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REVIEWED BLD2021-1561+Structural_Calculations+11.16.2021_12.11.01_PM+2522835BYKONEN CARTER QUINN REVIEWED BY CITY OF EDMONDS RECEIVED Nov 19 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS Aspects 15617 37th Ave NE, Lake Forest Park, WA 98155 Boehlke & Naki Residence 19301 Olympic View Dr Edmonds, WA 98020 November 10, 2021 ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCO-SE.com aFORTE'CM Carport, 31 1 piece(s) 11 7/8" TII@ 110 @ 24" OC PASSED 1 F 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) 1344 @ 5' 2225 (3.50") Passed (60%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 712 @ 5' 1 3/4" 1794 Passed (40%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) -1935 @ 5' 3634 Passed (53%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.168 @ IT 8 7/16" 0.793 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.266 @ 13' 8 3/8" 1.057 Passed (L/716) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • -257 Ibs uplift at support located at 2 1/2". Strapping or other restraint may be required. Bearing Length Loads to Supports (Ibs) Supports r Accessories Total Available Required Dead Snow Wind Total 1 - Stud wall - HF 3.50" 3.50" 1.75" -72 7/-186 141/-74 148/ Blocking 332 2 -Stud wall - HF 3.50" 3.50" 3.50" 500 843 -478 1478/ None 3 - Stud wall - HF 3.50" 3.50" 3.50" 261 437 -245 698/ Blocking 1 1 1 1 1 245 • ttiocKmg Faneis are assumea to carry no ioaas appuea airectry above tnem ana the twi ioaa is appuea to the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 7" o/c Bottom Edge (Lu) 4' 1" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Spacing Dead (0.90) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 23' 24" 15.0 25.0 - Roof Load 2 - Uniform (PSF) 0 to 23' 24" - - -14.0 Wind Uplift System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 Drew Carpenter Bykonen Carter Quinn (360) 633-5541 do@bcq-se.com 11/10/2021 5:31:47 PM LTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Boehlke & Naki Residence Paget/4 aFORTE'CM Carport, 132 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSED 0 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) 3392 @ 2" 4430 (3.50") Passed (77%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2685 @ 1' 1/2" 5714 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 7923 @ 5' 9703 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.242 @ 5' 0.483 Passed (L/479) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.390 @ 5' 0.644 Passed (L/297) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on Nos. Bearing Length Loads to Supports (Ibs) Supports _ Accessories Total Available Required Dead Snow Wind Total 1 -Stud wall- HF 3.50" 3.50" 2.68" 1284 2108 -1195 3392/ Blocking 1195 1195 2 - Stud wall- HF 3.50" 3.50" 2.68" 1284 2108 -1195 3392/ Blocking 1195 • 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) 10' o/c Bottom Edge (Lu) 10' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 10' N/A 6.8 -- -- 1 - Uniform (PLF) 0 to 10' (Front) N/A 250.0 421.5 -239.0 Linked from: Jl, Support 2 Notes System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 Drew Carpenter Bykonen Carter Quinn (360) 633-5541 do@bcq-se.com 11/10/2021 5:31:47 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Boehlke & Naki Residence Page 3/4 aFORTE'CM Carport, 133 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSED 0 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) 1779 @ 2" 4430 (3.50") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1409 @ 1' 1/2" 5714 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 4156 @ 5' 9703 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.126 @ 5' 0.483 Passed (L/923) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.205 @ 5' 0.644 Passed (L/567) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on Nos. Bearing Length Loads to Supports (Ibs) Supports _ Accessories Total Available Required Dead Snow Wind Total 1 -Stud wall - HF 3.50" 3.50" 1.50" 687 1093 -613 1613/ Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 687 1093 -613 1683/ 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) 10' o/c Bottom Edge (Lu) 10' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 10' N/A 6.8 -- -- 1 - Uniform (PLF) 0 to 10' (Front) N/A 130.5 218.5 -122.5 Linked from: Jl, Support 3 Notes System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 Drew Carpenter Bykonen Carter Quinn (360) 633-5541 do@bcq-se.com 11/10/2021 5:31:47 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Boehlke & Naki Residence Page 4/4 L1TC Hazards by Location Search Information leles Sequim Address: 19301 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.8242001,-122.3614306 Elevation: 154 ft Timestamp: 2021-11-10T17:39:25.518Z Hazard Type: Seismic Go gle Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.295 MCER ground motion (period=0.2s) St 0.457 MCER ground motion (period=1.0s) SMS 1.554 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.036 Numeric seismic design value at 0.2s SA SDI * 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 0.908 Coefficient of risk (0.2s) CR, 0.895 Coefficient of risk (1.0s) PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.663 Site modified peak ground acceleration Marysville W 154 ft o ett tot v Redmond 0 Seattle ° - O - Renton o Map data ©2021 Google L1TC Hazards by Location Search Information Address: 19301 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.8242001,-122.3614306 Elevation: 154 ft Timestamp: 2021-11-10T17:41:06.269Z Hazard Type: Wind ASCE 7-16 MRI 10-Year MRI 25-Yea r MRI 50-Year MRI 100-Yea r Risk Category I Risk Category II Risk Category III Risk Category IV ASCE 7-10 67 mph MRI 10-Year 73 mph MRI25-Year 78 mph MR150-Year 83 mph MRI 100-Year 92 mph Risk Category 1 97 mph Risk Category II 104 mph Risk Category III -IV 108 mph leles Sequim ' Marysville 0 W 154 ft o ett tot v Redmond 0 Seattle ° - O j0�� Renton o Map data ©2021 Google ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 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. 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 wahsitP rdnPs not imnly annrnval by the nnvarninn hiiilydinn nnrlP hnrdiPs rPsnnnsihlP fnr huilydinn mrdP annrnval anrd intPrnrPtafinn fnr the WL-MASTER (1) Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft) Lengths (ft) Roof 10 0.7 1.21 9.5 Max H/W Ratio' 3.5 KUUF select strap or nol0own Force in Wall Elements Dead Loads Length (ft) H/W Ratio Increase' Seismic Overturning (k) Wind Overturning (k) Shear Wall Holdown Notes Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) 10 0.95 1.00 70 121 1425 100 0.21 0.69 1 SWl No Holdown Required Holdown Line ' Increase per 4.3.4.2 ANSI/AWC SDPWS-2015 2 Per Table 4.3.4 ANSI/AWC SDPWS-2015 WL-MASTER (A) Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft) Lengths (ft) Roof 3 0.35 0.265 9.5 Max H/W Ratio' 3.5 KUUF select strap or nol0own Force in Wall Elements Dead Loads Length (ft) H/W Ratio Increase' Seismic Overturning (k) Wind Overturning (k) Shear Wall Holdown Notes Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) 3 3.17 1.17 137 88 428 30 0.97 0.70 1 SWl No Holdown Required Holdown Line ' Increase per 4.3.4.2 ANSI/AWC SDPWS-2015 2 Per Table 4.3.4 ANSI/AWC SDPWS-2015 WL-MASTER (B) Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft) Lengths (ft) Roof 3 0.35 0.265 9.5 Max H/W Ratio' 3.5 KUUF select strap or nol0own Force in Wall Elements Dead Loads Length (ft) H/W Ratio Increase' Seismic Overturning (k) Wind Overturning (k) Shear Wall Holdown Notes Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) 3 3.17 1.17 137 88 428 30 0.97 0.70 1 SWl No Holdown Required Holdown Line ' Increase per 4.3.4.2 ANSI/AWC SDPWS-2015 2 Per Table 4.3.4 ANSI/AWC SDPWS-2015