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REVIEWED BLD BLD2021-0177+Structural_Calculations+1.29.2021_2.23.18_PM+2022188C � ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning STRUCTURAL CALCULATIONS 9530 215t" St Addition 9530 215t' St SW Edmonds, WA 98020 - - w 0 — / (Zq/ Z� I CG Project No.: 20484.10 Protect Location 9530 215th St Edmonds, WA 98020 Protect Description This is a remodel of a single-family home. The carport will be enclosed as living space and a laundry room converted to a bathroom. Interior bearing walls will be removed, and posts and beams installed. New footings will be required around the perimeter of the ex. Carport. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Dead 15 psf Snow 25 psf (snow) Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IW = 1.0 (Non -Essential Facility) Mean Height = 11.5' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .845/(6.5/1) = Cs*Wp Sds = .845 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date ZSH 1/19/2021 Checked Date Project Summary ENGINEERING Seale sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 9530 215th St Addition 20484.10 Gravity Design Loads Roof DL Roofing Material 2.5 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 1.2 psf Misc 1.5 psf 13.5 psf USE 15.0 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 LL (Snow) 25.0 psf Description Gravity Design Loads By ZSH Date 01/19/21 Checked Date ^ ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project 9530 215th St Addition Job No. Edmonds, WA 98020 20484.10 HF Column & HF Sill Plate Capacity TABLE IBC 2015, NDS 2015 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PSILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 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 3,159 2,769 2,445 PSILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PSILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 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 6,750 5,918 5,221 4,634 PSILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PSILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PsILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By ZSH Date 01/19/21 Wood Column Capacity Table checked Date p ENGINEERING Scale Sheet No. 250 Ave. South Su Suite 200 Prgcct 9530 215th St Addition Job No. 20484.10 / -- FURNACE G BEDROOM #} LIVING ROOM m Y-1' >C f 4 n BEDROOM $2 n .� 1NING ROOM KITCHEN ^� IiTiFii ul7 w � BATHROOM � r•7 � 1 3 -O g'-7 1'4" BEDROOM #3 54'-7 3/8" 17'-1 3/4' 17'-5 1/2' 2'-l1 1/2" 13'-5 3/B" 3'-7 1 7`2 1/4' 9'--11 1/2" 8'-8 3/4' 8'-10 3/4" S'-S 318' 1'-5 3/4" 1'-5 3/4" FAMILY ROOM al M I F H //c�� r• CARP T C� V � I.a�ndry M lianm rn C 1 (x 1'-11 1/4" 1'-1T 1/4" 5'-5 112" 8'-10 ' ' 5 84-9 3 4" '� OG � � 5'-3" 4'-101/2" 19'-1 7/8" 2'-11 } 2" 28'--3 3/8' (S�RAV=TY KEY 7l,AN f = Worst �sQ L ENGI 250 47H EOYONOS, PHONE FAX OESION DRAWN: CHECH: JOB NO OATS: UM i T, T s sm a 13# w 0 5 � s ASe � x is H F *a Per 'VJ & rKs D s \ vJ -(f s 3-5�y5� ( Iy' $ ❑ s w =� s5 + qa Per Wlwar�5 D Gt6e- (3) a x, � �- T �t�4A S Per 661u.KLA '7,A, �!e, Description 8Y Date 1 VC�- l 1 0 ENGINEERING &I�V� Checked Date Cy scale sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project � 53D Job No. 425,778.8500 www,cgengi nee ring.com 1 COMPANY PROJECT 0 WoodWorks® rwti4f rorr wood Jan. 19, 2021 09:00 Beam1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load3 Dead Full Area 15.00(12.96') psf Load4 Snow Full Area 1 25.00(12.96') sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 5'-1.89" Unfactored: Dead Snow 501 835 501 835 Factored: Total 1337 1337 Bearing: Capacity Beam 1337 1337 Support 2284 2284 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 0.94 0.94 Min req'd 0.94 0.94 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc up625 625 BM1 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6-1.89"; Clear span: 5'; Volume = 1.2 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 42 Fv' = 172 psi fv/Fv' = 0.24 Bending(+) fb = 402 Fb' = 1159 psi fb/Fb' = 0.35 Live Defl'n 0.02 = < L/999 0.17 = L/360 in 0.10 Total Defl'n 0.03 = < L/999 0.25 = L/240 in 0.10 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.988 1.200 - 1.00 1.00 1.00 - 2 Fcp' 405 - 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: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1316, V design = 896 lbs; M(+) = 1671 lbs-ft EI = 300.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 5-0.94" Le = 10'-5.56" RE = 9.7 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. COMPANY PROJECT 0 WoodWorks® rwti4f rorr wood Jan. 19, 2021 09:00 Beam2 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load3 Dead Full Area 15.00(3.67') psf Load4 Snow Full Area 25.00(3.67') sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4'-10" Unfact ored: Dead Snow 133 222 133 222 Factored: Total 354 354 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.50 0.50 Support 0.29 0.29 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.11 1.11 Fc up625 625 *Minimum bearing length setting used: 1/2" for end supports BM2 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4'-10.0"; Clear span: 4'-9.0"; Volume = 0.6 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis value Design value unit Anal sis/Desi n Shear fv = 22 Fv' = 172 psi fv/Fv' = 0.13 Bending(+) fb = 286 Fb' = 1271 psi fb/Fb' = 0.23 Live Defl'n 0.02 = < L/999 0.16 = L/360 in 0.11 Total Defl'n 0.03 = < L/999 0.24 = L/240 in 0.12 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 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 = 351, V design = 281 lbs; M(+) = 421 lbs-ft EI = 63.08e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" 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. Description By '6Date { l Checked Date I ENGINEERING scale sheet No. 250 4th Ave. South Suite Project �� �� r1 i C �L• Job No. Edmonds, WA 98Q2Q d-L J `•w� �! 425.778,8500 www.cgengineering.com o� Seismic Analysis Design Per 2015 IBC & ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: SS = 1.267 Lat. = 47.804 Short & 1-Sec Period Mapped St = 0.496 Long. _-122.361 Aceleration Parameters (MCE) SMS = FaSs = 1.27 Fa = 1.000 ASCE 7-10 (Eq. 11.4-1) SM, = F St = 0.75 F = 1.504 ASCE 7-10 (Eq. 11.4-2) SpS = (2/3)SMS = 0.845 ASCE 7-10 (Eq. 11.4-3) Spt = (2/3)SM, = 0.497 ASCE 7-10 (Eq. 11.4-4) Ta = Cthnx = 0.14 Ct = 0.02 ASCE 7-10 (Table 12.8-2) hn = 13.25 x = 0.75 ASCE 7-10 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-10 (Table 12.2-1) IF Factor = 1.0 (Non -Essential Facility) ASCE 7-10 (Table 1.5-2) Seismic Base Shear V = 0.044SpSl = 0.037 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V = (SpSIW)/R = 0.130 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (SD11W)/RTa = 0.551 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) Description Seismic Base Shear By ZSH Date 01/19/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 9530 215th St Addition Edmonds, WA 98020 20484.10 8TC Hazards by Location Search Information teUs'SI +per r� far Address: 9530 215th St SW, Edmonds, WA 98020, USA 357 yt,a Coordinates: 47.8038378,-122.3607014 ft 2t4thP9sw SW Elevation: 351 ft 2%5�'Sr Timestamp: 2021-01-18T21:38:50.455Z l Zw4%st SW Pacific e� R�oil 2`6th PI SW Hazard Type: Seismic r, „ n 2171h Si SW V?rh 51 5% Reference ASCE7 10 "Gaogle w "''8!h 5t V, R,Map data ©2021 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 0 .20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.267 MCER ground motion (period=0.2s) St 0.496 MCER ground motion (period=1.Os) SMS 1.267 Site -modified spectral acceleration value SM1 0.746 Site -modified spectral acceleration value SDg 0.845 Numeric seismic design value at 0.2s SA SDI 0.497 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.504 Site amplification factor at 1.0s Cs = bl3 0 �er sP���et WT - � d• � �;ps �.$ k y- D ►` re.Gt i a � FAI 5 — (�) 60 1 )/( '�' � :' '� � v.; >';�. C) reat4PA r 4MDescription 8y Z5 `i Date r ��t2� Checked ` Date f ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 lab No. Edmonds, WA 98020 Project Gi C� 3 r1 5 t1. 5t �t 425.778.8500 l o►- www.cgengineering.com Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k = 1.0 Diaphragm DL Area Level (psf) (ft) wpL (kips) Story wI . h;k Elev. (h) (k-ft) wX, hXk Ew;.hik Shear Sum FX FX Roof Framing 20 1533 30.7 9 276 1.00 2.8 2.8 E = 30.7 - 276 1.00 2.8 - Base Shear (ULT) 4.0 kips Base Shear (ASD) 2.8 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.3 3.7 3.7 Y = 3.7 - Diaphraam Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm wI E w; FI E F; E FI . wPX Fpx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E wI 0.2SDSIWPX 0.4SDSIWpx Govern Roof Framing 30.7 30.7 2.8 2.8 2.8 3.7 7.4 3.7 CMChecked By Date Seismic &Diaphragm Force Distribution ZSH 01/19/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 9530 215th St Addition Edmonds, WA 98020 20484.10 \ej"yJ• �"5 �x Fc �r e- 5 �nJ �►� 5 �! ! a ILl P t� P lrt � Rclst 5- a( t lie 5KVe'6p e Froeekcm 4r 76 5sure-S (Gt Fe- Fo- -LA Va ;-zA-- (0, + S I _Y__2 Lt�t,6�% A c l� D Il iR = 3� 5`�� �U�iT� � �.a5a � �,� SpC� � 3:� u �s,r�s+� ► c ) SeisN� 4 � G�wtrbG 5 'FR= 2.53a* (vLT) = 15#(A $D) Description ENGINEERING-t 250 4th Ave. South Suite Edmonds, WA 98020 425.778.8500 www.cgengineering.com project J BY -a .5 R Checked Scale Job No. r Date f� Date f S Sheet No. Topo North AmericaTM 10 Mea ow a e ca, / •� x r ' a aiWdy Acres m �u I73RD PL-SW, a - 2 a 180TH ST Sw _ a m Per Wile m G N Lynnw.nod 1 F CASPER5 ST Pa ¢ m 787B I+ a flf 1 [7edarValli l i P(rgc l7N -` 19,1?d 104sr Edm ds • v MAI � Seattle Heights N p. oi �T y a a 1r'(n � 212TH STISW - 90 DorN 1 TH S?`SW a rn t?d, m T rn - 179 uU �Woodway 2 TH ST 5 W - I.. zZ07H 57 S W a 3 I ESpe'ranCe t,79 j '0� r l C.. N 9~ r a Mountlake Terrace WACH TTRD Wale NW205TH-ST '_ 'v 44TH Si,SW 104 j� '9Yr r .. I l\ Rf hmond•Oe ch `. �Eohn '' m I ake 9fgC z r ' N 185TH ST (Richmond Highlands w �'F Fti 17s—Q 24TH•AVE NE ra — N 17.5TH ST-, 'I North City' y j- ` 446.9 ft 400 ft 300 ft 200 ft 100 ft 0 ft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 355.4 ft Avg Grade: 4 Climb Elev: 639.9 ft Desc Elev: 284.5 ft Max. Elev: 446.9 ft Min. Elev: -0.5 ft Climb Dist: 2.0 mi Desc Dist: 1.6 mi Data use subject to license. TN Scale 1 : 62,500 0 i r =r. © DeLorme. Topo North America TM 10. MN(15.0-E) 0 % 1 1% I �m www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Topo North AmericaTM 10 Meadowdale rn� - 4 + i a ei rly Acres C +y m Bra n a; I W 1-73RD PL—SW - s LU Dx ptG�VE� U tL 180 ST SW 0. 99�. " I Parrinvflle m { rk m OR :%ynnwood —pl_ 524 GASPERS-ST Par x R m 7818 _ o � Valley Cedar ! I Ar�gur" -41+1a' AI�Sr 104 Eftds I MAI � Seattle FEei6ts Ln �. _ 1_ 7? m 12TF! ST SW y 2I2TH 5T-SW _ a I C c OIN 99 -. Wq. Edwarm P t +a m m� • p 1.T9 u f is w : woodwa 2 TH ST SW Cri 220zf�7 I. r Esperad:. f t79 _a ps a �:er ' i v6ygF 2315T ST.SW h7ountlaka Terrace WACH an ._ W Point. .,Ilt 1 al z w NW 2l pSiH-5r ^ cn Y rdale rz NTH ST SW 1fla F p �78q r .mil Ric m max' I d'Beach I� m EPho Lake y 4, 185TH ST mom^ I` r 'P w Richmond Highlands � 17 F a Z4TH•AVE NE $NJ 75TH ST ) North City, I ti S> L, 484.6 ft 400 ft 300 ft 200 ft 100 ft 0 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 388.9 ft Avg Grade: 4 Climb Elev: 639.5 ft Desc Elev: 250.6 ft Max. Elev: 484.6 ft Min. Elev: 93.1 ft Climb Dist: 2.6 mi Desc Dist: 1.4 mi Data use subject to license. TN Scale 1 : 62,500 0 i r % © DeLorme. Topo North America TM 10. MN(15.0-E) U 0 1% I �m www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 V M id.H1tr5� �� . 56TH AVE W 56TH AVE 4V 56 . - _AVE!N J � ►,..� - •J -� � � YYY� n � � 59TFi PL-W 'GCS r i �r S9TH.AVE-W� � ;IN O o 0 M ld H18S ,n s r. r'Td H356r L_1:;-It Iel .,] ��� WTH AVE W w LY � ti F �y� ` �M 311V H�09 � r `W a o "1�} 63RD"RVEz1N- •y j �:. r' .x .. 63RD'PLIvr, a sus li M a QNZ9l J ��j-rF-- M iA Hlb4 PL �^ �� ^ L�� 4 ' a �c Z 6SIT W 3 ,. ,o Tfi6; AVE W I� LW e 66TH AVE W n n: N 66TH4 F. w a r N] -rxJ"M� �V l�iCg �7 N:3/hV N - Mid E O � U > N W O H 68THi R}E-WfiBTH-P W r- I�.g•H:l9s x o M-3I1d Hl o y 311ti _H189„ + 69TH PLLW J L 70TH AVE W ' 1 M 7d'WkOL I M 3�lH klOC 72ND AVE W PLW'I N y ri Q M 3/11�QfNZL .�, _74TH"PL W 74TH AVE W 7~Ri� a M 314F/ }{1bL If 74TH'AV i I i I� I F , y m. 7.5TN-AVE W, 7.6TH AVE W W 9 c _ L BURKUAVE`N a W 77TH AVEW �7TH AVE W.. r, r b U �y� y , PL JI _ € 77TH AVE-Wi � �N 78iH Ati `'` m N78TH PL W � � 79T AVE; W � 'S' a M N it M �/IVIF!-LBC � !i m Mid-H�IBL 1A ld H18L 7) I � BATH PI. 'A, � ��`• z a MS.1S.HA- 1. F k yl` �_ — - LO 81'STAV W �i � -� o ra 01ST PL W�ti _NI VE W �81Sf 83NDP wLU a d 2N[] AV 82ND AVE, W F`F 82NL1^AA , ':. y w 'a. 83Rr�AVE+IJ n `^ 83RP VE W g PL"W' z 1 H AVE W 84T x Cra 1 r r _ - a 00 co v 0�85TH PL hh N ul , a n'r ] M 3/1V q17;. -� UTH AVE W 85TFI f _ ry ❑ �q F�f N!� M -LAV HJS9 � uj 7', Mid FI158 86TH PL -`.Q = Rx�x ui. H PL ! N PARK AVE'N W 88TH AVE 1N e.. 88t T89TH PL W W N () > m W X 897H A V W- � 91STTAVE-W W HPIEO0bR � UL92ND 92ND AVE. W 'PA 6 N Id NOY IVO.. M id IST6 r QNZ6 O6 r%�i C Ym N 3119 OOOMN3345 _J �:' v, 94TH AVE W I � _ aQ•a J H lZ 45TH PL W o a r157 NW `L N - QNL `m ' } AVE•W-97TH AVFW q4 i4 v w 311H JIdWATO v 97•TH P L W .jj`• r:al7 �r i p4N 1 99TH IN ACE •W �' o� a i OSN 8TFi'PL Wr \ • p��Y MN 3AV H35 E 5 0100TH_AVE_W _LJ 0 7� N 311V Hl6 N 3Rd H16. l� y rFl- �b3 r �' 8T 5 B AYES „PLS ,�P, arf 7: NI 3AV pI 6`Al1E 5 o O E Jp .: N 3At1 lil8 lVMN.dAV-Hl•T•r �4 U? O M N - •3AV'H11 A AVE S n Z I , r riL�----^-�-- 6TH AVE 5 `�.: 106TH AVE w r ,a]] -Q- V.#N_3 Ni N7l1121Vi±�H-der MN 1H18r m g _ 4 t w w_=-y M H190I �� M id N��' z MNlid H�L�bT 6 �' z . a Y, r M�Av of Icor-ry - �{ [:,' N 3RD A_VE_5 LL I�'u` 18TH AVE NW m 4- a r` _ 110Tr�W ❑ W n TIMBER LN aH �BER-LN!T�IM- AVM-S4N0 Q3 MN.3 IOZ Ij a 1tl w O. a. EOOTKA•RD r W� Oai�� MN HIbZ rc ❑ 13A iii >1OONIH7 p ++"$ MN�3AV '� 9i o z = w _ 6 N E � V � N _ p > W N � U U s O O O of o co O co V 0 m 0 0 Z 0 �. z m s D m 3 lD A N O O O 00 0 0 0 o ao � a M 3 -. o m < c' N v N A O ola26TF .AVE€Nv,, ti.+,$r++•+'�O CHINODK r , 0 g �� OOP A 24AVEIhV•1 -. TH n -� .. Nt G�4 OfOT1-'d)1106 ..., A 11A1 z irn c _, i... Z_, �. a 1Eb p 2Q711 I `JL f.' [pp ONQS-WAY 2 NI dji WIl Nl S38lnILL fi � r m ', V r4m(p m T T MN 3AN�iGT M ld H10TT - 'i m S 3Ad Q2if N Tm m c0 rn CD MN.3RtlIH191r, t VE W. T z I Q7fH Pf W m 14�TFi PLsNWYIg a_� r� 106T f•...-._ p fl-A' FRIAR TUCK LN 13i7 IL N W o� a J� ! " 0 M 3Atl H140 5 3ntl N19 p "._"_`_�•• �-��= w_wS_3rI`IH V{{ 3 7TH AVE N A w o A 0 � 1.1TF AVE'NW �� ��.`m rn �y 3AV A I In L.�x ,1'd 9 871i AVE N OC IDTH AVE NhIV 51 �_ S39TH A ��{1 �n�vft"54e VE IV4iFf, AVE N • 1, . �' l LLLL — R - i� l !V4 3Afl H100T 5311d 16 �+7 i•q C STH AVE NNl a \ ny M-ld.Hl ld 1Vi �d Ny�t N = coif/� iN ld HilS Wes• �cp OLYMPIC�AVE "`i - M3Ad H1CG_M.311 _ 1 3t! A1N IST� I ii m, M ld Hi55 ^il LA1VU• • r GREENWOOD 9 gVE_fV 0 2N❑ E �. j =5 j p 9157 PL 4V. o m m DAYTON.PL N ��S Ir N2f dd M'311V QNZS fN 3 �V ONZ6 rn.r _ M.: xa Qo6 la a 3nv l3�lsT�'s Nand NaiAtla �" Jam, f o v'? *� •M na FLL68 � M 3AV H188 n. mc NPA.3Atl H9$85T IAv rn o - Mld $4TH Av n g T n l z Av. Alps M 3AV Z 1d.4 M 31iV•021E8 �w+•v � O p Gt m- N: r 1 �M 3Atl 4b£8 ', [ M ld-QNZB� a+ M 3 Itl GT1Z8 .N M 3na ONZS V ONZ8 r� o oo w m M`lT;g- L �- ntl is n ��� env lsaa �� IAN 'i "STsW V I �_•: -'Id H108 �•....... I`�`N 78T1�IPL r rg n �j :. .... 78TH AVE W W N 7.8r%L w t = j Y r M 3Aa 16L g M ld H18G - w M 3ntl H18L L �i M-3Aa•H1LL f M 3AV HZL a GN xarie �11-M ld H19 ._ 1-m = s� �{I � . 1+' - FI1CC M �� 7d 711 AVE'W�= IT III I -3AV H19Y M 3 1 1 1 tl H1bL 1THAVE W M 3AV H1trL Mrld_H1bL� 1 $ Z I, m At" � rlcn.M�d 4� � ""'72ND AVE W M 3AV GNZL 7diH AVE W I )4 wI ` .^ I LUE'RIDGE- �'• M 3AV HiVL M ld9 H159� i cQ %-8fiHI 6W P^y ld•H19•M 3Al H189'D 6TH AVENM VUN m A} ir _ •H��.�.g.9.�yL_ `'_ wrMAH19 �, uIni In S.o M��I M 311a 99 m �. g b lid Hi59 64TH AVE W cz z� m r�-��' BZN4. VEIW s�S�I m o a M ild:0UE9 cn cn m v fjl 3���� M ld ST9 f > •. Y N N 58TH> PbQiNA1E W� PLm FM AV H109 M 3Ad,L W Ml 1S M 3ndH-� k`1 aTTtU9 M 3 Ad_H19S3AV H195 S, r_ 54THIPIL W 0 O 54'-7 3/8" 17'-1 3/4' 17'-5 1/2' 2'-11 1/2' 13'-5 3/8' 3'-7 1/4` ENGI 250 4TH 7'-2 1/4" 9'-11 1/2" 8'-6 3/4" 8'--10 3/4' 6'-8 3/8, S'_g" EONOHP3, PHONE o FURNACE IEI FAMILY ROOM BEDROOM pl 10 [1NNC ROOM 3'-1' 9'-8 1 9" � 2'-11 2" i^f BEDROOM 12 n FOWKITCHENBATHROOMCARP FRFFER n 3'-fl" 9'-71/4" o � -m ❑ a � ry N D: � I-aundry�MudHgvm l 8El]ROO>A #3 � a � cy x Q � x x ?x 1 1'-11 1/4" 4 1/2" 8'-10 5/8" 4'-9 3/4" S'_3" 4'-s0 1/2' 7'-1!" DESIrN: i e_ 19 --1 7/8" 9'-} 1/2" 2'-ll } 2" 12'-9 t/2" CHECK: CECIC: 28-3 3/$" onrE: TFRAL KEY FLAN Upper Floor Shear Walls -Walls Below the Roof Framing Story HT = 9 Fx (EQ) = 3.7 kips (Story Shear) Fx wind = 1.5 kips (Story Shear Wall HT= 8 3.5 ELL] Wx= 103.7 PLF seismic Sos= 0.84 Wx= 42.6 PLF wind X - Direction Walls Wall Line Wall Mark SW Length Trib Width EQ, WL 2w1h EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (0.6-0.146w)DL 0.6-DL Net U lift Hold-down Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A 1 2 4 4 6.625 - 1.0 1.0 86 86 25 25 SW6 SW6 3.5 3.5 0.9 0.9 0.4 0.4 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.8 0.8 0.8 0.8 HDU2 HDU2 HDU2 HDU2 0.7 - 0.3 - 1.0 1.0 B 17.8333 C 11 20833 D 1 1 1 1 E 1 1 1 1 1 1 1 1 1 E 35.b7 She-Ils: 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 plf SW2 8d@2"o.c. 595 p 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. pplf 2SW2 8d@2"oc 19110 9 Re-Cak, 1200 plf ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown 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 66DF#1 9.5 kips HDU14 6.6 DF#1 14.4 kips kips kips Re-Calc 14.5 kips Upper Floor Shear Walls X-Direction 9530 215th St Addition +Input Cell Input Cell w/ Formula ZSH Scale Sheet No. NTS Job No. 20484.10 01 /19/21 Upper Floor Shear Walls -Walls Below the Roof Framing Y - Direction Walls Fy (EQ) = 3.7 kips (Story Shear) Story HT - 9 F wind = 2.3 kips(StoryShear WaII HT= 8 Max hlw 35 Wy= 68 PLF seismic Sos= 0.84 WY = 41 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (O.e-0.14S.)DL 0.6*DL NatU lift Hold-down Line Line DL Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 1 A 12.3333 5.7500 1.0 15 6 SW6 11.8 0.1 0.1 0.3 0.3 0.4 0.4 0.0 0.0 None None 0.4 0.2 1.0 B 2.41667 - 0.6 25 11 SW6 1.9 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 None None - - 1.0 C 7.75 - 1.0 15 6 SW6 7.3 0.1 0.1 0.3 0.3 0.3 0.3 0.0 0.0 None None - - 3.7 D 3.66666 - 0.9 16 7 SW6 3.2 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 None None - - 37 2 A 8.0833 19.4583 1.0 122 53 SW6 7.6 1.2 0.7 0.3 0.3 0.3 0.3 0.9 0.9 HDU2 HDU2 1.3 0.8 3.7 B 2.75 - 0.7 177 77 SW6 2.3 1.3 0.8 0.1 0.1 0.1 0.1 1.2 12 HDU2 HDU2 - - 3.7 3 21 5833 4 7.875 5 E 54.7 3.7 2.3 Put Ccll Input Ccll w%Formula Description Upper Floor Shear Walls ZSH Datc 01/19/21 Ch Chcckcd Datc Y-Direction ENGINEERING Scale NTS Shcct No. 250 4th Ave. South Suite 200 Projcct 9530 215th St Addition Job No. Edmonds, WA 98020 20484.10