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REVIEWED BLD BLD2021-0544+Calculations+4.12.2021_10.50.26_AM+2139997RECEIVED Apr 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Client: Project Name: Scope of Work: Upstate Job#: Date: Location: BLD2021-0544 UPSTATE engineerin PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280-4715 F. (206) 854-6261 SERVICES@UPSTS.COM STRUCTURAL CALCULATIONS ANDREW RARDIN RARDIN DECK STRUCTURAL DESIGN OF A DECK 1258 11/5/2020 318 10TH AVE S J512,02,0 JOB # 1258 Andrew M. Gahan, PE r `o l .. - xu IIII: ♦�b - • s' .. - .. ►. _` z TI Lt 10/7/2020 IL1TC Hazards by Location Search Information Coordinates: 47.808377,-122.364497 Elevation: 292 ft Ti mestam p: 2020-10-07T17:21:23.424Z Hazard Type: Seismic Reference IBC-2015 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) ATC Hazards by Location 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters ngeles 0 1m o5equim 1oi Go gle Mary0sville 1 292 ft o ett ♦ v Redmond Seattle ° 0 0 Map i iReportamap:errotr Design Horizontal Response Spectrum Sa(g) 0.80 M 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Name Value Description SS 1.27 MCER ground motion (pedod=0.2s) S1 0.497 MCER ground motion (period=1.Os) SMS 1.27 Site -modified spectral acceleration value SM1 0.747 Site -modified spectral acceleration value SDS 0.847 Numeric seismic design value at 0.2s SA SD1 0.498 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.503 Site amplification factor at 1.0s CRS 0.984 Coefficient of risk (0.2s) https://hazards.atcouncii.org/#/seismic?lat=47.808377&ing=-l22.364497&address= 1/2 10/7/2020 ATC Hazards by Location CR1 0.95 Coefficient of risk (1.0s) PGA 0.514 MCEG peak ground acceleration FPOA 1 Site amplification factor at PGA PGAM 0.514 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.27 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.29 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.521 Factored deterministic acceleration value (0.2s) S1RT 0.497 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.523 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.606 Factored deterministic acceleration value (1.0s) PGAd 0.6 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. hftps://hazards.atcouncii.org/#/seismic?lat=47.808377&ing=-l22.364497&address= 2/2 Lateral Analysis 1BC2015 UPSTATE JOB#: 1258 Description: RARDIN DECK Engineer: amg Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria f3531 Roof Walls Floors Snow Partitions Live Load (psq 25 40 25 Dead Load (psrI 15 10 10 C) 10 1603.1.4 Wind Design Criteria [3541 1. Nominal/Ultimate Wind Speed Vasd/V"lt 85/110 mph F 1609.3(3)[3721 2. Risk Category II 1.00 ASCE 7T6-1[77J 3. Wind Exposure Category "B" 1609.4[373] 4. Internal Pressure Coefficient +1-55 ASCE7F2611-1[258] 5. Components and Cladding design pressure +/- 16 psf ASCE 7 30.2.2[316] 1603.1.5 Earthguake Design Data j3541 1. Seismic Importance Factor 2. Short Period Acceleration 2. 1-Second Accelleration 3. Site Class 4. Spectral response coefficient 4. Spectral response coefficient 5. Seismic Design Category 6. Sets. Force Resisting System 7. Design Base Shear 8. Seismic Response Coefficient 9. Response Modification Factor 10. Analysis Procedure 11, Risk Category Table of Contents 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 IQ 1.00 ASCE 7T 1.5-2[51 SS 1.27 USGS Seismic Design Map Online S, 0.497 USGS Seismic Design Map Online D ASCE 7 T 20.3-1 [204J SpS 0.85 EQ 16-39[387] Sp1 0.50 EQ 16-40[387] D T1613.3.5(1) and (2) [3981 A.15. ASCE 7T122-1[73] 356 Ibs CS 0.13 R 6.5 Equivalent Lateral Force I I General Lateral Design Criteria Determination of Wind Forces Determination of Seismic Forces Allowable Stress Design Loads Shear walls in the Front to Rear Direction Shear walls in the Side to Side Direction Shear flow calculations Appendix ASCE 7EQ 128-2[891 ASCE 7 T 122-1 [73J ASCE 7 T 12 6- 1 [881 ASCE 7 T 11.6-2[691 Version 7.0 Pg 0.1 Seismic Desim IBC 2015 Site Clasification. Criteria Selection, & Minimum Design Lateral Force Risk Category II ASCE 7 T 6-1 [77] Seismic Importance Factor IE 1.00 ASCE 7 T 1.5-2 [5] Seismic Design Category D T1613.3.5(1) and (2) [398] Site Class D ASCE 7T20.3-1 [2041 Short Period Acceleration Ss 1.27 F1613.3.1(1) [388-9] 1-Second Acceleration SI 0.497 USGS Seismic Design Maps Online Seis. Force Resisting System A.15. ASCE 7 T 12.2-11731 Response Modification Factor R 6.5 ASCE 7T 12.2-1 [73] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.3.3(I) [387] Site Coeffiecient, Fv 1.6 T1613.3.3(2) [387] Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively, SDS=3•Fa•SS Sos=0.85 EQ16-39[387] Spl=�'FV'S1 Sol =0.50 EQ16-40[3871 3 Simplified analysis, Seismic base shear ASCE 7 12.14.8 [1087 V = (F Sos/R) W Where: F=1.0 for (I) -story ASCE 7EQ 12.14-11 [108] Vertical Distribution, Forces at each level ASCE 7 12.14.8 1`1087 Fx = (wx/W) V F, = 0.130 x wx ASCE 7 EQ 12.14-12 [1091 Ti iro..N.,oC — tnhf R. Unaro.. ❑h.1 of i.avnl v Diaphragm (x —1) Fa= 383 kw�%ht(lbt�)ox ofarea(ft2) floor area(fte) story height(ft) wall length(ft) 0 240 3.5 31 2400 543 2943 Version 7.0 P9 2.1 Allowable Stress Desien Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 [3591 For worse case effect with wind load, L & S shall be zero. Equations 16-18,16-19and 16-20 become, D + w W *0.6 Where o) equals 1.3, W equals Fx of the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-22 controls, 0.9 D + E/1.4 , substitute ASCE 7 EQ 12.14-5 for E (pQE-O.2SDSD) 0.9 D + ,simplify &arrange variables 1.4 (0.9-0.14 SDS) D+ P QE 1.4 Where Qn equals Fx of the respective diaphragm. 2301.2 [4731 2305.1 [4881 1605.1 [3571 1605.3.2 [3591 1605.1 [3571 ASCE 7 12.14.3.1.3 (7), EQ 12.14-5 [1041 Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Dia hra m Force (Ibs) Force (Ibs) x=1 NOT ANALYZED Seismic Design Loads, (p/1.4) Fs p= 1.3 Diaphragm Force (Ibs) x =1 356 EQ 16-22 ASCE 7 12.3.4 [831 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v-W)-h - 2 D•2 + P•w� (v-W)•h - (0.9 -0.14 S DS) �D w + P-W� 2 Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall I !] r=►a .I - for wind for seismic Version 7.0 Pg 3.2 ®®®®®®®®®®®® Seis ©Wind 0�m Emmmmm m� 2015 SDPWS SEISMIC MAX ©0�mmm �mmmmm� 2015 SDPWS SEISMIC MAX ©mMmm mmmmmmmM 2015 SDPWS SEISMIC MAX Version 7.0 Pg 4.1 Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Wood Beam DESCRIPTION: 1 STAIR BEAM CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Analysis Method: Allowable Stress Design Fib + 850psi Load Combination IBC 2015 Fb - 850 psi Fc - Prll 1300 psi Wood Species : Hem Fir Fe - Perp 405 psi Wood Grade : No.2 F 150 psi P Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2-2x12 Span = 4.0 it Applied Loads Uniform Load: D = 0.010, L = 0.0750 ksf, Tributary Width = 5.50 ft, (DECK) DESIGN SUMMARY Printed: 3 NOV 2020, 1:39PM File: 1258 GRAVITY.ec6 INC.1983-2020. Build:12.20.5.31 E: Modulus of Elasticity Ebend-xx 1300ksi Eminbend -xx 470ksi Density Service loads entered. Load Factors will be Maximum Bending Stress Ratio = 0.261: 1 Maximum Shear Stress Ratio = Section used for this span 2-2x12 Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection vertical Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 177.30psi 680.00psi +D+L Load Combination 2.000ft Location of maximum on span Span # 1 Span If where maximum occurs 0.005in Ratio= 8829>=360 0.000 in Ratio = 0 <360 0.006 in Ratio= 7790>=240 0.000 in Ratio = 0 <240 Support notafion : Far left is #1 Support 1 Support 2 0.935 0.935 0.825 0.825 0.110 0.110 0.935 0.935 0.729 0.729 0.066 0.066 0.825 0.825 Values in KIPS 26.84 pcf for calculations 0.185 :1 2-2x12 22.14 psi 120.00 psi +D+L 3.066 ft Span # 1 Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK IrL 0 4 (o:3-i It DESCRIPTION: 2 DECK BEAM CODE REFERENCES Printed: 3 NOV 2020, 1:42PM INC. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Anatysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination I BC 2015 Fb- 850.0psi Ebend-xx 1,300.Oksi Fc -Prll 1,300.0psi Eminbend -xx 470.Oksi Wood Species :Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling O(0.11). L(0.83) 2-2x12 Span = 7.0 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, L = 0,0750 ksf, Tributary Width =1.330 it, (DECK) Load for Span Number 2 Uniform Load : D = 0,010, L = 0.0750 ksf, Tributary Width =1.330 it, (DECK) Point Load: D=0.110, L=0.830it@2.Oit, (1) DESIGN SUMMARY__ _ 2-2x12 Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.587 1 Maximum Shear Stress Ratio Section used for this span 2-2x12 Section used for this span = 399.38psi = 680.00psi Load Combination +D+L Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span It 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio = 1482>=360 Max Upward Transient Deflection -0.012 in Ratio = 7295>=360 Max Downward Total Deflection 0.037 in Ratio = 1310>=240 Max Upward Total Deflection -0.013 in Ratio = 6444>=240 Vertical Reactions Support notation: Far left is#1 Load Combination Supports Support2 Support3 Overall MAXimum 0.095 1.863 Overall MINimum 0.083 1.644 D Only 0.011 0.218 +D+L 0.095 1.863 +D+0.750L 0.074 1.452 +0.60D 0.007 0.131 L Only 0.083 1.644 0.393 : 1 2-2x12 = 47.17 psi = 120.00 psi +D+L 7.000 ft Span # 1 Values in KIPS Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Wood Beam DESCRIPTION: 3 DECK JOISTS CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Prooerties Analysis Method: Allowable Stress Design Fb + Load Combination 1BC 2015 Fb - Fc - Pdl Wood Species : Hem Fir Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Printed: 4 NOV 2020, 3:39PM 850.0 psi E: Modulus of Elasticity 850.0Psi Ebend-xx 1,300.Oksi 1,300.0psi Eminbend -xx 470.Oks! 405.0 psi 150.0 psi 525.0psi Density 26.840pcf D(0 01I L(0 075) D(0.01--- L(0.09975) 2x12 Span = 11.0 It 2x12 Span = 2.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.0750 ksf, Tributary Width =1.0 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.0750 ksf, Tributary Width =1.330 fit, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.659 1 Maximum Shear Stress Ratio = 0.303 :1 Section used for this span 2x12 Section used for this span 2x12 = 445.64psi = 36.42 psi = 680.00psi = 120.00psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.285f1 Location of maximum on span = 10.078fl Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.101 in Ratio = 1300>=360 Max Upward Transient Deflection -0.052 in Ratio = 916>=360 Max Downward Total Deflection 0.115 in Ratio = 1147 >=240 Max Upward Total Deflection -0.059 in Ratio = 808>=240 Vertical Reactions Support notation:Farleflis#1 Values in KIPS Load Combination Support Support2 Support3 Overall MINimum 0.394 0,630 D Only 0.053 0.094 +D+L 0.447 0.714 +D+0.750L 0.348 0.557 +0.60D 0.032 0.050 L Only 0.394 0.630 Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Printed: 13 NOV 2020, 10:35AM File983- 5 .e Wood Beam Soawa2 copyright ENERCALC, INC. 1983.2020, BuiId:12.20.5.31 Lic. #: KW.06010196 Upstate Engineering DESCRIPTION: 4 DECK BM CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.Opsi Ebend-xx 1,300.Oksi Fc -Pdl 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi R 525.0psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.075) L(0.5625) D(0.075) L(0.5625) D(0.075) L(0.5625) 5.12514 Span = 1(0 ft 5.125x21 Span = 18.0 It 25x2l SpTn = 1 j0 ft r�r Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.0750 ksf, Tributary Width = 7.50 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.0750 ksf, Tributary Width = 7.50 ft, (DECK) Load for Span Number 3 Uniform Load : D = 0.010, L = 0.0750 ksf, Tributary Width = 7.50 ft, (DECK) Maximum Bending Stress Ratio = 0.9951 Maximum Shear Stress Ratio = 0.435 : 1 Section used for this span 5.125x21 Section used for this span 5.125x21 = 812.29psi = 65.18 psi = 816.22psi = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.924ft Location of maximum on span = 1.000 ft Span It where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.272 in Ratio = 795>=360 Max Upward Transient Deflection -0.047 in Ratio = 504>=360 Max Downward Total Deflection 0.308 in Ratio = 701 >=240 Max Upward Total Deflection -0.054 in Ratio = 446>=240 Vertical Reactions Supportnotadon: Farleftis#1 Values in KIPS Load Combination SupportI Support2 Support3 Support4 . Overall MlNimum 5.625 5.625 D Only 0.750 0.750 +D+L 6.375 6.375 +D+0.750L 4.969 4.969 +0.60D 0.450 0.450 L Only 5.625 5.625 Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Printed: 4 NOV 2020, 6:49AM Fik: 1253 GRAY .ec6 Wood Ledger Software opyright ENERCALC, INC. 1963-2020, Build:12.20.5.31 DESCRIPTION: 5 DECK LEDGER Calculations per NDS 2015, IBC 2015, Load Combinations Used: IBC 2015 General Information Ledger Width 1.50 in Ledger Depth 9.250 in Ledger Wood Species Hem -Fir G : Specific Gravity 0.43 Bolt Diameter 518" in Bolt Spacing 8 in Cm - Wet Service Factor 1.0 Ct- TemperatureFactor 1.0 Cg - Group Action Factor 1.0 C A - Geometry Factor 1.0 2016, ASCE 7-10 Design Method: ASD (using Service Load Combinations Wood Stress Grade: Hem Fir, No.2 Fb Allow 850 psi Fv Allow 150 psi Fyb : Bolt Bending Yield 45,000 psi Wood as Main Supporting Member Width 3.50 in Wood Species Douglas Fir -Larch (North) G : Specific Gravity 0.49 o s5.o LIMA) iiilk Analytical model actually uses 100 spans to ensure that all possible combinations of boll beaten and point load location are evaluated. Final results are an envelope solution. Load Data Dead Roof Live Floor live Snow Wind Seismic Earth Uniform Load... 55.0 pit plf 450.0 pit plf pit plf Point Load... Ibs Ibs Ibs Ibs Ibs Ibs Spacing in Offset in Horizontal Shear Ibs Ibs Ibs Ibs Ibs 85.0lbs plf Ibs Ibs Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Printed: 4 NOV 2020, 6:49AM Wood Ledger Software copyright ENERCALC, INC.1983-2020, Btild:1220.5.31 ' 5 DECK LEDGER DESIGN SUMMARY Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination ... (for specific gravity & bolt diameter) +D+L+H +D+L+H Ledger, Perp to Grain 2,750.0 ksi Moment 18.704 ft-lb Max. Vertical Load 336.667 lbs Ledger, Parallel to Grain 5,500.0 ksi fb : Actual Stress 4.497 psi Bolt Allow Vertical Load 421.875 lbs Supporting Member, Perp to Grain 2,250.0 ksi Fb : Allowable Stress 850.0 psi Supporting Member, Parallel to Grain 4,800.0 ksi Stress Ratio 0.005290 :1 Max. Horizontal Load 0.0lbs Bolt Allow Horizontal Load 816.03 lbs Maximum Ledger Shear Load Combination ... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 336.667lbs Shear 168.334 lbs Allow Diagonal Bolt Force 421.875 lbs fv: Actual Stress 36.397 psi Stress Ratio, Wood @ Bolt 0.7980 :1 Fv : Allowable Stress 100.0 psi Stress Ratio 0.3640 :1 Allowable Bolt Capacity Note! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination .. +D+L+H Resutant Load Angle : Theta = 90.0 deg Ktheta = 1.250 Fe theta = 421.875 Bolt Caoacitv - Load Perpendicular to Grain Fern 2,750.0 Fes 2,250.0 Fyb 45,000.0 Re 1.222 Rt 2.333 k1 0.9182 k2 1.375 k3 2.121 Inn :Eg11.3-1 Rd= 5.0 Z= 1,203.13lbs Is : Eq 11.3-2 Rd = 5.0 Z = 421.875 lbs 11 : Eq 11.33 Rd = 4.50 Z = 430.411 lbs IIIm: Eq 11.3A Rd= 4.0 Z= 600.54 lbs Ills : Eq 11.3-5 Rd = 4.0 Z = 424.206 lbs IV : Eq l l.3-6 Rd = 4.0 Z= 595.02 lbs Zmin: Basic Design Value= 421.875 lbs Reference design value - Perpendicular to Grain : Z * CM * CD* Cl * Cg * Cdelta = 421.875 lbs Bolt CaDaCItV - Load Parallel to Grain Fern 5,500.0 Fes 4,800.0 Fyb 45,000.0 Re 1.146 Rt 2.333 ki 0.8721 k2 1.205 k3 1.593 Im : Eq 11.3-1 Rd = 4.0 Z= 3,007.81 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 1,125.0 Its II :Eg11.3-3 Rd= 3.60 Z= 1,090.14lbs IIIm: Eq 11.34 Rd= 3.20 Z= 1,376.92 lbs Ills : Eq 11.3-5 Rd = 3.20 Z = 816.03 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 1,070.42 lbs Zmin: Basic Design Value= 816.03 lbs Reference design value - Parallel to Grain : Z * CM * CD* Ct * Cg * Cdelta = 816.03 lbs Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Wood Beam DESCRIPTION: 6 FLR BEAM VERIFICATION CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Prooerties Analysis Method: Allowable Stress Design Fb+ Load Combination 1BC 2015 Fb - Fc - PHI Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2-2x10 Printed: 4 NOV 2020, 6:47AM BuiId:1220.5.31 850.0 psi E: Modulus of Elasticity 850.0psi Ebend-xx 1,300.Oksi 1,300.0psi Eminbend -xx 470.Oksi 405.0 psi 150.0 psi 525.0 psi Density 26.840pcf • r r r r- r r 2-2x10 Span = 11.0 ft Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 2.0 ft, (RF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.10 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLR) Point Load : D = 0.160 k @ 3.0 ft, (FLR BM) Varying Uniform Load: D= 0.010->0.010, L= 0.060->0.060 ksf, Extent = 0.0 —>> 3.0 ft, Trib Width = 5.50->4.0 ft, (DECK) Maximum Bending Stress Ratio = 0.764.1 Maximum Shear Stress Ratio = 0.433 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 = 714.45psi = 64.93 psi = 935.00psi = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.000ft Location of maximum on span = 11.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio = 1944>=360 Max Upward Transient Deflection -0.012 in Ratio = 11169>=360 Max Downward Total Deflection 0.104 in Ratio = 690>=240 Max Upward Total Deflection -0.044 in Ratio = 2976>=240 Vertical Reactions Support notafion: Far left is #1 Values in KIPS Load Combination Support1 Support2 Support Overall MAXimum 0.655 2.357 Overall MlNimum 0.588 1.484 D Only 0.067 0.873 +D+L 0.655 2.357 +D+Lr 0.047 1.043 +D+0.75OLr+0.750L 0.492 2.114 +D+0.750L 0.508 1.986 +0.60D 0.040 0.524 Lr Only -0.020 0.170 Wood Beam 6 FLR BEAM VERIFICATION Project Title: RARDIN Engineer: anng Project ID: 1258 Project Descr: DECK Software Printed: 4 NOV 2020. 6:47AM Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Wood Column CROSS BRACING Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 23 ft ( Used for non -slender calculations) Wood Species Hem Fir Wood Grade No.2 Fb + 850 psi Fv 150 psi Fit - 850 psi Ft 525 psi Fe - PHI 1300 psi Density 26.84 pcf Fc -Perp 405psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1300 1300 Minimum 470 470 Column self weight included : 35.367 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 23.0 ft, E = 0.0890 k BENDING LOADS ... Lat. Point Load at 21.250 ft creating Mx-x, E = 0.0890 k Bending & Shear Check Results Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Software Wood Section Name 2x6 Wood Grat inglManuf. Graded Lumber Wood Member Type Sawn Printed: 5 NOV 2020, 8:16AM INC. Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cfor Cv for Bending 1.30 Area 8.250 inA2 Cf or Cv for Compression 1.10 Ix 20.797 inA4 Cfor Cv for Tension 1.30 ly 1.547 inA4 Cm: Wet Use Factor 1.0 Incising Factors: Ct: Temperature Factor 1.0 for Bending 0.80 Cfu : Flat Use Factor 1.0 Axial for Elastic Modulus 0.95 KC Built-up columns 1.0 NDS 15.3.2 1300 list Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis PASS Max. Axial+Bending Stress Ratio = 0.1125 :1 Load Combination +D+0.70E+H Governing NDS Forum141 Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 21.148 It At maximum location values are ... Applied Axial 0.09767 k Applied Mx 0.1002 k-ft Applied My 0.0 k-ft Fc: Allowable 1,830.40 psi PASS Maximum Shear Stress Ratio = 0.05451 :1 Load Combination +D+0.70E+H Location of max.above base 23.0 It Applied Design Shear 10.465 psi Allowable Shear 192.0 psi Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.75OLr+0.750L+0.450W+H Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.08223 k Bottom along Y-Y 0.006772 k Top along X-X 0.0 k Bottom along XA 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.3556 in at 13.275 ft above base for load combination : +E+26.OH Along XA 0.0 in at 0.0 It above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bendina Compression Tension C D C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location 0.900 1.000 0.004164 PASS O.Oft 0.0 PASS 23.0 ft 1.000 1.000 0.003747 PASS O.Oft 0.0 PASS 23.0 It 1.250 1.000 D.002998 PASS O.Oft 0.0 PASS 23.0 It 1.150 1.000 0.003259 PASS O.Oft 0.0 PASS 23.0 It 1.250 1.000 0.002998 PASS O.Oft 0.0 PASS 23.0 ft 1.150 1.000 0.003259 PASS O.Oft 0.0 PASS 23.0 ft 1.600 1.000 0.002342 PASS 0.0 it 0.0 PASS 23.0 It 1.600 1.000 0.1125 PASS 21.148It 0.05451 PASS 23.0 It 1.600 1.000 D.002342 PASS 0.0 It 0.0 PASS 23.0 ft Wood Column BRACING Load Combination Results _oad Combination C D C P +D+0.750L+0.750S+0.450W+H 1.600 1.000 +D+0.750L+0.750S+0.5250E+H 1.600 1.000 +0.60D+0.60W+0.60H 1.600 1.000 +0.60D+0.70E+0.60H 1.600 1.000 Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Printed: 5 NOV 2020, 8:16AM software Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location D.002342 PASS 0.0 ft 0.0 PASS 23.0ft 0.08438 PASS 21.148it 0.04088 PASS 23.0ft D.001405 PASS 0.0 it 0.0 PASS 23.0ft 0.1125 PASS 21.148it 0.05451 PASS 23.0ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L+H 0.035 +D+Lr+H 0.035 +D+S+H 0.035 +D+0.75OLr+0.750L+H 0.035 +D+0.750L+0.750S+H 0.035 +D+0.60W+H 0.035 +D+0.70E+H 0.005 0.058 0,098 +D+0.75OLr+0.750L+0.450W+H 0.035 +D+0.750L+0,750S+0.450W+H 0.035 +D+0.750L+0.750S+0.5250E+H 0,004 0.043 0.082 +0.60D+0.60W+0.60H 0.021 +0.60D+0.70E+0.60H 0.005 0.058 0.084 +D+21.OH 0.035 +Lr+22.OH +L+23.OH +S+24.OH +W+25.OH +E+25.0H 0.007 0.082 0.089 +27.0H Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Detection Distance +D+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 it 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 it 0.0000 in 0.000 it +D+S+H 0.0000 in 0.000 it 0.0000 in 0.000 ft +D+0.75OLr+0.750L+H 0.0000 in 0,000 it 0.0000 in 0.000 it +D+0.750L+0.750S+H 0.0000 in 0,000 it 0.0000 in 0.000 ft +D+0.60W+H O.000O in 0.000 it 0.0000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 it 0.2489 in 13.275 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.0000 in 0.000 It +0+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft O.00DO in 0.000 it +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.1867 in 13.275 it +0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.0000 in 0.000 it +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.2489 in 13.275 it +D+21.OH 0.0000 in 0.000 ft 0.0000 in 0.000 it +Lr+22.OH 0.0000 in 0.000 ft 0.0000 in 0.000 ft +L+23.OH 0.0000 in 0.000 ft 0.0000 in 0.000 it +5+24.01-1 0.0000 in 0.000 it 0.0000 in 0.000 It +W+25.OH 0.0000 in 0.000 it 0.0000 in 0.000 ft +E+26.OH 0.0000 in 0.000 It 0.3556 in 13.275 ft +27.01-1 0.0000 in 0.000 ft 0.0000 in 0.000 ft Wood Column CROSS BRACING Sketches 1.50 in SKI Project Title: RARDIN Engineer: amg Project ID: 1258 Project Descr: DECK Printed: 5 NOV 2020. 8:16AM NG WALL FRAMING 4x12 SOLID BLOCKING BETWEEN EA STUD DECK FRAMING PER PLAN 2x10 LEDGER W/ 1/2" LAG SCREWS PER ELEVATION VIEW BELOW 2x4 CRIPPLE STUDS EA END EA 4x12 BLOCK - 10d NAILS @ 12" OC TO ADJACENT STUD EXISTING FLOOR FRAMING EXISTING WALL FRAMING NI: N-6._,1,-6°NOTE: WATERPROOFING/ DRAINAGE TO BE PROVIDED BY OTHERS 1 TYPICAL LEDGER CONNECTION TO RIM JOIST NTS ldao3m zlvaffilt"Wo 12" THICK CONC FTG W/ EA WAY, TOP & BTM 8" THICK GRADE BEAM N1(2) #4 CONTINUOUS , BEARING SOIL 2 DECK FOOTING NTS PG`r� POy'f G�? 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