.1 -0.12 • Reactions • Axial Load • Vertical Load I 483 lb 483 lb Section Type Size and Grade Number of Plies Beam Plan Length Beam Incline (in degrees) Supports and Braces 0 2 4 6 8 10 Distance from Left of Beam (ft) Key Properties Standard Sections Database 2x10 D.Fir-L No. 2 replies = 1 LX = 10 ft a = 0 deg r= Support/Brace Type Position From Left x (ft) Bearing Length 4 (in) Pinned 0 9.25 Pinned 10 9.25 Continuous Bracing for Lateral Torsional Buckling Add Flitch Plates? Top Braced No Loads Floor Load D: 13.3 plf L: 80 plf 0 LW: 1.33 ft I D: 10 psf, L: 60 psf loft Self -weight D: 3.2 plf 01 :4 loft 0 Minimum Balcony/Deck Live Load Center -to -Center Spacing (= tributary width) Distributed Loads 2 4 6 8 10 Distance from Left of Beam (ft) LLmin,deck =60 Psf s = 16 in w= Label Start Location x, (ft) End Location x, (ft) Total Start Trib. Width TW (ft) Total End Trib. Width TW (ft) I Load Magnitudes w Floor Load 0 10 1.33 1.33 D: 10 psf, L: 60 psf Enable Automatic Live Load Patterning? (BETA) Brace at Point Loads? Include Self -weight Self -weight Live Load Type Design Code for Load Combinations Beam Incline Total Material Length Member Orientation Repeating Member? Service Condition Temperature Range Incised? Directly Consider Shear Deflection? Deflection Limit Absolute Limit Live / Short-term Deflection Limit Long Term Deflection Limit Double L/ Deflection Limits for Cantilevers? Adjusted Allowable Bending Stress Limit Adjusted Allowable Shear Stress Limit Width of One Ply Total Width Depth Cross -Sectional Area Strong Axis Moment of Inertia Weak Axis Moment of Inertia Section Modulus No Yes SW = 3.2 pif Occupancy AITC Timber Construction Manual 2012, Cl 2.2 Design Conditions I International Building Code (IBC) 2021 Horizontal L = 10 ft, 0 in Strong (X-X) Repeating NDS 2018, Cl 4.3.9 Wet NDS 2018, Cl 4.3.3 T<_ 1001F NDS 2018, Table 2.3.3 No NDS 2018, Cl 4.3.8 [APA TT-082, *True (Shear -Free) and Apparent Moduli of No Elasticity*](https://www.apawood.org/publication-search? q=tt-082&tid=1) Arnax = 1 in (L/)sT = 360 IBC, Table1604.3 (LI)LT = 240 [International Building Code 2018, Table 1604.3](https:// Yes codes.iccsafe.org/content/IBC2018/chapter-l6-structural- design) Advanced Design Criteria F6,Tnax = 0 psi / Fwmax = 0 psi Member Properties b = 1.5 in btot = 1.5 in d = 9.25 in A = 13.9 in Ixx = 98.9 in4 Iyy = 2.6 in4 S = 21.4 in Type of Wood Product Type = Dimension Lumber Sawn Lumber Provisions Apply? S.Lbr = Yes NDS 2018, Ch.4 Species / Brand Species = Douglas Fir -Larch Grade Grade = No. 2 Shear Deflection Must be Checked? ck.Oshear =No Manufacturer literature Is Wane Reduction Factor Relevant for Wane?- No NDS 2018Supplement, Table SA-C Grade? Is Repeating Member Factor Relevant for Rep? = Yes NDS 2018 Product? Member is Typically Spaced Regularly? Reg.Sp? = Yes Base Allowable Bending Stress g F = b 900 psi p NDSmstren2018 pplementTable56forreduc[ionindeep glulam strength) Base Allowable Negative Bending Stress Fb = 900 psi NDS 2018 Supplement (Table 5B for reduction in deep glulam strength) Base Allowable Shear Stress F, = 180 psi NDS 2018 Supplement Base Perpendicular Compression Fel = 625 psi NDS 2018 Supplement Allowable Stress True Modulus of Elasticity Etrve = 1600 000 psi NDS 2018 Supplement Apparent Modulus of Elasticity Eapp = 1600 000 psi NDS 2018 Supplement Modulus of Elasticity for Deflections E 1600 000 psi NDS 2018 Supplement Base Reference Minimum Elastic Modulus Er in = 580 000 psi Load Combination Analysis Snow Load Duration Factor CD,,,,,. = 1.15 NDS 2018, Table 2.3.2 Duration Factors CD = [0.9 1 1 1.15 1.25 1.6 4S2018,ia5j2.3.2 Strength Load Combinations LCstr = Load Combination Duration Factor CD Total Load ER (lb) Shear (Ib) Pos. Moment M+ (lb -ft) Neg. Moment M- (lb -ft) Max Reaction R (1b) D 0.9 165 82.7 207 0 82.7 D + L 1 965 483 1210 0 483 D + L r 1.25 165 82.7 207 0 82.7 D + S 1.15 165 82.7 207 0 82.7 D + R 1.15 165 82.7 207 0 82.7 D + 0.75L + 0.75 L r 1.25 765 383 957 0 383 D + 0.75L + 0.75 S 1.15 765 383 957 0 383 D + 0.75L + 0.75 R 1.15 765 383 957 0 383 D + 0.6W,dn 1.6 165 82.7 207 0 82.7 D + 0.7E 1.6 165 82.7 207 0 82.7 D + 0.45W do + 0.75L + 0.75E r 1.6 765 383 957 0 383 D + 0.45W do + 0.75L + 0.75S 1.6 765 383 957 0 383 D + 0.45W do + 0.75L + 0.75R 1.6 765 383 957 0 383 D + 0.525E + 0.75L + 0.75S 1.6 765 383 957 0 383 0.61D + 0.6W,up 1.6 99.2 49.6 124 0 49.6 0.6D - 0.7Ev + 0.7Eh 1.6 99.2 49.6 124 0 49.6 Short-term Serviceability Load LCservST Combinations = Load Combination Total Load ER (1b) Max Deflection 6, (in) L 800 -0.126 Lr 0 0 S 0 0 0.42W do 1 0 0 0.42W_up 1 0 0 Long-term Serviceability Load LcservLT Combinations = Load Combination I Total Load ER (lb) I Max Deflection 6, (in) D+L+Lr 965 -0.152 Unfactored Load Analysis Unfactored Loads Load Type Total Load ER (1b) Shear V (lb) Moment M (lb - ft) Max Reaction R (lb) Deflection S (in) D 165 -82.7 207 82.7-0.0261 L 800 400 1000 400 -0.126 Governing Load Combination Determination Beam Stability in Positive Bending BS+ = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability k L(i.) Factor CD Capacity M'(lb- ft) FCC Factor CQ MomentM (lb-ft) Factor CL 1 120 1.OD 0.9 1440 1.14 0.842 1170 1 1 120 1.OD + 1.01- 1 1600 1.14 0.842 1170 1 1 120 1.OD + 1.01-r 1.25 2010 1.14 0.842 1170 1 1 120 1.OD + 1.OS 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 1.OR 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75Lr 1.25 2010 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75S 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75R 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.6W,dn 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75Lr + 1.6 2570 1.14 0.842 1170 1 0.45W,dn 1 120 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 120 0.45W,dn 1.OD + 0.75L + 0.75R + 1.6 1 2570 1.14 0.842 1170 1 0.45W,dn 1 120 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 0.525Ev + 0.525Eh 1 120 0.61) + 0.6W,up 1.6 2570 1.14 0.842 1170 1 1 120 0.6D + -0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 1.01-2 1 1600 1.14 0.842 1170 1 1 120 1.01) + 0.75Lr + 0.751-2 1.25 2010 1.14 0.842 1170 1 1 120 1.OD + 0.75S + 0.751-2 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.75R + 0.751-2 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.751-r + 0.45W,dn + 1.6 2570 1.14 0.842 1170 1 0.75L2 1 120 1.OD + 0.75S + 0.45W,dn + 1.6 2570 1.14 0.842 1170 1 0.75 L2 1 120 1.OD + 0.75R + 0.45W,dn + 1.6 2570 1.14 0.842 1170 1 0.75L2 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 1 0.525Eh + 0.751-2 1 120 1.OD + 0.6W,dn2 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75Lr + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1.OD + 0.75L + 0.75R + 1 120 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.751-r + 0.751-2 + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.75S + 0.751-2 + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.75R + 0.751-2 + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 0.6D + 0.6W,up2 1.6 2570 1.14 0.842 1170 1 1 120 1.01) + 0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 1 1 120 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 0.525Ev + 0.525Eh2 1 120 0.6D + -0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 1 0.75L2 + 0.525Eh2 Wood Bending Capacity in Positive BC+ -_ Bending Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.OD 207 1440 0.143 1 1.OD + 1.OL 1210 1600 0.752 1 1.OD + 1.OLr 207 2010 0.103 1 1.OD + 1.OS 207 1840 0.112 1 1.OD + 1.OR 207 1840 0.112 1 1.OD + 0.75L + 0.75Lr 957 2010 0.477 1 1.OD + 0.75L + 0.75S 957 1840 0.519 1 1.OD + 0.75L + 0.75R 957 1840 0.519 1 1.OD + 0.6W,dn 207 2570 0.0805 1 1.OD + 0.7Ev + 0.7Eh 207 2570 0.0805 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 957 2570 0.373 1 1.OD + 0.75L + 0.75S + 0.45W,dn 957 2570 0.373 1 1.OD + 0.75L + 0.75R + 0.45W,dn 957 2570 0.373 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 957 2570 0.373 1 0.6D + 0.6W,up 124 2570 0.0483 1 0.6D + -0.7Ev + 0.7Eh 124 2570 0.0483 1 1.OD + 1.OL2 207 1600 0.129 1 1.OD + 0.75Lr + 0.75L2 207 2010 0.103 1 1.OD + 0.75S + 0.75L2 207 1840 0.112 1 1.OD + 0.75R + 0.75L2 207 1840 0.112 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 207 2570 0.0805 1 1.OD + 0.75S + 0.45W,dn + 0.75L2 207 2570 0.0805 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 207 2570 0.0805 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 207 2570 0.0805 1 1.OD + 0.6W,dn2 207 2570 0.0805 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 957 2570 0.373 1 1.OD + 0.75L + 0.75S + 0.45W,dn2 957 2570 0.373 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 957 2570 0.373 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 207 2570 0.0805 1 1.OD + 0.75S + 0.75L2 + 0.45W,dn2 207 2570 0.0805 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 207 2570 0.0805 1 0.6D + 0.6W,up2 124 2570 0.0483 1 1.OD + 0.7Ev + 0.7Eh2 207 2570 0.0805 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 957 2570 0.373 1 0.6D + -0.7Ev + 0.7Eh2 124 2570 0.0483 1 1.OD + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 207 2570 0.0805 Beam Stability in Negative Bending BS- = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability # L (in) Factor CD Capacity M' (1b - ft) Fct. Cy Factor CQ Moment M (Ib - ft) Factor CL 1 120 1.0131 0.9 1440 1.14 0.842 1170 0.721 1 120 1.OD + 1.01- 1 1600 1.14 0.842 1170 0.666 1 120 1.0131 + 1.01-r 1.25 2010 1.14 0.842 1170 0.552 1 120 1.01D + 1.OS 1.15 1840 1.14 0.842 1170 0.593 1 120 1.OD + 1.OR 1.15 1840 1.14 0.842 1170 0.593 1 120 1.OD + 0.751- + 0.751-r 1.25 2010 1.14 0.842 1170 0.552 1 120 1.01D + 0.75L + 0.75S 1.15 1840 1.14 0.842 1170 0.593 1 120 1.01D + 0.75L + 0.75R 1.15 1840 1.14 0.842 1170 0.593 1 120 1.OD + 0.6W,dn 1.6 2570 1.14 0.842 1170 0.44 1 120 1.01D + 0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 0.75L + 0.751-r + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn 1 120 1.0131 + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn 1 120 1.OD + 0.75L + 0.75R + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn 1 120 1.OD + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.525Ev + 0.525Eh 1 120 0.6D + 0.6W,up 1.6 2570 1.14 0.842 1170 0.44 1 120 0.6D + -0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 1.01-2 1 1600 1.14 0.842 1170 0.666 1 120 1.0131 + 0.751-r + 0.751-2 1.25 2010 1.14 0.842 1170 0.552 1 120 1.01D + 0.75S + 0.751-2 1.15 1840 1.14 0.842 1170 0.593 1 120 1.0131 + 0.75R + 0.751-2 1.15 1840 1.14 0.842 1170 0.593 1 120 1.01D + 0.751-r + 0.45W,dn + 1.6 2570 1.14 0.842 1170 0.44 0.75L2 1 120 1.OD + 0.75S + 0.45W,dn + 1.6 2570 1.14 0.842 1170 0.44 0.75 L2 1 120 1.0131 + 0.75R + 0.45W,dn + 1.6 2570 1.14 0.842 1170 0.44 0.75L2 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 0.44 0.525Eh + 0.751-2 1 120 1.01D + 0.6W,dn2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 0.75L + 0.751-r + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.OD + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.01D + 0.75L + 0.75R + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.OD + 0.751-r + 0.751-2 + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.0131 + 0.75S + 0.751-2 + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.01D + 0.7511 + 0.751-2 + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 0.61D + 0.6W,up2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.0131 + 0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.0131 + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.525Ev + 0.525Eh2 1 120 0.61D + -0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 0.44 0.751-2 + 0.525Eh2 Bending Capacity in Negative Bending BC- = Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.0 D 0 1040 0 1 1.OD + 1.OL 0 1070 0 1 1.OD + 1.OLr 0 1110 0 1 1.OD + 1.OS 0 1090 0 1 1.01D + 1.OR 0 1090 0 1 1.01D + 0.75L + 0.75Lr 0 1110 0 1 1.OD + 0.75L + 0.75S 0 1090 0 1 1.OD + 0.75L + 0.75R 0 1090 0 1 1.OD + 0.6W,dn 0 1130 0 1 1.01D + 0.7Ev + 0.7Eh 0 1130 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 0 1130 0 1 1.01D + 0.75L + 0.75S + 0.45W,dn 0 1130 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn 0 1130 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 0 1130 0 1 0.6D + 0.6W,up 0 1130 0 1 0.61D+-0.7Ev+0.7Eh 0 1130 0 1 1.01D + 1.OL2 0 1070 0 1 1.01D+0.75Lr+0.75L2 0 1110 0 1 1.OD + 0.75S + 0.75L2 0 1090 0 1 1.01D+0.75R+0.75L2 0 1090 0 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 0 1130 0 1 1.01D + 0.75S + 0.45W,dn + 0.75L2 0 1130 0 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 0 1130 0 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 0 1130 0 1 1.OD + 0.6W,dn2 0 1130 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 0 1130 0 1 1.01) + 0.75L + 0.75S + 0.45W,dn2 0 1130 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 0 1130 0 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 0 1130 0 1 1.01) + 0.75S + 0.75L2 + 0.45W,dn2 0 1130 0 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 0 1130 0 1 0.6D + 0.6W,up2 0 1130 0 1 1.01) + 0.7Ev + 0.7Eh2 0 1130 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 0 1130 0 1 0.6D + -0.7Ev + 0.7Eh2 0 1130 0 1 1.01) + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 0 1130 0 Governing Bending Moment M = 12101b • ft Adjusted Shear Forces AV = Load Combination Duration Factor CD Applied Shear V (lb) Adjusted Shear V/CD (1b) D 0.9 82.7 91.8 D + L 1 483 483 D + L r 1.25 82.7 66.1 D+S 1.15 82.7 71.9 D + R 1.15 82.7 71.9 D + 0.75L + 0.75 L r 1.25 383 306 D + 0.75L + 0.75 S 1.15 383 333 D + 0.75L + 0.75 R 1.15 383 333 D + 0.6W,dn 1.6 82.7 51.7 D+0.7E 1.6 82.7 51.7 D + 0.45W do + 0.75L + 0.75E r 1.6 383 239 D + 0.45W do + 0.75L + 0.75S 1.6 383 239 D + 0.45W do + 0.75L + 0.75R 1.6 383 239 D + 0.525E + 0.75L + 0.75S 1.6 383 239 0.6D + 0.6W,up 1.6 49.6 31 0.61D - 0.7Ev + 0.7Eh 1.6 49.6 31 Governing Shear Force Wet Service Factor Temperature Factor Incising Factor Buckling Stiffness Factor Adjusted Modulus of Elasticity Adjusted Minimum Modulus of Elasticity Adjusted Axial Stiffness Adjusted Flexural Stiffness Load Applied on Compression Side? Lateral -Torsional Buckling Occurs? Wet Service Factor Temperature Factor Size Factor Flat Use Factor Incising Factor Repeating Member Factor Governing Duration Factor - Positive Bending Governing Beam Stability Factor - Positive Bending Adjusted Bending Strength - Positive Bending Applied Bending Stress - Positive Bending Governing Duration Factor - Negative Bending Fully Braced Allowable Negative Moment V = 4831b Elastic Modulus (NDS 2018 2.3) CM,E = 0.9 Ct,E = 1 Ci,E = 1 CT = 1 El = 1440 000 psi E1nin = 522 000 psi E'A = 20 000 000 lb • ft/ft E'I = 989 000 lb • ft2 Section Bending (NDS 2018 2.3) Yes LTBflag = CM,b = 1 Ct,b = 1 CF,b = 1.1 C fu.,b = 1 Ci,b = 1 Cr = 1.15 Positive Bending (NDS 2018 2.3) CD,b = 1 CL+ = 1 F'+ = 1140 psi fb = 677 psi Negative Bending (NDS 2018 2.3) C'D,b = 0.9 M*- = 18301b • ft NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Cl 4.4.2 NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCE) NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCE) AWC TR14, Cl 2.1.3.4 NDS 2018 Supplement (Tables 4A and 5A) NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.6 NDS 2018 4.3.7 for lumber and 5.3.7 for glulam NDS 2018, Cl 4.3.8 NDS 2018 4.3.9 NDS 2018, Cl 2.3.2 AWC TR14, Cl 2.1.3.4 NDS 2018, Table 4.3.1 NDS 2018, Cl 2.3.2 NDS 2018, Cl 3.3.3.8 Equivalent Moment Factor Calculation - Negative Bending CbTable AWC TR14, Cl 2.1.3.3 Span Length L (in) I Span Type Maximum Moment M _ (lb - ft) Q1 Moment MA (1b. ft) Q2 Moment MB (lb. ft) Q3 Moment Mc (lb. ft) M Mad. Factor Cb 120 Int 207 155 207 155 1.14 Governing Buckling Moment Calculation - _ k-factor: AWC TR142.1.3.4 Load eccentricity factor: AWC bucklino Negative Bending McrTable Beam stab �ty factoGoverning AW TR142,m3ment: AW TR14 2.1.3.2 Span Length L (in) I S an T e I k-Factor k I Load Eccentricity Factor Ce I Governing Buckling Moment M (lb -ft) Beam Stability Factor CL M-ICL (1b • ft) 120 Int 1 1.72 0.842 1170 0.599 0 Governing Beam Stability Factor- Negative CL = 0.599 AWC TRIO, Cl2.1.3.4 Bending Adjusted Bending Strength - Negative ,Fb_ — 613 psi NDS 2018, Table 4.3.1 Bending Applied Bending Stress - Negative Bending fb = 0 psi Governing Duration Factor Wet Service Factor Temperature Factor Incising Factor Adjusted Shear Strength Applied Shear Stress Wet Service Factor Temperature Factor Incising Factor Base Bearing Strength Linear Base Bearing Resistance Bearing Strength per Support Shear Design (NDS 2018 3.4) I CD = 1 CM,,, = 0.97 Ct,,, = 1 Ci,,, = 1 F„ = 175 psi fv = 52.2 psi Bearing (NDS 2018 3.10) CM,L = 0.67 Ct,L = 1 Ci,l = 1 F,'L/Cb = 419 psi RL/Cb$b = 628lbf/in BR = NDS 2018, Table 2.3.2 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018, Cl 3.10.4 Location (ft) Bearing Length 4 (in) Bearing Area Factor Cy Allowable Bearing Load R' (Ib) Governing Reaction R (lb) Utilization Min Bearing Length (in) T e 0 9.25 1 5810 483 0.0831 0.768 Ext 10 9.25 1 5810 483 0.0831 0.768 Ext Deflections Live / short-term deflections per span aTableST = Span Length L (ft) I SpanType I Deflection d (ia) I Deflection Limit Olin (in) I Deflection Utilisation S/Olim I Deflection Ratio L/ 10 Int 1 -0.126 0.333 0.379 950 Long-term Deflections per Span JTableLT = Span Length L (ft) I San Type I Deflection b (in) I Deflection Limit Atin (in) I Deflection Utilisation b/Olim I Deflection Ratio L/ 10 Int 1 -0.152 0.5 0.305 787 Comments Wood Beam (ASD) (version 188) — Deck Joist Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC job #: EDMONDS DECK PROJECT Subject: L7 PASS References: NDS 2018 (ASD) Summary Primary Loading N Oi II a H b=1.5in Member 2x10 D.Fir-L No. 2 59% Moment Utilization MIM' = 1210 lb*ft/ 2030 lb*ft Governing Applied Bending Moment M = 12101b • ft Allowable Bending Moment M' = 20301b • ft Governing Load Combination for Bending f y c = 1.OD + 1.01L 30% Shear Utilization V/V' = 483 lb / 1620 lb Governing Shear V = 4831b Allowable Shear V = 1620 lb Governing Load Combination for Shear Fv C = D + L 8% Bearing Utilization Rlk = 483 lb / 5810 lb Governing Bearing Load R = 4831b Allowable Bearing Load R' = 5810 lb Minimum Bearing Length (End Supports) 4,.in,,end = 0.768 in 38% Governing Live / Short -Term Deflection JST = -0.126 in (L/950) Governing Live / Short -Term Deflection JsT = —0.126 in Live / Short -Term Deflection Limit AST,.aax = 0.333 in Governing Live / Short -Term Deflection (LI )ST = 950 Ratio Governing Live / Short -Term Deflection L Load Combination 30% Governing Long -Term Deflection SLT = -0.152 in (L/787) Governing Long -Term Deflection SLT = —0.152 in Long -Term Deflection Limit OLT,max = 0.5 in Governing Long -Term Deflection Ratio (L/)LT = 787 Governing Long -Term Deflection Load Combination D+L+Lr Reactions: NDS 2018, CI N.3.3 Bearing. 9.25 in Bearing 9.25 in FactMax:483 lb FactMax:483 lb FactMin: 49.6 lb FactMin: 49.6 lb D: 82.7lb D: 82.7lb L: 400lb L: 400lb 0 2 4 6 8 10 Distance from Left of Beam (ft) Graphed Load Combination • Load Case: D + L QEnvelope Diagrams D + L 400 g 200 0 v s �^ -200 2 4 6 8 10 -400 • Load Case: D + L QEnvelope 1200 1000 a 800 w 600 0 400 200 0 2 4 6 8 10 • Strength LC Selected; Short -Term Envelope Shown QEnvelope 2 4 6 8 10 0 _ -0.02 -0.04 C � -0.06 v -0.08 o -0.1 -0.12 • Reactions • Axial Load • Vertical Load I 483 lb 483 lb Section Type Size and Grade Number of Plies Beam Plan Length Beam Incline (in degrees) Supports and Braces 0 2 4 6 8 10 Distance from Left of Beam (ft) Key Properties Standard Sections Database 2x10 D.Fir-L No. 2 replies = 1 LX = 10 ft a = 0 deg r= Support/Brace Type Position From Left x (ft) Bearing Length 4 (in) Pinned 0 9.25 Pinned 10 9.25 Continuous Bracing for Lateral Torsional Buckling Add Flitch Plates? Top Braced No Loads Floor Load D: 13.3 plf L: 80 plf 0 LW: 1.33 ft I D: 10 psf, L: 60 psf loft Self -weight D: 3.2 plf 01 :4 loft 0 Minimum Balcony/Deck Live Load Center -to -Center Spacing (= tributary width) Distributed Loads 2 4 6 8 10 Distance from Left of Beam (ft) LLmin,deck =60 Psf s = 16 in w= Label Start Location x, (ft) End Location x, (ft) Total Start Trib. Width TW (ft) Total End Trib. Width TW (ft) I Load Magnitudes w Floor Load 0 10 1.33 1.33 D: 10 psf, L: 60 psf Enable Automatic Live Load Patterning? (BETA) Brace at Point Loads? Include Self -weight Self -weight Live Load Type Design Code for Load Combinations Beam Incline Total Material Length Member Orientation Repeating Member? Service Condition Temperature Range Incised? Directly Consider Shear Deflection? Deflection Limit Absolute Limit Live / Short-term Deflection Limit Long Term Deflection Limit Double L/ Deflection Limits for Cantilevers? Adjusted Allowable Bending Stress Limit Adjusted Allowable Shear Stress Limit Width of One Ply Total Width Depth Cross -Sectional Area Strong Axis Moment of Inertia Weak Axis Moment of Inertia Section Modulus No Yes SW = 3.2 pif Occupancy AITC Timber Construction Manual 2012, Cl 2.2 Design Conditions I International Building Code (IBC) 2021 Horizontal L = 10 ft, 0 in Strong (X-X) Repeating NDS 2018, Cl 4.3.9 Wet NDS 2018, Cl 4.3.3 T<_ 1001F NDS 2018, Table 2.3.3 No NDS 2018, Cl 4.3.8 [APA TT-082, *True (Shear -Free) and Apparent Moduli of No Elasticity*](https://www.apawood.org/publication-search? q=tt-082&tid=1) Arnax = 1 in (L/)sT = 360 IBC, Table1604.3 (LI)LT = 240 [International Building Code 2018, Table 1604.3](https:// Yes codes.iccsafe.org/content/IBC2018/chapter-l6-structural- design) Advanced Design Criteria F6,Tnax = 0 psi / Fwmax = 0 psi Member Properties b = 1.5 in btot = 1.5 in d = 9.25 in A = 13.9 in Ixx = 98.9 in4 Iyy = 2.6 in4 S = 21.4 in Type of Wood Product Type = Dimension Lumber Sawn Lumber Provisions Apply? S.Lbr = Yes NDS 2018, Ch.4 Species / Brand Species = Douglas Fir -Larch Grade Grade = No. 2 Shear Deflection Must be Checked? ck.Oshear =No Manufacturer literature Is Wane Reduction Factor Relevant for Wane?- No NDS 2018Supplement, Table SA-C Grade? Is Repeating Member Factor Relevant for Rep? = Yes NDS 2018 Product? Member is Typically Spaced Regularly? Reg.Sp? = Yes Base Allowable Bending Stress g F = b 900 psi p NDSmstren2018 pplementTable56forreduc[ionindeep glulam strength) Base Allowable Negative Bending Stress Fb = 900 psi NDS 2018 Supplement (Table 5B for reduction in deep glulam strength) Base Allowable Shear Stress F, = 180 psi NDS 2018 Supplement Base Perpendicular Compression Fel = 625 psi NDS 2018 Supplement Allowable Stress True Modulus of Elasticity Etrve = 1600 000 psi NDS 2018 Supplement Apparent Modulus of Elasticity Eapp = 1600 000 psi NDS 2018 Supplement Modulus of Elasticity for Deflections E 1600 000 psi NDS 2018 Supplement Base Reference Minimum Elastic Modulus Er in = 580 000 psi Load Combination Analysis Snow Load Duration Factor CD,,,,,. = 1.15 NDS 2018, Table 2.3.2 Duration Factors CD = [0.9 1 1 1.15 1.25 1.6 4S2018,ia5j2.3.2 Strength Load Combinations LCstr = Load Combination Duration Factor CD Total Load ER (lb) Shear (Ib) Pos. Moment M+ (lb -ft) Neg. Moment M- (lb -ft) Max Reaction R (1b) D 0.9 165 82.7 207 0 82.7 D + L 1 965 483 1210 0 483 D + L r 1.25 165 82.7 207 0 82.7 D + S 1.15 165 82.7 207 0 82.7 D + R 1.15 165 82.7 207 0 82.7 D + 0.75L + 0.75 L r 1.25 765 383 957 0 383 D + 0.75L + 0.75 S 1.15 765 383 957 0 383 D + 0.75L + 0.75 R 1.15 765 383 957 0 383 D + 0.6W,dn 1.6 165 82.7 207 0 82.7 D + 0.7E 1.6 165 82.7 207 0 82.7 D + 0.45W do + 0.75L + 0.75E r 1.6 765 383 957 0 383 D + 0.45W do + 0.75L + 0.75S 1.6 765 383 957 0 383 D + 0.45W do + 0.75L + 0.75R 1.6 765 383 957 0 383 D + 0.525E + 0.75L + 0.75S 1.6 765 383 957 0 383 0.61D + 0.6W,up 1.6 99.2 49.6 124 0 49.6 0.6D - 0.7Ev + 0.7Eh 1.6 99.2 49.6 124 0 49.6 Short-term Serviceability Load LCservST Combinations = Load Combination Total Load ER (1b) Max Deflection 6, (in) L 800 -0.126 Lr 0 0 S 0 0 0.42W do 1 0 0 0.42W_up 1 0 0 Long-term Serviceability Load LcservLT Combinations = Load Combination I Total Load ER (lb) I Max Deflection 6, (in) D+L+Lr 965 -0.152 Unfactored Load Analysis Unfactored Loads Load Type Total Load ER (1b) Shear V (lb) Moment M (lb - ft) Max Reaction R (lb) Deflection S (in) D 165 -82.7 207 82.7-0.0261 L 800 400 1000 400 -0.126 Governing Load Combination Determination Beam Stability in Positive Bending BS+ = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability k L(i.) Factor CD Capacity M'(lb- ft) FCC Factor CQ MomentM (lb-ft) Factor CL 1 120 1.OD 0.9 1440 1.14 0.842 1170 1 1 120 1.OD + 1.01- 1 1600 1.14 0.842 1170 1 1 120 1.OD + 1.01-r 1.25 2010 1.14 0.842 1170 1 1 120 1.OD + 1.OS 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 1.OR 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75Lr 1.25 2010 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75S 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75R 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.6W,dn 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75Lr + 1.6 2570 1.14 0.842 1170 1 0.45W,dn 1 120 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 120 0.45W,dn 1.OD + 0.75L + 0.75R + 1.6 1 2570 1.14 0.842 1170 1 0.45W,dn 1 120 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 0.525Ev + 0.525Eh 1 120 0.61) + 0.6W,up 1.6 2570 1.14 0.842 1170 1 1 120 0.6D + -0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 1.01-2 1 1600 1.14 0.842 1170 1 1 120 1.01) + 0.75Lr + 0.751-2 1.25 2010 1.14 0.842 1170 1 1 120 1.OD + 0.75S + 0.751-2 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.75R + 0.751-2 1.15 1840 1.14 0.842 1170 1 1 120 1.OD + 0.751-r + 0.45W,dn + 1.6 2570 1.14 0.842 1170 1 0.75L2 1 120 1.OD + 0.75S + 0.45W,dn + 1.6 2570 1.14 0.842 1170 1 0.75 L2 1 120 1.OD + 0.75R + 0.45W,dn + 1.6 2570 1.14 0.842 1170 1 0.75L2 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 1 0.525Eh + 0.751-2 1 120 1.OD + 0.6W,dn2 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.75L + 0.75Lr + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1.OD + 0.75L + 0.75R + 1 120 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.751-r + 0.751-2 + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.75S + 0.751-2 + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 1.OD + 0.75R + 0.751-2 + 1.6 2570 1.14 0.842 1170 1 0.45W,dn2 1 120 0.6D + 0.6W,up2 1.6 2570 1.14 0.842 1170 1 1 120 1.01) + 0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 1 1 120 1.01) + 0.75L + 0.75S + 1.6 2570 1.14 0.842 1170 1 0.525Ev + 0.525Eh2 1 120 0.6D + -0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 1 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 1 0.75L2 + 0.525Eh2 Wood Bending Capacity in Positive BC+ -_ Bending Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.OD 207 1440 0.143 1 1.OD + 1.OL 1210 1600 0.752 1 1.OD + 1.OLr 207 2010 0.103 1 1.OD + 1.OS 207 1840 0.112 1 1.OD + 1.OR 207 1840 0.112 1 1.OD + 0.75L + 0.75Lr 957 2010 0.477 1 1.OD + 0.75L + 0.75S 957 1840 0.519 1 1.OD + 0.75L + 0.75R 957 1840 0.519 1 1.OD + 0.6W,dn 207 2570 0.0805 1 1.OD + 0.7Ev + 0.7Eh 207 2570 0.0805 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 957 2570 0.373 1 1.OD + 0.75L + 0.75S + 0.45W,dn 957 2570 0.373 1 1.OD + 0.75L + 0.75R + 0.45W,dn 957 2570 0.373 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 957 2570 0.373 1 0.6D + 0.6W,up 124 2570 0.0483 1 0.6D + -0.7Ev + 0.7Eh 124 2570 0.0483 1 1.OD + 1.OL2 207 1600 0.129 1 1.OD + 0.75Lr + 0.75L2 207 2010 0.103 1 1.OD + 0.75S + 0.75L2 207 1840 0.112 1 1.OD + 0.75R + 0.75L2 207 1840 0.112 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 207 2570 0.0805 1 1.OD + 0.75S + 0.45W,dn + 0.75L2 207 2570 0.0805 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 207 2570 0.0805 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 207 2570 0.0805 1 1.OD + 0.6W,dn2 207 2570 0.0805 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 957 2570 0.373 1 1.OD + 0.75L + 0.75S + 0.45W,dn2 957 2570 0.373 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 957 2570 0.373 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 207 2570 0.0805 1 1.OD + 0.75S + 0.75L2 + 0.45W,dn2 207 2570 0.0805 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 207 2570 0.0805 1 0.6D + 0.6W,up2 124 2570 0.0483 1 1.OD + 0.7Ev + 0.7Eh2 207 2570 0.0805 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 957 2570 0.373 1 0.6D + -0.7Ev + 0.7Eh2 124 2570 0.0483 1 1.OD + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 207 2570 0.0805 Beam Stability in Negative Bending BS- = Span Span Length Load Combination Duration Fully Braced Moment M. Mod. Load Eccentricity Governing Buckling Beam Stability # L (in) Factor CD Capacity M' (1b - ft) Fct. Cy Factor CQ Moment M (Ib - ft) Factor CL 1 120 1.0131 0.9 1440 1.14 0.842 1170 0.721 1 120 1.OD + 1.01- 1 1600 1.14 0.842 1170 0.666 1 120 1.0131 + 1.01-r 1.25 2010 1.14 0.842 1170 0.552 1 120 1.01D + 1.OS 1.15 1840 1.14 0.842 1170 0.593 1 120 1.OD + 1.OR 1.15 1840 1.14 0.842 1170 0.593 1 120 1.OD + 0.751- + 0.751-r 1.25 2010 1.14 0.842 1170 0.552 1 120 1.01D + 0.75L + 0.75S 1.15 1840 1.14 0.842 1170 0.593 1 120 1.01D + 0.75L + 0.75R 1.15 1840 1.14 0.842 1170 0.593 1 120 1.OD + 0.6W,dn 1.6 2570 1.14 0.842 1170 0.44 1 120 1.01D + 0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 0.75L + 0.751-r + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn 1 120 1.0131 + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn 1 120 1.OD + 0.75L + 0.75R + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn 1 120 1.OD + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.525Ev + 0.525Eh 1 120 0.6D + 0.6W,up 1.6 2570 1.14 0.842 1170 0.44 1 120 0.6D + -0.7Ev + 0.7Eh 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 1.01-2 1 1600 1.14 0.842 1170 0.666 1 120 1.0131 + 0.751-r + 0.751-2 1.25 2010 1.14 0.842 1170 0.552 1 120 1.01D + 0.75S + 0.751-2 1.15 1840 1.14 0.842 1170 0.593 1 120 1.0131 + 0.75R + 0.751-2 1.15 1840 1.14 0.842 1170 0.593 1 120 1.01D + 0.751-r + 0.45W,dn + 1.6 2570 1.14 0.842 1170 0.44 0.75L2 1 120 1.OD + 0.75S + 0.45W,dn + 1.6 2570 1.14 0.842 1170 0.44 0.75 L2 1 120 1.0131 + 0.75R + 0.45W,dn + 1.6 2570 1.14 0.842 1170 0.44 0.75L2 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 0.44 0.525Eh + 0.751-2 1 120 1.01D + 0.6W,dn2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 0.75L + 0.751-r + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.OD + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.01D + 0.75L + 0.75R + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.OD + 0.751-r + 0.751-2 + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.0131 + 0.75S + 0.751-2 + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 1.01D + 0.7511 + 0.751-2 + 1.6 2570 1.14 0.842 1170 0.44 0.45W,dn2 1 120 0.61D + 0.6W,up2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.0131 + 0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.0131 + 0.751- + 0.75S + 1.6 2570 1.14 0.842 1170 0.44 0.525Ev + 0.525Eh2 1 120 0.61D + -0.7Ev + 0.7Eh2 1.6 2570 1.14 0.842 1170 0.44 1 120 1.OD + 0.75S + 0.525Ev + 1.6 2570 1.14 0.842 1170 0.44 0.751-2 + 0.525Eh2 Bending Capacity in Negative Bending BC- = Span# Load Combination Governing Moment M(1b - ft) Allowable Moment M'(1b - ft) Utilization 1 1.0 D 0 1040 0 1 1.OD + 1.OL 0 1070 0 1 1.OD + 1.OLr 0 1110 0 1 1.OD + 1.OS 0 1090 0 1 1.01D + 1.OR 0 1090 0 1 1.01D + 0.75L + 0.75Lr 0 1110 0 1 1.OD + 0.75L + 0.75S 0 1090 0 1 1.OD + 0.75L + 0.75R 0 1090 0 1 1.OD + 0.6W,dn 0 1130 0 1 1.01D + 0.7Ev + 0.7Eh 0 1130 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn 0 1130 0 1 1.01D + 0.75L + 0.75S + 0.45W,dn 0 1130 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn 0 1130 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh 0 1130 0 1 0.6D + 0.6W,up 0 1130 0 1 0.61D+-0.7Ev+0.7Eh 0 1130 0 1 1.01D + 1.OL2 0 1070 0 1 1.01D+0.75Lr+0.75L2 0 1110 0 1 1.OD + 0.75S + 0.75L2 0 1090 0 1 1.01D+0.75R+0.75L2 0 1090 0 1 1.OD + 0.75Lr + 0.45W,dn + 0.75L2 0 1130 0 1 1.01D + 0.75S + 0.45W,dn + 0.75L2 0 1130 0 1 1.OD + 0.75R + 0.45W,dn + 0.75L2 0 1130 0 1 1.OD + 0.75S + 0.525Ev + 0.525Eh + 0.75L2 0 1130 0 1 1.OD + 0.6W,dn2 0 1130 0 1 1.OD + 0.75L + 0.75Lr + 0.45W,dn2 0 1130 0 1 1.01) + 0.75L + 0.75S + 0.45W,dn2 0 1130 0 1 1.OD + 0.75L + 0.75R + 0.45W,dn2 0 1130 0 1 1.OD + 0.75Lr + 0.75L2 + 0.45W,dn2 0 1130 0 1 1.01) + 0.75S + 0.75L2 + 0.45W,dn2 0 1130 0 1 1.OD + 0.75R + 0.75L2 + 0.45W,dn2 0 1130 0 1 0.6D + 0.6W,up2 0 1130 0 1 1.01) + 0.7Ev + 0.7Eh2 0 1130 0 1 1.OD + 0.75L + 0.75S + 0.525Ev + 0.525Eh2 0 1130 0 1 0.6D + -0.7Ev + 0.7Eh2 0 1130 0 1 1.01) + 0.75S + 0.525Ev + 0.75L2 + 0.525Eh2 0 1130 0 Governing Bending Moment M = 12101b • ft Adjusted Shear Forces AV = Load Combination Duration Factor CD Applied Shear V (lb) Adjusted Shear V/CD (1b) D 0.9 82.7 91.8 D + L 1 483 483 D + L r 1.25 82.7 66.1 D+S 1.15 82.7 71.9 D + R 1.15 82.7 71.9 D + 0.75L + 0.75 L r 1.25 383 306 D + 0.75L + 0.75 S 1.15 383 333 D + 0.75L + 0.75 R 1.15 383 333 D + 0.6W,dn 1.6 82.7 51.7 D+0.7E 1.6 82.7 51.7 D + 0.45W do + 0.75L + 0.75E r 1.6 383 239 D + 0.45W do + 0.75L + 0.75S 1.6 383 239 D + 0.45W do + 0.75L + 0.75R 1.6 383 239 D + 0.525E + 0.75L + 0.75S 1.6 383 239 0.6D + 0.6W,up 1.6 49.6 31 0.61D - 0.7Ev + 0.7Eh 1.6 49.6 31 Governing Shear Force Wet Service Factor Temperature Factor Incising Factor Buckling Stiffness Factor Adjusted Modulus of Elasticity Adjusted Minimum Modulus of Elasticity Adjusted Axial Stiffness Adjusted Flexural Stiffness Load Applied on Compression Side? Lateral -Torsional Buckling Occurs? Wet Service Factor Temperature Factor Size Factor Flat Use Factor Incising Factor Repeating Member Factor Governing Duration Factor - Positive Bending Governing Beam Stability Factor - Positive Bending Adjusted Bending Strength - Positive Bending Applied Bending Stress - Positive Bending Governing Duration Factor - Negative Bending Fully Braced Allowable Negative Moment V = 4831b Elastic Modulus (NDS 2018 2.3) CM,E = 0.9 Ct,E = 1 Ci,E = 1 CT = 1 El = 1440 000 psi E1nin = 522 000 psi E'A = 20 000 000 lb • ft/ft E'I = 989 000 lb • ft2 Section Bending (NDS 2018 2.3) Yes LTBflag = CM,b = 1 Ct,b = 1 CF,b = 1.1 C fu.,b = 1 Ci,b = 1 Cr = 1.15 Positive Bending (NDS 2018 2.3) CD,b = 1 CL+ = 1 F'+ = 1140 psi fb = 677 psi Negative Bending (NDS 2018 2.3) C'D,b = 0.9 M*- = 18301b • ft NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Cl 4.4.2 NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCE) NDS 2018 Table 4.3.1 (lumber), 5.3.1 (glulam), 8.3.1 (SCE) AWC TR14, Cl 2.1.3.4 NDS 2018 Supplement (Tables 4A and 5A) NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.6 NDS 2018 4.3.7 for lumber and 5.3.7 for glulam NDS 2018, Cl 4.3.8 NDS 2018 4.3.9 NDS 2018, Cl 2.3.2 AWC TR14, Cl 2.1.3.4 NDS 2018, Table 4.3.1 NDS 2018, Cl 2.3.2 NDS 2018, Cl 3.3.3.8 Equivalent Moment Factor Calculation - Negative Bending CbTable AWC TR14, Cl 2.1.3.3 Span Length L (in) I Span Type Maximum Moment M _ (lb - ft) Q1 Moment MA (1b. ft) Q2 Moment MB (lb. ft) Q3 Moment Mc (lb. ft) M Mad. Factor Cb 120 Int 207 155 207 155 1.14 Governing Buckling Moment Calculation - _ k-factor: AWC TR142.1.3.4 Load eccentricity factor: AWC bucklino Negative Bending McrTable Beam stab �ty factoGoverning AW TR142,m3ment: AW TR14 2.1.3.2 Span Length L (in) I S an T e I k-Factor k I Load Eccentricity Factor Ce I Governing Buckling Moment M (lb -ft) Beam Stability Factor CL M-ICL (1b • ft) 120 Int 1 1.72 0.842 1170 0.599 0 Governing Beam Stability Factor- Negative CL = 0.599 AWC TRIO, Cl2.1.3.4 Bending Adjusted Bending Strength - Negative ,Fb_ — 613 psi NDS 2018, Table 4.3.1 Bending Applied Bending Stress - Negative Bending fb = 0 psi Governing Duration Factor Wet Service Factor Temperature Factor Incising Factor Adjusted Shear Strength Applied Shear Stress Wet Service Factor Temperature Factor Incising Factor Base Bearing Strength Linear Base Bearing Resistance Bearing Strength per Support Shear Design (NDS 2018 3.4) I CD = 1 CM,,, = 0.97 Ct,,, = 1 Ci,,, = 1 F„ = 175 psi fv = 52.2 psi Bearing (NDS 2018 3.10) CM,L = 0.67 Ct,L = 1 Ci,l = 1 F,'L/Cb = 419 psi RL/Cb$b = 628lbf/in BR = NDS 2018, Table 2.3.2 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018 Supplement NDS 2018, Table 2.3.3 NDS 2018, Cl 4.3.8 NDS 2018, Table 4.3.1 NDS 2018, Cl 3.10.4 Location (ft) Bearing Length 4 (in) Bearing Area Factor Cy Allowable Bearing Load R' (Ib) Governing Reaction R (lb) Utilization Min Bearing Length (in) T e 0 9.25 1 5810 483 0.0831 0.768 Ext 10 9.25 1 5810 483 0.0831 0.768 Ext Deflections Live / short-term deflections per span aTableST = Span Length L (ft) I SpanType I Deflection d (ia) I Deflection Limit Olin (in) I Deflection Utilisation S/Olim I Deflection Ratio L/ 10 Int 1 -0.126 0.333 0.379 950 Long-term Deflections per Span JTableLT = Span Length L (ft) I San Type I Deflection b (in) I Deflection Limit Atin (in) I Deflection Utilisation b/Olim I Deflection Ratio L/ 10 Int 1 -0.152 0.5 0.305 787 Comments Snow Loads (version 9) Client: Date: Aug 8, 2024 JMDESIGNS AND PERMITTING LLC Job #: EDMONDS DECK PROJECT Subject: SNOW LOAD ANALYSIS References: ASCE 7-16, Chapter 7 Flat Roof Snow Load Sloped Roof (Balanced) Snow Load Design Roof (Balanced) Snow Load Unbalanced Snow with Rafter System Unbalanced Snow with Rafter System Unbalanced Snow Surcharge - General Unbalanced Snow Surcharge General - Width Unbalanced Snow Surcharge Snow Drift Pressure for Lower Roofs Roof Snow Loads I — p f = 18.9 psf Ps = 18.9 psf pdesign = 18.9 psf Unbalanced Snow Loads Ispg = 30 psf ASCE 7-16, Eq 7.3-1 ASCE 7-16, Eq 7.4-1, Cl 7.3.4 ASCE 7-16, CI 7.3.4 ASCE 7-16, CI 7.6.1 Unbalanced W<_20ftwith i�1Ps roof rafter system hdry/'\IS = 18.2 psf ASCE 7-16,CI7.6.1 3 hd -I J = 5jft, j In ASCE 7-16, CI 7.6.1 9ha f 0.3 p, haY/� unbalanced other ). Note: Unbalanced loads need not be considered for 0>30.2"(7 un 121 ur kn 9, 2.38"(1,2 on 12). 1'� I Snow Drift Loads Mloads,L — ASCE 7-16, Section 7.7.1 and ASCE 7-16, Figure 7.7-2 Label Lower Roof Length 1,,,` Clear Height h� Maximum Drift Height hd�,,,.� Width of Snow Drift w Snow Drift Pressure pd Total Snow Load pt ,d (k) V0 (ft) (ft) (psf) (psf) North West Side g 2,94 1.44 5.74 25.7 44.6 Snow Drift Height on Projections and SDloads,P = ASCE7-16, Section 7.8 Parapets Label Length of Roof 1„ (ft) I Clear Height h" (ft) I Drift Height hd (ft) I Width of Snow Drift w (ft) Snow Drift Pressure pd (psf) Total Snow Load pt,, (pd) North West Side 10 3.94 0.622 2.49 11.1 30 Project Defaults Override Override Project Defaults? No Site and Building Properties Building Risk Category RC = II ASCE7-16, Table 1.5-1 Ground Snow Load pg = 30 psf Ground Surface Roughness Category Roughness 1& ASCE7-16, Table 7.3-1 Exposure of Roof Fully Exposed ASCE7-16, Table 7.3-1 Thermal Condition of Building Warm Roof (Ct = 1.0) ASCE7-16, Table 7.3-2 Roof Properties Horizontal Distance From Eave to Ridge W = 20 ft Roof Pitch a = 6 : 12 Roof Angle Roof Surface Type Inputs for Snow Drift on Lower Roofs 0 = 26.6 deg Obstructed or non -slippery surfaces SDinput,L = ASCE 7-16, Cl 7.4.1 Label Upper Roof Length 1, (ft) I Lower Roof Length 1,,,1 (ft) Roof Step Height H (tt) North West Side 10 8 4 Inputs for Snow Drift Next to Projections and Parapets SDinput,P = Note! Importance Factor Thermal Factor Warm Roof Slope Factor Sheltered Factor Partial Exposure Factor Full Exposure Factor Exposure Factor Roof Slope Factor Snow Density Drift Height for Unbalanced Snow Roof Slope Run for Rise of One Balanced Snow Height Snow Drift Height for Lower Roofs Label Length of Roof 1„ (ft) I Roof Step Height H (ft) North West Side 10 5 According to ASCE 7-16, Section 7.6, drift loads are not necessary if the roof projection side is less than 15 ft (4.6 m) or if the distance ASCEz16,Section 7.8 from the balanced snow load height to the projection's bottom (including supports) is at least 2 ft (0.61 m) Roof Snow Load Adjustment Factors I,g = 1 Ct = 1 Cs,warra = 1 Ce,shelter Ce,part = 1 C'e,full = 0.9 Ce = 0.9 C8 = 1 Unbalanced Snow ry = 17.9 pcf hd,nnbalanced i—ft, 5.2 in S= 2 Snow Drift Calculations hb = 1 ft, 0.7 in SDheight,L = ASCE 7-16, Cl 7.3.3 ASCE 7-16. Cl 7.3.2 ASCE 7-16, Fig 7.4-1(a) ASCE 7-16, Table 7.3-1 ASCE 7-16, Table 7.3-1 ASCE 7-16, Table 7.3-1 ASCE 7-16, Table 7.3-1 ASCE 7-16, Fig 7.4-1 ASCE 7-16, Cl 7.7 ASCE 7-16, Figure 7.6-1 ASCE 7-16, Cl 7 ASCE 7-16, Figure 7.1.2 ASCE 7-16, Section 7.7.1, ASCE 7-16, Figure 7.6-1 and ASCE 7-16, Figure 7.7-2 Label Upper Roof Length Lower Roof Length Roof Step Height Clear Height Drift loads Required? Drift Height (Leeward) Drift Height (Windward) l , (ft) l.,I M H (ft) h� (ft) Yes/No hd,1--d (ft) hd,w:.&—d (ft) North West 10 8 4 2.94 Yes 1.44 1.08 Side Snow Drift Height on Projections and M_ height,P — ASCE 7-16, Section 7.8 and ASCE 7-16, Figure 7.6-1 Parapets Label Length of Roof l„ (ft) I Roof Step Height H (ft) I Clear Height h, (ft) I Drift loads Required? Yes/No I Drift Height (Windward) hd,mind_d (ft) North West Side 1 101 51 3.941 Yes 1 0.622 Comments Assumptions