Loading...
REVIEWED BLD BLD2021-0941+Structural_Calculations+7.2.2021_1.10.50_PM+2281904BYKONEN CARTER QUINN STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS Leach Residence 21511 90th Ave W Edmonds, WA 98026 Aspects 15617 37th Ave NE Lake Forest Park, WA 98155 June 22nd3 2021 ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCO-SE.com 6/21/2021 ATC Hazards by Location ATC Hazards by Location Search Information ele 5egwm Marpsvil Ie 6 Address: 21511 90th Ave W, Edmonds, WA 98026, USA W), "k -r- Coordinates: 47.8041565,-122.3541008 -- I 416 ft a Elevation: 416 ft Timestam p: 2021-06-21 T 18:02:56.808Z R e drnom Seattle ° Hazard Type: Seismic ° Reference ASCE7-16 G G `_ I e R rot rn Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.282 MCER ground motion (period=0.2s) S1 0.451 MCER ground motion (period=1.Os) SMS 1.539 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.026 Numeric seismic design value at 0.2s SA SD1 * 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 F * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FpG,q 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration 02 Map data ©2021 Google https://hazards.atcouncil.org/#/seismic?lat=47.8041565&ing=-l22.3541008&address=21511 90th Ave W%2C Edmonds%2C WA 98026%2C USA 1/2 6/21/2021 ATC Hazards by Location TL 6 Long -period transition period (s) SsRT 1.282 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.409 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.208 Factored deterministic acceleration value (0.2s) S1 RT 0.451 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.504 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.895 Factored deterministic acceleration value (1.0s) PGAd 0.775 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. 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. https://hazards.atcouncil.org/#/seismic?lat=47.8041565&ing=-l22.3541008&address=21511 90th Ave W%2C Edmonds%2C WA 98026%2C USA 2/2 Seismic BASE SHEAR CALCULATION Seismic Design Parameters From ATC Risk Category 11 Site Class D - Default R 6.50 I e 1.00 S ds 1.03 S dl 0.56 S, 1.28 S, 0.451 F p 1.20 F 1.85 S ms (g) 1.54 Siii1 (g) 0.83 C 5 0.16 k 1.00 V (k) (Ultimate) 4.13 V (k) (Allowable) 2.89 Areas (ft) (E) Roof 1407 (N) Roof 337 Loads DL-Roof (psf) 15.00 Height (ft) iWeight (k) w,h,(k C„x F,, F,, (E) Roof 8.00 21.11 168.84 0.81 3.330044308 2.33 (N) Roof 8.00 5.06 40.44 0.19 0.797601231 0.56 TOTAL 8.00 26.16 209.28 1.00 2.89 Wind WIND PRESSURE CALCULATION Building Parameters Height (ft) Trib. Height (ft) N/S (Addition) E/W Above Roof 6.25 6.25 21 50 Roof 8.00 4.00 21.0 50 Total 14.25 - - - DETERMINE WIND PRESSURE p=gn((GCpf)-(Gc pd] per ASCE 7-16 Eqn. 28.3-1 GcgValues per ASCE 7-10 Figure 28.4-1 Case A (Trans) Case B (Long) Roof 0.447 corners 0.585 Walls 0.940 0.690 corners 1.263 1.040 Category Class (mph) Wind Direction - N/S Wind Direction - E/W A*Gcpf F (k) Total (Ultimate) Min. Load Total (Allowable) A*GCpf F (k) Total (Ultimate) Min. Load Total (Allowable) U.Roof 288.47 4.62 5.45 4.45 3.41 98.34 1.57 2.41 2.42 1.51 corner 52.24 0.84 52.24 0.84 North Wall Level Story Seismic (k) Wind (k) Wall Length Height (ft) Roof 8.00 0.28 0.76 10.51 ROOF Wall Width (ft) H:W Ratio Increase Shear Hold Downi (p) (p) g () () ( Factor Seismic If Wind If 2 Weight k Seismic k Wind k) 1 4.26 1.9 1.00 26.57 71.85 0.34 0.11 0.47 2 6.25 1.3 1.00 26.57 71.85 0.50 0.06 0.42 ' Increase per SDPWS-2015 4.3.4.2. 2 Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 40% South Wall StorySeismic Level (k) Wind (k) Wall Length Height (ft) Roof 8.00 0.28 0.76 11.00 Roof Wall Width (ft) H:W Ratio Increase Shear Hold Down 1 Factor Seismic (plf) Wind (plf)2 Weight (k) Seismic (k) Wind (k) 1 11.00 0.7 1.00 25.38 68.64 0.88 -0.06 0.29 1 Increase per SDPWS-2015 4.3.4.2. z Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 40% West Wall StorySeismic Level (k) Wind (k) Wall Length Height (ft) Roof 8.00 1.44 1.70 14.25 Increase Shear Hold Down Roof Wall Width (ft) H:W Ratio 1 Factor Seismic (plf) Wind (plf)2 Weight (k) Seismic (k) Wind (k) 1 3.50 2.3 1.04 105.14 123.99 0.28 0.73 0.8i 2 3.00 2.7 1.09 110.60 130.43 0.24 0.74 0.8E 3 4.25 1.9 1.00 101.38 119.56 0.34 0.71 0.K 3 3.50 2.3 1.04 105.14 123.99 0.28 0.73 0.8i 1 Increase per SDPWS-2015 4.3.4.2. z Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 40% East Wall Story Level Seismic (k) Wind (k) Wall Length Height (ft) Roof 8.00 0.28 0.58 6.75 Roof Wall Width (ft) H:W Ratio Increase Shear Hold Down i Factor Seismic (plf) Wind (plf)2 Weight (k) Seismic (k) Wind (k) 1 3.50 2.3 1.04 42.89 89.00 0.28 0.25 0.60 2 3.25 2.5 1.06 43.89 91.07 0.26 0.25 0.61 1 Increase per SDPWS-2015 4.3.4.2. 2 Per IBC 2306.2 When wind governs, wind capacities for shearwalls may be increased by 409/( a FORTE'M3 MEMBER REPORT Framing, Worst Case Header 2 piece(s) 2 x 8 HF No.2 PASSED Overall Length: 6' 6' 6' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 993 @ 1 1/2" 3645 (3.00") Passed (27%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 732 @ 10 1/4" 2501 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1492 @ 3' 3" 2569 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.052 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.085 @ T 3" 0.313 Passed (L/886) 1.0 D + 1.0 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - SPF 3.00" 3.00" 1.50" 384 609 993 None 2 - Trimmer - SPF 3.00" 3.00" 1 1.50" 384 609 993 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 5.5 1 - Uniform (PSF) 0 to 6' 6" 7' 6" 15.0 25.0 Default Load System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso 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 Bykonen Carter Quinn (206) 264-7784 wrh@bcq-se.com 6/22/2021 8:35:45 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Leach Residence Paget/5 a FORTE"M3 MEMBER REPORT Framing, N-S Roof Beam 2 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL PASSED 1 0 Overall Length: 16' 6' 18' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4480 @ 2" 5206 (3.50") Passed (86%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3773 @ 1' 5 1/2" 10707 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 19979 @ 9' 3" 27897 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.478 @ 9' 3" 0.606 Passed (L/456) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.788 @ 9' 3" 0.908 Passed (L/276) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 3.01" 1763 2717 4480 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 3.01" 1763 2717 4480 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 1" o/c Bottom Edge (Lu) 18' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 18' 6" N/A 14.3 1 - Uniform (PSF) 0 to 18' 6" (Front) 11' 9" 15.0 25.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 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 Bykonen Carter Quinn (206) 264-7784 wrh@bcq-se.com 6/22/2021 8:35:45 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Leach Residence Page 3/5 a" O R T CM MEMBER REPORT PASSED Framing, E-W Roof Beam 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL Overall Length: 12' 6' 1 12 6' I 0 0 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) 3680 @ 12' 4" 5206 (3.50") Passed (71%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3670 @ 11' 5 1/4" 7074 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8557 @ 10' 12884 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.226 @ 73/8" 0.406 Passed (L/647) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.383 @ 7' 1/8" 1 0.608 Passed (L/382) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 397 521 918 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 2.47" 1484 2196 3680 Blocking • 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) 12' 6" o/c Bottom Edge (Lu) 12' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 6" N/A 9.4 Linked from: Floor: 1 - Point (lb) 10' (Front) N/A 1763 2717 Drop Beam, Support 1 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 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 Bykonen Carter Quinn (206) 264-7784 wrh@bcq-se.com 6/22/2021 8:35:45 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Leach Residence Page 4 / 5 a" O R T CM MEMBER REPORT PASSED Framing, Floor: Joist 1 piece(s) it 7/8" TJI@ 110 @ 16" OC Overall Length: 16' 6' L 16' 6" 0 0 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) 597 @ 2 1/2" 1041 (2.25") Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 584 @ 3 1/2" 1560 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2371 @ 8' 3" 3160 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.270 @ 8' 3" 0.402 Passed (L/715) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.371 @ 8' 3" 0.804 1 Passed (L/520) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating 43 40 1 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTM Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 165 440 605 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.75" 165 440 605 1 1/4" Rim Board • Kim boara is assumea to carry aii ioaas appiiea airecuy aoove it, Dypassing me memoer Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 7" o/c Bottom Edge (Lu) 16' 4" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 16' 6" 16" 15.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 Bykonen Carter Quinn (206) 264-7784 wrh@bcq-se.com 6/22/2021 8:35:45 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Leach Residence Pages/5