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REVIEWED BLD BLD2020-1418+Structural_Calculations+4.30.2021_9.29.36_AM+2172802Ccivil & structural ENGINEERING engineering &planning STRUCTURAL CALCULATIONS Herzig Residence 2nd Story Addition 224 Skyline Drive Edmonds, WA 98020 WAS�,rL� I21101;ZI 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 CG Project No.: 20412.10 Protect Location 224 Skyline Drive Edmonds, WA 98020 Protect Description This project involves the design of an upper story addition over an existing garage. The upper story addition will have an open floor plan with a vaulted ceiling and a cantilevered deck. The addition will be wood framed with wood joists and beams at the roof, and TJI joists and wood beams at the upper story framing supported by wood posts. The foundation will include the existing stemwall and footings and new pad footings were required to support the new point loads. The lateral system will be composed of plywood sheathed shear walls and conventional holdowns. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Loads Dead 12 psf Snow 25 psf (snow) Floor Loads Dead 32 psf Deck DL 18 psf Live 40 psf Deck LL 60 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B K, = 1.0 Mean Height = 25.67' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = 0.849/(6.5/1) = Cs*Wp Sds = 0.849 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date CGP 12/16/2020 Checked Date Project Summary ENGINEERING Seale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 Herzig Residence 20412.10 Gravity Design Loads Sun Room Roof DL Roofing Material 2.4 psf 1/2 Sheathing 1.4 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x10 @ 24" OC 1.9 psf M/E 1.0 psf Misc 1.5 psf 12.0 psf USE 12.0 psf Floor DL Deck OF Floor DL Flooring Material 2.0 psf Flooring Material 2.0 psf 1-1/2" Slab 18.8 psf 1-1/2" Slab 18.8 psf 3/4 Sheathing 2.3 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 5/8 Gypsum 2.8 psf TJI 110 @ 16" OC 2.2 psf TJI 110 @ 16" OC 2.2 psf M/E 1.0 psf 1/2 Sheathing 1.5 psf Misc 1.5 psf Over Framing 2.2 psf 31.6 psf M/E 1.0 psf USE 32.0 psf Misc 1.5 psf 35.3 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Deck ILL 60.0 psf C 4w Description Gravity Design Loads n ENGINEERING 250 4th Ave. South project Suite 200 Herzig Residence Edmonds, WA 98020 USE 36.0 psf Deck DL Covered Deck 3.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf Ripped 2x 2.0 psf 1/2 Sheathing 1.5 psf TJI 110 @ 16" OC 2.2 psf Soffit 2.0 psf M/E 1.0 psf Misc 1.5 psf 15.7 psf USE 18.0 psf By CGP Date ecked Date No. 20412.10 No. 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 1862 1,579 1,355 1,175 1028 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 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,169 2,769 2,446 PSILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 - 5,868 4,896 4,128 3,618 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 4,543! 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 ' 6,760 5,918 6,221 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 93942 83891 PSILL 13,366 13,365 13,365 13,366 13,365 13,365 13,365 - - - - 4A HF #2 9,815 7,524 5,903 ' 4,736 3,876 3,227 2,726 2,332 2,017 1,761 1,651 PSILL 5,493 5,493 5,493 - - - - - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 53006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 ` 9,566 73876 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 103015 83377 7,101 6,090 5,277 4,615 4,069 PSILL 14,175 14,175 14,175 1 - - - I - - - I - - 4x12 HF #2 28657 22,764 18,209 ' 14,777 12,180 10,189 8,636 7,407 63418 5,613 4,949 PSILL 15,947 15,947 15,947 - - - - - - - - 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 - - - - - Column Design The columns are designed using the column design table above from a computer spreadsheet program. Loads from the beam reactions shown on the framing key plans are used for the column design, and columns are selected with capacities that exceed these loads. M= Description By CGP Date 12/18/20 Wood Column Capacity Table checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite zoo Project � Herzig Residence Job No. 20412.10 K 0 C1 "' 7-60F 1 m(o(,, tew ui PAP flnf2 zYCi o e- z,r" r*-- �S .............. AT =uzo r�- G-40 ................................... r 11'-9" w (11.75')*(10+25PSF) ... ........... . ...... ..................................... -p.................... ... ............ .... ........ .............................._ ...........� USE 10x20 DF#2 BEAM '1 Z jL�r� � �Z'_�•. Description ENGINEERING 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 ...... ... ............................... ............ A T_ L/572 0.24 bL _ L/369 5 41. 1.00 w Yf�- ':�/ 425.778.8500 www.cgengineering.com j'-qF, ......................... ... , Yf�- ':�/ 425.778.8500 www.cgengineering.com j'-qF, ......................... ... , 8y C Date Checked [late Scale Sheet No. 5 ]oh No. �cxw'ro ��IFORTEEM MEMBER REPORT PASSED Sunroom Roof, RII 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 24" OC Sloped Length: 18' 7/8" 12 4r 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) 546 @ 16' 10 1/4" 911 (1.50") Passed (60%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 499 @ 3' 1/4" 1596 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1979 @ 9' 7 1/4" 2204 Passed (90%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.443 @ 9' 6 5/16" 0.775 Passed (L/420) 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.662 @ 9' 6 7/16" 1 1.034 1 Passed (L/281) 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 - 5PF 3.50" 3.50" 1.50" 244 483 727 Blocking 2 - Hanger on 9 1/4" SPF beam 3.50" Hangers 1 1.50" 189 37B 567 See note s • 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 • s See Connector grid below for additional Information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) 17' 9" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 18' 1/4" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 4/12 Connector: Simpson Strong -Tie Support `. Model Seat Length Top Fasteners 'Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger I 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) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 17' 1 3/4" 24" 12.0 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 wvAv.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 11/20/: JTC ForteWEB v3.1, Engine: V8 6 .1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 I FORTE"CM MEMBER REPORT Sunroom Roof, RJ2 1 piece(s) 2 x 8 Hem -Fir No. 2@ 24" OC PASSED 12 ' 2' 1❑ Sloped Lengih: 1 a 114' 12' 9" 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) 456 @ 14' 7 1/4" 911 (1.50") Passed (50%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 425 @ 2' 10 9/16" 1251 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1393 @ 8' 6" 1477 Passed (94%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl.(in) 0.448 @ 8'4 7/8" 0.642 Passed (L/344) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.662 @ 8' 5" 0.856 Passed (L/233) 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). Upward deflection on left cantilever exceeds overhang deflection criteria. • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 212 428 640 Blocking 2 - Hanger on 7 1/4" SPF beam 3.50" Hangers 1 1.50" 157 321 478 See note s • ciocKmg raneis are assumea co carry no ioaas appnea airecoy aoove mem ano me run ioaa is appnea io me member Deing aesignea. • 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) 3' o/c Bottom Edge (Lu) 15' 1" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 152 7/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch : 3/12 Connector: Simpson Strong -Tie Support I Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger Connector not found N/A I N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Load , Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 14' 10 3/4" 24" 12.0 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 11/2 7 M UTC ForteWEB 0.1, Engine: 8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 COMPANY PROJECT ® WoodWorks® Apr. 29, 2021 14:50 1 BM1 DF Option.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Roof Dead Dead Full Area 10.00(11.75') psf Roof Snow Snow Full Area 25.00(11.751) psf Self -weight Dead Full UDL 44.0 pl£ Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 29.019' 0' 28.926' Unfactored• Dead Snow 2341 4262 2341 4262 Factored: Total 6603 6603 Bearing: Capacity Beam 6603 6603 Support 6603 6603 Des ratio Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 1.11 1.11 Min req'd 1.11 1.11 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 1 6251 1 625 BM1 DF Option Timber -soft, D.Fir-L, No.2, 9-1/2"x19-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 29.02 ; Clear span: 28.833'; Volume = 37.3 cu.ft.; Beam or stringer Lateral support: top = 2'-0 bottom = at supports; (in); This section PASSES the design code check. WARNING: This CUSTOM SIZE is not in the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 949 Fb' = 953 psi fb/Fb' = 1.00 Live Defl'n 0.61 = L/572 0.96 = L/360 in 0.63 Total Defl'n 0.94 = L/369 1.45 = L/240 in 0.65 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BM1 DF Option.wwb WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.999 0.947 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 6584, V design = 5823 lbs; M(+) = 47614 lbs-ft EI = 7631.02e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 2.00' Le = 4.13' RB = 3.3 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. MEMBER REPORT PASSED Sunroom Roof, BM2 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 Overall Length: 1V 11 1/2" 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) 3519 @ 2' 4" 12031 (3.50") Passed (29%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1953 @ 3' 3 1/4" 6810 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4925 @ 7' 3 1/16" 6937 Passed (71%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.103 @ 7' 1 3/8" 0.315 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.152 @ 7' 1 5/8" 1 0.473 1 Passed (L/745) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/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 Snow Total 1 - Beam - GLB 3.50" 3.50" 1.50" 1207 2312 3519 Blocking 2 - Stud wall - SPF 3.50" 3.S0" 1 1.50" 757 1495 2252 Blocking • aiocang vaneis are assumeu w carry no waus appneu mieury auuve uni anu u1c 11 U a dpp" L. '9 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 11" o/c Bottom Edge (Lu) 11' 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 11' 11 1/2" N/A 13.2 -- 1 - Uniform (PSF) 0 to 11' 11 1/2" (Front) 12' 7" 12.0 25.0 Default Load 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 201S Design Methodology: Aso 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 11/20/2C Q rc ForteWEB 0.1, Engine: V8.1 v .0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 S, �J C x (/- 1 w -TV J R 7 G Is / ('60 - 1rs- c _ / sue% X I %" L tA _ (,a) 77 71 - Description r'� Date l l ENGINEERING C� �� 1 I 1( � Checked Date 2S0 4th Ave. South Scale Sheet No. Suite 200 Edmonds, WA 98020 project Job No. O 42S.778.8500 www.cgengineering.comZO�i12 T �( I0 Sunroom Roof, BM3 1 piece(s) 5 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length: 25' 9" 25' 2" 791 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) 1971 @ 3 1/2" 4997 (1.50") Passed (39%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1952 @ 1' 5" 14057 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 23472 @ 12' 10 1/2" 34751 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.701 @ 12' 10 1/2" 0.839 Passed (L/431) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.148 @ 12' 10 1/2" 1 1.258 1 Passed (L/263) 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. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 25' 2". • 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 13 1/2" SPF beam 3.50" Hangers 1.50" B15 1156 1971 See note ' 2 - Hanger on 13 1/2" SPF beam 3.50" Hangers 1 1.50" B15 1156 1971 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) 25' 2" o/c Bottom Edge (Lu) 25' 2" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 201S Design Methodology : ASD Connector: Simpson Strong -Tie Support Model 1Seat Length Top Fasteners `.Face Fasteners Member Fasteners l: Accessories 1- Top Mount Hanger BA5.12X H=13.5 3.00" 6-10d 10-10d 2-10dx1.5 2- Top Mount Hanger BA5.12X H=13.5 3.00" 6-lOd 10-10d 2-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 25' 5 1/2" N/A 16.8 -- 1 - Point (lb) 12' 10 1/2" (Top) N/A 1207 2312 Linked from: BM2, Support 1 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 ASiM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to wvAy.weyerhaeuser.com/woodproducts/dGcument-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-B500 cameronp@cgengineering.com 11/20/2 UTC ForteWEB 0.1, Engine: V8 11 1.1.0 Weyerhaeuser File Na..,-..._. ._..._..mce Page 1 / 1 I ✓4I 5 JJ FORTECM MEMBER REPORT PASSED Sunroom Roof, BM4 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length; 11' 11 1/2" 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) 1355 @ 11' 8" 3047 (1.50") Passed (44%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 1023 @ 3' 11" 8571 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 3029 @ 7' 2 3/8" 21832 Passed (14%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -825 @ 2' 4" 16829 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.027 @ 7' 5/8" 0.311 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.040 @ 7' 7/8" 0.467 1 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • 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 = 8' ll 5/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 11". • 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Column Cap - steel 11.00" 11.00" 2.06" 1582 2599 4181 Blocking 2 - Hanger on 13 1/2" SPF beam 3.50" Hanger' 1 1.50" 488 952 1440 See note r • 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) 11' 8" o/c Bottom Edge (Lu) 11' 8" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : I8C 2015 Design Methodology: ASO Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS210-2 2.00" N/A 8-10d 6-10d • 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 11' 8" N/A 10.3 1 - Uniform (PSF) 0 to 11' ll 1/2" (Front) 7' 11" 12.0 25.0 Roof 2 - Point (lb) 2' 4" (Front) N/A 815 1156 Linked from: 8M3, Support 1 ForteWEB Software Operator Job Notes Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 11/20/2G TC FOrteWEB 0.1, Engine: V8.. 12 1.0 Weyerhaeuser File Name: Herzig KeSIOence Page 1 / 2 Sunroom Roof, BM5 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam Overall Length: 14' 3" 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) 4507 @ 2" 7623 (3.50") Passed (59%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4492 @ 1' 2" 10933 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 21622 @ 5' 21660 Passed (100%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.409 @ 6' 6 5/16" 0.460 Passed (L/404) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.651 @ 6' 6 7/16" 0.690 Passed (L/254) 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 9 1/2". • 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 NDS. Supports Bearing length loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 2.07" 1681 2826 4507 Blocking 2 - Hanger on 10 1/2" SPF beam 3.50" Hanger' I 1.S0' 947 1525 2472 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 • r See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 1' 5" o/c Bottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 201S Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners < Accessories 2- Face Mount Hanger LGU5.25-SDS H=10.5 4.50" N/A 16-SDS25212 12-SDS25212 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side) '. Tributary Width (0.90) (1.15) Commentsr 0 - Self Weight (PLF) 0 to 13' 11 1/2" N/A 13.1 -- 1- Point (lb) 5' (Top) N/A 2446 4351 Linked from: BMl, Support 1 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-11S3 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-B500 cameronp@cgengineering.com 11/20/202n C ForteWEB 0.1, Engine: VS.1.: D Weyerhaeuser File Name e Page 1 / 1 a" O R T CM MEMBER REPORT PASSED Sunroom Roof, 13116 - Revised 1 piece(s) 5 1/8" x 24" 24F-V4 DF Glulam Overall Length: 29' 8 114' � r 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) 5891 @ 2" 7623 (3.50") Passed (77%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4741 @ 272 3/4" 24990 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 39583 @ 12' 9 1/2" 102163 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.331 @ 14'8 5/16" 0.973 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.541 @ 14' 8 7/16" 1 1.459 1 Passed (L/647) 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. • Critical positive moment adjusted by a volume factor of 0.90 that was calculated using length L = 29' 2 1/4". • 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 NDS. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 2.70" 2257 3633 5890 Blocking 2 - Stud wall - SPF 5.50" 5.50" 3.54" 2984 4723 7707 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) 29' 8" o/c Bottom Edge (Lu) 29' 8" 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 29' 8 1/4" N/A 29.9 1 - Uniform (PSF) 0 to 29' 8 1/4" (Front) 4' 7 1/2" 12.0 25.0 Roof 2 - Point (lb) 12' 9 1/2" (Top) N/A 757 1495 Linked from: BM2, Support 2 3 - Point (lb) 0 (Front) N/A 501 952 Linked from: BM4, Support 2 4 - Point (lb) 25' 5 13/16" (Front) N/A 501 952 Linked from: BM4, Support 2 5 - Point (lb) 29' 5 1/2" (Back) N/A 947 1525 Linked from: BM5, Support 2 System : Floor Member Type : Drop Beam 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 3/31/2045:07 PM UTC AForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Def Checks Page 1 / 1 MEMBER REPORT PASSED 0 Sunroom Roof, HDRi 1 piece(s) 4 x 6 Hem -Fir No. 2 Overall Length: 6' 3" 6' 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) 1133 @ 0 2126 (1.50") Passed (53%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 921 @ 7" 2214 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1770 @ 3' 1 1/2" 1869 Passed (95%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.132 @ 3' 1 1/2" 0.208 Passed (L/570) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.197 @ 3' 1 1/2" 0.313 Passed (L/380) 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" 37B 7S5 1133 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 37B 7SS 1133 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 63" o/c Bottom Edge (Lu) 6' 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 6' 3" N/A 4.9 -- 1 - Uniform (PSF) 0 to 6' 3" 918. 12.0 25.0 Default Load 0 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 wvnv.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 11/20/2C FC ForteWEB 0.1, Engine: V8.1 .0 Weyerhaeuser File Name: nerzig rtesioence Page 1 / 1 Job Notes Cameron Partlow16 CG Engineering (425) 778-8500 cameronp@cgengineering.com PF CUB c� ►-� description ByCG Date �- ENGINEERING C� 1: Sz Checked bate y� 250 4th Ave. South Seale Sheet No. Suite 200 Project Job No. Edmonds, WA 98020 17 425.778,8500 i www.cgengineering.com Title Block Line 1 Project Title: Title Block Line 1 Project Title: You can change this area Engineer: You can change this area Engineer: using the "Settings" menu item Project ID: using the "Settings" menu item Project ID: and then using the"Printing & Project Descr: and then using the"Printing & Project Descr: Title Block" selection. Title Block" selection. Title Block Line 6 Printed: 24 NOV 2020, 4:09PM Title Block Line 6 Steel Column File:-2020Residence.ec6 Software wovrinht ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 Steel Column Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: Pipe3 Slid Overall Column Height 9.830 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X-X (width) axis : E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis 9.830 it, K=1.0 Y-Y tdepth) axis : Unbraced Length for buckling ABOUT X-X Axis = 9.830 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 74.750lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 9.830 ft, D = 1.582, S = 2.599 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1621 : 1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 4.256 k Bottom along Y-Y 0.0 k Pn I Omega: Allowable 26.257 k Ma- Applied 0.0 k-ft Maximum Load Deflections... Mn-xI Omega: Allowable 3.934 k-ft Along Y-Y 0.0 in at O.Oft above base Ma-y: Applied 0.0 k-ft f or load combination : Mn-yl Omega: Allowable 3.934 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination 0.0 Location of max.above base 0.0 it At maximum location values are ... Va : Applied 0.0 k Vn I Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location D Only 0.063 PASS 0.00 ft 1.00 1.00 100.82 100.82 0.000 PASS 0.00 ft +D+S 0.162 PASS 0.00 ft 1.00 1.00 100.82 100.82 0.000 PASS 0.00 ft +D+0.750S 0.137 PASS 0.00 ft 1.00 1.00 100.82 100.82 0.000 PASS 0.00 ft +0.60D 0.038 PASS 0.00 ft 1.00 1.00 100.82 100.82 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+S 4.256 +D+0.750S 3.606 +0.60D 0.994 S Only 2.599 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My- End Moments Item Extreme It.. @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Minimum 0.994 Printed: 24 NOV 2020, 4:09PM INC. 1983-2020, Build:12.20.8.17 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My- End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top ' Minimum 1.657 Reaction, Y-Y Axis Base Maximum 1.657 " Minimum 1.657 Reaction, X-X Axis Top Maximum 1.657 " Minimum 1.657 Reaction, Y-Y Axis Top Maximum 1.657 ' Minimum 1.657 Moment, X-X Axis Base Maximum 1.657 ' Minimum 1.657 Moment, Y-Y Axis Base Maximum 1.657 " Minimum 1.657 Moment, X-X Axis Top Maximum 1.657 " Minimum 1.657 Moment, Y-Y Axis Top Maximum 1.657 " Minimum 1.657 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Defection Distance D Only 0.0000 in 0.000 It 0.000 in 0.000 ft +D+S 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.7505 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft Steel Section Properties : Pipe3 Slid Depth = 3.500 in In = 2.85 inA4 J = 5.690 inA4 S. = 1.63 inA3 Diameter = 3.500 in Rxx = 1.170 in Wall Thick = 0.216 in 7x = 2.190 inA3 Area = 2.080 inA2 Iyy = 2.850 inA4 Weight = 7.604 pf S yy = 1.630 inA3 R yy = 1.170 in Yog = 0.000 in bo J Lu 77. ��0r�f�£s� 3 11 L r ,F \� L _ _.I .._ r y r f.. r 1 , ;�, OOP-- F9,-NmwJ K-fY v 4�i III r5�µ N 19 �Z I L�, C re-AULy OysS/ LO M / i N ,L�-CF- rP ArvA 1 nj GL 0 C �S -II --�lg„ —( a r '2- 16"0 C- DS 1 FLooF Dr— l %)IFcr- - k(a ((o'OL W(= N'06YIIK460)= 1Og?t'r Wz: C.rc(c)) � Iolpur. -rwAL.L-- (l&a-Y9'X(0 f "'\,-F)_ 10(' U S F T3j /(0 & (6 1 C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description Project f(06vz or DL? 3 C 05r �c =.;L P57-- J bC7 6W- 8 Ps; f ALL M 4,r 3 ©s` a • GIs A L� l �b - v Tq- By j Date Checked Date Scale Sheet No. Job No. Cxy2.{� 20 a" O R T CM MEMBER REPORT PASSED Sunroom Floor, FJ1 1 piece(s) it 7/8" TJI@ 110 @ 16" OC Overall Length: 16' 3' 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) 756 @ 3 1/2" 910 (1.75") Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 756 @ 3 1/2" 1560 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2977 @ 8' 2" 3160 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.250 @ 8' 2" 0.394 Passed (L/757) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.449 @ 8' 2" 0.788 1 Passed (L/421) 1 1.0 D + 1.0 L (All Spans) TJ-ProTm Rating 40 40 1 Passed I -- • 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 Edge'" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 11 7/8" SPF beam 3.50" Hanger' 1.75" / - z 348 436 784 See note' 2 - Stud wall - SPF 3.50" 2.25" 1 1.75" 345 431 776 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing 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. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 2" o/c Bottom Edge (Lu) 15' 10" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • 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 16' 3" 16" 32.0 40.0 Default Load 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 12/16/2022-16:54 PM UTC AForteWEB 0.1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 a" O R T CM MEMBER REPORT Sunroom Floor, DJ1 1 piece(s) it 7/8" TJI® 110 @ 16" OC Left cantilever exceeds the maximum braced cantilever length of 4'. Overall Length: 17' 11 1. fl 6' 2" 11' 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) 1497 @ 6' 3 3/4" 1935 (3.50") Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 771 @ 6' 5 1/2" 1716 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2072 @ 6' 3 3/4" 2370 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.306 @ 0 0.316 Passed (2L/494) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.289 @ 0 0.631 Passed (2L/524) 1 1.0 D + 1.0 L (Alt Spans) TJ-Pro'"" Rating 56 40 Passed I -- • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Moment capacity over cantilever support 1 has been reduced by 25% to lessen the effects of buckling. • 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-ProRating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 3.50" 3.50" 473 1024 1497 Blocking 2 - Hanger on 11 7/8" SPF beam 3.50" Hanger' 1.75" / z 264 332/-125 596/ See note' • rsiocKmg raneis are assumea co carry no ioaas appnea airecoy aoove mem ano me ruu ioaa is appnea io me memoer Deing aesignea. • 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. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 6" o/c Bottom Edge (Lu) 3' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. FAILED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 9' 8" to 17' 11 1/2" 16" 36.0 40.0 Floor Load 2 - Uniform (PSF) 0 to 9' 8" 16" 18.0 60.0 Deck Load 3 - Point (PLF) 9' 8" 16" 80.0 - Wall Dead Load ForteWEB Software Operator Job Notes Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 12/16/202ZZ:30 PM UTC AForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 2 C,1zA�m/ DSr�rJ Zvi At A) 7MXI"M ((-� )3WIJ ` ISgZ# Cb(-) 4- ZSq�?(sc) w l = ((A" (JZ - f at , OF/Z DJ', y sf;:- s xg x i b I uy (,Lg 1 lu SE- X /I -�/g„ P5L eM 1. f'9L <oc) r t r wz = r�' r'yf�ru) �r�84 z�s p�� _ Pcr ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com U<i-- C4 Description IZ 4.,l Project -t°"-P' k:�s P � Sl0 1-7h1C4� Dt,. W301(1 41(� -z�a,2i' L77t 23(o AN 0 6a w, V T g, Z� 3 33„ /S, " ," &- = q-�'/ r,= O.(7' 4_ Z-In K A/4z v. v) VV as Vv as Z4s' r () " By /� Date o/2-3/7-C, Checked Date Scale Sheet No. Job No. I 23 Zcglz.(6 a" O R T UM MEMBER REPORT Sunroom Floor, BM7 1 piece(s) 5 1/4" x 18" 2.0E Parallam® PSL An excessive uplift of -2051 Ibs at support located at 17' 8" failed this product. Overall Length: 17' 11 1. 6' 2" 11' 6" 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) 7091 @ 6' 3 3/4" 7809 (3.50") Passed (91%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4397 @ 4' 8" 21011 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -26746 @ 6' 3 3/4" 75322 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.220 @ 0 0.421 Passed (2L/688) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.360 @ 0 0.631 Passed (2L/420) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • 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" 3.18" 3080 512 4011 7603 Blocking 2 - Hanger on 18" SPF beam 3.50" Hanger' 1.50" -639 166/-62 -1412 166/- 2113 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the tull 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) 178" o/c Bottom Edge (Lu) 178" o/c -Maximum allowable bracing intervals based on applied load. FAILED 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger MGU5.50-SDS H=18 4.50" N/A 24-SDS25212 16-SDS25212 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 17' 8" N/A 29.5 1 - Uniform (PSF) 9' 8" to 17' 11 1/2" (Front) 8" 36.0 40.0 Floor Load 2 - Uniform (PSF) 0 to 9' 8" (Front) 8" 18.0 60.0 Deck Load 3 - Point (lb) 1 3/4" (Top) N/A 1604 2599 Linked from: BM4, Support 1 ForteWEB Software Operator Job Notes Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 12/16/202:54 PM UTC AForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 2 a" O R T CM MEMBER REPORT PASSED Sunroom Floor, BM8 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length: 16' 3' Poll i 0 ❑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) 1415 @ 16' 1" 3347 (2.25") Passed (42%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1343 @ 14' 11 5/8" 8035 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7932 @ 8' 6" 19902 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.186 @ 8' 2 3/4" 0.398 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.355 @ 8' 2 11/16" 1 0.796 Passed (L/538) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Beam - SPF 3.50" 3.50" 1.50" 692 732 1424 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 690 730 1420 1 1/4" Rim Board • 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) 16' 2" o/c Bottom Edge (Lu) 16' 2" 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) 0 to 16' 1 3/4" N/A 13.0 1 - Uniform (PSF) 0 to 16' 3" (Front) 8" 32.0 40.0 Default Load 2 - Uniform (PSF) 0 to 8' 6" (Front) 8" 32.0 40.0 3 - Point (lb) 8' 6" (Front) N/A 367 455 4 - Uniform (PSF) 8' 6" to 11' 9" (Front) 2' 8" 32.0 40.0 System : Floor Member Type : Flush Beam 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 12/16/20225:06 PM UTC AForteWEB 0. 1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 a FORTE M3 MEMBER REPORT Sunroom Floor, BM9 1 piece(s) 6 3/4" x 24" 24F-V8 DF Glulam Overall Length: 29' 5' IL J L 2811011 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) [Group] Member Reaction (Ibs) 14788 @ 3 1/2" 14788 (3.37) Passed (100%) 1.0 D + 1.0 L (All Spans) [1] Shear (Ibs) 12687 @ 2' 3 1/2" 28620 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) [1] Pos Moment (Ft-Ibs) 104092 @ 14' 3 1/2" 113966 Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl.(in) 0.586 @ 14'6 1/2" 0.961 Passed (L/590) 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 1 1.088 @ 14' 6 3/16" 1.442 Passed (L/318) 1.0 D + 1.0 L (All Spans) [1] • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.88 that was calculated using length L = 28' 10". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on Nos. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Snow Total Supports Accessories 1 - Hanger on 24" SPF beam 3.50" Hanger' 3.37" 6987 8095 -171 1 082/ See note171 2 - Hanger on 24" SPF beam 3.50" Hanger' 2.84" 5584 7076 -1241 12660/ See note ' 1241 • At nanger supports, me i orai bearing aimension is equal to me wiam or me matenai mac is supporrmg me nanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 28' 10" o/c Bottom Edge (Lu) 28' 10" o/c -Maximum allowable bracing intervals based on applied load. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso 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 HHGU7.00-SDS H=24 5.25" N/A 44-SDS25212 28-SDS25212 • Reter to manutacturer notes and Instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 29' 1 1/2" N/A 39.4 1 - Uniform (PSF) 0 to 14' 3 1/2" (Front) 7' 10" 32.0 40.0 Default Load 2 - Uniform (PSF) 14' 3 1/2" to 29' 5" (Front) 4' 1" 32.0 40.0 3 - Uniform (PLF) 0 to 29' 5" (Front) N/A 198.0 249.0/-93.8 Linked from: D31, Support 2 4 - Point (lb) 257 1/2" (Front) N/A -639 166/-62 -1412 Linked from: BM7, Support 2 5 - Point (lb) 14' 3 1/2" (Back) N/A 692 732 - Linked from: BM8, Support 1 ForteWEB Software Operator Job Notes Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 12/16/2022rD:26 PM UTC AForteWEB 0. 1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 2 H PF'; IzZ 165 Z4;;7s /QFAJ CA,LEi/ �r S I GIJ i�lNf I � C(Al F'WZ/11 w.. lP OM L( = I S �s 2# (rz� + 2 S,?e+r# eve) 1 6 , Z" 16 -3 P/3m6 =- -�633r'i Cs0 uSF C`l X fig" pSL i Ir• C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 4,6'rl- �,14 :,= (). � �t=&13Y1AM<a-y-+ 40 (/)(-) + 7 T (U) t 75C5o ?�F Pis p� PsM5 3;3„ g� 4L=Llfq� J,. fLIr (f).3l Description By ! s Date Checked Date Scale Sheet No. Project Job No. 27 2-0 z r(�P7,(C-� Stt� �JC a FORTE'M3 MEMBER REPORT Sunroom Floor, BM10 1 piece(s) 5 1/4" x 18" 2.0E Parallam@ PSL Overall Length: 22' 10 112' 6' 2" I. 16' 3" 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) 16363 @ 6' 4 1/2" 16406 (5.00") Passed (100%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 13384 @ 20' 11" 18270 Passed (73%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 63242 @ 17' 6" 65497 Passed (97%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.278 @ 15' 1 5/8" 0.539 Passed (L/697) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.569 @ 15' 2 1/2" 1 0.808 1 Passed (L/341) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/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 - Column Cap - steel 5.00" 5.00" 4.99" 8165 3085 7847 19097 Blocking 2 - Column Cap - steel 5.50" 5.50" 4.68" 7981 5795/-50 4056 17502/ Blocking • blOCKmg raneis are assumea co carry no ioaas appnea airecoy aoove mem ano me run ioaa is appnea io me memoer oeing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 21' 1" o/c Bottom Edge (Lu) 22' 11" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 22' 10 1/2" N/A 29.5 1 - Uniform (PSF) 9' 8" to 22' 8 1/2" (Front) 3' 12.0 25.0 Roof Trib 2 - Uniform (PSF) 9' 8" to 22' 8 1/2" (Front) 10' 10.0 - - Wall Dead Load 3 - Uniform (PSF) 9' 8" to 22' 8 1/2" (Front) 8" 36.0 40.0 Floor 4 - Uniform (PSF) 0 to 9' 8" (Front) 8" 18.0 60.0 Deck 5 - Point (lb) 0 (Top) N/A 1604 - 2599 Linked from: BM4, Support 1 6 - Point (lb) 17' 6" (Front) N/A 6987 8095 -171 Linked from: BM9, Support 1 7 - Point (lb) 18' 10" (Top) N/A 2446 4351 Linked from: BMI, Support 1 8 - Point (lb) 9' 8" (Front) N/A 2230 3633 Linked from: BM6, Support 1 PASSED System : Floor Member Type : Drop Beam 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 12/16/20228:49 PM UTC AForteWEB 0. 1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 a" O R T CM MEMBER REPORT PASSED Sunroom Floor, BM11 1 piece(s) 5 1/8" x 24" 24F-V4 DF Glulam Overall Length: 20' 9" 0 ♦ 0 19' 1fl" 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) 8014 @ 4" 11980 (5.50") Passed (67%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 8569 @ 18' 3 1/2" 21730 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 67586 @ 11' 9 1/2" 92221 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.189 @ 10' 9 5/16" 0.669 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.380 @ 10' 8 7/16" 1 1.004 1 Passed (L/633) 1 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.94 that was calculated using length L = 20' 1". • 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 NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - SPF 5.50" 5.50" 3.68" 4227 3039 2011 9277 Blocking 2 - Column Cap - steel 5.50" 5.50" 2.59" 4606 4037 1099 9742 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) 20' 9" o/c Bottom Edge (Lu) 20' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 20' 9" N/A 29.9 1 - Point (lb) 11' 9 1/2" (Front) N/A 5584 7076 1241 Linked from: BM9, Support 2 2 - Point (lb) 3' 8 1/2" (Top) N/A 1681 2826 Linked from: BM5, Support 1 3 - Point (lb) 17' 10 1/2" (Top) N/A 947 1525 Linked from: BMS, Support 2 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 12/16/202 . :50 PM UTC AForteWEB 0. 1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 P r- Z Z.- L (, S /0 -'n.) Gr-:.- ( -, 2/ AU/ !:Z P F!S 14 OQ M A I ti et-oo 2"'-Z ArA w6, _J�D(Z- 3 S u Y" a- = Ll�� C✓1 �� C WDTI =t3.s� (V)-F -76$(U) PtI LI hl r LGA) FF—Ow- P3- I ?—Klj rM L I A,r, aro a. Description By i Date 1 I / Checked Date ENGINEERING i� Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 3� 425.778.8500 1'- www.cgengineering.com a FORTE"M3 MEMBER REPORT Sunroom Floor, HDR2 1 piece(s) 4 x 8 Hem -Fir No. 2 PASSED Overall Length: 5 3" L 4' 9" L 1I ❑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) 2543 @ 1 1/2" 4253 (3.00") Passed (60%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1315 @ 10 1/4" 2538 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2142 @ 2' 6 7/8" 2823 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.031 @ 2' 7 5/8" 0.167 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.067 @ 2' 7 1/2" 0.250 Passed (L/893) 1.0 D + 1.0 L (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 Floor Live Snow Total 1 - Trimmer - SPF 3.00" 3.00" 1.79" 1309 827 819 2955 None 2 - Trimmer - SPF 3.00" 3.00" 1 1.50" 935 827 67 1829 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 53" o/c Bottom Edge (Lu) 5' 3" 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 T 3" N/A 6.4 1 - Uniform (PSF) 0 to 5' 3" 7' 10 1/2" 32.0 40.0 Default Load 2 - Uniform (PSF) 0 to T 3" 8' 6" 10.0 - Wall 3 - Uniform (PSF) 0 to 6 1/2" 9' 8" 12.0 25.0 Roof 4 - Point (lb) 6 1/2" N/A 378 755 Linked from: HDR1, Support 1 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso 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 esponsible 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 vww.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 12/16/202312:13 PM UTC AForteWEB 0. 1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 a FORTE"M3 MEMBER REPORT Sunroom Floor, HDR3 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL PASSED 0 Overall Length: 10' 6' 10' 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) 5962 @ 1 1/2" 6563 (3.00") Passed (91%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4555 @ 1' 2 7/8" 8035 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 14915 @ 5' 3" 19902 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.223 @ 5' 3" 0.342 Passed (L/551) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.330 @ 5' 3" 0.512 Passed (L/373) 1.0 D + 1.0 L (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 Total 1 - Trimmer - SPF 3.00" 3.00" 2.73" 1930 4032 5962 None 2 - Trimmer - SPF 3.00" 3.00" 1 2.73" 1930 4032 5962 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 10' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 10' 6" N/A 13.0 1 - Uniform (PLF) 0 to 10' 6" N/A 354.8 768.0 Linked from: D31, Support 1 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 Cameron Partlow CG Engineering (425) 778-8500 cameronp@cgengineering.com 12/16/202&Z:30 PM UTC AForteWEB 0. 1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Herzig Residence Page 1 / 1 �l '2 SIDFNC-F— 67 L2-A 4rTl/ T)FS (G-, N AM tN rc-�r-- f P,,Nr✓1 tNc, �sZ Tt2-t �� 16''GC q >. rz- Ix F LL = 66 f5F USF f T 2X8'6-16, I '1 Sp:- �r s 2 rp-- pL _ rZ psr LL Go P5'r Ug;F pr 1frgx�z I� o(- - Zi11f -r\,(1;6 ©?7 Description BY rl Date �1 Z C� ' Checked Date ENGINEERING Scale ��,rJ Scale Sheet No. 250 4th Ave. South Suite 200 Job No. Edmonds, WA 98020 Project 33 425.778.8500 www.cgengineering.com ' ~ ' ' - f COMPANY PROJECT WovdWorksg Nov. 24, 2020 14:29 1 DJ1.wwb Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End �psf Loadl Dead Full Area 12.00(16.0") psf Load2 Live Full Area 1 60.00(16.0") Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : j, 7.087' 0' 7' Unfactored• Dead Live 57 283 57 283 Factored: Total 340 340 Bearing: Capacity Joist 340 340 Support 820 820 Des ratio Joist 1.00 1.00 Support 0.41 0.41 Load comb #2 #2 Length 1.04 1.04 Min req'd 1.04 1.04 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 DJ2 Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 7.09'; Clear span: 6.913'; Volume = 0.5 cu.ft. Wet service; Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 38 Fv' = 116 psi fv/Fv' = 0.32 Bending(+) fb = 537 Fb' = 938 psi fb/Fb' = 0.57 Live Defl'n 0.08 = < L/999 0.23 = L/360 in 0.35 Total Defl'n 0.10 = L/857 0.35 = L/240 in 0.28 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN DJ1.wwb WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC 12 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 336, V design = 274 lbs; M(+) = 588 lbs-ft EI = 61.92e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WovdWorksg Nov. 24, 2020 14:28 1 D.BM1.wwb Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00(3.50') psf Load2 Live Full Area 60.00(3.501) ps£ Self -weight Dead Full UDL 8.1 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10.906' 0' 10.75' Unfactored• Dead Live Factored: 273 1145 273 1145 Total 1418 1418 Bearing: Capacity Beam 1418 1418 Support 3028 3028 Des ratio Beam 1.00 1.00 Support 0.47 0.47 Load comb #2 #2 Length 1.87 1.87 Min req'd 1.87 1.87 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 1 6251 1 625 D.BM-1 Lumber -soft, Hem -Fir, No.1, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.91'; Clear span: 10.594`, Volume = 3.0 cu.ft. Wet service; Incised; Lateral support: top = V-4 bottom = V-4 (in); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 116 psi fv/Fv' = 0.37 Bending(+) fb = 611 Fb' = 856 psi fb/Fb' = 0.71 Live De£1'n 0.12 = < L/999 0.36 = L/360 in 0.33 Total Defl'n 0.15 = L/878 0.54 = L/240 in 0.27 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN D.BM1.wwb WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 975 1.00 1.00 1.00 0.997 1.100 - 1.00 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.5 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.55 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1398, V design = 1134 lbs; M(+) = 3758 lbs-ft EI = 622.92e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 1.31' Le = 2.75' RB = 5.5 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. "36 Foundation Design Based on the assummed allowable soil bearing pressure given below. The minimum continuous wall footing is 14" wide and the minimum isolated spread footing is 24" square. Continuous Wall Footing Capacity: 2000 PSF 1.17 Feet = 2334 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. Spread Footing Ht: 24 inches If load exceeds 2334 PSF 4 Feet = 9.3 Kips then provide a spread footing as follows (2* Ht) Foot Square Footing Footing Capacity 2 x 2 6 Kips 2.5 x 2.5 9 Kips 3 x 3 14 Kips 3.5 x 3.5 18 Kips 4 x 4 24 Kips Description Gravity Design By CGP Date 11/23/20 o Columns / Bearing Walls / Foundations Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 Project Herzig Residence Job No. Edmonds, WA98020 20412.10 37 Seismic Analysis Design Per 2015 IBC &ASCE 7-10 i Seismic Coefficients Soil Site Class D (assumed) Occupancy Category 11 Seismic Design Category D _ From Computer Program: SS = 1.273 Lat. = 47.812 (Short & 1-Sec Period Mapped !St = SMS = FaSS = SMt = F Sl = SoS = (2/3)SMS — Sot = (2/3)SMt = �Ta = Cthnx = 0.498 1.27 0.60 0.849 0.400 0.20 Long. _ Fa = F = Ct = hn = x = -122.357 ' 1.000 1.205 0.02 21.833 0.75 f Aceleration Parameters (MCE) ASCE 7-10 (Eq. 11.4-1) ASCE 7-10 (Eq. 11.4-2) ASCE 7-10 (Eq. 11.4-3) ASCE 7-10 (Eq. 11.4-4) ASCE 7-10 (Table 12.8-2) ASCE 7-10 (Table 12.8-2) R Factor = 6.5 (Light -Framed Wood Shear Wall) ASCE 7-10 (Table 12.2-1) i IE Factor = Seismic Base Shear ----------- V = 0.044SDSl = 1.0 0.037 (Non -Essential W Facility) (Minimum Force) ASCE 7-10 (Table 1.5-2) ASCE 7-10 (Eq. 12.8-5) V = (SDSIW)/R = 0.131 W !(Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (Sp1IW)/RTa = 0.305 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) Description Seismic Base Shear By CGP Date 11/23/20 Checked Date ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Scale NTS Sheet No. 8 Project Herzig Residence Job No. 20412.10 11/19/2020 0 L*\TC Hazards by Location o t V�rro- 11= i=9r Search Information PM A,),:r.. Address: 224 Skyline or, Edmonds, WA98020, USA ai; 387ft I>0)t Coordinates: 47.8118592,-122.3565278 (�=S Mal Elevatlon: 387 It 1' � Timestamp: 2020-11-19T21:52:05.711Z Redmond Seattle Hazard Type: Seismic O Reference Document: ASCE7-10 =Go gle (j)l Map data Z12020 Google Kent Risk Category: II Site Class: D Tacoma MCER Horizontal Response Spectrum Design Hor op.pallup Gle E Sa(g) Sa(g) ., Olympia 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 1.273 MCER ground motion (period=0.2s) St OA98 MCER ground motion (period=1.0s) Skits 1.273 Site -modified spectral acceleration value SM1 0.748 Site -modified spectral acceleration value SDS 0.849 Numeric seismic design value at O.2s SA SDI 0,499 Numeric seismicdesign value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.502 Site amplification factor at l.Os CRS 0.982 CoefBcientof risk (0.2s) CR1 0.948 Coefficient of risk(1.0s) PGA 0.516 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGANI 0.516 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.273 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.297 Factored uniform -hazard spectral acceleration (2 % probabilityof exceedance in 50 years) SsD 1.579 Factored deterministic acceleration value (0.2s) S1RT 0,498 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.526 Factored uniform -hazard spectral acceleration (2% probability of en;eedance in 50 )ears) S1D 0.629 Factored deterministic acceleration value(1.0s) PGAd 0.609 Factored deterministic acceleration value (PGA) The results indicated here DO NOTreflect any state orlocal amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained fmm this tool vJlh the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided bythe U.S. Geological Surrey 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 reportshould not be used or relied upon for anyspecific application without competent examination and verification of its accuracy, suitabilityand applicabilityby engineers orother licensed professionals. ATC does not intend that the use of this information replace the sound judgmentofsuch competent professionals, having e),perience and knowledge in the field of practice, nor to substitute forthe standard of care required ofsuch professionals in interpreting and applying the results of Ste report prodded bythis website. Users of the information from this website assume all liabilityadsing from such use. Use of the outputofthis website does notimplyapproval bythe governing building code bodies responsible for building code approval and interpretation for the building site described bylafitudeAongitude location in the report. W https:Hhazards.atcouncii.orgl#lseismic?lat=47.8118592&ing=-122.3565278&address=224 Shine Dr%2C Edmonds%2C WA 98020%2C USA 1/1 Topo North American"' 10 Lunds Gulch Picnic Point-Nonh.Lynnwaod oLU � f r� +r ' rn� + �.� •LU �T n x C 8e�erly Acres rn � ' 173 o PL—SW _ + oLL i + '� • L 180TH ST SW i T1LU nL 'a Y r errinvii[e s rk m L fl th Aide nyood•Manor Ly ood 4lderwood Village rrr a�.D g -- �CASP.ERS S `'FO a c a w 4 A m 181 F3 N47" 48-712' x LV122° 21,392' Cedar Valley finrrrrd ioa w Edmonds eat a eights 181A 3 V '7 de = a Yos[ m ,✓ ¢ ST SW a 20.2TH Sfi"SW" Edwards Point •z - W S ❑ �79' > q1J 2 DT.. T. 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Tapo North Arne ricaT 10, am+&+ ar , x% ,r www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 *'bEL'oRME Topo North AmericaT" 10 every .cres N w 657}{ Pt yy 17.O7F' PL SN] z 1718T1 SW T Brains Boy ❑ a .. tl LSOT RP �QG 73Rp SW c f�6 -U ��Rp PITSW TA' FREDI=RICK.PL s'�Cm .i• 4'� " � ¢ j7 r' � �7 175TW ST F- `z m 1 97, > 6, 1 - y v3B; in �ikD ❑ w j 4 `o+j `° Pi V.IEW.L•>'R��1'BaTH�5T15W m� 18ISYpl-SW i ❑ 182ND PL-S-W r a t 26 Jv wpm S5w rr s �^ u� o ry � 185T41 ; � r r -)a� o 1 LtF x d m` I$97H•PL-SW _ Q M rn w im 6, v 1n aM a E9AEST DE1_f_4 rn Pt1GE7 DR VSEWLANp WAY m JLynnvLoDO w ;S U IT ,L x IC" Lake c? CASP.ERS.S a �Ol� - onds s 2ER~CN� o a z 1 I Sunset B j ` y zI d* -: f n m_N V C N47' 49.712' C..�� z p� FERRr 6`c ¢ \w�b o ❑ im n 204TW ST SW n'-"-"" W122° 21.392' rn a m m Cedar�Va Ic C L` �i rn w x °� 1f _ • tiV pASTDN ST w Edmonds i .: 1 �. �� > .�N C n ^ Seattle Heights o _° x J m , i m 21-0•) sT SW rri w Q iR W r 3 C a rn —rn E W a Y _ -' I Y a C z ,rr_ `z I2St�S�SW ,o 'r—rn v�w V81-YfCrlil N--- \'--'❑ u1F R�4N Oyy� n i FI ST Edwards Point 7 PINE• T rn NAli i� �� -41 E s-~ " b y PL rn I �isCp� v W kAY to -II^ o .Q� y � 1 FfjR PL rn n1 rnn 1� 217TH S7 SW n 99 � 778 x �� rl 12 STH ST S1M1r1 Pr C r NjI v 5 Q..._' ! -]�� x U 22UTFi S_Ti_�W n n f 3 2 0 H=PL-. Ni 2'2n-rw yes . 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Elev: 177.1 ft Climb Dist: 1.8 mi ❑es❑ Dist: 2.2 mi Data to license. n+ Scale 1 : 43,7! 41 use subject D DeLorme, Topo North Amerlca7M 10. 1 MN115veS e www.delorme.com v 1" = 3.645.8 It Data Loam 12-2 UIS ■ ME Topo North AmericaTM 10 y+ )) Lu45s Gulch 0 y: + 7' i r i' S Veadowdal 4 4 3 c Beverly Acres S m w r 17311• PL-SW _ C3 � LU G It'll iv c 180 ST $W 99 L 'a 4 ; Per Inville Y S rk g m F Alderwood-Manor Iderw00d Vlllag0 _Lynnwood x -- C ERS_5 a •.`jam LU a ¢ rn ( 188118 {ri "G¢ M1% N47°48-712' _x W122°21-392' in - Cedar Valley.. a Yugcl" i a .Sbuwl 104 rnonds- ` AIN- m "d ea e @ ghts 181A 3 p f> ¢: w Yo e a 1 w ark x ¢ o 2 SI T SW a 2S?.TH STEW' o } L 4V 3 r Edwards Polnt rn p A ° •' 79- It 7 41 , 22oT.fi w 1 _ �•- T ST SW rn sr sVy �T WO way Asper nce1.79 S `r ' Ln 31ST ST 3W ACHIJSETT R❑ MountlakeTe race _ ;J - -K m 'a r 1 n Pointofwell linger - 1 2- Firdale - -----------------------� P24.4T - `m ST SW 104 - R 99. i d•Bea h Ec a LakeF e w 5 I p-• :` 185T.H 5 NE IS..T ST m 472-0 ft srrr7— 300 ft 150 It Not on hill or crest therefore Kzt = 1,0 Oft -150 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -472.0 ft Avg Grade: 4 Climb Elev: 271.4 ft Desc Bev: 743.4 ft Max. Elev: 472.0 ft Min. Elev: -1.1 ft Climb Dist: 1 A mi Desc Dist: 2.5 mi A 0% Data use subject to license- )w Scale 3 -' 62,50rW 9 u u x © DeLorme. Topo North America TM 10- w+na+ a t% , i www.delarme.com V = 5.208.3 ft Data Zoom 11-5 Top❑ North Americar"' 10 Beierly A=s pL_I,y 17QTFLPL SW Li rimpy Buy a ¢ 7 �� f 71•S7 PL SIN C�Td' w� I73 Q PL 5 LBDT RI) "� so ^ .a m m 7 FRRDER� F�K PL rn o n >, 31 176TW ST SW y w t n� � w rc !; � iv .qrr�= 9TH PL SW � •Y T �180 ST S ua 3 e- S fw LYiHPIC VIEW -DR i 1 r 1S1STiPL SW ��~ ca- 182N17 PL'SW�V@- ]85W f� ❑x PO i7ty mr°- ] HU/�'SD C p� m ❑ u' + v I89Tfi-PI-SW o o� �` 1��/f'I� �¢ Fp EST DELL.Fri • R m C�p{'rrr; 1 19 r r N t99 P0GF-TCDR C l m . VIEWLA p WAY it e!! _? q p 524 m=m I r{ y ��° a F 1 - ----- ASP_ERS.si; —a Edmunds zU��r, n Sunset B 6" ? q lo1v a p -21 z a.t w a C~ n c Y` p 1Ti N47°48.712' n a F�RRy EF ¢ w o _ ❑ L W 122°2I.392' rn a sg m 204 H ST SW m cedarvalley rn x Edmonds r ' W,DAYTa r W x — Z� - ff _` �i } l� w m -`�r•g °� . n ^ a �. 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Elev: 440.0 ft Min. Elev: -0.2 ft Climb Dist: 1.4 mi ❑esc Dist: 1.8 mi A A Data use subject to Ilcense- TM Scale 1 : 43,75(♦J ® DeLonne. Tape North America" 14- MNI,5,•EI o M K www.delorme.com 1" = 3.645.8 ft Data Zoam 12-2 LAT E F7 s16N S�JSrvl tG L a AbS S�tSrv� ic. DF�tG�N Ct+T� 7> fZ �i Z.t '- lO" 1zOo� NT cs = G , ►z-It2 s�e�a�srt�zY ULIT ) /.YJ7,� ' �iV S� (N� �l dUS IiNC Kknk'{FD ADD1M&J/6#kU`6P gE 971--F Sv/po4-0 Air, r-le p t 1 AT DFsIGtjrb T- vl-r AWN - CZ PIsF +(o/Zp5ryiog6 rTz)= I1. y fz w-r ADDW (lSP5rtto n5,-Y1-0Fr"j = Z1/�' ??R S SNPiL CS � ) W, s "(Av)) / p€2 57�-FA-oq( ��lktvcV- X-DI P-FG`rt 06,J gA,Y5 3- ZS 2.G W bi iGG KfJ L✓ls{ L LFr-GTy( i`114- ��An�t� CHJIClc v-1>02-F-C-rloj 3Ays A �6 C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description L ATFV-AL DF-s r(!�,nj .SC1SNn)L L-6AL>S Project FIr;-- IG, jL�sr�Fr�CE Checked Scale Date Date Sheet No. Job No. I 2 44 � tz.+v Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k = Diaphragm DL Area wpL Story wI. hi wX. h.k Shear Sum Level (psf) (ft2) (kips) Elev. (h) (k-ft) Ew; = hi FX FX Roof Framing 2nd Framing 1080 18.4 0.5 1060 44.5 21.833 193 0.17 972 0.83 1.0 1.0 4.9 5.9 E = 62.88 - 1165 1.00 5.9 - Base Shear (ULT) 8.2 kips Base Shear (ASD) 5.9 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Rho New Addition Portion Includinq Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 1.0 2nd Framing 1.0 4.9 5.9 E = 5.9 - Diaphragm Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F;. wpx Fpx (Min) F. (Max) FpX Level (kips) (kips) (kips) (kips) E w; 0.2SDSIWpx 0.4SDS'wpx Govern Roof Framing 18.4 2nd Framing 44.5 18.4 1.0 1.0 1.0 2.2 4.5 2.2 62.9 4.9 5.9 4.2 5.4 10.8 5.4 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Seismic & Diaphragm Force Distribution By CGP Date 12/16/20 Checked Date Scale NTS Sheet No. project Herzig Residence Job No. 20412.10 45 Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k = 1.01 Diaphragm DL Area wpL Story wi. hi wX. hXk Shear Sum Level (psf) (ft2) (kips) Elev. (h) (k-ft) Ewi - hik FX Fx Roof Framing 17 1960 33.3 10.5 350 0.25 1.9 1.9 2nd Framing 251960 j 49.0 21.833 1070 0.75 5.8 7.7 E = 82.32 - 1420 1.00 7.7 - Base Shear (ULT) 10.7'kips Base Shear (ASD) 7.7 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 - Existing House Portion - - Roof Framing 1.0 1.9 _ 1.9 2nd Framing 1.0 5.8 7.7 E = 7.7 _ Diaphragm Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm wi E wi Fi E Fi E Fi . wpx FPx (Min) Fpx (Max)' FPx Level (kips) (kips) (kips) (kips) E wi 0.2SDSIWpx 0.4SDS'wpx Govern Roof Framing 33.3 33.3 1.9 1.9 1.9 4.0 8.1 4.0 2nd Framing 49.0 82.3 5.8 7.7 4.6 5.9 11.9 5.9 Description Seismic & Diaphragm Force Distribution By CGP Date 11/23/20 Checked Date ENGINEERING Seale Sheet No. NTS 250 4th Ave. South Suite 200 46' Project Herzig Residence Job No. Edmonds, WA 98020 20412.10 LAIF-P-AL- Wfd�D L-01"'b' wiN�fiz S pFr�-I> (MFAO Pr- //T_ Z-,' 9" ," *1 /- P-M-z- T, , PP-F Ssu LE F� = 1-7, - P5 P 12)aF7 <-: Su iz� ( , 6 Oar 0 A -OoT J)or -FO NU rwfzs Ins A(,?-r-A- Mw)rl-10'i �m'5- Dvs/6/r L-) S, 6 7') 7- (0, Z 7_ CM6111 Description By (�4p Date LATf---??AL- Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 2OL(a, (0 47 www.cgengineering.com VI 15—/Zz 1611 Pl— r5- 1-1 Z)F—PJI I T-FS WIOT�> AP-T,:-7-'A LOAZ:)-�S —K- D i p- r- r::�-7) 0 r,) A f 0(' (zc 6 O-q q1 Y - D I 12-F-cV o 0 _ ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com --t- - - < r-r 16 I v5 r7- 2 Z 0 ---77,4 k3S I) rp6r3 16'A"- TA60 -S 3 I (— 6 'I 1 5, - )�� -6 'r / Description Project LATr9-At- Pe-Z 16 IDF(J 6t�- By Date Checked Date Scale Sheet No. Job No. 49 Z&O Z' /0 Ad I V l O EO - 0.5KIPS WL - 1.3KIPS L EXISTING LOAD INTO WALL NOTE: ONLY HIGHLIGHED WALLS TO BE DESIGNED. LOAD PATH TO OTHER WALLS UNCHANGED 1 EO-0.5KIP5 WL-1.3KIPS EO-7.0KIPS WL-1.1KIPS rrsr Egol en F 0 arWB 2- n u. O ON t ''I �'Ci✓ pi2K II I I I 3, Li II ' 31 0' S3 0' J Y UPPER FLOOR SHEAR WALL KEY PLAN (BELOW ROOF FLOOR DIAPHRAGM) �x 0 EQ = 3.OKIPS WL=3.2KIPS /'� L EXISTING LOAD NTO WALL NOTE: ONLY HIGHLIGHED WALLS TO BE DESIGNED. LOAD PATH TO OTHER WALLS UNCHANGED EQ = 3.OKIPS EQ = 3.8KIPS 1 WL=3.2KIPS WL=3.7KIPS AJ Orl G 1) 14 (A 2) 11 3 �4,-0"� r-8'10"-►I A�A oY � NOW- Orl � 03 Nr+-F I� I__I P114*1 I 6Prrl Z I r�N�KY w r O 2 w a p14 60T 2 �urcN�rl uvlr+l� N oININ h 0 ma I A ►X 6' 9" 53'-6" MAIN FLOOR SHEAR WALL KEY PLAN (BELOW UPPER FLOOR DIAPHRAGM Upper Floor Shear Walls - Walls Below the Roof Framing Slory HT = Fx (EQ) = 1.0 kips (Story Shear) Fx(Wnd)= 2.8 kips Story Shear Wall HT= Max h/w Wx = 33.3 PLF seismic So$ = 0.85 Wx= 93.7 PLF wind X - Direction Walls Fn I w.w I Fn I w..d I r-..... l.... FT Wall Line Wall Mark SW Length Trib Width EQ 2w/h EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (0.6-0.14S.)DL 0.6. DL Net Uplift Hold-down Line Load Line Load Endi Endj Endi Endj Endi Endj Endi Endj A A-1 A-2 A-3 A-4 4.75 7.75 3.5 32.75 15 - - - 1.0 1.0 0.9 31 31 36 21 21 21 21 SW6 SW6 SW6 4.3 7.3 3.0 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.4 0.2 0.2 0.4 0.2 0.3 0.5 0.2 0.3 0.5 0.2 0.1 0.0 0.2 0.1 0.0 0.2 None None None None None None 0.5 - - 1.4 - - B B-1 B-2 B-3 6 3 4 15 - 1.0 83 77 77 77 SW6 5.5 0.8 1.1 0.5 0.7 0.6 0.9 0.5 0.2 None None 0.5 - 1.4 - Sheanvalls: 1/2" sheathing w/ HF studs Nil - 0 pit SW6 8d@6"o.c. 242 pit SW4 8d@4"o.c. 350 pit SW3 8d@3"o.c. 455 plf SW2 8d@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d@2"o.c. 1190 plf Re-Calc - 1200 plf CM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Holdown Table (Floor Clear Span = 16") Nil 0 kips None - 0.5 kips MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips kips Re-Calc - 6.5 kips Upper Floor Shear Walls X-Direction Residence 1.0 L.6 Input Cell Input Cell w/ Formula CGP 12/16/20 Checked Date Scale Sheet No. NTS Job No. 20412.10 52 Upper Floor Shear Walls - Walls Below the Roof Framing ■ Y - Direction Walls Fy (EQ) = 2.9 kips (Story Shear) 9 Fy (wind) = 4.8 kips Story Shear 8 Lh1w 3.5 Wy= 34 PLF seismic .85 Wy= 56 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ Eq Wind SW Reduced Gross Gross (0.6-0.146os)DL 0.6. DL Net Uplift Hold-down Line Line Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i Endj End i Endj End i Endj End i Endj Load Load 1 1-1 0 15.5 0.0 NA 64 #N/A -0.5 ####### 0.0 0.0 0.0 0.0 0.0 0.0 0.0 None None 0.5 1.3 1-2 14 - 1.0 36 64 SW6 13.5 0.3 0.8 0.4 0.4 0.4 0.4 0.4 0.4 None None - - 2 2-1 25.67 42.25 1.0 56 66 SW6 25.2 0.5 0.9 0.5 0.5 0.6 0.6 0.2 0.2 None None 1.5 2.4 2-2 0 - 0.0 NA 66 #N/A -0.5 ####### 0.0 0.0 0.0 0.0 0.0 - - 3 1.0 1.1 E 84.5 2.9 4.8 _ Input Cell Input Cell w/ Formula Description Upper Floor Shear Walls CGP Date 12/16/20 Checked Checked Date 0 Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South suite 200 Project Herzig Residence Job No. Edmonds, WA98020 20412.10 53 Main Floor Shear Walls - Walls Below the Upper Floor Framing Story HT - 12 Fx (EQ) = 4.9 kips (Story Shear) Fz (wind) = 4.7 kips(Story Shear Wall HT = 11 Max h/w 3.5 Wz = 163 PLF seismic Sos = 0.85 Wz= 155 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 Length I0.6-0.14soslDL 0.6 * DL Hold-down EQ Wind End i End j End i End j End i End j End! End j End! End j A A-1 A-2 A-3 A-4 0 11.75 4 6.833 15 - - 0.5 - 1.4 - 0.0 1.0 NA 251 118 118 118 118 #N/A SW4 -0.5 11.3 ##f ### 3.1 0.0 2.1 0.0 0.7 0.0 0.7 0.0 0.8 0.0 0.8 0.1 0.0 0.1 0.0 #### 2.5 #### 2.5 ## HDU4 #ft##### HDU4 3.0 - 3.7 - B B-1 B-2 B-3 6.75 2.75 4.25 15 0.5 1.4 1.0 437 194 194 194 SW3 6.3 5.7 3.5 3.1 2.4 1.8 2.6 0.5 0.2 3.0 3.5 HDU4 HDU5 3.0 3.7 z sv.0 ..0 - Sheamalls: 1/2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 Of SW2 8d@2"o.c. 595 plf 24 SW23 8d@4"o.c. 706 plf 8d@3"o.c. 910 plf 2SW2 8d@2"o.c. 1190 plf Re-Calc 1200 plf CM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Hold- Table Nil 0 kips None - 0.5 kips HDU2 (2)-2x 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 HDU11 6x6 DF#1 9.5 kips HDU14 6x6 DF#1 14.4 kips kips kips Re-Calc - 14.5 kips Main Floor Shear Walls X-Direction Herziq Residence IMJ Input Cell Input Cell w/ Formula CGP 12/ 16/20 le Sheet No. NTS No. 20412.10 54 Main Floor Shear Walls -Walls Below the Upper Floor Framing Y -Direction Walls Fy (EQ) = 9.3 kips (Story Shear) Story HT = 12 Fy (wind) = 9.0 kips (Story Shear) Wall HT = 11 Max h!w 3.5 I vvy= 110 PLF seismic Sos= 0.85 WY = 106 PLF wind Line Load EQ Wind EQ Wind I Net Uplift Governing EQ Wind Wall all S Tr From Above EQ EQ Wind SW Reduced Gross Gross (0.e-0.14sp,)o 0.6 • DL From Above Net Uplift Hold-down Line Line I Line Length Wid EQ Wind 2wlh Shear Shear Callout HD Len th U lift U lift End i End End i End' End i End' End i End' End i I End Load Load 1 -1 11.75 15. 0.5 1.3 3.0 3.2 11,6 DESIGN AS PERFORATED SHEAR WALL, SEE FOLLOWING PAGE 2 2-1 13 142.25 1.5 2.4 1.0 523 378 SW2 12.5 6.5 6.6 0.3 0.3 0.3 0.3 0.2 0.2 6.5 6.5 HDUB HDUB 6.8 6.9 2-2 0 - - - 0.0 NA 378 #NIA -0.5 ## # 0.0 0.0 0.0 0.0 0.0 #f##F #### tF### #### #N#t#pF #1N#### - - 3 3.9 3.6 z 84.5 2.9 4.8 13.6 13.7 Inpul Cell Input Cell w/ Formula Description Main Floor Shear Walls By CGP Date 12/18/20 Checked Date Y-Direction ENGINEERING Scale Sheet No. NTS Project Herzig Residence Job No. 250 4th Ave. South Suite 200 55 Edmonds, WA98020 20412.10 PERFORATED SHEAR WALL DESIGN per ANSI/AF&PA SDPWS-2015 Max h/w = 3.5 NDS Table 4.3.4 SpS = 0.849 Wall Line 1 Wall Height = 12 ft Fwind = 3.2 k Wall Length = 28 ft FEQ = 3 k Max Openning ht = 4 ft DL = 120 plf Max. Opening percent = Percent Full ht = Reduction factor = Shear Loads Wind Shear = EQ Shear = Adjusted Wind Shear = Adjusted EQ Shear = Net Uplift Wind Uplift = EQ Uplift = DL Resisting Overturning Wind DL = Seismic DL = Design Loads Design Shear = Design Uplift = C 4M escr ENGINEERING 250 4th Ave South iTaym Suite 200 Edmonds, WA Segment EQ aspect Wall Mark Length 2w/h 1-1 11.75 1.00 1-2 11.50 1.00 1.00 1.00 1.00 1.00 1.00 Y= 23.25 1.00 0.33 0.83 Interpolated from 1.00 NDS Table 4.3.3.4 82 plf (Wind shear reduced by 40% per IBC 2306.4.1) 107 plf (includes aspect ratio reduction factor) 82 plf 107 plf 1.65 k 7, = Vh 1.55 k CoILi (4.3-5) 1.34 k 0.6*DL (basic load combo) 0.96 k (0.6-0.2SDS)DL (basic load combo) 107 plf SW6 Seismic controlled 0.59 k NONE Seismic controlled By CGP Date 12.16.20 Line 1 Perforated Shear Wall checked Date Scale Sheet No. Herzig Residence 20412.10 56