Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
703 E 5th St_BLD3617_2026
UPSTATE engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280-4715 F. (206) 834-6261 SERVICES@UPST8.COM STRUCTURAL CALCULATIONS Client: COAST CONSTRUCTION GROUP Project Name: 1536 DUPLEX Scope of Work: LATERAL DESIGN OF A (2)-STORY MULTI FAMILY RESII Upstate Job#: 1268 Date: 11/30/2020 Location: ARLINGTON, WA NOT VALID WITHOUT A WET SIGNATURE W M. a° Q 44226 p �� gfGISTE�� \� SS�ONAL G 11/'a0/2020 E)ff;ES 3-01- 21 JOB # 1268 Andrew M. Gahan, PE 11/10/2020 48°1O'17.9"N 122°07'13.4"W-Google Maps eagle Mapg 48010'17.9"N 122007'13.4"W Va11eY lewIN Vn11eY V1ew 01 � n 1�4 - a4a1�131�z1zoa Q19311 VNIly VWx NWI \ t v1 \ �4 Q 193rd St HE 193rd SI HE 193rd SI HE 2 J0 ?� \ VV V'ata Or VI—I https://www.google.com/maps/place/4801 O'17.9"N+122°07'13.4"W/@48.1716498,-122.1214893,18z/data=!3m 1!4b1!4m14!1 m7!3m6!1 sOx54854fb612... 1/1 11/10/2020 ATC Hazards by Location ATCHazards by Location Search Information Coordinates: 48.171648,-122.120395 Olympic Elevation: 380 ft National Park )il City Timestamp: 2020-11-10T22:52:25.347Z Hazard Type: Seismic Reference IBC-2015 Document: Clearwater GouLgle Map data©2020 Google Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0 0.20 .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 1.058 MCER ground motion(period=0.2s) S1 0.411 MCER ground motion(period=1.0s) SMS 1.139 Site-modified spectral acceleration value SM1 0.653 Site-modified spectral acceleration value SDS 0.76 Numeric seismic design value at 0.2s SA SD1 0.436 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.077 Site amplification factor at 0.2s Fv 1.589 Site amplification factor at 1.0s CRS 0.981 Coefficient of risk(0.2s) https://hazards.atcouncil.org/#/seismic?lat=48.171648&ing=-122.120395&address= 1/2 11/10/2020 ATC Hazards by Location CR1 0.948 Coefficient of risk(1.0s) PGA 0.425 MCEG peak ground acceleration FPGA 1.075 Site amplification factor at PGA PGAM 0.457 Site modified peak ground acceleration TL 6 Long-period transition period(s) SsRT 1.058 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.079 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.411 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.434 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.6 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=48.171648&ing=-l22.120395&address= 2/2 Lateral Analysis IBC2015 UPSTATE JOB#: 1268 Description: 1536 DUPLEX Engineer: amg Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [353]- Roof Walls Floors Snow Partitions Live Load (psf) 25 40 25 Dead Load (psf) 15 10 10 10 1603.1.4 Wind Design Criteria [354L 1. Nominal/Ultimate Wind Speed Vasa/Vuit 85/110 mph F 1609.3(3)[3721 2. Risk Category II 1.00 A SCE 7 T 6-1[771 3. Wind Exposure Category "B" 1609.4[373] 4. Internal Pressure Coefficient +/-55 A SCE 7F26.11-1[2581 5. Components and Cladding design pressure +/- 16 psf A SCE 7 30.2.2[316] 1603.1.5 Earthquake Design Data [3541 1. Seismic Importance Factor le 1.00 A SCE 7T 1.5-2[5] 2. Short Period Acceleration SS 1.058 USGS Seismic Design Map Online 2. 1-Second Accelleration S1 0.411 USGS Seismic Design Map Online 3. Site Class D ASCE7T20.3-1[204] 4. Spectral response coefficient SDS 0.76 EQ 16-39[3871 4. Spectral response coefficient SD1 0.44 EQ 16-40[387] 5. Seismic Design Category D T1613.3.5(l)and(2)[398] 6. Seis. Force Resisting System A.15. ASCE7T 122-1[73] 7. Design Base Shear 10742 Ibs 8. Seismic Response Coefficient CS 0.12 A SCE 7EQ 12.8-2[89] 9. Response Modification Factor R 6.5 ASCE7T 122-1[73] 10. Analysis Procedure Equivalent Lateral Force A SCE 7T 126-1[88] 11. Risk Category II A SCE 7T 11.6-2[69] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 Wind Design (MWFRS - Simplified Envelope Procedure)IBC 2015 Part 2 Wind Load Method ASCE 7 28.1.1 (2) [2977 Nominal/Ultimate Wind Speed 85/ 110 mph 1609.3[373],F1609.3(3)[3721 Wind Exposure Category B 1609.4[373] Height&Exposure Adjustment 1= 1.00 ASCE 7 F 28.6-1[304] Topographic Factor Kzt= 1.00 ASCE 7 F 26.8-1[252] Wind Pressures ASCE 7 28.6.3[3027 ps=1 KZt PS30 ASCE 7 EQ 28.6-1[306] Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.6.4[306] zones A and C equal+16 psf,B&D equal+8 psf,while zones E,F,G,&H all equal zero. Roof Pitch 5 :12 or 22.62 degrees Ridge Elevation 24.5 ft Eave Height 18 ft Mean Roof Height,h 21.25 ft ASCE 7 26.2[243] Zone Pressures,O,)(ps30)ASCE 7 F 28.6-1 [3047 110 Horizontal Pressures Vertical Pressures Overhan s 0 A B C D E F G H EOH GOH 1 24.10 13.90 17.40 4.00 -10.70 -14.60 -7.70 -11.70 -19.90 -17.00 2 0.00 0.00 0.00 0.00 -4.10 -7.90 -1.10 -5.10 0.00 0.00 Horizontal Zones Areas &Forces,Fx ASCE 7 F 28.6-1[3031 End zone distance,2a,where"a"equals the smaller of 10 percent of least horizontal dimension(l.h.d.)or 0.4h,but not less than either 4 percent of lhd or 3 feet. D F x- 37, (p sx*X) x = A Diaphragm(x=2) Front to Rear Side to Side l.h.d. (ft)= 24.5 A B C D A B C D a(ft)= 3 Areas 90 38 280 188 90 51 183 155 2a(ft)= 6 Forces FX= 8321 Fxmin= 5960 F,,= 6682 Fxmin= 4790 Diaphragm(x= 1) Front to Rear Side to Side l.h.d. (ft)= 10.5 A B C D A B C D a(ft)= 3 Areas 32 14 372 14 78 2 130 38 2a(ft)= 6 Forces Fx- 7495 Fxmin= 4320 FX- 4322 Fxmin= 2480 Version 7.0 Pg 1.1 Seismic Design IBC 2015 Site Clasification,Criteria Selection,&Minimum Design Lateral Force Risk Category I1 ASCE 7 T 6-1[771 Seismic Importance Factor IE 1.00 ASCE 7 T 1.5-2[5] Seismic Design Category D T]613.3.5(1)and(2)[398] Site Class D ASCE 7 T 20.3-1[2041 Short Period Acceleration Ss 1.058 F1613.3.1(1)[388-9] 1-Second Acceleration S1 0.411 USGS Seismic Design Maps Online Seis.Force Resisting System A.15. ASCE 7 T 12.2-1[73] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[73] Design Spectral Response Acceleration Parameters Site Coeffiecient,Fa 1.0 T1613.3.3(1)[387] Site Coeffiecient,Fv 1.6 T1613.3.3(2)[387] Substitute equations 16-37& 16-38 into 16-39& 16-40 respectively, S D S=-•F a•S s SDs= 0.76 EQ 16-39[387] 3 S p y =3•F V•S 1 SDI= 0.44 EQ 16-40[387] Simplified analysis,Seismic base shear ASCE 7 12.14.8[1081 V=(F SDs/R)W Where: F=1.1 for(2)-story ASCE 7EQ 12.14-11[108] Vertical Distribution,Forces at each level ASCE 7 12.14.8[1087 FX=(wx/W)V FX= 0.129 x w,, ASCE 7 EQ 12.14-12[109] Effective seismic weigh &Forces lbs at Level x Diaphragm(x=2) roof area(ft2) I floor area(ft2) story height(ft) I wall length(ft) WX 2174 1 0 1 8.1 273 Fx= 5616 weight(lbs) 32610 0 11057 43667 Diaphragm(x=1) roof area(fte) floor area(fte) story height(ft) wall length(ft) WX 795 1803 9 117 FX= 5952 weight(lbs) 11925 18030 5265 46277 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. 2301.2[473] Structures using wood shear walls and diaphragms to resist 2305.1[488] wind,seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 -2306. Design per Alternative Basic Load Combinations 1605.3.2[359] For worse case effect with wind load,L&S shall be zero. 1605.1[357] Equations 16-18, 16-19and 16-20 become, D + wW 0.6 Where w equals 1.3,W equals Fx of the respective diaphragm,and 1605.3.2[359] D shall be multiplied by two-thirds. For worse case effect with seismic load,L&S shall be zero. 1605.1[357] Equation 16-22 controls, 0.9 D + E/1.4 ,substitute ASCE 7 EQ 12.14-5 for E ASCE 7 12.14.3.1.3(7),EQ 12.14-5 [104] ( PQE - 0.2SDSDJ 0.9 D + 1.4 simplify&arrange variables EQ 16-22 0.9 -0.14 SDS1 D + P QE 1.4 Where QE equals Fx of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction,diaphragms and shearwalls shall resist, Wind Design Loads,1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Diaphragm Force(lbs) Force(lbs) x=2 6491 5212 x=1 5846 3371 Seismic Design Loads,(p/1.4)Fx p= 1.3 ASCE 7 12.3.4[83] Diaphragm Force(lbs) x=2 5215 x=1 5527 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood- cont. Sum the moments about the base of a shearwall,overturning shall resist, 2 w (v•w)-h - 3 D 2 + P-w/i for wind ' (v•w)•h - 0.9 -0.14 S DS) (D•2 + P-w� for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h =height of shearwall D =resisting dead load centered over shearwall P =resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D (V x rh h sw MOME s —AM COM Version 7.0 Pg 3.2 4 Segment Tributary loads Wind Seismic Wall Line Level ;�o (x) � Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max 1 2 F-R Wind Seis VD(x+l)[lbs] % 25% 13% VD(x)[1bs] 1622.63 677.954 VT(x)[1bs] 1622.63 677.954 31.50 8.1 -657 -1077 L 31.50 31.50 n 52 22 2015 SDPWS SEISMIC MAX TMAX(x)[lbs] 2 2 F-R Wind Seis VD(x+l)[lbs] DAD VD(x)[lbs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAX TMAX(X)[lbs] 3 2 F-R Wind Seis VD(x+l)[lbs] % 25% 13% VD(x)[lbs] 1622.63 677.954 VT(x)[1bs] 1622.63 677.954 39.00 8.1 -941 -1347 L 39.00 39.00 n 42 17 2015 SDPWS SEISMIC MAX TMAX(X)[lbs] 4 2 F-R Wind Seis VD(x+l)[lbs] % VD(x)[lbs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAX TMAX(X)[lbs] Version 7.0 Pg 4.1 4 Segment Tributary loads Wind Seismic Wall Line Level ;�o (x) � Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max 1 1 F-R Wind Seis VD(x+1)[1bs] 1622.63 677.954 % 11% 11% VD(x)[1bs] 643.037 607.941 VT(x)[1bs] 2265.67 1285.89 10.50 9 372 -140 L 21.25 21.25 7.75 9 455 -43 n 107 61 3.00 9 2 4 387 -122 91 2015 SDPWS SEISMIC MAX 91 TMAX(x)[lbs] 455 2 1 F-R Wind Seis VD(x+l)[lbs] % 20% 1 20% VD(x)[lbs] 1169.16 1105.35 16.25 9 -114 -274 VT(x)[1bs] 1169.16 1105.35 L 16.25 16.25 n 72 68 2015 SDPWS SEISMIC MAX TMAX(X)[lbs] 3 1 F-R Wind Seis VD(x+l)[lbs] 1622.63 677.954 % 13% 13% VD(x)[lbs] 759.952 718.476 VT(x)[1bs] 2382.59 1396.43 6.75 9 1114 378 L 13.50 13.50 6.75 9 1114 378 n 176 103 2015 SDPWS SEISMIC MAX TMAx(x)[lbs] 1114 378 4 1 F-R Wind Seis VD(x+l)[lbs] % 9% 9% VD(x)[1bs] 526.121 497.406 VT(x)[1bs] 526.121 497,406 9.58 9 -318 -424 L 19.58 19.58 10.00 9 -331 -438 n 27 25 2015 SDPWS SEISMIC MAX TMAX(X)[lbs] Version 7.0 Pg 4.2 4 Segment Tributary loads Wind Seismic Wall Line Level ;�o (x) � Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 2 S-S Wind Seis VD(x+l)[Ibs] % 22% 11% VD(x)[Ibs] 1146.65 573.653 VT(x)[Ibs] 1146.65 573,653 3.25 8.1 1121 356 110 L 6.50 6.50 3.25 8.1 1121 356 110 n 176 88 SEE FOLLOWING FORCE TRANSFER CALCULATION SHEETS 2015 SDPWS SEISMIC MAX 110 n= 199 PLF TMAx(x)[Ibs] 1121 356 B 2 S-S Wind Seis VD(x+l)[Ibs] 51% 25% VD(x)[Ibs] 2658.14 1303.76 VT(x)[Ibs] 2658.14 1303.76 12.50 8.1 2 5 834 -189 L 12.50 12.50 n 213 104 2015 SDPWS SEISMIC MAX TMAx(x)[Ibs] 834 C 2 S-S Wind Seis VD(x+l)[Ibs] % 28% 14% VD(x)[Ibs] 1459.37 730.104 VT(x)[Ibs] 1459.37 730.104 3.00 8.1 514 57 68 L 14.50 14.50 6.92 8.1 408 -67 n 101 50 4.58 8.1 471 7 2015 SDPWS SEISMIC MAX 68 TMAx(x)[Ibs] 514 57 D 2 S-S Wind Seis VD(x+l)[Ibs] DAD VD(x)[Ibs] VT(x)[Ibs] L n 2015 SDPWS SEISMIC MAX TMAx(X)[Ibs] Version 7.0 Page5.1 4 Segment Tributary loads Wind Seismic Wall Line Level ;�o (x) � Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 1 S-S Wind Seis VD(x+1)[1bs] 1146.65 573.653 % 34% 17% VD(x)[1bs] 1146.09 939.545 VT(x)[1bs] 2292.74 1513.2 L 3.00 3.00 1.50 5.5 5195 1121 2980 356 925 n 764 504 1.50 5.5 5195 1121 2980 356 925 2015 SDPWS SEISMIC MAX 925 TMAx(x)[lbs] 5195 2980 B F 1 S-S Wind Seis VD(x+l)[lbs] 2658.14 1303.76 % 44% 22% VD(x)[lbs] 1483.17 1215.88 VT(x)[1bs] 4141.31 2519.64 21.25 9 1676 834 5 L 21.25 21.25 n 195 119 2015 SDPWS SEISMIC MAX TMAx(x)[1bs] 1676 5 C F 1 S-S Wind Seis VD(x+l)[lbs] 1459.37 730.104 % 23% 12% VD(x)[1bs] 775.295 663.208 VT(x)[1bs] 2234.67 1393.31 3.25 9 1532 514 492 57 133 L 14.50 14.50 4.00 9 1509 514 466 57 108 n 154 96 7.25 9 1411 514 352 57 2015 SDPWS SEISMIC MAX 133 TMAx(x)[lbs] 1532 492 D F 1 S-S Wind Seis VD(x+l)[lbs] DAD VD(x)[lbs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAX TMAX(X)[lbs] Version 7.0 Page5.2 Force Transfer Around Openings Calculator ONE OPENING Project Information Code: 20151BC Date:11/13/2020 Designer: 1BG Client: COAST DEVELOPMENT Project: PLAN 1536 DUPLEX Wall Line: A.2 LI(ft) Lo1(ft) L2(ft) V(Ib) A r f s' Shear Wall Calculation Variables V 1147 Ibf Opening 1 Adj.Factor Method= 2bs/h LIJ 3.25 ft hal 0.46 ft Wall Pier Aspect Ratio Adj.Factor L2 3.25 ft hol 4.50 ft P1=hot/L1= 1.38 N/A hwau 8.08 ft hbl 3.13 ft P2=ho2/L2= 1.38 N/A LV,au 13.00 ft Lol 6.50 ft 1.Hold-down forces:H=Vh_ldEwan 713 Ibf 6.Unit shear beside opening VI=(V/L)(Ll+Tl)/Ll= 176 plf 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 176 plf First opening:val=vbl=H/(hal+hbl)= 199 plf Check Vl*LS+V2*L2=V? 1147 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)= 1294 Ibf Rl=V1*L1= 574 Ibf R2=V2*12= 574lbf 4.Corner forces F1=01(L1)/(L1+L2)= 647 lbf 8.Difference corner force+resistance F2=01(L2)/(Ll+L2)= 647 Ibf R1-F1= -73 Ibf R2-F2= -73lbf S.Tributary length of openings Tl=(Ll*Lol)/(Ll+L2)= 3.25 ft 9.Unit shear in corner zones T2=(L2*Lol)/(Ll+L2)= 3.25 ft vcl=(RS-Fl)/Ll= -23 plf vc2=(R2-F2)/L2= -23 plf VV(lb v_ Hpb) H(Ib) Check Summary of Shear Values for One Opening Line 1:vc1(hal+hbl)+V1(ho1)=H? -81 794 713lbf Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(ho1)=O? 713 -81 794 0 Line 3:vc2(hal+hbl)+V2(hol)=H? -81 794 713lbf Design Summary Red,.Sheathing Capacity 199 plf 4-Term Deflectionj 0.838 in. 3-Term Deflection 0.881 in. Req.Strap Force 647 Ibf 4-Term Story Drift%1 0.035% 3-Term Story Drift% 0.036% Req.HD Force(H) 713 Ibf See Page 2 See Page 3 Req.Shear Wall Anchorage Force(v,aa,) 88 plf APA Disclaimer The infoirranon contained herein is intended for use as a resource to aid in the shear wall design based an APA-The Engineered Wood Associadon's resting and knowledge of wood-framed shear wall system design utilizing theforce transfer around openings(FTAO)methodology. Neither APA,nor its member manu/xrurers,moke orty worranry,expressed w implied,or assume any fegol fiobiliry w responsibility fw the arcurary,use, appfication of,and/or reference to opinions,findings,conclusions,or mcommentlohons included in this colculotor.Consult your focaljunsdittion or design professional to assure compliance with code,cautnrttion,and per ro—ance requirements.Because APA has no rontral over quality of wonmonship or the tontlidons under which engineeretl waod products are used,it ronnot occept responsibility of Produtr Perform—or designs as actually constructetl.02018 APA-THE ENGINEERED WOOD ASSOCIATION•AIL RIGHTS RESERVED-ANY COPYING,MODIFICATION,DISTRIBUTION,OR OTHER USE OP THIS PUBLIATION OTHER THAN AT EXPRESSLY AUTHORIZED BYAPA IS PROHIBITED BY THE U.S.COPYRIGHT LAWS. Project Information Code: 20151BC Date:11/13/2020 Designer: 1BG Client: COAST DEVELOPMENT Project: PLAN 1536 DUPLEX Wall Line: A.2 Shear Wall Deflection Calculation Variables Sheathing: Wood End Post Values: Nail Type:j 8d common ((penny weight) t! OSB Sheathing Material Species:IHF#2 7/16 Performance Category E:I 1.30E+06 (psi) Pier 1 Pier 2 APA Rated Sheathing Grade City Stud Size Nail Spacing: 4 j 4 (in.) Dimensions: 5 2x6 HD Capacity: 713 713 (Ibf) Gt Override A: 41.25 (in?) HD Deflection: 0.164 0.164 (in.) Ga Overide A Override: (in?) Four-Term Equation Deflection Check d aSVW#I±v+0..75)M404+fie (Equalfion°tom. ) Pier 1-L Pier 1-11 Pier 2-1. Pier 2-11 Sheathing: 7/16 7/16 7/16 7/16 Nail: 8d common 8d common 8d common 8d common vaA: 176 176 176 176 (plf) vat gth: 252 252 252 252 (plf) E: 1.30E+06 1.30E+06 1.30E+06 1.30E+06 (psi) h: 8.08 4.96 4.96 8.08 (ft) A: 41.25 41.25 41.25 41.25 (in?) Gt: 83,500 83,500 83,500 83,500 (Ibf/in.) Nail Spacing: 4 4 4 4 (in.) Vn: 84 84 84 84 (plf) e: 0.0024 0.0024 0.0024 0.0024 (in.) b: 3.25 3.25 3.25 3.25 (ft) HD Capacity: 713 713 713 713 (Ibf) HD Defl: 0.164 0.164 0.164 0.164 (in.) Check Total Deflection of Wall System Pier 1(left) Pier 1(right) Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4 Bending Shear Fastener HD-1 Bending Shear Fastener HD-2 0.006 0.024 0.015 1.166 0.001 0.015 0.009 0.439 Total Sum 1.211 Sum 0.464 Defl. Pier 2(left) Pier 2(right) 0.838 (in.) Term 1 Term 2 LTerm Term 4 Term 1 Term 2 Term 3 Term 4 0.0345 %drift Bending Shear HD-1 Bending Shear Fastener HD-2 1 0.015 0.439 0.006 0.024 0.015 1.166 Sum 0.464 Sum 1.211 APA Disclaimer The information contained herein is intended Ion use as a resource to aid in the shear wafl design based an APA-The Engineered Wood Association's resting and knowledge of wood-fromed shear woll system design utilizing theforce transfer around openings(FTAO)methodology. Neither APA,nor its member manu/arrurers,make arty warranty,expressedonimplied,or assume anyfegol liobiliryonresportsibiliryfon the arcurary,use, app/irotion of,and/or reference to opinions,findings,conclusions,or recom lotions included in this mfcu;ator.Consult your focaljunsdiction or design pmfessionol to nsurc campfianre with code,construction,and performance requirements.Bemuse APA has no controi over quality of wonmonship or the conditions under which engineered wood products are used,it connot accept responsibility of product Performance or designs as actually constructed 402018 APA-THE ENGINEERED WOOD ASSOCIATION•AIL RIGHTS RESERVED-ANY COPYMG,MODIFICATION,DISTRIBUTION,OR OTHER USE OF THIS PUMCATION OTHER THAN AT EXPRESSLY AUTHORIZED BYAPA IS PROHIBITED BY THE U.S.COPYRIGHT LAWS. Project Information Code: 20151BC Date:11/13/2020 Designer: 1BG Client: COAST DEVELOPMENT Project: PLAN 1536 DUPLEX Wall Line: A.2 Three-Term Equation Deflection Check SW A Pier 1-L Pier 1-11 Pier 2-L Pier 2-11 Sheathing: 7/16 7/16 7/16 7/16 Nail: 8d common 8d common 8d common 8d common Va:d: 176 176 176 176 (plf) V: Arch: 252 252 252 252 (plf) E: 1.30E+06 1.30E+06 1.30E+06 1.30E+06 (psi) h: 8.08 4.96 4.96 8.08 (ft) A: 41.25 41.25 41.25 41.25 (in 2) Ga: 22.0 22.0 22.0 22.0 (kips/in.) b: 3.25 3.25 3.25 3.25 (ft) HD Capacity: 713 713 713 713 (Ibf) HD Defl: 0.164 0.164 0.164 0.164 (in.) Check Total Deflection of Wall System Pier 1(left) Pier 1(right) Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 Bending Shear Fastener Bending Shear Fastener Total 0.006 0.093 1.166 0.001 0.057 0.439 Defl. Sum 1.264 Sum 0.497 0.881 (in.) Pier 2(left) Pier 2(right) 0.0363 %drift Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 Bending Shear Fastener Bending Shear Fastener 0.001 0.057 0.439 0.006 0.093 1.166 Sum 0.497 Sum 1.264 Comment:The 3-term equation is calibrated to be approximately equal to 4-term equation at 1.4*ASD capacity. APA Disclaimer The infoirranon contained herein is intended for use as a resource to aid in the shear wall design based an APA-The Engineered Wood Associanm's resting and knowledge of wood-framed shear wall system design utilizing theforce transfer around cpenings(FTAO)methodology. Neither APA,no,its member in—farturers,make any—ty,expressed or impiied,orassume any legal liability or resportsibitayfor the accuracy,use, appfication of,and/or reference to opinions,findings,conclusions,or mcommentlonons included in this colcWator.Consult your iocaljunsdiction or design professional to assure compliance with code,cautnlction,and perform-ce requirements.Bemuse APA has no rontrd over quality of wonmonship or the conditions under which engineered wood products are used,it conow accept responsibility of product Perforrit—or designs as actually constructed 402018 APA-THE ENGINEERED WOOD ASSOCIATION•AIL RIGHTS RESERVED-ANY COPYMG,MODIFICATION,DISTRIBUTION,OR OTHER USE OF THIS PUMCATION OTHER THAN AT EXPRESSLY AUTHORIZED BYAPA IS PROHIBITED BY THE U.S.COPYRIGHT LAWS. Shear wall Summary Sheeting Reqm'ts Shear Transfer Overturning Values Wind Seis Max Wind Seismic Wind Seismic 1 -2nd 37 22 1 i 1 52 22 2-2nd 3 -2nd 30 17 1 ; 1 42 17 4-2nd A-2nd 126 110 1 2 176 88 1121 B-2nd 152 104 1 2 213 104 C-2nd 72 68 1 1 101 50 D-2nd 1 - 1st 76 91 1 1 107 61 2- 1st 51 68 1 1 72 68 3 - 1st 126 103 1 2 176 103 1114 4- 1st 19 25 1 1 27 25 A- 1st 546 925 7 1 8 764 504 5195 2980 B- 1 st 139 119 1 2 195 119 1676 C- 1st 110 133 1 2 154 96 1532 D- 1st SW-1 SW-2 RSW Sheathing 260 350 925 (plf) Shear Flow 150 250 765 (plf) Shear Transfer Connectors - CD= 1.6, Hem-Fir Connector Z(lbs) 16d Nails (Common: 3.5"x0.162") 195.2 lbs 2015 NDS T11N[105] 15.6 1 9.4 3.1 0.0 0.0 0.0 16d Slant Nails (v<150plf) 160 lbs 2015 NDS T11N[105] 12.8 7.7 2.5 0.0 0.0 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 40.8 24.5 8.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 lbs Current Simpson Guide 33.2 1 19.9 6.5 0.0 0.0 0.0 Simpson LTP4 Clip(x 0.64 overtop 1/2" sheeting) 500 lbs Current Simpson Guide 40.0 1 24.0 7.8 0.0 0.0 0.0 1/2" Diameter Anchor Bolts(2x) 912 lbs 2015 NDS T11E[93] 73.0 1 43.8 14.3 0.0 0.0 0.0 5/8" Diameter Anchor Bolts(2x) 1328 lbs 2015 NDS T11E[93] 106.2 1 63.7 20.8 0.0 0.0 0.0 5/8" Diameter Anchor Bolts(3x) 1664 lbs 2015NDS ME[93] 133.1 79.9 26.1 0.0 0.0 0.0 Page6.1 HOLDOWN SCHEDULE Date:ILYU,,LMengineerindl Job#: 1268 SHEARWALL&HOLDOWN NOTES(U.N.O.) : MARK HOLDOWN/ FASTENERS TO FOUNDATION COMMENTS (1) Simpson or equal. Locate at end of shearwall u.n.o. Install STRAP*(1) (2)-STUDS MIN U.N.O. ANCHOR*(1)(4) per manufacturer recommendations for foundation minimum end (8)- 16d sinkers to each distance and embedment, deepen foundation as required. T-1 MSTC40 connected element N/A (2) Construct cripple wall same as shearwall (SW)above, and gable-end same as shearwall (SW)below. T-2 STHD14/14RJ (38)/(30)-16d N/A (3) Requires 3x or(2)2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8&0.131"x2'/2', 10d=0.148"x3", 12&0.148"x3'/4', 16d=0.162"x3'/2", 16d sinker=0.148"x3'/4". (6) Install 111's on all trusses/rafters,A35's at 24"o/c on gables& rim joist(or solid blkg)to top plate (sill plate at fdn)u.n.o.;When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong-Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/(2)-16d @ 6"o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7"into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12"or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. 9 All sheathina must be APA rated. SHEARWALL SCHEDULE Date: 11/30/2020 Job#: 1268 SHEATHING-APPLY TO SHEATHING EDGE NAILS*(5) ROOF TO TOP PLATE, MARK BASE PLATE SILL PLATE ANCHORS w/ *(2) 2x HF STUDS @ 16"o/c ALL EDGES BLOCKED NAILS*(5) FLOOR TO TOP PLATE 3"x 3"x 1/4"WASHERS *(8) U.N.O.BELOW*(9) (do not penetrate past flush) &SILL PLATE*(6) SW-1 7/16"OSB 8d @ 6"o/c(12"o/c field) 16d @ 12 "o/c HI A35 or 24 24 "o/c 5/8"Ox10"AB's @ 60 "o/c SW-2 7/16"OSB 8d @ 4"o/c(12"o/c field) 16d @ 8 "o/c A35 @ 24 "o/c 5/8"Ox10"AB's @ 60 "o/c RSW 5/8"PLY*(7) DF#2 10d @ 2"o/c staggered (12" SEE DETAIL 1/X FRAMING o/c field) UPSTATE :engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280-4715 F. (206) 834-6261 SERVICES@UPST8.COM General Structural Notes — Unless Noted Otherwise GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE f'c=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x—AND GREATER): DF-L#2 JOISTS/STUDS (2x_): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO'WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD (32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C, AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA: NOMINAL WIND SPEED —85 MPH RISK CATEGORY II ULTIMATE WIND SPEED— 110 MPH IMPORTANCE, I = 1.0 WIND EXPOSURE, B KzT= 1.00 SEISIMIC DESIGN CRITERIA: EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE, le= 1.0 Ss= 1.058 SITE CLASS, D S1 =0.411 SEISMIC DESIGN CAT., D SDs= 0.76 SEIS. FORCE RES. SYS, A.15. SDI =0.44 DESIGN BASE SHEAR= 10742 Ibs Cs= 0.13 RISK CATEGORY 11 R=6.5 2'•0" MIN. 2x TOP PLATE WIDTH NAIL SHTG TO HEADER @ 3" OC EW f (2) 3x STUDS UNO HEADER PER PLAN NAIL SHTG TO EXTEND OVER EACH STUD X SHEARWALL APA RATED SHTG 10d @ 3" OC PER SW SCHED ALL PLATES o� HEADERS & STUDS 10 HOLDOWN (2) 3x PLATES PER PLAN NAIL SHIG l TO EACH PLATE 1VT (2) 5/8"0 A.B. 8" CONC STEM WALL EMBED 7" MIN (2) #4 VERT EA FACE CONC SLAB #3 TIES @ 8" O.C. CONT FTG W/ (2) #4 TOP & BOT 1 ' - 6 ' MIN , 1 RAISED SHEAR WALL (RSW) NTS SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING BOUNDARY NAILING PER STRUCTURAL NOTES ROOF SHEATHING PER STRUCTURAL NOTES ROOF FRAMING PER PLAN 2X LEDGER(OR RF TRUSS)W/ (2) 16d TO EA STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEAR WALL PER PLAN SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING TIGHT-FIT SOLID BLOCKING BOUNDARY NAILING PER BOUNDARY NAILING PER STRUCTURAL NOTES STRUCTURAL NOTES ROOF SHEATHING PER ROOF SHEATHING PER STRUCTURAL NOTES STRUCTURAL NOTES TRUSS (MONO) PER PLAN 2X CONT SOLID BLOCKING ROOF FRAMING PER PLAN W/(2) 16d TO EA STUD 2X LEDGER W/ (2) 16d TO EA STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL ('2' SHEAR TRANSFER X SW TO SW THRU LOW ROOF NTS BOUNDARY NAILING PER PLAN RF SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN A35 PER SW SCHED 16d PER SW SCHED TOP PLATE CONN BASE PLATE NAILING t i 16d PER SW SCHED BASE PLATE NAILING 2x AS REQ'D SHEAR WALL (2X12 MAX) PER PLAN 3 ROOF TRUSS PARALLEL X TO SHEAR WALL NTS NAIL SHEATHING TO BLOCKS PER SW SCHEDULE EDGE NAILING SW PER PLAN EDGE NAILING PER SW SCHEDULE TYPICAL ❑PENING LSTA21 W/ BLOCKING AS REQUIRED (4 TYP.) 4 FORCE TRANSFER X AROUND OPENINGS NTS FLOOR SHEATHING W/ EDGE NAILING TO COLLECTOR BEAM PER STRUCTURAL NOTES COLLECTOR BEAM HUNG PER PLAN PERP BEAM (BM 10) SHEAR WALL � 'BELOW PER PLAN MST48 STRAP FROM UNDERSIDE OF COLLECTOR BEAM TO DBL TOP PLATE - CTR AT END OF SW 5 ROOF TRUSS PERPENDICULAR X TO SHEAR WALL NTS O 40 O 00 O O 4 TZ TZ \Z TZ O0 0 l I I o 0 ®o N o® O® 2 2 ®O N ED4E NArLrtOr TO 6EAM FROM FLK DrAFHKAc7M ABOVE T Z Ti 2 N ' ' II /TZ TZ N X OO \NH . S�-Z \NH TZ yp UP Trl�NT prT25L9 V1 N 6LOGKrN[r y(/ED4E NAS�N/T FROM FLK DTAFkfKA4-m P-sw[ABOVE i N O T Z tzsy t�Z x Z T 2 Est T T Z 1Zs� T Z T Z sy� T Z O O O 00 O O O G O O � [El x 2 x O sty-2 X s�-2 sV4-7- Xt N. I CITY OF ARLINGTON • 18204 59th Avenue NE,Arlington,WA 98223 / INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#:3617 705 E.5TH ST PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#:31050200400800 Valuation:210317.91 OWNER APPLICANT CONTRACTOR MAISCH KELSI&STEVEN GBI Group,LLC Coast Construction Group 705 E 5TH ST 328 N Olympic Ave 328 N Olympic Ave ARLINGTON,WA 98223 Arlington,WA 98223 Arlington,WA 98223 425-923-0277 360-474-0600 LIC:COASTCG865CG EXP:02/18/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Duplex CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. a' _a db ova / a� a� as 1/27/21 Signature Print Name Date Released By Date CONDITIONS APPROVAL FOR CONS i AUCTION OF UTILITIES ONLY.Drainage shall adhere to SD-140.Call for inspections. THIS PERMIT AUTHORIZES ONLY I'HE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 01/26/2021 Building Permit Fee $2,425.51 01126/2021 Park-Community SF $1,662.00 01/26/2021 Park-Mini SF $484.00 01/26/2021 Traffic Mitigation-City $3,355.00 01/26/2021 Fireplace/Insert/Wood stove $15.00 01/2612021 Forced Air Heat $15.00 01/26/2021 Gas Piping/Units $15.00 01/26/2021 Mechanical Base $25.00 01/26/2021 Processing/Technology Fee $25.00 01/26/2021 Bath/Shower or Shower Only $30.00 01/26/2021 Clothes Washer $15.00 01/26/2021 Hose Bib/Roof Drains $30.00 01/26/2021 Lavatory $45.00 01/26/2021 Plumbing Base $25.00 01/26/2021 Plumbing Misc. $15.00 01/26/2021 Sinks/Toilets/Urinals/Disposal $60.00 01/26/2021 Water Heater $25.00 01126/2021 State Building Code Surcharge Fee $6.50 01126/2021 Building Plan Review Fee $1,576.58 Total Due: $9,849.59 Total Payment: $0.00 Balance Due: $9,849.59 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#: 3617 705 E. 5TH ST PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#: 31050200400800 Valuation:210317.91 OWNER APPLICANT CONTRACTOR MAISCH KELSI&STEVEN GBI Group,LLC Coast Construction Group 705 E 5TH ST 328 N Olympic Ave 328 N Olympic Ave ARLINGTON,WA 98223 Arlington,WA 98223 Arlington,WA 98223 425-923-0277 360-474-0600 LIC:COASTCG865CG EXP:02/18/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Duplex CODE YEAR: 2015 STORIES: 1 CONST. TYPE: VB DWELLING UNITS: OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order, state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRCI 10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. ignature Print Name Date Released By D e CONDITIONS Adhere to red-lines.P. :)ved plans and permit shall be onsite for insp ans. Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 02/03/2021 Building Permit Fee $2,425.51 02/03/2021 Park-Community SF $1,662.00 02/03/2021 Park-Mini SF $484.00 02/03/2021 Traffic Mitigation-City $3,355.00 02/03/2021 Fireplace/I n se rt/Wood stove $15.00 02/03/2021 Forced Air Heat $15.00 02/03/2021 Gas Piping/Units $15.00 02/03/2021 Mechanical Base $25.00 02/03/2021 Processing/Technology Fee $25.00 02/03/2021 Bath/Shower or Shower Only $30.00 02/03/2021 Clothes Washer $15.00 02/03/2021 Hose Bib/Roof Drains $30.00 02/03/2021 Lavatory $45.00 02/03/2021 Plumbing Base $25.00 02/03/2021 Plumbing Misc. $15.00 02/03/2021 Sinks/Toilets/Urinals/Disposal $60.00 02/03/2021 Water Heater $25.00 02/03/2021 State Building Code Surcharge Fee $6.50 02/03/2021 Building Plan Review Fee $1,576.58 Total Due: $9,849.59 Total Payment: $0.00 Balance Due: $9,849.59 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#:3617 705 E.5TH ST PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#: 31050200400800 Valuation:210317.91 OWNER APPLICANT CONTRACTOR MAISCH KELSI& STEVEN GBI Group,LLC Coast Construction Group 705 E 5TH ST 328 N Olympic Ave 328 N Olympic Ave ARLINGTON,WA 98223 Arlington,WA 98223 Arlington,WA 98223 425-923-0277 360-474-0600 LIC:COASTCG865CG EXP:02/18/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Duplex CODE YEAR: 2015 STORIES: 1 CONST. TYPE: VB DWELLING UNITS: OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order, state or federal law,or any order,proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. —Signature Print Name Date Released By I� c CONDITIONS Adhere to red-lines.,' roved plans and permit shall be onsite for insl ons. Call for inspections. THIS PERMIT AUTHORIZES OIL_.i(THE WORK NOTED.THIS PERMIT COVh&S WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 02/03/2021 Building Permit Fee $2,425.51 02/03/2021 Park-Community SF $1,662.00 02/03/2021 Park-Mini SF $484.00 02/03/2021 Traffic Mitigation-City $3,355.00 02/03/2021 Fireplace/lnsert/Woodstove $15.00 02/03/2021 Forced Air Heat $15.00 02/03/2021 Gas Piping/Units $15.00 02/03/2021 Mechanical Base $25.00 02/03/2021 Processing/Technology Fee $25.00 02/03/2021 Bath/Shower or Shower Only $30.00 02/03/2021 Clothes Washer $15.00 02/03/2021 Hose Bib/Roof Drains $30.00 02/03/2021 Lavatory $45.00 02/03/2021 Plumbing Base $25.00 02/03/2021 Plumbing Misc. $15.00 02/03/2021 Sinks/Toilets/Urinals/Disposal $60.00 02/03/2021 Water Heater $25.00 02/03/2021 State Building Code Surcharge Fee $6.50 02/03/2021 Building Plan Review Fee $1,576.58 Total Due: $9,849.59 Total Payment: $0.00 Balance Due: $9,849.59 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon 70 r D O ao o 0 r o Q D z z - 0 o aLP m Oz Y 0 m x O O � � r c p Z 0 U) m —i 1.% + z co O D Z i 1 > m Q) O D C o W Ln O Permit#: 3617 Permit Date: 12/17/20 Project Name: 5th Street Duplex, Unit B Company/Applicant Name: GBI Group, LLC Company/Applicant Address: 328 N Olympic Ave City, State, Zip: Arlington, WA 98223 Contact: Trevor Gaskin Phone: 425-923-0277 Email: trevor@coast-group.com Permit Type: Duplex Valuation: 210317.91 Square Feet: 1536 Number of Stories: 2 Type of Construction: VB Occupancy Type: R-3; Residential Scope of Work: New Duplex MIC/Opportunity Zone: Permit Issued: Permit Expires: 06/15/2021 DNU: Status: IN PROCESS Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning MAISCH KELSI& 120 SINGLE 31050200400800 705 E.5TH ST STEVEN FAMILY RESIDENCE Contractors Contractor Primary Contact Phone Address Contractor Type License License# Coast Construction Trevor Gaskin 360-474-0600 328 N Olympic CONTRACTOR Labor& COASTCG865CG Group Ave Industries Plan Reviews Date Review Type Description Assigned To Review Status 12/17/2020 Residential Dwelling Josh Grandlienard In Review 12/17/2020 Residential Dwelling Building In Review .- I I I l � Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $2,425.51 Park-Community SF Single Family $1,662.00 Park-Mini SF Single Family $484.00 Traffic Mitigation-City Single Family $3,355.00 Fireplace/Insert/Woodstove $15.00 Forced Air Heat fee per Btu $15.00 Gas Piping/Units fee per units $15.00 Mechanical Base Permit Fee $25.00 Processing/Technology Fee $25.00 Bath/Shower or Shower Only $30.00 Clothes Washer $15.00 Hose Bib/Roof Drains $30.00 Lavatory Toilet&Sink Only $45.00 Plumbing Base Permit Fee $25.00 Plumbing Misc. Not otherwise specified 1 dishwasher $15.00 Sinks/Toilets/Urinals/Disposal Sinks-Kitchen,Bar,Service,Bath, 1 sink 3 water closets $60.00 Handwash Water Heater Tank or Tankless $25.00 State Building Code Surcharge Fee Residential- 1 st Unit $6.50 Building Plan Review Fee Table 4-2 $1,576.58 Total $9,849.59 Notes Date Note Created By: 12/17/2020 Need final plat approval prior to issuance. Kristin Foster 12/17/2020 Need zoning verification approval prior to issuance. Kristin Foster 12/17/2020 Need school impact receipt prior to issuance. Kristin Foster Uploaded Files Date File Name 12/17/2020 7863977-3617 Ap !i i pdf i I I RESIDENTIAL PERMIT APPLICATION Y Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 - Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. 7XX 5th St Unit B Arlington WA 98223 Project Address: Plat: ❑ Single-family [71 Duplex f�; Townhouse ❑ Addition Accessory structure Proposed Area: 111 Floor: 680 2"d Floor: 856 Garage: 417 Total SF: 1536 Describe Proposal (include cross street): Duplex units at corner of 5th St and Gifford Ave 1 Valuation: 50,000.00 Owner: GBI Group, LLC Address: 328 N Olympic Ave City: State: Zip Code:Arlington WA 98223 . Phone: 425-923-0277 Email: trevor@ coast-group.com Applicant:GBI Group, LLC Address: 328 N Olympic Ave City: Arlington State: WA Zip Code:98223 Phone: Email:_ . _ 425-923-0277 trevor@coast-group.com Contractor: Coast Construction Group Address: _ 328 N Olympic Ave City:Arlington State:WA Zip Code:98223 _ Phone: 425-923-0277 Email:trevor@ coast-group.com Trevor Gaskin COASTCG865CG 2/18/2022 Contact Person: License Number: Expiration: Received 6116LP Page 1 of 3 I i RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out H plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x 2 [Ej Sink (1.5) x 1 (]� Shower(2.0) x 4 Lavatory (1.0) x 3 f Clothes Washer (4.0) x 1 C4j Water Closet(2.5) x 3 FJ Dishwasher (1.5) x 1 (A. Water Heater x 1 Hose Bibb (2.5) x 2 Water Heater Model # I� Other (list) x NPE210S - tankless 95% efficient water heater Plumbing Section Continued Proposed Water Piping Size: 1/2", 3/4", and 1" Proposed DWV Material: ABS Proposed Piping Material: Pex/copper Proposed DWV Size: 4", 3", 2", 1-1/2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 I I I RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# S9X213060 AFUE 95% Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood Commercial Cooking Appliance 0 Hydronic Piping ❑ Boiler ). Solid-Fuel Appliance ❑ PV System Fireplace Insert n. Outdoor BBO Storage Tank ❑ Freestanding Stove Q Gas Piping Other Gas Piping Information Not Applicable: Fj black pipe 275,000 BTU Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: 12/3/2020 Print Applicants Name: Trevor Gaskin 6M 6LP Page 3 of 3 �r • 1 UPSTATE ' engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280-4715 F. (206) 834-6261 SERVICES@UPST8.COM STRUCTURAL CALCULATIONS Client: COAST CONSTRUCTION GROUP Project Name: 1536 DUPLEX Scope of Work: LATERAL DESIGN OF A(2)-STORY MULTI FAMILY RESII Upstate Job#: 1268 Date: 11/30/2020 Location: ARLINGTON, WA NOT VALID WITHOUT A WET SIGNATURE M, 2 7 Q 44226 p RFC I s-f ONAL ECG 11i3DiZOZD E)(PffS 3-01- 1; JOB # 1268 Received Andrew M. Gahan, PE DEC a 3 2020 OFFICE COPY I G' � � � F� � 11/10/2020 48*1 O'17.9"N 122"07'13.4"W-Google Ma, Go gle Maps 48010'17.9"N 122°07'13.4"W u rny.+;t+sa I 9/g11 VA1,Yam-0.rr1 \ �A f(I_ rMNlt 1W/rllt rgrrM>• f �J t Google4%a https://www.google.com/maps/place/48"10'17.9"N+122°07'13.4"W/@48.1716498,-122.1214893,18z/data=13m114b114m1411 m713m611 sOx54854fb612... 1/1 r 11110/2020 ATC Hazards by Location +,,TC Hazards by Location Search Information U Coordinates: 48.171648,-122.120395 Olympic Elevation: 380 ft National Park Dil City Timestamp: 2020-11-10T22:52:25.347Z Hazard Type: Seismic lQ4 Reference IBC-2015 Document: ,,rater Risk Category: II Map data©2020 Google 9 Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0 0.20 .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 1.058 MCER ground motion(period=0.2s) S1 0.411 MCER ground motion(period=1.Os) SMS 1.139 Site-modified spectral acceleration value SMt 0.653 Site-modified spectral acceleration value SDg 0.76 Numeric seismic design value at 0.2s SA Sol 0.436 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.077 Site amplification factor at 0.2s F 1.589 Site amplification factor at 1.Os CRg 0.981 Coefficient of risk(0.2s) https:Hhazards.atcouncii.org/#/seismic?lat=48.171648&ing=-122.120395&address= 1/2 .�. ��; � Y Y 1 11110/2020 ATC Hazards by Location CRI 0.948 Coefficient of risk(1.0s) PGA 0.425 MCEG peak ground acceleration FPGA 1.075 Site amplification factor at PGA PGAM 0.457 Site modified peak ground acceleration TL 6 Long-period transition period(s) SsRT 1.058 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.079 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.411 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.434 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.6 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https:Hhazards.atcouncil.org/#/seismic?lat=48.171648&ing=-122.120395&address= 2/2 I I Lateral Analysis IBC2015 UPSTATE JOB#: 1268 Description: 1536 DUPLEX Engineer: amg Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [353� Roof Walls Floors Snow Partitions Live Load (pso 25 40 25 Dead Load (psf) 15 10 10 10 1603.1.4 Wind Design Criteria 3[ 54L 1. Nominal/Ultimate Wind Speed Vasd/V„it 85/110 mph F 1609 3(3)[372J 2. Risk Category II 1.00 ASCE7 T 6-1[77J 3. Wind Exposure Category "B" 1609.4[373J 4. Internal Pressure Coefficient +/-55 A SCE 7F26.11-1[258J 5. Components and Cladding design pressure +/- 16 psf A SCE 7 30.2.2[316J 1603.1.5 Earthquake Design Data [3541 1. Seismic Importance Factor le 1.00 A SCE 7T 1.5-2[51 2. Short Period Acceleration SS 1.058 USGS Seismic Design Map Online 2. 1-Second Accelleration Si 0.411 USGS Seismic Design Map Online 3. Site Class D ASCE7T20.3-1[204J 4. Spectral response coefficient SDS 0.76 EQ 16-39[387] 4. Spectral response coefficient Soi 0.44 EQ 1640[387J 5. Seismic Design Category D T1613.35(1)and(2)[398J 6. Seis. Force Resisting System A.15. ASCE7T 122-1[731 7. Design Base Shear 10742 Ibs 8. Seismic Response Coefficient CS 0.12 A SCE 7EQ 12.8-2[89] 9. Response Modification Factor R 6.5 ASCE7T 122-1[73J 10. Analysis Procedure Equivalent Lateral Force ASCE7T 12.6-1[88] 11. Risk Category II A SCE 7 T 11.6-2[69J Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 Wind Design (MWFRS - Simplified Envelope Procedure)IBC2015 Part 2 Wind Load Method ASCE 7 28.1.1 (2)[2971 NominaWltimate Wind Speed 85/ 110 mph 1609.3[373],F]609.3(3)[372] Wind Exposure Category B 1609.4[373] Height&Exposure Adjustment I= 1.00 ASCE 7 F 28.6-1[304] Topographic Factor Kzt= 1.00 ASCE 7 F 26.8-1[252] Wind Pressures ASCE 7 28.6.3[3021 N=1 Kt ps30 ASCE 7 EQ 28.6-1[306] Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.6.4[306] zones A and C equal+16 psf,B&D equal+8 psf,while zones E,F,G,&H all equal zero. Roof Pitch 5 :12 or 22.62 degrees Ridge Elevation 24.5 ft Eave Height 18 ft Mean Roof Height,h 21.25 ft ASCE 7 26.2[243] Zone Pressures,(Mfps3o)ASCE 7 F28.6-1 0041 110 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F I G I H EOHt 1 24.10 13.90 17.40 4.00 -10.70 -14.60 -7.70 -11.70 -19.902 0.00 0.00 0.00 0.00 -4.10 -7.90 -1.10 -5.10 0.00 Horizontal Zones Areas & Forces,Fx.ISCE 7 F28.6-1[3031 End zone distance,2a,where"a"equals the smaller of 10 percent of least horizontal dimension Q.h.d.)or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F x- (P sx'X) x = A Diaphragm (x=21 Front to Rear Side to Side I.h.d.(ft)= 24.5 A B C D A B C D a(ft)= 3 Areas 90 38 280 188 90 51 183 155 2a(ft)= 6 Forces F.= 8321 Fxmin= 5960 F,,= 6682 F-i.= 4790 Diaphragm N=1) Front to Rear Side to Side Lh.d.(ft)= 10.5 A B C D A B C D a(ft)= 3 Areas 32 14 372 14 78 2 130 38 2a(ft)= 6 Forces F.= 7495 Fxmin= 4320 FX= 4322 F.,,,;"= 2480 Version 7.0 Pg 1.1 r, I Seismic Desien IBC 2015 Site Clasification.Criteria Selection & Minimum Design 1 •ttertl force Risk Category II ASCE 7 T 6-1[771 Seismic Importance Factor IE 1.00 ASCE 7 T 1.5-2[5] Seismic Design Category D T1613.3.5(1)and(2)[398] Site Class D ASCE 7 T 20.3-1[204] Short Period Acceleration Ss 1.058 F1613.3.1(1)[388-9] 1-Second Acceleration S, 0.411 USGS Seismic Design Maps Online Seis.Force Resisting System A.15. ASCE 7 T 12.2-1[73] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[73] Design Spectral Response Acceleration Parameters Site Coeffiecient,Fa 1.0 T1613.3.3(1)[387] Site Coeffiecient,Fv 1.6 T1613.3.3(2)[387] Substitute equations 16-37& 16-38 into 16-39& 16-40 respectively, 2 EQ 16-39[387] S ps=3'F a'S s SDs= 0.76 _ 2 S p 1 —3. F V•S 1 SD1= 0.44 EQ 16-40[387] Simplified analysis.Seismic base shear ASCE 7 12 14 8 f1081 V=(F SDs/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11[108] Vertical Distribution,Forces at each level ASCE 7 12 14 8[1081 FX=(wX/W)V FX= 0.129 x wY ASCE 7 EQ 12.14-12[109] Effective seismic w ei ll S Forces I A at Level x roof area(ft) floor area(ff) story height(ft) wall length(ft) Diaphragm(x=2) 2174 0 8.1 273 wX Fx= 5616 weight(Ibs) 32610 0 11057 43667 roof area(ft2) floor area(W) story height(ft) wall length(ft) Diaphragm(x=1) 795 1803 9 117 wX FX= 5952 weight(Ibs) 11925 18030 5265 46277 Version 7.0 Pg 2.1 i a Allowable Stress Design Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. 2301.2[473] Structures using wood shear walls and diaphragms to resist 2305.1[488] wind,seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305-2306. Design Per Alternative Basic Load Combinations 1605 3 2 13591 For worse case effect with wind load,L&S shall be zero. 1605.1[357] Equations 16-18, 16-19and 16-20 become, D + cow 0.6 Where co equals 1.3,W equals Fx of the respective diaphragm,and 1605.3.2[359] D shall be multiplied by two-thirds. For worse case effect with seismic load,L&S shall be zero. 1605.1[357] Equation 16-22 controls, 0.9 D + E/1.4 substitute ASCE 7 EQ 12.14-5 for E 1 ASCE 7 12.14.3.1.3(7),EQ 12.14-5 [104] (PQE - 0.2SDSD) 0.9 D + 1.4 simplify&arrange variables EQ 16-22 (0.9 -0.14 SDS) D + P QE 1.4 Where QE equals F,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction,diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Diaphragm Force(lbs Force lbs) x=2 6491 5212 x=1 5846 3371 Seismic Design Loads,(p/1.4)Fr p= 1.3 ASCE 7 12.3.4[83] Diaphragm Force Ibs) x=2 5215 x=1 5527 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood -cont Sum the moments about the base of a shearwall,overturning shall resist, (v•w)•h - 3 (D-2W + P-W) for wind (v•w)-h - (0.9 -0.14 S DS) (D•2 + P•w) for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h =height of shearwall D =resisting dead load centered over shearwall P =resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D (V x M) h SUM MOME1s W--j Version 7.0 Pg 3.2 Wall Line Level .111 Segment Tributary loads Wind Seismic �� (x) ��� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+l) Seis max 1 2 F-R Wind Seis VD(X+])[Ibs] 25% 13% VD(x)[Ibs] 1622.63 677.954 VT(x)[lbs] 1622.63 677.954 31.50 8.1 -657 -1077 L 31.50 31.50 n 52 22 2015 SDPWS SEISMICMAX TMAX(x)[Ibs] 2 2 F-R Wind Seis VD(x+1)[lbs] VD(x)[Ibs] VT(x)[lbs] L n 'OiE SDPWS SEISMIC MAX TMAX(x)[lbs] 3 2 F-R Wind Seis VD(x+1)[Ibs] % 25% 13% VD(x)[Ibs] 1622.63 677.954 VT(x)[lbs] 1622.63 677.954 39.00 8.1 -941 -1347 L 39.00 39.00 n 42 17 2015 SDPWS SEISMIC MAX TMAX(x)[lbs] 4 2 F-R Wind Seis VD(X+1)[lbs] % VD(x)[Ibs] VT(x)[Ibs] L n 201S SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Pg 4.1 n� a t, Segment Tributary loads Wind Seismic Wall Line Level oG,��o (X) Q`S Width Height wr wra wf wfa T(x) T(x+]) T(x) T(x+l) Seis max 1 1 F-R Wind Seis VD(x+l)[Ibs] 1622.63 677.954 % 11% 1 11% VD(x)[lbs] 643.037 607.941 VT(x)[Ibs] 2265.67 1285.89 10.50 9 372 -140 L 21.25 21.25 7.75 9 455 -43 n 107 61 3.00 9 2 4 387 -122 91 2015 SDPWS SEISMIC MAX 91 TMAX(x)[Ibs] 455 j I 2 1 1 1 F-R Wind Seis VD(x+l)[Ibs] % 20% 1 20% VD(x)[Ibs] 1169.16 1105.35 16.25 9 -114 -274 VT(x)[Ibs] 1169.16 1105.35 L 16.25 16.25 n 72 68 21116 SDPWS SEISMIC MAX TMAX(x)[Ibs] 3 1 F-R Wind Seis VD(x+1)[Ibs] 1622.63 677.954 % 13% 13% VD(x)[Ibs] 759.952 718.476 VT(x)[Ibs] 2382.59 1396.43 6.75 9 1114 378 L 13.50 13.50 6.75 9 1114 378 n 176 103 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] 1114 378 4 1 F-R Wind Seis VD(x+l)[lbs] % 9% 9% VD(x)pbs] 526.121 497.406 VT(x)[Ibs] 526.121 497.406 9.58 9 -318 -424 L 19.58 19.58 10.00 9 -331 -438 n 27 25 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Pg 4.2 i Wall Line Level .0 Segment Tributary loads Wind Seismic �� (x) ��t Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+l) Seis max A 2 S-S Wind Seis VD(x+l)[lbs] % 22% 11% VD(x)[lbs] 1146.65 573.653 VT(x)[Ibs] 1146.65 573.653 3.25 8.1 1 221 356 110 L 6.50 6.50 3.25 8.1 1121 356 110 n 176 88 SEE FOLLOWING FORCE TRANSFER CALCULATION SHEETS 2015 SDPWS SEISMIC MAX 110 n= 199 PLF TMAX(x)[Ibs] 1121 356 B 2 S-S Wind Seis VD(X+1)[Ibs] % 51% 25% VD(x)[Ibs] 2658.14 1303.76 VT(x)[Ibs] 2658.14 1303.76 12.50 8.1 2 5 834 -189 L 12.50 12.50 n 213 104 2015 SDPWS SEISMIC MAX TMAX(x)[lbs] 834 C 2 S-S Wind Seis VD(x+l)[lbs] % 28% 14% VD(x)[lbs] 1459.37 730.104 VT(x)[Ibs] 1459.37 730.104 3.00 8.1 514 57 68 L 14.50 14.50 6.92 8.1 408 -67 n 101 50 4.58 8.1 471 7 2u15SDPWS SEISMIC MAX 68 TMAX(x)[Ibs] 514 57 D 2 S-S Wind Seis VD(x+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Page5.1 .: I I I ;, Segment Tributary loads Wind Seismic Wall Line Level G, o (x) � Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+l) Seis max A 1 S-S Wind Seis VD(x+1)[lbs] 1146.65 573.653 % 34% 1 17% VD(x)[Ibs] 1146.09 939.545 VT(x)[lbs] 2292.74 1513.2 L 3.00 3.00 1.50 5.5 5195 1121 2980 356 925 n 764 504 1.50 5.5 5195 1121 2980 356 925 2015 SDPWS SEISMIC MAX 925 TMAX(x)[lbs] 5195 2980 B 1 1 1 S-S Wind Seis VD(x+l)[lbs] 2658.14 1303.76 % 44% 1 22% VD(x)[Ibs] 1483.17 1215.88 VT(x)[Ibs] 4141.31 2519.64 21.25 9 1676 834 5 L 21.25 21.25 n 195 119 2uI5 SDPWS SEISMIC MAX TMAX(x)[Ibs] 1676 5 C 1 S-S Wind Seis VD(x+1)[lbs] 1459.37 730.104 23% 1 12% VD(x)[Ibs] 775.295 663.208 VT(x)[lbs] 2234.67 1393.31 3.25 9 1532 514 492 57 133 L 14.50 14.50 4.00 9 1509 514 466 57 108 n 154 96 7.25 9 1411 514 352 57 111 ISSDPWS SEISMICMAX 133 TMAX(x)[Ibs] 1532 492 F1 D 1 S-S Wind Seis VD(x+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Page5.2 ,: 1 • 1 Force • - • Openings Calculator AJDA ProjeU Infomntlon Code: 20151BC Date:11/13/2020 Designer: 1BG Client: COAST DEVELOPMENT Project: PLAN 1S36 DUPLEX Wall Line: A.2 tuna tolln) uUq tz 2 2 q B F 4 slk) Shear Wall Calculation Variables V 1147Ibf Opening 1 Ad].Factor Method a 2bs/h Ll 3.25 It hall 0.46ftl Wall Pier Aspect Ratio I Adi.Factor L21 3.25 ftj hot 4.50 ft P1-ho1/L1= 1.38 N/A hw,r 8.08 it hbl. 3.13 P2=ho2/L2= 1.38 N/A L... 13.00 ft Lol 6.50 ff 1.Hold-down forces:H=Vhw,g/Lw,g 713 Ibf 6.Unit shear beside opaalag V1=(V/L)(Ll+T1)/L1= 176 Pff 2.Unit shear above♦below opening V2=(V/L)(T2+L2)/L2= 176 pIf First opening:vat=vbl=H/(hal+hbl)= 199 plf Check Vl'LI+V2•L2=V7 1147 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)= 1294 lbf R1=V1*L1= 5741bf R2=V2'1.2= 5741bf 4.Corner forces F3=01(Ll)/(L3+L2)= 64716f 8.Difference corner force+resistance F2=Ol(L2)/(Ll+L2)= 6471bf 11141= -7316f R2-F2= -731bf S.Tributary length of openings TS=(Ll'Lol)/(Ll+L2)= 3.25 ft 9.Unit shear in corner zones T2=(L2`Lol)/(L1+L2)= 3.25 it vc1=(RI-Fl)/L1= -23 pIf vc2=(R2-F2)/L2= -23 pIf vli61 s HIM) check Sam of Shl7R Vahsea for One Opening Una 1:vc1(ha1+hb2)+V1(ho1)aHi -81 794 7131bf Une 2:val(hal+hbl)-vc1(hal+hbl)-V1(hol)=07 713 -81 794 0 Une 3:vc2(ha1+hb1)+V2jho1)=H7 -81 794 7131bf Design Summary Req.Sheathing Capacity 199 pIf 4-Term Deffectionj 0.838 in. 3-Term Deflec tionj 0.881 n Req.Strap Force 647 Ibf 4-Term Story Drift%1 0.035% 3-Term Story Drift%1 0,036% Req,HD Force(H) 713 Ibf see Page 2 see Page 3 Req.Shear Wall Anchorage Force(v,,,,,) 88 pIf APA Disclaimer The tafarmadon romained herein is ineerrded far use as a rcsourre to old in the shear wall design Eased an APA—The ErWneemd Wood Assxiauon's resting and Anawledge of wood-framed shear wall system design xtlidng ele/xre bomJn wound op<mags(T1A01 methaaWotry Neith-APA,noritsmemhermonrfonwers,make any warmnM expressed ximplied,orassume any legal NabiliryormsponsingiYf the xcurary;use, appllrodon of,and/x reJererxe roopfMom,findings,mnrluslans,xrecommeMatbns ixluded in this rnlcWotor.CbnsWt yoarlorollo65dirdon ordesfgn pmfessiowI ro assure rompaaxe wlrh rode,construrrlory and performance regUlremenm BEMUSE APA has an control over quaflry of War anshtp or the randidam Under which engineered wood prodwo are wed,it rarn0r a:Cfar aw cI t—,prlJafrsm:ff x designs as arruully mnsbxred.02018 APA—THE ENGWEERED WOOD ASSOCTAHOH-All RIGHTS RESERVED-ANY COPYING,MODBIDLTLON,DISTRIBUTION,OR OTHER USE OF THIS PUBLICATrON OTHER THAN AS EXPRESSLY AUTHORIZED BYAPA IS PROHIBITED or THE U.S.COPYRIGHT LAWS. _ ;, I I Project Information Code: 20151BC Date:11/13/2020 Designer: JBG Client: COAST DEVELOPMENT Project: PLAN 1536 DUPLEX Wall Line: A.2 — Shear Wall Deflection Calculation Variables Shealhing� - Wood End Post Values: Nail Type: Ild co_m_mon (pennyweight) OSB Sheathing Material Species HFN2 7/16 Performance Category E- 1.30E+06 (psi) Pier Pier MA Rated Sheath_ing_.Grade City Stud Sue Nail Spacing: 4 Dimensions: S 2x6 HD Capacity: 713 713 (WQ Gt Override A: 41.25 (in.r) HD Deflection: 0.164 Ga Overide A Override: (in.') Four-Term Equation Deflection Check Pier 1-L Pier 1-R Pier 2-L Pier 2-11 Sheathing: 7/16 7/16 7/16 7/16 Nall: 8d common 8d common Ed common 8d common V.rd 176 176 176 176 (pll) V..."h: 252 252 252 252 (plf) E: 1,30E+06 130E+06 1,30E+06 1.30E+06 (psi) h: 8.08 4.96 4.96 8.08 (ft) A: 41.25 41,25 4L25 41.25 (in,') Gt; 83,500 83,500 83,500 83,500 (Ib1/10 Nail Spacing: 4 4 4 4 (in.) Vn: 84 84 84 84 (plf) e: 0.0024 0.0024 0.0024 0.0024 (In.) b: 3.25 3.25 3.25 3.25 (h) HD Capacity: 713 713 713 713 (Ibf) HD Defl:I 0.164 0,164 1 0.164 0.164 (In.) Check Total Deflection of Wall System Pier 1 left Pier 1(r t) Term 1 Term 2 Term 3 Term 4 Term 1 Term 2 Term 3 Term 4 Bending Shear Fastener HD-1 Bending Shear Fastener HD-2 0.006 0.024 0.015 1.166 0.001 0.015 0.009 0.439 Total Sum 1,211 Sum 0.464 Defl. Pier 2 left Pier 2 aht 0.838 (M.) Term 1 Term 2 Term 3 Term 4LBendinz 1 Term 2 Term 3 Term 4 0.0345 rift Bending Shear Fastener HD-1 Shear Fastener HD-2 0001 0.015 0,009 0.4396 0.024 0.015 1.166 Sum 0.464 Sum 7.211 APA Disclaimer The informarion contained herein is intendedfor use os o resource to Did in the shear won design hosed on APA—The Engineered Wood Assoriotion's resring and knowledge of wood-formed shear wolf system design .61irinptheforrrtranVerorourMopenings(FTAO)methodorogy.Nei[ner APA,nor its member man�dar[urers,make any warronry,espressedorlmplied,orossume any lepo(liohiliry or rrsponsibililyfar the orturory,use, appii[anon af,and/or refe2nre to opinion;Tnd7rrgs,ronrfusians,or re[ommendatlon5 ine/udetl in Mis calrWp[or Consult Yourforat jurisdiction oraesfgn pmfesslonol in assure cwnpilanre with rodle,ransrn/rtfon,one peyarmanre requlrrments.Be—APA has no ronrrd over quoiiry of workmanship or the rondinons under which engineered wood products are useo,if cannot arcept responslbiliry of product Perfor name or designs as arrually cons led.*2018 APA—THE ENGINEERED WOOD ASSOCIATION•AIL RIGHTS RESERVED-ANY COPYING 1NOD KATION,OISTRan"TION,OR OTHER USE OF THIS PUBLICATION OTHER THANAS EXPRESSLY AUTHORIZED BYAPA IS PROHIBITED BY THE U.S.COPYRIGHT LAW.,, i i Project Informetlon Code: 201518C Date:11/13/2020 Designer. JBG Client: COAST DEVELOPMENT Project: PLAN 1536 DUPLEX Wall Line: A.2 Three-Term Equation Deflection Check owte +h MIA E f-10WGe i b (4.3-1) Pier 1-L Pier 1-11 Pier 2-1- Pier 2-8 Sheathing; 7/16 7/16 7116 7/16 Nail: 8d common 8d common 8d common 8d common VrW: 176 176 176 176 Will Vn ,.,o 252 252 252 252 (PIQ E: 1.30E+06 1.30E+06 1.30E+06 1.30E+06 (psi) h: 808 4-96 4.96 8.08 (ft) A: 41.25 41.2s 41.25 41,25 (in.') Ga: 22.0 22.0 22.0 22.0 (kips/in.) b: 3.25 3.25 3.25 3.25 (ft) HD Capacity: 713 713 713 713 (IIrQ HD DefI: 0.164 0.164 1 0.164 0.164 (in.) Check Total Deflection of Wall SVStM Pier 1 leh Pier i(right) Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 BendingShear Fastener Bending Shear Fastener Total 0.006 Def. . 3 .6 4Sum 164 97 . 0.881 (in.) Pier 2(left) Pier 2(right) 0.0363 %drift Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 Ben din Shear Fastener Bending Shear Fastener 0.001 0.057 0.439 0.006 0.093 1.166 Sural 0.497 1 Sum 1.264 Comment:The 3-term equation is calibrated to be approximately equal to4•term equation at 1.4•ASO capacity APAIlisclalmcr The information contained herein is intended far use as a res—cm to old in the shear wall design based on APA—The Engineered Wood Association's testing and knowledge of wood-framed shear wall system design utilirinp[heJorre tmmJerorourd openings(fTAO)methodology.Neither APA,nor its member momyou cars,make any warroncy,expressed or implwd ormsume any legal liability orresponsibilinfi he occuraiy,use, application of,,and/or reference to opfnions,fiodirgs,tonrluslans,or mcdo-E dodah,l included In this mlclrlorar Consult your local/ansi imon or design Praf—imroi to assure,complianre wirh code,ronstrucdon,and Performance requlreamms, Bemuse APA has no mnrmi—qualfry,of workmanship or the conditions underwNch engineered woos products arc used,it cannot accept respar sfbilfry of producr prrJarmance ordeslgns as actually constructed.0201411 APA—THE ENGINEERED WOOD ASSOCIATION•ALL RIGHTS RESERVED•ANV COPITNG,MODIFICATION,DLSTRBUTICM OR OTHER USE OF THIS PUBUfATI'ON OTHER THANAS EKPRESSLY AUTHORIZED BYAPA IS PROHIBITED By THE U.S.COPYRIGHT LAWS. :r I I 1 1 Shear wall Summary ShcetinZ Re nAs Shear Transfer Overturning Values Wind Seis Max Wind Seismic Wind Seismic 1 -2nd 37 22 1 1 52 22 2-2nd ! 3-2nd 30 17 1 1 42 17 4-2nd A-2nd 126 110 1 2 176 88 1121 B-2nd 152 104 1 1 2 213 104 C-2nd 72 68 1 1 101 50 D-2nd ' 1 - 1st 76 91 1 1 107 61 2- 1st 51 68 1 1 1 72 68 3- 1st 126 103 1 2 176 103 1114 4- 1st 19 25 1 1 27 25 A- Ist 546 925 7 1 8 764 504 5195 2980 B- 1st 139 119 1 1 2 195 119 1676 C- 1st 110 133 1 2 154 96 1532 D- 1st ' SW-1 SW-2 RSW Sheathing 260 350 925 (pit) Shear Flow 150 250 765 (plf) Shear Transfer Connectors - CD= 1.6,Hem-Fir Connector Z(Ibs) 16d Nails(Common: 3.5"x0.162") 195.2 lbs 2015 NDS TIIN[105] 15.6 1 9.4 3.1 0.0 0.0 0.0 16d Slant Nails(v<150p1 f) 160 lbs 2015 NDS TIIN[105] 12.8 7.7 2.5 0.0 0.0 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 40.8 24.5 8.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 lbs Current Simpson Guide 33.2 1 19.9 6.5 0.0 0.0 0.0 Simpson LTP4 Clip(x 0.64 overtop 1/2" sheeting) 500 lbs Current Simpson Guide 40.0 1 24.0 7.8 0.0 0.0 1 0.0 1/2" Diameter Anchor Bolts(2x) 912 lbs 2015 NDS TIIE[93] 73.0 1 43.8 14.3 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts(2x) 1328 lbs 2015 NDS T11E[93] 106.2 1 63.7 20.8 0.0 0.0 0.0 5/8" Diameter Anchor Bolts(3x) 1664 lbs 2015NDST1IE[93] 133.1 79.9 26.1 0.0 0.0 0.0 Page6.1 �� r 0 0 N H Cl N 00 m � O N 0 O 00 U U U CA o 0 ¢ o 0 _O .a cn H w Oz � o H � � UU ca 0 7 N a 4 N W �� q U O a off 0 In ,n A 0 � C &d w w � U � z oat a * 00 (�P o � z A T F vl A y a b z U U v W � — Lri E Q c) y N O C N -c a Cl) W u v v O c E .o 3 p :: o rn A 0 0 o = a) OI O !0 w c moo\ �\ o x x O C O O C O v �Na� _ 0 c0 ao a) _ L) O E 'rJ LJ C o c m N o .. oo °° o co 0 c w O � a c —_ a; o o m m Q `n w co h� j w o o o a -N fn in ; = c � � Ma Co vW c u `i oc .S 'Lo a �E Cug a) 0 00 cu v) m z 't m ` o"xmc o v Nae' °n OZ3o COo Ocn Eo .c C" (D C —0 CL o NO L N o EQC0JE D 3 o N .0O� NJo (V amvc � f� vimE �O � m � x aM o y � . O . rn � L c O aOL P.N E M C N p ON z7 Q O N c 2 cnO O X 2 a U) N (n E c E `� is a c m m E r }a a `� a� E t m c a ��11 w U) E m U � OoCHU � � ;o o> N c � Q a� � r ai n a C3 `~ fD a s 2 U C m o0 r- o a) CIO * aC UPSTATE engineering PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280-4715 F. (206) 834-6261 SERVICES@UPST8.COM General Structural Notes— Unless Noted Otherwise GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC),2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE f'c=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x—AND GREATER): DF-L#2 JOISTS/STUDS(2x—): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_ W TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO" WPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA : NOMINAL WIND SPEED —85 MPH RISK CATEGORY II ULTIMATE WIND SPEED—110 MPH IMPORTANCE, I = 1.0 WIND EXPOSURE, B KzT= 1.00 SEISIMIC DESIGN CRITERIA: EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE, le= 1.0 Ss= 1.058 SITE CLASS, D S1 =0.411 SEISMIC DESIGN CAT., D SDs=0.76 SEIS. FORCE RES. SYS,A.15. SD1 =0.44 DESIGN BASE SHEAR= 10742 Ibs Cs=0.13 RISK CATEGORY 11 R=6.5 I I c: 2'-0" MIN. 2x TOP PLATE WIDTH — NAIL SHTG TO HEADER @ 3" OC EW f (2) 3x STUDS UNO HEADER PER PLAN NAIL SHTG TO EXTEND OVER / EACH STUD SHEARWALL APA RATED SHTG 10d @ 3" OC PER SW SCHED ALL PLATES HEADERS & STUDS CIO HOLDOWN _ (2) 3x PLATES PER PLAN NAIL SHTG TO EACH PLATE (2) 5/8"0 A.B. 8" CONIC STEM WALL EMBED 7" MIN (2) #4 VERT EA FACE CONC SLAB #3 TIES @ 8" O.C. CONT FTG W/ '� - (2) #4 TOP & BOT 1 '-6' MIN. 1 RAISED SHEAR WALL (RSW) NTS I SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING BOUNDARY NAILING PER STRUCTURAL NOTES ROOF SHEATHING PER STRUCTURAL NOTES ROOF FRAMING PER PLAN f, 2X LEDGER(OR RF TRUSS)W/ (2) 16d TO EA STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEAR WALL PER PLAN SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING TIGHT-FIT SOLID BLOCKING BOUNDARY NAILING PER BOUNDARY NAILING PER STRUCTURAL NOTES STRUCTURALNOTES ROOF SHEATHING PER ROOF SHEATHING PER STRUCTURAL NOTES STRUCTURALNOTES TRUSS(MONO)PER PLAN 2X CONT SOLID BLOCKING ZROOF FRAMING PER PLAN W/(2) 16d TO EA STUD - 2X LEDGER W/ (2) 16d TO EA STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 2 SHEAR TRANSFER X SW TO SW THRU LOW ROOF NTS I I BOUNDARY NAILING PER PLAN RF SHEATHING PER PLAN J MANUFACTURED TRUSS PER PLAN r A35 PER SW SCHED 16d PER SW SCHED TOP PLATE CONN �\ BASE PLATE NAILING \�16d PER SW SCHED BASE PLATE NAILING 2x AS REQ'D SHEAR WALL (2X12 MAX) PER PLAN 3 ROOF TRUSS PARALLEL X TO SHEAR WALL NTS NAIL SHEATHING TO BLOCKS PER SW SCHEDULE EDGE NAILING SW PER PLAN EDGE NAILING PER SW SCHEDULE TYPICAL ❑PENING LSTA21 W/ BLOCKING AS REQUIRED (4 TYP.) 4 FORCE TRANSFER X AROUND OPENINGS NTS J FLOOR SHEATHING W/ EDGE NAILING TO COLLECTOR BEAM PER STRUCTURAL NOTES COLLECTOR BEAM HUNG PER PLAN -PERP BEAM (BM 10) SHEAR WALL BELOW PER PLAN MST48 STRAP FROM UNDERSIDE OF COLLECTOR BEAM TO DBL TOP PLATE - CTR AT END OF SW 5 ROOF TRUSS PERPENDICULAR X TO SHEAR WALL NTS C� 1000 1 J � �1 � o x 3 M Z-Ms Z�Ms l-Ms N o Z-Ms � Z-r�1s oM �� Q N w � h � oo� quu[ z DqC �k 'v Q O w � 0 o� l"Ms l-T�ts O O O Uo l-Ms ® 7 N A i 1 O � N N 0 M N ® N 0 0 0 i{ N N C� 0 o � a � V7 O l-Ms 117 0 0 0 V I Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 4 x 8-DF-L#2 By Dennis Controlling Factor Bending at 49% Project Coast 1536 Duplex Selected Member PASSES Beam ID Front Porch Date 12/1/2020 Loading Diagram - Beam Length= 9 R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 88/ 140 Length: 9 ft MomentMax= ShearMax= Reaction 1 LL=396 Reaction 2 LL= 396 Beam Length=9 1,474 at 4.50 655 at 0.00 Reaction 1 TL= 655 Reaction 2 TL=655 R2 at 9 Selected Member Including Beam Self-Weight DF-L:#2 Bending Shear F��] LL/360 E LL Ratio TL/defFTL240 E Flb Fv 4 x 8 49 % 22 % 0.073 24 % L'1,478 0.121 27 Member Species DF-L#2 Size=4 x 8 Fb Base =900 Fb Factor= 1.300 Adjusted Fb = 1,170 Fv 180 E 1.6 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications r E COPY fC ca . . i _ i :�i Jar � r� � � � .., � � .. ., � f Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 5 1/8 x 12-Glue Lam DFL V4 By Dennis Controlling Factor Bending at 73% Project Coast 1536 Duplex Selected Member L PASSES Beam ID Garage Door Header Date 12/1/2020 Loading Diagram - Beam Length= 16 a R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A Load G 50/80 2,685/4,669 Length: 16 ft At 4.75 MomentMax= ShearMax= Reaction 1 LL=2,288 Reaction 2 LL= 1,197 Beam Length = 16 18,033 at 4.80 4,030 at 0.00 Reaction 1 TL=4,030 Reaction 2 TL=2,133 R2 at 16 Selected Member Including Beam Self-Weight Bendin Lt Glue Lam DFL V4 Fb 9 LL/def [IL/360 E LL Ratio TL/def [TL/240 E 5 1/8 x 12 73% 37 % 0.292 55 0/6 L/657 0.515 64 Member Species Glue Lam DFL V4 Size=5 1/8 x 12 Fb Base =2400 Fb Factor= 1.000 Adjusted Fb =2,400 Fv 265 E 1.8 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications ;J I I Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 5 1/8 x 18-Glue Lam DFL V4 By Dennis Controlling Factor Bending at 84% Project Coast 1536 Duplex Selected Member PASSES Beam ID Garage Mid Date 12/1/2020 Loading Diagram -Beam Length= 19 C B R1 R2 Loads and Locations Including Beam Self-Weight - (LL /TL) Load B Load C Load G 138/220 360/450 3,989/7,134 Start:0 Start: 6 At 6 End: 6 End: 19 MomentMax= ShearMax= Reaction 1 LL=5,028 Reaction 2 LL=4,469 Beam Length = 19 44,778 at 6.02 8,184 at 0.00 Reaction 1 TL=8,184 Reaction 2 TL=6,500 R2 at 19 Selected Member Including Beam Self-Weight Bendin hear Glue Lam DFL V4 Fb 9 S Fv 1LL/def LL/360 E LL Ratio TL/def TL/240 E 5 1/8 x 18 84% _ 50 % 0.384 61 % L/594 0.598 63 Member Species Glue Lam DFL V4 Size =5 1/8 x 18 Fb Base=2400 Fb Factor=0.965 Adjusted Fb=2,316 Fv 265 E 1.8 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications s., I I :W. 1 Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 4 x 10-DF-L#2 By Dennis Controlling Factor Bending at 84% Project Coast 1536 Duplex Selected Member F PASSES Beam ID Rear SGD Date 12/1/2020 Loading Diagram - Beam Length= 6 R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 565/830 Length: 6 ft MomentMax= ShearMax= Reaction 1 LL= 1,695 Reaction 2 LL= 1,695 Beam Length =6 3,767 at 3.00 2,511 at 0.00 Reaction 1 TL=2,511 Reaction 2 TL=2,511 R2 at 6 Selected Member Including Beam Self-Weight DF-L#2 Bending Shear E�11 LL/360 E LL Ratio TL/def TL/240 E Fb Fv 4 x 10 84 % 65 % 0.045 22 0% L/1.614 1 0.066 22 Member Species DF-L#2 Size=4 x 10 Fb Base=900 Fb Factor= 1.200 Adjusted Fb = 1,080 Fv 180 E 1.6 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications *, x I . 1 Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8-PSL WS 2.0E By Dennis Controlling Factor Shear at 31% Project Coast 1536 Duplex Selected Member PASSES Beam ID Upper Floor Dining Date 12/1/2020 Loading Diagram - Beam Length= 7.5 JA R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 520/650 Length: 7.5 ft MomentMax= ShearMax= Reaction 1 LL= 1,950 Reaction 2 LL= 1,950 Beam Length =7.5 4,633 at 3.75 2,472 at 0.00 Reaction 1 TL=2,472 Reaction 2 TL=2,472 R2 at 7.5 Selected Member.including Beam Self-Weight Bendin Shear PSL WS 2.0E Fb g Fv LL/def LL/360 E 7LLatio TL/240 E TL/def 3 1/2 x 11 7/8 23 % 31 % OA38 15% L/2,375 0.048 13 Member Species PSL WS 2.0E Size = 3 1/2 x 11 7/8 Fb Base=2900 Fb Factor= 1.001 Adjusted Fb=2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8- PSL WS 2.0E By Dennis Controlling Factor Bending at 46% Project Coast 1536 Duplex Selected Member PASSES Beam ID Upper Floor Garage Front Date 12/1/2020 Loading Diagram -Beam Length= 13 JA R1 I R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 255/425 Length: 13 ft MomentMax= ShearMax= Reaction 1 LL= 1,658 Reaction 2 LL= 1,658 Beam Length = 13 9,168 at 6.50 2,822 at 0.00 Reaction 1 TL=2,822 Reaction 2 TL=2,822 R2 at 13 Selected Member Including Beam Self-Weight Fi;-ndd-Fin Shear f PSL WS 2.0E Fb 9 e LL/def LL/360 E—�L LL R� TL� TL/240 E Fv 3 1/2 x 11 7/8 0.168 39 % LL L/9 30 _ 0.286 44 Member Species PSL WS 2.0E Size = 3 1/2 x 11 7/8 Fb Base =2900 Fb Factor= 1.001 Adjusted Fb =2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications I Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8-PSL WS 2.0E By Dennis Controlling Factor Bending at 45% Project Coast 1536 Duplex Selected Member EPASSES Beam ID Upper Floor Garage Rear Date 12/1/2020 Loading Diagram -Beam Length= 10 R,1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 403/710 Length: 1Oft MomentMax= ShearMax= Reaction 1 LL= 2,015 Reaction 2 LL=2,015 Beam Length = 10 8,988 at 5.00 3,595 at 0.00 Reaction 1 TL= 3,595 Reaction 2 TL= 3,595 R2 at 10 Selected Member Including Beam Self-Weight PSL WS Bending Shear 2.0E Fb Fv LL/def LL/360 E ELRatio TL/defFTL/240 E 3 1/2 x 11 7/8 45 % 45 % 0:093 28 % L/1,293 f 0.1 66 33 Member Species PSL WS 2.0E Size = 3 1/2 x 11 7/8 Fb Base=2900 Fb Factor= 1.001 Adjusted Fb =2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8-PSL WS 2.0E By Dennis Controlling Factor Shear at 58% Project Coast 1536 Duplex Selected Member PASSES Beam ID Upper Floor Garage Side Date 12/1/2020 Loading Diagram -Beam Length= 10 B 0 R1 R2 Loads and Locations Including Beam Self-Weight - (LL /TL) Load B Load H 353/630 1,658/2,763 Start: 1.5 At 1.5 End: 10 MomentMax= ShearMax= Reaction 1 LL= 2,685 Reaction 2 LL= 1,974 Beam Length = 10 9,798 at 4.46 4,669 at 0.00 Reaction 1 TL=4,669 Reaction 2 TL=3,539 R2 at 10 Selected Member Including Beam Self-Weight Bend Shear PSL WS 2.0EIF Fb 9 Fv LL/def LL/360 E LL Ratio TL/def TL/240 E 3 1/2 x 11 7/8 1 49 % 58 % 0.104 31 % L/1,157 0.184 37 Member Species PSL WS 2.0E Size=3 1/2 x 11 7/8 Fb Base =2900 Fb Factor= 1.001 Adjusted Fb =2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications n , —' � . ^ — — — — -- — — — ------ — — — -- — ------- -- — --- r � � | / / | w RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development �N ►� City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. 7XX 5th St Unit B Arlington WA 98223 Project Address: Plat: U Single-family J3 Duplex U, Townhouse Addition ❑ Accessory structure Proposed Area: 1" Floor: 680 2°d Floor: 856 Garage: 417 Total SF: 1536 Describe Proposal (include cross street): Duplex units at corner of 5th St and Gifford Ave 1 Valuation: 50,000.00 Owner: GBI Group, LLC Address: 328 N Olympic Ave City: Arlington State: WA Zip Code:98223 Phone: 425-923-0277 Email: trevor@coast-group.com Applicant:GBI Group, LLC Address: 328 N Olympic Ave City: Arlington State: WA Zip Code:98223 Phone: 425-923-0277 Email:trevor@ coast-group.com Contractor: Coast Construction Group 328 N Olympic Ave Arlington WA 98223 Address: City: State: Zip Code: Phone: 425-923-0277 Email:trevor@coast-group.com Contact Person: Trevor Gaskin License Number:COASTCG865CG Expiration: 2/18/2022 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) tj Bath/Shower Combo (4.0) x 2 [6 Sink (1.5) x 1 Shower (2.0) x Lavatory (1.0) x 3 Rk Clothes Washer (4.0) x 1 Water Closet(2.5) x 3 �3 Dishwasher (1.5) x 1 Water Heater x 1 l� Hose Bibb (2.5) x 2 Water Heater Model # list x NPE210S - tankless 95% efficient water Other (list) heater Plumbing Section Continued Proposed Water Piping Size: 1/2", 3/4", and 1" Proposed DWV Material: ABS Proposed Piping Material: Pex/copper Proposed DWV Size: 4", 3", 2", 1-1/2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development �AxG �1 City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# 59X2B060 AFUE 95% Ij Heat Pump Model# SEER HSPE AC Unit Model # SEER Type II Hood Commercial Cooking Appliance U, Hydronic Piping Boiler Solid-Fuel Appliance U Pv System Fireplace Insert Ll Outdoor BBO Ll Storage Tank Freestanding Stove Gas Piping U Other Gas Piping Information Not Applicable: black pipe 275,000 BTU Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: 4 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: 12/3/2020 Print Applicants Name: Trevor Gaskin 6/16LP Page 3 of 3 Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 4 x 8 - DF-L#2 By Dennis Controlling Factor Bending at 49% Project Coast 1536 Duplex Selected Member PASSES Beam ID Front Porch Date 12/1/2020 Loading Diagram - Beam Length= 9 R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 88/ 140 Length: 9 ft MomentMax = ShearMax = Reaction 1 LL= 396 Reaction 2 LL= 396 Beam Length = 9 1,474 at 4.50 655 at 0.00 Reaction 1 TL= 655 Reaction 2 TL= 655 R2 at 9 Selected Member Including Beam Self-Weight FILBe Fb ndirtg S Fv r hea DF-L#2 LL/defLLL/360 E11 LL Ratio TL/def TL/240 E 4 x 8 49 % 22 % 0.073 24 % L/1,478 0.121 27 9/6 Member Species DF-L#2 Size = 4 x 8 Fb Base = 900 Fb Factor= 1.300 Adjusted Fb = 1,170 Fv 180 E 1.6 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 5 1/8 x 12-Glue Lam DFL V4 By Dennis Controlling Factor Bending at 73% Project Coast 1536 Duplex Selected Member PASSES Beam ID Garage Door Header Date 12/1/2020 Loading Diagram - Beam Length= 16 JA R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A Load G 50/80 2,685/4,669 Length: 16 ft At 4.75 MomentMax = ShearMax = Reaction 1 LL= 2,288 Reaction 2 LL= 1,197 Beam Length = 16 18,033 at 4.80 4,030 at 0.00 Reaction 1 TL=4,030 Reaction 2 TL= 2,133 R2 at 16 Selected Member Including Beam Self-Weight Glue Lam DFL V4 J Bending ng Shear Flb LL/def LL/360 E LL Ratio TL/def TL/240 E Fv 5 1/8 x 12 73% 37 % 0.2 22 55 % L/657 0.515 64 % Member Species Glue Lam DFL V4 Size = 5 1/8 x 12 Fb Base = 2400 Fb Factor= 1.000 Adjusted Fb =2,400 Fv 265 E 1.8 References: 2015 KIDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 5 1/8 x 18- Glue Lam DFL V4 By Dennis Controlling Factor Bending at 84% Project Coast 1536 Duplex Selected Member PASSES Beam ID Garage Mid Date 12/1/2020 Loading Diagram - Beam Length= 19 C B JA R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load B Load C Load G 138/220 360/450 3,989/7,134 Start: 0 Start: 6 At 6 End: 6 End: 19 MomentMax= ShearMax = Reaction 1 LL= 5,028 Reaction 2 LL=4,469 Beam Length = 19 44,778 at 6.02 8,184 at 0.00 Reaction 1 TL= 8,184 Reaction 2 TL= 6,500 R2 at 19 Selected Member Including Beam Self-Weight hea Glue Lam DFL V4 BeFbing S Fv r LL/def LL/360 E LL Ratio TL/def TL/240 E 5 1/8 x 18 84 % 50 % 0.384 61 % L/594 0.598 63 % Member Species Glue Lam DFL V4 Size = 5 1/8 x 18 Fb Base = 2400 Fb Factor= 0.965 Adjusted Fb =2,316 Fv 265 E 1.8 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 4 x 10 - DF-L#2 By Dennis Controlling Factor Bending at 84% Project Coast 1536 Duplex Selected Member PASSES Beam ID Rear SGD Date 12/1/2020 Loading Diagram - Beam Length= 6 R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 565/830 Length: 6 ft MomentMax = ShearMax= Reaction 1 LL= 1,695 Reaction 2 LL= 1,695 Beam Length = 6 3,767 at 3.00 2,511 at 0.00 Reaction 1 TL= 2,511 Reaction 2 TL= 2,511 R2 at 6 Selected Member Including Beam Self-Weight _ FILBe Fb ng S Fv r ndihea DF-L#2 LL/defLLL/360 E11 LL Ratio TL/def TL/240 E 4 x 10 184 % 65 % 6.645 22 % L/1,614 0.066 22 % Member Species DF-L#2 Size = 4 x 10 Fb Base = 900 Fb Factor= 1.200 Adjusted Fb = 1,080 Fv 180 E 1.6 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8- PSL WS 2.0E By Dennis Controlling Factor Shear at 31% Project Coast 1536 Duplex Selected Member PASSES Beam ID Upper Floor Dining Date 12/1/2020 Loading Diagram - Beam Length= 7.5 JA R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 520/650 Length: 7.5 ft MomentMax = ShearMax = Reaction 1 LL= 1,950 Reaction 2 LL= 1,950 Beam Length = 7.5 4,633 at 3.75 2,472 at 0.00 Reaction 1 TL= 2,472 Reaction 2 TL= 2,472 R2 at 7.5 Selected Member Including Beam Self-Weight PSL WS 2.0E B ending Shear r LL/def LL/360 E LL Ratio TL/def TL/240 E 3 1/2 x 11 7/8 23 % 31 % 0.038 15 % L/2,375 0.048 13 % Member Species PSL WS 2.0E Size = 3 1/2 x 11 7/8 Fb Base = 2900 Fb Factor= 1.001 Adjusted Fb =2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8- PSL WS 2.0E By Dennis Controlling Factor Bending at 46% Project Coast 1536 Duplex Selected Member F PASSES Beam ID Upper Floor Garage Front Date 12/1/2020 Loading Diagram - Beam Length= 13 JA R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 255/425 Length: 13 ft MomentMax = ShearMax = Reaction 1 LL= 1,658 Reaction 2 LL= 1,658 Beam Length = 13 9,168 at 6.50 2,822 at 0.00 Reaction 1 TL= 2,822 Reaction 2 TL= 2,822 R2 at 13 Selected Member Including Beam Self-Weight PSL WS 2.0E Bending ng Shear LL/def LL/360 E LL Ratio TL/def TL/240 E 3 1/2 x 11 7/8 46% 35 % 0.168 39 % L/930 0.286 44 % Member Species PSL WS 2.0E Size = 3 1/2 x 11 7/8 Fb Base = 2900 Fb Factor= 1.001 Adjusted Fb =2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8- PSL WS 2.0E By Dennis Controlling Factor Bending at 45% Project Coast 1536 Duplex Selected Member E PASSES Beam ID Upper Floor Garage Rear Date 12/1/2020 Loading Diagram - Beam Length= 10 JA R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load A 403/710 Length: 1Oft MomentMax = ShearMax = Reaction 1 LL= 2,015 Reaction 2 LL= 2,015 Beam Length = 10 8,988 at 5.00 3,595 at 0.00 Reaction 1 TL= 3,595 Reaction 2 TL= 3,595 R2 at 10 Selected Member Including Beam Self-Weight PSL WS 2.0E [ Bending] Shear LL/def LL/360 E LL Ratio TL/def [TL/240 E Fv 3 1/2 x 11 7/8 45 % 45 % 0.093 28 % L/1,293 0.166 33 Member Species PSL WS 2.0E Size = 3 1/2 x 11 7/8 Fb Base = 2900 Fb Factor= 1.001 Adjusted Fb = 2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Beam Helper 1.0 www.beamhelper.com Company Home Design Member Selection 3 1/2 x 11 7/8- PSL WS 2.0E By Dennis Controlling Factor Shear at 58% Project Coast 1536 Duplex Selected Member PASSES Beam ID Upper Floor Garage Side Date 12/1/2020 Loading Diagram - Beam Length= 10 B H❑ R1 R2 Loads and Locations Including Beam Self-Weight - (LL / TL) Load B Load H 353/630 1,658/2,763 Start: 1.5 At 1.5 End: 10 MomentMax= ShearMax = Reaction 1 LL= 2,685 Reaction 2 LL= 1,974 Beam Length = 10 9,798 at 4.46 4,669 at 0.00 Reaction 1 TL=4,669 Reaction 2 TL= 3,539 R2 at 10 Selected Member Including Beam Self-Weight PSL WS 2.0E BeFb Fv Eing S ear LL/def LL/360 LL Ratio TUdef TL/240 E 3 1/2 x 11 7/8 149% 58 % 0.104 31 % L/1,157 0.184 37 % Member Species PSL WS 2.0E Size = 3 1/2 x 11 7/8 Fb Base = 2900 Fb Factor= 1.001 Adjusted Fb = 2,903 Fv 290 E 2.0 References: 2015 NDS, AWC DA No. 6, and Manufacturers Specifications Permit#: 3617 Permit Date: 12/17/20 Permit Type: DUPLEX Project Name: 5th Street Duplex Applicant Name: GBI Group, LLC Applicant Address: 328 N Olympic Ave Applicant, City, State, Zip: Arlington,WA 98223 Contact: Trevor Gaskin Phone: 425-923-0277 Email: trevor@coast-group.com Scope of Work: New Duplex Valuation: 210317.91 Square Feet: 1536 Number of Stories: 2 Construction Type: VB Occupancy Group: R-3; Residential ID Code: Permit Issued: 07/29/2021 Permit Expires: 01/25/2022 Form Permit Type: Status: COMPLETE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31050200400800 703 E.5TH ST COAST 110 DUPLEX CONSTRUCTION Contractors Contractor Primary Contact Phone Address Contractor Type License License# COAST TREVOR 328 N OLYMPIC CONSTRUCTION Labor& CONSTRUCTION GASKIN 360-474-0600 AVE CONTRACTOR Industries COASTCG865CG GROUP COAST TREVOR 328 N OLYMPIC CONSTRUCTION CONSTRUCTION GASKIN 360-474-0600 AVE CONTRACTOR UBI 602 626 922 GROUP Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 11/23/2021 R20.SFR/DUPLEX Final Inspection 11/24/2021 11/24/2021 BUILDING Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status 12/17/2020 RESIDENTIAL SINGLE Josh Grandlienard FAMILY 12/17/2020 RESIDENTIAL SINGLE BUILDING FAMILY The drainage was required per the short plat,need detail 12/21/2020 Misc on size/design of drainage,note that it is to be constructed, Nova Heaton and show the building downspouts connecting to it. 12/21/2020 Misc Full Water&Sewer connection fees must be paid prior to PW-ADMIN-GIS water meter installation.LT&KS 12/21/2020 Misc PW-SEW-REV 12/21/2020 Misc PW-WAT-REV Fees Fee Description Notes Amount Building Permit Table 4-1 $2,425.51 Park-Community SF Single Family $1,662.00 Park-Mini SF Single Family $484.00 Traffic Mitigation-SF Single Family $3,355.00 Processing/Technology $25.00 State Surcharge- 1st DU Residential- 1st Unit $6.50 Building Plan Review Table 4-2 $1,576.58 Total $9,534.59 Attached Letters Date Letter Description 02/03/2021 Building Permit 01/26/2021 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 07/29/2021 1009 Ameresia Lawlis $9,534.59 Outstanding Balance $0.00 Notes Date Note Created By: 07/28/2021 Need conformed copy of plat prior to permit issuance-Done Raelynn Jones 01/26/2021 Utility Plan approved per Nova.Issued a separate building permit for construction of the Raelynn Jones utilities ONLY. 01/20/2021 Provide SD-140 with job permit packet. Kristin Foster 12/21/2020 Routed the Utility Plan for review. Raelynn Jones Need school impact fee receipt prior to issuance.The fee is based on the 12/2020 Impact and 12/17/2020 Mitigation Fee schedule-uploaded.Fees are$3,811 per single-family dwelling unit.Total$ Kristin Foster 7,622.00 12/17/2020 Need zoning verification approval prior to issuance. Kristin Foster 12/17/2020 Need final plat approval prior to issuance. Kristin Foster Uploaded Files Date File Name 07/29/2021 9357242-3617.3616 School District Receipt.pdf 12/21/2020 7874293-3617 Utility and 5th St Improvement Plan Lot 2 Maisch Short Plat 11-16-2020.pdf 12/18/2020 7865956-Mitigation Impact DevTap Fees 12-19.pdf 12/17/2020 7863977-3617 Application.pdf Date: 04/02/2026 Permit#: 3617 Permit Date: 12/17/2020 Review Date: 12/21/2020 Permit Type: DUPLEX Review Type: Misc Target Date: 01/05/2021 Scheduled 00:00 Time: Completed 01/12/2021 Date: Description: The drainage was required per the short plat, need detail on size/design of drainage, note that it is to be constructed, and show the building downspouts connecting to it. Review Status: Assigned To: Nova Heaton Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31050200400800 COAST CONSTRUCTION COAST CONSTRUCTION 328 N OLYMPIC AVE 703 E. 5TH ST ARLINGTON, WA 98223 Zoning: 110 DUPLEXLot: 2131ock: Date: 04/02/2026 Permit#: 3617 Permit Date: 12/17/2020 Review Date: 12/21/2020 Permit Type: DUPLEX Review Type: Misc Target Date: 01/05/2021 Scheduled Time: 00:00 Completed Date: 12/23/2020 Description: Full Water& Sewer connection fees must be paid prior to water meter installation. LT &KS Review Status: Assigned To: PW-ADMIN-GIS Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31050200400800 COAST CONSTRUCTION COAST CONSTRUCTION 328 N OLYMPIC AVE 703 E. 5TH ST ARLINGTON, WA 98223 Zoning: 110 DUPLEXLot: 2131ock: N 0 Z e i 00 0 r o a o j as 3 CDoil �� a w„ _ � Ld :. o Vd— 6 w U- V) G LJ L� � pp fyy■i rn = Z o O 2 i 4Q00 �,. N v~I S > n 0 Q W II 04 w N = ¢ w Ld o w ,� = 1 F z E. L j Vj 3AV HON321d U i Z 3/V WVHNf10 S > a qSj _ s O N >_ 3NV OIdWJ,lO S Q .. Z 2 3 0 8 1EfZp5 i3 z Z s EE o pFpFSS IF�576 ,r�,I y I` 00 9 O z pro a4v (0 - Z. azz� NL,�,j z Z d w'goN O € JF- F-0 Of .az-aZ LIO 76 i r3 8� K �" \ M m J d m wMOO o \ N U' rna�N j 0 �0 N p aao i� LII G g� cb 0 N 0OZ a G gF ddd }{ FF a e aA \ rig Q a W N Q' •p. . e IIILLL 83 4 R a �Ij o r �q3f ZN 2f5� a LGF a 1 oe [pjS} y. Z rn d• ¢ jZltOj e 81 \ �J Iy �f ��jf Lyy6 p Q Z Z 0 "! (� UQ� NQ n N a3n o y�a{j gyp�p,{{ E 1 1 cn a >-Z Vol yy M O O w C Yy. O YO z>a e z - ei ri f of o n sd of � Y®~ Y®~ �} M�t�D •� rV . 14v rJ . b4v � v V) 1 ; N ° 0 m Z Q Q a J ,LB'94L 3,L4,SO.£N I 3 S vi,.ZS ,40'ZG - 'ry 00£ �m a o� � a� ry M9109 \�a " z I 013 AY80 MO1S 03SWONd o u pd ZS og_ I I w Ezo q ' Dula ---- 0001 00 - 0 w q, I c w b. m N Z c4 L-------- FF ---- x 9 O ° qaa �xx o f--------I o NOZ I-'�' Z Uo I� ehmp� I I iV y _ N 0 N I IF m F x b VI- CV tl h K -OS..B-r 8 L� 019ldwe $ $� N N e ro ; N a 013I N1tl60 W1S MUM i�+ N Vi oN ~OM1� ZpP III 0�0 ° q a LQZ°I Eno }M L ,06.9L i 1102 ,££'L4 L M69£,9S.l5 N U I oa SS - - - - - — — — — — — — — - - - - - - - - - - - - � - - - - - - - - - - - I 3AV 080dd10 N o Iq _ I m p I '8md+O' ° ° aMd HO r aMd Ho emd HO aWdl HO uo ° Z' N Y �� 8� L az O � 331AH9S NV7d S?J3O71119 N O I S 3 a 3 W O H X31df14 9£54 :103f021d m o o Luoo-sueldpq-mmm Q7b,b3W3 dnouO NouonNISNOO 1SVIDO Zaims o a = N E,- Woo-sueldple-iewa-mmm w o O z oW C% ... �ny > N Ocr N O W W cc p F f0 J t7 a boa- �o �- "rS fW9 coao�vv y a z LA-0 O {, ' a wWOwO W p fF Jw>¢❑ d W � LL x OZ xtrJc7. CL III aw pap¢O O O Qa J7NC9U J J III � II III I : li it i II III I , , I IIII ! I _ ! ly II ! , Z II 0 ! i II I } I H !n I I - N jI IIII LI I w I II I � III II I II I � aiflN'Y {I� III t w � ',J,IqI'IIlIi; IIIl I I ❑wQ> II �vtitiX °�U�O�>❑ jiIIi'III 'II Z�I uIIII�I 'IIIIIIIIII III I'I'Ii'II II II�'III'III II III�I � � UF rJmJ III IIIII IIII,IIiI IIII II IiIIIII II I ,1I I�0,I�III�II II I1IIIIII III I1II !11II I IIIIII II IIIIIII'II I II III' IIi I II �. I 'II Ii I O� QC ❑�`�zOLL�X-�F7°-zo�� Nw ------ zi❑- �wr 00z h w> ILL D 00 ow Zp 'W�Zw>Wa ' jl � co LL��rW—UIL Q CO)1w >Z w ILL WO Z Z O O JW Z „ o W _ w z Ow LL> Q J d- C � W❑ O O OLU — JLL z ILL W ILL p O OZ O 4OLL LL O a OO® ® ® wX l 1 ii w ILL oo o XZ -- �> C .t 1� � -I- - I --1 H1�' ItiI ' Ij �1l II III III "l iII�IdI III ( II - I' I—Ij I!j Il ' II !!I Ili I i III II I j Ii QJ I II II II II I II co z ThLL zOII F— z wW W LL Q wU JCnI II i i III 111/2' 5'E 1/2' 10'-6'— Z 2� 423' O 4 X 8 DF#2 SW1 4016FX SW1 00 O e p O 2468 2068 ^ w a A / mou O ,Z Z z _.-z�- o _ wF m0 Z -G cl xo {x} m G) o� _0 O D �O I ZO 67 N ----- SW1] SW1 F a Sr p�4 9'-10 1/2" Z mom I ico o mz -n 0, 010 5 oo D op3_ Sry D I I mnm z C on =�Z O,Q� xm� O �' - mz r x IN m mIi pv5 `< 570 ZO Om IX XI I ov0 x Ox v m ti I G) I 600 X - N I. �x ZERO CLEARANCE GAS m � a I I FIREPLACE,INSTALL PER MFG SPECS i < a I I SThp�4 y I I I I sg� sw2 I ;or' �o [w2] _ I I 5 II SW1 Iml;�;i SWi� �•-^t...-,,..,.. ' SW1 I V sry 0,4 s s9 I I II I I I I °.ry T5o .ram SW2 ti o yW2 ' a � oo5 v,>s I� mII x ZERO CLEARANCE GAS FIREPLACE,INSTALL PER O A MFG SPECS c T mZO0 D => o�w tnr p AI ��� x y nm CaN y0 D 3,0 ° ox K zz r fll Amm mZ r mz m� m II m�a o oo° { oZ c�"`°a r I I Aoo z vg om�o., o z IF o I I .0S Nv X u p T _� I I Oxx a co " m Z SW1 tl SWi q'i': a 3068 �y O d iy� v �D N F o I y z o Dp �ZR m0 TO I ^' Om x0 �z x O A 'D AAm OK z Q �1m w 3 as Np Z Do mp O y ? lm Z $� m 1 O ® ® � -i4 L, - m &m �-O y`2 m 71 O s U`0v m 2468 2066 _ x ® Z SWi �tl QNyS w ^' w i 4X8DF#2 SW1 4016FX SW a 4'�2'-3" O rn 5' —6' 39' �2txe <G�D SZp� �mo� �OCw xF Ox =5c�•'msm rwOCz zZ OOSz D-� m0m2 ZD D Sm� SOm mOO� �wx$ xGxm xF� ^06 ON�y H� XN' _F Cam, Dm =� 3y' mvm DxOa mcm�•, >mA `�3m.w- zCz c ,y zOz� z�Om �c �y ODZ mm ODt�i>; v+xa,� Whip _ > £ 1 tom Day > SZ D��z =000 mZ zm T701 0OD' Dmmx� D8a 00 �Zmc OT� Tx WN Gym ZKxn� �- m G �tnoN m Ox O Z2DQ Got �Zmn mG1m xDm sE = Zw".� L<C� ZA(zitF >>- DmOm �� Drn > =mcm mnzmy OXNn� o m�D^ ?cD m3D> 7_" D��? 2 �x zmm v m roit^m mZD< NWOx 3 = �jm m>mA Up? >" > x�01 O,fn vo O yZ D O o� u^ rD m's`; ,Zmjmr _ DSpZ Ow 'z- Omm m0 x �n z m Om oNzO xzvo OZD� ��m ?TD o D1 x _ NK x 3-n ZZy TCD -z- L ? x O Ox INi1�T w m 'C� ZO�Z mn�r 3 D(nx D-- DUB x N 0- Cmy SOD(ci� Dm2Z Z1z F $ n lD y-r.,Z yD Tom xam0 �yDO toDp F - _ am <m <u.r {o p... D C. n z N> -~I� o �y�.L mm Z'� 2 > 2m 2... tit rt a (n m D 8 _ Q� _ w mx w-i o�z r� `" "� ➢ N z D _ D Dz, D N �m� 3n w O OTZ O x�� m m ^ O T2 >z IK zi K�5 P 9MERALD www.emeraldplans.commBUILDER: COAST CONSTRUCTION GROUP www.hdplans.com-m+ PROJECT: 1536 DUPLEX HOME DESIGN BUILDERS PLAN SERVICE 331AH3S NV7d S213"no N J I S 3 a 3 W O H X3ldna 9m :1a3rONd ° "' W woOsue�dpy'MMM al`d213W3 df1021J NOIlaf1211SN0a 1S`d0a :213a11f18 o a = wOO'sueldp�eaauaa MMM w lJ LU WaXW U���w� � � o ,sE .B-ZL ---m D u y y �p 7 b S R O 22 ® 0 om 5 v Q ? LL®. N 9 z <. w e94z 5 0 4 3oW2 EDn x O B9BZ $ � r .UL 9-.9 999Z 07 xZ� ZK gE a mN C $ ®aaOOua N5L,, 9�w ` ° 994 z p p yF a sO oa 0W mwa ZJa LHL Zn O 11 y ® J 1 LL� IX W LMS Nm a Q aU nB-ZL .b-Z .UI S-B AL .b-Z .ZlL 4-.ZL ae � w (f� oQ o OZ pa=� g� HN For= aLL o w0°w¢! rLL Wm U Zm zzw Oa t oo O =500wo"Z JK IW.W ¢S OaU� 4 ?imOK bE .8-Zl .b-Z .Z/L S-9 .OL .b•,Z .Z/l b•Zl O � � yy Z� N E co3m b 8 N c� ae O e9oz g ga O yw g M Wa fW 0 1 Qp ON 0x uj K� 38 0: ya m ¢gm o� o, ma m wa o: �,yw via sa m Q�NZZ v O F .9-.E S/l 9-,S Z 0 ® O O 999Z $ 3c m W O M y <a e94z 0 5 O m W� W' rI� wa Ew Fr a c y F i 05 .ZR LL-,a— .en M-8 fiE 39' _______________� IL—______—_- 1 ----- --� I 0 �oz I 6 r _I x °9 I I I I I I I I m Fm I I s L—_ — - mp m� O7q---_---------------1 rHOI r I `" I I b7 9 O I �m �O I I I I a! 00 �Z I >0 z I I Dm Om I I mW I I I a I I o=°aA I I I 00 I I J Z. I I 1 Ep I I p Amm I I Lyi w 13 I 1 m^m I I mcg vpZI I I a I I GN I I m� f >To I I A� sr I I I I I L--pmo ---L y� I n I I I ---------- d'• N I I -10, -----� 1 I 1 1 a gA oi0 I 9m $ mom 1 89�Ni� S— �y—sg cp T I I �A >c ° Tz 1 D C I I �yy� mn " ?o I �v;— -- ----- ,Zln rl'I Z I mm zz y m� 1 r — D --- �:----- �D I I m Nm NF I I A°p J A I I Ay mom N zymn*o A x �I An M O m II II y OZ I I ZZ Zy I I r pmm I I Z I I zo mn I I L boy I I m2 m O 1 1 3., p O I I y� Zm I i x ° I _ I aZ I I c I I S I I ym I N I I m m, ` -------------------� 6 n y�y s I I _______ G F JI I __—__ ____—_ I— S. 'O I �W z0 C �5 �� mA r 7 I I I ;o rZzx s J LA �° 1 i nm I I�n L mA 1 I Dm I I rL L y—_____—J Im —� I r i r--------fin �—' ---- — 1 74'-8--- 10'-6" 39' oF $ e rooQ mxZ 3 A^A {Nz �1 I� rnm m n N = N v EMERALD www.emeraldplans.com m v a BUILDER: COAST CONSTRUCTION GROUP www.hdplans.com o PROJECT: 1536 DUPLEX HOME DESIGN BUILDERS PLAN SERVICE r---------------- J II I I II I L J II I 0. m OI m� -------------- I FFr====-----------------I - InI III II IIII I I IIII I I IIII III II I IIII I I IIII IIII III I I - 11 I IIII I IIII DOUBLE JOIST IIII I I I DOUBLE JOIST I I I IIII I TT FsollD BLOCKING OVER WALL IIII I %�___ IIII I —m>?--_ _ —_—_---J IIII I I I I Ani pof I I I I I I I Amo ? IIII IIII ;,N� o< IIII IIII Nm I�--------- N)o N� IIII IIII _o I I I -- III >� __ IIII IIII -o r ________JJI om �r IIII om I II r R� ___-----_J nag;-u III I I I mNDON� I I I I TD (7 I I I I �O mDfAn:11 I I I I ��� AZ r K m I I I I ,1�jnNrpZ I I I I Xn? OG m Z I I I I Ate mM 0 I I I I mDN 1p Air 1111 TANo'oo IIIL-00O --- __--—_—� o -i IIIIIIII � DD =oD II (( Dmyz mimzo- TZ.� SOLID BLOC KIN_—Gc m OVER WALL Ommp pm _—_—=-- I I II O5NOm, I I I OO m I DOUBLE JOIST DOUBLE JOIST IIII m0 I II I II I mXz zw z IIII �0� x O I I mti z y I I 1 1 I I 7 2 mm I I I L I I m I I IIII I I IIII I - I --------------------- ——— ——————————————= � I III ---- A0 O J �O I mmvo GZi I m Do I — L__� I I -----------� Ll L==== _----===J I ----------------J 7LL, -- nm N = N o EMERALD www.ememidplans.com m W v BUILDER: COAST CONSTRUCTION GROUP www.hdplans.com SERVICE PROJECT: 1536 DUPLEX HOME DESIGN BUILDERS PLAN --- — — —_ �T 5:12 m O N TC Km m° 1 D° ace r �� o< I I I I I I i� ;Z �m 91 �A 777T _ � go m- m I —_--__—�°N I I �m III I I I I <° Oo po �_° oo mo A I � LJJ DO �o I ME I II II A— il 1 7/82.0E PS — I I I� �J � I I I II I--=--J �T 'o oA�o zp 8?,8 -- min (nm5f ,5 4:12 4:12 I G1w Z.L f mpmy I I �m Km�� zo W 10 DO° v�nc o mn p � o Do a° - a�z1 I I ;m m jf�ll 0 1 1AmN (n-nC Sy OD� rKm �" I nr o II r----�� m�,�i �� r ADO r_------T == _------- 11 0 31/2 X 117/82.0E PSL L_ --J �Z� �N -II I II I oa I I mm ( 9 i ,I oo zo m Av `tea -------� �0 L JJ r Z c --------- —————— I IIIIIII ? �, rm 5C I �TTTT T Am1� A� mD oz o� I I I I �0 >o �____J II W, mz I I ��� Dz�m .00 O< T 0 r o� o� m< II II � I � II - 1 IIII 112 mo io i = A = N o EMERALD www.emeraldplans.com o D BUILDER: COAST CONSTRUCTION GROUP nA �± www.hdplans.com 000 o m PROJECT: 1536 DUPLEX HOME DESIGN BUILDERS PLAN SERVICE S2 c Dmm " f�-- — / 1 — — -- ------ I AAQ I �'m JI I III J —I I I I r I I II �nll I —7 JGIRDER TRUSS I IIII I I I I / III T F ICI g" IIII T1T� �T— III I � 11 1 1 ? I I 1 mo 1 lo� II -- — = mo _ p�Ng II o ci3;m� I I p II I o Ir C—_ ��mo >" III N¶I N y ry I / yfAilm vpi \ IIII ry IIII I III N II II 1z N III I I I x Z m I I INI u"N �I r� JL I II oo�a pHa vs� amc1A Zw cZ_iArn� o; .005 n zg Nm�z "T m° go z zp m p z �a�v �mm z�po ;mmz oo gv =.Rmmz T( T� Z Ap TZQ0 N� mx"> Np �^1ym Drz Zm.O maN no -I r 7— DO II I m� I II 1No� II A y I II I mrom 1 I �i Z NII II clz° 11 1 IW II �_ mmmw i III IN V —Tj I o II __ yzmm IIII I ICI 5 n _� —_ n z;o I LLL V II o II DEN L III 8 III a N S" 3 u IIQQ -- -------,I IS L 0 —_ -20LO — g N 7J I I Ip� I +:04 4- ° x 5:12 Ir.,1 ER IICIIII �+ TRUSS I / II IIII III �com )=�11 _1J ll \4 JI i —C, — — — -- ------- 10 pC0 In m D � C m mi°c_ wx i D C o o�g 0 z om < HUI $oom bD�� � z y N = N v EMERALD www.emeraldplans.com m o D BUILDER: COAST CONSTRUCTION GROUP www.hdplans.com ~ W o ! PROJECT: 1536 DUPLEX HOME DESIGN BUILDERS PLAN SERVICE tn< NrmyyAg �Aym w I. oyw5kgZ+ANDAmoAzmmN MA{OOOpOmwrtmZwOO_�ym� DTAO D D9p Ozy xo gySo� O 2 m Wp mO<3A <mo 18>1 " Om m" No Tg o� �> 5'-9"MAX. z OR Ozms 0 mAS 0ym0y A zmz z y y m5 ZD m 2 SA Wr KHy pm 3f Kc z a? , m 5 TD D0 m Gy A mh r0l5r<F�uAnyAr� Oyx m ro0 <o Oy 300 �O " < z0O K rno mvxxm m Oom � px x 0 zm2 Ar zam-ZD O Oa cc oN gym o" o i A y mg omDo B°o No o, 3° AowpOm W mozy mA i Z.Om A O "D 3 55 w m mo c, mTm�mo °r °o o ° zZ Lim 0-0 T �n Dmw 9mn° ow OAn m Z0r NTm OZ m SA A Tqy 00 O Z'� � �w LO- pOZg mm crx �W8,3Z Z m ° m0 ><O 0n Om D�o zD mp` A 9 SO O 8 AmA - :; Ni * wZ Z OZ. Fj Z. ZD O zFOmw y CnQO m m � y y � 81. 'z mDL m m Dwzo 3 �2O � m >y pm ymO� � 05 ntim _ mi m m m mm a Ox 2<A wzD I OZ M; 4mmm mmzAm 't D� w D"WD A Z Pm TO ZmA mTm°y D °> Ay D f p p 5,5 N~m O °y 60 0A r0 �ti w ; W m z mm ~m0 mmmo " m 2 MT ar >IM n D 0z A8 �oz m ° 0 n � Aom� N. D mzimO5� wz o D 3 D m w OOOm m m C g�Z � zO Am O 00 W 005 m z ZqO A0z o wO 0 rT O 0 Omym0jm D S Z Z o g D � 2 Om C 2� ZjD ° zD O titi0OD. o ~Wmm m mz m p�xrN oy 0 m0 A 0 0 z mz ZZ a �Oms mo 000 o °;ffnn -I m 3 0 Dm Ncn OC O °ten" Tom /1 zm� A a Z Z nm m C Z O W ?�yy FAy �' pA� 3 Acyn \J 8i m W� zm a Dy o m om°O '�I Amy ° 2� Am oz ?° o`o� z m c z o o o m zs mF -2 z m �� zm G zP,, _ A_ \ wD Q n 0 ,I, m �o oy m 1y�m m--°n n �Dc D Ill. o<� °m - p rz �r wn - o� < ~ DF O>p n -I W O O "voN ADc'> s r u-� z r �ml'0 A ° n t -- gWom r m o�AI m m r ` Am O oWw� o� o r p w <� ' oo �1 z � v r N A Z -- � 91.p _ z z ox_ z r D _� Z oyna3 m�r� w < O �_ ',,. D�D WI m O =Z by °w-DIF / = yy = m0� / J V.. r A O0 I y o. 3 A (h m P 9AT mp� ter..-- Fm° v T o O Z r-m � // I mA Q �TnA m W NOLOx //} i A�O W O r r Om p� l,� [ Z ` IN frail .' -- m�_...w L5 A pr OAr z< ram A Tn� Op--�-x-lI O �32a r W S w0~p AO 8 Ow <� w3 mD yAyA pA 9 2'T O OANy rp0 ° O OC�� O C1Z Ao _ m Ill A 7! r A` C<x N IFra0 sm m mAn=oo o pFm Wvm,�n ro A y Im ®O< A 0O �J O �00O� L O ° ° A OD O °A Z mA° ' C 0m n z0 IS m,O n mz O r O O z cl) = Z z Z m m z7 n ; 0 OQ � r m vx g 0 i w Goo0y A3 .m T n Z. _ - _ ;Dp rW AyWmoDr Goa��� )�/ A --- _ m� pp om m n 0. D P m o5 m� O O Z _c zAzm Z0my mm mAC o oN pDmw r zO O A m0 o o C O 3 pz _0T o mZf / -io m °u z� �Zo OM 88 v A w Wz D A Cyro m mO i � a m DZ z OZOzD O > oyA pw~ ctiy z � map o 00 3 �zA °gig W�OxJcsm<z�m xUo3 �mm a OW D �N w�y Owm �Dm z wOr mDOvAy<SS AiL<Wg5p m 0 D 5 m C c I on tz mAI r 7 < oz oT6 m _ 3 Q M. mm D IA < A � T i ; p rani zz U) �o i x = y D zma Ap Z R� Z, Dp ?OO oo3 r Z > zo m O . 0 zz Z z �o zmo . �� m9m w D m e <o ' Sz mz izy zo om o zc m0Zp -m =z$ ' �mO z p 0� � L n ooZw5 m �c m i yS-0 E ra3 A m $ z m o� m z m F 0 D o Q < Ap w 0 ramO _ zranim m °01 ax 3 9 n A rm -g OZ .Sji?o.- 3A ) cCDr-WwW Xti°o oAg"W=m OmoM3��>z�um��x�"��_o�zC3tiS�xz-: lo9zz-Op\ 6g mz- vLS2, 'r A ''p A A 2 cS��3FN nxx�PZ� d_- �mmz OM w l ATN- Z Of �9a aO_p=3o3 D � � i o - 0 m zZ. 0= o �j A � TO z m C imC D 0 mi m-m oo c m 0 nip C U7 D .a o Y i 0m i Z m� oz x oA mW D 1> op. $ 0 - m oO Z m ( OO z ovy Q g � $- oOyZom- NnpFn, mo�A��f m✓A xo('C .y> o A oO���mya,7 +. z T zcOD z az mSpmz 0 2 ol o° Q moo ozz " 0;D z Om o yyyin Aoo 20� Z Oxmt O Wz Z_° 0'- i 00 AO oO Zm �Z C Z0 v m mm M i �99 ym m A A° OT Agpm m 1, 0 c A mmmy mO A Z 0 mZ-m3 Mox g OZm O m mz � z rri Gi our 'orZ =Orm 0ma mm mi °rA m � ra zZz Ow GO� WZ m m A El z > O =l ry op -A ilzJ11> l m 3 o z g. D z3z v O CX O 0 3 OO nO A AO vm o co 00 czmZ �pOWZmm= tWm O-MO ay 8>A pm cOw 3 z 0.y m ~.mm A „ 0 O Ovo � 00,r � A 0 a�S z ro _I . A N = N o EMERALD www.emeraldplans.com m W o N BUILDER: COAST CONSTRUCTION GROUP www.hdplans.com W o "' PROJECT: 1536 DUPLEX HOME DESIGN BUILDERS PLAN SERVICE ro mDDMM'Vd M m EL o a °:a a aI m O > m o•-1 Z o R1 0 S o m,6 o m p (�$W(n T< m y a o m�mc -�o3 z ° °c.5'nm� ;z-9= NET 0 �zm m o d� 00G) n 3 mmomym o 3 D 3 o a o � m C) S o n c D �. ° ro- n ro� o f (� -co rn .o *0 5 N 3, o v '< �1 c3mvw ° CD xn 'o�(� A �mv 0Q c'oa= M 5Ag n O O = m y O O' n m 3 m(D S a" v O m m m p N m m m 0 0 N 3O O m 0 O(o W-..a m a : O p(pc Mvt° o0 N 0 m'o'UZo m c° m°�.z O y � cF�' -ZI 3roz m m amm m1 m m -i opm .d * o cnmv; 0 fn m a CD < opm' 3� n 3 (n ro ate- -o dvom ro vn0 Dal` (n 0� m �'ro yob 0 (o z c m m � m� D=,a v y 3 o °n 3 C-) -3o 0.m n a o o r�i m o 0-3 o 11 m >>3 o o n °- A o o'er.rp o r o O-� v (D0 5 <`GmS-. mro�� N.Z7 �m >• N5M `,°11 G 0=CD 0 1 _0z N m (p 5 rani S- f 3 (� o' �' C Z m 3 v c v 2 v y f2fnn �y n=2 om o cn m N 3rvioo.m m�� �a01�� m m�vS mom d-° < D =°-'�-D (CD m3 a .m o 00 m o m -moo ^" C� v a(n o.�.a m s d 1 m-o a v I� �o o.a c n �, .ro o Cr G �. CA � vo'<?��� ro �cD'O v (o5_3.m Droi�Z off.- °�+.Z �- c'm ° CD mym fO oo m ° c c>> ro o'er `~i �0 3"'' m c� �`�m w,}x(n �3'm(�O A �� R O o r o m wo m v_ @ m f. �' cm f n� m s c `d rS(D -u o v CL o m Cn ao. om o m Q �roQ� (Do3v .(D m� m roa�.�� K) ac °m Q m v c vF '0 3 �O m3n S-sum o. vo =o q £. °o. �m°-O v u,�.nvi3 m� 9 m CD CL 3Z a Cro M a z mo. o•> >. s m m �', 3 0<1 3o x,cp o(� ma3_.1 n3 5. 0 w c vroro = 3 �nmc 32.m 3ro m cc CL m- a W S ro c �03 c 3 ro c aim o m 5.� ro m o �m 'm 3 nm� 30 oQ @1 93.3D CD �� p fD m a � �(D n'o m °i� m° F m� �O°-�-n s N o- � o C o.° o m O m�mc m Dso. -n m'� o.', 3o�CC ro v c ' 2 m-o5.-0 o � rov o� �F mm � .mm 3, v F, m < 3 m 33. N C�a O.. m� _ B O O O 3 � 00 - m A Nmm* O Nm9 O O(D O --Om(O(O C 3 z O O N D) _0 O m Gj CD N (D'A N -1 ° w c CDmm a aNm vm �m o= D o o CA ro m 2 'f/ c a v�Droi `� 3 o oDmi o o C J� mT.m £CDn m CDCD o O O m ao os o �s� �'< y 3.1Z3 n v m 7 5 o ora m 3' ° '= a c o3ro m ID ET o.(D ro 3ro 9; w .p m OfO 00 CO ID 3-0 G ro O o?m =v 1 O J m 3 J . p a 3 n 0, m cp n ro m m sm ro n o n m K - m 3 �N c A j a aq O -�. m',. �.n O. c� W n a < v `>_ .�n < z - O N xw'. `° x Id AIi a < '° n A�.n z u@Sm0 vv.3K M< K <mvr°m3 A-I rnaw> n-i �-i-i m� nn z... ti o`_� ° w' 0 y f/i 0 N N CD l a m O `� c Df O(n O pl � p m '2 S S S � a 3 `> ?> j O " a 2 w o a u I o o 9 .. n �" z 3 3 w CD J �° 8�)OOI N -m m�N of N �O" V OOO_OA S N fAN ° .. C O 3. c -O N N(D_5 a v DS)OV C v O N p n N O .p Ut -N U�> ..� .°._� O Z 3 °^' C 3 m'cn3 3 v ° sro g 3 0 3 0�0)1 wok 5 m mm-o v °n... - z 0 z - vm Sy> 0=8 3ow ow=x m� pcnocnooDroi o� 2 030,E 0 m x 300. 0 Q�m� N.O.�(a NN ?N m D��N.G� -0CD� 0000 CO 0 (.�....� x < n Oa O' ,7 3.cD j'�O N N `(D N O O 8 iv w m W w CD c T (G° C c o (^ I» 3 N Nap = c_.S o m p3 >> m ww ow >(o�rnaw oia m a $ z x s f N ro0.o m m d m m 33, m O0 o S2.3 n) pOocn0CPC) m d ry f 0. Q n S O(P N R N d v j m.C."O_C OWN �v N M d N O ? I m CL STt o CO m G m .. SO-K�OtO O m ° m + z O 0 co m m� m N °-)O,m(D N o > w m m o��) 3 c _ n O°w cD 00 3 O (D=i-O.°i S ' ._C-. O(OP 0M 0 L�03 N N N y,,, z A'n o Z " o A. N Wm=(D W(D S O a m 8)a N N 3(D .° N S D) ° x'. m N N �0 m pt°v a a ^ m' ro y( .p CO,o S3 =. a, ILL L... { N r :i o I o A m v =v O S mrom o m ^ m °".@--- "m?m f m o o m >rn _n ° ° OG CD N j N'O S O)o m W NOO--W g -O 9 D �3v ~G �- � ° o o mn-o°c p vov m ° N N v m aa`<y p O' ti Z 1O bJ �.C-.O.D�.roO.. :E �m m(' c0 m 91 O' 0)w� Z 0000,roo o10 N C m 9 ro 0 < -' m O v CD 0 ro a�N m 3 O= .-S °'5f°O'C N we OCwT O(Olf co .D O n CD CDn mro = _ n O A' 3 p CD N O)O OIOCT n S N u p 0 N ° :O OI, O0!O O�O O'IO N O O O t O O O O-0 O O O O C O O OI010OUiu 'off oo 'o o�lo o �oo 0 0 0 0 0 0 0...00 0 r 0.0 0. ix el s m_ o 000'_oo 0 oo_I olo 0 111 II ail = olo'o 0 ow oa�I Ioo 0.o4oaooioo�000lo ( l,000� O'0 00 0 0 A O o A A O O o 0000 OWN O '100000 O o0 can O A" CI OO 0 0 0�0 0 0 bib O O OO � O.Oi 10,0 O OIO o LIL O OI O O � O J O W O m www.eirneraldplans.com m o N n BUILDER: COAST CONSTRUCTION GROUP EMERALD www.hdplans.com W o m PROJECT: 1536 DUPLEX HOME DESIGN BUILDERS PLAN SERVICE v E c� y -0-,o Q �a a 3 0o ♦Z ®®®® ®®®® OEM= ®®®® W ®®Ell® r7lM ®®®® ®®®® p ®®®® ®®®® ®®®® ®®®® YLl LV - = o 16 X 8 GARAGE DOOR 16 X 8 GARAGE DOOR J FRONT ELEVATION Q SCALE: 1/4 IN = 1 FT w Q w = (6)7X7 ROOF (6)7X7 ROOF VENTS REQUIRED TOP OF ROOF RIDGE VENTS REQUIRED UPPER FLOOR WALL HT 8'-1" in N UPPER FLOOR FRAMING 12 5/8" LOWER FLOOR WALL HT 9'-1" (V TOP OF SUBFLOOR� LOWER FLOOR FRAMING 12" CL TOP OF FOUNDATION O LEFT ELEVATION RIGHT ELEVATION SCALE: 1/4 IN = 1 FT SCALE: 1/4 IN = 1 FT O Z O H U �5:12PITCH TYPICAL � N X 3 TAB COMPOSITION Z W ROOFING OVER 30LB FELT O d U = H � N OLo C) r a. H W U 0 W J _ O ma DATE: APPROXIMATE FOOTAGE SUMMARY 1211/2020 PER UNIT LOWER LEVEL LIVING 680 EHD JOB: UPPER LEVEL LIVING 856 TOTAL LIVING 1536 2483 - GARAGEAREA 417 COVERED PORCHES 42 SHEET: (5)8X16 FOUNDATION REAR ELEVATION (5)8X16 FOUNDATION VENTS REQUIRED VENTS REQUIRED SCALE: 1/4 IN = 1 FT UPSTATE ENGINEERING V PO BOX 952 LYNNWOOD,WA 96046 206-2804715 STRUCTURAL REVIEW U � REVIEWEDFORSTRUCTUPAL O W REQUIREMENTS ONLY PER THE �'/w ATTACHED LETERICALCUTATIONS V v+ PROVIDED BY THIS OFFICE. (� REVIEWED BY: emy Q DATE?y2r[O JOB#1265 "O CIS Q �a a W 3 00 ♦Z V � 8X8 CONCRETE PATIO 8X8 CONCRETE PATIO _/ww' 74'-2" LU 24'1" 2' 14'-2" 2' 24'-6" 1 Q T-21/2" 4' 'r 6' 7'-31/2" T-31/2" 6' 4' 4' 3'-21/2" 8 8 o SW1 LS SW7 NT 6068 o-7 SW1 0 SW7 T 6068 a SW1 4036L� SW1 r o GAS WATER HEATER LU WITH MIN EF OF 0.91 p 1Q p p SQ 1Q p 1Q GAS FURNACE WITH O y~� 0 0 '� y�S y~� '� '� y�`S O 0 '� MIN AFUE OF 94% CW51 C R311.3.2 MIN LANDING 36 X 36 w R311.3.2 MIN LANDING 36 X 36 WHOLE HOUSE VENTILATION TO L WITH 7 3/4"MAX RISE WITH 7 3/4"MAX RISE BE PROVIDED BY OUTDOOR AIR W ANTI-TIP HARDWARE IS REQUIRED TO TOP OFTHRESHOLD TO TOP OFTHRESHOLD ANTI-TIP HARDWARE IS REQUIRED DUCTS CONNECTED TO THE ON FREE STANDING RANGES 3 ON FREE STANDING RANGES RETURN SIDE OF AN AIR HANDLER rn �� 100 FM Sv`p1d �O7gR 100 CFM FAN TO FAMILY w w FAN VTO SMOKE DETECTORS SHALL BE INSTALLED NOT LESS THAN J FAMILY 3 FT HORIZONTALLY FROM THE DOOR OR OPENING OF A [7 BATHROOM THAT CONTAINS A TUB OR SHOWER.R314 w¢ z w n n 6 o- IONIZATION SMOKE ALARMS: 12 ALL EXT WINDOW AND DOOR - SHALL NOT BE INSTALLED LESS THAN 20 FT ui u/Q L) HDRS TO BE 4X1 0 U.N.O. HORIZONTALLY FROM A PERMANENTLY INSTALLED w Ur DF#2 Uga z Z COOKING APPLIANCE. w 'w O a Lj IONIZATION SMOKE ALARMS WITH AN ALARM-SILENCING N LL TNo�a Nat^ Uga rPANTRY SWITCH SHALL NOTBE INSTALLED LESS THAN 10 FT HORIZONTALLY FROM A PERMANENTLY INSTALLED ALL EXT WINDOW AND DOOR 2' y WLLCOOKING APPLIANCE. HDRS TO BE 4X10 DF#2 U.N.O. N w DINING PHOTO ELECTRIC SMOKE ALARMS: N DINING SHALL NOT BE INSTALLED LESS THAN 6 FT HORIZONTALLY FROM A PERMANENTLY INSTALLED COOKING APPLIANCE. 4' 7'-0 1/2" Landings Floor elevations at the required egress doors. Landings m than 11 Floors at the required egress door shall _ be not more than 11/2 inches(38 MITI)lower than the top of u CARBON MONOXIDE U WH SW2 SW2 yyH O CARBON MONOXIDE LL the threshold. FAN ALARM PER R315.1 © FURN FURN ALARM PER R315.1 © - Exception:The landing or Floor on the exterior side shall be FAN not more than 73/4 inches(196 mm)below the lop of the SMOKE ALARM SMOKE ALARM threshold provided the door does not swing over the landing 50 CFM VTO BOLLARD O s or Floor. PER R314 ® BOLLARD O m PER R314 50 CFM VTO Where exterior landings or floors serving the required egress N 1 3/8"SOLID CORE WOOD DOOR _ taw door are not at grade,the shall be 4 X 8 DF#2 1 3/8"SOLID CORE WOOD DOOR OR 20 MINUTE FIRE RATED DOOR 4 X 8 DF#2 9r y provided with access to OR 20 MINUTE FIRE RATED DOOR W 3 grade by means of a ramp in accordance with Section R311.8 w y WITH SELF CLOSER PER R302.5.1 468 v) w WITH SELF CLOSER PER R302.5.1 or a stairway in accordance with Section R311.7. UP UP R311.3.2 Floor elevations for other exterior doors. B3 Doors other than the required egress door shall be provided 3'-61/2" T-6 1/2" 8 3'-8 1/2" 3'-6 1/2" - with landings or Floors not more than 73/4 inches(196 mm) below the top of the threshold. Exception:A top landing is not required where a stairway of not more than two risers is located on the exterior side of the 3068 3 3068 door,provided that the door does not Swing over the Stairway. a N _ 5118 X 18 GLIB 24F V4 51/8X18 GLB 24F V4 w a o w r----------------� 3.1. 3'-1 r----------------� ❑ X COVERED PORCH COVERED PORCH X R302.6-PROVIDE 1/2"DRYWALL ON WARM WALLS, SUPPORTING WALLS AND GARAGE TO ATTIC. ' PROVIDE 5/8"TYPE X GWB ON CEILINGS WITH HABITABLE ROOMS ABOVE V MIN 4.POST MIN 4X4 POST 1 LM1307.3 APPLIANCES HAVING AN IGNITION Z 4 X 8 DF#2 U 4 X 8 DF#2 SOURCE SHALL BE ELEVATED SUCH THAT O THE SOURCE OF IGNITION IS NOT LESS THAN 18 INCHES ABOVE THE FLOOR IN GARAGES. GARAGE GARAGE w U M1307.4.1.1-(2)SCREENED COMBUSTION N� n AIR DUCTS ARE REQUIRED IN FURNACE 5 1/8 X 12 GLB 24F V4 y0�O ,[2p�Zp 5 1/8 X 12 GLB 24F V4 Sp Sp AND WH ROOM.ONE WITHIN 12"OF TOP ---------------- > ---------24F V4 — �\� PLATE AND ONE WITHIN 12"OF FLOOR. 7 16080 1 1 16080 1 WATER HEATER SHALL BE Z W g g g g BRACED PER P2801.7 O J 51/2" 9 7/2" WITH RELIEF VALVE PER P2803 V 10" 3' 16' 16' 3' R302.7-ENCLOSED ACCESSIBLE SPACE 3'-6" 4'-3" 7'-3" 19' 6'-2" 19' 7'-3" 4'-1 3'E" UNDER STAIRS SHALL BE PROTECTED WITH 1/2"GWB ON ALL ENCLOSED SURFACES. 74'-2" Q Ln C) r LOWER FLOOR PLAN a; SCALE 1/4"=1 FT W W 0 J0 ma DATE: 17J1/2020 EHD JOB: HDJ SHEET: 2 UPSTATE ENGINEERING V PO BOX 952 LYNNWOOD,WA 96046 206-2804715 STRUCTURAL REVIEW U � REVIEWED FORSTRUCTUPAL O W REQUIREMENTS ONLY PER THE �'/w ATTACHED LE TERICALCUTATIONS V v+ PROVIDED BY THIS OFFICE. (� REVIEWED BY: emy Q DATE1v22O JOB#1265 �O CIS Q �a a uj W 3 00 ♦Z V 24'-6" 24'-6" V 713'-9 10'-9" 10'-5 1/2" 14'-0 1/2" W SW1 5 4� F2 9" 040L W1 SW�040L IFS—wil L�SW7 0 5040L SW1 SW1 a Lu EGRESS WINDOW EGRESS WINDOW EGRESS WINDOW EGRESS WINDOW J PER R-310.1 PER R-310.1 PER R-310.1 PER R-310.1 Q W O W " SMOKE ALARM °' SMOKE ALARM F' SMOKE ALARM PER R314 ® �' N PER R314 ® SMOKE ALARM PER R314 PER R314 BEDROOM 2 BEDROOM 2 MASTER BEDROOM MASTER BEDROOM U-51/2"- 7'-31/2" 4' 6-9" 6-51/2" 4' 7'-31/2"�6-9" 2668 2668 5068 Y 5068 T AN 2468 2468 50 CFM VTO ry w fl" N ♦ N N SO CFM VTO ul R807.1-22X30 ATTIC FA FAN R807.1-22X30ATTIC ACCESS.INSULATE _ ACCESS.INSULATE AND WEATHERSTRIP. 50 CFM VTO - 50 CFM VTO AND WEATHERSTRIP. M M M M SMOKE ALARM SMOKE ALARM W2 DRYER S PER R314 PER R314 SW2 O VTO ® b LAUNDRY T-11 1/2" 5'-1" 1 © ® 1 4'-9 1/2" 8'-3" O "00 CARBON MONOXIDE f CARBON MONOXIDE 50 CFM VTO Y Y 50 CFM VTO ALARM PER R315.1 ALARM PER R315.1 DRYER LAUNDRY2668 2668 DN AN vro 8 � 5068 5068 � 8 a 2840FX SMOKE ALARM �_ 2840FX O OPEN TO PER R314 Y Y PER KEALARMO BELOW 2 z C7 B 8 BEDROOM BEDROOM Z 3060FX 3060FX O 0 2 EGRESS WINDOW 2 q o 2 EGRESS WINDOW 2 U PER R-310.1 PER R-310.1 8 a� SW2 6. 6LS SW2 ALL EXT WINDOW AND DOOR SW2 6646LS SW2 1 2'-8" 7" 2'-0" 3' 1-11" 3'-3" 8 6'-6" 3'-3" WHOLE HOUSEX VENTILATION TO 3'-3" V-6" 8 3'-3" 1-11" 3' 2-4- 7" 2'-B" 1 Z W O BE PROVIDED BY OUTDOOR AIR J 4'-3" 7'-3" 13' DUCTS CONNECTED TO THE 13' RETURN SIDE OF AN AIR HANDLER 24'-6" 24'-6" O Lo UPPER FLOOR PLAN V r SCALE 1/4"=1 FT d' U W W 0 J0 ma DATE: 1211/2020 Z SHEET: 3 UPSTATE ENGINEERING V PO BOX 952 LYNNWOOD,WA 96046 206-2804715 STRUCTURAL REVIEW U � REVIEWED FORSTRUCTUPAL O W REQUIREMENTS ONLY PER THE �'/w ATTACHED LE TERICALCUTATIONS V v+ PROVIDED BY THIS OFFICE. (� REVIEWED BY: — Q z DATE1v22O JOB#1265 �O CIS Q �a a W 3 00 ♦Z V 74'-2 W 211" 18'-2" 24'-6" T-6" 1T-2112" 6' 7'-31/2" 7'-31/2" 6' 11'-21/2" W ———————————— ————— ———— ——————————————— O r----------- N�ZO_----Op -------0� .y0'------ �y0-----b -----------� SEC.R-408.2 y'� '� '� y'��O FOUNDATION VENTS TO W BE WITHIN 3 FEET OF 6 MIL BLACK VAPOR BARRIER EACH CORNER TYPICAL. m m SEC.R-408.2 6 MIL BLACK VAPOR BARRIER THROUGHOUT PORBACRAWL BARRIER PACE FOUNDATIONVENTSTO THROUGHOUT CRAWL SPACE W BE WITHIN 3 FEET OF ,�dE� sTyO EACH CORNER TYPICAL. 4'-9" 6 6 4 9 1-6 1-6" 4'-9" 6 6 4 9 1-6 --J 1 -1 -1 -1 �� I -1 -1 -1L-- L—4 X 10 DF#2 TYPICAL —� — 4 X 10 DF#2 TYPICALi — I � —J —� _— — I I [Ind—Floor Vent l,to yD74R elle I I MIN 16X24 CRAWL MIN 16X24 CRAWL 396 Number of Typ 8xi8 Vents(70) 5 SPACE ACCESS _ SPACE ACCESS Number of Typ 8x16 Vents(70) 5 AT EXTERIOR WALL AT EXTERIOR WALL I 1'-6" 6'3' 6'3" 1Ll' 8-8" 10" 8-8 sry I 6-3" 6-3 " — -a-----------J L-----------s I T— — a I I f —————————————————————— ---------------------, 4 1 I 24X24X10 CONCRETE I I 24X24X10 CONCRETE FOOTINGS TYPICAL s"FOUNDATION FOOTINGS TYPICAL I I I I I I I I I I WALL TYPICAL GENERAL NOTES: I I FLOOR OPENINGS INTO CRAWL SPACE ARE TO HAVE METAL 6"FOUNDATION I 17 X 6 CONTINUOUS COLLARS OR SCREEN TO RESIST RODENT INTRUSION I I WALL TYPICAL FOOTING TYPICAL POSITIVE DRAIN TO BE INSTALLED IN CRAWL SPACE 17 X 6 CONTINUOUS FOOTING TYPICAL 1 R-3 WATER LINE INSULATION IS REQUIRED IN UNCONDITIONED I I ——— SPACES AND HOT WATER LINES WITHIN CONDITIONED SPACES. r___ a 4"CONCRETE SLAB 4"CONCRETE SLAB I I I I I I I I AT GARAGE I I I I AT GARAGE I I I I b l l I I I I I I I I I � I I I I I I I I �rao-hro________________ �sgNia hzo hzo________________ asaNso I d' 1 1 Z W a a a s O J 1'-4 1/2" 16'-3" 1'-4 11. B,2„ V-4 1/2" i6'-8" 1'-0 1/2" U W-3" 7'-3" 19' 2'-8" 10" 2'-8" 19 7'_3" 74'-2" Q M FOUNDATION PLAN L) r SCALE 1/4"=1 FT a. H W U 0 W J _ 0 ma DATE: 17J1/2020 ZJOB: SHEET: 4 UPSTATE ENGINEERING V PO BOX 952 LYNNWOOD,WA 96046 206-2804715 STRUCTURAL REVIEW U � REVIEWED FORSTRUCTUPAL O W REQUIREMENTS ONLY PER THE /w ATTACHED LETERI-CUTATIONS V v+ PROVIDED BY THIS OFFICE. (� REVIEWED BY: emy Q DATE1v22O JOB#1265 O CIS Q �a a W 3 00 ♦Z V W 0 W --------------------------- ---------------------------� o 1 = 1 oaC I I N II I I II N I I w O I I o II I I II o I I T I I w I I FLOOR JOIST TO BE I I w I I W i I I I I 2X12 HF#2 AT 16"OC I I I I I I S II I I II o I I I I � II I I III I I ED o a m� m3 I - -SOLID BLOCKING --SOLID BLOCKING- 1 r -- OVER BEAMP -OL i F L-l" TTF SO VER I I I CANTILEVER CANTILEVa y I I FLOOR JOIST FLOOR JO I II II I II m I MIN 16X24 CRAWL MIN 1 SPACE ACCESS SPACAT EXTERIOR WALLAT EX____ ________ _ _________ _ _-_-_ r--_-_ ______ 1 - SOLID BLOCKING �T�r - - SOLID BLO'KING - I I I OVER BEAM I I I I I OVER BEAM I I II I I II II I I II I I II I II II I I II 1 FASTENERS INTO OR IN CONTACT WITH 11 I I I PRESSURE TREATED OR FARE RETARDANT TREATED 1 1 II I 1 L 1 1 1 WOOD SHALL BE OF HOT-DIPPED 1 1 r- J GALVANIZED STEEL,STAINLESS STEEL,SILICON I L___ I I 1 1 BRONZE OR COPPER.EXCEPTION:1/2 INCH 11 I _J 1 1 DOUBLE JOISTS 1 1 11 11 DIAMETER OR GREATER STEEL BOLTS. 1 1 DOUBLE JOISTS 1 L 1 I �� ALL WOOD IN CONTACT WITH r I r CONCRETE OR EXPOSED 1 1 a REA ED. IS TO BE PRESSURE 1 1 I II I I II II II II I I II I O I II I I II II II II I NL HillHill 1 II 1I L` _ III1 III1 I k— Hill = I Z L------_ 1111 I --------J O 1111 1111 1111 1111 1111 1111 1111 1111 U 1111 1111 1111 1111 I I I L------------------J I I I I L------------------J I I ILt=----------------- 11 1�=-----------------�1 ~ L_____________________J L______________________J V) x Z w Oa U LOWER FLOOR FRAMING PLAN SCALE 1/4"=1 FT O Lo C) r a. H w U 0 w J _ O ma DATE: 1211/2020 ZJOB: SHEET: 5 UPSTATE ENGINEERING V PO BOX 952 LYNNWOOD,WA 96046 206-2804715 STRUCTURAL REVIEW U � REVIEWEDFORSTRUCTUPAL O W REQUIREMENTS ONLY PER THE �'/w ATTACHED LETERICALCUTATIONS V v+ PROVIDED BY THIS OFFICE. (� REVIEWED BY: emy Q DATE1v22O JOB#1265 �O CIS Q �a a uj W 3 00 ♦Z V I I I I Lu I I I I CANTILEVER CANTILEVER FLOOR JOIST FLOOR JOIST W FLOOR JOIST TO BE I-JOISTS TJI 11 7/8 210 AT 16"OC OR ALTERNATE ENGINEERED J c OVER WALL KING FLOOR SYSTEM r SOLID BLOCKING = Q JJ I OVER WALL I- LL O FLOOR JOIST SUPPLIER TO PROVIDE DETAILED __ W T PLAN AND ENGINEERING FOR FLOOR SYSTEM I - T w = I r () I o I II I I _ F - I r I r1 =71 r—,= p I I I I III �I I III III I I I I III I I III L W I I L II I� I I /I II II I I I I II I I EDGE NAILING TO BEAM 5 SOLID BLOCKING I 5 FROM FLR DIAPHRAGM ABOVE 8 OVER WALL SOLID BLOCKING 8 EDGE NAILING H BEAM I OVER WALL FROM FLR DIAPHRAGM ABOVE F= 31/2X117/82.OE PSL = � / — J — — — —� r— — — -- L — — — — � �= 31/2X 117/82.OE PSL —� I II ( \ MANUFACTURED TRUSSES AT 24"OC. l WH II '�'�'�'� III \ / DESIGNED AND ENGINEERED BY / III TIGHT-FIT SOLID BLOCKING W/EDGE / TIGHT-FIT SOLID BLOCKING W/EDGE J TRUSS MANUFACTURER.INSTALL o' J III NAILING FROM FLR DIAPHRAGM @ SW ABOVE NAILING FROM FLR DIAPHRAGM @ SW ABOVE III PER MFG SPECS.4:12 PITCH TYPICAL. G 1"I � Fr-- I� P a a I F U o $ o I II 1� I 1r fi Ll _ _ _ = X X a SOLID BLOCKING I SOLID BLOCKING I 1 r r OVER BEAM I --I I OVER BEAM II I I I I I I I II II I I I 2 I II II I 2 I I I II (� B B 4:12\ I I `4:12 J O I l s 8 I I I I I I s s II I U 31/2[2 X117/82.0E PSL I 1 1 31/2X 117/82.0EPSL I I II II I � TRUSS MANUFACTURER TO SUPPLY DETAILED N X PLAN AND ENGINEERING FOR ROOF TRUSSES Z W O � Ua UPPER FLOOR FRAMING PLAN (j SCALE 1/4"=1 FT Q M U � r W U 0 W J _ O ma DATE: 1211/2020 EHD JOB: 2483 SHEET: 6 UPSTATE ENGINEERING V PO BOX 952 LYNNWOOD,WA 96046 206-2804715 STRUCTURAL REVIEW U � REVIEW EDFORSTRUCTUPAL O W REQUIREMENTS ONLY PER THE �'/w ATTACHED LETERI—CUTATIONS V v+ PROVIDED BY THIS OFFICE. (� REVIEWED BY: emy Q DATE1v22O JOB#1265 "O CIS Q �a a uj W 3 00 ♦Z Upper Attic V�ntllatbn Per R806.2(PER UNIT) Upper Attic Ventilation Per R806.2(PER UNIT) V 466 ATTIC VENTILATION:VENTED BLOCKING AND GABLE END 466 VENTING IS NOT ALLOWED WHEN THE EXTERIOR WALL IS 5 FT OR LESS FROM THE PROPERTY LINE OR WHEN THE EAVE OR Lower Area to be provided by vented block at each tr OVERHANG IS LESS THAN 5 FT FROM THE PROPERTY LINE. Lower Area to be provided by vented block at each 6L55 Q W II II II II II II J izr�� II II II II II II � O II N� II II II II II W I II II II II II II II II II II N� II W = II II II II II II II II II II II II II II II II II II II II II II II II I I5:12 IIII I I5:12 III 111� bI ✓�===T I ====�J 11 *11 I IIT T- fli MANUFACTURED TRUSSES AT 24"OC.IL MANUFACTURED TRUSSES AT 24"OC. I I DESIGNED AND ENGINEERED BY =DESIGNED AND ENGINEERED BY TRUSS MANUFACTURER.INSTALL TRUSS MANUFACTURER.INSTALL 3 I I 18 PER PERM SPECS.5:12 PITCH TYPICAL. PER MFG SPECS.5:12 PITCH TYPICAL. B :Z I ILJ \- I -/ L J I HIPSET GIRDER HIPSET GIRDER \ TRUSS 8'SETBACK —_—_—_—_— —————— TRUSS 8'SETBACK Il r 1� I� � 1 Ir 11 N I I� II F I� N- ==J� c I _ `__� F`F � it L 11 W --J ---o HIPSET JACKS TO BE p PROVIDED BYTRUSS III / I I \ III t C0 I HIPSET JACKS TO BE MANUFACTURER a PROVIDED BY TRUSS MANUFACTURER I I - I I CL r---1 ---7 O II II I II � BLOCKED COMMON TRUSS �— ____ —�I Z BLOCKED COMMON TRUSS- Q II II TYPICAL OVERHANG P L 52 I L__ 5.12 AT GABLES 12" TYPICAL OVERHANG AT EAVES 18" x Z J TRUSS MANUFACTURER TO SUPPLY DETAILED OU d PLAN AND ENGINEERING FOR ROOF TRUSSES ROOF PLAN Q M SCALE 1/4"=1 FT U Lo r W U 0 W J _ 0 ma DATE: 17J1/2020 EHD JOB: HDJ SHEET: 7 GENERALNOTES ROOFING MATERIAL TO BE oam I I/30/z020 W ALL CONSTRUCTION SHALL COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL 2X8 PT LEDGER AT WALL WITH 1/2 X4" MID ROOF"UNDER SHINGLE"VENTING TO COMPOSITION OVER 30LB FELT n ineer HOLDOWN SCHEDULE CODE,20151NTERNATIONAL BUILDING CODE,AND THE 2015 WASHINGTON STATE STAGGERED LAG BOLTS AT 18"OC INTO RIM PROVIDE LOWER ATTIC VENTILATION. 7/16"OSB ROOF _ In lob#: I268 V JOIST.LAG BOLTS SHALL BE 2"FROM TOP OR 4X4 SUPPORT POST SHEATHING.8D AT 6" SHEARWALL&HOEDOWN NOTES(U.N.O.): HOLOowry/ FASTENERS TO HOONOATION ENERGY CODE. RIM JOIST OCATEDGESAND (1)Simps°noragaal.Locate at end or shearwan u.n.o.Install n1nRR srRAP*L) (z)-STUDS rvnry U.No. ANCHOR-U)(4) conu.IENTs BOTTOM AND 2"TO 5"FROM ENDS OF LEDGER per manufacturer rewmmendations for feundation minimum end (8 lba sinkers to tech SOLID TIGHT FITTING 12"OC AT FIELD r-1 Msrcao )- N/A U R-408.2(WAC 51-51)UNDERFLOOR VENTILATION REQUIRES 1 SO FT OF NET FREE / distance and emb,d—M,deepen foundation sa required. oca«red H<mem CROSS VENTILATION FOR EACH 300 SO FT OF UNDERFLOOR AREA COVERED. SIDING BLOCKING(NO VENTS) H1 ROOF TO TOP (2)Constmd cripple wall same as aheanvall(SW)above,and 'w PLATE CONNECTION gable end same as sheanvell(Sw)below. - SrHD1v1— O3)IUP)-I6a NI %U v+ R-408.4 UNDERFLOOR ACCESS:MINIMUM 18"X 24"CLEAR ACCESS THROUGH METAL FLASHING DTT2 CONNECTOR (3)Requires 3.or(z)zx mur.tlatior.sill plate = AT EACH TRUSS 4 Threaded rod and cou d �J FLOOR,MIN i6"X 24"THROUGH EXT WALL. () per as require. fn VENTED 2X (S)Common nails,ONO'.8d=0.131"x%-,IW4.148'W, Q R-317.1 WOOD FLOOR JOIST CLOSER THAN WAND WOOD GIRDERS CLOSER THAN INSULATION PER ENERGY 1za=0.lae^x3v.^,tstl=o.ls2^xa%^,tsa sinker-o.1aa^x3%••. (� Q BLOCKING INSULATION BAFFLE WITH 1•• 12"FROM THE EXPOSED GROUND MUST BE PRESSURE TREATED. �I • INFORMATION PAGE (6)Install H1•s on an pusses/ravers,A35•s at za^o/c on gables& °o• °° o• ## MIN AIR SPACE TO EXTEND Imj°ist(or solitl blkg)tot°p plate(sill plate at fdn)u.n.o.,Wh- �a Q.,w FASTENERS INTO OR IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT °o LUS2B RIM JOIST / /<7 HEADER PER PLAN TO 12"VERTICALLY ABOVE specified spacing is less man 2a^o/c,install Aas•s at roof soI'm v+TREATED WOOD SHALL BE OF HOT-DIPPED GALVANIZED STEEL,STAINLESS STEEL, MSTC28 OR(2)HTT4 / —V-6" INSULATION 1,10,g to SW top plate,and install H1 or H2.5 on all SILICON BRONZE OR COPPER.EXCEPTION:1/2 INCH DIAMETER OR GREATER STEEL AT TNO LOCATIONS TO SHEATHING PER trusse efters.LTP4,LTP5 or LS50 can be substituted for A35. BOLTS. CONNECT FLOOR 2X8 DECK JOISTS SW SCHEDULE Conn.perSlmpson Strong-Tle or equal. N SOLID BLOCKING NOTE:GABLE ENDS THAT ARE DIRECTLY UP AGAINST DIAPHRAGM TO DECK JOISTS 5 FT SETBACK SHALL HAVE NO GABLE VENTS 2X6 WALL FRAMING AT 16"OC (7)Minimum 3x or dbI-2x stud lam'd w/(2)-16d @ 6"o/c at ATTIC ATTIC VENTILATION REQUIRES NET FREE CROSS VENTILATION 1/150 OF abutting panel edges. ATTIC AREA.OR 1/300 IF 40-50 PERCENT IS UPPER VENTILATION.VENTED BLOCKING (8)Anchor halts sM1all be embedded et least T'Inm concrete, AND GABLE END VENTING IS NOT ALLOWED WHEN THE EXTERIOR WALL IS 5 FT OR ROOF OVERHANG INTRUDING INTO TYPICAL ROOF TO WALL thereshall beammimumoftwo bolts perpiecewithonebolt LESS FROM THE PROPERTY LINE OR WHEN THE EAVE OR OVERHANG IS LESS THAN O DECK CONNECTION TO WALL D3 4X4 DECK RAILING POST SUPPORT D2 D1 AND HEADER SECTION a°L 1,.n�a nnepe..tzxmi�apTman oa°an b°Ildiama`ara`rnm 5 FT FROM THE PROPERTY LINE.WHEN APPLICABLE SEE D2 5 FT PROPERTY LINE SETBACK m All M1 IM1In m I APA I R-807 ATTIC ACCESS REQUIRES 22"X 30"MIN CLEAR OPENING IN A READILY L13.1020 ACCESSIBLE AREA 30"MIN HEADROOM,INSULATE AND WEATHERSTRIP SHEARWALL SCHEDULE Dare_ Z ROOF TO WALL lob a: I268 R-310 EGRESS OPENINGS SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44" BD NAILS AT 6"OC PERIMETER BAITGYINF INFORMATION R BATT INSULATION PER AR sHE"--SEELY To eArHlrvc eDc rval.s°ts) FLO R TOP PLAIT, FLASHING M K H E BASES'(I) SILLP WANCHERSo ABOVE THE FLOOR WITH A MIN OF 5.7 SQUARE FEET,A MIN WIDTH OF 20"AND A MIN NAILING TO LEDGER ENERGY INFORMATION PAGE ENERGY INFORMATION PAGE zx HF snros @ I6°ore ALL EDcss BLocxED eLooR r0 roe PLAre I �(2) NAILS'(I) 3"x 3"x I/4"WASHERS'(s) V HEIGHT OF 24". / PARALLEL OR UN.D.BELO 11 (do ameoeaar<asr Ra<n) &SILL PLATE-(6) TIGHT FIT SOLID /`// PERPENDICULAR NAILING TO SOLID BLOCKING. SW-1 7/16"USB 6J@6"o/c(1z"o/c 0e1d) 16d@ I2"Oro HI(a}A35o 24 •'o/c 5/s"0x10"AB's@ 60"o/c R-314.3 INTERCONNECTED SMOKE ALARMS SHALL BE INSTALLED IN EACH SLEEPING BLOCKING ROOF FRAMING SPACING PER PERIMETER 2 ROOF SHEATHING ROOM,IN THE IMMEDIATE VICINITY OUTSIDE EACH SLEEPING AREA AND ON EACH ——————rr-- PER PLAN SW-z NAILING OF FLOOR DIAPHRAGM BASEPLATE NAILING v16•ose 8d@4•o/c(1z^o/o scla7 16a@ a^c/c A31Q 24^o/c va^Ox1o^AB's@ so^w< STORY. �y 5/8"TYPE PER SW SCHEDULE 5/9"PLY.( D 2 1oa@z"o/c stasg«ea <Iz" BASEPLATE NAILING X"TYPE / Rsw ERAMmc a/c sdd SEE DETAIL 1x SMOKE DETECTORS SHALL BE INSTALLED NOT LESS THAN 3 FT HORIZONTALLY PER SW SCHEDULE // FLOOR PLYWOOD FROM THE DOOR OR OPENING OF A BATHROOM THAT CONTAINS A TUB OR CENTER TRUSS RIM JOIST yq"FLOOR PLYWOOD LU SHOWER.R314 2X LEDGER,BLOCK, DIRECTLY OVER TOP PLATE m Q SHEARWALL PER RAFTER OR TRUSS WITH 1"SPACE. TO ROOF RIM JOIST IONIZATION SMOKE ALARMS:SHALL NOT BE INSTALLED LESS THAN 20 FT SCHEDULE (2)i6D TO EACH STUD CONNECTIONRUM FLOOR JOIST FLOOR JOIST HORIZONTALLY FROM A PERMANENTLY INSTALLED COOKING APPLIANCE. PER PLAN PER PLAN PER SHEARWALL IONIZATION SMOKE ALARMS WITH AN ALARM-SILENCING SWITCH SHALL NOT BE FLOOR JOIST PERIMETER NAILING SCHEDULE. IUj NSTALLED LESS THAN 10 FT HORIZONTALLY FROM A PERMANENTLY INSTALLED PER SW SCHEDULE BASEPLATE NAILING FLOOR TO TOP WALL FRAMING FLOOR TO TOP pF.W M. Oq Q COOKING APPLIANCE. PER SW SCHEDULE PLATE CONNECTION PLATE CONNECTION T T ����� a J C PER SW SCHEDULE PER SW SCHEDULE U Q G PHOTO ELECTRIC SMOKE ALARMS:SHALL NOT BE INSTALLED LESS THAN 6 FT TYPICAL PARALLEL OR I II.;en Ineerin #y O HORIZONTALLY FROM A PERMANENTLY INSTALLED COOKING APPLIANCE. WALL FRAMING Po aox 4sP .vNNwoop,wA aaoae «2 PERPENDICULAR LOWER TYPICAL UPPER FLOOR W 5/8"TYPE ONAL 12lU2O20 R315.1 CARBON MONOXIDE ALARMS SHALL BE INSTALLED OUTSIDE EACH SLEEPING O ROOF TO WALL CONNECTION xGWB C2 CANTILEVER UPPER FLOOR C1 JOIST SECTION AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. General Structural Notes—Unless Noted Otherwise DAf€5 3-01- 1 W + R-308.4 SAFETY GLAZING IS REQUIRED AT ENCLOSURES FOR TUBS AND SHOWERS AND WHEN PLACED WITHIN 24"ARC OF EITHER VERTICAL EDGE OF DOOR AND BASEPLATE NAILING OTHER GOVERNING CODE,,AS REQUIRED BY LAL ALL CONSTRUCTION SHALL ROCAJURISDICTION. WE TIONAL BUILDING CODE(IBC),2015 EDITION,OR GLAZING IS LESS THAN 60"ABOVE FLOOR. PER SW SCHEDULE NAILING TO SOLID BLOCKING. BASEPLATE NAILING SPACING PER PERIMETER WALL FRAMING PER SW SCHEDULE DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. 7/16 OSB M-1503 RANGE HOOD SHALL DISCHARGE TO THE OUTDOORS THROUGH A SINGLE NAILING OF FLOOR DIAPHRAGM WALL FRAMING NAILED PER WALL DUCT THE DUCT SERVING THE HOOD SHALL HAVE ASMOOTH INTERIOR INSPECTIONS LOCAL JURISDICTION. INSPECTIONS ARE REQUIRED.NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS SURFACE,SHALL BE AIRTIGHT AND SHALL BE EQUIPPED WITH A BACKDRAFT y4"FLOOR PLYWOOD SHEARWALL BAIT INSULATION yq•FLOOR PLYWOOD REQUIRED BY LOCAL JURISDICTION. DAMPER SCHEDULE. PER ENERGY 4"CONCRETE SLAB FLOOR INFORMATION PAGE FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 20M PSF BEARING CAPACITY.BOTTOM OF EXTERIOR FLOOR JOIST PRESSURE TREATED FLOOR JOIST FOOTING SHALL BE 1'6^MINIMUM BELOW OUTSIDE FINISHED GRADE. R319.1 BUILDINGS SHALL HAVE APPROVED ADDRESS NUMBERS.MIN SIZE 41N WITH PER PLAN SILL PLATE RIM JOIST PER PLAN 1/2 IN STROKE AND CONTRASTING BACKGROUND AND VISIBLE FROM STREET. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED,GRANULAR SOIL,FREE OF ORGANIC RIM JOIST MATERIAL AND DEBRIS.FILL SHOULD BE PLACED IN MAXIMUM IFLOOSE LIFTS AND COMPACTED TO A MINIMUM OF PRESSURE TREATED 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST DESIGN CRITERIA FLOOR TO TOP (2)2X4 WALLS WITH SILL PLATE PROCEDURES. GATT INSULATION PLATE CONNECTION 10"CONCRETE 1"SEPARATION. ——— FLOOR TO TOP ROOF LNE LOAD 25-ROOF DEAD LOAD 15 PER SW SCHEDULE FOUNDATION WALL. PLATE CONNECTION CONCRETE fc=2500 PSI MINIMUM SI12 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 8.0 FLOOR LIVE LOAD 40-FLOOR DEAD LOAD 10 PER ENERGY __ ', ———— ' PER SW SCHEDULE GALLONS OF WATER PER 94 LB SACK OF CEMENT.MAXIMUM SLUMP IS 4'.SEGREGATION OF MATERIALS TO BE DECK LIVE LOAD 60-DECKDEADLOAD 10 INFORMATION PAGE FOLLOW TYPICAL PREVENTED. ———— FOUNDATION DESIGN ———— ————— ———— WITH(2)ROWS OF REINFORCING STEEL#5 BARS AND LARGER SHALL BE GRADE 80 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE WIND SPEED BASIC/ULTIMATE 851110 ANCHOR BOLTS GRADE 40,IN ACCORDANCE WITH ASTM A615.LAP SPLICES 32 BAR DIAMETERS.WELDED WIRE FABRIC SHALL ___ ___ SEISMIC CAT.D �"�. '. � CONFORM TO ASTM A-185 AND SHALL BE 8X8-W1.4X W1.4.LAP ONE FULL MESH AT SPLICES. r TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUMSTANDARDS: BEAMS AND POSTS(4x_AND GREATER): DF-LF FOUNDATION AT FOUNDATION AT JOISTS I STUDS tNj HF#2/STUD O CANTILEVER LOWER FLOOR B3 GARAGE WALL UNIT SEPARATION B2 GARAGE SLAB FLOOR B1 FRAMED FLOOR JOIST GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2._TIMBERSHALLBEKILNDRIED.GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER', LATESTEDITION.ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC.ALL CONNECTIONS PER IBC TABLE 2304.10.1. THE GREATEST RISER HEIGHT WITHIN ANY 12"MIN REQUIRED 3/4"SUBFLOOR NAILED WITH BD AT V CAST-IN-PLACE ANCHOR BOLT TO BE 51/2"X 10"WITH X3 MINIMUM COMPRESSNE ROOF DIAPHRAGM INSTALL MINIMUM I/7 COX PLYWOOD(32116)OR]/16^OSB SHEATHING.NAIL ALL SUPPORTED MSTC66 @ CENTERLINE EDGES AND BOUNDARIES WITH ed AT W O.C,AND INTERIOR SUPPORTS WITH ed AT 12'O.C.;BLOCKING NOT FLIGHT OF STAIRS SHALL NOT EXCEED THE BETWEEN BEAM AND OC AT EDGES AND 12"OC AT FIELD X 1/4 PLATE WASHERS AT 48"OC OR PER SW SCHEDULE. STRENGTH OF CONCRETE OF RIM JST AND REQUIRED. SMALLEST BY MORE THAN 3/8" \ GROUND.18"MIN NO LESS THAN BED AND X MORE THAN 12"FROM EACH SHALL BE NOT LESS THAN FILL ALL HOLES w/i6d \\'a REQUIRED BETWEEN EN.7- EMBEDMENT EXCEPT AS REQUIRED BY SW 2500 PSI FLOOR DIAPHRAGM INSTALL MINIMUM 23/32'T&G STUftO-I-FLOOR(24oc)SHEATHING.GLUE AND NAIL ALL LENSULATION SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT IT O.C., MIN HEAD CLEARANCE FLOOR JOISTS AND GROUND. ERGY SCHEDULE. BLOCKING NOT REQUIRED. HANDRAIL 34-38" FRAMING SOLID BLOCKING OVER BEAM y 2.TREATED PLATE ABOVE STAIR NOSE TO BE 6'-8" ATION PAGE / 8"CONCRETE FOUNDATION MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE.THE CONTRACTOR / STAIR TREAD IF STRAP OVERLAP IS REO'D,(10}i6d WALL MAX HEIGHT 96"WITH HORIZONTAL:(7)#4 BAR WITHIN SHAL-PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS PER R-311.5.3 NAILS MIN SHALL GO THROUGH BOTH DOUBLE STUDS FLOOR JOIST HAVE BEEN INSTALLED.DO NOT SCALE DRAWINGS.PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER STRAPS.RELOCATE MSTC ABOVE @ EACH STRAP PER PLAN MAX UNBALANCED BACKFILL 12"OF TOP OF WALL R403.1.3.1 MANUFACTURER'S RECOMMENDATIONS. IX8 RISER �y FLOOR JOISTS EDGE NAIL SHTG NOT TO EXCEED 48" 6"MIN CENTERLINE IF REQ'D. UNO ND DESIGN CRITERIAPT POST OR 90LB23 AND AC4 #4 VERTICAL@48"ON CENTER PER NOMINAL WIND SPEED-85 MPH RISK CATEGORY II 2X72 STRINGERS(3) 6"WALL MAY BE USED WITH —___FELT AT BOTTOM VEDMECHANICAL SECTION R403.7.3.1 MIN 14"INTO STEM WINDEXPOSUR SPEED-110MPH KM=1.ANCE,I=1.0 ONNECTION MAX HEIGHT 54" ———— WALL AND STANDARD HOOK PERWIND EXPOSURE,B Kn=1.0000NNECTION 6 MIL BLACK FLOOR TO STAIRS NCRETE =I=— SECTION R608.5A.5SEISIMIC DESIGNCRffERNMIN RUN 10" HOEDOWN VAPOR BARRIEROTING (1)#4 REBAR REQUIRED AT _ EDISIMIC E IIGN RITERIAAL EPROCEDURE MAX RISE 7 3/4" PONY WALL CONSTRUCTION: PER PLAN FOOTING WITH MIN 3"FROM MIN 17 X 6 CONCRETE IMPORTANCE,Ie=1.0 Ss=1.0580 1/2"GWB UNDER STAIRS R PLAN —I—I—I2x6 MATCH ABOVE @ 1V do BOTTOM OF FOOTING R403.1.3.1 ——— FOOTING MIN 12"BELOW SITE CLASS,D St=0.411 2X DRAFT STOP BLOCKING SHEARWALL SPECIFICATIONS __— GRADESEISMIC DESIGN CAT.,D Sus=O.]8BETWEENSTUDS FROM SHEARWALL ABOVE — ——— BE IS.FORCE MS.SYS,A.15. Sol=0.. ALL STEEL#4 AND SMALLER TO BE GRADE 40 ALL FOOTINGS TO BE PLACED DESIGN BASE SHEAR= 10742 lbs Cs=0.13 3/4"-1 1/4"NOSING 2X4 STIFFENER ALL STEEL #5 AND GREATER TO BE GRADE 60 ON BEARING SOIL RISK CATEGORY II R=6.5 CRAWL SPACE BEAM Z O TYPICAL STAIR SECTION A3 PONY WALL WITH SW/HOLDOWN O SUPPORT SECTION Al TYPICAL CONCRETE FOUNDATION(8 OR 6 INCH) 0 H U 2'-O"MIN. SHEAR WALL PER PLAN 2x TOP PLATE TIGHT-FIT SOLID BLOCKING WIDTH BOUNDARY NAILING PER STRUCTURAL NOTES SHEATHING PE NAIL SHTG TO STIR CURALNOTESR Z W HEADER @ 3"OC EW 0 J (2)3x STUDS LINOBOUNDARY NAILING FLOOR SHEATHING W/HEADER PER PLAN IU a PER PLAN EDGE NAILING TO COLLECTOR BEAM PER NAIL SHTG TO Q EXTEND OVER EACH STUD STRUCTURAL NOTES N X SHEARWALL RF SHEATHING Q APA RATED SHTG 7 71T. 10d @ 3"OC ROOF FRAMING PER PLAN PER PLAN M PER SW SCHED ALL PLATES 0 Lf) o) HEADERS&STUDS XLLEDGo(OR En RIREMUSS)W/ COLLECTOR BEAM U r in HOLDOWN (2)3x PLATES HUNG PER PLAN PER PLAN NAIL SHTG TRUSSES OR RAFTERS PARALLEL TO WALL MANUFACTURED TRUSS NAIL SHEATHING TO 1 TO EACH PLATE PER PLAN BLOCKS PER SW W W U 1 SHEAR WALL PER PLAN SHEAR WALL PER PLAN SCHEDULE EDGE NAILING PERP BEAM(BM 10) Q TIGHT-FIT SOLID BLOCKING TIGHT-FIT SOLID BLOCKING SW PER PLAN J O (2)5/8"0 A.B. 8"CONC STEM WALL BOUNDARY NAILING PER BOUNDARY NAILING PER EDGE NAILING PER EMBED4INLJ (2)#4 VERT EA FACE STRUCTURAL NOTES STR.RUCTURAL NOTES SW SCHEDULE SHEAR WALL CONC F SEE #3 TIES @ 8"O.C. ROOF TUAU NOTESR STRUCTURAL NOTES ROOF SHEATHING PER A35 PER SW SCHED BELOW PER PLAN a 16d PER SW SCHED TOP PLATE CONN TYPICAL BASE PLATE NAILING OPENING LSTA21 W/BLOCKING AS REQUIRED(4 TYP.) DATE: CONT �[— 16dPERSWSCHED (2)#4 c BASE PLATE NAILING R BOTI/—p/ MIN. MUSS(MONO)PER PLAN2XCONTSCUDBLOCKINGROOF FRAMING PER PUN W/(2)1.TOEASTUD 2AS REDD2x LEDGER W/ SHEAR WALL (2X72 MAX) 77 MST48 STRAP FROM EHDJOB:(2)IM TO EA STUD PER PLAN UNDERSIDE OF COLLECTOR BEAM TO DBL TOP PLATE- RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL CTR AT END OF SW 2483 SHEET: RAISED SHEAR WALL SHEAR TRANSFER 0) ROOF TRUSS PARALLEL FORCE TRANSFER r51 ROOF TRUSS PERPENDICULAR (RSW) NTs X SW TO SW THRU LOW ROOF NTs X TO SHEAR WALL NTs �J AROUND OPENINGS NITS X TO SHEAR WALL NTs Simple Heating System Size:2015 Washington State Windows and Doors V R406 ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS 0 Prepared by:Dennis Smiley/Emerald Home Design Quantity Width Ft Width In Helght Ft Height In Area O ' Medium Dwelling Unit(1500-5000 SF)requires 3.5 point from table R406 Windows 1 4 0 1 6 6.0 U Builder-Coast Const 1 4 0 3 6 14.0 W This project selects the following: Plan-1536 Duplex 1 6 6 4 6 29.3 =G CO) 1 3 0 6 0 18.0 M Vj Design Temp-21 70-Design Temp= 49 1 2 8 4 0 10.7 QC 2 5 0 4 0 40.0 -0 J Conditioned Floor Area 1536 0 0 0 0 0 0.0 ftT Q EFFICIENT BUILDING ENVELOPE 1a: (U a a Prescriptive compliance is based on Table R402.1.1 with the following modifications: Average Ceiling Ht 8.46 o D 0 D o 0.0 N y Vertical fenestration U =0.28 Conditioned Volume 12999.1468 0 0 0 0 0 0.0 N Floor R-38 Slab on grade R-10 perimeter and under entire slab component u-Factor Area U WA 0 0 0 0 0 0.0 Q Below grade slab R-10 perimeter and under entire slab Glazing and Doors 0.280 198 55.4 0 0 0 0 0 0.0 Or Skylights 0.500 0 0.0 0 0 0 0 0 0.0 Compliance based on Section R402.1.4: Reduce the Total UA by 5% Attic Area-R-38 0.027 0 0.6 0 0 0 0 0 0.0 Attic Area-R-49 0.026 970 25.2 0 0 0 0 0 0.0 m 0.5CREDITS Above Grade Walls-R-211nt 0.056 1998 111.9 0 0 0 0 0 0.0 Floors-R-38 0.025 970 24.3 0 0 0 0 0 0.0 Below Grade Walls-R21 Interior 0.042 0 0.6 0 0 0 0 0 0.0 Slab Below Grade-R-SO Fully Insulated 0.303 0 0.0 0 0 0 0 0 0.0 Slab onGrade-R-30 Fully Insulated 0.360 0 0.0 0 0 0 0 o 0.0 HIGH EFFICIENCY HVAC EQUIPMENT 3a: 0 0 0 0 0 0.0 Gas,propane or oil-fired furnace with minimum AFUE of 94%,or Location of Ducts-Unconditioned Space 1.1 Duct Leakage Coefficient 0 0 0 01 0 0.0 Gas,propane or oiled-fired boiler with minimum AFUE of 92% 117.9 CIO To qualify to claim this credit,the building permit drawings shall specify the option Sum of UA 217 Glass Doors 1 6 0 6 8 40.0 being selected and shall specify the heating equipment type and the minimum Envelope Heat Load 10622 0 0 0 0 0 0.0 LU equipment efficiency. Air Leakage Heat Load 6879 0 0 0 0 0 0.0 Q Building Design Heat Load 17501 0 0 0 0 0 0.0 1.0 CREDITS Add Building Duct Heat Load(x 1.1) 19251 0 0 0 0 0 0.0 Maximum Heat Equipment Output(x 1.4) 26952 40.0 1 1 � Non-Glass Doors 2 3 0 6 8 40.0 W TABLE R402.1.1 0 0 0 0 0 0.0 J 5 INSULATION AND FENESTRATION REQUIREMENT BY COMPONENT(a) 0 0 0 0 0 0.0 Q EFFICIENT WATER HEATING 5a: 0 0 0 0 0 0.0 O All showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 FENESTRATION U-FACTOR(b) 0.28 0 01 0 01 0 0.0 W GPM or less.All other lavatory faucets shall be rated at 1.0 GPM or less. SKYLIGHT(b)U-FACTOR o.S 40.0 2TT C GLAZED FENESTRATION SHGC(be) NR Overhead Glazing 0 0 0 0 0 0.0 W i To qualify to claim this credit,the building permit drawings shall specify the option CEILING R-VALUE(k) 49 0 9i 0 0 0 0.0 being selected and shall specify the maximum flow rates for all showerheads,kitchen WOOD FRAM WALL(g,m.n)R-VALUE 211NT 0 0 0 0 0 0.0 sink faucets,and other lavatory faucets. MASS WALL R-VALUE(1) 21/21 0 01 01 0 0 0.0 FLOOR R-VALUE 38 0 01 01 0 0 0.0 0.5 CREDITS BELOW GRADE(c,m)WALL R-VALUE 21 INT+TB 0.0 SLAB(d)R-VALUE AND DEPTH 10,2 FT EFFICIENT WATER HEATING 5c: Water heating system shall include one of the following: Gas,propane or oil water heater with a minimum EF of 0.91 or Solar water heating supplementing a minimum standard water heater.Solar water Mechanical Ventilation heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation(SRCC)Annual Performance of OG-300 This Project Floor Area 1536 Certified Solar Water Heating Systems. This Project Number of Bedrooms 3 or This Project Requires 60 CFM Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards Of Whole House Ventilation fresh air supply to be provided by exhaust fans NEEA's Northern Climate Specifications for Heat Pump Water Heaters. To qualify to claim this credit,the building permit drawings shall specify the option Table M1507.3.3(1) being selected and shall specify the water heater equipment type and the minimum Continuous Whole House Mechanical Ventilation equipment efficiency and,for solar water heating systems,the calculation of the minimum energy savings. FI Area 0-1 Bdrs 2-3 Bdrs 4-5 Bdrs 6-7 Bdrs >7 Bdrs <1500 30 45 60 75 90 1.5 CREDITS 1501-3000 45 60 75 90 105 3001-4500 60 75 90 105 120 4501-6000 75 90 105 120 135 6001-7500 90 105 120 135 150 >7500 105 120 135 150 165 The following Washington State Energy Code information is required: a a.Post Energy Code Compliance Certificate within 3 ft.of electrical panel(these are available Table M1507.3.3(2) at www.energy.wsu.edu/code) Runtime Percentage and Multiplying Factor 0 b.Provide door blower test affidavit by final building inspection 1 25% 1 33% 1 50% 1 66% 1 75% 100% w c.Provide(1)programmable thermostat 4 3 2 1.5 1.3 1 0 d.Provide duct sealing affidavit by final inspection Z e.A minimum of 75%of all interior lighting shall be high efficiency 0 f.All required insulation and glazing values M1507.3.1 System design.The whole-house ventilation g.Building framing cavities shall not be used for ducts or plenums.Installation of ducts in system shall consist of one or more supply or exhaust fans, H exterior walls,floors,or ceilings shall not displace required envelope insulation. or a combination of such,and associated ducts and controls. C) Local exhaust or supply fans are permitted to serve as such a system.Outdoor air ducts connected to the return side of an air handler shall be considered as providing sup-ply H ventilation. N X Z W M1507.3.2 System controls.The whole-house mechanical 0 J ventilation system shall be provided with controls that U enable manual override. N M1507.3.3 Mechanical ventilation rate.The whole-house Q mechanical ventilation system shall provide outdoor 0 air at a continuous rate of not less than that determined in V r accordance with Table M1507.3.3(1). Exception:The whole-house mechanical ventilation L J W system is permitted to operate intermittently where the 0 system has controls that enable operation for not less J 0 than 25-percent of each 4-hour segment and the ventilation 0 rate prescribed in Table M1507.3.3(1)is multiplied in tl by the factor determined in accordance with Table M1507.3.3(2). DATE: 1211/2020 EHD JOB: 2483 SHEET: 9