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REVIEWED BLD2022-0376+Structural_Calculations+3.24.2022_1.48.11_PM+2759610STRUCTURAL CALCULATIONS Edmonds (Sontra) Residence Prepared For: Brett & Ellen Sontra insert PE/SE stamp here Engineer of Record: Kolby Burke, PE, SE Date: February 24, 2022 Kolby Digitally signed by Kolby Burke, Burke, PE, SE PE, SE Date: 2022.03.03 16:24:23-08'00' Rev. Date Designer 0 February 24, 2022 KKB Project Description Site Designation Scope of Work Design Parameters: New one-story addition to existing single-family residence. Edmonds (Sontra) Residence 9405 216th Street SW Edmonds, WA 98026 Structural design of gravity and lateral force resisting system. Dead: Roof (including ceiling) 14 psf Floor 15 psf Wall (Exterior) 10 psf Wall (Interior Partition) 8 psf Live: Roof 20 psf Ceiling 10 psf Floor 40 psf Snow: Ps (min) 25 psf Wind: Occupancy Category II Veit 98 mph Exposure Category B Seismic: Soil Category D Sps 1.026 Seismic Category D Applicable Code: -2018 International Residential Code -ASCE 7-16 Minimum Design Loads for Buildings and Other Structures -AISC 141h Edition Steel Construction Manual -ANSI/AWC NDS-2018 National Design Specification for Wood Construction Table of Contents ■ Gravity Design Loads ■ Gravity Members o Roof Rafters o Headers #1 - #7 o Roof Beam 1 ■ Post (supporting roof beam 1 - controls) o Roof Beam 2 o Floor Joists o (2) Floor Joist (under load bearing wall) o Floor Beam o Dead Load Calc's o ENERCALC capacity printouts ■ Lateral Analysis & Design o ASCE7 Hazards Report o Wind Analysis (envelope procedure — simplified) o Seismic Analysis o Lateral Force Comparison o Shear Wall Designs o Holdown (type 1) Design -ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 362.25 ft (NAVD 88) 9405 216th St SW Risk Category: II Latitude: 47.803449 Edmonds, Washington Soil Class: D - Default (see Longitude:-122.359197 98020 Section 11.4.3) .r'T�IIr' .....Ini�i 4:iil I. �II•� I�•' Ili Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu Feb 24 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.onIine/ Page 1 of 3 Thu Feb 24 2022 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 1.282 Sol N/A S, 0.451 TL 6 Fa 1.2 PGA: 0.545 FV N/A PGA M : 0.654 SMs : 1.539 FPGA 1.2 SM1 N/A le 1 SIDS : 1.026 Cv 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Feb 24 2022 Date Source: USGS Seismic Design Maps https://asce7hazardtool.onIine/ Page 2 of 3 Thu Feb 24 2022 -ASCE® AMERICAN SOCIUY OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, pg : 20 Ib/ft Elevation: 362.3 ft Data Source: Date Accessed: Thu Feb 24 2022 Statutory requirements of the Authority Having Jurisdiction are not included. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Thu Feb 24 2022 J LI BURKE CONSULTING ENGINEERS BURKE CONSULTING ENGINEERS (925) 639 - 5512 www.burke-engineers.com GRAVITY DESIGN LOADS (psf): Dead Load Values: DLroo f:=14 lb = Dead Load - Roof System ft DL floor:=15 lb = Dead Load - Floor System ft Dead Load Roof Slooe Adiustment (for slowed rafters): Roof Pitch = P/12 P:=.75 9 :=tan P m := 1 =1 T12� cos(0) DLCe2l:=9 lb = Dead Load - Ceiling ft lb DLext_woll:=10 t ft = Dead Load - Exterior Wall DLint_woll:=8 lb = ft Dead Load - Interioror Wall Live Load Values: Lr:=20 lb = Roof Live Load (unreduced) ft LLCeil:=10 f b = Ceiling Live Load (non -storage) lb LLfl00r:=30 t ft = Floor live load - sleeping area Snow Load Values: S:= 25 lb = Snow Load .fz t (Minimum design snow load per WABO) MEMBER DESIGN - RESIDENCE: Roof Rafter - Design Loads: _...__............................................................................................. Spanraax:=17.5 ft trib.widthRafte,r:=2.0 ft SPAN WITH DOUBLE CANTILEVER - UNIFORM LOAD DRafter := DLrao f • m • (trib.widthRafter) = 28.05 f t LRafter := Lr • (trib.widthRafter) = 40 f t SRafter := S • (trib.widthRafter) = 50 f t See Enercalc printout for member design results Header #1 - Design Loads: SIMPLE SPAN - UNIFORM LOAD Dhdr1 := DLraa f • Tn • trib.widthhdr1=122.74 f t Lhdr1 := Lr • (trib.widthhdrl) =175 f t Shdr1:= S • (trib.widthhdrl) = 218.75 f t Sparlmax:= 2.5 ft trib.widthhdr1:=8.75 ft See Enercalc printout for member design results 11 Header #2 (and #4) - Design Loads: ..................................... Spanmax := 6.0 ft SIMPLE SPAN -UNIFORM LOAD trib.widthhdr2:=8.75 ft Dhdr2 := DLroo f • m • trib.widthhdr2=122.74 f t Lhdr2 := Lr • (trib.widthhdr2) =175 f t Shdr2 := S • (trib.widthhdr2) = 218.75 f t See Enercalc printout for member design results Header #3 - Design Loads: SIMPLE SPAN - UNIFORM LOAD Dhdr3 := DLroof • m • trib.widthhdr3 = 42.08 f t Lhdr3 := Lr • (trib.w2dthhdr3) = 60 lb ft Shdr3 := S • (trib.widthhdr3) = 75 lb ft Spanmax := 7.5 ft tr2b.widthhdr3:=3.0 ft See Enercalc printout for member design results Header #5 - Design Loads: ..................................... Spanmax := 5.0 ft SIMPLE SPAN -UNIFORM LOAD trib.widthhdr5:=8.75 ft Dhd,5 := DLraaf • m • trib.widthhdr5=122.74 f t Lhd,5 := Lr • (trib.widthhdr5) =175 f t Shdr5 := S • (trib.widthhdr5) = 218.75 f t See Enercalc printout for member design results Header #6 - Design Loads: ........................................................................................... Spanmax:= 2.5 ft SIMPLE SPAN -UNIFORM LOAD trib.widthhdr6:=2.5 ft Dhdr6 := DLceil • trib.widthhdrs = 22.5 f t Lhdr6 := LLceil • (trib.widthhd,6) = 25 f t See Enercalc printout for member design results Header #7 - Design Loads: SIMPLE SPAN - UNIFORM LOAD Dhd,r7 := DLraa f • m • trib.widthhdr7=136.77 l t Lhdr7:= Lr • (trib.widthhd,r7) =195 l t Shdr7:= S • (trib.widthhdr7) = 243.75 l t Beam #1 - Design Loads: Spanmax := 2.833 ft trib.widthhd,7:=9.75 ft See Enercalc printout for member design results ......................................................................... I ................ Spanmax := 5.5 ft SIMPLE SPAN -UNIFORM LOAD trib.widthbm1:= 8.0 ft Dbm1:= DLCejj • trib.widthbin1= 72 f t lb Lbm1:= LLC,jj • (trib.widthbml) = 80 ft Point Load (at 3-ft): Dbml := DLraa f • m • 12 ft • 3.5 ft = 589.15 lb Lb.l:=Lr•(12 ft•3.5 ft) =840 lb Sbm1:=S•(12 ft•3.5 ft) =1050lb See Enercalc printout for member design results Beam #2 - Design Loads: SIMPLE SPAN - UNIFORM LOAD Dbm2 := DLroo f • m • trib.widthbm2=168.33 f t Lbm2 := Lr • (trib.widthbm2) = 240 f t Sbm2 := S • (trib.widthb,,,,2) = 300 f t Floor Joists - Design Loads: Spanmax:= 7.0 ft trib.widthbra2:=12.0 ft See Enercalc printout for member design results .......__..............-..............._.............................................. .. Spanmax'=12.5 ft .................................................................................................................. trib.widthjaiSt:=1.33 ft SIMPLE SPAN - UNIFORM LOAD Djaist := DL ftaa, • (trib.widthjoist) =19.95 f t Ljaist := LLflaaT • (trib.widthjoist) = 39.9 f t See Enercalc printout for member design results Floor Joists (at partition wall) - Design Loads: SIMPLE SPAN - UNIFORM LOAD Djaist2:=DLflaar • (trib.widthj,i,t2) =19.95 l t Lj11ist2:= LLflaar • (trib.widthj,ist2) = 39.9 l t lb Djaist2:=DLeeil' 112 in) �trib.widthCeil� = 27 ft lb Lj11ist2 := LLeeil ' 112 in) (trib.widthCeil) = 30 ft Djoist2:=DLint_wall'(16 inl (8 ft) =85.33 lb 12 in J ft Spanmax :=12.5 ft trib.widthjaist2:=1.33 ft trib.widtheeit := 2.25 ft See Enercalc printout for member design results Beam #1 Support Post (controls posts) - Design Loads: POINT LOAD Max loads from Beam#1 Enercalc reactions: D:= 534 lb Lr := 458 lb LL := 793 lb See Enercalc printout for member design results POST - POINT LOAD Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Roof Rafters 2x10 (Hem Fir #2) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.028) Lr(0.04) S(0.05) D(0.028) Lr(0.04) S(0.05) D(0.028) Lr(0.04) S(0.05) 2x10 Span = 2.0 ft 2x10 Span = 13.50 ft 2x10 Span = 2.0 ft r I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0280, Lr = 0.040, S = 0.050 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0280, Lr = 0.040, S = 0.050 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.0280, Lr = 0.040, S = 0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8461 Maximum Shear Stress Ratio = 0.297 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 909.26psi fv: Actual = 51.18 psi Fb: Allowable = 1,075.25psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.693ft Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.263 in Ratio = 615 > 360 Span: 2 : S Only Max Upward Transient Deflection -0.118 in Ratio = 404 > 360 Span: 3 : S Only Max Downward Total Deflection 0.411 in Ratio = 394 > 240 Span: 2 : +D+S Max Upward Total Deflection -0.184 in Ratio = 260> 240 Span: 3: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.037 0.136 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.06 31.42 841.50 0.17 18.37 135.00 Length = 13.50 ft 2 0.388 0.136 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.58 326.40 841.50 0.17 18.37 135.00 Length = 2.0 ft 3 0.037 0.136 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.06 31.42 841.50 0.03 18.37 135.00 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.065 0.238 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.14 76.30 1168.75 0.41 44.62 187.50 Length = 13.50 ft 2 0.678 0.238 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.41 792.69 1168.75 0.41 44.62 187.50 Length = 2.0 ft 3 0.065 0.238 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.14 76.30 1168.75 0.08 44.62 187.50 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Roof Rafters WO (Hem Fir#2) Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.081 0.297 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.16 87.51 1075.25 0.47 51.18 172.50 Length = 13.50 ft 2 0.846 0.297 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.62 909.26 1075.25 0.47 51.18 172.50 Length = 2.0 ft 3 0.081 0.297 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.16 87.51 1075.25 0.10 51.18 172.50 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.056 0.203 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.12 65.08 1168.75 0.35 38.06 187.50 Length = 13.50 ft 2 0.578 0.203 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.21 676.12 1168.75 0.35 38.06 187.50 Length = 2.0 ft 3 0.056 0.203 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.12 65.08 1168.75 0.07 38.06 187.50 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.068 0.249 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.13 73.49 1075.25 0.40 42.98 172.50 Length = 13.50 ft 2 0.710 0.249 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.36 763.55 1075.25 0.40 42.98 172.50 Length = 2.0 ft 3 0.068 0.249 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.13 73.49 1075.25 0.08 42.98 172.50 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.013 0.046 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 18.85 1496.00 0.10 11.02 240.00 Length = 13.50 ft 2 0.131 0.046 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 195.84 1496.00 0.10 11.02 240.00 Length = 2.0 ft 3 0.013 0.046 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 18.85 1496.00 0.02 11.02 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+S -0.1845 0.000 +D+S 2 0.4108 6.807 0.0000 0.000 3 0.0000 6.807 +D+S -0.1845 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.683 0.682 Overall MINimum 0.438 0.438 D Only 0.245 0.245 +D+Lr 0.595 0.595 +D+S 0.683 0.682 +D+0.750Lr 0.508 0.508 +D+0.750S 0.573 0.573 +0.60D 0.147 0.147 Lr Only 0.350 0.350 S Only 0.438 0.438 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Header #1, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1227) Lr(0.175) S(o.2188) 40 Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1227, Lr = 0.1750, S = 0.2188 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.1231 Maximum Shear Stress Ratio = 0.103 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 183.65psi fv: Actual = 21.38 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 12794 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.004 in Ratio = 8098 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination max Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.058 0.048 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.10 67.41 1170.00 0.10 7.85 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.099 0.083 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.24 160.38 1625.00 0.24 18.67 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.123 0.103 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.27 183.65 1495.00 0.27 21.38 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.084 0.071 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.14 1625.00 0.20 15.97 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.103 0.087 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.23 154.59 1495.00 0.23 18.00 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.019 0.016 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 40.44 2080.00 0.06 4.71 288.00 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Header #1, 4x6 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0037 1.259 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.432 0.432 Overall MINimum 0.274 0.274 D Only 0.159 0.159 +D+Lr 0.377 0.377 +D+S 0.432 0.432 +D+0.750Lr 0.323 0.323 +D+0.750S 0.364 0.364 +0.60D 0.095 0.095 Lr Only 0.219 0.219 S Only 0.274 0.274 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Header #2, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1227, Lr = 0.1750, S = 0.2188 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.70ft 1 Maximum Shear Stress Ratio = 0.333 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 1,057.83psi fv: Actual = 69.01 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.00Oft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio = 925 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.123 in Ratio = 585 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination max Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.332 0.156 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.57 388.26 1170.00 0.33 25.33 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.568 0.268 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.36 923.79 1625.00 0.77 60.27 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.708 0.333 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.56 1,057.83 1495.00 0.89 69.01 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.486 0.229 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.16 789.91 1625.00 0.66 51.53 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.596 0.281 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.31 890.44 1495.00 0.75 58.09 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.112 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 232.95 2080.00 0.20 15.20 288.00 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Header #2, 4x6 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1229 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.037 1.037 Overall MINimum 0.656 0.656 D Only 0.381 0.381 +D+Lr 0.906 0.906 +D+S 1.037 1.037 +D+0.750Lr 0.774 0.774 +D+0.750S 0.873 0.873 +0.60D 0.228 0.228 Lr Only 0.525 0.525 S Only 0.656 0.656 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Header #3, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x6 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0420, Lr = 0.060, S = 0.0750 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.38a 1 Maximum Shear Stress Ratio = 0.151 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 579.39psi fv: Actual = 31.27 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.750ft Location of maximum on span = 7.062ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio = 1382 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.105 in Ratio = 855 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.189 0.074 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.32 220.78 1170.00 0.15 11.92 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.312 0.122 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.75 507.67 1625.00 0.35 27.40 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.388 0.151 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.85 579.39 1495.00 0.40 31.27 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.268 0.105 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.64 435.95 1625.00 0.30 23.53 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.328 0.128 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.72 489.74 1495.00 0.34 26.43 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.064 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 132.47 2080.00 0.09 7.15 288.00 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Header #3, 4x6 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1052 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.454 0.454 Overall MINimum 0.281 0.281 D Only 0.173 0.173 +D+Lr 0.398 0.398 +D+S 0.454 0.454 +D+0.750Lr 0.342 0.342 +D+0.750S 0.384 0.384 +0.60D 0.104 0.104 Lr Only 0.225 0.225 S Only 0.281 0.281 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Header #4, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1227, Lr = 0.1750, S = 0.2188 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.70ft 1 Maximum Shear Stress Ratio = 0.333 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 1,057.83psi fv: Actual = 69.01 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.00Oft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio = 925 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.123 in Ratio = 585 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination max Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.332 0.156 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.57 388.26 1170.00 0.33 25.33 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.568 0.268 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.36 923.79 1625.00 0.77 60.27 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.708 0.333 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.56 1,057.83 1495.00 0.89 69.01 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.486 0.229 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.16 789.91 1625.00 0.66 51.53 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.596 0.281 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.31 890.44 1495.00 0.75 58.09 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.112 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 232.95 2080.00 0.20 15.20 288.00 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Header #4, 4x6 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1229 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.037 1.037 Overall MINimum 0.656 0.656 D Only 0.381 0.381 +D+Lr 0.906 0.906 +D+S 1.037 1.037 +D+0.750Lr 0.774 0.774 +D+0.750S 0.873 0.873 +0.60D 0.228 0.228 Lr Only 0.525 0.525 S Only 0.656 0.656 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Header #5, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1227) Lr(0.175) S(0.2188) 4x6 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1227, Lr = 0.1750, S = 0.2188 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.491: 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 734.60psi fv: Actual = 55.05 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 1599 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.059 in Ratio = 1012 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination max Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.230 0.125 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.40 269.62 1170.00 0.26 20.21 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.395 0.214 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.94 641.52 1625.00 0.62 48.08 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.491 0.266 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.08 734.60 1495.00 0.71 55.05 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.338 0.183 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.81 548.55 1625.00 0.53 41.11 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.414 0.224 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.91 618.36 1495.00 0.59 46.34 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.078 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 161.77 2080.00 0.16 12.12 288.00 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Header #5, 4x6 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0593 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.864 0.864 Overall MINimum 0.547 0.547 D Only 0.317 0.317 +D+Lr 0.755 0.755 +D+S 0.864 0.864 +D+0.750Lr 0.645 0.645 +D+0.750S 0.727 0.727 +0.60D 0.190 0.190 Lr Only 0.438 0.438 S Only 0.547 0.547 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Header #6, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 40 Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.02250, L = 0.0250 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.021: 1 Maximum Shear Stress Ratio = 0.018 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 27.45psi fv: Actual = 3.20 psi Fb: Allowable = 1,300.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.001 in Ratio = 54177 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination max Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.012 0.010 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.02 14.17 1170.00 0.02 1.65 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.021 0.018 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.04 27.45 1300.00 0.04 3.20 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.015 0.012 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.04 24.13 1625.00 0.04 2.81 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.004 0.003 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.01 8.50 2080.00 0.01 0.99 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0006 1.259 0.0000 0.000 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION Vertical Reactions Header #6, 4x6 (DF#1) neers Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.065 0.065 Overall MINimum 0.031 0.031 D Only 0.033 0.033 +D+L 0.065 0.065 +D+0.750L 0.057 0.057 +0.60D 0.020 0.020 L Only 0.031 0.031 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Header #7, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 46 Span = 2.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1370, Lr = 0.1950, S = 0.2438 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.1761 Maximum Shear Stress Ratio = 0.139 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 262.65psi fv: Actual = 28.84 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.417ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 7890 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.007 in Ratio = 4997 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination max Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.833 ft 1 0.082 0.065 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.14 96.31 1170.00 0.14 10.58 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.833 ft 1 0.141 0.112 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.34 229.35 1625.00 0.32 25.19 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.833 ft 1 0.176 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.39 262.65 1495.00 0.37 28.84 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.833 ft 1 0.121 0.096 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.29 196.09 1625.00 0.28 21.54 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.833 ft 1 0.148 0.117 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.33 221.06 1495.00 0.31 24.28 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.833 ft 1 0.028 0.022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 57.79 2080.00 0.08 6.35 288.00 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Header #7, 4x6 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0068 1.427 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.545 0.545 Overall MINimum 0.345 0.345 D Only 0.200 0.200 +D+Lr 0.476 0.476 +D+S 0.545 0.545 +D+0.750Lr 0.407 0.407 +D+0.750S 0.459 0.459 +0.60D 0.120 0.120 Lr Only 0.276 0.276 S Only 0.345 0.345 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 neers DESCRIPTION: Beam #1, 4x8 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.589) Lr(Q.84) L(1.05) 4x8 Span = 5.50 ft 1,000.0psi E: Modulus of Elasticity 1,000.0psi Ebend-xx 1,700.0ksi 1,500.0 psi Eminbend - xx 620.Oksi 625.0 psi 180.0 psi 675.0 psi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0720, L = 0.080 , Tributary Width = 1.0 ft, (Ceiling) Point Load : D = 0.5890, Lr = 0.840, L = 1.050 k @ 3.0 ft, (Roof Beam #2) DESIGN SUMMARY Mfflls • Maximum Bending Stress Ratio = 0.8491 Maximum Shear Stress Ratio = 0.405 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,103.34psi fv: Actual = 72.84 psi Fb: Allowable = 1,300.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.991 ft Location of maximum on span = 4.898 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.042 in Ratio = 1576 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.078 in Ratio = 842 > 240 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Hatios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.365 0.178 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.09 427.20 1170.00 0.49 28.83 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.849 0.405 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.82 1,103.34 1300.00 1.23 72.84 180.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.538 0.249 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.23 874.13 1625.00 0.95 55.92 225.00 +D+0.750Lr+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.781 0.365 1.25 1.300 1.00 1.00 1.00 1.00 1.00 3.24 1,269.51 1625.00 1.39 82.15 225.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.625 0.299 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.39 934.31 1495.00 1.05 61.84 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.123 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.65 256.32 2080.00 0.29 17.30 288.00 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Irl Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ;25)-639-5512 -------------- Project ID: 22 004 (925) 639-5512 Project Descr: SFR - Addition BURKE CONSULTING ENGTNEEps kolby.burtke@burke-engineers.com ----------------------------------- Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Beam #1, 4x8 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750L 1 0.0783 2.830 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Support 1 Support 2 1.290 1.473 0.697 0.793 0.481 0.534 1.178 1.327 0.863 0.993 1.290 1.473 1.004 1.129 0.289 0.321 0.382 0.458 0.697 0.793 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Beam #2, 4x6 (DF#1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1683) 1-40.24) S(o.3) 4x6 Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1683, Lr = 0.240, S = 0.30 , Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8131 Maximum Shear Stress Ratio = 0.411 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 1,214.93psi fv: Actual = 84.99 psi Fb: Allowable = 1,495.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.750ft Location of maximum on span = 5.058ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 876 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.119 in Ratio = 556 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Span # zjtress Katlos M V Cd CF/y C i Cr Cm C t CL moment values M fb F'b 5near V values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.379 0.192 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.65 443.50 1170.00 0.40 31.02 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.653 0.330 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.56 1,060.64 1625.00 0.95 74.19 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.813 0.411 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.79 1,214.93 1495.00 1.09 84.99 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.558 0.282 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.33 906.36 1625.00 0.81 63.40 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.684 0.345 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.50 1,022.07 1495.00 0.92 71.50 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.128 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 266.10 2080.00 0.24 18.61 288.00 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Beam #2, 4x6 (DF#1) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1186 2.770 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.299 1.299 Overall MINimum 0.825 0.825 D Only 0.474 0.474 +D+Lr 1.134 1.134 +D+S 1.299 1.299 +D+0.750Lr 0.969 0.969 +D+0.750S 1.093 1.093 +0.60D 0.285 0.285 Lr Only 0.660 0.660 S Only 0.825 0.825 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.2.9 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Floor Joists 2x10 (Hem Fir #2) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span = 12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.01470, L = 0.040 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.641: 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 599.34psi fv: Actual = 32.64 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.250ft Location of maximum on span = 11.770ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio = 872 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.235 in Ratio = 638 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load CombinationMax Stress a Ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.191 0.065 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.29 161.07 841.50 0.08 8.77 135.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.641 0.218 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.07 599.34 935.00 0.30 32.64 150.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.419 0.142 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.87 489.77 1168.75 0.25 26.68 187.50 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.065 0.022 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 96.64 1496.00 0.05 5.26 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2350 6.296 0.0000 0.000 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION Vertical Reactions Floor Joists 2x10 (Hem Fir #2) neers Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.342 0.342 Overall MINimum 0.250 0.250 D Only 0.092 0.092 +D+L 0.342 0.342 +D+0.750L 0.279 0.279 +0.60D 0.055 0.055 L Only 0.250 0.250 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.2.9 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Floor Joists @ partition wall CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1123) L(0.03) D(0.0147) L(0.04) Span = 12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.01470, L = 0.040 , Tributary Width = 1.0 ft Point Load : D = 0.1123, L = 0.030 k @ 4.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8471 Maximum Shear Stress Ratio = 0.283 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 792.41 psi fv: Actual = 42.49 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.292ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.187 in Ratio = 803 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.305 in Ratio = 491 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.392 0.123 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.59 329.74 841.50 0.15 16.54 135.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.847 0.283 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.41 792.41 935.00 0.39 42.49 150.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.577 0.192 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.20 674.70 1168.75 0.33 36.00 187.50 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.132 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 197.84 1496.00 0.09 9.93 240.00 Overall Maximum Deflections Load Combination Span Max. '=" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+L 1 0.3051 6.159 0.0000 0.000 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Beam Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION Vertical Reactions Floor Joists @ partition wall neers Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.433 0.393 Overall MINimum 0.269 0.261 D Only 0.164 0.132 +D+L 0.433 0.393 +D+0.750L 0.366 0.328 +0.60D 0.098 0.079 L Only 0.269 0.261 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Column Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 neers DESCRIPTION: Post Supporting Beam#1, 4x4 (DF #2) Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 inA2 Cf or Cv for Compressioi 1.150 Fb + 900.0 psi Fv 180.0 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50 Fb - 900.0 psi Ft 575.0 psi I Cm : Wet Use Factor 1.0 y 12.505 in 4 Fc - Prll 1,350.0 psi Density 31.210 pcf Ct :Temperature Faci 1.0 Fc -Per p 625.0 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 8 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 21.240 Ibs * Dead Load Factor AXIAL LOADS ... Beam #1: Axial Load at 8.0 ft, D = 0.5340, Lr = 0.4580, L = 0.7930 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2089 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.750Lr+0.750L Top along Y-N 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-)� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.493 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 583.53 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.400 0.08107 PASS 0.0ft 0.0 PASS 8.0 ft +D+L 1.000 0.366 0.1937 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr 1.250 0.301 0.1417 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L 1.250 0.301 0.2089 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L 1.150 0.324 0.1623 PASS O.Oft 0.0 PASS 8.0 ft +0.60D 1.600 0.240 0.04562 PASS O.Oft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.555 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Column Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Post Supporting Beam#1, 4x4 (DF #2) Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 1.348 +D+Lr 1.013 +D+0.750Lr+0.750L 1.493 +D+0.750L 1.150 +0.60D 0.333 Lr Only 0.458 L Only 0.793 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+L 0.0000 in 0.000ft 0.000 in 0.000ft +D+Lr 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750Lr+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft Lr Only 0.0000 in 0.000ft 0.000 in 0.000ft L Only 0.0000 in 0.000ft 0.000 in 0.000ft Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Column Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 neers DESCRIPTION: Post Supporting Beam#1, (2) 2x4 (DF #2) Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2-2x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (Used for non -slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Hem -Fir Exact Depth 350 50 in Cf or Cv for Bending 1.10 Wood Grade Stud . Area 10.50 in12 Cf or Cv for Compressioi 1.050 Fb + 675 psi Fv 150 psi Ix 10.719 in^4 Cf or Cv for Tension 1.10 Fb - 675 psi Ft 400 psi ly 7.875 in^4 Cm :Wet Use Factor 1.0 Fc - Prll 800 psi Density 26.84 pcf Ct : Temperature Faci 1.0 Fc - Per p 405 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1200 1200 1200 ksi Use Cr: Repetitive ? No Minimum 440 440 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 8 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 15.657 Ibs * Dead Load Factor AXIAL LOADS ... Beam #1: Axial Load at 8.0 ft, D = 0.5340, Lr = 0.4580, L = 0.7930 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4370 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.750Lr+0.750L Top along Y-N 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-)� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.488 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 324.233 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.410 0.1688 PASS 0.0ft 0.0 PASS 8.0 ft +D+L 1.000 0.375 0.4055 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr 1.250 0.309 0.2960 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L 1.250 0.309 0.4370 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L 1.150 0.333 0.3393 PASS O.Oft 0.0 PASS 8.0 ft +0.60D 1.600 0.247 0.09475 PASS O.Oft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.550 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Irl Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ;25)-639-5512 -------------- Project ID: 22 004 (925) 639-5512 Project Descr: SFR - Addition BURKE CONSULTING ENGTNEEps kolby.burtke@burke-engineers.com ----------------------------------- Wood Column Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Post Supporting Beam#1, (2) 2x4 (DF #2) Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 1.343 +D+Lr 1.008 +D+0.750Lr+0.750L 1.488 +D+0.750L 1.144 +0.60D 0.330 Lr Only 0.458 L Only 0.793 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+L 0.0000 in 0.000ft 0.000 in 0.000ft +D+Lr 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750Lr+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft Lr Only 0.0000 in 0.000ft 0.000 in 0.000ft L Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches 1 3.0 in +X Burke Consulting Engineers Kolby Burke, PE, SE kolby.burke@burke-engineers.com 925.639.5512 JOB TITLE Dead Load - Ceiling Ties (alone) JOB NO. CALCULATED BY KKB CHECKED BY Roof Design Loads SHEET NO. DATE DATE Items IlDescription Multiple I psf (max) I psf (min) 0.0 0.0 0.0 0.0 0.0 0.0 Insulation R-40 Fiberglass insul. 1.3 1.2 Framing Wood 2x @24" 2.5 1.5 Ceiling 5/8" gypsum 2.8 2.5 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load o 9.1 • 5.2 Use this DL instead O 20.0 C 9.0 Live Load 18.0 0.0 Snow Load 42.0 0.0 Ultimate Wind (zone 2 - 100sf) 16.0 -20.2 ASD Loadinq D + S 51.1 - D + 0.75(0.6'W + S) 47.8 - O V D + 0.6"W - -9.0 LRFD Loading 1.2D + 1.6 S + 0.5W 86.1 - 1.2D + 1.OW + 0.5S 47.9 - 0.9D + 1.OW - 1 -15.5 Roof Live Load Reduction Roof angle 6.00 / 12 26.6 deg 0 to 200 sf: 18.0 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 16.2 psf 400 sf 14.4 psf 500 sf 12.6 psf User Input: 0 sf 18.0 psf Burke Consulting Engineers Kolby Burke, PE, SE kolby.burke@burke-engineers.com 925.639.5512 JOB TITLE Rafters - vaulted ceiling JOB NO. CALCULATED BY KKB CHECKED BY Roof Design Loads SHEET NO. DATE DATE Items IlDescription Multiple I psf (max) I psf (min) Roofing Asphalt Shingles w/roll roofing 3.0 2.0 Decking 1/2" plywood/OSB 1.8 1.5 Framing Wood 2x @24" 2.5 1.5 Insulation R-40 Fiberglass insul. 1.3 1.2 0.0 0.0 Ceiling 5/8" gypsum 2.8 2.5 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load o 13.9 ' 8.7 Use this DL instead O 20.0 C 9.0 Live Load 18.0 0.0 Snow Load 42.0 0.0 Ultimate Wind (zone 2 - 100sf) 16.0 -20.2 ASD Loadinq D + S 55.9 - D + 0.75(0.6'W + S) 52.6 - O V D + 0.6"W - -6.9 LRFD Loading 1.2D + 1.6 S + 0.5W 91.9 - 1.2D + 1.OW + 0.5S 53.7 - 0.9D + 1.OW - 1 -12.4 Roof Live Load Reduction Roof angle 6.00 / 12 26.6 deg 0 to 200 sf: 18.0 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 16.2 psf 400 sf 14.4 psf 500 sf 12.6 psf User Input: 0 sf 18.0 psf Burke Consulting Engineers Kolby Burke, PE, SE kolby.burke@burke-engineers.com 925.639.5512 JOB TITLE Exterior Wall JOB NO. SHEET NO. CALCULATED BY KKB DATE CHECKED BY DATE Wall Design Load #1 Items IlDescription Multiple I psf (max) I psf (min) Sheathing 3/8" plywood/OSB 1.5 1.3 Sheathing 1/2" plywood/OSB 1.8 1.5 Framing 2x6 wood stud @ 16" 2.0 1.1 Sheathing 5/8" gypsum 2.8 2.5 veneer x 0.50 0.0 0.0 Insulation R-19 Fiberglass insul. 0.6 0.6 Mech & Elec Mech. & Elec. 1.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load 10.2 • 7.0 Use this DL instead 50.0 40.0 Wall Design Load #2 Items IlDescription Multiple I psf (max) I psf (min) 0.0 0.0 0.0 0.0 Framing 0.0 0.0 veneer 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 0.0 0 0.0 Use this DL instead 65.0 0 55.0 Burke Consulting Engineers Kolby Burke, PE, SE kolby.burke@burke-engineers.com 925.639.5512 JOB TITLE Exterior Wall JOB NO. SHEET NO. CALCULATED BY KKB DATE CHECKED BY DATE Wall Design Load #1 Items IlDescription Multiple I psf (max) I psf (min) 0.0 0.0 Sheathing 1/2" gypsum board 2.2 2.0 Framing 2x6 wood stud @ 16" 2.0 1.1 Sheathing 5/8" gypsum 2.8 2.5 veneer x 0.50 0.0 0.0 0.0 0.0 Mech & Elec Mech. & Elec. 1.0 0.0 0.0 0.0 Actual Dead Load 8.0 • 5.6 Use this DL instead 50.0 40.0 Wall Design Load #2 Items IlDescription Multiple I psf (max) I psf (min) 0.0 0.0 0.0 0.0 Framing 0.0 0.0 veneer 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 0.0 0 0.0 Use this DL instead 65.0 0 55.0 n n (925) 639 - 5512 www.burke-engineers.com Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Project File: 22-004 Edmonds (Sontra) RSD-Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consultinq Enqineers (c) ENERCALC INC 1983-2022 DESCRIPTION: --None-- General Design Values Calculations per ASCE 7-16 V : Basic Wind Speed per Sect 26.5-1 or 2 98.0 mph User specified minimum design pressu 0.0 psf Occupancy per Table 1.5-1 II All Buildings and other structures except those listed Exposure Category per 26.7 Exposure B Topographic Factor Kzt per 26.8 1.00 Main Force Resistinq System Valu MRH : Mean Roof Height Roof Slope Angle Lambda MWFRS: per Figure 26. Component & Cladding Values 10.0 ft Effective Wind Area of Component & Clad 10.0 ft^2 0 to 5 degrees Roof pitch for cladding pressu Flat/Hip/Gable Roof LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.00 ft 1.00 Lambda Component & Cladding : per Figure 0.82 Design Wind Pressures Horizontal Pressures ... Zone: A = 15.26 psf Zone: C = 10.10 psf Zone: B = -7.88 psf Zone: D = -4.70 psf Vertical Pressures Zone: E = -18.34 psf Zone: G = -12.78 psf Zone: F = -10.40 psf Zone: H = -8.08 psf Overhangs .. . Zone: Eoh = -25.66 psf Zone: Goh = -20.06 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. -omponent & Cladding Design Wind Pres: Roof Pressures Positive Negative Zone 1 5.756 -22.616 psf Zone 1' 5.756 -13.005 psf Zone 2 5.756 -29.782 psf Zone 2e *** *** psf Zone 2n *** *** psf Zone 2r *** *** psf Zone 3 5.756 -40.590 psf Zone 3e *** *** psf Zone 3r *** *** psf Wall Pressures Wall Zone 4 : 14.170 -15.367 psf Wall Zone 5 : 14.170 -18.975 psf Design Wind Pressure = Lambda * Kzt * Ps30 pe Overhang Pressures Negative Zone 1 -20.418 psf Zone 1' -20.418 psf Zone 2 -27.634 psf Zone 2e *** psf Zone 2n *** psf Zone 2r *** psf Zone 3 -38.442 psf Zone 3e *** psf Zone 3r *** psf '*** : There is no value in Figure 30.4-1 Tabular Values Kolby Burke Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Project No. 22-004 Engineer: KKB tNSULTING (925) 639 - 5512 Project Description: ENGINEEPS kol bv. burkeidburke-enaineers.com WIND LOADS ON BUILDINGS - ENVELOPE PROCEDURE (ASCE 7-16 CH.28) (PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BLDG'S) ASCE 7-16 Section 28.4 - Simplified Procedure --- Main Wind -Force Resisting System WIND DESIGN CRITERIA: WIND LOAD RESULTS SUMMARY Basic Wind Speed (ult), V = 98 mph (ASCE 7-16, Section 26.5.1) Wind on Flat Side (Case A) Exposure = B (ASCE 7-16, Section 26.7.3) Roof Level 1.043 k Main Floor 1.100 k BUILDING DIMENSIONS: Roof Slope = 1.00 :12 = 4.76 degrees Building (Least Horizontal) Dimension = 13.50 ft Roof Side: Gable End (Case B) Base Shear (Total) 2.143 k Building (Larger Horizontal) Dimension = 23.50 ft Roof Side: Sloped Side (Case A) Eave Height = 7.75 ft Mean Roof Height, h = 8.50 ft (ASCE 7-16, Figure 27.5-2) Edge Strip Width, a = 3.00 ft (ASCE 7-16, Figure 28.5-1) Wind on Gable End (Case B) End Zone, 2a = 6.00 ft (ASCE 7-16, Figure 28.5-1) Roof Level 0.599 k Main Floor 0.632 k TOPOGRAPHIC & EXPOSURE FACTORS: Topographic Factor, Kzt = 1.00 (ASCE 7-16, Section 26.8.2) Adjustment Factor, A = 1.00 (ASCE 7-16, Figure 28.5-1) Base Shear (Total) 1.231 k SIMPLIFIED DESIGN WIND PRESSURE, Ps30 (psf) (for Exposure B at h = 30 ft) Basic Wind Speed, V (mph) Roof Angle (Degrees) Load Case ZONES Horizontal Pressures Vertical Pressures Overhang A (Wall) B (Roof) C (Wall) D (Roof) E (Roof) F (Roof) G (Roof) H (Roof) EoH GcH 98 4.76 A 15.26 -7.88 10.10 -4.70 -18.34 -10.40 -12.78 -8.08 -25.66 -20.06 98 0.00 B 15.26 -7.88 10.10 -4.70 -18.34 -10.40 -12.78 -8.08 -25.66 -20.06 Pressures are interpolated and taken from ENERCALC printout mmnon a 10% of least horizontal dimension m 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 It (0.9.). EXCEPTION: For buildings with 0 = 0 m 7° and a least horizontal dimension greater than 300 ft (90 m), dimension a shall be limited to a maximum of 0.8 h. h Mean roof height, in It (m), except that eave height shall be used for roof angles < 100. 0 Angle of plane of mof from horizontal, in degrees. Notes 1. Pressures shown are applied to the horizontal and vertical projections, for Exposure B, at h=30 ft (h=9.1 m). Adjust to other exposures and heights with adjustment factor X. 2. The load patterns shown shall be applied to each comer of the building in turn as the reference comer (See Fig. 28.3-1). 3. For Case B, use 0=00. 4. load cases I and 2 must be checked for 250 < e < 450. Load case 2 at 250 is provided only for interpolation between 250 and 300. 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively. 6. For roof slopes other than those shown, linear interpolation is permitted. 7. The total horizontal bad shall not be less than that determined by assuming p, =0 in Zones B and D. 8. Where Zone E or G falls on a roof overhang on the windward side of the building, use EM and GoH for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. '9. Unit conversions for tables: Kolby Burke Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Project No. 22-004 Engineer: KKB BURKE (925) 639 - 5512 Project Description: CONSULTING kol bv. burkeidburke-enaineers.com WIND LOADS ON BUILDINGS - ENVELOPE PROCEDURE (ASCE 7-16 CH.28) (PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BLDG'S) ASCE 7-16 Section 28.4 - Simplified Procedure --- Main Wind -Force Resisting System LOAD CASE A HORIZONTAL LOADS (psf) MIN LOADS (psf) Ps = X* Kzt * Ps30 ASCE 7-16, 28.5.4 End Zone Interior Zone Roof Wall A (Wall) B (Roof) C (Wall) D (Roof) 15.26 7.88 10.10 -4.70 8.00 16.00 LOAD CASE B HORIZONTAL LOADS (psf) MIN LOADS (psf) Ps = X* Kzt * Ps30 ASCE 7-16, 28.5.4 End Zone Interior Zone Roof Wall A (Wall) B (Roof) C (Wall) D (Roof) -7.88 10.10 1 -4.70 8.00 16.00 LOAD CASE A ------ ASD, FACTORED (0.6), WIND LOADS LOCATION TOT. WALL LENGTH (ft) HEIGHT (ft) PLANE PLANE ENDZONE INTERIOR ZONE FORCE 6) (incl 0. MIN FORCE (k) (incl 0.6) Wall Length (ft) Ps IPsf) Wall Length (ft) P: (Psf) ROOF (Top of Roof to Wall Top Plate) 23.50 1.50 (roof) 6.00 -7.88 17.50 -4.70 -0.12 0.1 LEVEL (Wall Top Plate to Mid Main Fir Wall) 23.50 3.88 (wall) 6.00 15.26 17.50 10.10 0.62 0.87 LOAD E = 0.51 1.04 MAIN (Mid Main Fir Wall to Floor) 23.50 3.88 (wall) 6.00 15.26 17.50 10.10 0.62 0.87 FLOOR (Floor toFdtnWall) 23.50 1.00 (wall) 6.00 15.26 17.50 10.10 0.16 0.23 LOAD E = 0.78 1.10 Total Base Shear (k) = 1.29 2.14 LOAD CASE B ------ ASD, FACTORED (0.6), WIND LOADS LOCATION TOT. WALL LENGTH (ft) HEIGHT (ft) PLANE PLANE ENDZONE INTERIOR ZONE FORCE 6) (incl 0.6) MIN FORCE (k) (incl 0.6) Wall Length (ft) Ps (Psf) Wall Length (ft) P: (Psf) ROOF (Top of Roofto Wall Top Plate) 13.50 1.50 (roof) 3.00 -7.88 10.50 -4.70 -0.07 0.10 LEVEL (WaIITopPlatetoMid Main FlrWall) 13.50 3.88 (wall) 3.00 15.2F 10.50 10.10 0.35 0.50 LOAD E = 0.29 0.60 2ND FLOOR (Mid Main Fir Wall to Floor) 13.50 3.88 (wall) 3.00 15.26 15.21 111.10 10 0.35 0.50 (Floor to Fdtn Wall) 13.50 1.00 (wall) 3.00 0.09 0.13 LOAD E = 0.44 0.63 Total Base Shear (k) = 0.73 1.23 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE ----------------------------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition kolby.burtke@burke-engineers.com ASCE 7-16 Seismic Base Shear Project File: 22-004 Edmonds (Sontra) RSD-Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Seismic Base Shear Analysis Specific Description: Seismic Base Shear Risk Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "I I" : All Buildings and other structures except those listed as Category SCE 7-16, Page 4, Table 1.5-1 I, III, and IV Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping SS = 1.282 g, 0.2 sec response S 1 = 0.4510 g, 1.0 sec response For the closest datapoint grid location ... Latitude = 0.000 deg North Longitude = 0.000 deg West Site Class, Site Coeff. and Design Category Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec - D (By Default per 11.4.3) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table val Fv = 1.85 Maximum Considered Earthquake Accelerat SMS = Fa Ss = 1.538 ASCE 7-16 Eq. 11.4-1 SM1 = Fv * S1 = 0.834 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration SDS= SMS * 2/3 = 1.026 ASCE 7-16 Eq. 11.4-3 S D1 = SM1 * 2/3 = 0.556 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ISCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems 15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient " I = 6.50 Building height Limits : System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd ' = 4.00 Category "C" Limit: "D" No Limit Category Limit: Limit = 65 NOTE! See ASCE 7-16 for all applicable footn( Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period CalculAll Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest leve 10.250 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct ` (hn ^ x) = 0.115 sec "TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8.000 sec Building Period " Ta " Calculated from Approximate Method self= 0.115 " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 SIDS: Short Period Design Spectral Response - 1.026 From Eq. 12.8-2, Preliminary Cs - 0.158 " R " : Response Modification Factor - 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not excee = 0.747 " I " : Seismic Importance Factor - 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.045 Cs: Seismic Response Coefficient = = 0.1578 Kolby Burke, PE, SE Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Engineer: Kolby Burke, PE, SE Alt ------ _--------- _--- -------------- Project ID: 22-004 (925) 639-5512 Project Descr: SFR - Addition BURKE kolby.burtke@burke-engineers.com ----------------------------------- ASCE 7-16 Seismic Base Shear Project File: 22-004 Edmonds (Sontra) RSD-Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Seismic Base Shear Analysis Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.1578 from 12.8.1.1 W ( see Sum Wi below) = 16.89 k Seismic Base Shear V = Cs * W = 2.66 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = Table of building Weights by Floor Level... Level # Wi: Weight Hi : Height (Wi ` Hi^k) Cvx Fx=Cvx' V Sum Story Shear Sum Story Moment 2 8.10 10.25 83.03 0.9043 2.41 2.41 0.00 1 8.79 1.00 8.79 0.0957 0.26 2.66 22.29 Sum Wi = 16.89 k Sum Wi ` Hi = 91.82 k-ft Total Base Shear = 2.66 k Base Moment = 25.0 k-ft Diaphragm Forces : Seismic Design Category "B" to 7" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 2 8.10 2.41 2.41 8.10 2.41 1.66 3.32 2.41 2.41 1 8.79 0.26 2.66 16.89 1.39 1.80 3.61 1.80 1.80 Wpx .................... Weight at level of diaphragm and other structure elements attached to it. Fi ...................... Design Lateral Force applied at the level. Sum Fi .................. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ... 0.20 * S IDS * I * Wpx MAX Req'd Force @ Level .. 0.40 * S D3 * I * Wpx Fpx : Design Force @ Level . Wpx SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Kolby Burke Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Project No. 22-004 Engineer: KKB BURKE (925) 639-5512 Project Description: CONSULTING ENGINEERS kol bv. burkeidburke-enaineers.com SEISMIC WEIGHT -FOR EQIVALENT LATERAL FORCE PROCEDURE (Per ASCE 7-16, section 12.7.2) ASCE 7-16 Section 12.8 Equivalent Lateral Force (ELF) Procedure UNIT WEIGHTS: Roof: 14.00 psf (include 25% of storage) Snow: 0.00 psf (include 20% of p, when pf> 30 psf) Floor: 15.00 psf Live: 0.00 psf (include 25% of live load in storage areas) Exterior Wall: 10.00 psf Interior (partition) Wall: 8.00 psf Concrete Deck: 0.00 psf BUILDING DIMENSIONS: Roof Slope = 1.00 :12 = 4.76 degrees Building (Least Horizontal) Dimension = ft Building (Larger Horizontal) Dimension = ft Addition Length = 23.50 ft Addition Width = 13.50 ft Ridge Height = 9.25 ft Eave Height = 7.75 ft 1st Floor Wall Height = 1.00 ft 2nd Floor Wall Height = 7.75 ft ROOF LEVEL WEIGHT: Item Area (sci ft) Length (ft) Height (ft) Weight (kip) Sub -Total (kip) Roof 317.3 = 4.44 Exterior Walls Below 74.0 3.9 = 2.87 Interior Walls Below 25.5 3.9 = 0.79 E = 8.10 MAIN FLOOR WEIGHT: Item Area (scl ft) Length (ft) Height (ft) Weight (kip) Sub -Total (kip) Floor 317.3 = 4.76 Exterior Walls Above 74.0 3.9 = 2.87 Exterior Walls Below 74.0 0.5 = 0.37 Interior Walls Above 25.5 3.9 = 0.79 Interior Walls Below 1 0.5 = 0.00 E = 8.79 1ST FLOOR - DIAGRAM 11 SEISMIC WEIGHT SUMMARY Roof Level 8.100 k Main Floor 8.787 k TOTAL SEISMIC WEIGHT 16.886 k *** See ENERCALC ASCE7-16 "SEISMIC BASE SHEAR" PRINTOUT FOR VERTIOCAL DISTRIBUTION OF SEISMIC FORCES STORY FORCE, E (from ENERCALC) ROOF LEVEL 2.41 kip LOAD 2ND FLOOR 0.26 kip LOAD p = 1.3 SEISMIC LOAD SUMMARY 0.7*p*E (kip) Roof Level 2.193 kip Main Floor 0.237 kip TOTALSHEAR 2.430 kip Kolby Burke Project Title: Edmonds (Sontra) RSD Burke Consulting Engineers Project No. 22-004 Engineer: KKB BURKE (925) 639 - 5512 Project Description: CONSULTING kol bv. burkeidburke-enaineers.com WIND VS. SESIMIC LOAD COMPARISON NORTH --SOUTH DIRECTION LOADS WIND FORCE 0.6* W (kip) SEISMIC FORCE 0.7*p*E (kip) Notes EAST --WEST DIRECTION LOADS WIND FORCE 0.6* W (kip) SEISMIC FORCE 0.7*p*E (kip) Per Level Sum Per Level Sum 1.043 2.193 1.100 1.043 0.237 2.193 2.143 2.430 Notes CONTROLLING FORCE: Roof Level 2.19 (kip) SEISMIC Main Floor 1.10 (kip) WIND crawl space BASE SHEAR: 3.29 (kip) Kolby Burke, PE, SE Burke Consulting Engineers ----------------------------------- (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Shear Wall Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Shear Wall #1 General Information Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Total Wall Length 5.250ft Number of Stories 1 Story#1 Height 8.0ft Sheathing Framing & Chord Material : Wood Species: Hem -Fir Wood Grade: Stud Fc - Prll = 800.0 psi Ft - Tension 400.0 psi Fc - Perp = 405.0 psi E 1,200.0 ksi Specific Gravity = .4301 SDC : Seismic Design Category D Main Sheathing SDPWS 2015 Construction Table : 4.3A Wood Structural Panels, Sheathing, 15/32" Thk, 1-1/2" Min Pen, 10d Fstnrs Nominal Seismic Shear Capacities (plf) 6" Spac. 620 3" Spac. 1200 4" Spac. 920 2" Spac. 1540 Nominal Wind Shear Capacities (plf) : 6" Spac. 870 3" Spac. 1680 4" Spac. 1290 2" Spac. 2155 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 : 1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening sm'yI___» Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Shear Wall Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Shear Wall #1 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.499 E Only* 0.910 1 95.0 288.3 OK Use 6" at panel edges, 12" in field 1.52 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 0.0 1 2x6 0.14 Tension OK Comp Values : Max. Down : 0.0 k Load Comb: Max fc = 0 psi Allow F'c = 807 psi Tens Values: Max. Uplift: 0.8 k Load Comb :E Only * 0.910 Max ft = 92 psi Allow F't = 640 psi User -specified anchorage device : C2 1 5.25 0.0 E Only* 0.910 1 2x6 0.11 Comp OK Comp Values : Max. Down : 0.8 k Load Comb :E Only * 0.910 Max fc = 92 psi Allow F'c = 807 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max ft = 0 psi Allow F't = 640 psi User -specified anchorage device : Chord Naming Informatio C : Item is a Chord L : Followed by level numb( #: Followed by chord number from left to r WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Kolby Burke, PE, SE Burke Consulting Engineers ----------------------------------- (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Shear Wall Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Shear Wall #2 and #4 General Information Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Total Wall Length 3.50ft Number of Stories 1 Story#1 Height 8.0ft Sheathing Framing & Chord Material : Wood Species: Hem -Fir Wood Grade: Stud Fc - Prll = 800.0 psi Ft - Tension 400.0 psi Fc - Perp = 405.0 psi E 1,200.0 ksi Specific Gravity = .4301 SDC : Seismic Design Category D Main Sheathing SDPWS 2015 Construction Table : 4.3A Wood Structural Panels, Sheathing, 15/32" Thk, 1-1/2" Min Pen, 10d Fstnrs Nominal Seismic Shear Capacities (plf) 6" Spac. 620 3" Spac. 1200 4" Spac. 920 2" Spac. 1540 Nominal Wind Shear Capacities (plf) : 6" Spac. 870 3" Spac. 1680 4" Spac. 1290 2" Spac. 2155 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 : 1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft story 1 ---" P1 Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Shear Wall Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Shear Wall #2 and #4 Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.499 E Only* 0.910 1 142.5 288.3 OK Use 6" at panel edges, 12" in field 2.29 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 0.0 1 2x6 0.22 Tension OK Comp Values : Max. Down : 0.0 k Load Comb: Max fc = 0 psi Allow F'c = 807 psi Tens Values: Max. Uplift: 1.1 k Load Comb :E Only * 0.910 Max ft = 138 psi Allow F't = 640 psi User -specified anchorage device : C2 1 3.50 0.0 E Only* 0.910 1 2x6 0.17 Comp OK Comp Values : Max. Down : 1.1 k Load Comb :E Only * 0.910 Max fc = 138 psi Allow F'c = 807 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max ft = 0 psi Allow F't = 640 psi User -specified anchorage device : Chord Naming Informatio C : Item is a Chord L : Followed by level numb( #: Followed by chord number from left to r WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall Kolby Burke, PE, SE Burke Consulting Engineers ----------------------------------- (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Shear Wall Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 LIC# : KW-06014078, Build:20.22.1.30 Burke Consulting Engineers (c) ENERCALC INC 1983-2022 DESCRIPTION: Shear Walls #3, A & B General Information Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Total Wall Length 3.0ft Number of Stories 1 Story#1 Height 8.0ft Sheathing Framing & Chord Material : Wood Species: Hem -Fir Wood Grade: Stud Fc - Prll = 800.0 psi Ft - Tension 400.0 psi Fc - Perp = 405.0 psi E 1,200.0 ksi Specific Gravity = .4301 SDC : Seismic Design Category D Main Sheathing SDPWS 2015 Construction Table : 4.3A Wood Structural Panels, Sheathing, 15/32" Thk, 1-1/2" Min Pen, 10d Fstnrs Nominal Seismic Shear Capacities (plf) 6" Spac. 620 3" Spac. 1200 4" Spac. 920 2" Spac. 1540 Nominal Wind Shear Capacities (plf) : 6" Spac. 870 3" Spac. 1680 4" Spac. 1290 2" Spac. 2155 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size : 2x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 : 1 Chord Area = 8.250 inA2 All chords treated as unbraced out -of -plane of wall for story height Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft story 1 ---" Kolby Burke, PE, SE Burke Consulting Engineers (925) 639-5512 kolby.burtke@burke-engineers.com Project Title: Edmonds (Sontra) RSD Engineer: Kolby Burke, PE, SE Project ID: 22-004 Project Descr: SFR - Addition Wood Shear Wall Project File: 22-004 Edmonds (Sontra) RSD - Addition.ec6 DESCRIPTION: Shear Walls #3, A & B Shear Panel Summary Panel Level Max Shear # Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.499 E Only* 0.910 1 166.2 288.3 OK Use 6" at panel edges, 12" in field 2.67 3.50 Ratio OK Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force # Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 0.0 1 2x6 0.25 Tension OK Comp Values : Max. Down : 0.0 k Load Comb: Max fc = 0 psi Allow F'c = 807 psi Tens Values: Max. Uplift: 1.3 k Load Comb :E Only * 0.910 Max ft = 161 psi Allow F't = 640 psi User -specified anchorage device : C2 1 3.00 0.0 E Only* 0.910 1 2x6 0.20 Comp OK Comp Values : Max. Down : 1.3 k Load Comb :E Only * 0.910 Max fc = 161 psi Allow F'c = 807 psi Tens Values: Max. Uplift: 0.0 k Load Comb: Max ft = 0 psi Allow F't = 640 psi User -specified anchorage device : Chord Naming Informatio C : Item is a Chord L : Followed by level numb( #: Followed by chord number from left to r WL : Indicates Chord is on left edge of wall WR : Indicates Chord is on right edge of wall ILA1 - Anchor DesignerTM Software Version 3.0.7808.1 1.13roject information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 4.000 Anchor category: - Anchor ductility: Yes hmin (Inch): 6.13 Cmin (Inch): 1.38 Smin (Inch): 2.50 Company: Burke Consulting Engineers Date: 2/24/2022 Engineer: Kolby Burke, SE Page: 1/5 Project: 22-004 Edmonds (Sontra) RSD Address: Phone: E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5 (5/8" 0) Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f'� (psi): 2500 4jc,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ILA1 - Anchor Designer TM Software Version 3.0.7808.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 1300 Vu- [lb]: 0 Way [lb]: 0 <Figure 1> EIA 0 lb Z Company: Burke Consulting Engineers Date: 2/24/2022 Engineer: Kolby Burke, SE Page: 2/5 Project: 22-004 Edmonds (Sontra) RSD Address: Phone: E-mail: 1300 lb �`14� Y 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ILA1 - Anchor Designer TM Software Version 3.0.7808.1 <Figure 2> 100 Company: Burke Consulting Engineers Date: 2/24/2022 Engineer: Kolby Burke, SE Page: 3/5 Project: 22-004 Edmonds (Sontra) RSD Address: Phone: E-mail: 0 0 M Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ILA1 - Anchor DesignerT"' Software Version 3.0.7808.1 Company: Burke Consulting Engineers Date: 2/24/2022 Engineer: Kolby Burke, SE Page: 4/5 Project: 22-004 Edmonds (Sontra) RSD Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (Ib) Way (lb) 1(Vua )Z+(Way )Z (lb) 1 1300.0 0.0 0.0 0.0 Sum 1300.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1300 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Ns (Ib) 0 ON- (Ib) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kc, e fcNfl.5 (Eq. 17.4.2.2a) kc �a fc (psi) hef (in) Nb (Ib) 24.0 1.00 2500 2.000 3394 0.750Ncb = 0.750 (ANc/ANco)Ved,NVc,NVcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (in2 Ca,min (in) Yed,N Y'C,N Vcp,N Nb (I b) 0 41.25 36.00 3.00 1.000 1.00 1.000 3394 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.750Npn = 0.750Vc,PNp = 0.750Vc,P8Abrgfc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) W ,P Abr9 (in2) fc (psi) 0 0.750Npn (lb) 1.0 2.10 2500 0.70 22029 0.75^b (lb) 0.70 2042 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ILA1 - Anchor DesignerT"' Software Version 3.0.7808.1 Company: Burke Consulting Engineers Date: 2/24/2022 Engineer: Kolby Burke, SE Page: 5/5 Project: 22-004 Edmonds (Sontra) RSD Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb) Design Strength, eNn (lb) Ratio Status Steel 1300 9825 0.13 Pass Concrete breakout 1300 2042 0.64 Pass (Governs) Pullout 1300 22029 0.06 Pass PAB5 (5/8" 0) with hef = 4.000 inch meets the selected design criteria. 12. Warninas - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per designer option. - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com