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REVIEWED RESUB1 BLD2023-1153+Calculations+2.23.2024_1.23.49_PM+4079437Page 1 of 16 mmasollswrop info@b2engineers.com 425-318-7047(0) 425-318-0031(C) n RESUB V- OV19VINyzI CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1153 .............................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT.; DAVIS TANDOO 18504 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 STRUCTURAL CALCULATIONS PROJECT NO: 23160 DATE:10/10/23 PREPARED BY: BASRI BASRI PE, SE International Building Code (IBC) 2018 American Society of Civil Engineers (ASCE) 7-16 Project Description Structural design of deck utilizing conventional wood framing on existing concrete foundation. Please see attached calculations for your reference Seismic Criteria S5, %g 129.9 S1, %g 45.9 Risk Category II Site Class D Ductility Factor, R 6.5 Seismic Performance Category D Wind Criteria Ultimate Wind Speed, mph 97 Building Classifications II Wind Exposure Category B Topographic Effect, Kzt 1.0 P of wASj,i 43789 0T�-rURAL eN�i �r�� 1 ��SS�ONAL E�G� 10/10/23, 4:04 PM ATC Hazards by Location Page 2 of 16 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to supportASCE 7-22. Find out why. LWe Hazards by Location Search Information port Angeles ' Address: 18504 Olympic View Dr, Edmonds, WA98020, USA 1 Marysville 1381ke5Y-Snoqualmie Wi 87 ft Brett National Forest Coordinates: 47.8311864,-122.3620489 lsra o Q .Q Elevation: 87 ft D1ymp- I Edm nds _ -o Ti mestam p: 2023-10-10T23:04:19.098Z tfonal Park O Hazard Type: Windaanon?IOIC �SeStIIQ ,oRe*1_3"rt c Map a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year -_ 67 mph MRI 10-Year ______________________________ 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year-------- 73 mph MRI25-Year ______________________________ 79 mph MRI50-Year __ 78 mph MRI50-Year 85 mph MRI 100-Year _ 83 mph MRI 100-Year 91 mph Risk Category l 92 mph Risk Category l 100 mph Risk Categoryll ---- 97 mph Risk Categoryll_________________________ 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV -__. 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncii.org/#/wind?lat=47.8311864&ing=-122.3620489&address=18504 Olympic View Dr%2C Edmonds%2C WA98020%2C USA 1/1 10/10/23, 4:04 PM ATC Hazards by Location Page 3 of 16 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to supportASCE 7-22. Find out why. LWe Hazards by Location Search Information port Angeles ' Address: - loi - I 18504 Olympic View Dr, Edmonds, WA98020, USA 1 Marysville g8keY-Snoqualmie Wi 87 ft Brett National Forest 3 Coordinates: 47.8311864,-122.3620489 lsra o Q .Q Elevation: 87 ft I D1ymp- Edm nds o Ti mestam p: lional Park 2023-10-10T23:04:45.518Z O Hazard Type: SeismicG 'Seattle. Redmond "Google Document: ASCE7-16 tDD aa o•leReference B ttORp data ©202rt a map error Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.299 MCER ground motion (period=0.2s) S1 0.459 MCER ground motion (period=1.0s) SMS 1.559 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.039 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.907 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.555 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.666 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.299 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.431 Factored uniform -hazard spectral acceleration (2 % probability of exceedancein 50 years) SsD 2.489 Factored deterministic acceleration value (0.2s) S1 RT 0.459 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.513 Factored uniform -hazard spectral acceleration (2 % probability of exceedancein 50 years) S1 D 1.041 Factored deterministic acceleration value (1.0s) PGAd 0.878 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to supportASCE 7-22. Find out why. Disclaimer https://hazards.atcouncii.org/#/seismic?lat=47.8311864&ing=-122.3620489&address=18504 Olympic View Dr%2C Edmonds%2C WA 98020%2C USA 112 10/10/23, 4:04 PM ATC Hazards by Location Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. Page 4 of 16 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. https://hazards.atcouncii.org/#/seismic?lat=47.8311864&ing=-122.3620489&address=18504 Olympic View Dr%2C Edmonds%2C WA 98020%2C USA 2/2 Page 5 of 16 EXISTING FOUNDATION TO REMAIN NEW POST TO BEAR ON EXISTING CONCRETE FOUNDATION WALL WITH ABU POST BASE WITH 5/8"X4" STRONG BOLT 2 u EXISTING POST AND FOOTING TO REMAIN II ROOF OUTLINE DECK ABOVE Page 6 of 16 EXISTING DECK FRAMING — ^r""AIN EXISTING STRUCTURE TO REMAIN ROOF OUTLINE DECK ABOVE- — — 1 S-1 Page 7 of 16 4 1/2" LONG ;TAGGERED W/ AITECTURAL NEW 6X12 PT BEAM (B-1) 6X6 PT KNEI BRACING (BELOW) Project: Davis Tandoo Deck Location: B-1 Multi -Span Combination Roof And Floor Beam Multi -Span Combination Roof And Floor Beam [2021 International Building Code 5.5 IN x 11.5 IN x 11.5 FT Pressure Treated #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 25.1% Controlling Factor: Moment DEFLECTIONS Left Center Live Load -0.07 IN 2L/728 0.13 IN U1085 Dead Load -0.01 in 0.03 in Total Load -0.08 IN 2L/602 0.15 IN L/895 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 2377 lb 1673 lb Dead Load 505 lb 355 lb Total Load 2882 lb 2028 lb Bearing Length 1.25 in 0.88 in BEAM DATA Left Center Span Length 2 ft 11.5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 2 ft 11.5 ft Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjusted Fb = 875 psi Fb' _� 700 Cd=1.00 CF=1.00 Ci=0.80 Fv = 170 psi Fv' = 136 Cd=1.00 Ci=0.80 E = 1300 ksi E' = 1235 Ci=0.95 Fc - -L = 625 psi Fc - -L = 419 Cm=0.67 Controlling Moment: 5654 ft-lb 5.98 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 2155 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 96.92 in3 121.23 in3 Area (Shear): 23.76 in2 63.25 in2 Moment of Inertia (deflection): 459.19 in4 697.07 in4 Moment: 5654 ft-lb 7072 ft-lb Shear: 2155lb 5735lb psi psi ksi psi The Vitruvius Project, Inc. Page 8 of 16 Page StruCalc Version 11.1.8.0 10/10/2023 4:01:27 PM of ROOF LOADING Left Center Live Load RILL = 25 psf 25 psf Dead Load RDL = 15 psf 15 psf Tributary Width Side One TW1 = 0 ft 0 ft Tributary Width Side Two TW2 = 0 ft 0 ft FLOOR LOADING Left Center Live Load FILL = 60 psf 60 psf Dead Load FDL = 10 psf 10 psf Tributary Width Side One TW1 = 5 ft 5 ft Tributary Width Side Two TW2 = 0 ft 0 ft Wall Load WALL = 0 plf 0 plf BEAM LOADING Left Center Roof Uniform Live Load: 0 plf 0 plf Roof Uniform Dead Load: 0 plf 0 plf Floor Uniform Live Load: 300 plf 300 plf Floor Uniform Dead Load: 50 plf 50 plf Beam Self Weight: 14 plf 14 plf Combined Uniform Live Load: 300 plf 300 plf Combined Uniform Dead Load: 64 plf 64 plf Combined Uniform Total Load: 364 plf 364 plf Project: Davis Tandoo Deck Location: J-1 Floor Joist Floor Joist [2021 International Building Code(2018 NDS)] 1.5 IN x 7.25 IN x 9.1 FT Pressure Treated @ 16 O.C. #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 12.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.19 IN L/577 Dead Load 0.03 in Total Load 0.22 IN L/494 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 364 lb 364 lb Dead Load 61 lb 61 lb Total Load 425 lb 425 lb Bearing Length 0.68 in 0.68 in SUPPORT LOADS A B Live Load 273 plf 273 plf Dead Load 46 plf 46 plf Total Load 319 plf 319 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 994 psi Cd=1.00 CF=1.20 Cr-1.15 Ci=0.80 Shear Stress: Fv = 180 psi Fv' = 140 psi Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E = 1600 ksi E' = 1368 ksi Cm=0.90 Ci=0.95 Comp. -L to Grain: Fc - -L = 625 psi Fc - -L' = 419 psi Cm=0.67 Controlling Moment: 966 ft-lb 4.55 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -425 lb 9.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 11.67 in3 13.14 in3 Area (Shear): 4.56 in2 10.88 in2 Moment of Inertia (deflection): 39.66 in4 47.63 in4 Moment: 966 ft-lb 1088 ft-lb Shear: -425 lb 1013lb The Vitruvius Project, Inc. Page 9 of 16 Page StruCalc Version 11.1.8.0 10/10/2023 4:01:27 PM of J015T DATA Center Span Length 9.1 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 11.5 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 60 psf Dead Load DL = 10 psf Total Load TL = 70 psf TL Adj. For Joist Spacing wT = 93.3 plf Project: Davis Tandoo Deck Location: FTG-1 Footing Footing [2021 International Building Code(2018 NDS)j Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #5 Bars @ 17.00 IN. O.C. E/W / (2) min. Section Adequacy N/A CALCULATIONS WERE HALTED DUE TO * Footing Design Inadequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.06 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1536 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 4.55 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 9798 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1608 lb Allowable Beam Shear: Vc1 = 14513 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 48.25 in Punching Shear: Vu2 = 7323 lb Allowable Punching Shear (ACI 11-35): vc2-a = 87529 lb Allowable Punching Shear (ACI 11-36): vc2-b = 126682 lb Allowable Punching Shear (ACI 11-37): vc2-c = 58352 lb Controlling Allowable Punching Shear: vc2 = 58352 lb Bending Calculations: Factored Moment: Mu = 29395 in -lb Nominal Moment Strength: Mn = 172780 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.48 in Steel Required Based on Moment: As(1) = 0.10 in2 Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) = 0.52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: #5's @ 17.0 in. o.c. e/w (2) Min. Reinforcement Area Provided: As = 0.61 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. The Vitruvius Project, Inc. Page 10 of 1 page StruCalc Version 11.1.8.0 10/10/2023 4:01:28 PM of LOADING DIAGRAM T4 inT 12 in P C� T 3 in 2ft FOOTING LOADING Live Load: PL = 6070 lb * Dead Load: PD = 72 lb * Total Load: PT = 6142 lb * Ultimate Factored Load: Pu = 9798 lb Footing plus soil above footing weight: Wt = 387 lb * Load obtained from Load Tracker. See Summary Report for details. Project: Davis Tandoo Deck Location: P-1 Column Column [2021 International Building Code(2018 NDS)] 5.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 53.5% DEFLECTIONS Deflection due to lateral loads only: Defl = 0 IN = U- Live Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 6070 lb Dead Load: Vert-DL-Rxn = 59 lb Total Load: Vert-TL-Rxn = 6129 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: Total Reaction at Bottom of Column: TL-Rxn-Top = 61 Ib TL-Rxn-Bottom = 0 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-XAxis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adjusted Fc = 700 psi Fc' = 436 psi Cm=0.91 Cp=0.86 Ci=0.80 Fbx = 750 psi Fbx' = 600 psi Cd=1.00 CF=1.00 Ci=0.80 Fby = 750 psi Fby' = 600 psi Cd=1.00 CF=1.00 Ci=0.80 E = 1300 ksi E' = 1235 ksi dx = 5.5 in dy = 5.5 in A = 30.25 in2 Sx = 27.73 in3 Sy = 27.73 in3 Lex/dx = 19.64 Ley/dy = 19.64 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 203 psi Allowable Compressive Stress: Fc' = 436 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 600 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 600 psi Combined Stress Factor: CSF = 0.46 The Vitruvius Project, Inc. Page 11 of 16 Page StruCalc Version 11.1.8.0 10/10/2023 4:01:28 PM of AXIAL LOADING Live Load: PL = 6070 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 59 lb Total Axial Load: PT = 6129 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 0 plf Point Load: One Live Load: 61 lb Location: 0 ft SEISMIC BASE SHEAR CALCULATIONS PER IBC 2018 (ASCE 7-16) Response Spectral Acc. (0.2 sec) Ss=129.90%g = 1.299g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S,=45.90%g = 0.459g Figure 22-1 through 22-14 Soil Site Class O Table 20-3-1, Default = D Site Coefficient Fa=1.200 Table 11.4-1 Site Coefficient F�=1.842 Table 11.4-2 Max Considered Earthquake Acc. SMS = Fa.Ss = 1.559 (11.4-1) Max Considered Earthquake Acc. SM, = F,.S, = 0.845 (11.4-2) @ 5% Damped Design SDs = 2/3(SMs) = 1.039 (11.4-3) SD, = 2/3(SM,) = 0.564 (11.4-4) Building Occupancy Categories II, Standard I Table 1-1 Design Category Consideration: I Flexible Diaphragm with dist. between seismic resisting system >40ft Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 S1 <.75g NA Section 11.6 Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply) Comply with Seismic Design Category D IRC, Seismic Design Category = D2 T-R301.2.2.1.1 12.8 Equivalent lateral force procedure G. CANTILEVERED COLUMN SYSTEMS DETAILED TO CONFORM TO THE REQUIREMENTS Pow. - Seismic Force Resisting Systems F7. Timber frames C, = 0.02 x = 0.75 T-12.8-2 Building ht. Hn=9 ft Limited Building Height (ft) =35 Cu =1.400 for SD, of 0.564g Table 12.8-1 Approx Fundamental period, T. = C,(hn)x = 0.104 12.8-7 T,=16.000 Sec Calculated T shall not exceed <_ Cu.Ta Use T = .1104 sec. 0.8Ts = 0.8(SD1/SDs) = 0.434 Control (exception of Section 11.6 does not apply) Is structure Regular & <_ 5 stories? Yes 12.8.1.3 Response Spectral Acc.( 0.2 sec) S5=1.299g Max Ss <_ 1.5g Fa = 1.20 @ 5% Damped Design SDs = %(F,.Ss) = 1.039g (11.4-3) Response Modification Coef. R = 1.5 Table-12.2-1 Over Strength Factor Q. = 2 foot note g Importance factor I = 1 Table 11.5-1 Seismic Base Shear V = GSW C5= D =0.693 (12.8-2) or need not to exceed, Cs = SD' = 3.615 For T<_ TL (12.8-3) (R/1).T or C = SD'TL s N/A For T > TL (12.8-4) T2(R/1) Cs shall not be less than = 0.01 (12.8-5) Min C. = 0.5S, I/R N/A For S, >_ 0.6g (12.8-6) Use Cs = 0.693 Design base shear V = 0.693 W Control Page 12 of 16 • m� Job No. 0 Sheet No. w .b2engineers.wm Project No. 0 Sheet TitlE 1116 NE 153rd Place NE Checked B, Made By Kenmore, -98028 (425) 296-2993 Date Date DEAD LOAD WEIGHTS FOR SEISMIC FORCE CALCULATIONS: Unit Roof Weight: 7 psf Unit Floor Weight: 12 psf Unit Exterior Wall Weight: 9 psf rit Interior Corridor Wall Weight 0psf Unit Interior Party Wall Weight 0psf iit Interior Partition Wall Weight: 6.5 psf LOCATION LENGTH HEIGHT UNIT WT. ROOF DIAPHRAGM Roof 70 1 7 Ext. Wall Below 0 4.75 9 Corridor Wall Below 0 0 Party Wall Below 0 0 Partition Wall Below 0 4.75 6.5 FIFTH FLOOR DIAPHRAGM Floor 1 12 Ext. Wall Above 9 Corridor Wall Above 0 0 Party Wall Above 0 0 Partition Wall Above 6.5 Ext. Wall Below 9 Corridor Wall Below 0 0 Party Wall Below 0 Partition Wall Below 6.5 FOURTH FLOOR DIAPHRAGM Floor 1 12 Ext. Wall Above 9 Corridor Wall Above 0 0 Party Wall Above 0 0 Partition Wall Above 6.5 Ext. Wall Below 9 Corridor Wall Below 0 0 Party Wall Below 0 Partition Wall Below 6.5 THIRD FLOOR DIAPHRAGM Floor 1 12 Ext. Wall Above 9 Corridor Wall Above 0 Party Wall Above 0 Partition Wall Above 6.5 Ext. Wall Below 9 Corridor Wall Below 0 Party Wall Below 0 Partition Wall Below 6.5 SECOND FLOOR DIAPHRAGM TOTAL SUB WEIGHT TOTAL = 490 = 0 psf = 0 7 = 0 = 0 490 = 0 = 0 = 0 = 0 = 0 = 0 psf = 0 #DIV/0! = 0 = 0 0 = 0 = 0 = 0 = 0 = 0 = 0 psf = 0 #DIV/0! = 0 = 0 0 = 0 = 0 = 0 = 0 = 0 = 0 psf = 0 #DIV/0! = 0 = 0 0 Floor 12 = 0 Ext. Wall Above 9 = 0 Corridor Wall Above 0 = 0 Party Wall Above 0 = 0 Partition Wall Above 6.5 = 0 Ext. Wall Below 9 = 0 Corridor Wall Below 0 = 0 Party Wall Below 0 = 0 Partition Wall Below 6.5 = 0 PSI #DIV/0! 0 STRUCTURE WEIGHT FOR BASE SHEAR TOTAL: 0.5 Kips Page 13 of 16 MEE Job No. 0 0 Sheet No. www.b2engineers.com Project No. 0 Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA 98028 (425) 296-2993 Date Date Vertical Seismic Distribution Cs = 0.69 W W = 0.5 kips V = 0.3 kips Important Rho = 1 It is assumed that the R value is the same for both directions N/S Direction E/W Direction Story Total Story Story Story Story Story Mot Floor Height Height Weight Wi'Ht Force Shear Force Shear Hi Ht Wi Fi E Fi E E ft ft (kips) k-ft (kips) (kips) (kips) (kips) (kip-ft) Roof 9.50 9.50 0.5 5 0.3 0.3 0.3 0.3 3.22 5th 0.00 0.00 0.0 0 0.0 0.0 0.0 0.0 0 4th 0.00 0.00 0.0 0 0.0 0.0 0.0 0.0 0 3rd 0.00 0.00 0.0 0 0.0 0.0 0.0 0.0 0 2nd 0.00 0.00 0.0 0 0.0 0.0 0.0 0.0 0 0.5 5 0.34 0.34 Diaphragm Seismic Distribution 0.34 3.22 Page 14 of 16 Story Total Story Force Calculated Max Min Governing Transverse Longitudinal Floor Height Height Weight Distribution Fpx Fpx Fpx Fpx Fpx Fpx Hi Ht Wi Fx ft ft (kips) (kips) ki s (kips) (kips) (kips) If If Roof 9.50 9.50 0.5 0.3 0.3 0.2 0.1 0.2 0 0 5th 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 #DIV/0! #DIV/0! 4th 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 #DIV/0! #DIV/0! 3rd 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 #DIV/0! #DIV/0! 2nd 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.3 m_ • Job No. 0 0 Sheet No. www.b2engineers.com Project No. 0 Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA 98028 (425) 296-2993 Date Date Lateral Forces Summary Level Wind (Trans.) (kips) Wind (Long.) (kips) Seismic (Trans.) (kips) Seismic (Long.) (kips) Roof 0.00 0.00 0.34 0.34 Fifth 0.00 0.00 0.00 0.00 Fourth 0.00 0.00 0.00 0.00 Third 0.00 0.00 0.00 0.00 Second 0.00 0 0 0 Total 0.00 0.00 0.34 0.34 Controlling: Transverse - Seismic Longitudinal - Seismic 0.34 K 0.00 K 0.00 K 0.00 K 0.00 K Transverse Direction Longitudinal Direction 0.34 K 0.00 K 0.00 K 0.00 K 0.00 K Page 15 of 16 Page 16 of 16 SHEARWALL, DIAPHRAGM, STRAP AND HOLDOWN CAPACITY TABLE PER IBC 2018 PLYWOOD SHEATHED SHEARWALL LRFD CAPACITY (SEISMIC/WIND) COMMENT SW6 (15/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING) 496 PLF/ 696 PLF SDPWS TABLE 4.3A SW4 (15/32" PLYWOOD WITH 10d AT 4" AT EDGE, 10d AT 12" FIELD NAILING) 736 PLF/ 1032 PLF MULTIPLY VALUES BY TWO IF SHEATHING SW3 (15/32" PLYWOOD WITH 10d AT T' AT EDGE, 10d AT 12" FIELD NAILING) 960 PLF/ 1344PLF APPLIED ON BOTH SIDES SW2 (15/32" PLYWOOD WITH 10d AT 2" AT EDGE, 10d AT 12" FIELD NAILING) 1232 PLF/ 1724 PLF UNBLOCKED FLOOR DIAPHRAGM 15/32" PLYWOOD WITH 8d AT 6" AT EDGE, 8d AT 12" FIELD NAILING 15/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING 19/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING SIMPSON'S FLOOR STRAP CS18 CS16 CS14 CMSTCI6 CMSTC14 SIMPSON'S HOLDOWN HDU2 HDU4 HDU5 LSTHD8/ LSTHDBRJ AT 6" STEMWALL STHD10/ STHI ORJ AT 6" STEMWALL STHD14/ STHDI4RJ AT 6" STEMWALL LSTHD8/ LSTHDBRJ AT 8" STEMWALL STHD10/ STHI ORJ AT 8" STEMWALL STHD14/ STHDI4RJ AT 8" STEMWALL SIMPSON'S ANCHOR BOLT FOR SHEARWALL HOLDOWNS SSTB16 (5/8" DIAMETER, 12 5/8" MIN. EMBED., 6" STEMWALL) SSTB20 (5/8" DIAMETER, 16 5/8" MIN. EMBED., 6" STEMWALL) SB 5/8"X24 (5/8" DIAMETER, 18" MIN. EMBED., 6" STEMWALL) SB 7/8"X24 (7/8" DIAMETER, 18" MIN. EMBED., 8" STEMWALL) SB 1"X30 (1" DIAMETER, 24" MIN. EMBED., 8" STEMWALL) LRFD CAPACITY (SEISMIC/WIND) COMMENT 368 PLF/ 516 PLF SPDWS TABLE 4.26 408 PLF/ 572 PLF 456 PLF/ 640 PLF LRFD CAPACITY (SEISMIC/WIND) COMMENT 1916 LBS/ 2190 LBS 12" END LENGTH 2363 LBS/ 2700 LBS 14" END LENGTH 3487 LBS/ 3985 LBS 20" END LENGTH 6236 LBS/ 7336 LBS 26" END LENGTH 9086 LBS/ 10384 LBS 36" END LENGTH LRFD CAPACITY (SEISMIC/WIND) COMMENT 4305 LBS/ 4920 LBS 6391 LBS/ 7304 LBS 7905 LBS/ 9032 LBS 8372 LBS/ 9568 LBS 2730 LBS/ 3120 LBS CRACKED CONCRETE (CORNER CONDITION) 3700 LBS/ 4224 LBS CRACKED CONCRETE (CORNER CONDITION) 5173 LBS/ 5912 LBS CRACKED CONCRETE (CORNER CONDITION) 2730 LBS/ 3120 LBS CRACKED CONCRETE (CORNER CONDITION) 4116 LBS/ 4700 LBS CRACKED CONCRETE (CORNER CONDITION) 5340 LBS/ 6100 LBS CRACKED CONCRETE (CORNER CONDITION) LRFD CAPACITY (SEISMIC/WIND) COMMENT 3570 LBS/ 5776 LBS 2500 PSI MIN. CONCRETE (CORNER CONDITION) 4403 LBS/ 6464 LBS 1 3/4" MIN. EDGE DISTANCE 8022 LBS/ 10680 LBS 10997 LBS/ 14968 LBS 11640 LBS/ 15848 LBS