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REVIEWED BLD BLD2024-0733+Structural_Analysis_or_Calculations+5.31.2024_12.06.15_PM+4293392CQN RECEIVED Jun 04 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-0733 L..............................................L REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT .............................................. CARTER QUINN NURLIN STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS Day Cross Residence 603 V Ave N. Edmonds, WA 98020 Lathrop Douglass Architects 129 NW 50t" Street Seattle, WA 98107 May 30t", 2024 ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.CQN-SE.com DAY CROSS RESIDENCE Single family residence remodel with a small two story addition to the front of the residence. LOADS: Roof — DL = 15 psf, SL = 25 psf Floor — DL = 15 psf, LL = 40 psf LATERAL LOADS: See attached for seismic lateral calculations for the addition. There are no wind sail area changes due to the addition. 5/29/24, 11:08 AM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ 8TCHazards by Location Search Information Address: 603 3rd Ave N, Edmonds, WA 98020, USA Coordinates: 47.8165268,-122.3756717 Elevation: 43 It 0 Itl Ti mestam p: 2024-05-29T18:08:08.559Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.289 MCER ground motion (period=0.2s) S1 0.454 MCER ground motion (period=1.0s) SMS 1.547 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.031 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 0.91 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.549 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.659 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.289 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.417 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.219 Factored deterministic acceleration value (0.2s) S1 RT 0.454 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.507 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.905 Factored deterministic acceleration value (1.0s) PGAd 0.783 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Mt. Marysville Baker-Snoqualmie W 43 ft oett National Forest i_._. Edm nds Shoreline Seattle °Redmond o J iremerton-L- Renton �� t ° Map data©2024 Google Reportamaperror 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 https://hazards.atcouncil.org/#/seismic?lat=47.8165268&ing=-l22.3756717&address=603 3rd Ave N%2C Edmonds%2C WA 98020%2C USA 112 Seismic BASE SHEAR CALCULATION Seismic I Risk Category Site Class R le S ds S dl SS S1 Fp F S ms (g) S m1 (9) CS k V (k) (LRFD) V (k) (LRFD) V (k) (ASD) Parameters From ATC 11 D - Default 6.50 1.00 1.03 0.56 1.29 0.454 1.20 1.85 1.55 0.84 0.16 1.00 13.20 Full House 1.05 Addition Only 0.73 Areas (ft) (E) Roof 1816 (N)Roof 161 (E) 2nd Floor 1617 (N)2nd Floor 131 Loads DL-Roof (psf) 15.00 DL-Floor(psf) 15 DL- Walls (psf) 10 Height (ft) I Weight (k) wxhx" I C„X I Fx (LRFD) I Fx (ASD) (E) Roof 19.00 36.32 690.08 0.60 7.89 5.52 (E) 2nd Floor 9.25 40.43 373.93 0.32 4.27 2.99 (N)Roof 19.00 3.22 61.18 0.05 0.70 0.49 (N)2nd Floor 9.25 3.28 30.29 0.03 0.35 0.24 TOTAL 19.00 83.24 1155.49 1.00 9.24 G L-F Story Level Seismic (k) Wall Length Height (ft) Roof 9.75 1.88 21.33 LVL 2 1 8.001 2.881 18.08 ROOF Wall Width (ft) H:W Ratio Increase Shear Hold Down Factor' Seismic (plf) Weight (k) Seismic (k) 1 15.00 0.7 1.00 87.93 1.46 0.42 LVL 2 Wall Width (ft) H:W Ratio Increase Shear Hold Down 1 Factor Seismic (plf) Weight (k) Seismic (k) 1 4.25 1.9 1.00 159.31 0.34 1.59 2 7.50 1.1 1.00 159.31 0.60 1.51 ' Increase per SDPWS-20214.3.3.2. 2 Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 40% G L-G Story Level Seismic (k) Wall Length Height (ft) Roof 9.75 0.24 7.33 LVL 2 1 8.001 0.371 7.33 Roof Wall Width (ft) H:W Ratio Increase Shear Hold Down 1 Factor Seismic (plf) Weight (k) Seismic (k) 1 3.67 2.7 1.33 44.35 0.36 0.22 2 3.67 2.7 1.33 44.35 0.36 0.22 LVL 2 Wall Width (ft) H:W Ratio Increase Shear Hold Down Factor' Seismic (plf) Weight (k) Seismic (k) 1 3.67 2.2 1.09 54.41 0.29 0.53 2 3.67 2.2 1.09 54.41 0.29 0.53 ' Increase per SDPWS-20214.3.3.2. 2 Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 40% G L-2 Story Level Seismic (k) Wall Length Height (ft) Roof 9.75 3.00 21.50 LVL 2 8.001 4.621 27.75 ROOF Wall Width (ft) H:W Ratio Increase Shear Hold Down Factor' Seismic (plf) Weight (k) Seismic (k) 1 8.00 1.2 1.00 139.74 0.78 1.13 LVL 2 Wall Width (ft) H:W Ratio Increase Shear Hold Down 1 Factor Seismic (plf) Weight (k) Seismic (k) 1 8.00 1.0 1.00 166.53 0.64 2.27 ' Increase per SDPWS-20214.3.3.2. 2 Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 40% G L-3 Story Level Seismic (k) Wall Length Height (ft) Roof 9.75 0.24 5.00 LVL 2 8.001 0.371 5.00 Roof Wall 1 LVL 2 Wall 1 Width (ft) H:W Rat 5.00 Width (ft) H:W Rat well] Increase io Factor' 2.0 1.00 Increase io Factor' 1.6 1.00 Shear Seismic (plf) Weight (k) 48.94 0.49 Shear Seismic (plf) Weight (k) 73.17 0.40 ' Increase per SDPWS-20214.3.3.2. 2 Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 40% Hold Down Seismic (k) 0.33 Hold Down Seismic (k) 0.80 aFORTEWEB' Level, Roof Header 2 piece(s) 2 x 8 HF No.2 PASSED 0 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 725 @ 1 1/2" 3645 (3.00") Passed (20%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 579 @ 10 1/4" 2501 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1451 @ 4' 3" 2569 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.087 @ 4' 3" 0.275 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.143 @ 4' 3" 0.313 Passed (L/690) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - SPF 3.00" 3.00" 1.50" 286 438 725 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 286 438 725 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15)Width Comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 5.5 1 - Uniform (PSF) 0 to 8' 6" 4' 1 1/2" 15.0 25.0 Default Load 0 Member Length : 8' 6" System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to Nww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ri Han Carter Quinn Norlin (206) 264-7784 wrh@cqn-se.com 5/30/2024 8:51:14 PM UTC ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: Day Cross Residence Page 2/4 aFORTEWEB' Level, Floor: Joist 1 piece(s) 2 x 8 HF No.2 @ 16" OC PASSED Fil i, Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 607 @ 8' 3 1/4" 3341 (5.50") Passed (18%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 243 @ 7' 5 1/4" 1088 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 521 @ 4' 1 3/4" 1284 Passed (41%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.075 @ 4' 3 7/8" 0.197 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.092 @ 4' 3 3/16" 0.395 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Stud wall- SPF 5.50" 4.25" 1.50" 73 231 -8 304 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 5.50" 1.50" 309 251 146 607 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 11" o/c Bottom Edge (Lu) 8' 11" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) comments 1 - Uniform (PSF) 0 to 9' 16" 15.0 40.0 - Default Load 2 - Point (PLF) 8' 9" 16" 62.0 - 103.0 3 - Point (PLF) 8' 9" 16" 90.0 - wall wt. Member Length : 8' 10 3/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ri Han Carter Quinn Norlin (206) 264-7784 wrh@cqn-se.com 5/30/2024 8:51:14 PM UTC ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: Day Cross Residence Page 3/4 aFORTEWEB' Level, Floor Header 2 piece(s) 2 x 8 HF No.2 PASSED 0 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1151 @ 1 1/2" 3645 (3.00") Passed (32%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 700 @ 10 1/4" 2175 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1200 @ 2' 6" 2234 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.021 @ 2' 6" 0.158 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.043 @ 2' 6" 0.237 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - SPF 3.00" 3.00" 1.50" 593 471 274 1151 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 593 471 274 1151 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 5' o/c Bottom Edge (Lu) 5' o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Tributary (0.90) (1.00) ("'S) Comments Width 0 - Self Weight (PLF) 0 to 5' N/A 5.5 -- -- 1 - Uniform (PLF) 0 to 5' N/A 231.8 188.3 109.5 Linked from: Floor: Joist, Support 2 0 Member Length : 5' System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ri Han Carter Quinn Norlin (206) 264-7784 wrh@cqn-se.com 5/30/2024 8:51:14 PM UTC ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: Day Cross Residence Page 4/4