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REVIEWED BLD2022-1265+Calculations+9.22.2022_11.06.04_AM+3123677BLD2020-0582 T E N G I N E E R I N G RESUB ..,.,.,.,.,.,.,.,.,.,.,.,................., INC May 14 2021 REVIEWED DECITY OF E DEVELOPMENT SERVICES BY DEPARTMENT CITY OF EDMONDS BUILDING DEPARTMENT #21048 Structural Calculations For: GOOTEE RESIDENCE DECK EXPANSION AT 841 Cedar Street Edmonds, WA 05/04/2021 Design Criteria: IBC 2015 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206) 285-0618(F) MNagamatsu@ctengincering.com Live Loads: Deck = 60 psf Seismic: Ss = 128%, S, = 45%, Site Soil Class = C, R = 6.5 Wind: Wind Speed = 110 mph (USD) 85 mph (ASD), KZt = 1.00 Exposure B o gle Maps 841 Cedar St Edmonds, WA Map data ©2021 , Map data ©2021 20 ft 1 of 26 E N C. lraye�l: GOOTEE RESIDENCE - DECK EXPANSION 180 tiic3 czsoa; St. Suite 3€ 2 Seattle, WA Date: ate: ('L€)G) 285-15 €Z FAX - Client: ..........._....................� _Pagc N o m bcv; (206) 285.0618 Structural Engineors SHEET TITLE: LOAD SUMMARY CT PROJECT # : 21048: Gootee Residence Deck DECK 1x Cedar Decking 2.2 psf 2x12 Joist @ 16" oc. 3.3 psf 4x8 Beams 1.5 psf Miscellaneous 3.0 psf DECK DEAD LOAD 10.0 PSF DECK LIVE LOAD 60.0 PSF § Stainless Steel - Open Strands Material: Grade 3111 ����•' NOMINAL CABLE METALLIC MINIMUM WEIGHT CABLE DIAMETER CONSTRUCTION CROSS SECTION AREA BREAKING LOAD APPROX mm in. mmz kN kg lb kg/m 2.5 - 1 x 19 3.7 4.9 500 1100 0.031 3.0 1/8 1 x 19 5.4 7.0 720 1580 0.045 4.0 5/32 1 x 19 9.6 12.6 1280 2830 0.079 - 3/16 1 x 19 13.5 18.9 1930 425571 0.113 5.0 - 1 x 19 15.0 19.6 2000 4410 0.124 - 7/32 1 x 19 18.0 24.2 2470 5440 0.145 6.0 - 1 x 19 21.5 28.0 2870 6340 0.178 - 1/4 1 x 19 24.1 34.0 3440 7584 0.198 7.0 9/32 1 x 19 29.2 35.0 3540 7800 0.243 8.0 5/16 1 x 19 38.2 45.4 4640 10220 0.317 - 3/8 1 x 19 54.2 64.0 6546 14434 0.446 10.0 - 1 x 19 59.7 71.0 7250 15980 0.495 - 7/16 1 x 19 73.7 86.0 8770 19335 0.624 12.0 - 1 x 19 86.0 102.0 10400 22930 0.713 - 1/2 1 x 19 96.3 119.0 12101 26678 0.804 14.0 9/16 1 x 19 117.0 139.0 14170 31240 0.971 16.0 5/8 1 x 19 153.0 182.0 18550 40910 1.270 19.0 3/4 1 x 19 215.0 212.0 21610 47660 1.780 22.0 7/8 1 x 19 289.0 285.0 29060 64070 2.360 26.0 1 1 x 19 404.0 398.0 40580 89470 3.300 28.6 - 1 x 61 477.0 578.0 58970 129870 3.700 32.1 1 x 91 602.0 730.0 74480 164020 4.700 36.6 1 x 91 780.0 945.0 99420 212330 6.100 3 of 26 1rabla 4A8 Incising FaeteriN C, Title: Job # t - Dsgnr: Date: 5:29AM, 7 APR 21 0-9.5 Description Ft�Ft. f{, F� OA Ft, 1.00 Scope Timber Beam & Joist Page 1 21048 deck.ecw:Calculations Description Deck Framing Timber Member Information D31 D32 D33 BM 1 BM 2 BM 3 BM 4 Timber Section 2X12 2X12 3-2x12 Beam Width in 1.500 1.500 4.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 2.00 2.00 1.33 Tlmber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 680.0 630.0 680.0 Fv - Basic Allow psi 120.0 120.0 120.0 Elastic Modulus ksi 1,235.0 1,235.0 1,235.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive 4x8 4x10 3.5x12 4x10 3.500 3.500 3.500 3.500 7.250 9.250 12.000 9.250 1.33 1.33 1.33 5.00 Douglas Fir - Douglas Fir - Douglas Fir, 24F - Douglas Fir - Larch, No.2 Larch, No.2 V4 Larch, No.2 720.0 720.0 1,920.0 720.0 144.0 144.0 192.0 144.0 1,520.0 1,520.0 1,710.0 1,520.0 1.000 1.000 1.000 1.000 Sawn Sawn GluLam Sawn No No No No Center Span Data Span ft 12.00 9.50 12.00 5.00 8.50 12.00 10.00 Dead Load #/ft 14.00 14.00 48.00 94.00 55.00 94.00 20.00 Live Load #/ft 80.00 80.00 285.00 535.00 330.00 540.00 120.00 Cantilever Span Span ft 3.50 Uniform Dead Load #/ft 14.00 Uniform Live Load #/ft 80.00 Results Ratio = 0.8425 0.5456 0.8822 0.8230 0.9692 0.8518 0.4903 Mmax @ Center in-k 20.30 12.22 71.93 23.59 41.72 136.94 21.00 @ X = ft 6.00 4.64 6.00 2.50 4.25 6.00 5.00 Mmax @ Cantilever in-k 0.00 -6.91 0.00 0.00 0.00 0.00 0.00 fb : Actual psi 641.7 386.1 757.8 769.3 836.0 1,630.3 420.7 Fb : Allowable psi 761.7 707.6 858.9 934.7 862.6 1,914.0 858.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 42.5 37.5 50.2 70.6 62.5 114.1 27.5 Fv : Allowable psi 120.0 120.0 120.0 144.0 144.0 192.0 144.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 84.00 57.47 288.00 235.00 233.75 564.00 100.00 LL Ibs 480.00 380.00 1,710.00 1,337.50 1,402.50 3,240.00 600.00 Max. DL+LL Ibs 564.00 437.47 1,998.00 1,572.50 1,636.25 3,804.00 700.00 @ Right End DL Ibs 84.00 124.53 288.00 235.00 233.75 564.00 100.00 LL Ibs 480.00 711.58 1,710.00 1,337.50 1,402.50 3,240.00 600.00 Max. DL+LL Ibs 564.00 836.10 1,998.00 1,572.50 1,636.25 3,804.00 700.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OKllllllJ Center DL Defl in -0.030 -0.008 -0.034 -0.008 -0.018 -0.051 -0.013 L/Defl Ratio 4,845.9 14,414.2 4,240.1 7,668.6 5,540.5 2,829.9 9,357.0 Center LL Defl in -0.170 -0.067 -0.202 -0.045 -0.110 -0.292 -0.077 L/Defl Ratio 848.0 1,709.2 714.1 1,347.4 923.4 492.6 1,559.5 Center Total Defl in -0.200 -0.075 -0.236 -0.052 -0.129 -0.343 -0.090 Location ft 6.000 4.712 6.000 2.500 4.250 6.000 5.000 L/Defl Ratio 721.7 1,528.7 611.2 1,146.0 791.5 419.6 1,336.7 Cantilever DL Defl in 0.004 Cantilever LL Defl in 0.024 Total Cant. Defl in 0.029 L/Defl Ratio 2,934.3 4of26 N C GOOTEE RESIDENCE - DECK EXPANSION L BCC Nic`nrrsan Si. S;illa 3112 Sexildc. WIN 9H]f}'I FA K- WOOD POST DESIGN -- COMBINED AXIAL PLUS BENDING Description: Deck Post Along West Property Uniform Axial Loads on Wall D.O.L. Dead Load 360.00 Pounds per foot 1.00 Live Load 2160.00 Pounds per foot 1.00 Snow Load 0.00 Pounds per foot 1.00 Lateral Loads on Wall Dead Load 0.00 PSF Live Load 0.00 PSF Snow Load 0.00 PSF Wind or Seismic 16.00 PSF 1.60 Stud Spacing 12.00 Inches on center Stud Height 14.00 Feet Stud Properties Size Grade M.O.E Fc Parallel Fc Perp Fb Width Depth Emin' (ksi) 4x6 DF#2 1600 1350 625 1170 5.50 3.50 580 Area S 1 19.25 11.23 19.65 c' = 0.8 Fc*= D.O.L. * Fb FcE= 0.822*Emin' / (le / d)A2 le= K*L K= 1.00 Axial Load fa Design Bending fb F'c Unity (pounds) (PSI) Height Moment (PSI) (PSI) Le(Ft.) (Ft -Lb) Case I DL Only 360.00 18.70 14.00 0.00 0.00 199.97 0.009 Case II DL+ LL 2520.00 130.91 14.00 0.00 0.00 199.97 0.429 Case III DL+ SL 360.00 18.70 Case IV DL+.75*LL+.75*SL 1980.00 102.86 Case V DL+ WL/E 360.00 18.70 Case VI DL+.75*(LL+SL+WL/E) 1980.00 102.86 14.00 0.00 0.00 199.97 0.009 14.00 0.00 0.00 200.95 0.262 14.00 392.00 418.91 202.73 0.255 14.00 294.00 314.18 202.73 0.591 N C GOOTEE RESIDENCE - DECK EXPANSION L BCC Nic`nrrsan Si. S;illa 3112 Sexildc. WIN 9H]f}'I FA K- WOOD POST DESIGN -- COMBINED AXIAL PLUS BENDING Description: Deck Post @ Lowest MSE Footing Uniform Axial Loads on Wall D.O.L. Dead Load 570.00 Pounds per foot 1.00 Live Load 3250.00 Pounds per foot 1.00 Snow Load 0.00 Pounds per foot 1.00 Lateral Loads on Wall Dead Load 0.00 PSF Live Load 0.00 PSF Snow Load 0.00 PSF Wind or Seismic 16.00 PSF 1.00 Stud Spacing 12.00 Inches on center Stud Height 18.00 Feet Stud Properties Size Grade M.O.E Fc Parallel Fc Perp Fb Width Depth Emin' (ksi) 6x6 DF#1 1600 1000 625 1200 5.50 5.50 580 Area S 1 30.25 27.73 76.26 c' = 0.8 Fc*= D.O.L. * Fb FcE= 0.822*Emin' / (le / d)A2 le= K*L K= 1.00 Axial Load fa Design Bending fb F'c Unity (pounds) (PSI) Height Moment (PSI) (PSI) Le(Ft.) (Ft -Lb) Case I DL Only 570.00 18.84 18.00 0.00 0.00 286.17 0.004 Case II DL+ LL 3820.00 126.28 18.00 0.00 0.00 286.17 0.195 Case III DL+ SL 570.00 18.84 18.00 0.00 0.00 286.17 0.004 Case IV DL+.75*LL+.75*SL 3007.50 99.42 18.00 0.00 0.00 289.62 0.118 Case V DL+ WL/E 570.00 18.84 18.00 648.00 280.43 286.17 0.160 Case VI DL+.75*(LL+SL+WL/E) 3007.50 99.42 18.00 486.00 210.32 286.17 0.282 N C i�,, �ci.GOOTEE RESIDENCE - DECK EXPANSION CI-ssciil; ....- - - -- -_..,.,..Palau NuILikr: WOOD POST DESIGN -- COMBINED AXIAL PLUS BENDING Description: Deck Post Along North Uniform Axial Loads on Wall D.O.L. Dead Load 850.00 Pounds per foot 1.00 Live Load 4860.00 Pounds per foot 1.00 Snow Load 0.00 Pounds per foot 1.00 Lateral Loads on Wall Dead Load 0.00 PSF Live Load 0.00 PSF Snow Load 0.00 PSF Wind or Seismic 16.00 PSF 1.60 Stud Spacing 12.00 Inches on center Stud Height 8.00 Feet Stud Properties Size Grade M.O.E Fc Parallel Fc Perp Fb Width 4x4 DF#2 1600 1350 625 1350 3.50 Area S 1 12.25 7.15 12.51 c' = 0.8 Fc*= D.O.L. * Fb L BCC Nic`nrrsan Si. S;illa 3112 Sexildc. WIN 9H]f}'I FA K- Depth Emin' (ksi) 3.50 580 FcE= 0.822*Emin' / (le / d)A2 le= K*L K= 1.00 Axial Load fa Design Bending fb F'c (pounds) (PSI) Height Moment (PSI) (PSI) Unity Le(Ft.) (Ft -Lb) Case I DL Only 850.00 69.39 8.00 0.00 0.00 555.89 0.016 Case II DL+ LL 5710.00 466.12 Case III DL+ SL 850.00 69.39 Case IV DL+.75*LL+.75*SL 4495.00 366.94 Case V DL+ WL/E 850.00 69.39 Case VI DL+.75*(LL+SL+WL/E) 4495.00 366.94 8.00 0.00 0.00 555.89 0.703 8.00 0.00 0.00 555.89 0.016 8.00 0.00 0.00 568.13 0.417 8.00 128.00 214.95 589.47 0.126 8.00 96.00 161.21 589.47 0.565 c r _.....— INC. Nap,l: GOOTEE RESIDENCE - DECK EXPANSION Client! e & "ZY7, 8 _y r��?_�� r L-L � k0Z� - - t71 A -c I P6 Nlskerson St. iulki. M ScalaLc, Wh iW L09 I}aLe: I24-W ZH3-4312 FAX! 10 StFurtural EngineLLrs T. ING. Lkaw,l. GOOTEE RESIDENCE - DECK EXPANSION , OwNt• J'age WUFlLUer-r e - k5) = { A a -5) 60�1 L kegFA Al 7 (+(,5) r2 �L S y te, o,tsibw Alm o,k r..+(fist.)t 4x6" I,-T "�A -C As ux.d NI A tfw` 4 0 I-z 0610 An iq p 170\4 IN Nick 7iarr St_ sulit,W2 Snitle, WA "34J FAX; 42D6) ZB54M LB Struclura I Errol n car# 2018 IBC SEISMIC OVERVIEW SHEET TITLE: 2018 IBC SEISMIC OVERVIEW CT PROJECT # : 21048: Gootee Residence Deck Step # 2018 IBC 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 ASCE 7-16 Table 1.5-1 2. IMPORTANCE FACTOR IE = 1.00 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. = C Section 1613.2.2 Section 11.4.3 / Ch. 20 Table 20.3-1 4. 0.2 Sec. Spectral Response Ss = 1.284 Figure 1613.2.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1 = 0.452 Figure 1613.2.1(2) Figure 22-2 Latitude = 47.806 N Longitude = 122.367 W U.S. Seismic Design Maps (seismicmaps.org) 6. Site Coefficient (short period) Fa = 1.200 Figure 1613.2.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.500 Figure 1613.2.3(2) Table 11.4-2 Seas = Fa * Ss Seas = 1.541 EQ 16-36 EQ 11.4-1 SM1 = IF, * S1 SM1 = 0.678 EQ 16-37 EQ 11.4-2 SDs = 2/3 * SMs SDs = 1.027 EQ 16-38 EQ 11.4-3 SD1 = 2/3 * SM1 SD1 = 0.452 EQ 16-39 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D1 Table 1613.2.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D1 Table 1613.2.5(2) Table 11.6-2 10. Seismic Design Category SDC = D1 Max. Max. 11.(N&S) Wood Structural Panels --- --- N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Q0 2.5 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD = 4.0 N/A Table 12.2-1 11.(E&W) Wood Structural Panels --- --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Q0 2.5 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD = 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 10 of 26 2018 IBC EQUIV.LAT.FORCE N&S SHEET TITLE: N&S: 2018 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 CT PROJECT # : 21048: Gootee Residence Deck SDS = 1.027 h = 9.00 (ft) Sp1 = 0.452 x = 0.75 ASCE 7-16 (Table 12.8-2) R = 6.500 C, = 0.020 ASCE 7-16 (Table 12.8-2) IE= 1.000 T = 0.104 ASCE 7-16 (EQ 12.8-7) Sj = 0.452 k = 1 ASCE 7-16 (Section 12.8.3) TL = 6 ASCE 7-16 (Section 11.4.6: Figure 22-14) CS = SDS/ (R/IE) 0.158 W ASCE 7-16 (EQ 12.8-2) CS = Spi / (T*(R/IE)) (for T <T J 0.669 W ASCE 7-16 (EQ 12.8-3) (MAX.) CS = (Soi * TL)/ (T2*(R/IE)) (for T> T J 0.000 W ASCE 7-16 (EQ 12.8-4) (MAX.) Cs = 0.044 * SDS • IE > 0.01 0.010 W ASCE 7-16 (EQ 12.8-5) (MIN.) Cs = (0.5 Si)/(R/IE) 0.035 W ASCE 7-16 (EQ 12.8-6) (MIN.if Sj> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.158 W DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h; (ft) (sgft) (ksf) Deck --- 9.00 9.00 637 10.000 Ground 9.00 0.00 0.00 0 0.000 - 0.00 0.00 0.00 0 0.000 - 0.00 SUM = E=V= E/1.4 = (EQ 12.8-11) (EQ 12.8-12) COX = w; w; *hi wX *hXk DESIGN (kips) (kips) �w� Vi 6370 57330.0 1.00 719.04 0 0.0 0.00 0.00 0 0.0 0.00 0.00 6370.0 57330.0 1.00 719.04 1006.66 (LRFD) 719.04 (ASD) SUM DESIGN Vi (EQ 12.10-1) Design FPX = DIAPHR. F; Z F; w; E w; FPX = LF; * wp,, 0.4 * SDS* IE* Wp 0.2 * SDS* IE* WP LEVEL (kips) (kips) (kips) (kips) (kips) 7w; FPX Max. FPX Min. Deck 719.04 719.04 6370.0 6370.0 1308.65 719.04 2617.31 1308.65 Ground 0.00 719.04 0.0 6370.0 0.00 0.00 0.00 0.00 - 0.00 719.04 0.0 6370.0 0.00 0.00 0.00 0.00 71 71 71 11 of 26 2018 IBC EQUIV.LAT.FORCE E&W SHEET TITLE: E&W: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 CT PROJECT # : 21048: Gootee Residence Deck SDS = 1.027 h = 9.00 (ft) Sp1 = 0.452 x = 0.75 ASCE 7-16 (Table 12.8-2) R = 6.500 C, = 0.020 ASCE 7-16 (Table 12.8-2) IE= 1.000 T = 0.104 ASCE 7-16 (EQ 12.8-7) Sj = 0.452 k = 1 ASCE 7-16 (Section 12.8.3) TL = 6 ASCE 7-16 (Section 11.4.5: Figure 22-14) CS = SDS/ (R/IE) 0.158 W ASCE 7-16 (EQ 12.8-2) CS = Spi / (T*(R/IE)) (for T <T J 0.669 W ASCE 7-16 (EQ 12.8-3) (MAX.) CS = (Soi * TL)/ (T2*(R/IE)) (for T> T J 0.000 W ASCE 7-16 (EQ 12.8-4) (MAX.) Cs = 0.044 * SDS • IE > 0.01 0.010 W ASCE 7-16 (EQ 12.8-5) (MIN.) Cs = (0.5 Si)/(R/IE) 0.035 W ASCE 7-16 (EQ 12.8-6) (MIN.if Sj> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.158 W DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h; (ft) (sgft) (ksf) Deck --- 9.00 9.00 637 10.000 Ground 9.00 0.00 0.00 0 0.000 - 0.00 0.00 0.00 0 0.000 - 0.00 0.00 SUM = E=V= E/1.4 = (EQ 12.8-11) (EQ 12.8-12) COX = w; w; *hi wX *hXk DESIGN (kips) (kips) �w� Vi 6370 57330.0 1.00 719.04 0 0.0 0.00 0.00 0 0.0 0.00 0.00 6370.0 57330.0 1.00 719.04 1006.66 (LRFD) 719.04 (ASD) SUM DESIGN Vi (EQ 12.10-1) Design FPX = DIAPHR. F; Z F; w; E w; FPX = LF; * wp,, 0.4 * SDS* IE* Wp 0.2 * SDS* IE* WP LEVEL (kips) (kips) (kips) (kips) (kips) 7w; FPX Max. FPX Min. Deck 719.04 719.04 6370.0 6370.0 1308.65 719.04 2617.31 1308.65 Ground 0.00 719.04 0.0 6370.0 0.00 0.00 0.00 0.00 - 0.00 719.04 0.0 6370.0 0.00 0.00 0.00 0.00 71 71 71 12 of 26 LNTC Hazards by Location Search Information Address: 841 Cedar St, Edmonds, WA 98020, USA Coordinates: 47.806709,-122.367637 Elevation: 266 ft Ti mestam p: 2021-03-25T 14:10:40.996Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: C MCER Horizontal Response Spectrum Sa(g) 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters 1 . - ' 266 fit r _ , , r ti• Ll r . Map data ©2021 Google, INEGI Design Horizontal Response Spectrum Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Name Value Description SS 1.284 MCER ground motion (period=0.2s) St 0.452 MCER ground motion (period=1.Os) SMS 1.541 Site -modified spectral acceleration value SM1 0.678 Site -modified spectral acceleration value SDg 1.027 Numeric seismic design value at 0.2s SA SDI 0.452 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s 13 of 26 CRS 0.91 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.284 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.411 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.155 Factored deterministic acceleration value (0.2s) S1 RT 0.452 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.504 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.873 Factored deterministic acceleration value (1.0s) PGAd 0.759 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. 14of26 1 r; C. llfo.cct: GOOTEE RESIDENCE - DECK EXPANSION n:L(L•: C.ILen L: I'aoe Numher: WIND LOADS - MAIN WIND FORCE RESISTING SYSTEM LN hivk: rSU11 Sk. i'.4kC A02. Seot Ic. We% 961O9 1--AX: t206) 2, i-�1+5 k 8 Simplified Design Wind Pressure based on Section 28.6 of ASCE 7-10 Wind Criteria: Risk Category, I, II, III or IV = II (See Table 1.5-1 of ASCE 7-10) Basic Wind Speed 110 MPH (See Figure 26.5-1A, B or C of ASCE 7-10) Exposure B Average roof height 10.00 ft. Roof angle 0° to 5° Kzt = 1.00 (See Section 26.8 and Figure 26.8-1 of ASCE 7-10) A= 1.00 Minimum wind pressure, ps, for Zones A and C is +16 PSF, Zones B and D is +8 PSF, while assuming ps for Zones E, F, G and H are equal to zero psf. (Section 26.6.4 of ASCE 7-10) PS=A*Kzt*PS30 Load Case 1 Load Case 2 Zone Ps30 PS A 19.20 PSF 19.20 PSF B -10.00 PSF -10.00 PSF C 12.70 PSF 12.70 PSF D -5.90 PSF -5.90 PSF E -23.10 PSF -23.10 PSF F -13.10 PSF -13.10 PSF G -16.00 PSF -16.00 PSF H -10.10 PSF -10.10 PSF EoH -32.30 PSF -32.30 PSF GoH -25.30 PSF -25.30 PSF 8TC Hazards by Location Search Information Address: 841 Cedar St, Edmonds, WA 98020, USA Coordinates: 47.806709,-122.367637 Elevation: 266 ft Timestamp: 2021-03-21 T17:26:16.993Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category I Risk Category II 97 mph Risk Category II Risk Category III 104 mph Risk Category III -IV Risk Category IV 108 mph -- r f ' Map data ©2021 Google, INEGI ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this 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, 6 of 26 i N C. lrale�i: GOOTEE RESIDENCE - DECK EXPANSION Client: 26ALI Wind %peed,Up pear HiRL , R itIgr-�, and E&mu-pmcnls Find sp •1ap effects m -3VA ed hills, ruJges, and escarpmrsnts constituting abrupt chsnpes in the geftend topography, luca[x i in any exposure carrgmy Shall be i n0uded in the decenit; zal' n of dr- wind loads when buildings and other site canitinits and IMRCiarLS of SUVR. MM5 meet all of the fU IIEr wince ccmLtuans: The hill, ridge, or escarpment is jioLmEd mW U(LObum rDbJ upwind by other similar topographic k a tu ms of *ompuabL-e heigha fur 100 clines the tmight 4 the trTagraphic featum (1( ) or 2 ini (3.22 ice), whir h.evei is Irss. This dismac NhalL by mcmuied hcmizmally frprn the point W which 13w heighL H -of [he hill, ridge_ or c-marpment is determimeJ. I The hill, rick!t , or escarpment protrudes above the heiglIL of upwind Ic ruin features within a 2, v (3 2-km) Fadi ng in mny cp,adeant by ;a factor of MI., or more_ 3, MW sEnKtwfe is 1 1ed as shown in Fig. 26,8• 1 ju the upper one-half of a hill ar ridlgc flr near the �. - 5_ H is greater than or Nual [-n 15 A (5 m) fear E;xpnseare 1C. mW D aald 60 tt ( L8 f O fcT Fyposom I 3b.8.2 To raphic Factoc The wind s1wd-up effe4i rhtil I he InOu&d in Rhe L;iJCU1311Cpt +af iicsig4 wirxi 102d5 by ueiRg the. f CIOr T %vbac Kt, l .. and K-� ale, given in Fib, 26.15-1. If rile ca ditirrm xW Ims 4nv 4f hul (din and o[her struerRMS d,o not n IML :ill the curnliliong sTxNj red in 26.;S.1 titian K, = 1.1), uatr: 11cige 11C1ilSbev; i8f1 tiici czsoa; St. Suite 3€i7 Seattle, WA 9Kt€i9 ('LUG) 285.15 r Z FAX- (206) 285.0618 N-S E-W SW -NE NW -SE FHIL FAIL FAIL 2 PASS PASS FAIL PASS 3 PASS PASS PASS PASS 4 FAIL FAIL TAIL FAIL 5 PASS PASS PASS PASS KZi = 1.0 Structural Engineors I N C. 11ra1ec1:GOOTEE RESIDENCE - DECK EXPANSION client: uatr: Page NUinbcv: i8U tiicl czsoal St. Suite 3€17 Seattle, WA 98109 ('LUG) 285-CI5 €Z FAX- (206) 285.0618 •1-opugr31phit F•setar, liar FLKU re 26-?5-1 R F� rtr�1 ttp I Spud up UY x PB%WK1WP I A![Upxiod] A. @oanPiad I ESCARPMENT 2-0 RIDGE OR 3-D A ISY MMETRIDAL HILL C. N otea= I . For '. al"q of H.U. x� Lh and z1h alher than those showTM Linear i ISte�Ol 10ft is parmilled. 2. For I L'1h 0. �, rozimw EULh • • 0,5 far cl.-a uaiing KI and suh9ritute �H for Le ftw eval. a9ling and K.. 3. t�+faldpLiCw are b jwd un the asswruptian that 'Wind apprnachcg the Hill Or a :Arp�ueol slung thu dimcrinn of jrnsimum slsxpl:, 4. Nrkr don: H! F1 iglhi of hill OT esc4LrpmtTA rC]ati- �C to the Upwind rerr�irl, in feel [�net�rs]_ 1_h! Dixi�nry upwind oFcres1 to when the difTcrcnoe Ui �rovmcl eLeva6or1 i5 half OTC hei�hL of hill or ChiCAY01frIVI71, Ilk !`Tr,1 (n-mCrs). K I! FmtLw asp uL'Alur11 fur shape of lWographio fcmm and maxi ISilink 9".up eMu. K,: Fa€rnr la aCmnl Foc oedwci+an in srW-up mi& distanec upwind -or downwind of crest, K;: 'Rulnr w inoot1n1 fur rcd�tc:tiun in sperd-up wilh hcight above local iermin. x! fDIMon" (aipt;Wind ur dawn**ind) From 1ho crew to the huildin� $ire, in feet (mien). z! TT-c Ion Al-Aivu gRiund stlrFacu at bukin,g sirc, in ftcr (mciers). p! TT(irIzIlMLal iolunualicm fdctur. I I i 1 aiIcnuaiir}n f:,1;lur. �•op� n�nphie i�toliiplicrs far F�c p�m�a Ii�i.1, T{, 31n It1 liar ;�I.,, h� 1laltl Licr Flf� T{� �inJtL lien �1D k�idge �-lf� ts�a�rp. ,�, S 174}•m. Hill I-J} Escarp_ All Other Caws ND li�.id��� 2-1D 1;xcarp, �Xi3Ym_ Hill �,2� 4.17 �.� L 0.{]0 ] _OQ I _pp 0, 1,�L1 LOU ] _UO �.� � �,3� 0,� ] �.�� 0. �0 0.88 0�6� 0.1(1 U. 7-4 U. ��# U_6F �. �� �, O,�fr �1.3� I.�O 0_F� 0�3� 0, 0, 55 �.� L 0_�5 �. � � �,Sl 4,�cF �1.3 � I. �D 0_G3 U-�� 0, 0,� L i1,4? 030 �a.t]�p �, �!t Q.�� {}.�� �.i10 0-$� ��U �J,41] Ll.a�] �1.3 � 0�0 �,�� t1.6� �.3#; ii.�' �. �0 �-38 �,�lJ �.5�] Ll.�� �1.�'� Cl- L•E �,50 t1.7� �.�43 �.5 ; 3.i]0 0_�� �,�lJ �1,�] L].1 F �.�Z 0_�9 3.50 Q_ 1 � 0.00 [k.l}I I �],7t] U. LZ tl.l r 0_�G -4.i10 CI.I}I I �,#p'J il. �.1 � 0_�E L.Sa] O.�L �.� 0_�0 Structural E31g31leCrs E N C. l�rale�l: GOOTEE RESIDENCE - DECK EXPANSION Cf ieni: Fscukr, K, jll�wmtioos; K,., =(]+K, K, K,) K I dricfrrrirred from table below x Ah K 3 = e 17"Lb IFararactc SIk;a use 2Airmumicnal ridges (or voll-eys Wilh tieYl3,v4 H in Ki?(HIL.1 2-dinxnsion2l est'Ll OmLrui.% 3-dim rlsiam ] ax isyin. Bill uatr: 11cige 1,lUil bev; 180 Nick:czsoa; St. Suite 3€17 Seattle, WA 981€ 9 ('LUG) 285.15 € Z FAX- (206) 285.0618 Structural Engineors Topo USA® 6.0 W WHO 1 ■ ice ! ..... "�*!..... a els�' M lil��a�__ T P.}Dh EE 1 naem ._:tMW a. 0 ON INK K L Mir II1!q s MAN ■I■ail w - � 1M . - .--��IY■C �I�i �_ �� :_ ��y■- ■lid _ __Ik _ L ��■ atm. liffig 14 1% 0. ffmg A.".1 . W,� Lim w Isom��,__ �, �. �illan- r■ �F• Nall -11U U'i � 1� -1�LI i_ Ili{�pF" 1H = 300ft 11 :1 ••11 ft 11 ••11 1 11 11 11 � 1 • .. ■ 1. ft .■ Desc Dist: Data use subject to license. TN Scale 1 : 75,000 © 2006 DeLorme. Topo USA® 6.0. MN rys.o e o 3 km www.delorme.com 0 of 26 1" = 1.18 mi Data Zoom 11-4 DELOR; 1'iIUM ��,Ji3■�f � is =ir I Mdl =YYi� al '''�' I mg R"i � I &-,, ,am, t - IDELORME il�r� u.g , A �■1�Ilti i� ��il� EMMEMME.-L MPI DELORME RM IkL M m '_ II 1 _ illm� m s m C IN G 1 rr.,iv,. GOOTEE RESIDENCE - DECK EXPANSION Ulenl L� 6D OeX4AY= oo* 4S3 4f� al - k - x 6* 4*4L l 9771a eAq 5 fA-L V.I& - 4 4-0/j54. -- t I � 6 5 L I iN] K Il•ktittilI Staldv. WA 491(ty FAX: I blieb, S •Ili�IX 1 l-1 L U-& to CAF S1sul;tvral Enq Ineers DTT Deck Tension Ties DTT tension ties are safe, cost-effective connectors designed to meet or exceed code requirements for deck construction. These versatile DTT connectors are also load -rated as a holdown for light -duty shearwalls and braced -wall panel applications. For new construction or to make an existing deck code -compliant, the DTT1 Z can be used as a tension -tie to satisfy the 2015 and 2018 IRC provision for a 750 lb. lateral load connection to the house at four locations per deck. This code detail permits the lateral connection from the deck joists to be made to top plates, studs or headers within the supporting structure, which eliminates the need to access to the floor joists inside the home. The DTT1Z is available in a kit (DTT1Z-KT) that includes (4) DTT1Z connectors, (4) Strong -Drive® SDWH Timber -Hex HDG screws (SDWH27800G) and (26) #9 x 11/2" Strong -Drive SD Connector screws. The DTT1 Z fastens to the narrow or wide face of a single 2x with Strong -Drive SD Connector screws or nails and accepts a %" bolt, anchor bolt or lag screw (washer required) or can be installed with the Strong -Drive SDWH Timber -Hex HDG screw with an integral washer. The DTT2 can be used to satisfy the IRC provision for a 1,500 lb. lateral load connection at two locations per deck. Additionally, the DTT2 has been tested and evaluated in deck guardrail post applications to resist the code -specified lateral forces at the top of railing assemblies. The DTT2 is also available with longer 21/2" Strong -Drive SDS Heavy -Duty Connector screws (model DTT2Z-SDS2.5) to achieve higher loads when needed. The DTT2 fastens easily to the wide face of a single or double 2x using Strong -Drive SDS Heavy -Duty Connector screws (included) and accepts a 1/2"-diameter bolt or anchor bolt. For guard post installations using Strong -Drive SDWS Timber screws see technical bulletin T-F-SDWSGRD DTT1 Z US Patent Pending (6) #9 x 1 %2" SD Material: 14 gauge screws (shown) or (8) 0.148" x 11/2" nails Finish: DTT1Z/DTT2Z — ZMAX® coating; DTT2SS — Va" HDG lag screw stainless steel; see Corrosion Information, pp.13-15 with HDG washer or SDWH Timber -Hex Installation: HDG screw (shown) into top plate, studs, • Use all specified fasteners; see General Notes or header • A standard cut washer (included for DTT2) must be installed between the nut and the seat DTT1Z / • Strong -Drive SIDS Heavy -Duty Connector screws install best with a low -speed high -torque drill with a %" hex head driver (Model DB6H1.75) • Strong -Drive SD Connector screws install with a 1/4" hex head driver (Model DBHEX) • Strong -Drive SDWH Timber -Hex HDG screws install with a %" hex head driver (Model DB6H 1.75) Codes: See p.12 for Code Reference Key Chart SS 3' min. thread penetration , Typical DTT1 Z Deck -to -House Lateral Load Connection For more information on lateral load connections, see technical bulletin T-C-DECKLAT at strongtie.com DTT2Z US Patent 8,555,580 Floor sheathing Yz"diameter nailed at 6"max. HDGthreadied on -center to joist od with nuts with holdown and washers f Continuous flashing (per code), not shown Floorjoist Deck DTT2Z (Solid 2x joist or joist 2x blocking) Typical DTT2Z Deck -to -House Lateral Load Connection For more information on lateral load connections, see technical bulletin T-C-DECKLAT at strongtie.com These products are available with For stainless- Many of these products are approved for additional corrosion protection. ® steel fasteners, ®1 installation with Strong -Drive® SD Connector screws. For more information, see p. 15. see p. 21. See pp. 335-337 for more information. Min. Wood Allowable Tension Loads Model CL Anchor Fasteners Member Code DF/SP SPF/HF No. Diameter Thickness Ref. (160) (160) (in.) (6) SD #9 x 11/2" 840 840 DTT1 Z a/4 a/as or SDWH3 11/2 (6) 0.148 x 11/2 910 6402 (8) 0.148 x 11/2 910 850 IBC, DTT2Z/DTT2SS dais 1/2 (8)1/4" x 11/2" SDS 11/2 1,825 1,800 LA L A 3 2,145 1,835 DTT2Z-SDS2.5 des 1/2 (8)1/4" x 21/2" SDS 3 2,145 2,105 1. Allowable loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. DTT1 Z installations with allowable loads below 750 Ib. do not satisfy the 2015 IRC requirements for deck -to -house lateral load connections. 3. The Strong -Drive® SDWH Timber -Hex HDG screw with a minimum of 3" thread penetration into dry lumber has an allowable withdrawal load (160) of 1,380 lb. into SP, 1225 Ilb. into DF, and 1,020 lb. into SPF/HF. 4. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 5. The guardrail post illustration above addresses an outward force on the guardrail. An additional DTT2Z can be added at the lower bolt to address an inward force. 6. A %" HDG round washer is required with the use of a lag screw. 7. Fasteners: Nail dimensions in the table are diameter by length. SD and SDS screws are Simpson Strong -Tie® Strong -Drive® screws. See pp. 21-22 for fas'SraWn. Decking \ (tvPJ 11l/z" 4x4 post eSD:Uses/d w(ix scred) min. (typ.) ° • ° 2„ °' °° } 1/2' diameter HDG bolts 2x8 min. or threaded rods with nuts and washers Standard cut wasl (Simpson Strong -Tie required between RFB#4x7 HDG) nut and seat / DTT2Z Installed for a Deck Guardrail Post For more information on guardrail post connections, see technical bulletin T-C-GRDRLPST at strongtie.com 289 UPDATED 12/01/20 Exterior Screws D H TIMBER -HEX HDG Screw sb,uGjtrrar wood and Engirlee,red Wwo fncheduig bedgefs Tkv� SDA&E Tffrow.Hex 1 wmw * a i).276' •ri"Rr hrrl-np gphfa 9d vA w si,latrlQ fix -arrw arxi QDW.d a rxL�. Tlw SDMI Tm%&- hkx 1 G ! tL m I�ft ai SamTuulh" mil and Lm4-s.eL'd ideqrdl w&ew IFwI rudarc fur MM nsINL-rllrM uo rr@dFWfflg [rr WDSF w nrrMCkr1. SPM&d Llp 1Ynr rwi Pkt FA hg mWlmirg N' vxi W IAW3 ha w1R:Ek fnO a agyTt4% fkpp scrwm for {gym DM K meM G ncWrM wO Rre VOrka-LVN6 .rtLYM TWOW -HePr HLK3 Wow H re �oQ$ WLd wKW APK+CLUE3 EP-192 aW nHxm9 2015 end 21310 Irk and ISOO code PNVfwpapnte for e@4Bral Oxmnon wood h'Wm-Q appkmma. Features: i 0.27V #ti diEr1mm for I*&ef-duLy 9lnxng 1 • OvWed CL9d'•rimrwer "eval wadrk eb fli elea d* i :dims rrpo fr: a nrirw;LW vmLlk r • A 1M A153 OaK C hot-M g%Vwized toff" ai.Nt1a Ior i %' fm dOm hor amn d"Q rerti+ &hw bit — O:Im 31 "mar" E4wi&irr 6 OfT}1DRM.12�j t b m IMM- park OaMp V NA alvft end no pfedAig GvdesMinndards; IAPMO-UES E14,192' GAy d LC* "mr RTM5905, Slate of Plorkm �L13975 Far Technical Data and Loads, aFM TeC!•1r1" Supplarrlwt MOO TEE; For No r6&llle. use a nFWWnLFn of M' Jow-9pKd cordW dr4 10 H-Kml LJw; 9,52A,14 Ri -0'-15' Class C, Hot Dip Galvanized G.t '• 1 .;OhtiWd{IOP,01 30 SDNH274DDgM 150 MM740 r40 350 SUAV1274DDG �i 3 1 a2M a 8 3i 3 1 3DIh4OM M 30 SDWH7n DGFW 150 MMM M — — 9 1 CL27a 3112 36 3 1 SQMW12D64V1 30 SDMI2712DDGR30 150 Mti4 7120DOW — — ' I:P MM Tm"h-lim H)G *umm it ra WW iA VPk D-LESER-402. i' # 9 W MOO- lrW &Dq Rr O.W ftc ~q- — + .' . FV. I V R� k--ei : lam' 26 of 26