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REVIEWED BLD BLD2020-0876+Structural_Calculations+8.19.2020_12.23.11_PMC civil & structural BLD2020-0876 ENGINEERING engineering & planning 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 RECEIVED Aug 21 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Morino Residence Covered Deck and Kitchen Remodel 958 Walnut Street Edmonds, WA 98020 811312020 CG Project No.: 20264.10 Proiect Location 958 Walnut Street Edmonds, WA 98020 Project Description This project involves the design of a new covered deck and an addition to an existing kitchen. The new covered deck will be wood framed. The roof will be framed with sawn lumber joists and supported by wood beams and columns. The floor will be framed with wood joists supported by wood beams and concrete footings. Under the new kitchen addition a new concrete stem wall and footing will be poured. At the new deck, new concrete pad footings will be poured. The lateral system is composed of the plywood sheathed shear walls. Upgrades to the existing shear walls will be required. The upgrades include revised plywood shearwall nailing and new holdowns. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Loads Dead 15 psf Snow 25 psf (snow) Floor Loads Dead 15 psf Live 40 psf Deck 60 psf Description By Date CGP 8/12/2020 Checked Date Project Summary ENGINEERING Scale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 Morino Residence 20264.10 HF Column & HF Sill Plate Capacity TABLE IBC 2015, NDS 2015 6 7 8 9 10 11 12 13 14 15 16 (2)'2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,356 1,175 ;1,028 906 PSILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 6,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PSILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PSILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,643 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 ` 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 6,918 5,221 4,634 PSILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 ` 21,314 19,614 17,764 15,903 14,146' 12,658 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 > 9,009 ' 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,426 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF;#2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PSILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,016 8,377 7,101 6,090 6,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 ` 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 ' 17,083 ' 15,377 13,808 12,400 11,156 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6x10 DF#2 28,621 27,790 26,739' 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By CGP Date 08/12/20 Wood Column Capacity Table checked Date Scale Sheet No. ENGINEERING 250 4th Ave. South Suite 200 project Morino Residence Job No. 20264.10 2 51 ME � ev zcv d � i I I �W 'j, w w v 97�z/ �Mmr�x t•cv a•ev d � CM ------ IV T12-1 i p i s FsrAL V Oc tA r.At Ir Description By �j �� Date�� Checked—'J Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project Job No. 425.778.8500 www.cgengineering.com n� � `tor fj a� ? V �C 4 lZ14Z 7s 1AR4f1*1 k 12 0.51 ❑0 Roof, R11 1 piece(s) 2 x 8 Hem -Fir No. 2@ 24" OC Sloped Length: 22' 73/4" u 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) 967 @ 12' 4" 2128 (3.50") Passed (45%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 435 @ 13' 1" 1251 Passed (35%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) -944 @ 12' 4" 1477 Passed (64%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.108 @ 17' 9 1/16" 0.500 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.158 @ 17' 10 1/16" 1 0.667 1 Passed (L/759) 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. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Beveled Plate - SPF 3.50" 3.50" 1.50" 197 343 540 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.59" 359 609 968 None 3 - Hanger on 7 1/4" SPF beam 3.50" Hanger' 1.50" 124 222 346 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 10" o/c Bottom Edge (Lu) 8' 5" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 22' 4 9/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch : 0.5/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners ; Member Fasteners Accessories 3 - Face Mount Hanger Connector not found N/A N/A I N/A IN/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments ' 1 - Uniform (PSF) 0 to 22' 7 1/2" 24" 15.0 25.0 Default Load 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 Cameron Partlow CG Engineering (425)778-8500 cameronp@cgengineering.com 8/7/2020 10:58:43 PM UTC ForteWEB 0.0, Engine: V8.1.2.3, DaVV8.0.0.0 Weyerhaeuser File Name: Morino Framing Page 1 / 1 i� !FORTEZM MEMBER REPORT PASSED Roof, R32 2 piece(s) 2 x 10 Hem -Fir No. 2 @ 24" OC Sloped Length: 20' 4 3/16" 12 0.5 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) 693 @ 20' 7/16" 1823 (1.50") Passed (38%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 643 @ 3' 4 11/16" 3191 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3002 @ 11' 4 1/2" 4408 Passed (68%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl.(in) 0.407 @ 11' 3 7/16" 0.879 Passed (L/518) 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.645 @ 11' 3 9/16" 1 1.172 1 Passed (L/327) 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. • A 1S% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Beveled Plate - SPF 3.50" 3.50" 1.50" 343 572 915 Blocking 2 - Hanger on 9 1/4" SPF beam 3.50" Hanger' 1 1.50" 267 449 716 See note • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being aesigneo. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 20' 1" o/c -Maximum allowable bracing intervals based on applied load. 0 Member Length : 20' 1 1/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO Member Pitch : 0.5/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners I Member Fasteners ? Accessories 2-Face Mount Hanger Connector not found N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1- Uniform (PSF) 0 to 20' 3 15/16" 24" 15.0 25.0 Default Load 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 8/7/2020 11:13:38 PM UTC ForteWEB v3.0, Engine: V8.1.2.3, Dab V8.0.0.0 Weyerhaeuser File Name: Morino Framing Page 1 / 1 MEMBER REPORT PASSED Roof, BM1 i piece(s) 7" x 11 7/8" 2.0E Parallam@ PSL Overall Length: 15' 11" 15' 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) 8255 @ 4" 12644 (4,25") Passed (65%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6843 @ 1' 5 3/8" 18481 Passed (37%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 30554 @ 7' 11 1/2" 45776 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.368 @ 7' 11 1/2" 0.381 Passed (L/497) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.697 @ 7' 11 1/2" 1 0.762 1 Passed (L/263) - 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Member should be side -loaded from both sides of the member or braced to prevent rotation. Supports Bearing Length Loads to Supports (Ibs) Accessories ; Total l Available Required Dead Floor Live Snow Total 1 - Stud wall - SPF 5.50" 4.25" 2.77" 3945 1910 3979 9834 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 4.25" 1 2.77" 3945 1910 3979 1 9834 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 15' 9" o/c Bottom Edge (Lu) 15' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1,00) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 15' 9 3/4" N/A 26.0 -- 1 - Uniform (PSF) 0 to 15' 11" (Front) 15' 15.0 - 25.0 Upper Roof 2 - Uniform (PSF) 0 to 15' 11" (Front) 8' 10.0 - - Wall Load 3 - Uniform (PSF) 0 to 15' 11" (Front) 6' 15.0 40.0 - Floor Load 4 - Uniform (PSF) 0 to 15' 11" (Front) 5' 15.0 25.0 Lower Roof System : Floor Member Type : Flush 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 Cameron Partlow CG Engineering (425)778-8500 cameronp@cgengineering.com 8/7/2020 11:32:43 PM UTC ForteWEB v3.0, Engine: V8,1.2.3, Dai8 V8.0.0.0 Weyerhaeuser File Name: Morino Framing Page 1 / 1 MEMBER REPORT PASSED Roof, BM2 1 piece(s) 4 x 8 Hem -Fir No. 1 Overall Length: 8' 3" 'vJ 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) 1677 @ 0 2126 (1.50") Passed (79%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1380 @ 8 3/4" 2918 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3458 @ 4' 1 1/2" 3724 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.156 @ 4' 1 1/2" 0.275 Passed (L/633) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.254 @ 4' 1 1/2" 1 0.313 1 Passed (L/390) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. Supports Bearing Length toads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - SPF 1.501, 1.50" 1.50" 645 1031 1676 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 645 1031 1676 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 8' 3" o/c Bottom Edge (Lu) 8' 3" 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 8' 3" N/A 6.4 -- 1 - Uniform (PSF) 0 to 8' 3" 10, 15.0 25.0 Default Load System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 8/7/2020 11:41:45 PM UTC ForteWEB 0.0, Engine: V8.1.2.3, Dag V8.0.0.0 Weyerhaeuser File Name: Morino Framing Page 1 / 1 0 " Checked Date 6 ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.850010 www.cgengineering. com Maw'i 0 MEMBER REPORT PASSED Roof, BM3 1 piece(s) 4 x 8 Hem -Fir No. 2 Overall Length: 9' 11 114" Ir 9' 6" 1< � d 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) 1423 @ 2" 4961 (3.50") Passed (29%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1167 @ 10 3/4" 2918 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3303 @ 4' 11 5/8" 3247 Passed (102%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.232 @ 4' 11 5/8" 0.320 Passed (L/497) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.379 @ 4' it 5/8" 1 0.480 1 Passed (L/304) 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 - Stud wall - SPF 3.50" 3.50" 1.50" 554 870 1424 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 554 870 1424 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) 6" o/c Bottom Edge (Lu) 9' 11" 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 9' 11 1/4" N/A 6.4 1 - Uniform (PSF) 0 to 9' 11 1/4" (Front) 7' 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 wvAy.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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 8/7/2020 11:49:33 PM UTC ForteWEB 0.0, Engine: V8.1.2.3, [It81 V8.0.0.0 Weyerhaeuser File Name: Morino Framing Page 1 / 1 i" ]FORTECM MEMBER REPORT PASSED Roof, BM4 1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL Overall Length: 22' 112" 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) 2406 @ 21' 9" 3281 (1.50") Passed (73%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 2035 @ 20' 11 1/2" 7393 Passed (28%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 6871 @ 15' 6 3/8" 15016 Passed (46%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.364 @ 14' 4 15/16" 0.775 Passed (L/511) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.580 @ 14' 5 5/8" 1.033 Passed (L/321) 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. • Upward deflection on left cantilever exceeds 0.4". Supports Bearing Length Loads to Supports (Ibs) Accessories Total' Available Required Dead Snow Total 1 - Beam - SPF 3.50" 3.50" 1.71" 1053 1492 2545 Blocking 2 - Hanger on 9 1/2" SPF beam 3.50" Hanger' 1.50" 979 1563 2542 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional Information and/or requirements. Lateral Bracing Bracing Intervals comments Top Edge (Lu) 21' 9" o/c Bottom Edge (Lu) 21' 9" o/c -Maximum allowable bracing intervals based on applied load. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width: Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 21' 9" N/A 10.4 -- 1 - Tapered (PSF) 6' 3" to 22' 1/2" (Front) 0 to 8' 9" 15.0 25.0 Default Load 2 - Tapered (PSF) 6' 3" to 22' 1/2" (Front) 0 to 3' 3" 15.0 25.0 Default Load 3 - Tapered (PSF) 0 to 6' 3" (Front) 0 to 5' 9" 15.0 25.0 4 - Tapered (PSF) 0 to 6' 3" (Front) 0 to 2' 6" 115.0 125.0 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, Blacking 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 8/10/2020 10:47:44 PM UTC Cameron Partlow CG Engineering AForteWEB 0.0, Engine: V8.1.2.3, f tg'JV8.0.0.0 (425)778-8500 L cameronp@cgengineering.com Weyerhaeuser File Name: Morino Framing Page 1 / 1 MEMBER REPORT PASSED Roof, BM5 1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam® PSL Overall Length: 11' 10" 11' 3" I 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) 2793 @ 2" 5206 (3.50") Passed (54%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2282 @ 1' 1" 7393 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 7803 @ 5' 11" 15016 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.193 @ 5' 11" 0.383 Passed (L/713) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.398 @ 5' 11" 1 0,575 1 Passed (L/346) - 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 Floor Live Snow Total 1- Stud wall - SPF 3.50" 3.50" 1.88" 1437 237 1356 1 3030 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.88" 1437 237 1356 3030 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) 11' 10" o/c Bottom Edge (Lu) IV 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) ; Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 11, SO" N/A 10.4 1- Uniform (PSF) 0 to 11' 10" (Front) 2' 15.0 25.0 Default Load 2 - Uniform (PSF) 0 to 11' 10" (Front) 8' 10.0 - 3 - Uniform (PSF) 0 to 11' 10" (Front) 7' 2" 15.0 - 25.0 4 - Uniform (PSF) 0 to 11' 10" (Front) 1'1 15.0 40.0 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 8/10/2020 11:02:44 PM UTC ForteWEB 0.0, Engine: V8.1.2.3, PC M V8.0.0.0 Weyerhaeuser File Name: Morino Framing Page 1 / 1 MEMBER REPORT PASSED Roof, BM6 1 piece(s) 4 x 6 Hem -Fir No. 2 C?verall Length: 3' 3" n 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) 365 @ 0 2126 (1.50") Passed (17%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 234 @ 7" 2214 Passed (11%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 297 @ 1' 7 1/2" 1869 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.00S @ 1' 7 1/2" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.009 @ 1' 7 1/2" 0.162 Passed (L/999+) 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 1.50" 1.50" 1.50" 142 223 365 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 142 223 365 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 3" o/c Bottom Edge (Lu) T 3" 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 3' 3" N/A 4.9 -- 1- Uniform (PSF) 0 to 3' 3" 5' 6" 15.0 25.0 Default Load System : Wall Member Type : Header 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. I The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 8/10/2020 11:10:13 PM UTC AForteWEB v3.0, Engine: V8.1.2.3, Dpt� V8.0.0.0 I J Weyerhaeuser File Name: Morino Framing Pagel/1 Job Notes Cameron Partlow CG Engineering (425)778-8500 cameronp@cgengineering.com C A A].2 A3.1 C A AJ1 A3.1 �'L oe� �2a.+Mi �vG Kam" � -� `� -- --__ 9` M MEMBER REPORT PASSED Floor, FJ1 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC Overall Length: 10' 7" 10, 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) 500 @ 3 1/2" 911 (1.50") Passed (55%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 423 @ 1' 3/4" 1388 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1250 @ 5' 3 1/2" 1917 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.140 @ T 3 1/2" 0.250 Passed (L/857) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.175 @ 5' 3 1/2" 1 0.500 Passed (L/686) 1.0 D + 1.0 L (All Spans) TJ-Pro`1 Rating N/A N/A N/A -- N/A • Deflection criteria: LL (L/480) and TL (L/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 NDS. • No composite action between deck and joist was considered in analysis. Supports 'r Bearing Length '.Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total i - Hanger on 9 1/4" SPF beam 3.50" Hanger' 1.50" 106 423 529 See note ' 2 - Hanger on 9 1/4" SPF beam 3.50" Hanger' 1.50" 106 423 529 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger •' See Connector grid below for additional Information and/or requirements. Lateral Bracing Bracing Intervals comments Top Edge (Lu) 7' 9" o/c Bottom Edge (Lu) 10' o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1,00) Comments 1- Uniform (PSF) 0 to 10' 7" 16" 15.0 60.0 Default Load 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 ww%v.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 PM UTC 8/10/2020 11:27:33 AForteWEB 0.0, Engine: V8.1.2.3, Dpt�V8.0.0.0 I Weyerhaeuser File Name: Morino Framing Page 1 / 1 .Job Notes Cameron Partlow CGEngineering (425) 778-8500 cameronp@cgengineering.com aIFORTEM MEMBER REPORT PASSED Floor, BM7 1 piece(s) 6 x 10 Hem -Fir No. 1 Overall Length; 7' 5 1/2" 7' 2" 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) 2721 @ 2" 5012 (2.25") Passed (54%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1986 @ 1' 1" 4877 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4764 @ 3' 8 3/4" 7239 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.074 @ 3' 8 3/4" 0.178 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.095 @ 3' 8 3/4" 0.356 Passed (L/903) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) 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 toads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 598 2200 2798 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 598 2200 2798 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 73" o/c Bottom Edge (Lu) 7' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 7' 4 1/4" N/A 13.2 1 - Uniform (PSF) 0 to 7' 5 1/2" (Front) 911011 15.0 60.0 Default Load System : Floor Member Type : Flush 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 8/12/2020 5:33:19 PM UTC AForteWEB 0.0, Engine: V8.1.2.3, E� V8.0.0.0 I I Weyerhaeuser File Name: Morino Framing Page 1 / 1 Job Notes Cameron Partlow CG Engineering (425)778-8500 cameronp@cgengineering.com OM v Tzrg:i qW' Pam- is P-5 r L Rrn- �W) ri 0 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.qom Description Project M By(%4 d Date Checked Date Scale Sheet No. Job No. ?M-6aZle) 20 MEMBER REPORT PASSED Floor, BM8 1 piece(s) 6 x 10 Hem -Fir No. 2 Overall Length: 9' 9 1/2" 9' 6" b ❑1 Q 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) 1830 @ 2" 5012 (2.25") Passed (37%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1456 @ 1' 1" 4877 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4272 @ 4' 10 3/4" 4654 Passed (92%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.123 @ 4' 10 3/4" 0.236 Passed (L/924) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.159 @ 4' 10 3/4" 0.473 Passed (L/713) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) 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 Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 424 1444 1868 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 424 1444 1868 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7" o/c Bottom Edge (Lu) 9' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 9' 8 1/4" N/A 13.2 1- Uniform (PSF) 0 to 9' 9 1/2" (Front) 4' 11" 15.0 60.0 Default Load System : Floor Member Type : Flush 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 wvnv.weyerhaeuser.com/woodproducts/document-li bra ry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 8/12/2020 5:32:18 PM UTC AForteWEB 0.0, Engine: V8.1.2.3, a1 V8.0.0.0 File Name: Morino Framing Weyerhaeuser File Page 1 / 1 Job Notes Cameron Partlow CG Engineering (425)70 cameronp@cgnp@cgengineering.com MO � 10 6 1 24L!S� 1-1) r`7 ti 4� r7l, P (" q'i K tMAY /!SOO Ps"r 2, Uld" DFrp v-/ 11Y -A�A\l 1?�YF If MP,iN f tovsc VOCrr� Exl�STINC:7 TWOA-1700 A-T)E-quft-rr Description By Date ENGINEERING Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com 22 Seismic Analysis Design Per 2015 IBC & ASCE 7-10 Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D SS = S, _ SMS = FaSS = 1.27 SMi=FSt= 0.75 SpS = (2/3)SMs = 0.846 SDI = (2/3)SMi = 0.498 T, = C,h," = 0.17 R Factor = IE Factor = Seismic Base Shear V = 0.044Spsl V = (SDSIW)/R = V = (SDI IW)/RTa = ENGINEERING 250 4th Ave. South project Suite 200 Edmonds, WA 98020 Lat. _ Long. _ Fa = F = Ct = 0.02 hn = 18+ x = 0.75 (Light -Framed Wood Shear Wall) (Non -Essential Facility) 0.037 W ;(Minimum Force) 0.130 W (Governing Force) i 0.438 � W !(Maximum Force) Seismic Base Shear Morino Residence From Computer Program: Short & 1-Sec Period Mapped Aceleration Parameters (MCE) i ASCE 7-10 (Eq. 11.4-1) ASCE 7-10 (Eq. 11.4-2) ASCE 7-10 (Eq. ASCE 7-10 (Eq. 11.4-4) ASCE 7-110 (Table 12.8-2)F ASCE 7-10 (Table 12.8-2)I ASCE 7-10 (Table 12.2-1) ASCE 7-10 (Table 1.5-2) ASCE 7-10 (Eq. 12.8-5) ASCE 7-10 (Eq. 12.8-2) i ASCE 7-10 (Eq. 12.8-3) By CGP Date Checked Date Scale NTS Sheet No. Job No. 20264.10 08/11 /201 23 8/10/2020 ATC Hazards by Location OTCHazards by Location Search Information tlrr9>'e 10, F.sarysvle.. Address: 958 Walnut St, Edmonds, WA 98020, USA 1 327 k o Coordinates: 47.8070469,-122.3645646 . Ok Elevation: 321 it OlymptD tmnal Park 0 Timestamp: 2020-08-10T22:16:09.440Z Redmond Seattle ° Hazard Type: Seismic Reference Document: ASCE7-10 Map, Rcyort a map error Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description Ss 1.269 MCER ground motion (period=02s) St 0.497 MCER ground motion (period=1.0s) Skits 1.269 Site -modified spectral acceleration value Slat 0.747 Site -modified spectral acceleration value SDs 0.846 Numeric seismic design value at 0.2s SA SDI 0.498 Numeric seismic design value at l.OS SA -Additional Information Name Value Description SDC D Seismic design category Fe 1 Site amplification factor at 0.2s Fv 1.503 Site amplification factor at 1.0s CRs 0.985 CoetfideM of risk (0.2s) CRI 0.95 Coefficient of risk (1.0s) PGA 0.514 MCED peak ground acceleration FPDA t Site amplification factorat PGA PGAtt 0.514 Site modified peak ground acceleration TL 6 Long -period transition period (a) SsRT 1.269 Probabilistic risk -targeted ground motion (02s) SsUH 1.289 Factored uniform -hazard spectral acceleration (2% probability of excesdance In 50 years) SsD 1.518 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) SID 0.605 Factored deterministic acceleration value (1.0s) PGAd 0.58 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any defineatkno 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,oth design. Disclaimer Hazard bads are provided by the U.S. Geological Survey Seismic Design Web Service While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume ma responsibility or liability for its accuracy. The material presented in the report should not to used or relied upon for any specific application valhout 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 knovbedge 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 latitudeAmIgitude location in the report. 24 https://hazards.atcouncii.org/#/seismic?lat=47.8070469&ing=-122.3645646&address=958 Walnut St%2C Edmonds%2C WA 98020%2C USA 1/1 LATFF-AL b 2,1'1� :�'LO�P- 066 + (MAIN 106t) V--T 57-0fL\1 FALT MP-1 lu HOUS r- 6,qol VT v It V:1 or vi ro�(OIL P5F) v 0, 13 Description J—> Date /-J Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 25 www.cgengineering.com Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k = 1.0 Diaphragm DL Area wog Story w; . hi %. h, Shear ' Sum Level (psf) (ft2) (kips) Elev. (h) (k-ft) Ew; = hi ` Fx F,, Roof Framing 20 1 960 19.2 17 1 326 0.60 2.4 2.4 2nd Framing 25950 23.8 9 214 0.40 1.6 4.0 E = 42.95 - 540 1.00 4.0 - Base Shear (ULT) 5.6 kips Base Shear (ASD) 4.0 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 2.4 2.4 2nd Framing 1.0 1.6 4.0 E = 4.0 Diaphragm Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm w; E w; <_ F; E F; E F;.wpx Fx (Min) Fx (Max)' Fpx Level (kips) (kips) (kips) - (kips) E w; 0.2sosiWpx 0.4spsiwpx Govern Roof Framing 19.2 19.2 2.4 2.4 2.4 2.3 4.6 2.4 2nd Framing 23.8 43.0 1.6 4.0 2.2 2.9 5.7 2.9 Description Seismic &Diaphragm Force Distribution By CGP Date 08/11/20 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 26 project Morino Residence Job No. 20264.10 —1 za•-0• ra' ra• ra• (ea• r.r ra• -I- F _ h • slrnNc b M. RED N N8n& PK t h 1/0�&8 ,� W.I.C. ILI 0 S S 0 STAIRS 4 I I I I I " I I I I I I I I I I BATH 2� Y O I j$IGEDR I OM 2jgl BEDROOM 3 I� IC ICS 1'-tP TC•0• Iv 4 F X l ST k/kLLS d— FquES rtG gr7m 4 f N V X/ C-N(PIJG EIS jf4EA,(L WAZ TO S Z 4 � /NG2E/k<�r/l•�G . A. 10 24'.e• r-e• ,ra• ze'az ,r-0•: ran T�KK I I m Wd1Or•� GUESTROOM I OFFICE 'lNTKO n oNZ BATH III I I AIRS PARL R � --- , 5— O xCder - O A• SKY G � _ _ _ _ _ _ - REF. PAW" rArGVE ® COV DE 285TS.F.i REDx--- K o.w. 4--Grr KITC•IEN tta II ENTRY AepvE 14'l11"X1T 5P0" I 1V J I I I i I i it it X I a _ II I � / GARAGE- a UTILITY I P FAMIL�'ROOM I I I BATH �� II zra•� na: •� r-l•: ,t•a•3 zrax 2. A,z Ait !y l /�' N � Wvl�— S��'�'X 1�✓hcGC�S Main Floor Shear Walls - Walls Below the Upper Floor Framing Story HT = 9 Fx (EQ) = 0.0 kips (Story Shear) Fx wind = 0.0 kips (StoryShear Wall HT= e Max hhv 3.5 Wx= PLF seismic Sos= 0.85 Wx= PLF wind X - Direction Walls Line Load From Above EQ Gross Uplift Wind Gross Uplift EQ Wind Net Uplift From Above Governing Net U lift EQ Line Load Wind Line Load Wall Line Wall Mark SW Length Trib Width EQ 2w/h EQ Shear Wind Shear SW Callout Reduced HD Len th (0.e-0.146o:)o 0.6' DL Hold-down EQ Wind End i Endj End i Endl End i End' EndIjEndjj End i I End' A 2.0 0.0 A.5 1 2 10 0 - 0.0 - 0.0 - 1.0 0.0 62 NA 0 0 SW6 #N/A 9.5 -0.5 0.6 ###### 0.0 0.0 0.2 0.0 0.2 0.0 0.2 0.0 0.2 0.0 0.0 #i##! 0.0 #7##F 0.4 #99# 0.4 #### None ####f#! None ##t#t## 0.6 - 0.0 - B B-1 fB-2 B-3 Fit 12.333 20.75 0 56A711 0 - L I 1.2 - - 0.0 - - 1.0 1.0 0.0 98 98 NA 0 0 0 SW6 SW6 #N/A 11.8 20.3 -0.5 0.9 0.9 ###### 0.0 0.0 0.0 0.5 0.4 0.0 0.5 0.4 0.0 0.6 1.9 0.0 0.6 1.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.5 tft#t# 0.4 0.5 #### None HDU2 None HDU2 3.3 - 0.0 - C 1.0 0.0 NA 0 #N/A 45 ###### 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### #### ###### ###7#t7! i u.0 - u.0 Sheanvalls: 1/2' sheathing w/ HF studs Nil - 0 pit SW6 8d@610.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 pit SW2 8d@2'o.c. 595 pit 2SW4 Bd@4"o.c. 706 pit 2SW3 8d@3"o.c. 910 pit 2SW2 8d@To.c. 1190 pit Re -Cal. - 1200 pit ENGINEERING 250 4lh Ave. South Project Suite 200 Edmonds, WA 98020 Hold- Table NII 0 kips None - 0.5 kips HDU2 (2)-21 HF 2.215 kips HDU4 (2)-2x HF 3.3 kips HDU5 (2)-2x HF 4.1 kips HDU8 4x DF#2 7.0 kips HDUl l 6x6 DF#1 9.5 kips HDU14 6.6 DF#1 1" kips kips kips Re -Cal. - 14.5 kips Main Floor Shear Walls X-Direction Morino Residence Input Cell Input Cell w/ Formula CGP eked Date e Sheet No. NTS No. 20264.10 08/12/20 29 PERFORATED SHEAR WALL DESIGN per ANSI/AF&PA SDPWS-2015 Max h/w = 3.5 NDS Table 4.3.4 SDS = 0.846 Wall Line B Wall Height = 9 ft Fwind = k Wall Length = 20.75 ft FEQ = 2.034 k Max Openning ht = 4 ft DL = 80 plf Segment EQ aspect Wall Mark Length 2w/h B-2 9.00 1.00 B-3 7.75 1.00 1.00 1.00 1.00 1.00 1.00 �= 16.75 1.00 Max. Opening percent = 0.44 Percent Full ht = 0.81 Interpolated from Reduction factor = 0.94 NDS Table 4.3.3.4 Shear Loads Wind Shear = 0 plf (Wind shear reduced by 40% per IBC 2306.4.1) EQ Shear = 98 plf (includes aspect ratio reduction factor) Adjusted Wind Shear = 0 plf Adjusted EQ Shear = 104 plf Net Uplift Wind Uplift = 0.00 k T __ Vh EQ Uplift = 1.16 k CoJL, (4.3-5) DL Resisting Overturning Wind DL = 0.50 k 0.6*DL (basic load combo) Seismic DL = 0.36 k (0.6-0.2SDS)DL (basic load combo) Design Loads Design Shear = 104 plf SW6 Seismic controlled Design Uplift = 0.80 k HDU2 Seismic controlled escription By 7 Date Checked Date Wts.(—L LIN1- 9 P-12-F sW �t ENGINEERING Scale Sheet No. 250 4th Ave South roject Jobo. Suite s, Edmonds, WA �t(�lZl IJC� lZ�S j��/�fGi -' ZU Zb'Y (U 30 Main Floor Shear Walls -Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = kips (Story Shear) Story HT= 9 F wind)= kips Sto Shear WaII HT= 8 Max hlw 3.5 Wy= PLF seismic Sea 0.85 VVY- PLF wind Line Load EQ Wind EQ Wlnd Net Uplift Governing d Wall Wall SW Trib From Above EQ EQ Wind SW Reduced Gross Gross o.ed.14sw1p 0.6' DL From Above NetUplift] lift Hold-down TLInee Line Mark Length Width EQ Wtnd 2w/h Shear Shear Callout HD Length Uplift Uplift End I End End I End End i End End I End End i End' d 0.5 0.0 2 2-1 6.833 0 0.0 0.0 1.0 65 0 SW6 6.3 0.6 0.0 0.4 0.4 0.6 0.6 0.0 0.0 0.3 0.3 None None 1.1 0.0 2-2 10.667 - - - 1.0 65 0 SW6 10.2 0.6 0.0 0.6 0.6 1.0 1.0 0.0 0.0 0.0 0.0 None None - - 3 3-1 15.5 0 1.2 0.0 1.0 161 0 SW6 15.0 1.5 0.0 0.6 0.6 0.7 0.7 0.0 0.0 0.9 0.9 HDU2 HDU2 3.0 0.0 3' L 0 - - - 0.0 NA 0 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### #### ###### ##tilt## - - 3-3 3 - - - 0.8 214 0 SW6 2.5 1.7 0.0 0.1 0.1 0.2 0.2 0.0 0.0 1.6 1.6 HDU2 HDU2 - - -y 0 - - - 0.0 NA 0 #N/A -0.5 #ttttttk# 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #Nt# #### #####tt ###### - - F0 T P 4 2.5 0.0 5 0.2 0.0 L 0.0 2.4 0.0 7.2 0.0 Input Cell Input Cell w/ Formula Description Main Floor Shear Walls By CGP Date 08/12/20 Checked Date Y-Direction ENGINEERING Seale Sheet No. NTS 25041hAve. South Project Job No. Suite200 Edmonds, WA 98020 Morino Residence 31 20264.10 PERFORATED SHEAR WALL DESIGN per ANSI/AF&PA SDPWS-2015 Max h/w = 3.5 NDS Table 4.3.4 SDS = 0.846 Wall Line 3 Wall Height = 9 ft FW;nd = k Wall Length = 15.5 ft FEQ = 2.495 k Max Openning ht = 4 ft DL = 155 plf Max. Opening percent = Percent Full ht = Reduction factor = Shear Loads Wind Shear = EQ Shear = Adjusted Wind Shear = Adjusted EQ Shear = (Net Wind Uplift = EQ Uplift = DL Resisting Overturning Wind DL = Seismic DL = Design Loads Design Shear = Design Uplift = escr ENGINEERING 250 4th Ave South rojei Suite 200 Edmonds, WA Segment EQ aspect Wall Mark Length 2w/h 3-1 11.00 1.00 3-2 3.00 0.67 1.00 1.00 1.00 1.00 1.00 �= 14.00 0.67 0.44 0.90 Interpolated from 0.97 NDS Table 4.3.3.4 0 plf (Wind shear reduced by 40% per IBC 2306.4.1) 241 plf (includes aspect ratio reduction factor) 0 plf 250 plf 0.00 k T __ Vh 1.66 k Co YL, (4.3-5) 0.72 k 0.6*DL (basic load combo) 0.52 k (0.6-0.2SDS)DL (basic load combo) 250 plf SW4 Seismic controlled 1.14 k HDU2 Seismic controlled W A L.I. L-w r 3 Pr2F SW AOTL-W O WO p5N Cr y'(o Date z1WAa Sheet No. 32