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REVIEWED BLD2022-0561+Structural_Calculations+5.3.2022_4.40.05_PM+2845113RECEIVED BLD2022-0561 May 17 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lateral & 5tructu ra Engineering for Sharma residence 8422 25bth 5T 5W Edmonds, WA Architectural Innovations 14311 SE 16th Street, Bellevue, WA 98007 151 X 6SOE,IIU c"4i1 Lateral Summaries Lateral Calculations Structural Summaries Structural Calculations March 16, 2022 Job # 21-31758.01 1/125 3/16/22 Design Build 5ervice5, Inc. Engineering & Construction Management Phone: (560) 795-9659 28119 120t" 5T. 5.E., Monroe, WA 9b272 Email: rheide@db5mornroe.com 2/125 Design Code 2018 IRC/IBC Residential Design Loads Gravity Roof Floor 2 Floor 1 Soil Bearing Pressure Lateral Wind Seismic Dead Load Snow Load Dead Load Live Load Dead Load Live Load (Assumed per Table 401.4.1) 110 mph KZT Wood Shear Panel R Soil Profile Seismic Design Category Design Build 5ervice5, Inc. Engineering & Construction Management 23119 - 120th ST. S.E., Monroe, WA 98272 15 psf 25 psf 12 psf 40 psf 10 psf 40 psf 1500 psf Exposure 1 0.12 6.5 D D2 1-1 W Phone: (360) 793-9659 Email: rheide@dbomonroe.com Sharma Residence 0422 238th St SW. Edmonds, WA 9802ro Job * 21-3175b Architectural Innovations Main Floor Plan Scale 1" = 20' Aspect Ratios SY 35:1 21o' 6:1 152' 10' 35:1 2.86' 6.1 ibl' Upper Floor Plan 35 R. D. Heide, P.E. Design Build Services, Inc. (360) I93-9mo59 3/1/22 AI -Sharma Residence.dwg Y5 F 145 IIF� 5.8 rr� BA I�2.13 Y4 QP Cq V L _ 4.0 35 1 23 Q 14.8 13W 1'325 12B 11--J X1 I X2 X3 5W ( X4 I X5 3.0 ll,l 6b 3A �I IC4 - 95 4.0 5b �I I OFEN I I I I NI `r 35 — _ Q3 o 2.1 21 I IQ I^ L---� iB i.s 11.0 I X2 1 X3 BW X4 Design Code = 2010 IRC/IBC Wind Loads (llmmph - Risk Cat II, Exposure B, Kzt 1) Seismic Load - v = 0.12 + W Seismic Load - Roof Snow load 25 psf X5 Y3 Y2 N Y.4 Y3 Y2 Y1 Sharma Residence 8422 238th St SW. Edmonds, WA 98026 Job * 21-51756 Architectural Innovations Main Floor Plan R. D. Heide, P.E. Design 5uild Services, Inc. C36m)-193-9659 3/-1/22 LSTAS SEAM �TO TOP PLATE Y5 O � I Sim Sim 31-6 51-6 Si-4 51-4 Y4 I N 51-6 S1-6 5I40 Y3 SI-6 L— N LSTAS SEAM �p TO TOP PLATE ' C CONT HEADER � Y2 # w/ LRP'S SI-2 Sl_2 51-2 SEE LRP SEAM _.. SPLICE DETAIL , � � 1"iST3"i AT LRP Upper Floor Plan — — — — # CORNERS Yi / SI-6 .514 OF OPENING fH -� 1 I XI X2 X3 X4 X5 51-6 SI-6 Si-6 5140 .4 ---� Y4 a1 I c I 1 Y3 N1 C I C E i 1 i I ( OPEN e %watiInto 11 1 Cavity Y2 cn t Si — _ IN 3L___� Si-6 Sl-6 H X3 I I X4 _KEY - STHD10 - STHD14 / STHDI4RJ *- ST6236 to joist - MST40 across Joist to wall/beam below 3/7/22 5/125 Sharma Residence Wind AreaS 5 11 SF 12.0 A 311 SF 528 p39 D&I A52 G23 Cal 521 C:146 G208 12.0 &—& X1 I X2 1 X3 D 112 SF G 514 SF U A52 0 55 A132 U AIO 12.0 X4 1 X5 5 89 SF D 88 SF A 321 SF G 452 SF D� 520 D59 D25 523 A44 GSm G33 A44 A112 G208 G103 AcY3 10.2 10.2 r I Y2 I Y3 541 Al2 N Ul 3/7/2022 FAM 8/125 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th 5t. 5.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Architectural Innovations - 5harma Reoldence'> Wind Load Calculations 2018 IBC A5CE 7-16 Buildings Figure 28.5-1 MWFR5 (Envelope Procedure) Fart 2 - Enclosed Simple Diaphragm Low -Rise Buildings Check Low Rise Definition H/L<-1 0.37667 0.44664 If Over 1 Can't Use Envelope Froceedu Design Calculation Load Combination 2.4.1 - 0,6W adjusted for Lamda and Kzt Wind Speed Risk Category Exposure Category kzt Eave Height Building Length - B (long dimension) Mean Roof height Lambda Height Factor Roof Fitch Zone factor W*0.6(Kzt)(Lambda) Roof Fitch Corner Distance 2a Side Elevation Eave Height Building width-L(ohort dimension) Mean Roof height Lambda Height Factor Roof Fitch 110 MFH 11 B 1' 20.9ft 60 6 22.61 ft 1 Figure 28.5-1 page 316 4':12 18 degrees A B C D 4 :12 15.4 -4.4 10.2 -2.5 12 ft Note if negative use 0 20.9 ft 50.6 5.06 22.6 ft 1 Figure 28.5-1 page 316 4 :12 18 degrees Zone factor W*O.6(Kzt)(1-ambda) A B C D Roof Fitch 4 :12 15.4 -4.4 10.2 -2.5 Corner Distance 2a 10.12 ft Note if negative use 0 3/7/2022 FAM 9/125 Design Build 5ervicco, Inc. Engineering and Construction Management 28119 - 120th 5t. 5.E„ Monroe, WA 98272 Phone/Fax (360) 793-9659 Architectural,lnrovations - 5harma Residence Wind Load Calculations 2018 IBC A5CE 7-16 Buildings Figure 28.5-1 MWFK5 (Envelope Procedure) Part 2 - Enclosed Simple Diaphragm Low -Rise Buildings 29 remainder Front Design 12 Side design 10.12 Zone Front Area Zone Load 10115 Minimum 10 pof A/C 5 pof DO 9255 �.l Area Zone Load 9546 Minimum 10 pof A/C 5 pof B/D 8615 48 15.4 0.0 10.2 0.0 40.45 15.4 0.0 10.2 0.0 A B C D 317 77 514 112? 4569 0 5249 0 3170 355 5140 560 A B C D 321 89 452 88 4931 0 4616 0 3210 445 4520 440 3/7/2022 FAM EIT 10/125 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th St, S.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 Architectural Innovations - Sharma Peoidence A.) Lateral Demand, Shear Wall Detailing 13.) Gross Loading B.1) Seismic Load 13471; lb 8.2) Wind 8.2.1) Front 1011b Ib Zone (A,6,C D) 8.2.2) Side 9546 Ib Zone (A,6,C D) C.1) Front X-X Diaph. Between A [cf] Pressure Load [Ib] Distribution Factors Xin X(i+1)n Distribution Xin X(i+1)n X2u - X3u 52 23 15.4 10.2 800,8 234.6 0.66 0.16 0.34 0.84 552 37 268 198 Total 569 466 X3u - X4u 81 10.2 826.2 0.50 0.50 413 413 Total 413 415 X4u - X5u 52 16 15.4 10.2 800.8 165.2 0.38 0.88 0.62 0.12: 301 145 500 20 Total 444 520 X1m - X2m 37 15.4 569.8 0.51' 0.49 292 278 Total 292 278 X2m - X3m 44 146 15.4` 10.2' 677.6 1489.2 0.88': 0.39' 0.12' 0.61 599 577 78 912 Total 1176 991 X3m - X4m 208 10.2 2121.6 0.50 0,50 1061 1061 Total 1061 1061 X4m - X5m 132 40 15.4 10.2: 2032.8 408.0 0.38i 0.88 ` 0.62 0.12 ` 777 359 1256 49 Total 1135 1505 Totals V, [lb] Wall Lengths, [ft] v, [plf] Scheduled Shear Wall X2u 568.9 21.6' 26.3 51-6 X3u 879.6 16.9' 52.0 51-6 X4u 857.5 25' 34.3 51-6 X5u 519.6 27.9' 18.6 51-6' X1 m 292.0 23.5 12.4 51-6 X2m 2022.7 14.6 138.5 51-6' X3m 2931.2 57.1' 79.0 51-6'' X4m 3053.8 12 254.5' 51-6 X5m 1824.9 30.4' 60.0 51-6 3/7/2022 FAM EIT 11 /125 Design build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th 5t. S.E., Monroe, WA 98272 Phone/Fax (560) 795-9659 C.) Shear Wall Loads, WIND C.2) Side Y-Y Distribution Factors Distribution Diaph. Between A [cf] Pressure Load [lb] Yin Y(i+1)n Yin Y(i+1)n Y1u - Y2u 44 15.4 677.6 0.59 0.41' 401 277 8 10.2 81,6 0.08i 0.95 6 75 Tota 1 407 552 Y2u - Y3u 80 10.2 816.0 0.50' 050 408 408 Total 408 408 Y3u - Y4u 44 15.4 677.6 0.28` 0,72 188 489 33 10.2 556.6 0.78` 0.22 264 73 Total 452 562 Y1m - Y2m 10 15.4 154.0 1.00 0.00 154 0 112 15.4 1724.8 0.58 0.45 992 755 20 10.2 204.0 0.08' 0.95 15 189 Total 1161 922 Y2m - Y3m 208 10.2 2121.6 0.50 0.50 1061 1061 Total 1061 1061 Y3m - Y4m 99 15.4 1524.6 0.23i 0.77 547 1177 103 10.2 1050.6 0.72 0.28 755 298 Total 1100 1475 Y4m - Y5m 12 15.4 184.8 1.00 0.00 185 0 Tota I 185 0 Totals V, [Ib] Wall Lengths, [ft] v, [plf] Scheduled Shear Wall Y1u 407.0 3.6 115.1 51-6 BW Y2u 760.2 14.5' 52.4 51-6 Y3u 859.9 19.1 45.0 51-6' Y4u 562.5 30.1 18.7 51-6' Y1m 1568.1 8.9 176.2` 51-6` LKP/BW Y2m 2742.7 9.8' 279.9' 51-6 5W/13W Y3m 5020.9 37.4 80.8 51-6 Y4m 2222.1 17.6 126.5 51-6`. FW Sharma Residence Seismic Areas TOTALS: ROOF 85a WALL 38a (10' Platei ROOF 215 SF L ROOF 139 SF ( ROOF 216 SF (ROOF 228 SF Xl X2 X3 X4 X5 TOTALS: ROOF 2546 SF FLOOR 11314 SF WALL 419 LF (9.1' Plate) F — — — — — — — — — — — — — — — I ROOF a5m SF L. — _ _ J ROOF 125 5F FLOOR -100 SF FLOOR 536 SF ROOF 9-11 SF FLOOR 13a SF X2 X3 X4 X5 12/125 1'5 ROOF 241 SF ''4 1'3 ROOF 16 m SF 12 ROOF 451 SF ITI1 ''4 ROOF 1121 SF FLOOR 936 SF ''3 ROOF 1063 SF FLOOR 024 SF 12 ROOF 362 SF FLOOR 214 SF 3/4/2022 FAM 13/125 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. 5.E., Monroe, WA 98272 Phone/Fax #(360) 793-9659 2018 IBC ASCE 7-16 Chapter 11 & 12 Earthquake Loads From: https://earthquake.usgs.gov/designmaps/us/application.phK Architectural Innovations - 5harma residence Lat 47.7830 Long -122347s Ss 1277 Fa 1.2 S 1 0.448 Fv 1.552 Soil Profile D If assumed Fa>=1.2 (assume D if no Soils Report) Assumed?? Yes Sms=Fa*Ss 1.532 Sm 1=Fv*S 1 0.695 Seismic Design Category Sds=2/3(Sms) 1.022 D2 Sd 1 0.464 To seismic Load Roof Snow Load 25'. psf 0 psf ASCE Section 12.14 Simplified Analysis V=F*Sds*W/R F= 1.1 Two Storie Cs R V Wood Shear Panels 6.5 V= 0.17 *W 0.157 Section 12.14.3.1.3 Load Combination for Allowable Stress Design Va=0.7*V Factor Wood Shear Panels V= 0.12 *W 1 Loads W E Roof 25460 walls 19064.5 Load to Roof 44524.5 5388 walls 19064.5 Floor/Lower Roof 28320 Walls 19400 Load to upper floor 66784.5 8082 E - Building 111309 13471 3/7/2022 FAM EIT 14/125 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th 5t. 5.E., Monroe, WA 98272 Phone/Fax (360) 793-9659 D) Seismic Roof Area Floor Area D.1) Front X-X Diaph. Between X2u - X3u X3u - X4u X4u - X5u X1m - X2m X2m - Om X3m - X4m X4m - X5m Totalo X2u X3u X4u X5u X1 m X2m X3m X4m X5m P.2) 5ide Y-Y Diaph. Between Y1 u - Y2u Y2u - Y3u Y3u - Y4u Y1m - Y2m Y2m - Y3m Y3m - Y4m Y4m - Y5m Totalo 2546 sf 2832 sf A V, rib 99b.2 1838.9 1681,2 869.8 490.5 2487.2 4395,0 4241.3 1856.0 M. Load [lb] 1798.8 2054.9 1534.3 784.8 2394.3 2722.5 2180.3 Seismic Shear 5388 1 5388 Seismic Shear 8082 1 8082 Distribution Factors Distribution Xin X(i+1)n Xin X(i+1)n 0.55 0.45 998 801 0.51 0.49 1038 1017 0.43 0.57 665 b70 0.63 0.38 490 294 0,50 0.50 1195 1200 0.50 0.50 1357 1366 0.55 0.45 1194 986 Wall -no-;no, 21.6 16.9 25 27.9 23.5 14.6 37.1 12 30.4 v, [plf] 5cheduled 5hear Wall 46.2 51-6 108.8 51-6 67.2 51-6 31.2 51-6' 20.9 51-6 170.4 51-6' 118.5 51-6 553.4 51-3' 61.1 51-6' Distribution Factors Load [lb] Yin Y(i+1)n Yin 766.1 0.42 0.58 319 2249.6 0.50 0.50 1125 2372.3 0.44 0.56 1054 1914.9 0.56 0.44 1066 2808.2 0.50 0.50 1414 2671.2 0.50 0.50 1336 687.8 1.00 0.00 688 Wall Lengths, [ft] v, [p[f] Y1u 319.2 3.6 Y2u 1571.7 14.5 Y3u 2179.2 19.1 Y4u 1318.0 30.1 Y1 m 1385.3 8.9 Y2m M34.6 9.8 Y3m 4908.9 37.4 Y4m 3341.3 17.6 88.7 108.4 114.1 43.8 131.3 189.8 Distribution Y(i+1)n PW 447 1125 1318 849 1394 1336 0 5cheduled 5hear Wall 51-6'<___ _ __`' BW LKP/BW 5W/BW PW FAM EIT Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th St. S.E., Monroe, WA 98272 Phone/Fax (560) 795-9659 E.) Shear Wall Aspect Ratio Adjustments (5DI'W5-2015, Table-4.3.4 and *4.3.3.4.1 Exception 1) Architectural Innovations - Sharma Residence E.1) Grid X - X Upper Floor Geometry Main Floor Geometry h= 9.10 ft h= 10.00 ft h/1.5= 6.07 ft h/1.5= 6.67 ft h/2= 4.55 ft h/2= 5.00 ft h/3.5= 2.60 ft h/3.5= 2.86 ft Are there any shear walls on Xin gridlineo with an apect ratio between 2 and 3.5:1? YES New Wall Length;, Wind Seismic *Factor Wind Seismic Scheduled Shear Wall Adjusted Shear Wall Grid Line [ft] v, [plf] v, [plf] h/(2*bo) v, [plf] v, [plf] Wind Seismic Wind Seismic X2u 3.5 26.5 46.2 1.30 34.2 60.1 51-6 51-6 51-6 51-6 X5m 4.80 60.0 61.1 1.04 62.5 63.6 51=6 51-6 51-6 51-6 E.2) Grid Y - Y h= 9,10ft h= 10.00` ft h/1.5= 6.07 ft h/1.5= 6.67 ft h/2= 4.55 ft h/2= 5.00 ft h/3.5= 2.60 ft h/5.5= 2.86 ft Are there any shear walls on Yin gridlineo with an apect ratio between 2 and 3.5:1? YES New Wall Lengtin; Wind Seismic *Factor Wind Seismic Scheduled Shear Wall Adjusted Shear Wall Grid Line [ft] v, [plf] v, [plf] h/(2*bo) v, [plf] v, [plf] Wind Seismic Wind Seismic Y2u 2.60 52.4 108.4 1.75 91.7 189.7 51-6 51-6' 51-6 51-6 Y3u 4.00 45.0 114.1 1.14 51.2 129.8 51-6 51-6 ` 51-6 51-6 You 3.00 18.7 45.8 1.52 28.3 66.4 51-6 51-6 51-6 51-6 Y2m 4.00 279.9 391.5 1.25 349.8 489.1 51`-4 51-2 51-4 51-2 Yam 4.10 80.8 151.5 1.22 98.5 160.1 51-6 51-6' 51-6 51-6 U1 3 N CJ1 FAM EIT 16/125 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th St. S.E., Monroe, WA 98272 phone/Fax (560) 795-9659 F.) Hold Down Calculations Architectural Innovations - 5harma Reoidence Wind Seismic Grid Line v, [plf] v, [plf] X2u 26.5 46.2 OK X3u 52.0 108.8 OK X4u 54.5 67.2 OK X5u 18.6 51.2 OK X1m 12.4 20.9 OK X2m 158.5 170.4 F.W. X3m 79.0 118.5 OK X4m 254.5 555.4 Ref F.1 X5m 60.0 61.1 OK Uppert Floor Height 9.1 ft Main Floor Height 10 ft Y1u 115.1 88.7 B.W. Y2u 52.4 108.4 OK Y3u 45.0 114.1 OK Y4u 18.7 45.8 OK Y1m 176.2 155.6 B.W./ RF Y2m 279.9 591.5 B.W./Ref F.2 Yam 80.8 131.5 OK Y4m 126.5 189.8 F.W. Uolift Force Tables Grid Line Fw [ID] FO [lb] Fw [lb] FO [lb] Y1u 1028.9 806.9 X2u 239.7 420.5 Y2u 477.1 986.4 X3u 473.6 990.2 Y3u 409.7 1038.2 X4u 312.1 611.9 Y4u 170.0 398.5 X5u 169.5 283.7 X1m 124.3 208.7 Y1m 1761.9 1556.5 X2m 1385.4 1703.6 Y2m 2798.7 3912.8 X3m 790.1 1184.6 Yam 807.7 1312.5 X4m 2544.8 3534.4 Y4m 1262.6 1898.5 X5m 600.3 610.5 FAM EIT 17/125 F.1) X - X Gridline5 X4m "Main Floor Work Module for the X - X Grid" Shear Wall Length 12 ft Is v-wall 0.5 to 12 inches from corner? YES Is foundation 6 inches thick? NO Tribuatary Width or Length [ft] q [psf] DL [lb] jPost Installed ACI Requirements Roof 3 15 540 ACI 9-6 2759.504 Wind SDS Walls 18 10 2160 ACI 9-7 3736.927 Seismic Floor 15 12 216 DL= 2916 (DL*.6)/2= 875 Pw= 2545 lb Hold Down Required T, W= 1670 lb LSTHD8 Ps= 3534 lb T, S= 2660 lb STHD10 F.2) Y - Y Gridline5 Y2m "Main Floor Work Module for the Y - Y Grid" Shear Wall Length 4 ft Is v-wall 0.5 to 12 inches from corner? NO Is foundation 6 inches thick? NO Tribuatary Width or Length [ft] q [psf] DL [lb] Post Installed ACI Requirements Roof 0 15 0 ACI 9-6 4017.088 Wind SDS Walls 10 10 400 ACI 9-7 5128.947 Seismic Floor 13 12 624 DL= 1024 (DL*.6)/2= 307 Pw= 2799 lb Hold Down Required T, W= 2491 lb LSTHD8 ST36 Ps= 3913 lb T, S= 3606 lb STHD14 ST36 18/125 Design Build 5ervice5, Inc. Engineering and Construction Management 25119 -120th 5t. S.E., Monroe, WA 95272 window o s nig Fhone/Fax #(360) 793-9659 X2m-Sharma 3y H (H)ht b Keference AWA 51)FW5-2015 Section 4.3.5.3 p 29. Window m o c Door o c s s Wnit Ho 5' ft a v 3y 3y "eight (H) Hw 10:'ft 50% b h Lfh 3.10 5.30 3.20 14.60 ft Adj Lfh 1.92 5.30 2.05 12.27 ft Width oP She btHingI'll nxe;ght Lw 23.0 ft 53 % Co 51 % L ❑-rna Width Design Kec�uired Shear adjustment, W 135.5 lb/ft 171 lb/ft 51-6 Shear adjustment, E 170.4 Ib/ft 210 lb/ft 51-6 Shear Capacity Adjustment Factor Co for Perforated Shearwalls Ratio of opening height to wall height Percent full -height sheathing 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 53% Dead Load Roof Walls Floor Uplift Calculation Uplift Wind Uplift Seismic Maximum window or door height H/3 H/2 2H/3 5H/6 Effective shear capacity ratio 1.00 0.67 0.50 0.40 1.00 0.69 0.53 0.43 1.00 0.71 0.56 0.45 1.00 0.74 0.59 0.49 1.00 0.77 0.63 0.53 1.00 0.80 0.67 0.57 1.00 0.83 0.71 0.63 1.00 0.87 0.77 0.69 1.00 0.91 0.83 0.77 1.00 0.95 0.91 0.87 1.00 1.00 1.00 1.00 6' 15 2070lb 18 10 4140 lb 0.75 12 207 lb DL= 6417 lb (DL*.6)/2= 1925 lb 879 lb 1925 lb 1082 lb 1925 lb i:1 0.33 0.36 0.38 0.42 0.45 0.50 0.56 0.63 0.71 0.83 1.00 Co -1046 lb -843 lb 50% 0.81 Design build Services , Inc. Engineering & Construction Management Phone /Fax: (360) 793-9659 28119 -120th 5t. 5.E., Monroe, WA 98272 E-Mail: rheide@dbomonroe.com Blocked Wall Design Client AI -Sharma Residence Location of Blocked Wall Y1u Wall Length (L) 11 FT Wind Shear 113.1 Wft Wall Height (H) 91 FT 5ei5m1c Shear 88.7 Ib/ft Wall Section 1 (w51) 18 FT Wall Section 2 (w52) 18 FT Height of Section 2 (h52) 2.5`FT Height of opening(Ho) 5.5FT Transom D, FT Calculated Wind V 407.16 # Calculated rho 1 Calculated 5ei5mic V 319.32 # Calculate the Loads 5ei5mic Vw = .14(L)(H)(1/2)(12)= 84 # Design 5eiomic 403 # Controling Design 407 # Wind Controls CF = V + Vw = Calc V + Vw = 407 # Gro55 Shear 37 #/FT F1 = F(w51/(w51 +w52)) = 204 # F2 = F(w52/(w51+w52) = 204 # Determine the Wall Interior Loads T = C=(F1+F2)*H/L = Cl = (F1H-T(w51))/h52 = T2 = (F2H - C(w52))/h52 = V1 = (Tw51-F1(H-h52))/h52 = V2 = (Cw52-F2(H-h52))/h52 = V3 = (F1h-C1(h52))/w51 = V4= C1+T2= beaa Loaa 337 # vF1 = F1/w51 = 113 #/FT 499 # vF2 = F2/w52 = 113 #/FT 499 # vV3=V3/(H-Ho) 94 #/FT 295 # S1-6 295 # M5TA36 STD 2050 # 337 # M5T37 4605 # 997 # N Wol ei Hugh Roof 3 15 495lb Walls 9 10 990lb Floor 0 12 0 lb DL= 1485lb �oL-.s>rz= 446 lb Uplift Calculation Uplift Wind 337 lb 446 lb Uplift Seismic 264 lb 446 lb -109 lb -181 lb 19/125 Design Build 5ervice5 , Inc. Engineering & Con5truction Management Phone /Fax: (360) 795-9659 28119 -120th 5t. 5.E., Monroe, WA 98272 E-Mail: rheide@dbsmonroe.com Blocked Wall Deeign Client AI -Sharma Residence Location of Blocked Wall Y1m Wall Length (L) 11s FT Wind Shear 176.2; Ib/ft Wall Height (H) 10FT Seismic Shear 155.6 Wft Wall Section 1 (ws1) 2.5! FT Wall Section 2 (ws2) 25' FT Height of Section 2 (hs2) 2i FT Height of opening(Ho) 6 FT Transom 0 FT Calculated Wind V 881 # Calculated rho 1 Calculated Seismic V 778 # Calculate the Loads Seismic Vw = .14(L)(H)(1/2)(12)= 92 # Design 5ei5mic 870 # Controling Design 881 # Wind Controls CF = V +Vw = Calc V +Vw = 881 # Gross Shear 80 #/FT F1 = F(w51/(ws1 +w52)) = 441 # F2 = F(w52/(ws1+w52) = 441 # Determine the Wall Interior Loads T = C=(F1+F2)*H/L = 801 # vF1 = F1/ws1 = 176 #/FT C1 = (F1H-T(ws1))/hs2 = 1201 # vF2 = F2/w52 = 176 #/FT 72 = (F2H - C(ws2))/hs2 = 1201 # vV3=V3/(H-Ho) 200 #/FT V1 = (Tws1-F1(H-hs2))/hs2 = -761 # S1-6 V2 = (Cws2-F2(H-hs2))/hs2 = -761 # VISTA36 5TD 2050 # V3 = (F1h-C1(hs2))/ws1 = 801 # M5T37 4605 # V4 = C1 + T2 = 2405 # -r F1 __ F..., �_---- k li I i uetoii v wenbers for Wolt Vlndaw Wp(( Ctesr force Pier Pier Height transfer (H> Intl a Pening. (iyp.> W'ndow Door Volt —L Wott Pier Pier Pier Watt Height Pier Height Wou Pier 4idth I —1-1 Vide,� bean Loao Roof 3 15 495lb Walls 19 10 2090lb Floor 6 12 792lb Dl 3377 lb (ov.e)/2= 1013 lb Uplift Calculation Uplift Wind 801 lb 1013 lb -212 lb Uplift Seismic 707 lb 1013 lb -306 lb Uplift <'500 Ill Hold `Down +Recrd s 20/125 Design Build 5ervice5 , Inc. Engineering & Construction Management Phone /Fax: (560) 795-9659 28119 -12Oth St. S.E., Monroe, WA 98272 E-Mail: rheide@dbsmonroe.com Blocked Wall Design Client AI -Sharma Residence Location of Blocked Wall Y2m Will Length (L) 148FT Wind Shear 279.9 Wft Will Height (H) 10 FT Seismic Shear 591.5 Wft Wall Section 1 (ws1) 35 FT Wall Section 2 (ws2) 23 FT Height of Section 2 (h52) 2' FT Height of opening(Ho) 6 FT Transom 0 FT Calculated Wind V 1625.42 # Calculated rho 1 Calculated Seismic V 2269.54 # Calculate the Loads Seismic Vw = .14(L)(H)(1/2)(12)= 124 # Design Seismic 2394 # Controlirg Design 2394 # Seismic Controls CF = V + Vw = Calc V + Vw = 2394 # Gross Shear 162 #/FT F1 = F(ws1/(ws1 +ws2)) = 1445 # F2 = F(ws2/(ws1+w52) = 949 # Determine the Wall Interior Loads T = C=(F1+F2)*H/L = 1617 # vF1 = F1/ws1 = 415 #/FT C1 = (F1H-T(w51))/h52 = 4592 # vF2 = F2/ws2 = 415 #/FT T2 = (F2H - C(w52))/h52 = 2886 # vV3=V3/(H-Ho) 404 #/FT V1 = (Tw51-F1(H-h52))/hs2 = -2948 # S1-2 V2 = (Cw52-F2(H-h52))/h52 = -1957 # M5TA36 5TD 2050 # V3 = (F1h-C1(h52))/w51 = 1617 # M5T37 4605 # V4 = C1 + T2 = 7279 # ��{ 'V4 V2 getoi� b¢andnry embers for Pet' winaaw Wnt� Cle¢r force Height trnnsf er (H> and opening. (iyp) W'mdpw ➢oar Wntt Pier Plerl Wntt Pier Height Watt Pier Height Wntt Pier Width i--.11 Worm Ueao Loao Roof 3 15 666lb Walls 19 10 2812lb Floor 9 12 1598 lb DL= 5076lb (or.e)iz= 1523 lb Uplift Calculation Uplift Wind 1097 lb 1523 lb Uplift Seismic 1533 lb 1523 lb -426 lb 11 lb 21 /125 22/125 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th St. S.E., Monroe, WA 9,5272 Phone/Fax #(360) 793-9669 Reference AF&FA SDFWS-2015 Section 4.3.5.3 p 29. Ho 1.6 ( ft Hw 10 ft Lfh 3.60 6.50 9.30 ft Adj Lfh 2.45 5.80 8.25 ft Lw 14.5ft Co 100 Design Shear adjustment, W 126.3 lb/ft Shear adjustment, E 159.5 Ib/ft Y4mA-Sharma 15% 57/ Window "O1 o� Wau aHeight 3y CH) b Window a c Door o c s s Wnlf Height 3N 3N (H) b b Width of Sheathing b Hnx Height (H) (_ 1-1., Width Required 126Ib/ft 51-6 190lb/ft 51-6 Shear Capacity Adjustment Factor Co for Perforated Shearwalls Ratio of opening Maximum window or door height height to wall height H/3 H/2 2H/3 5H/6 H 15% Percent full -height sheathing Effective shear capacity ratio 0% 1.00 0.67 0.50 0.40 0.33 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 577 Co 1.00 Dead Load Roof 3 15 653lb Walls 18 10 2610lb Floor 6.5 12 1131 lb DL= 4394lb (DL-.6)/2= 1318 lb Uplift Calculation Uplift Wind 810 lb 1318 lb -508 lb Uplift Seismic 1217 lb 1318 lb -101 lb Uplift < 500 Ibs - No Hold Down Req'd 23/125 Design Build 5ervice5, Inc. Engineering and Construction Management 28119 - 120th St. S.E., Monroe, WA 98272 window t W.tl Phone/Fax #(360) 793-9659 Y4mB a v 3N "eight (H) b Reference AF&PA SDPWS-2015 Section 4.3.5.3 P 29. window o �' Door o s W.0 Ho 5 ft a w a w Height Hw _ 10 ft 50% b b Lfh 5.40 2.90 8.30 ft Ad' Lfh 5.40 1.68 J 7.08 ft FA width nF hebthing M" Height Lw 11.7 ft 61 % "' Cc 83% Dverau width Design Required Shear adjustment, W 123.3 Ib/ft 148 Ib/ft 51-6 Shear adjustment, E 189.8j Ib/ft 228 Ib/ft 51-4 Shear Capacity Adjustment Factor Co for Perforated Shearwalls Ratio of opening Maximum window or door height height to wall height H/3 H/2 211/3 511/6 H 50% Percent full -height sheathing Effective shear capacity ratio 0% 1.00 0.67 0.50 0.40 0.33 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 61% Co 0.83 Dead Load Roof 3 15 527lb Walls 19 10 2223lb Floor 9.25 12 1299 lb DL= 4048lb (DL'.6)/2= 1214 lb Uplift Calculation Uplift Wind 875 lb 1214 lb -340 lb Uplift Seismic 1346 lb 1214 lb 132 lb AYC -tA VVW V� V 1✓ (T- 3f 1, �Q " 11 / ?7 0 ne- r r VS T6,75, r � _ "SIMPSON" STRAP TIE PER PLAN. SEE "SIMPSON" NAIL REQUIREMENTS "SIMPSON" L90 ® EA. SIDE & ® EA. END (4) TOTAL. INTERIOR STRAP TIE JOIST BLOCKING (INT. SHEAR WALL TO FLOOR BEAM) 7 Ul 3 N ul 26/125 DBIL JOISTS OR PSL SOLID BLOCKING TO SHEAR WA . TO SHEAR WALL) 27/125 (3) 12d(1 45 ° MA VARIES °' "" 4T'"" ROOF SHEATHING 2X4 BLOCKS (TYP) X4 BRACE X4 BLOCKS ABOVE HEAR WALL FG'D TRUSSES f 24" O.C. 35 CUPS PER HEAR WALL SCHED. INTERICT SHEAR ALL DBL TRUSS DIAPHRAM TOP PLATE (INT. SHEAR WALL TO PERPENDICULAR ROOF TRUSSES) 28/125 EXTENT OF 16" MIN. HEADER —, ='2 ROWS _ (D 16D @ 0 3® O.C. 0 U W x� w �o 0 0 I o cn rCf) w *VARIES (SEE PLAN) 2X4 TOP PLATE OR PONY WALL ABOVE GARAGE DOOR HDR. MIN. 3x11.25 (SEE FRMG. PLAN FOR SIZE) NAIL O.S.B. TO HDR. W/8d ® 3" O.C. OR 15g STPLS ® 2.5" O.C. TYP. 2-2x4 STUDS MIN LSTA24 VERTICAL STRAP @ ❑PPOSITE OF SHEETING NAIL @ Al,L PLTS. HDRS. & STUDS W/8d @ 3" O.C. TYP. OR W/15g STAPLES ® 2.5" O.C. TYP. 2-20 AT Ak,Y O.S.B. JOINT 16D®3"o.c. IN MIDDLE 24 OF PANEL 7/16" O.S.B. (5/8" T1-11 ® TLRP) J STHD14 OR PLAN NOTE CALL —OUT. INSTALL PER MANF. RECOMMENDATION. CONTINUO 2-2X4 PLATES, NAIL SHTG. w/STEM 12" w/2 #4 MIN TO EA. PLATE — SEE NOTE BELOW AT OPENI07iqANCHQR LAG BOLTS W/ 3x� WASHER MIN 7 MBEDMENT (1-5/8 x12 AB MIN) Note: Where Panel ig on a rim joist the sheeting must lap the rim which could take the place of the second plate. Lag bolts are to replace anchor bolts into 4x © RIM. The STHD14's are to be replaced with STHD14RJ's or added to with MST 60's at a pony wall. MST 6b's are to replace STHD14's at a second floor application. w TLRP SIMILAR (REF: APA TT-100) 29/125 Ref: AFPA SDPWS Section 4.3.5.2 Design for Force Transfer Blocking at All Panel Edges Req'd 48" Full Paneldth 48„Full Panel Width 1� / \--2 x 4 (min. plate) 'sheeting To Be Continuous 2-2x Continuous or Strapped Rim Over Rim Joist Perforated Shear Wall Similar. No Horizontal Straps or blocking required. Wall to be sheeted then openings cut and all edges nailed per schedule. AFPA SDPWS Section 4.3.5.3 BLOCKED WINDOW SHEAR WALL DETAIL ROOF SHEATHING, 10d N ILS TO TRUSSES @ 10" O.C. (2) ROWS 10dTW/ROOF TRUSSES NA S @ 6" O.C.3/4" PLYWOOD TO OP PLATE2X6 OR 2X8 BLOCK- 1 12d NAILS ® 6" '2X4 NAILERS 10d NAILS ® 6" O.C. TO BTM CHORD 10d NAILS ® 6" O.C. PLYWOOD TO 2X4 NAILER SHEAR WALL PER PLAN --'ALTERNATE TRUSS DIAPHRAM 1 (INT. SHEAR WALL TO PARALLEL ROOF TRUSSES) W 0 3 N CJ1 0 0 0 4 5 6 8125 0000 Design Build Services, Inc (360) 193-9659 - Shear Wall Schedule - Rev 9a - 1/6/2021 SHEATHING NAILING END STUDS (MIN) PLATE NAILING 12d A35/RBC ®TOP PL. 1/2" A.B. SPACING UNBLOCKED BLOCKED G1-7 1/2" Sheetrock 5d Wallboard CAD 7" o.c. 1 2X4 1 Row ® 14" 3'-6"o.c. 1 2" ®6' 100 125 G1-4 1/2" Sheetrock 5d Wallboard ® 4" o.c. 1 2X4 1 Row ® 11" 3'-O"o.c. 1 2" ® 6' 125 150 G1-4+ 5/8" Sheetrock 6d Wallboard ® 4" o.c. 1 2X4 1 Row ® 9" 2'-6"o.c. 1 2" ® 6' 145 175 G2-7 1/2" Sheetrock 5d Wallboard ® 7" a.c. 1 2X4 1 Row ® 7" 1'-9"o.c. 1/2" ® 6' 200 250 G2-4 1/2" Sheetrock Wallboard ®4" o.c. 2-2X4 1-2X6 1 Row ® 5" 1'-5"o.c. 1/2" ® 4' 250 300 LRP 16" LATERAL RESTRAINT PANEL - Max Ratio 6:1 w min. 4x Header 600 Lb TOTAL REF 2'-0" or wider LATERAL RESTRAINT PANEL 515 Lb/ ft. APA TT-100 Based on APA T20011-56 & Draft 156 dated June 17, 1994- higher values are allowed based on H.D. design. ALL WALLS BLOCKED Edge Nailing HF Spacing HF TYP HF WIND S1-6 7 16" OSB 8d @6"o.c, or 16g Staple @4" 2-2X4 1-2X6 1 Row ®7" 2'-0"o.c. 1/2" ® 6' 215 300 S1-4 7 16" OSB 8d 04"o.c. or 16g Staple ®2.5" 2 2X4 2X6 1 Row @5" 1'-5"o.c. 1/2" ® 4' 310 434 S1-3 7 16" OSB 8d ®3"o.c. 2-2X6 3-2X4 1 Row Q4" 1'-0"o.c. 5/8" ® 1.7' 400 560 S1-2 7 16" OSB 10d ®2"o.c. 1-DF 2-4x4 2 Row ®2.5" 8"o.c. 5/8" ® 2.5'** 544 763 S2-6 7 16" OSB 8d @6"o.c. or 16g staple @4" 3-2x4 2-2x6 1 Row ®3" 12"o.c. 5/8" ® 1.5' 430 600 S2-4 7 16" OSB 8d 04"o.c. or 169 staple 02.5" 4-2x4 3-2x6 2 Row @5" 8"o.c. 5/8" ® 2.7'** 620 868 S2-3 7 16" OSB 8d 03"o.c. 4-2x6 1-4x4 2 Row 03.5" 6"o.c. 5/8" ® 2'** 800 1120 S2-2 7 16" OSB 10d 02"o.c. 1-DF 2-4x6 2 Row ®2" 4"o.c. 5/8" ® 1.3'** 1088 1525 Hold Down Schedule - Simpson or Equal Tension Wind Seismic Cracked A35 A35 - Detail 4 in Simpson atalog 600 600 lb ® 1.6 H1 H1 - Truss to top plate lateral 415 415 lb ® 1.6 LSDTH8 LSDTH8 LSDTH8RJ-6" wall 00.5"-12"+ f. outside corner 1690 1220 lb ® 1.6 LSDTH8 LSDTH8 LSDTH8RJ-8" wall @0.5"-12"+ f. outside corner 2230 1610 lb ® 1.6 LSDTH8 LSDTHB LSDTH8RJ-8" wall ®12"+ from corner 3115 2250 lb ® 1.6 STHD10 STHD10 STHD10RJ-6" wall @0.5"-15"+ f. outside corner 2050 1435 lb ® 1.6 STHD10 STHD10/STHD10RJ-8" wall @0.5"-15"+ f. outside corner 3145 2175 lb ® 1.6 STHD10 STHD10/STHD10RJ-8" wall ®15"+ f. outside corner 4755 3400 lb ® 1.6 STHD14 STHD14/STHDI4RJ-6" wall @0.5"-21"+ f. outside corner 3200 2685 Ib ® 1.6 STHD14 STHD14/STHDI4RJ-8" wall @0.5"-21"+ f. outside corner 4165 3500 lb ® 1.6 STHD14 STHD14 STHDI4RJ-8" wall ®21"+ from corner 5345 3815 lb ® 1.6 HDU5 HDU5 w/ 5/8" SST824 6" Wall Min 5" from Endwall 4470 3325 lb A.B./DF HDU5 HDU5 w/ 5/8" SST824 6" Wall Min 42" from Endwall 5025 3740 lb A.B./DF HDU8 HDU8 wl 7 8" SST828 8" Wall Min 5" from Endwall 7615 6395 lb A.B./DF HDUB HDU8 w 7 8" SST828 8" Wall Min 50" from Endwall 7870 7870 lb w-4.5DF ST24 ST 6224 to loist - MST37 w rim 2540 2540 lb ® 1.60 ST36 ST 6236 to joist - MST 48 w/ rim 3695 3695 lb ® 1.60 MST60 ® rim 4830 4830 lb ® 1.60 ST72 MST72 no rim 6730 6730 lb ® 1.60 NOTES: Based on 2018 IBC and Industry Standards assume HF for wood material u.n.o. x1-x wall is sheeted on one side. x2-x is sheeted both sides. Hold-downs are based on 2011 Simpson Hem Fir Values UNO. Toenail use 0 rim to top plate requires 20% more nails than plate nailing values given ® top plate. Toenails ® G1-7/4 only. Nails to be: 8D 0.131x2.5" 10D 0.148x3" 12D 0.1480.25 16D 0.135"x3.5" Per AFPA SDPWS H:W ratio 2:1 max for sheetrock walls. All sheetrock wall sections w/H:W ratio of 1.5:1 to be blocked. Sheetrock walls not allowed in seismic zone E. Anchor bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts (jammed), Min. Embedment length to be 12" in the footing. Simpson SSTB bolts can be subsituted per the Catalog call -outs. Rebar is to be within 2" above and to the side of the head of the bolt and Simpson Strap Hold-downs. Gypsum Wall Nailing is for all supporting members & wall to be unblocked unless noted otherwise. All OSB/Plywd walls to be blocked and have Min field nailing @ 12" o.c. if panels are over I" thick or stud spacing less than 24' o.c.. *A35 ® top plate only required if Rim Joist is flush with Sheathing or ® interior wall & cannot be toe -nailed. ** 3x Mudsill Required. 3x wall plates are required if sheeting is spliced on the plate. If spliced on rim double rim required for 1 1/2" nail penetration. Note mudsill shear can be different than the wall above, see calculation summary sheet. All walls with shears over 350#/ft require 3x studs or blocking at panel joints. Double studs can be substituted when nailed together at shear wall nailing with 10d nails, All anchor bolt spacing between 350#/ft and 600#/ft has been reduced by 50% to allow use of 2x plate. If 3x plate is used bolt spacing can be doubled in these cases. ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE 3"X3"XO.229" WASHERS 2308.3.1.1, #' From Mudsill edge on side with OSB/Plywood if shear over 200 PLF per SDPWS 4.3.6.4.3.. unless hold-downs provided at wall ends per exception. 32/125 1-1 WoodWorks® Sizer AI -Sharma Res WoodWorksO Siz 11 AI -Sharma Res Concept Mode: Beam View Floor 2: 12' Woodworks® Sizer Woodworks® Sit 37 --A- r �y Z 60 �_ �� D-� - �%�t-P 58 p7 nl b79q)(Z b81 36 67 (D b41d � /Q �I/,--y 0 /7- 11 C - - e b42 b41a c N b41b b40 b39 71 73 72 � C G 156 68 �7- -' _ b43 69 34 moo. 17 y0 �/ C) i - b53 56 _ 39 LPL �✓t`3 �U 61-7 22 - �7� �� 1 tfA'sk - � x n b44 � � b55 b56 � b57 b58 > r ,�M 64 p / did L b64 b76 15 _ t✓ b45 b46 4 aF d ^ t j( b7 62 10 r 14 - - ht2 3,ZX - - b37V y 13 _ 3 50 x b65 -- `v r 49 LI - L b62 1�vL tS ° i t s gt1 �� 3�� p m F r =a T14" 'e3s✓ 48 61 b34 �f2%f-b35sS� 20461 11 46 n 0 70 ht1 I4 4 -� ter b109 G7O �J wCI�S 2s (z1zx6; 1;31 �33 b32 553 hm1 )74 ' 2 �, b72 ht3 ht4 i 54 (r:: L�� b7 P- 1 � „I -lam 31 7( O✓ 4 .��f� to,, 'JQ �`?� ' 'L-e v BD )COZ AO CNBRBZASCAABECNNCCBTCKFt G T;AUCJCCGD3GJiIICE3B�BVVI:VACBCCHSOX IBTBCIrEBPNaLBBUKBJBLRAXI EAJEBMY BN! FBPBO AZH0BCL: BX 1' 3' 4.5' 6' 9' 10' 11.5' 14' 15.5' 17' 19.5' 21' 225' 24.5' 26.5' 28' 29.5' 31' 32.5' 34.5' 37' 39' 4 t5' 43.5' 46' 47.5' 49.5' 51' 53.5' 55.5' 57.5' S9.5' 61' 63' 65' 3.5' 11'12'13'.14.5"16' 17.5"19'20' 22'23'24'�25.5"27'.5"29':30 31.5"33'34'35'36'.5' 38' 39.5"41',42.5"44',45.5' 47'48'.5' 50' 51.5"53' 55' 5657'58' 60' (62.5' L:l WoodWorks® Sizer 36/125 WoodWorks® Sizer AI -Sharma Res VWoodWorksOSi,, Concept Mode: Reactions at Base of Structure View Floor 1: 2 e 37 _ c-too G(� qkq off OD 60 c1 2 Lc1 1 c _ 58 C �� (Z S 21 S_ _ 1 S_ 11 8D 8D F (D W ` l 'c'�s C.( 6�D sssD f 35 G t€rc1660c( c167 7 �Y� J' , 67 _ c196 c1894 cc190 c172:156 75 S '22 75 S'8 cc168:160 w10e c161 c16962 c163 c197 7; 270 D55 0270 D 73 -71 S 659 SL 6205 SL;I&32 D50 L 9000 � 000 �L 91116 S20 L 570 11520 L 1116 SL 665 L -161 S' 5 - 28 D 441 DD 4133 DS= 1737 S 11138 S ' 1138 SS 1869 D319 S 489,14474S 669 DS S. -1866 S -86 D 72 - -99 U 6 D1553 D 11367 D: 1367 DD 1419 3408 D 645 [3500 D 638 D `. 1476 D -247 U r , 68 634 S - �v 650 D69 � c151 c101 c102 c103 c104 c105 c106 c107 c120 ]W1 783 S 1693 L 2029V L 2197 L.... 2101 LYS~ ..V 2090 L ^ 2090 L 1952 Ly ~I 1943 L 17 1280 D 829 D 549 D 525 D 523 D;, 523 D 488 D 486 D 5G _ 15 1 8 c1 9 2 I $ �7 �1 186 52 7 L 39 3 L ,. 1( 9t c127 66, 31339 S2149D. 2110Di��L?"234S' 207 D 55 D /y 1 22 C149 125 c1 c1 c1 c1� c1 c2Q c2 34 S 9 391 S F-1]7 �55 D 64 324 D 28 4 L 40 6 L3 L 54 9 L 35�4 L 54 5 L 4855 L 5 8 259 D 15 c 3 _2004 D 1480 D 1871 D -- . 2289 D 1372 D: 2304 D 16}43 D:: 2 62 c65 c64 31 D c128 w:c129 ' c173 c131 c132 c130 s = c124 G3' 16 S 185 S 207 = 7 S 12 SL 1022 L 1023 L 615 L 1 L 1c24 c25 q6� c2 c c2 391 S 1p 10D 111D S9D 8D3S 22S 6S 342D 3 D ,.� �,�J 259D 144861 D -4 U D _722 D _568 D 76� 4$7 L i 7 L19O�L 18 9 L - 18 - 2 z, 11 D 12 D 855 D 1778 D 1145 D " 11 156 S 184 D 13 50 c8 ` v 156 S {z rf 184 D 49 U 1 490 D "-0� "fi f c47 w4 —L 4 113 S 4s 156 S (f70 888 Sc3 c33 c3 k c42 c43 c90 c98.44 c4 c150-) 194D i 13S 4 610 c70 -L � 2 � - 3J7 L 4063 S 1451 540489 St0 U L 1620 115 S 780 D 1128 D 1634 D 2576 D 1006 D 293 D'9 S S 1203 92 D o 2378DD 1613D 46 _ C 1 4106 I r� 70 1i X 52 6652 D c100 33 c144- c1453 28 172 S 57 D [*150i Sc71 c36 c37 38 w1 C 22 SD 125S 3 95 S761 L -197F 9 L 133 S 68 L93 D 95 D 294 D �� - c14Ec18O w6 co c147 � � y � ° 1 57 D239 S 232 S 180 D 1 t( 2 2106 D 494!841 D 1 29 S 8 S 437 SL 480 L 8541 19 S 54_ 7 D 286 DD 102 T56 14 D cg 1 _ __ 102 S 61 S 31 240 D _369 D BD COZ AO CPA3RBZASCA4BECNN(CBTCKR G T:AUCJCCGD3G)IIICE3BLBWJfVAEBCCHSyX VBTBCIrEBPNaLBBUKBJBLRAX4 EAJEBMY BNJ 4BPBO AZHOBCL= BX 1' 3' 4.5' 6' 9' 10' 11.5' 14' 15.5' 17' 19.5' 21' 22 5' 24.5' 26.5' 28' 29.5' 31' 32.5' 345' 37' 39' 41.5' 43.5' 46' 47.5' 49.5' 51' 53.5' 55.5' 57.5' 59.6' 61' 63' 65' 3.5' 11'12'13' 14.5"16' 17.5"19'20' 22'23'24':25.5"27'.5"29°30.31.5"33'34'35'35'.5' 38' 39.5"41'49.5"44',45.5' 47'48'.5' 50' 51.5"53' 55' 5657'58' 60' E62.5' Design build 5ervice5, Inc. Engineering and Construction Management 18 " Dia 28119 - 120th 5t. 5.E., Monroe, WA 98272 24 " Dia f hone/Fax #(360) 793-9659 24 " Sq. 36 " Sq. Architectural Innovations - Sharma Residence Foundation Analysis Allowable Bearing Pressure 1500' Column Footing # DL LL SL Design Design DL+ Live Load Load DL+LL DL+SL .75(LL+SL) (lb) (lb) 7406 2149 6092 5257 7406 6053 2110 5067 3943 6053 2746 549 2197 2197 2746 5486 1480 4485 4006 5486 8024 2386 6615 5638 - 8024 3951 1184 3259 2767 3951 6145 1780 5054 4365 6145 6689 9740 9974 5278 9974 12871 16825 18044 9587 18044 5775 9404 9082 4800 9404 3985.5 2550 3627 1436 3986 2651 Lb 4712 Lb 6000 Lb 13500 Lb Area Footing Size (sf) 4.9 27 in Square 4.0 24 in Square v/ 1.8 18 in Round / 3.7 23 in Square 5.3 ----- 28 in Square 2.6 22 in Round 4.1 24 in Square 6.6 31 in Square k/ 12.0 42 in Square �/ 6.3 30 in Square 2.7 22 in Round W 3 N CJ1 Strip width Stem Height (up from ground) Strip Footings 16 in 2.0'ft Design Design DL+ Live Load Load Area Min. Footing Length DL LL SL DL+LL DL+SL .75(LL+SL) (Ib) (lb) (sf) w1'-c36 1999 766 2261 2765 4260 4269 2270 4269 2.8 2.1 ft long w3-c173 722 1022 1744 722 1489 1022 1744 1.2 0.9 ft long w6'-c41 567 840 1407 567 1197 840 1407 0.9 0.7 ft long w9-c124 234 391 234 625 527 391 625 0.4 0.3 ft long w11-c151 740 783 740 1523 1327 783 1523 1.0 0.8 ft long DL+ Design Wall, DL Wall, LL Wall, SL DL+LL DL+SL .75(LL+SL) Live Load Wall Load Combined Pressure Strip Width Strip Footing w/Wall (lb) Of) (psf) DCR Min. Strip Widtl w1i-c36 180 133 180 313 280 133 313 1035.2 0.7 11.0 in. w3`-c173 372 730 156 1102 528 1037 730 1102 1153.5 0.8 12.3 in. w6-c41 383 480 102 863 485 820 480 863 911.1 0.6 9.7 in. w9-c124 284 156' 284 440 401 156 440 447.2 0.3 4.8 in. w1'!1-c151 284 156 284 440 401 156 440 615.6 0.4 6.6 in. W 00 3 N CJ1 Strip Footings Strip Footing w/Wall DL LL SL DL+LL 2576 3998 2503 1230 669 5020 Wall, DL Wall, LL Wall, SL DL+LL 844 844 890.6667 1336 1215 810 Strip width Stem Height (up from ground) 24 in 2.0 ft Design Design DL+ Live Load Load Area Min, Footing Length DL+SL .75(LL+SL) (lb) (lb) (sf) 6639 5623 4063 6639 4.4 2.2 ft long 4857 5452 3074 5452 3.6 1.8 ft long 3290 3568 2015 3568 2.4 1.2 ft long 3280 2768 2050 3280 2.2 1.1 ft long 1785 1506 1116 1785 1.2 0.6 ft long 7974 7996 4496 7996 5.3 2.7 ft long DL+ Design DL+SL .75(LL+SL) Live Load Wall Load Combined Pressure Strip Width (lb) (plf) (psf) DCR Min. Strip Widtl 700.5 936 492 936 1298.1 0.9 20.8 in. 700.5 936 492 936 1149.7 0.8 18.4 in. 736.5 988 524 988 940.2 0.6 15.0 in. 968.5 1380 684 1380 1100.2 0.7 17.6 in. 1134 1439 794 1439 942.8 0.6 15.1 in. 674.5 898 468 898 1448.6 1.0 23.2 in. Project: AI -Sharma Res Location: F2.5-c118/c119/c16/c17/c19/c20/c21 Footing [2015 International Building Code(2015 NDS) Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 11.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1185 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 5.39 sf Area Provided: A = 6.25 sf Baseplate Bearing: Bearing Required: Bear= 10990 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 3205 lb Allowable Beam Shear: Vc1 = 14063 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 41 in Punching Shear: Vu2 = 9707 lb Allowable Punching Shear (ACI 11-35): vc2-a = 57656 lb Allowable Punching Shear (ACI 11-36): vc2-b = 77813 lb Allowable Punching Shear (ACI 11-37): vc2-c = 38438 lb Controlling Allowable Punching Shear: vc2 = 38438 lb Bending Calculations: Factored Moment: Mu = 41213 in rheide 40/1 Design Build Services, INC. 28119 120th St SE nr Monroe, WA 98272 StruCalc Version 10.2.1.0 3/14/2022 4:59:03 PM LOADING DIAGRAM f-4 in 10 in n1 T 3 in t —L { 2.5 ft FOOTING LOADING Live Load: PL = 5257 lb Dead Load: PD = 2149 lb Total Load: PT = 7406 lb Ultimate Factored Load: Pu = 10990 lb Footing plus soil above footing weight: Wt = 503 lb Nominal Moment Strength: Mn = 189895 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.55 in Steel Required Based on Moment: As(1) = 0.12 in2 Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) = 0.54 in2 Controlling Reinforcing Steel: As-regd = 0.54 in2 Selected Reinforcement: #4's @ 11.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 12 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project: AI -Sharma Res Location: F3.0-c37/c123 Footing (2015 International Building Code(2015 NDS) Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 6 in Column Depth: n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1108 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 7.25 sf Area Provided: A = 9.00 sf Baseplate Bearing: Bearing Required: Bear = 14080 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 4596 lb Allowable Beam Shear: Vc1 = 16875 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 12450 lb Allowable Punching Shear (ACI 11-35): vc2-a = 68906 1 Allowable Punching Shear (ACI 11-36): vc2-b = 81563 1 Allowable Punching Shear (ACI 11-37): vc2-c= 45938 1 Controlling Allowable Punching Shear: vc2 = 45938 1 Bending Calculations: Factored Moment: Mu = 63360 i rheide 41 /12 9e Design Build Services, INC. 28119 120th St SE of Monroe, WA 98272 StruCalc Version 10.2.1.0 3/14/2022 4:57:03 PM LOADING DIAGRAM [6 in —� l 10 in o n n T 3 in [--3 ft > FOOTING LOADING Live Load: PL = 5278 lb Dead Load: PD = 4696 lb Total Load: PT = 9974 lb Ultimate Factored Load: Pu = 14080 lb i-lb Footing plus soil above footing weight: Wt = 725 lb Nominal Moment Strength: Mn = 251888 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.19 in2 Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) = 0.65 in2 Controlling Reinforcing Steel: As-reqd = 0.65 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in Project: AI -Sharma Res Location: F: 5c70 Footing [2015 International Building Code(2015 NDS) Footing Size: 3.75 FT x 3.75 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (5) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 3.75 ft Length: L = 3.75 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 6 in Column Depth: n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1283 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 13.12 sf Area Provided: A = 14.06 sf Baseplate Bearing: Bearing Required: Bear = 25488 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 9204 lb Allowable Beam Shear: Vc1 = 21094 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 23599 lb Allowable Punching Shear (ACI 11-35): vc2-a = 68906 1 Allowable Punching Shear (ACI 11-36): vc2-b = 81563 1 Allowable Punching Shear (ACI 11-37): vc2-c = 45938 1 Controlling Allowable Punching Shear: vc2 = 45938 1 Bending Calculations: Factored Moment: Mu = 143368 i rheide 42/1 age Design Build Services, INC. 28119 120th St SE of Monroe, WA 98272 StruCalc Version 10.2.1.0 3/14/2022 4:57:54 PM �-6 in ---I T 10 in 1 n n n n 3 in j 3.75 ft FOOTING LOADING Live Load: PL = 9587 lb Dead Load: PD = 8457 lb Total Load: PT = 18044 lb Ultimate Factored Load: Pu = 25488 lb Ob Footing plus soil above footing weight: Wt = 1133 lb Nominal Moment Strength: Mn = 314860 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.43 in2 Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As = 0.81 in2 Controlling Reinforcing Steel: As-reqd = 0.81 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 19.5 in COMPANY Design Build Services, Inc. WoodWorks' Monro,WASt 7 Monroe, WA 98272 PH:360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 8, 202216:23 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit l j58 Dead Full UDL No 55.5 plf 2 j58 Live Full UDL Yes 190.0 plf 3 j67 Dead Partial UDL No 0.00 6.50 55.5 55.5 plf 4 j67 Live Partial UDL Yes 0.00 6.50 190.0 190.0 plf 5 j68 Dead Partial UDL No 6.41 6.91 55.5 55.5 plf 6 j68 Live Partial UDL Yes 6.41 6.91 190.0 190.0 plf 7_blb Dead Point No 2.91 799 lbs 8 bla Dead Point No 2.91 929 lbs Self -weight IDead lFull UDL I No 1 1 6.0 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 7.183' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itectu rral Innovations bl Unfactored: Dead 1813 744 Live Factored: 1696 1084 Total Bearing: 3508 1827 Length 3.50 3.50 Min req'd 1.23 0.84 b1 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2'W-1/4") Supports: All - Lumber Post Column, Hem -Fir No.2 Total length: 7.19 ; Clear span: 1.375% 5.188'; Volume = 1.3 cu.ft. Lateral support: top = continuous, bottom = at supports; This section FAIL the design check WARNING: This section violates the following design criteria: Bending ,/ /:'" Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 140 Fv' = 180 psi fv/Fv' = 0.78 Bending(+) fb = 1205 Fb' = 1170 psi fb/Fb' = 1.03 Bending(-) fb = 232 Fb' = 1168 psi fb/Fb' = 0.20 Deflection: Interior Live 0.04 - < L/999 0.18 = L/360 in 0.22 Total 0.09 - L/730 0.27 = L/240 in 0.33 Cantil. Live -0,04 = L/499 0.10 = L/180 in 0.36 Total -0.09 = L/217 0.15 = L/120 in 0.55 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.998 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #4 = D + L (pattern: L) Bending(-): LC #2 = D + L Deflection: LC 44 = D + L (pattern: L) (live) LC #4 = D + L (pattern: L) (total) D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2740, V design = 2372 lbs; M(+) = 3078 lbs-ft; M(-) = 594 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 1.56' Le = 2.88' RB = 4.5; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. St Sharma Residence St SW 8422 238tEdmonds, WoodWorks° 7 Monroe, WA 98272 Monroe, , W Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Mar. 8, 2022 16:13 Architecturral Innovations b1a Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ftj Magnitude Unit tern Start End Start End Loadl Dead Full UDL 190.0 plf dead floor Dead Full UDL 13.3 plf Live FLoor Live Full UDL 53.3 plf Self -weight Dead Full UDL 5.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 8.758' 8. Unfactored: \ Dead 915 C_ 915 Live 234 234 Factored: Total 1149 1149 Bearing: Length 0.95 0..95 Min re 'd 0.95 0.95 b1a Lumber n-ply, Hem -Fir, No.2, 2x10, 2-ply (T'x9-1/4") Supports: 1 - Lumber -soft Beam, D.Fir-L No.2; 2 - Timber -soft Column, D.Fir-L No.2; Total length: 8.75'; Clear span: 8.625'; Volume = 1.7 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 50 Fv' = 150 psi fv/Fv' = 0.33 Bending(+) fb = 693 Fb' = 935 psi fb/Fb' = 0.74 Live Defl'n 0.03 = < L/999 0.29 = L/360 in 0.09 Total Defl'n 0.13 = L/799 0.43 = L/240 in 0.30 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1139, V design = 926 lbs; M(+) = 2471 lbs-ft EIy = 128.61 lb-in^2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY PROJECT Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works® Monroe, WA 98272 Edmonds, WA 98026 SOFn4AREFOR WOOD DESIGN PH: 360-193-9659 Mar. 8, 2022 16:20 Architecturral Innovations b 1 b S.W. Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 3.59 9.19 190.0 190.0 plf dead floor Dead Full UDL 13.3 plf Live Floor Live Full UDL 53.3 plf wind X3m Wind Point 3.50 1317 lbs eq X3m Earthquake Point 3.50 2116 lbs Self -weight Dead Full UDL 5.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 9.189, Unfactored: Dead 409 829 Live 245 245 Wind 817 500 Earthquake 1312 804 Factored: Total 1327 1435 Bearing: Length 1.09 1.18 Min req'd 1 1.091 1.18 b1 b S.W. Lumber n-ply, Hem -Fir, No.2, 2x10, 2-ply (3"x9-1/4") Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 9.19', Clear span: 9.0'; Volume = 1.8 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis ValuerFv: esign Value Unit Analysis/Design Shear fv = 46 -150psi fv/Fv' = 0.31Bending(+) fb - 1254 Fb= 1496 psi fb/Fb' = 0.84 Live Defl'n 0.14 = L/760 .30 = L/360 in 0.47 Total Defl'n 0.23 = L/471 .45 = L/240 in 0.51 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.60 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 7 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #7 = D + 0.7E Deflection: LC #7 = D + 0.7E (live) LC #7 = D + 0.7E (total) D=dead L=live W=wind E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1062, V design = 854 lbs; M(+) = 4470 lbs-ft EIy = 128.61 lb-in^2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY PROJECT Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works° Monroe, WA 98272 Edmonds, WA 98026 SOFT AHEFOH WOOD MIGN PH: 360-193-9659 Mar. 8, 2022 16:24 Architecturral Innovations b2 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 j59 Dead Partial UDL 0.03 3.03 55.5 55.5 plf 2 j59 Live Partial UDL 0.03 3.03 190.0 190.0 plf 3 j60 Dead Partial UDL 3.03 5.53 64.3 64.3 plf 4 j60 Live Partial UDL 3.03 5.53 220.0 220.0 plf 5 j69 Dead Partial UDL 0.03 5.03 55.5 55.5 plf 6 j69 Live Partial UDL 0.03 5.03 190.0 190.0 plf 7 j70 Dead Partial UDL 5.03 5.53 55.5 55.5 plf 8_j70 Live Partial UDL 5.03 5.53 190.0 190.0 plf Self -weight Dead Full UDL 6.0 plf Maximum Reactions (Ibs) and Bearing Lengths (in) : 5.554' Unfactored: Dead 327 339 Live 1062 1103 Factored: Total 1389 1442 Bearing: Length 0.63 0.66 Min req'd 0.63 0.66 b2 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.56'; Clear span: 5.438 Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 65 Fv' = 180 psi fv/Fv' = 0.36 Bending(+) fb = 759 Fb' = 1170 psi fb/Fb' = 0.65 Live Defl'n 0.05 = < L/999 0.18 = L/360 in 0.25 Total Defl'n 0.06 = < L/999 1 0.28 = L/240 in 0.22 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1442, V design = 1105 lbs; M(+) = 1940 Ibs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Sharma Residence 28119120th St Monroe, WA 98272 8422 238th St SW Edmonds, WA 98026 WoodWorks' 9 PH: 360-193-9659Architecturral Innovations Mar. 8, 20221625 b8 I Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location tft) Btart End Magnitude Start End Unit 1_c174 Dead Point No 3.00 659 lbs 2 c174 Live Point Yes 3.00 1150 lbs 3 c175 Dead Point No 1.00 659 lb 4 c175 Live Point Yes 8.00 115a lbs 5 w117 Dead Partial UDL No 0.00 3.00 2597 259.7 plf 6 w117 Live Partial UDL Yes 0.00 3.00 460..0 460.0 plf 7 w118 Dead Partial UDL No 8.00 10.00 259.7 259.7 plf 8 w118 Live Partial UDL Yes 8.00 10. 00 460.0 460.0 plf 9 j56 Dead Full UDL No 79.0 plf 10_j56 Live Full UDL Yes 260.0 plf 11 j57 Dead Full UDL No 51.I plf 12 j57 Live Full UDL Yes 21r.0 plf 13 bea Dead Point No 10.00 578 lbc Load14 Dead Full UDL No 100.0 plf Self-wei ht Dead Full UDL No 9.4 if Maximum Reactions (lbs) and Bearing Lengths (in) : 10, 10, Unfac toned: Dead 2822 2641 Live Factored: 5323 4206 Total Bea 8145 7047 rng: Length 335 . 2.85 Min r 'd 3.35 2.85 b8 Lumber -soft, D.Fir-L, No.2, 4xl2 (3-1/2"xl 1 -1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 10.0% Clear span: 1.875', 6.75', 0.875'; Volume = 2.7 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Mal s s Value Desi Value Unit Anal sis/Desi Shear fv* =r 133 Fv' -� 180 fa fv* Fv' = On74 Bending(+) fb = III Fb' = 9% fb/Fb' = 0.92 Bending(-) fb = 969 Fb' = 978 psi fb/Fb' = 0.47 Deflection: Interior Live 0.06 = < L/999 0.23 = L/360 0.25 To tat 0.08 = < L/999 0.35 = L/240 0.22 Cantil. Live -0.06 = L/429 a.13 = L/180 0.42 Total -0. 07 = L/359 0.20 = L/120 0.33 The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.10 1.00 5 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.988 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 9 Emin' 0.58 million 1.00 1.00 - - - - 1. 01 1. 01 4 CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D + L (pattern: LL ) Bending(+I: LC #4 = D + L (pattern: L ) B endi ngl-): LC #2 = D + L Deflection: LC #4 = D + L (pattern: L) (live) LC #4 = D + L (pattern: L ) (total) D=dead L=live All LC's a e listed in the Malysis output Load Patterns: s=S/2, X=L+S or L+Lr, -no pattern load in this span Load combinations: ASD Basic from AS CE 7-16 2.9 / IBC 2018 1605.3.1 CALCULATIONS: V ... = 5292, V design* = 3486 lbs; M(+) = 5577 lbs-ft; M(-) = 2853 lbs-ft EIy = 664.44 1b-in^2 "Live" deflection is due to all n n-dead loads hive, wind, Total deflection = 1.0 dead + "lie" Lateral stability(-): Lu = 7.00, Le = 12.88' RB = 11.9; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works° Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Mar. 9, 2022 09:58 Architecturral Innovations b8a Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 133.0 plf dead floor Dead Full UDL 13.3 plf Live Floor Live Full UDL 53.3 plf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.084' Unfactored• Dead 454 454 Live 162 162 Factored: Total 616 616 Bearing: Length 1.01 1.01 Min req'd 1.01 1.01 b8a Lumber -soft, Hem -Fir, No.2, 2z10 (1-1/2"z9-1/4") Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 6.06'; Clear span: 5.938'; Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 150 psi fv/Fv' = 0.32 Bending(+) fb = 511 Fb' = 935 psi fb/Fb' = 0.55 Live Defl'n 0.01 = < L/999 0.20 = L/360 in 0.06 Total Defl'n 0.05 = < L/999 0.30 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 607, V design = 443 lbs; M(+) = 911 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes. 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD), Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, COMPANY Design Build Services, Inc. PROJECT Sharma Residence 28119 h St SE Monroe, WA 98272 8422 2381h St SW Edmonds, WA 98026 WoodMar. Works0 PH: 360-190-193-9659 Architecturral Innovations 8, 2022 16:28 1,12 SOFTIVAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 w119 Dead Partial UDL No 0.00 6.50 229.2 229.2 plf 2 w119 Live Partial UDL Yes 0.00 6.50 460.0 460.0 plf 3_j5I Dead Full UDL No 21.2 PI 4 j59 Live Full UDL Yes 1 0. 1 plf 5 j6I Dead Full UDL No 11.5 plf 6j67 Live Full UDL Yes 190.0 plf 7 hit, Dead Point No 3.00 379 lb 8 b8b Dead Point No 0.00 383 lbs 9 h8a Dead Point No 0.00 578 lbs Load10 Dead Full UDL No 100.1 plf Self-wei ht Dead Full UDL No 9.4 if Maximum Reactions (lbs) and Bearing Lengths (in) : 6.559' Unfat'red: Dead 2972 1078 Live Factored: 2809 2023 Total Bearing: 1171 3101 Length 2.27 1.92 Min r 'd 2.27 1.42 b12 Lumber -soft, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 6.56% Clear span: 0.875% 5.375'; Volume = 1.8 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Desi Value Unit Anal sis/Desi Shear fv = 95 Fv' -� 180 psi fv/Fv' = 0�53 Banding(l) fh = 671 Fb' = 990 psi fb/Fb' = 0. 68 Bending(-) It,= 249 Fb' = 981 psi fb/Fb' = 0.25 Deflection: Z nterior Live 1.12 = 1 L/999 0.18 = L/360 0.12 Total 0.03 = < L/999 0.28 = L/290 0.12 Cantil. Live -0.01 = L/911 0. 07 = L/l80 0.20 Total -0.02 = L/750 0.10 = L/120 0.16 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 1B0 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1. 000 1.100 - 1.00 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.991 1.100 - 1.00 1. 00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 9 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #4 = D + L (pattern: L) Bending(-1: LC #2 = D + L Deflection: LC #4 = D + L (pattern: L) (live) LC #4 = D + L (pattern: L) (total) D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, %=L+S or L+Lr, - o pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max= 3670, V design = 2495 lbs; M(+) = 4128 Ibs-ft; M(-) = 1534 lbs-ft Ply = 664. 49 lb-in^2 "Live" deflection is due to all o n-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 5.50' Le = 10.31' RB = 10.6; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 28119 St E WoodWorkso onroe, A982h Monroe, WA 98272 PH:360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 8, 202216:30 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ftt Start End Magnitude Start End Unit 1 c73 Dead Point 5.06 352 lbs 5 c73 Live Point 5.06 701 lbs 3_w120 Dead Partial UDL 0.06 5.06 229.2 229.2 plf 9 w120 Live Partial UDL 0.06 5.06 460.0 460.0 plf 5 j55 Dead Partial UDL 0.06 5.06 21.2 21.2 plf 6 j55 Live Partial UDL 0.06 5.06 80.0 80.0 plf 7 j68 Dead Partial UDL 0.06 0.56 55.5 55.5 plf 8 j68 Live Partial UDL 0.06 0.56 190.0 190.0 plf 9 j69 Dead Partial UDL 0.56 5.56 55.5 55.5 plf 10_j69 Live Partial UDL 0.56 5.56 190.0 190.0 plf 11 j32 Dead Partial UDL 5.06 5.56 167.6 167.6 plf 12 j32 Live Partial UDL 5.06 5.56 270.0 270.0 plf Load13 Dead Full UDL 100.0 plf Self -weight lDead lFull UDL I 1 1 9.4 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.637' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itectu rra I Innovations b13 Unfactored: Dead 1178 1430 Live Factored: 2065 2516 Total Bearing: 3243 3946 Length 1.48 1.80 Min req'd 1.48 1.80 b13 Lumber -soft, D.Fir-L, No.2, 4x12 (3-1/2"x11-114") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 5.63', Clear span: 5.375'; Volume = 1.5 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 92 Fv' = 180 si fv*/Fv' = 0.51 Bending(+) fb = 744 Fb' = 990 psi fb/Fb' = 0.75 Live Defl'n 0.02 = < L/999 0.18 = L/360 in 0.13 Total Defl'n 0.04 = < L/999 0.26 = L/240 in 0.14 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC4 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Eno' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D + L Bending(+): LC #2 = D + L Deflection: LC 42 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3938, V design* = 2426 lbs; M(+) = 4575 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 28119 WoodWorkso Monroe, WA 98272 Monroe20A9827 PH:360-193-9659 SOFTWARFFOR WOOD DFStON Mar. 9, 2022 09:01 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 w48 Dead Partial UDL 2.57 6.07 114.0 114.0 plf 2.48 Live Partial UDL 2.57 6.07 380.0 380.0 plf 3 c74 Dead Point 2.57 245 lbs 4 c74 Live Point 2.57 789 lbs 5 j70 Dead Partial UDL 0.07 0.57 55.5 55.5 plf 6 j70 Live Partial UDL 0.07 0.57 190.0 190.0 plf 7 j75 Dead Partial UDL 0.57 6.07 55.5 55.5 plf 8 j75 Live Partial UDL 0.57 6.07 190.0 190.0 plf 9 j73 Dead Full UDL 167.6 plf 10_j73 Live Full UDL 270.0 plf 11_b14a Dead Point 2.07 29 lbs 12 bl4a Live Point 2.07 73 lbs Load13 Dead Partial UDL 2.07 6.07 100.0 100.0 plf Self -weight lDead lFull UDL I 1 1 9.4 1plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6,143' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itectu rral Innovations b14 Unfactored: Dead 1120 1372 Live 2294 2696 Factored: Total 3415 4067 Bearing: Length 1.56 1.86 Min req'd 1.56 1.86 b14 Lumber -soft, D.Fir-L, No.2, 4x12 (3-112"x11-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 6.13'. Clear span: 5.875'; Volume = 1.7 cu.ft. Lateral support: top = continuous, bottom = at supports; This section F S t e design check WARNING: This section violates the following design criteria: Bending r Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 106 Fv' = 180 psi fv/Fv' = 0.59 Bending(+) fb = 1028 Fb' = 990 psi fb/Fb' = 1.04 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.20 Total Defl'n 0.06 = < L/999 0.30 = L/240 in 0.20 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 4034, V design = 2780 lbs; M(+) = 6324 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT U Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW W®r Woodks Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Mar. 9, 2022 09:36 Architecturral Innovations b14a Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit l_c134 Dead Point 2.53 58 lbs 2 c134 Live Point 2.53 175 lies dead floor Dead Full UDL 13.3 plf Live FLoor Live Full UDL 53.3 plf Dead wall Dead Point 2.53 94 lies Self -weight Dead Full UDL 2.9 pit Maximum Reactions (Ibs) and Bearing Lengths (in) : 6.051' Unfactored: Dead 138 112 Live 263 234 Factored: Total 401 346 Bearing: Length 0.66 0.57 Min req'd 0.66 0.57 b14a Lumber n-ply, Hem -Fir, No.2, 2x10, 1-ply (1-1/2"x9-1/4") Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 6.06'; Clear span: 5.938'; Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NOS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 37 Fv' = 150 psi fv/Fv' = 0.25 Bending(+) fb = 438 Fb' = 935 psi fb/Fb' = 0.47 Live Def1'n 0.02 = < L/999 0.20 = L/360 in 0.11 Total Defl'n 0.03 = < L/999 0.30 = L/240 in 0.12 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.100 Fcp' 405 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - - 1.00 1.00 2 - 1.00 1.00 1.00 2 - - 1.00 1.00 - - - 1.00 1.00 2 - - 1.00 1.00 2 / IBC 2018 1605.3.1 V max = 399, V design = 344 Ibs; M(+) = 781 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 0thWA St SE WoodWorkso Monroe, Monroe, WA 98272 , 27 PH: 360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 9, 2022 09:02 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_c138 Dead Point 1.08 58 lice 2_c138 Live Point 1.08 175 lbs 3 w49 Dead Partial UDL 0.08 4.08 136.0 136.0 plf 4 w49 Live Partial UDL 0.08 4.08 450.0 450.0 plf 5 c75 Dead Point 4.08 388 lbs 6_c75 Live Point 4.08 1235 lbs 7 j76 Dead Full UDL 55.5 plf 8 j76 Live Full UDL 190.0 plf 9 j71 Dead Partial UDL 0.08 1.08 158.4 158.4 plf lO j71 Live Partial UDL 0.08 1.08 240.8 240.8 plf 11_j72 Dead Partial UDL 1.08 5.58 33.1 33.1 plf 12 j72 Live Partial UDL 1.08 5.58 120.0 120.0 plf 13 b15c Dead Point 4.08 50 lbs 14 bl5c Live Point 4.08 144 lbs 15 bl5a Dead Point 1.08 154 lbs 16 bl5a Live Point 1.08 217 lbs Load17 Dead Full UDL 100.0 plf Self -weight lDead lFull UDL I 1 1 9.4 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.65' U PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations b15 Unfactored: Dead 1310 1122 Live Factored: 2819 2605 Total Bearing: 4129 3728 Length 1.89 1.70 Min req'd 1.89 1.70 b15 Lumber -soft, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.63'; Clear span: 5.375'; Volume = 1.5 tuft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection usinq NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv - 119 Fv' = 180 psi fv/Fv' = 0.66 Bending(+) fb = 904 Fb' = 990 psi fb/Fb' = 0.91 Live Defl'n 0.03 = < L/999 0.18 = L/360 in 0.18 Total Defl'n 0.05 = < L/999 0.28 = L/240 in 0.17 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC 42 = D + L Deflection: LC #2 = D + L (live) LC 42 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3123, V design = 3123 lbs; M(+) = 5561 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT � � Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW W® � � Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Mar. 9, 2022 09:41 Architecturral Innovations b15a Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit l cl35 Dead Point 2.55 165 lbs 2 cl35 Live Point 2.55 520 Ibs Load3 Dead Partial UDL 0.05 3.05 70.0 70.0 plf dead floor Dead Full UDL 13.3 plf Live Floor Live Full UDL 53.3 plf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (Ibs) and Bearing Lengths (in) 6.09' Unfactored: Dead 303 170 Live 466 379 Factored: Total 769 549 Bearing: Length 1.27 0.90 Min req'd 1.27 0.90 b15a Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 6.06'; Clear span: 5.938% Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 71 Fv' = 150 psi fv/Fv' = 0.47 Bending(+) fb = 829 Fb' = 935 psi fb/Fb' = 0.89 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.21 Total Defl'n 0.06 = < L/999 0.30 = L/240 in 0.21 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 766, V design = 655 Ibs; M(+) = 1478 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works° Monroe, WA 98272 Edmonds, WA 98026 soflwA@EFo@ wooD DESIGN PH: 360-193-9659 Mar. 9, 2022 09:49 Architecturral Innovations b15b Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 c85 Dead Point 0.05 322 lbs Lcad2 Dead Full UDL 70.0 plf dead floor Dead Full UDL 13.3 plf Live floor Live Full UDL 53.3 plf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.071' 0' Unfactored: Dead 541 217 Live 136 135 Factored: Total 677 352 Bearing: Length 1.11 0.58 Min req'd 1.11 0.58 b15b Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: 1 - Timber -soft Column, D.Fir-L No.2; 2 - Lumber -soft Beam, D.Fir-L No.2; Total length: 5.06'; Clear span: 4.938'; Volume = 0.5 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 20`18: Criterion Analysis Value Design ValuetUnitjAnalysis/Design Shear fv = 26 Fv' = 150 fv/Fv' = 0.17 Bending(+) fb = 244 Fb' = 935 fb/Fb' = 0.26 Live Defl'n 0.01 = < L/999 0.17 = L/360 0.03 Total Defl'n 0.02 = < L/999 0.25 = L/240 0.06 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 349, V design = 237 lbs; M(+) = 436 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. 0thWA St Sharma Residence 8422 238th St SW WoodWorks° Monroe, WA 98272 Monroe. . 27 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Mar. 9, 2022 09:45 Architecturral Innovations b15c Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1 c139 Dead Point 2.53 107 lbs 2 cl39 Live Point 2.53 345 lbs Load3 Dead Full UDL 63.0 plf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.058' Unfactored: Dead 262 244 Live 201 144 Factored: Total 463 388 Searing: Length 0.76 0.64 Min req'd 0.76 0.64 b15c Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 6.06% Clear span: 5.938'; Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal sis Value Design Value Unit Anal sis/Design Shear fv - 44 Fv' = 150 psi fv/Fv' = 0.29 Bending(+) fb - 531 Fb' = 935 psi fb/Fb' = 0.57 Live Defl'n 0.02 = < L/999 0.20 = L/360 in 0.10 Total Defl'n 0.04 = < L/999 0.30 = L/240 in 0.14 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 461, V design = 408 lbs; M(+) = 947 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT U � Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works � � Monroe, WA 98272 Edmonds, WA 98026 SOFT AREFORWOODDESIGN PH:360-193-9659 Mar. 9, 2022 09:47 Architecturral Innovations b16a Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 133.0 plf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.056' Unfactored: Dead 411 411 Factored: Total 411 411 Bearing: Length 0.68 0.68 Min req'd 0.68 0.68 b16a Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Lumber -soft Beam, D.Fir-L No.2 Total length: 6.06'; Clear span: 5.938'; Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 32 Fv' = 135 psi fv/Fv' = 0.24 Bending(+) fb = 343 Fb' = 841 psi fb/Fb' = 0.41 Live Defl'n negligible Total. Defl'n 0.03 = < L/999 0.30 = L/240 in 0.10 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 1 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only Bending(+): LC #1 = D only Deflection: LC #1 = D only (total) D=dead All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 408, V design = 299 lbs; M(+) = 611 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 28119 ��//// Woodorks' Monroe, WA 98272 Monroe2 A982E Y Y PH:360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 9, 2022 09:31 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) ILoads Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit 1 w51 Dead Partial UDL 0.16 3.66 285.0 285.0 plf 2 w51 Live Partial UDL 0.16 3.66 740.0 740.0 plf 3 c77 Dead Point 3.66 452 lbs 4 c77 Live Point 3.66 1480 Its 5_j78 Dead Full UDL 55.5 plf 6 j78 Live Full UDL 190.0 plf 7 j37 Dead Full UDL 33.1 plf 8 j37 Live Full UDL 120.0 plf Load9 Dead Partial UDL 0.16 3.66 70.0 70.0 plf Self -weight Dead Full UDL 9.4 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.505' 0' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 A rc h i to ctu rra I Innovations b17 Unfactored: Dead 1236 996 Live 3048 2728 Factored: Total 4285 3724 Bearing: Length 1.96 1.70 Min req'd 1.96 1.70 b17 Lumber -soft, D.Fir-L, No.2, 4x12 (3-112"x11-1/4") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 5.5; Clear span: 5.188'; Volume = 1.5 cu.ft. Lateral support: top = continuous, bottom = at supports, This section FT jt�he design check WARNING: This section violates the following design criteria: Bending l" Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 124 Fv' = 180 psi fv Fv' = 0.69 Bending(+) fb = 1019 Fb' = 990 psi fb/Fb' = 1.03 Live Defl'n 0.03 = < L/999 0.18 = L/360 in 0.19 Total Defl'n 0.05 = < L/999 0.27 = L/240 in 0.18 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb1+ 900 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3243, V design = 3243 lbs; M(+) = 6267 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Sharma Residence 281190-193StSE Monroe, WA 98272 8422238thal SW Edmonds, WA 98026 WoodWorks' PH: 360-193-9659 Architeclurral Innovations Mar. 9, 202209:33 b18 W Design Check Calculation Sheet Wood Works Sizer2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft7 Start End Magnitude Start End Unit 1 C51 Dead Point No 7.57 91 lbs 2 w52 Dead Partial UDL No 5.57 7.57 285.0 285.0 plf 3 w52 Live Partial UDL Yes 5.57 7.57 790.0 740.0 plf 4 c80 Dead Point No 2.07 957 lbs 5 c80 Live Point Yes 2.07 2775 lbs 6 C79 Dead Point No 5.57 505 lb 7 c79 Live Point Yes 5.57 1295 lbs 8 j79 Dead Full UDL No 55.5 Pi 9 j79 Live Full UDL Yes 190.0 pif 10 j38 Dead Partial UDL No 0.07 5.57 33.1 33.1 plf 11 j38 Live Partial UDL Yes 0.07 5.57 120.0 120.0 plf 12 j39 Dead Partial UDL No 5.57 7.57 33.1 33.1 plf 13 j39 Live Partial UDL Yes 5.57 7.57 120.0 120.0 plf Load14 Dead Partial UDL No 1.07 7.57 70.0 70.0 plf Self-wei ht Dead Full UDL No1 1 9.4 1pif Maximum Reactions (lbs) and Bearing Lengths (in) : 7.566' z5' Unf'etored: Dead 813 2502 Live 2631 5638 Factored: Total 3444 8141 Bearing: Length 1.57 3.35 Minr 'd 1.57 3.35 b18 Lumber -soft, D.Fir-L, No.2, 4x12 (3-112"x11-1/4") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 7.56'; Clear span: 5.313', 1.875% Volume = 2.1 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi Shear fv =114 Fv' = 180 psi fv Fv' = On64 Bending(+) fb = 976 Fb' = 990 psi fb/Fb' = 0.99 Bending(-) fb = 518 Fb' = 981 psi fb/Fb' = 0.53 Deflection: Interior Live 0.03 = < L/999 0.18 = L/360 0.18 Total 0.09 = G L/999 0.28 = L/240 0.14 Cantil. Live -0.03 = L/702 0.13 = L/180 0.26 Total -0.03 = L/693 0.20 = L/120 0.17 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr C£rt Ci LCN Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 3 Fb'+ 900 1.00 1.00 1.00 1.-Do 01. 100 - 1.00 1.00 1.00 3 Fb'- 900 1.00 1.00 1.00 0.991 1.100 - 1.00 1.00 1.11 2 Fcp' 621 - 1,00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 43 = D + L (pattern: L ) Bending(+): LC 43 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC N3 = D + L (pattern: L ) (live) LC 43 = D + L (pattern: L_) (total) D=dead L=live All LC', are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, - o pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 342V design = 3005 lb,; M(+) = 6005 lbs-ft; M(-) = 3187 lbs-ft EIy = 664%4 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 5. 50' Le = 10.31' RB = 10.6; Lu based on full span Design Notes: 1Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. iPlease verify that the default collection limits are appropriate foryour application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Sharma Residence 28119 St SE Monroe, WA 98272 8422 238th SW Edmonds, WA 98026 W® Woodks' 0- PH: 360-193-9659 Architecturral al Innovations Mar, 9, 2022 09:52 b21 SOFTIYAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 j73 Dead Partial UDL No 0.50 6.50 202.5 202.5 pit 2 j73 Live Partial UDL Yes 0.50 6.50 330.0 330.0 plf 3_j32 Dead Partial UDL No 0.00 0.50 362.l 362.1 plf 4 j32 Live Partial UDL Yes 0.00 0.50 540.E 540.0 plf 5 j90 Dead Partial UDL No 0.00 2.00 72.9 72.9 plf 6 j40 Live Partial UDL Yes 0.00 2.00 240.0 290.0 pit 7 j41 Dead Partial UDL No 2.00 5.50 72.9 72.9 plf B j41 Live Partial UDL Yes 2.00 5.50 240.0 290.0 plf 9 j42 Dead Partial UDL No 5.50 6.50 72.9 72.9 plf 10 j42 Live Partial UDL Yes 5.50 6.50 240.0 240.0 plf 11 b14a Dead Point No 2.50 39 lbs 12 614a Live Point Yes 2.50 102 lbs Self-wei ht Dead Full UDL I No 1 1 6.0 1pif Maximum Reactions (lbs) and Bearing Lengths (in) : 6.534' Unfactored: Dead 1466 461 Live 2912 1294 Factored: Total 4379 1775 Bearing: Length 1.63 1.11 Min r 'd 1.63 0.. b21 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7.1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 6.56'; Clear span: 1.938', 4.375'; Volume = 1.2 cu.ft. Lateral support: lop = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal s s Value -r Desi Value Unit Anal sis/Desi n Shear fv* =r 111 Fv' I80 spsi fv* Fv' = 0.62 Bending(+) fb = 724 Fb' = 1170 fb/Fb' = 0.62 Bending(-) fb = 793 Fb' = 1164 psi fb/Fb' = 0.68 Deflection: Interior Live 0.03 = < L/999 0.15 = L/360 0.20 Total 0.04 = < L/999 0.22 = L/240 0.11 Cantil. Live 0.05 = L/462 0.13 = L/180 0.39 Total 0.06 = L/411 0.20 = L/120 0.29 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LCN Fv' 180 1.00 1.00 1.00 - - - - 1,00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.995 1.300 - 1.00 1.00 1.00 2 Fop' 125 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Fmi o' 0.58 million 1.on 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D + L Bending(+): LC 44 = D + L (pattern: _L) Bending( - I: LC 42 = D + L Deflection: LC 43 = D + L (pattern: L) (live) LC 43 = D + L (pattern: L_) (total) D=dead L=live All LC, a e listed in the Analysis output Load Patterns: s=S/2, %=L+S or L+Lr, - o pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V m = 2491, V design* = 1879 lb, M(+) = 1851 lbs-ft; M(-) = 2026 lbs-ft EIy = 177.83 16-in^2 "Live" deflection is due to all n n-dead loads (live, wind, Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 4.50' Le = 8.31' RB = 7.7; to based on full span Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 28119 h St WoodWorks' Monroe, WA 98272 Monroe2 WA PH:360-193-9659 SOFTWARE FOR WOOD Df5lGN Mar. 9, 2022 09:52 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location tft] Start End Magnitude Start End Unit 1 j71 Dead Partial UDL 0.04 1.04 189.6 189.6 plf 2 j71 Live Partial UDL 0.04 1.04 289.2 289.2 plf 3 j43 Dead Partial UDL 0.04 2.54 72.9 72.9 plf 4 j43 Live Partial UDL 0,04 2.54 240.0 240.0 plf 5 j44 Dead Partial UDL 2.54 4.54 72.9 72.9 plf 6 j44 Live Partial UDL 2.54 4.54 240.0 240.0 plf 7 j45 Dead Partial UDL 4.54 5.54 72.9 72.9 plf 8 j45 Live Partial UDL 4.54 5.54 240.0 240.0 plf 9 j72 Dead Partial UDL 1.04 5.54 33.1 33.1 plf 10_j72 Live Partial UDL 1.04 5.54 120.0 120.0 plf 11 b15c Dead Point 4.04 259 lbs 12 b15c Live Point 4.04 201 lbs 13 b15a Dead Point 1.04 264 lbs 14 b15a Live Point 1.04 303 lbs 15 bl5b Dead Point 1.04 178 lbs Self -weight Dead Full UDL 1 6.0 pit Maximum Reactions (lbs) and Bearing Lengths (in) : 5.579' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itecturral Innovations b22 Unfactored: Dead 883 591 Live 1447 1207 Factored: Total 2329 1798 Bearing: Length 1.06 0.82 Min req'd 1.06 0.82 b22 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 5.56; Clear span: 5.438', Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 108 Fv' = 180 psi fv Fv' = 0.60 Bending(+) fb = 1012 Fb' = 1170 psi fb/E'b' = 0.86 Live Defl'n 0.05 = < L/999 0.18 = L/360 in 0.29 Total Defl'n 0.08 = L/803 0.28 = L/240 in 0.30 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb1+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1,00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2329, V design = 1825 lbs; M(+) = 2586 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ° Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Mar. 9, 2022 09:56 Architecturral Innovations b24 Design Check Calculation Sheet Wood Works Sizer2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ftl Start End Magnitude Start End Unit 1 j37 Dead Full UDL 33.1 plf 2 j37 Live Full UDL 120.0 plf 3 j47 Dead Full UDL 72.9 plf 4 j47 Live Full UDL 240.0 plf Loads Dead Full UDL 133.0 plf Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.564' Unfactored• Dead 682 682 Live 1002 1002 Factored: Total 1683 1683 Bearing: Length 0.77 0.77 Min re 'd 0.77 0.77 b24 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5,56; Clear span: 5.438'; Volume= 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 76 Fv' = 180 psi fv/Fv' = 0.42 Bending(+) fb = 895 Fb' = 1170 1 psi fb/Fb' = 0.77 Live Def1'n 0.04 = < L/999 0.18 = L/360 in 0.23 Total Defl'n 0.07 = L/942 0.28 = L/240 in 0.25 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1664, V design = 1279 lbs; M(+) = 2288 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Sharma Residence 28119 St SE Monroe, WA 98272 8422 2381h St SW Edr-nds, WA 98026 Woodks' Wor PH: 360-1930-193-9659 Architecturral Innovations Mar. 9, 2022 09:54 b28 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location Eft] Start End Magnitude Start End Unit 1 w55 Dead Partial UDL No 0.00 2.00 250.5 250.5 pit 2 w55 Live Partial UDL yes 0.00 2.00 530.0 530.0 plf 3 w56 Dead Partial UDL No 2,00 5.50 250.5 250.5 plf 9 v56 Live Partial UDL Yes 200 5.50 530.0 530.0 plf 5 ce7 Dead Point No 5..50 790 lbs 6 c87 Live Point Yes 5.50 1135 lbs 7 j40 Dead Partial UDL No 0.00 2.00 72.9 72.9 plf 8 j90 Live Partial UDL Yes 0.00 2.00 240.0 240.0 plf 9 j41 Dead Partial UDL No 2.00 5.50 72.9 72.9 plf 10 j41 Live Partial UDL Yes 2.00 5.50 240.0 240.0 plf 11 350 Dead Partial UDL No 0.00 2.00 72.9 72.9 plf 12 j50 Live Partial UDL Yes 0.00 2.00 240.0 240.0 plf 13 j51 Dead Partial UDL No 2.00 5.50 72.9 72.9 plf 14 j51 Live Partial UDL Yes 2.00 5.50 240.0 240.0 plf Load15 Dead Full UDL No 70.0 plf Self-wei ht Dead Full UDL No 6.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : RM 5.5' Unfactored• Dead 2041 1353 Live 4365 2902 Factored: Total 6406 4255 Bearing: Length 2.55 1.95 Min r 'd 2.55 1.15 b28 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.56'; Clear span: 1.875', 3.313'; Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal sr s Value oasin Value Unit Anal sis/Deli Shear fv =142 Fv' 180 psi fv Fv' = On79 Bending(+) fb = 111 Fb' = 1170 psi fb/Fb' = O.61 Bending(-) fb = 1160 F1, = 1165 psi fb/FW = 1.00 Deflection: Interior Live 0.02 = < L/999 0.12 = L/360 0.16 Total 0.02 = < L/999 0.17 = L/290 0.12 Cantil. Live 0.07 = L/366 0.13 = L/180 0.49 Total 0.U8 = L/301 0.20 = L/120 in 0.40 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cf. Cr Cfrt Ci LC♦E Fv' 180 1.00 1.00 1.00 - - - - 1.01 1.10 2 Fb'+ 900 1.00 1.00 1"o 1. 000 1.300 - 1.00 1.00 1.00 9 Fb'- 900 1.00 1.00 1.00 0.996 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 I'm 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 11 = D + L rending(+): LC - = D + L (pattern: L) Bending(-): LC 12 = D + L Deflection: LC 43 = D + L (pattern: L ) (live) LC N3 = D + L (pattern: L_) (total( D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=5/2, X=L+S or L+Lr, - o pattern load in this span Load combinations: ArD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V m = 3441, V design = 2395 lbs; M(+) = 1822 lbs-ft; M(-) = 2965 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 3.50, Le = 6.56' RB = 6.8; Lu based on full span Design Notes: 1Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. i Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Sharma Residence 28119 120th St SE Monroe, WA 98272 8422 236th St SW Edmonds, WA 98026 WoodMar. Works' PH: 360-193-9659 Architecturral Innovations 9, 2022 09:55 121 SOFr1YAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- teen Location f£tl Start End Magnitude Start End Unit 1_c88 Dead Point No 4.72 572 lbs 2 c88 Live Point Yes 4.72 711 1bs 3 j42 Dead Partial UDL No 0.02 1.02 72.9 72.9 plf 4_j42 Live Partial UDL Yes 0.02 1.02 240.0 240.0 plf 5 j93 Dead Pat tial UDL No 1.02 3.52 72.9 72.9 plf 6 j4I Live Partial UDL Yes 1.02 3.52 240.0 240.0 pit 7 j44 Dead Patti al UDL No 3.52 4.72 72.9 72.9 plf 8 j44 Live Partial UDL Yes 3.52 4.72 240.0 240.0 plf 9 j52 Dead Patti al UDL No 0.02 3.52 72.9 72.9 plf 10 j52 Live Partial UDL Yes 0.02 3.52 240.0 240.0 plf 11 j53 Dead Pa dial UDL No 3.52 4.72 72.9 72.9 plf 12 j53 Live Partial UDL Yes 3.52 4.72 240.0 240.0 plf Loadl3 Dead Full UDL No 70.0 pit Self -weight IDead lFull UDL I No 1 1 6.0 1plf Maximum Reactions (lbs) and Bearing Lengths (in) : 4.721' 4.7' Unfactored: Dead 1" 1466 Live Factored: 340 2543 Uplift -213 Total 988 4011 Bearing: Length 0. 50' 1.46 Min e 'd 0.50' 1.96 'Minimum bearing length setting used: 1/2" for end supports b29 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 4.75'; Clear span: 3.438', 1.125'; Volume = 0.8 cu.fl. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal sr s Value DesignValue Unit Anal sis/Deai Shear fv =109 Fv'' 180 psi fv/Fv' = On60 Bending(+) fb = 271 Fb = 1170 psi fb/Fb' = 0.23 Bending(-) fb = 826 Fb' = 1165 psi fb/F'b' = 0.71 Deflection: I a in, Live -0.01 = < L/999 0.12 = L/360 0.06 Total -.1= < L/999 0.17 = L/240 0.07 Cantil. Live 0.02 = L/634 0.08 = L/180 0.26 Total 0.03 = L/431 0.12 = L/120 in .28 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CIF Cfu Cr Cftt Ci LC# Fv' 1B0 1.00 1.00 1. 00 - - - - 1,D0 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1. 00 3 Fb'- 900 1.00 1,00 1.10 0.196 1.300 - 1.00 1.00 1.00 2 Fcp' 621 - 1.00 1.0a - - - - 1.00 1.00 - E' 1.6 million 1.00 1. 00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L ) Bending(-1: LC #2 = D + L n Deflectio: LC #4 = D + L (pattern: _L) (live) LC #4 = D + L (pattern: L) (total) D=dead L=live All LC's a e listed in the Analysis output Load Patterns: s=S/2, x=L+S or L+Lr, - o pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2180' V design = 1841 lbs; M(+) = 693 lbs-ft; M(-) = 2110 lbs-ft EIy = 177,83 lb-in"2 "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 3.50' Le = 6,56' RB = 6.8; Lu based on full span Design Notes: 1Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. Z Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 0thWA St Works Monroe, 7 Monroe, WA 98272 , PH:360-193-9659 SOFTWARFFOR WOOD DFStGN Mar. 8, 202216:01 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 w104 Dead Partial UDL 7.67 9.17 92.5 92.5 plf 2 w104 Snow Partial UDL 7.67 9.17 144.6 144.6 plf 3_w169 Dead Partial UDL 6.67 7.67 92.5 92.5 pit 9 wl69 Snow Partial UDL 6.67 7.67 144.6 144.6 plf 5 j229 Dead Trapezoidal 0.17 6.67 63.8 101.8 plf 6 j229 Snow Trapezoidal 0.17 6.67 102.1 156.3 plf 7_gtl Dead Point 6.67 6520 lbs 8 gtl Live Point 6.67 2759 lbs 9 gtl Snow Point 6.67 6103 lbs Self -weight IDead lFull UDL 1 1 12.1 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 9.548' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 A rc h i t e ct u rra I Innovations b31 Unfactored: Dead 2312 5089 Live 800 1959 Snow 2343 4962 Factored: Total Bearing: 4669 10279 Length 2.05 ,-"4.52 Min re 'd 2.05 / 4.52 b31 Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/2"x15" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 9.56', Clear span. 9'; Volume = 3.5 cu.ft.; 10 laminations, 3-1/2" maximum width, 1 ` Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. ` Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 286 Fv' = 305 psi fv/Fv' = 0.94 Bending(+) fb = 2465 Fb' = 2760 psi fb/Fb' = 0.89 Live Defl'n 0.09 = < L/999 0.31 = L/360 in 0.30 Total Defl'n 0.19 = L/599 0.46 = L/240 in 0.40 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Fv' 265 1.15 1.00 1.00 - - Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 Fcp' 650 - 1.00 1.00 - - E' 1.8 million 1.00 1.00 - - Eminy' 0.85 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / CALCULATIONS: Cfu Cr Cfrt Notes Cvr LC# - - 1.00 1.00 1.00 3 - - 1.00 1.00 - 3 - - 1.00 - - - 1.00 - - 3 - - 1.00 - - 3 IBC 2018 1605.3.1 V max = 10279, V design = 10019 lbs; M(+) = 26966 lbs-ft EIy = 1771.85 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT �J� Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW WO � Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Mar. 15, 2022 09:01 Architecturral Innovations b32 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 w106 Dead Partial UDL 0.08 16.08 92.5 92.5 plf 2 w106 Snow Partial UDL 0.08 16.08 144.6 144.6 plf 3_gt2 Dead Point 12.58 464 lbs 4_gt2 Live Point 12.58 88 lbs 5 gt2 Snow Point 12.58 341 lbs Self -weight Dead Full UDL 9.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 16.174' 16. Unfactored: Dead 920 1178 Live 19 68 Snow 1233 1422 Factored: Total t13 ,[ ] 2601 Bearing: ---- Length 0.95 1.14 Min req'd 0.95 1.14 b32 Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/2"x12" Supports: All - Lumber n-ply Column, Hem -Fir No.2 7-; f r Total length: 16.19'; Clear span: 16'; Volume = 4.7 cu.ft.; 8 laminations, 3-1/2" maximum width, X Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 84 Fv' = 305 psi fv/Fv' = 0.28 Bending(+) fb = 1353 Fb' = 2760 psi fb/Fb' = 0.49 Live Defl'n 0.28 = L/701 0.54 = L/360 in 0.51 Total Defl'n 0.49 = L/392 0.80 = L/240 in 0.61 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2601, V design = 2354 lbs; M(+) = 9473 lbs-ft EIy = 907.19 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). /115 COMPANY Design Build Services, Inc. 28119 Woodworks° Monroe 12A 9827 E Monroe, WA 98272 sOF7NAHEFOH WOOD DESIGN PH: 360-193-9659 Apr. 16, 2021 13:54 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 c110 Dead Point 0.03 265 lbs 2 c110 Snow Point 0.03 409 lbs 3_jl23 Dead Partial UDL 0.03 3.53 87.0 87.0 plf 4_jl23 Live Partial UDL 0.03 3.53 240.0 240.0 plf 5 j124 Dead Partial UDL 3.53 7.03 87.0 87.0 plf 6 j124 Live Partial UDL 3.53 7.03 240.0 240.0 plf Load7 Dead Full UDL 90.0 plf Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 7.062' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations b33.wwb Unfactored: Dead 909 643 Live 840 840 Snow 409 Factored: Total 1846 1483 Bearing: Length 0.80 0.68 Min re", 0.80 0.68 b33 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 7.06'; Clear span: 6.938 ; Volume = 1.2 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Design Shear fv = 72 Fv' = 180 psi fv/Fv' = 0.40 Bending(+) fb = 1014 Flo' = 1170 psi fb/Fb' = 0.87 Live Defl'n 0.07 = < L/999 0.23 = L/360 in 0.31 Total Defl'n 0.13 = L/653 0.35 = L/240 in 0.37 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1481, V design = 1213 lbs; M(+) = 2591 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes. 1. Wood Works analysis and design are in accordance with the ]CC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. V j � COMPANY Design Build Services, Inc. St SE 281 19W®� K � , WA0th Monroe 27 Monroe, WA 98272 PH:360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 8, 2022 15:54 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 c114 Dead Point 0.20 392 lbs 2 c114 Snow Point 0.20 651 its 3_c115 Dead Point 3.20 1662 Its 9 c115 Snow Point 3.20 2597 Its 5 CI16 Dead Point 6.20 194 Its 6_c116 Snow Point 6.20 290 Its 7_c117 Dead Point 9.20 91 lbs 8 c117 Snow Point 9.20 144 its 9 j118 Dead Partial UDL 0.20 1.70 108.0 108.0 plf 10 j118 Live Partial UDL 0.20 1.70 360.0 360.0 plf 11 j119 Dead Partial UDL 1.70 5.70 108.0 108.0 plf 12 j119 Live Partial UDL 1.70 5.70 360.0 360.0 plf 13 j120 Dead Partial UDL 5.70 9.20 106.0 108.0 p1f 14 j120 Live Partial UDL 5.70 9.20 360.0 360.0 plf Load15 Dead Full UDL 90.0 p1f Self -weight lDead lFull UDL I I I 8.5 1plf Maximum Reactions (lbs) and Bearing Lengths (in) : 9.345' 0' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itecturral Innovations b35 9' Unfactored: Dead 2502 1728 Live 1614 1626 Snow 2467 1215 Factored: Total 5563 3858 Bearing: - Length / 2.45 1.71 Min req'd 2.45 1.70 b35 / Glulam-Unbalan., West Species, 24F-V4 DF, 3-112"x10-112" e,3 Supports: All -Timber-soft Column, D.Fir-L No.2 s d r If Total length: 9.38'; Clear span: 9', Volume = 2.4 tuft.; 7 laminations, 3-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 173 Fv' = 305 psi fv/Fv' = 0.57 Bending(+) fb = 2299 Fb' = 2160 psi fb/Fb' = 0.83 Live Defl'n 0.16 = L/706 0.31 = L/360 in 0.51 Total Defl'n 0.28 = L/389 0.46 = L/240 in 0.62 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) D=dead L=live S=snow Ali LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 4673, V design = 4248 Its; M(+) = 12321 lbs-ft EIy = 607.74 lb-in^2 "Live" deflection is due Lo all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT ks� Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Wo r Monroe, WA 98272 Edmonds, WA 98026 SOFINAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 8, 2022 15:57 b35 Wind Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Wind Zone A Wind Full Area 25.67 Unfactored: Wind 525 525 Factored: Criterion Analysis Value Design Value Unit Anal sis/Design Shear x-x fv = 0 Fv' = 424 psi fv/Fv' = 0.00 y-y fv = 12 Fv' = 368 psi fv/Fv' = 0.03 Bending(+) x-x fb = 0 Fb' = 3840 psi fb/Fb' = 0.00 y-y fb 396 Fb' = 2660 psi fb/Fb' = 0.15 Live Defl'n 0.17 = L/624 0.60 = L/180 in 0.29 Total Defl'n 0.17 = L/624 0.60 = L/180 in 0.29 COMPANY Design Build Services, Inc. St Wo rksO Monroe, Monroe, WA 98272 ,WA 7 PH: 360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 8, 202215:47 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit 1cl94 Dead Point 3.06 1237 lbs 2_c194 Snow Point 3.06 1956 lbs 3 w138 Dead Partial UDL 0.06 3.56 67.5 67.5 plf 4 wl38 Snow Partial UDL 0.06 3.56 108.0 108.0 plf S j129 Dead Partial UDL 0.06 1.06 114.0 114.0 plf 6 j129 Live Partial UDL 0.06 1.06 380.0 380.0 plf 7 j130 Dead Partial UDL 1.06 3.56 114.0 114.0 plf 8 j130 Live Partial UDL 1.06 3.56 380.0 380.0 plf Load9 Dead Full UDL 90.0 plf Wind Y4u Wind Point 3.06 283 lbs Eq Y4u Earthquake Point 3.06 713 lbs Self -weight jDead lFull UDL I 1 1 6.0 1plf Maximum Reactions (lbs) and Bearing Lengths (in) 11 3.689' PROJECT Sharma Residence 8422 2381h St SW Edmonds, WA 98026 Arch itectu rra I Innovations b39 Unfactored: Dead 690 1535 Live 671 659 Snow 498 1836 Wind 44 239 Earthquake Factored: 112 6A} Total Bearing: 1627 e `----3722 Length 0.72 1.56 Min req'd 1 0.72 j 1.56 b39 S.W. Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 3.69` Clear span: 3.5'; Volume = 0.7 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analvsis vs. Allowable Stress and Deflection usino NOS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 158 Fv' = 207 si fv* Fv' = 0.76 Bending(+) fb = 760 Fb' = 1345 psi fb/Fb' = 0.57 Live Defl'n 0.02 = < L/999 0.12 = L/360 in 0.13 Total Defl'n 0.03 = < L/999 0.18 = L/240 in 0.15 is i eui„u iuo �ua„i.c u ui �,�c >uy�ui� has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 6 Fb1+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 10 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 10 CRITICAL LOAD COMBINATIONS: Shear : LC 46 = D + S Bending(+): LC 43 = D + 0.75(L + S) Deflection: LC 410 = D + 0.75(L + S + 0.7E) (live) LC 410 = D + 0.75(L + S + 0.7E) (total) D=dead L=live S=snow W=wind E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3365, V design* = 2665 lbs; M(+) = 1943 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Sharma Residence 0 28119 St SE Monroe, WA 98272 8422 238th SW Edmonds, WA 98026 WoodMar, Works PH: 360-1930-193-9659 Architecturral al Innovations 8, 2022 15:42 b40 S.W. Y4u SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- teen Location [ftl Start End Magnitude Start End Unit 1 c192 Dead Point 0.29 900 lb. 2 c192 Snow Point 0.29 1467 lbs 3 c193 Dead Point 6.79 1712 Ibs 4,193 Snow Point 6.79 2781 lb 5,199 Dead Point 2.29 142 lbs 6 c199 Snow Point 2.29 234 Ibs 7 w136 Dead Partial UDL 0.29 6.29 306.3 308.3 "If 8.136 Snow Partial UDL 0.29 6.29 513.9 513.9 plf 9 j114 Dead partial UDL 0.29 6.79 114.0 114.0 "If 10 j114 Live Pattial UDL 0.29 6.79 38D.0 380.0 plf 11 j115 Dead Partial UDL 6.79 7.29 114.a 114.0 plf 12 1115 Live Pattia1 UDL 6.79 7.29 38D.0 360.0 plf 13 j126 Dead Partial UDL 7.29 8.29 114.0 114.0 plf 14 j126 Live Partial Out 7.29 8.29 380.0 380.0 plf Load 15 Dead Full UDL 9a 0 plf Loa d16 Dead Full UDL 15.0 Plf Loadl7 Snow Full UDL 25.0 Pit wind Y4u Wind Point 6.79 283 Ibs eq Y4u Earthquake Point 6.79 113 16s Self -wet ht Dead Full UDL 8.5 if Maximum Reactions (Ibs) and Bearing Lengths (in) : 8.586, Unfactored: Dead 3521 3584 Live 1520 1520 Snow 4356 4451 Wind 56 227 Far thquak Factored: --571 Total ( 80�^'" _... _..._.�. - � `. 636Z Bearing: Length 3.49 3.54 Min re 'd 3.49 3.11 b40 S.W. Y4u Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/2"x10-1/2" Supports: All - Timber -soft Column, D.Fir-L No.2 � Total length: 6.56'; Clear span.8'; Voluma= 2.2 cu ft.; 7laminations, 3-1l2" maximum width, Lateral support: top = continuous bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal s s Value - Desi Value Unit Anal sis/Desi Shear fv =e 288 Fv' 305 psi fv/Fv' = On 94 Bending(+) fb = 2645 F1, = 2760 psi fb/Fb' = 0.96 Live Def1'n 0.17 = L/579 0. 28 = L/360 0.62 Total Def1'n 0.30 = L/330 0.41 = L/240 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cf. Cr Cf rt Notes CVr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 6 Fb'+ 2400 1.15 1.00 1.00 1. 000 1. 000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 - - 10 Eminy' 0.05 million 1.00 1.00 - - - - 1.00 CRITICAL LOAD COMBINATIONS: Shear LC #6 = D + S Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #10 = D + 0. 75 (L + S + 0.7E) (live) LC #10 = D + 0.75(L + S + 0.7E) (total) D=dead L=live S=snow W=wind E=earthquake All LC's a e listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 201E 1605.3.1 CALCULATIONS: V max = 6016, V design = 7055 Ibs; M(+) = 14173 lb.-ft EIy = 607.74 16-in^2 "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. ZPlcase verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAW bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY Design Build Services, Inc. PROJECT Sharma Residence St SE Monroe, WA 98272 8422 238th SW Edmonds, WA 98026 WoodWorks' PH: 360-193-9659 PH 3 0-193 al Architecturral Innovations Mar. 8, 2022 15:44 b40 S.W. X4u I Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 c192 Dead Point 0.29 900 Ibs 2.192 Snow Point 0.29 1467 lbs 3 c193 Dead Point 6.79 1712 lbs 4 c193 snow Point 679 2781 lbs 5 c199 Dead Point 2..29 192 lbs 6 c199 Snow Point 2.29 234 lbs 7 w136 Dead Partial UDL 0.29 8.29 308.3 308.3 pl£ 8.136 Snow Partial UDL 0.29 8.29 513.9 513.9 plf 9 j114 Dead Partial UDL 0.21 6.79 114.1 114.0 plf TO j114 Live Partial UDL 0.29 6.79 380.0 380.0 plf 11 j115 Dead Partial UDL 6.79 7.29 119.0 114.0 plf 12_j 115 Live Partial UDL 6.79 7.29 380.0 380.0 plf 13 j126 Dead Partial UDL 7.29 8.29 114.0 114.0 plf 14 j126 Live Partial UDL 7.29 8.29 380.0 380.0 pl£ Load15 Dead Full UDL 90.0 plf Loadl6 Dead Full UDL 15.0 pl£ Loa d17 Snow Full UDL 25.0 plf Wind X4u wind Point 3.50 520 lbs eq X4u Earthquake Point 3.50 1093 lb. Self -wet ht Dead Full UDL 8.5 1pif Maximum Reactions (Ibs) and Bearing Lengths (in) : 8.586' 8.293' Unfactored: Dead 3521 3584 Live 1520 1520 Snow 4356 4451 Wind 310 210 Earthquak Factored: 651 442 Total Bearing: 8271 8294 Length 349 3.54 .inre 'd 3..49 3.54 b40 S.W. X4u Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/2"x10-1/2" Suppods: All - Timber -soft Column, D.Fir-L No.2 Total length: 8.56'; Clear span: 8'; Volume = 2.2 cu.ft.; 7 laminations, 3-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal s s Value Desi Value Unit Anal sis/Desi Shear fv =1 288 Fv' 305 psi £v Fv' = On99 Bending(l) fb = 2645 Fb' = 2760 psi fb/Fb' = 0.96 Live Defl'n 0.18 = L/544 0.28 = L/3o'0 0.66 Total Defl'n 0.31 = L/318 0.41 = L/240 0.75 Additional Data: FACT OAS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC4 Fv' 265 1.l5 1.00 1.00 - - - - 1.00 1.n0 1.00 6 Fb'+ 2400 1.15 1. 00 1.00 1.000 1.000 - - 1. 00 1. 00 - 3 Fcp' 611 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 10 Emiuy' 0.85 million 1.00 1.00 - - - - 1.00 - - 10 CRITICAL LOAD COMBINATIONS: Shear : LC k6 = D + 5 Bending(+): LC 93 = D + 0.75(L + 5) Deflection: LC k10 = D + 0.71 IL + 5 + 0.7E) (live) LC 910 = D + 0.75(L + S + 0.7E) (total) D=dead L=live S=snow 4]=wind E=earthquake A11 LC'e a e listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V maz = 8016, V design = 7055 lbs; M(+) = 14173 Ibs-ft EIy = 607.74 lb-in^2 "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.0 dead +, Design Notes: tAnalysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement, iPlease verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI Al 90.1-2012 4. GILL LAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. COMPANY Design Build Services, Inc. 0 28119 0th WoOvdWorks Monroe, , WA St 7 Monroe, WA 98272 PH:360-193-9659 SOFlWARFFOR WOOD DESIGN Mar. 8, 202215:31 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_C198 Dead Point 1.64 331 lies 2 cl98 Snow Point 1.64 540 lbs 3 w130 Dead Partial UDL 0.14 5.14 326.3 326.3 plf 4 w130 Snow Partial UDL 0.14 5.14 543.8 543.8 plf 5_j105 Dead Partial UDL 0.14 2,14 114.0 114.0 plf 6 j105 Live Partial UDL 0.14 2.14 380.0 380.0 plf 7 j106 Dead Partial UDL 2.14 5.14 114.0 114.0 plf B j106 Live Partial UDL 2.14 5.14 380.0 380.0 plf Load9 Dead Full UDL 90.0 plf wind x3u Wind Point 4.14 790 lbs eq x3u Wind Point 4.14 1769 lbs Self -weight jDead lFull UDL I 1 1 7.7 1plf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.263' 0' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itecturral Innovations b4la S.W. Unfactored: Dead 1586 1459 Live 949 951 Snow 1733 1526 Wind Factored: 530 2029 Total Bearing: 3836 4230 Length f I1. 6;� _.... 1.52 Min req'di 1 . d4; -- ` 1.52 b41a S.W. f Lumber -soft, D.Fir-L, No.2, 4x10 (3-112"x9-114") Supports All - Timber -soft Column D Fir L No.2 ( ', q y• �� Total length 5 25'; Clear span: 5.0; Volume = 1.2 cu.ft. Lateral support, top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 122 Fv' = 207 psi fv/Fv' = 0.59 Bending(+) fb = 1117 Fb' = 1242 psi fb/Fb' = 0.90 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.25 Total Defl'n 0.07 = L/897 0.26 = L/240 in 0.27 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3 F'b1+ 900 1.15 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 3 FCp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #4 = D + 0.75(L + S + 0.6W) (live) LC #4 = D + 0.75(L + S + 0.6W) (total) D=dead L=live S=snow W=wind All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3591, V design = 2637 lbs; M(+) = 4646 lbs-ft EIy = 369.34 lb-i❑^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 28119 WoodWorks' Monroe2 A982h St E Monroe, WA 98272 PH: 360-193-9659 SOFTWARE FOR WOOD DFStCN Mar. 8, 202215:36 Design Check Calculation Sheet Wood Works Sizer2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft1 Start End Magnitude Start End Unit 1 c191 Dead Point I,17 900 lbs 2 c191 Snow Point 1.17 1467 lbs 3_wl34 Dead Partial UDL 0.17 5.17 293.4 293.4 plf 4 w134 Snow Partial UDL 0.17 5.17 488.9 488.9 plf 5_jlll Dead Partial UDL 0.17 3.17 114.0 114.0 plf 6_jlll Live Partial UDL 0.17 3.17 380.0 380.0 plf 7_jll2 Dead Partial UDL 3.17 5.17 114.0 114.0 plf 8 j112 Live Partial UDL 3.17 5.17 380.0 380.0 plf Load9 Dead Full UDL 90.0 plf wind You Wind Point 1.17 284 lbs eq Y4u Earthquake Point 1.17 713 lbs Self -weight jDead lFull UDL I 1 1 7.7 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itectu rra I Innovations b41 b S.W. 5.298' il Unfactored: Dead 1984 1470 Live 946 954 Snow 2375 1537 Wind 224 60 Earthquakl 563 150 Factored: Total 4770 --- --- _ 3416 Bearing: Length ---2.05 ---.....,, 1.53 Min req'd 1 2.05 ---1.53 b41 b S.W. Y Lumber -soft, D.Fir-L, No.2, 4x10 (3-112"x9-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.31'; Clear span: 5.0'; Volume = 1.2 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 166 Fv' = 207 psi fv Fv' = 0.80 Bending(+) fb = 1200 Fb' = 1242 psi fb/Fb' = 0,97 Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.23 Total Def11n 0.07 = L/905 0.26 = L/240 in 0.27 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 6 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 10 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 10 CRITICAL LOAD COMBINATIONS: Shear : LC 46 = D + S Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC 410 = D + 0.75(L + S + 0.7E) (live) LC #10 = D + 0.75(L + S + 0.7E) (total) D=dead L=live S=snow W=wind E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 4351, V design = 3580 lbs; M(+) = 4992 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are In accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0 COMPANY Design Build Services, Inc. St 28119WoodWorks Monro , WA 7 Monroe, WA 98272 PH:360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 8, 2022 15:32 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location tft] Start End Magnitude Start End Unit 1 w132 Dead Partial UDL 0.09 3.68 293.4 293.4 plf 2 w132 Snow Partial UDL 0.09 3.68 488.9 488.9 plf 3 j88 Dead Full UDL 10.2 plf 4 j88 Snow Full UDL 16.7 plf 5 j108 Dead Partial UDL 0.09 1.59 114.0 114.0 plf 6 j108 Live Partial UDL 0.09 1.59 380.0 380.0 plf 7 j109 Dead Partial UDL 1.59 3.68 114.0 114.0 plf 8 j109 Live Partial UDL 1.59 3.68 380.0 380.0 plf Load9 Dead Full UDL 90.0 plf Load10 Dead Full UDL 100.0 plf Self -weight Dead Full UDL1 6.0 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 3.675' 0' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itecturral Innovations b4lc Unfactored: Dead 1092 1128 Live 665 699 Snow Factored: 887 929 Total Bearing: 2256 2349 Length 1.03 1.07 Min req'd 1.03 1.07 b41c Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 3.69'; Clear span: 3.5; Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection usinq NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 87 Fv' = 207 psi fv/Fv' = 0.42 Bending(+) fb = 804 Fb' = 1345 psi fb/Fb' = 0.60 Live Defl'n 0.01 = < L/999 0.12 = L/360 in 0.12 Total Defl'n 0.03 = < L/999 0.18 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL OF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 3 Pep' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2247, V design = 1465 lbs; M(+) = 2055 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT d k Design Build Services, Inc. St Sharma Residence 8422 238th St SW o Wo r s° Monroe, , W 27 Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Mar. 8, 2022 15:23 Architecturral Innovations b42 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit l j101 Dead Partial UDL 0.04 4.54 99.7 99.7 plf 2 j101 Live Partial UDL 0.04 4.54 260.0 260.0 plf 3 j102 Dead Partial UDL 4.54 5.04 99.7 99.7 plf 4 j102 Live Partial UDL 4.54 5.04 260.0 260.0 plf Loads Dead Full UDL 90.0 plf Self -weight Dead Full UDL 6.0 Pit Maximum Reactions (lbs) and Bearing Lengths (in) : 5.087' 5.044' Unfactored: Dead 493 493 Live 650 650 Factored: Total 1143 1143 Bearing: Length 0.52 0.52 Min re 'd 0.52 0.52 b42 Lumber -soft, D.Fir-L, No.2, 4x8 (3-112"x7-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.06% Clear span: 5.0'; Volume = 0.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 51 Fv' = 180 psi fv/Fv' = 0.28 Bending(+) fb = 567 Fb' = 1170 psi fb/Fb' = 0.48 Live Defl'n 0.02 = < L/999 0.17 = L/360 in 0.13 Total Defl'n 0.04 = < L/999 0.25 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1141, V design = 864 lbs; M(+) = 1449 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0 COMPANY Design Build Services, Inc. St 28119WoodWorks Monro , WA 7 Monroe, WA 98272 PH: 360-193-9659 SOFTIVARE FOR WOOD DESIGN Mar. 8, 202215:22 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit 1cl87 Dead Point 0.06 248 lbs 2 c187 Snow Point 0.06 375 lbs 3 c188 Dead Point 5.06 221 lbs 4 cl88 Snow Point 5.06 338 lbs 5.125 Dead Partial UDL 0.06 6.06 73.3 73.3 plf 6 w125 Snow Partial UDL 0.06 6.06 117.4 117.4 plf Load7 Dead Full UDL 90.0 plf wind Wind Point 5.06 400 lbs eq Earthquake Point 5.06 751 lbs Self -weight Dead Fu11 UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.111' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch ite ctu rra I Innovations b43 S.W. Unfactored: Dead 799 697 Snow 784 634 Wind 68 332 Earthquake Factored: 127 624 Total Bearing: 1582 1500 Length 0.72 0.61 Min req'd 1 0.721 1 0.61 b43 S.W. Lumber -soft, D.Fir-L, No.2, 4x8 (3-112"x7-114") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 6.13'; Clear span: 6.0'; Volume = 1.1 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 68 Fv' = 207 psi fv/Fv' = 0.33 Bending(+) fb = 633 Fb' = 1345 psi fb/Fb' = 0.47 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.15 Total Defl'n 0.06 = < L/999 0.30 = L/240 in 0.21 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb1+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 6 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 6 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D + S Bending(+): LC 42 = D + S Deflection: LC 46 = D + 0.75(S + 0.7E) (live) LC 46 = D + 0.75(S + 0.7E) (total) D=dead S=snow W=wind E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1328, V design = 1152 lbs; M(+) = 1617 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. PROJECT Sharma Residence 28119 120th St SE Monroe, 98272 8422 238th St SW Edmonds, WA 98026 WoodMar. Works' PH: 360-1 93-9659 Afchitecturral Innovations 8, 2022 15:20 b44 S.W. SOFFIVARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] start End Magnitude Start End Unit 1.18 Dead Point 1.59 207 lbs 2 cIB5 Snow Point 1.59 313 lbs 3 w123 Dead Partial UUL 0.04 2.04 101.8 101.8 elf 4 w123 Snow Partial UDL 0.04 2.04 156.3 156.3 plf Load5 Dead Full UDL 90.0 Plf wind Wind Point 1.54 400 lbs a Earthquake Point 1.54 751 lbs Self-wei ht Dead Full UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) ; 2.083' Unfactoted: Dead 254 356 Snow 236 389 Wind 102 298 Earthquak 192 559 Factored: Total 532 941 Bearing: Length 0. 50" .in re 'd 0.50* 0. 50' *Minimum bearing length setting used: 1/2" for end supports b44 S.W. Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 2.06'; Clear span: 2.0'; Volume = 0.4 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value - Desi Value Unit Anal sis/Desi Shear fv` = 27 Fv' 207 spsi fv* Fv' = On13 Bending(+) fb = 135 Fie = 1395 fb/Fb' = 0.10 Live Defl'n 0.00 = < L/999 0.07 = L/360 0.02 Total Defl'n 0.00 = < L/999 0.10 = L/290 0.02 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cf. Cr Cfrt Ci LCN Fv' 180 1.15 1. 00 1. 00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1. 300 - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.on - - - - 1.00 1.00 6 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 6 CRITICAL LOAD COMBINATIONS: shear : LC 02 = D + S Bending(+): LC 12 = D + S Deflection: LC 86 = U + 0.75(s + 0. 7 E) (live) LC #6 = D + 0.75 (S + 0.7E) (total) D=dead S=snow W=wind E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 743, V design* = 460 lbs; M(+) = 344 lbs-ft EZy = 177. 83 lb-in^2 "Live" deflection is due to all n -dead loads (live, wind, Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 125 COMPANY Design Build Services, Inc. WWoodorks@Monroe, WA 98272 PH: 360-193-9659 SOFTWARE FOR WOOD DESIGN Apr. 19, 202108:38 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit 1 j105 Dead Trapezoidal 0.03 2.03 39.7 25.6 plf 2 j105 Live Trapezoidal 0.03 2.03 120.0 80.0 plf 3_j106 Dead Partial UDL 2.03 5.53 25.6 25.6 plf 4 j106 Live Partial UDL 2.03 5.53 80.0 80.0 plf 5 j138 Dead Partial UDL 0.03 3.53 130.1 130.1 plf 6 j138 Live Partial UDL 0.03 3.53 328.8 328.8 plf 7 j138 Snow Partial UDL 0.03 3.53 -4.0 -4.0 plf 8 j139 Dead Partial UDL 3.53 5.53 147.2 147.2 plf 9 j139 Live Partial UDL 3.53 5.53 330.0 330.0 plf 10 b69 Dead Point 3.53 10 lbs Self -weight jDead Full UDL I 1 1 6.0 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.562' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations b46.wwb Unfactored: Dead 467 481 Live 1160 1131 Snow -10 -4 Factored: Total Bearing: 1627 1612 Length 0.74 0.74 Min req'd 0.74 0.74 b46 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 5.56'; Clear span: 5.438'; Volume = 1.0 cu ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 180 psi fv Fv' = 0.41 Bending(+) fb = 863 Fb' = 1170 psi fb/Fb' = 0.74 Live Defl'n 0.05 = < L/999 0.18 = L/360 in 0.26 Total Defl'n 0.07 = L/976 0.28 = L/240 in 0.25 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1612, V design = 1237 lbs; M(+) = 2204 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. St Sharma Residence 8422 238th St SW WoodWorks° , W Monroe, WA 98272 Monroe, 27 Edmonds, WA 98026 SOFMAREFOR WOOD DESIGN PH: 360-193-9659 Mar. 8, 2022 15:05 Architecturral Innovations b53 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 j90 Dead Full UDL 70.0 plf 2 j90 Live Full UDL 200.0 plf 3 j100 Dead Partial UDL 0.08 0.58 99.7 99.7 plf 4 j100 Live Partial UDL 0.08 0.58 260.0 260.0 plf 5 j101 Dead Partial UDL 0.58 5.08 99.7 99.7 plf 6 j101 Live Partial UDL 0.58 5.08 260.0 260.0 plf Load7 Dead Full UDL 90.0 plf Self -weight Dead Full UDL 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.155' Unfactored• Dead 806 724 Live 1372 1159 Factored: Total 2179 1882 Bearing: Length I. Do 0.86 Min req'd 1.00'., 0.86 b53 Lumber -soft, D.Fir-L, No.2, 4x10 (3-112"x9-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 6.13 ; Clear span: 6.0 ; Volume = 1.4 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 74 Fv' = 180 psi fv/Fv' = 0.41 Bending(+) fb = 784 Fb' = 1080 psi fb/Fb' = 0.73 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.18 Total Defl'n 0.06 = < L/999 0.30 = L/240 in 0.19 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1,00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2164, V design = 1608 lbs; M(+) = 3262 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. { � COMPANY Design Build Services, Inc. 0thWA St W� K � Monroe, WA 98272 Monroe, , 7 PH: 360-193-9659 SOFIWARF FOR WOOD DESIGN Mar. 8, 202215:02 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1_j114 Dead Full UDL 114.0 plf 2 j114 Live Full UDL 380.0 plf Load3 Dead Fu11 UDL 90.0 plf Self -weight Dead Full UDL 6.3 p1f Maximum Reactions (lbs) and Bearing Lengths (in) : 6.753' 0' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itecturral Innovations b56 Unfactored: Dead 710 710 Live Factored: 1283 1283 Total Bearing: 1993 1993 Length 1.52 1.52 Min req'd 1.52 1.52 b56 LVL n-ply, 1.8E, 2600Fb, 1-3/4"x12-1/2", 1-ply Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 6.75'; Clear span: 6.5'; Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 89 Fv' = 285 psi fv/Fv' = 0.31 Bending(+) to = 853 Fb' = 2584 psi fb/Fb' = 0.33 Live Def1'n 0.04 = < L/999 0.22 = L/360 in 0.19 Total Defl'n 0.07 = < L/999 0.33 = L/240 in 0.20 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 2 Fb'+ 2600 1.00 - 1.00 1.000 0.994 - 1.00 1.00 - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 1.9 million - 1.00 - - - - 1.00 - 2 Eminy' 0.95 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1956, V design = 1304 lbs; M(+) = 3240 lbs-ft EIy = 538.32 lb-in^2 GA = 2.58e06 lb "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. BUILT-UP SCL: Contact manufacturer for connection details when side -loaded or when loads are not applied equally to all plies. 6. SCL: Shear deflection is calculated using true modulus of elasticity E and shear modulus G = E/16. COMPANY Design Build Services, Inc. St WoodWorks' Monroe, Monroe, WA 98272 ,WA 7 PH:360-193-9659 SOFTWAREFOR WOOD DESIGN Mar. 8, 202215:04 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 j128 Dead Partial UDL 0.07 3.07 114.0 114.0 plf 2 j128 Live Partial UDL 0.07 3.07 380.0 380.0 plf 3 j129 Dead Partial UDL 3.07 3.39 114.0 114.0 plf 4 j129 Live Partial UDL 3.07 3.39 380.0 380.0 plf 5 j119 Dead Full UDL 108.0 plf 6 jll9 Live Full UDL 360.0 plf Load? Dead Full UDL 90.0 plf Self -weight IDead IFull UDL 1 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 3.385' 0' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 A rc h i t e c t u r ra I Innovations b57 Unfactored: Dead 530 538 Live 1227 1253 Factored: Total 1757 1791 Bearing: Length 0.80 0.82 Min req'd 0.80 0.82 b57 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2'W-114") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 3.38'; Clear span: 3.25'; Volume = 0.6 cuff Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 64 Fv' = 180 psi fv/Fv' = 0.35 Bending(+) fb = 570 Fb' = 1170 psi fb/Fb' = 0.49 Live Defl'n 0.01 = < L/999 0.11 = L/360 in 0.10 Total Defl'n 0.02 = < L/999 0.17 = L/240 in 0.10 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1739, V design = 1080 lbs; M(+) = 1456 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Services, Inc. 0thWA St WoodWorks' Monro, 7 Monroe, WA 98272 PH:360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 8, 202215:16 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_j82 Dead Partial UDL 0.08 1.08 102.6 102.6 pit 2 j82 Live Partial UDL 0.08 1.08 290.0 290.0 plf 3 j83 Dead Partial UDL 1.08 2.08 102.6 102.6 plf 4 j83 Live Partial UDL 1.08 2.08 290.0 290.0 plf 5 j124 Dead Partial UDL 0.08 3.58 84.9 84.9 plf 6 j124 Live Partial UDL 0.08 3.58 240.0 240.0 plf 7 j125 Dead Partial UDL 3.58 5.58 84.9 84.9 plf 8 j125 Live Partial UDL 3.58 5.58 240.0 240.0 plf 9 b62 Dead Point 2.08 322 lbs LoadlO Dead Full UDL 90.0 pit wind Wind Point 2.08 796 Its eq Earthquake Point 2.08 1762 lbs Self -weight I Dead lFull UDL I 1 1 6.0 jolt Maximum Reactions (lbs) and Bearing Lengths (in) : 5.631' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arc h i t ect u rra I Innovations b61 S.W. Unfactored: Dead 875 660 Live 1131 769 Wind 504 292 Earthquake 1117 645 Factored: � �-' Total (_2 399" 1576 Bearing: Length 0.92 0.65 Min req'd 1 0.92 IF 0.65 -A b61 S.W. Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2'W-1/4") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 5.63` Clear span: 55; Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/De in Shear fv = 90 Fv' = 180 psi fv/Fv' = 0.50 Bending(+) fb = 958 Fb' = 1170 psi fb/Fb' = 0.82 Live Defl'n 0.06 = < L/999 0.19 = L/360 in 0.32 Total Defl'n 0.09 = L/706 0.28 = L/240 in 0.34 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 6 Emin' 0.5B million 1.00 1.00 - - - - 1.00 1.00 6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Sending(+): LC #2 = D + L Deflection: LC 06 = D + 0 .75(L + 0.7E) (live) LC #6 = D + 0.75(L + 0.7E) (total) D=dead L=live W=wind E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2002, V design = 1521 its; M(+) = 2448 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 125 COMPANY Y Design Build SteSrvEic es, Inc. WoodWok@281191 1-193 965E Monroe, WA 98272 PH:360-193-9659 SOFTWARFFOR WOOD DESIGN Apr. 29, 2021 09:50 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 156.0 plf Load2 Snow Full UDL 75.0 plf Load3 Live Full UDL 16.0 plf Self -weight Dead Full UDL 8.1 plf Maximum Reactions (Ibs) and Bearing Lengths (in) : 7.054' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itecturra I Innovations b62 Unfactored: Dead 578 578 Live 56 56 Snow Factored: 265 265 Total Bearing: 843 843 Length 0.64 0.64 Min req'd 0.641 1 0.6E b62 LVL n-ply, 1.8E, 2600Fb, 1-3/4"x16", 1-ply Supports: 1 - Timber -soft Column, D.Fir-L No.2; 2 - Lumber -soft Beam, D.Fir-L No.2; Total length: 7.05', Clear span: 6.946', Volume = 1.4 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 27 Fv' = 328 psi fv/Fv' = 0.08 Bending(+) to = 235 Fb' = 2876 psi fb/Fb' = 0.08 Live Defl'n 0.00 = < L/999 0.23 = L/360 in 0.02 Total Defl'n 0.01 = < L/999 0.35 = L/240 in 0.03 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2600 1.15 - 1.00 1.000 0.962 - 1.00 1.00 - - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 4 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D+S Bending(+): LC #4 = D+S Deflection: LC #4 = D+S (live) LC #4 = D+S (total) Long-term Deflection = 1.5(Dead Load Deflection + 0.33*Live Load Deflection). D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 837, V design = 512 Ibs; M(+) = 1464 lbs-ft EI = 1075.18e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. BUILT-UP SCL: Contact manufacturer for connection details when side -loaded or when loads are not applied equally to all plies. 6. SCL deflection is based on apparent modulus of elasticity (MoE) that incorporates the effect of shear deflection. Sizer does not currently calculate shear deflection separately using true MoE. 85/125 COMPANY Design Build Services, Inc. WoodWorks& Monroe, WA 98272 PH 3 0-193StSE PH: 360-193-9659 SOFTWAREFOR WOOD DESIGN Apr. 29, 2021 09:51 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 156.0 plf Load2 Live Full UDL 53.3 plf Load3 Snow Full UDL 75.0 plf Load4 Snow Full UDL 75.0 plf Self -weight Dead Full UDL 8.1 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 12.122' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 A rch i t ect u rra I Innovations b65 Unfactored: Dead 994 994 Live 323 323 Snow Factored: 909 909 Total Bearing: 1918 1918 Length 1.46 1.46 Min req'd 1.46 1.46 b65 LVL n-ply, 1.8E, 260l 1-3/4"x16", 1-ply Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 12.12'; Clear span: 11.878'; Volume = 2.4 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 78 Fv' = 328 psi fv/Fv' = 0.24 Bending(+) fb = 916 Fb' = 2876 psi fb/Fb' = 0.32 Live Defl'n 0.07 = < L/999 0.40 = L/360 in 0.17 Total Defl'n 0.14 = < L/999 0.60 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci C. LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2600 1.15 - 1.00 1.000 0.962 - 1.00 1.00 - - 3 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 3 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75(L+S) Bending(+): LC #3 = D+.75(L+S) Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Long-term Deflection = 1.5(Dead Load Deflection + 0.33*Live Load Deflection). D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1899, V design = 1458 lbs; M(+) = 5698 lbs-ft EI = 1075.18e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. BUILT-UP SCL: Contact manufacturer for connection details when side -loaded or when loads are not applied equally to all plies. 6. SCL deflection is based on apparent modulus of elasticity (MoE) that incorporates the effect of shear deflection. Sizer does not currently calculate shear deflection separately using true MoE. COMPANY Design Build Services,inc. PROJECT Sharma Residence 2811912ah St SE Monroe 96272 W3-9659 S4222381h St SW Edmonds,Wlln8026ons Edmonds WA981rd PN'...is 19 WoodWorks' Mar. 14, 202216:23 b70 SOFTWARE FOR WOOD DESIGN I Loads: Load Ty- strrbutr - is,d n ift7 Iagnie utle d U _t 1 c152 c152 3^c c177 5-c178 6-c 176 7 w14o v190 Caad Dead Paint Partial UUL Partial UDL ial UDL 16'33' 16.3E 2.83 2-1831 14.3E 4.3E 0. 33 2.8E 0. 33 2.8E 19.3E 2572E 4200 1139 18b-2 3020 149.0 149.0 236.E 36.6 377.E lbs lbs lbs 1 1 o lbs lba D1f v14C ID w114 -1 Par[Lal UDL 1fi.83 14.3E 16. 63 317E 624..1 fi34 .I vlf off 11 j239 Daatl ial UDL 2.8E 137 .6 137.6 off 12 j239 ill UDL 0.3E 2.E3 330.0 330.0 off 13j 240 14 jT,40 15 j240 16 j24i ,on De=_d rtial UDL at U ial U ial U - .33 .83 30.3E .E3 10.3E 0.3E 14.33 294.9 9.9 371"2 70.7 21- p1f Dlf olf pl _` 17 j241 18 j241 242 - Li'19j ill U - lal U Partial U 10.3E 14.33 10.3E 19.3E 14. 33 15. 33 371.2 371.2If 371.2 70.7 70.7 337.6 137.E plf plf 20 j242 Lava Partial U 39. 33 15.3E 33o.0 330.0 olf 1 12a3 22 j243 23 j2AC ➢=_ad peal Partial UDL Partial U Pa: ti a] VDL 15.3E 16.83 15. 33 16.83 1E.83 19.3E 137.E 137.6 1-ri 330.0 330.5 330.5 olf off d j244 s_j 245 De atl ial UDL rtlal u 16.93 18.33 18.3E 1.3E 792.E 792.E 330.5 330.5 nlf off _ 6 j245 LLve P_rital VDL 1'3.33 1.3E 9 2.6 792.E pIf 7_j246 - rttal a 21- 21.63 330.5 33 o.5 off 8 j146 29 b66 3o b66 Live ell UDL 21.33 21.8E 792.6 7-1 L16 164 If - lbs 31 b67 32 b67 33 663 34 669 35 q 3G y[2 eat Pe ad - -iit 11 .83 6.3E 6.33 14.33 14.33 16.6E 16.6E 156 218 212 535 412 lbs lbs lbs lbs 11 lbs '1 b66 38 bCB oad39 _oadAO Sa1f-w=rah' - - 11- - - Dead P.1110. ial U Fu11 UDL DL 33 - .11 ..11 1C.33 1G. B3 155 118 30.0 90.0 1.1 90.0 2Z.5 inif Sbs -i plf pif Maximum Reactions (lbs) and Bearing Lengths (in) : Design Check Calculation Sheet W-Worke S¢er 2019 (Update 4) 22,251' ad / EIlI 7387 1. rat { 14269 V _ 17969 9 �3C'99 5.0E b70 Glularn-Dnbalan., West Species, 14F-V4 DF, 5-1/2"x22-1/2" Supports: 1 - Lumber -soft Be,,, D.Fir-L No.2; 2- Lumber a -ply Column, Rem -Fir No.2: j Total length: 22.25'; Clear span: 21 5; Volume = 19.1 cult; 151aminations, Si12' maximum width, j Lateral u :lop = continuous,bohom = at supports; This -secttioi.n PASSES [he design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: r it Brian pal vs is V nai vsls/Design 2"DI Eandi ng l�) - 256E Fo/Eb' 0. 98 ' psi L lve pa E1'n L/3 L/563 OF73 - 60 in 7 cal pe E1'n o.a5 - Additional Data: FACTORS: F/E(psil C Ct1 -u Cfrt -- LCa 265 1.15 1.00 1�0D 1a 00 1V00 3 Fb'+ 24 D0 1.15 1.00 1.D0 .000 .,_. Ecp' 65p 1.00 1. 00 - - 1.E ,iICA A C CRITICAL LOAD NiI Sheac 0 - 0 75(L + DI 6=ndi r?f ) - SIL + efle 1, : LC qo - 0.75(L + 21 II— C p3 - + 0.751E r (total) D=deatl L-live S- A11 L e list" -' the Analysts output oad "",I at I. ASD Essic rr.,m P..,rE 7_16 2.1 1 IEC 2, CALC UTATION S: 17969, V des i9n 16191 11- CHI - -s773 lbs-ft EIY ' 93)7.12 lb-in^2 "Live" deflection is due t all n n-deal loads Total Cefle coon = 1.0 Ceatl + "lie" ` Design Notes: 1. Analysis and design are in accordance with the ICC Imorredwal Building Code (IBC 201B) and the Nollonal Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NOS Supplement. 2. Please verify that the default defection limits are appropriate for your application. 3. Glulam design values are for malerlals conforming to ANSI 117-2D15 and manufactured in accordance with ANSI At 90.1-2012 4. GLUT -AM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 33.3. S rl II AM hzinn Iwnnlh h.- nn -11- of Fnnnwneinnl Fnnlnmm� nl 125 COMPANY dWorks®Design Build Services, Inc. 28119 - 120th St SE Monroe, WA 98272 WooSOFrWAREFOR WOOD DESIGN PH: 360-193-9659 Apr. 19, 2021 09:17 Design Check Calculation Sheet Wood Works Sizer2019 (Update 1) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_j146 Dead Triangular 0.02 3.02 0.0 65.1 plf 2 j146 Snow Triangular 0.02 3.02 0.0 104.2 plf 3 j147 Dead Trapezoidal 3.02 4.02 65.1 70.3 plf 4 j147 Snow Trapezoidal 3.02 4.02 104.2 112.5 plf 5 jl48 Dead Partial UDL 4.02 5.02 70.3 70.3 plf 6_jl48 Snow Partial UDL 4.02 5.02 112.5 112.5 plf 7_jl49 Dead Triangular 5.02 9.02 70.3 0.0 plf 8 j149 Snow Triangular 5.02 9.02 112.5 0.0 plf IS -Elf -weight IDead IFull UDL I 1 1 4.6 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 9.042' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations b73.wwb Unfactored: Dead 215 203 Snow 311 292 Factored: Total 525 494 Bearing: Length 0.50* 0.50* Min req'd 0.50* 0.50* -minimum oeanng iengrn semng usea: lIZ" Tor ena supporrs b73 Lumber -soft, D.Fir-L, No.2, 4x6 (3-112"x5-112") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 9.04'; Clear span: 8.958 ; Volume = 1.2 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design ValuerUnit Analysis/Design Shear fv = 40 Fv' = 207 fv/Fv' = 0.19 Bending(+) fb = 1009 Fb' = 1345 fb/Fb' = 0.75 Live Defl'n 0.16 = L/671 0.30 = L/360 0.54 Total Defl'n 0.32 = L/332 0.45 = L/240 0.72 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 525, V design = 517 lbs; M(+) = 1483 lbs-ft EI = 77.64e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 125 COMPANY Design Build Services, Inc. WoodWorks° Monro - 1 St SE Monroe, WAA 98272 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Apr, 19, 2021 09:12 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 j150 Dead Triangular 0.02 4.02 0.0 70.3 plf 2 j150 Snow Triangular 0.02 4.02 0.0 112.5 plf 3 j152 Dead Partial UDL 4.02 7.02 96.1 96.1 plf 4 j152 Snow Partial UDL 4.02 7.02 150.4 150.4 plf 5 hml Dead Point 4.02 64 lbs 6 hml Snow Point 4.02 88 lbs Self -weight Dead Full UDL 4.6 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 7.042' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations b74.wwb Unfactored: Dead 192 333 Snow 274 491 Factored: Total 466 823 Bearing: Length 0.50* 0.50* Min req'd 0.50* 0.50* iwnifnum oeanng iengm setting useu: uz for enu supports b74 Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 7.04'; Clear span: 6.958'; Volume = 0.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 20118: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 55 Fv' = 207 psi fv/Fv' = 0.27 Bending(+) fb = 910 Fb' = 1345 psi fb/Fb' = 0.68 Live Defl'n 0.08 = L/996 0.23 = L/360 in 0.36 Total Defl'n 0.14 = L/591 0.35 = L/240 in 0.41 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 823, V design = 707 lbs; M(+) = 1338 lbs-ft EI = 77.64e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I/ 125 COMPANY WoodWorks° Design Build Services, Inc. 28119 - 120th St SE Monroe, WA 98272 SOFrWAREFOR WOOD DESIGN PH: 360-193-9659 Apr. 19, 2021 09:15 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End l jl51 Dead Full UDL 96.1 plf 2 jl51 Snow Full UDL 150.4 plf Self -weight Dead Full UDL 4.6 if Maximum Reactions (lbs) and Bearing Lengths (in) : 8.042' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arc h itectu rra I Innovations b75.wwb Unfactored• Dead 405 405 Snow 605 605 Factored: Total 1010 1010 Bearing: Length 0.50* 0.50* Min req'd 0.50* 0.50* -minimum oeanng iengtn setting usea: vzror ena supports b75 Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 8.04'; Clear span: 7.958'; Volume = 1.1 cu.ft. Lateral support: top = continuous, bottom = at supports; This section F S the design check WARNING: This section violates the following design criteria: Bending Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Anal sis Value Design Value Unit Analysis/Design Shear fv = 69 Fv' = 207 psi fv/Fv' = 0.33 Bending(+) fb = 1366 Fb' = 1345 psi fb/Fb' = 1.02 Live Defl'n 0.18 = L/537 0.27 = L/360 in 0.67 Total Defl'n 0.30 = L/322 0.40 = L/240 in 0.75 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1005, V design = 884 lbs; M(+) = 2009 lbs-ft EI = 77.64e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes. 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works° Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Mar. 8, 2022 14:54 Architecturral Innovations b81 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1_j86 Dead Full UDL 150.8 plf 2 j86 Snow Full UDL 212.5 plf Self -weight Dead Full UDL 9.4 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 10.651 ' Unfactored: Dead 853 853 Snow 1132 1132 Factored: Total 1985 1985 Bearing: Length 0.91 0.91 Min req'd 0.91 %� 0.91 b81 Lumber -soft, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4") f Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 10.63 Clear span: 10.5'; Volume = 2.9 cu.ft. Lateral support: top = continuous, bottom = at supports; I This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection usinq NDS 2018: Criterion Analysis Value Design ValuerUnit Analysis/Design Shear fv = 61 Fv' = 207 fv/Fv' = 0.30 Bending(+) fb = 847 Fb' = 1138 fb/Fb' = 0.74 Live Defl'n 0.09 = < L/999 0.35 = L/360 0.26 Total Def1'n 0.16 = L/803 0.53 = L/240 0.30 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1971, V design = 1607 lbs; M(+) = 5211 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes.. 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 91 /125 COMPANY Design Build Services, Inc. 28119WoodwO r ks® Monro 12A 982 2 Monroe, WA 98272 SOFFWAREFOR WOOD DESIGN PH: 360-193-9659 Apr. 16, 2021 13:27 Design Check Calculation Sheet Wood Works Sizer2019 (Update 1) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit l_j185 Dead Trapezoidal 5.02 7.52 70.3 63.8 plf 2 j185 Snow Trapezoidal 5.02 7.52 112.5 102.1 plf 3_j186 Dead Partial UDL 2.02 5.02 70.3 70.3 plf 4 j186 Snow Partial UDL 2.02 5.02 112.5 112.5 plf 5 j187 Dead Trapezoidal 0.02 2.02 62.5 70.3 plf 6_jl87 Snow Trapezoidal 0.02 2.02 100.0 112.5 plf Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 7.542' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch itectu rral Innovations b87.wwb Unfactored: Dead 278 278 Snow 409 409 Factored: Total 687 688 Bearing: Length 0.50* 0.50* Min req'd 0.50* 0.50* ivmumuni ueamig iengtri seuing useu. ilz ror enu supports b87 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 7.54'; Clear span: 7.458'; Volume = 1.3 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 34 Fv' = 207 psi fv/Fv' = 0.17 Bending(+) fb = 513 Fb' = 1345 psi fb/Fb' = 0.38 Live Defl'n 0.04 = < L/999 0.25 = L/360 in 0.18 Total Defl'n 0.07 = < L/999 0.38 = L/240 in 0.20 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 687, V design = 580 lbs; M(+) = 1312 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes.. 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1Z COMPANY Design Build Services, Inc. 0thWA St WoodWorkso Monroe, Monroe, WA 98272 , 7 PH: 360-193-9659 SOFTWARE FOR WOOD DESIGN Mar. 8, 202214:51 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1 j161 Dead Partial UDL 0.74 1.24 276.7 276.7 plf 2 j161 Snow Partial UDL 0.74 1.24 461.1 461.1 plf 3 j162 Dead Partial UDL 1.24 3.24 307.5 307.5 plf 4 j162 Snow Partial UDL 1.24 3.24 512.5 512.5 plf 5 gt4 Dead Point 0.74 2599 lbs 6 gt4 Snow Point 0.74 4258 lbs Self -weight Dead Full UDL 7.7 p1f Maximum Reactions (lbs) and Bearing Lengths (in) : 3.339' 0' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 A rch i t e ct u rr a l Innovations b88 Unfactored: Dead 2407 969 Snow Factored: 3933 1581 Total Bearing: 6340 2550 Length !2.90 1.17 Min req'd '.. 2.90 _ //� ', ( 1.17 b88 Lumber -soft, D.Fir-L, No.2, 4x10 (3-112"x9-114") Supports: All - Timber -soft Column, D.Fir-L No.2 .. Total length: 3.31', Clear span: 3.0 ; Volume = 0.8 cu.ft. t Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 192 Fv' = 207 si fv*/Fv' = 0.93 Bending(+) fb = 944 Fb' = 1242 psi fb/Fb' = 0.76 Live Defl'n 0.01 = < L/999 0.11 = L/360 in 0.10 Total Defl'n 0.02 = < L/999 0.16 = L/240 in 0.10 has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 6340, V design* = 4146 lbs; M(+) = 3926 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 93/125 COMPANY Design Build Services, Inc. Works®r k s�' Monro28119e, - 1 St SE Monroe, WA 98272 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Apr. 16, 2021 13:34 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1_j219 Dead Full UDL 101.8 plf 2_j219 Snow Full UDL 156.3 plf Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 5.042' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations b90.vvwb Unfactored: Dead 272 272 Snow 394 394 Factored: Total 666 666 Bearing: Length 0.50* 0.50* Min req'd 0.50* 0.50* rvnnununi uednny ICllytll SCtWIy useu. vZ wi enu suppuns b90 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.04% Clear span: 4.958'; Volume = 0.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv - 29 Fv' = 207 psi fv/Fv' = 0.14 Bending(+) fb - 323 Fb' = 1345 psi fb/Fb' = 0.24 Live Defl'n 0.01 = < L/999 0.17 = L/360 in 0.07 Total Defl'n 0.02 = < L/999 0.25 = L/240 in 0.08 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 660, V design = 495 lbs; M(+) = 825 lbs-ft EI = 177.83e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead +"live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. N COMPANY Design Build Services, Inc. 28119 2 E WoodWorks' Monroe A 982 Monroe, WA 98272 PH: 360-193-9659 SOFTWARFFOR WOOD DEVGN Mar. 8, 2022 14:49 Design Check Calculation Sheet Wood Works Sizer2019 (Update 4) ILoads Load Type Distribution Pat- tern Location (ftj Start End Magnitude Start End Unit 1 j164 Dead Partial UDL 0.17 2.67 307.5 307.5 plf 2 j164 Snow Partial UDL 0.17 2.67 512.5 512.5 plf 3 j165 Dead Partial UDL 2.67 5.67 307.5 307.5 plf 4 j165 Snow Partial UDL 2.67 5.67 512.5 512.5 plf 5 j170 Dead Trapezoidal 5.67 10.17 101.8 67.5 plf 6 j170 Snow Trapezoidal 5.67 10.17 156.3 108.0 plf 7-hm3 Dead Point 5.67 877 Its 8 hm3 Snow Point 5.67 1324 Its Self -weight Dead Full UDL 1 8.5 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 10,285' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Arch i tectu rra I Innovations b92 Unfactored: Dead 1748 1286 Snow Factored: 2770. 1967. Total Bearing: 4519 % 3253 Length 1.99 Min req'd 1.99 1.43 b92 f Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/2"x10-1/2" "40Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 10.31'; Clear span: 10'; Volume = 2.6 cu.ft., 7 laminations, 3-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; r This section PASSES the design code check. Analvsis vs. Allowable Stress and Deflection usino NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 156 Fv' = 305 psi fv/Fv' = 0.51 Bending(+) fb = 2368 Fb' = 2760 psi fb/Fb' = 0.86 Live Defl'n 0.22 = L/553 0.34 = L/360 in 0.65 Total Defl'n 0.36 = L/336 0.51 = L/240 in 0.71 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 2400 1.15 1.00 1,00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 4519, V design = 3822 Its; M(+) = 12692 lbs-ft EIy = 607.74 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WoodWorks(R) Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Mar, 8, 2022 14:47 Architecturral Innovations b93 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1_j159 Dead Full UDL 293.4 plf 2_j159 Snow Full UDL 488.9 plf Self -weight Dead Full UDL 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.186' Unfactored: Dead 931 931 Snow 1512 1512 Factored: Total 2443 2443 Bearing: Length 1.12 1.12 Min req'd 1.12 1.12 b93 Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 6.19% Clear span: 6.0'; Volume = 1.4 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 82 Fv' = 207 psi fv/Fv' = 0.39 Bending(+) fb = 882 Fb' = 1242 psi fb/Fb' = 0.71 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.20 Total Defl'n 0.07 = < L/999 0.30 = L/240 in 0.22 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2407, V design = 1761 lbs; M(+) = 3666 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes. 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works® Monroe, WA 98272 Edmonds, WA 98026 SOFTWARFFOH WOOD DESIGN PH: 360-193-9659 Mar. 8, 2022 14:46 Architecturral Innovations b94 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 1_j140 Dead Partial UDL 5.05 6.05 327.0 327.0 plf 2_j140 Snow Partial UDL 5.05 6.05 545.0 545.0 plf 3_j173 Dead Trapezoidal 0.05 5.05 65.1 101.8 plf 4 j173 Snow Trapezoidal 0.05 5.05 104.2 156.3 plf 5 hm2 Dead Point 5.05 999 lbs 6 hm2 Snow Point 5.05 1513 lbs Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.171' Unfactored: Dead 455 1325 Snow 678 2031 Factored: Total 1133 3356 Bearing: Length 0.52 1.53 Min req'd 0.52 1.53 b94 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 6.19'; Clear span: 6.0% Volume = 1.1 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Anal sis Value Design ValueT nit Anal sis/Design Shear fv = 169 Fv' = 207si fv/Fv' = 0.81 Bending(+) fb = 122 FFb' = 1345si fb/Fb' = 0.91 Live Defl'n 0.06 = < L/999 0.20 = L/360n 0.31 Total Defl'n 0.11 = L/690 0.30 = L/240n 0.35 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D + S Bending(+): LC 42 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3356, V design = 2851 lbs; M(+) = 3128 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Design Build Services, Inc. Sharma Residence Wo r ksO Monroe, , 0thWA St 7 8422 238tEdmonds, St SW 98 Monroe, WA 98272 Edmonds, WA 98026 PH:360-193-9659 Architecturral Innovations SOFTWARfFOR WOOD DESIGN Mar. 8, 202214:45 b99 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ftj Start End Magnitude Start End Unit 1 jl40 Dead Partial UDL 5.56 6.56 295.5 295.5 plf 2 jl40 Snow Partial UDL 5.56 6.56 492.5 492.5 plf 3 jl41 Dead Partial UDL 6.56 10.92 295.5 295.5 plf 4 j191 Snow Partial UDL 6.56 10.92 492.5 492.5 plf 5 j204 Dead Trapezoidal 0.06 5.56 19.3 65.2 plf 6 j204 Snow Trapezoidal 0.06 5.56 31.3 100.0 plf 7 j207 Dead Full UDL 0.0 plf 8 j207 Snow Full UDL 0.0 plf 9 hm2 Dead Point 5.56 1016 lbs 10 hm2 Snow Point 5.56 1535 lbs Self -weight Dead Full UDL 1 11.9 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 10.925' Unfactored: Dead 1105 1851 Snow Factored: 1643 893 Total Bearing: 2748 _ 44 47-- Length 0.77 r:r 1.33 Min req'd 0.77 1.33 b99 j Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"xV Supports: All - Timber -soft Column, D.Fir-L No.2 1 -7P Total length: 10.94'; Clear span: 10.75'; Volume = 3.8 cu.ft., 6 laminations, 5-1/2" maximum width, ( `•, �' ;+ °�= Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NOS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 124 Fv' = 305 psi fv/Fv' = 0.41 Bending(+) fb = 2211 Fb' = 2760 psi fb/Fb' = 0.80 Live Defl'n 0.26 = L/500 0.36 = L/360 in 0.72 Total Defl'n 0.43 = L/302 0.54 = L/240 in 0.79 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 4700, V design = 4078 lbs; M(+) = 13683 lbs-ft EIy = 601.42 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NOS Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI Al90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ' COMPANY Design Build Services, Inc. WoodWorks' Monro,WASt 7 Monroe, WA 98272 PH: 360-193-9659 SOFTWARE FOR WOOD DEMN Mar, 14, 202216:40 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location tftj Start End Magnitude Start End Unit 1 c109 Dead Point 5.02 473 Ibs 2 c109 Snow Point 5.02 692 Ibs 3 w147 Dead Partial UDL 0.02 1.52 210.2 210.2 plf 4 wl47 Snow Partial UDL 0.02 1.52 185.7 185.7 plf 3 w148 Dead Partial UDL 1.52 4.52 210.2 210.2 plf 6_wl48 Snow Partial UDL 1.52 4.52 185.7 185.7 plf 7 w149 Dead Partial UDL 4.52 5.02 108.4 108.4 plf 8 wl49 Snow Partial UDL 4.52 5.02 29.5 29.5 plf 9 cl79 Dead Point 2.52 119 Its lO CI79 Snow Point 2.52 180 Its 11 j247 Dead Full UDL 22.1 pit 13 j247 Live Full UDL 70.0 plf Self -weight iDead lFull UDL I 1 1 6.0 Iplf Maximum Reactions (Ibs) and Bearing Lengths (in) : 5,066' PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations b109 5' Un£acto red: Dead 653 ' 1081 Live 177 f J,`- 178 Snow 551„„.r'' �--"``��4 l 1172 Factored: Total 1204---�"`^� 2253 Bearing: Length ---0 55 1.03 Min req'd 0.55 1.03 b109 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: 1 - Lumber -soft Beam, D.Fir-L No.2; 2 - Lumber n-ply Column, Hem -Fir No.2; Total length: 5.06'; Clear span: 4.938'; Volume = 0.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 56 Fv' = 207 psi fv/Fv' = 0.27 Bending(+) fb = 659 Fb' = 1345 psi fb/Fb' = 0.49 Live Def1'n 0,02 = < L/999 0.17 = L/360 in 0.11 Total Defl'n 0.04 = < L/999 0.25 = L/240 in 0.16 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1203, V design = 943 lbs; M(+) = 1683 Ibs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Description �gt1 I Deflection Gyula Service conditions Treatment Supports lot bearing desum Spans Loads Input ❑ x --.-- �235 Cantilevers JUM Type Beam it Fitch 0 /12 Magnitude Loetwn from I bea nn9 pointpoint Lad entry Load types and combinations Load duration fador CD(ASD) i Oblique Material'Lumbeo-sdl Name 97 Type Distribution is '. (1 P � t r �un t L,d r. UCrL: i. 3..f,.�ng ❑All Irve loads ale consWe6on bads 0 9 Permanent angle I" Species D.Fa-L h,T _ Dead Pbm/Load t213 11 ❑ Add live load ❑ Allroof Gve loads are construction loads: Dead _ � concenhated IBCde(Idgion fads ol(Table 1604,3) 1 (Lisre engear. (Occupancy) Grade No.2 2 c181 (3_c162 Snow Dead Paint Load Point Load 326 lbs 243 @s 16' SalFwcght` ❑ Use L+.5D for deflection [Note d) 1.15 :Tvw months " 14 c182 Snow Povll Load 367 lbs 16'now CO)� Automatically includecin bads ❑AZW for C&C wind bads 1) ® Delete ' Width (bj I(unknowim.� 15_c183 Dead Point Load 207@s 20.5' analysis - r125 , Seven days ❑RepelNve member' _ 16 c1B3 Snow Pont Load 313lbs 205' ;,i Must be manually input as load Lang -term deflection[NDS352) Conslruclron Modify ' Depth [ill Fun6nowi �: { 7 cl95 Dead Point Load 4 @s 7' -. :: -. ElInclude creep factor Kbr. i 6 Ten minutes Span typo From I. ' 8_e195 9 w121 10 w121 Snow Dead Snow Point Load Partial Line Partial Lin, .45tos 101.0 pit 156.3 pp 7' T T 23.5' 23.5 Beam supports area bads ❑hom canlmuous i to sls Total= I.0 dead+ live(all others) - Wmd/5eismic Impact Design span w ill _12 3 Dead Pa�t'al4ne 61.1 ptt 8' 155 F-'`` I12_M 13hti Snow Dead Parfet Line Point Load 938ptt 275@s 8 8' 15.5' LRFD eombinatioiu(AS CE 7231) Use 0.5L in comhinatiom3and 4 ❑ Apply optbnsio j 14_hti L15 h12 Snow Dead Point Load Point Load 398Its 217Its B' 15.5' r Orhx (Exception l) Concept Mode i 16ht2 Snow Point Load 311 Its 15.5' 117 b70 Point Load 639016s 7' : ElLine/area loads appfkil over design span ony ` _Dead Modify Dekte _ 'l Delele all : Repeating point load . Save as defou4 bads . ❑ Combine loads of same type in drawing Save as default options :Resat original options ENit I Dead lb. 98Ibs ; 261bs 14109 Its '6390 Its OW 250 -- — 15625 313 lbs 0 m 0` T 8' 11` 15.5' 16 � 4 t t}; � S DEL p { t 23.5' 252.92 191.82 0 p1P COMPANY PROJECT Design Build Services, Inc. Sharma Residence Works° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOF7'WAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 10:24 c36 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b31 Dead Axial (Ecc. = 0.00") 2172 lbs 2 b31 Live Axial (Ecc. = 0.00") 766 lbs 3 b31 Snow Axial (Ecc. = 0.00") 2261 lbs Self -weight Dead Axial 27 lbs Reactions (lbs): w N CD V 8' 0 0 0 Unfactored: Lateral: Dead Live Snow Axial: Dead 2199 2199 Live 766 766 Snow 2261 2261 Factored: L->R c36 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (3"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.9 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 271 Fc' = 980 psi fc/Fc' = 0.28 Axial Bearing fc = 271 Fc* = 1644 psi fc/Fc* = 0.16 Support Bearin fcp = 271 Fcp = 405 psi fcp/Fcp = 0.67 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 3 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC #3 = D + 0.75(L + S) Support LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 4470 lbs, Capacity = 6682 lbs, Lb = 3.00", Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. � Wo Woodrks COMPANY Design Build Services, Inc. 28119 120th St SE PROJECT Sharma Residence 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTI4AREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 10:26 c37 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1_b31 Dead Axial (Ecc. = 0.00") 5117 lbs 2 b31 Live Axial (Ecc. = 0.00") 1993 lbs 3 b31 Snow Axial (Ecc. = 0.00") 5044 lbs Self -weight Dead Axial 55 lbs Reactions (lbs): 8' W v G 8' Unfactored: Lateral: Dead Live Snow Axial: Dead 5171 5171 Live 1993 1993 Snow 5044 5044 Factored: L->R c37 Lumber n-ply, Hem -Fir, No.2, 2x6, 4-ply (Vx5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 1.8 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 317 Fc' = 980 psi fc/Fc' = 0.32 Axial Bearing fc = 317 Fc* = 1644 psi fc/Fc* = 0.19 Support Bearin fcp = 317 Fcp = 405 psi fcp/Fcp = 0.78 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 3 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC #3 = D + 0.75(L + S) Support LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 10449 lbs, Capacity = 13365 lbs, Lb = 6.00", Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence Works° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 14, 2022 16:46 c38 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1_b32 Dead Axial (Ecc. = 0.00") 841 lbs 2 b32 Live Axial (Ecc. = 0.00") 19 lbs 3 b32 Snow Axial (Ecc. = 0.00") 1232 lbs Self -weight Dead Axial 14 lbs Reactions (lbs): 8' co In ID 8' Unfactored: Lateral: Dead Live Snow Axial: Dead 855 855 Live 19 19 Snow 1232 1232 Factored: L->R c38 Lumber n-ply, Hem -Fir, No.2, 2x6, 1-ply (1-1/2"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.5 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 253 Fc' = 980 psi fc/Fc' = 0.26 Axial Bearing fc = 253 Fc* = 1644 psi fc/Fc* = 0.15 Support Bearin fcp = 253 Fcp = 405 psi fcp/Fcp = 0.62 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 4 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 4 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Axial LC #4 = D + S Support LC #4 = D + S D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 2086 lbs, Capacity = 3341 lbs, Lb = 1.50", Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence ®® WWorks � 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESfGN PH: 360-193-9659 Architecturral Innovations Mar. 14, 2022 16:47 c39 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b32 Dead Axial (Ecc. = 0.00") 1102 lbs 2 b32 Live Axial (Ecc. = 0.00") 68 lbs 3 b32 Snow Axial (Ecc. = 0.00") 1423 lbs Self -weight Dead Axial 14 lbs Reactions (lbs): 8' 8' Unfactored: Lateral: Dead Live Snow Axial: Dead 1116 1116 Live 68 68 Snow 1423 1423 Factored: L->R c39 Lumber n-ply, Hem -Fir, No.2, 2x6, 1-ply (1-1/2"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.5 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 308 Fc' = 980 psi fc/Fc' = 0.31 Axial Bearing fc = 308 Fc* = 1644 psi fc/Fc* = 0.19 Support Bearin fcp = 308 Fcp = 405 psi fcp/Fc = 0.76 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 4 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 4 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Axial LC #4 = D + S Support LC #4 = D + S D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 2539 lbs, Capacity = 3341 lbs, Lb = 1.50", Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence W® W010drks®R 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 10:30 c42 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b34 Dead Axial (Ecc. = 0.00") 2621 lbs 2 b34 Snow Axial (Ecc. = 0.00") 4063 lbs Self -weight Dead Axial 27 lbs Reactions (lbs): 81 W In 8' Unfactored: Lateral: Dead Snow Axial: Dead 2648 2648 Snow 4063 4063 Factored: L->R c42 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (T'xS-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.9 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section FPLS the design check WARNING: This section violates the following design criteria: Support Bearing P-, Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 407 Fc' = 980 psi fc/Fc' = 0.42 Axial Bearing fc = 407 Fc* = 1644 psi fc/Fc* = 0.25 Support Bearin fcp = 407 Fcp = 405 psi fcp/Fcp = 1.0043 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + S Support LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 6711 lbs, Capacity = 6682 lbs, Lb = 3.00", Cb = 1.00 1:;_'/ I-) ill --, Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence Works 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SORRABE FOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:00 c43 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b34 Dead Axial (Ecc. = 0.00") 1024 lbs 2 b34 Snow Axial (Ecc. = 0.00") 1451 lbs Self -weight Dead Axial 14 lbs Reactions (lbs): 8' 0 Unfactored: Lateral: Dead Snow Axial: Dead 1038 1038 Snow 1451 1451 Factored: L->R c43 Lumber n-ply, Hem -Fir, No.2, 2x6, 1-ply (1-112"x5-112") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.5 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit n Analysis/Design Axial fc = 302 Fc' = 980 psi fc/Fc' = 0.31 Axial Bearing fc = 302 Fc* = 1644 psi fc/Fc* = 0.18 Support Bearin fcp = 302 Fop = 506 psi fcp/Fop = 0.60 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC 42 = D + S Support LC 42 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 2488 lbs, Capacity = 4176 lbs, Lb = 1.50", Cb = 1.25 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorks 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:03 c44 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b35 Dead Axial (Ecc. = 0.00") 2455 lbs 2 b35 Live Axial (Ecc. = 0.00") 1620 lbs 3 b35 Snow Axial (Ecc. = 0.00") 2479 lbs Self -weight Dead Axial 27 lbs Reactions (lbs): W v N CD M 8' 8' Unfactored: Lateral: Dead Live Snow Axial: Dead 2483 2483 Live 1620 1620 Snow 2479 2479 Factored: L->R c44 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (3"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.9 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 337 Fc' = 980 psi fc/Fc' = 0.34 Axial Bearing fc = 337 Fc* = 1644 psi fc/Fc* = 0.20 Support Bearin fcp = 337 Fcp = 456 psi fcp/Fcp = 0.74 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 3 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC #3 = D + 0.75(L + S) Support LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 5557 lbs, Capacity = 7518 lbs, Lb = 3.00", Cb = 1.13 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence Works° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:16 c44 Wind Design Check Calculation Sheet Woodworks Sizer 2019 (Update 4) Loads: Reactions (lbs): 10, 0 m � m 10, c44 Wind - 7 Lumber n-ply, Hem -Fir, No.2,��x6, 1-ply (1 -1 12"x5-112") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 10.0'; Volume = 0.6 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: f� C) Additional Data: I FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# % Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.60 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fc' 1300 0.00 1.00 1.00 0.000 1.100 - - 1.00 1.00 0 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = 0.6D + 0.6W Bending(+): LC #2 = 0.6D + 0.6W Deflection: LC #2 = 0.6D + 0.6W (live) LC #2 = 0.6D + 0.6W (total) W=wind All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V = 367 lbs, M(+) = 759 lbs-ft EIy = 27.04 lb-in-2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Bearing: Reaction = 0 lbs, Capacity = 4176 lbs, Lb = 1.50", Cb = 1.25 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Load Type Distribution Location [ft] Magnitude Unit Start End Start End Wind HDR b35 Wind Point 8.00 525 lbs Wind Sill Wind Point 2.00 525 lbs Wind Wall A Wind Full Area 25.67(0.67') psf Unfactored: �` 7 � � � p Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 67 Fv' = 240 psi fv/Fv' = 0.28 Bending(+) fb = 1204 Fb' = 1768 psi fb/Fb' = 0.68 Live Defl'n 0.56 = L/213 1.00 = L/120 in 0.56 Total Defl'n 0.56 = L/213 1.00 = L/120 in 0.56 COMPANY PROJECT j Design Build Services, Inc. Sharma Residence '�®{^ Woodks 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 14, 2022 16:27 c70 with GLB above Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b70 Dead Axial (Ecc. = 0.0011) 7832 lbs 2 b70 Live Axial (Ecc. = 0.0011) 5774 lbs 3_b70 Snow Axial (Ecc. = 0.00") 7413 lbs Self -weight Dead Axial 124 lbs Reactions (lbs): 0 10, a Unfactored: Lateral: Dead Live Snow Axial: Dead 7956 7956 Live 5774 5774 Snow 7413 7413 Factored: L->R c70 Timber -soft, D.Fir-L, No.2, 5-112"x9-112" Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 10.0'; Volume = 3.6 cu.ft.; Beam or stringer Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 10.0 = 10.0 ft; This section PASSES the design code check. WARNING: This CUSTOM SIZE is not in the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 342 Fc' = 643 psi fc/Fc' = 0.53 Axial Bearing fc = 342 Fc* = 690 psi fc/Fc* = 0.50 Support Bearin fcp = 342 Fcp = 433 psi fcp/Fcp = 0.79 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 600 1.15 1.00 1.00 0.933 1.000 - - 1.00 1.00 3 Fc* 600 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC #3 = D + 0.75(L + S) Support LC 43 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 17846 lbs, Capacity = 22604 lbs, Lb = 5.50", Cb = 1.07 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT WoodWorks � Design Build Services, Inc. Sharma Residence 28119 120th St SE 8422 238th St SW SOFTWARE FOR WOOD DESIGN Monroe, WA 98272 Edmonds, WA 98026 PH:360-193-9659 Architecturral Innovations Mar. 9, 2022 11:46 c87 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b61 Dead Axial (Ecc. = 0.00") 790 lbs 2 b61 Live Axial (Ecc. = 0.00") 1135 lbs Self -weight Dead Axial 9 lbs Reactions (lbs): 8' N 2 O .0 0' 8' Unfactored• Lateral: Dead Live Axial: Dead 799 799 Live 1135 1135 Factored: L->R c87 Lumber n-ply, Hem -Fir, No.2, 2x4, 1-ply (1-1/2"x3-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.3 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 368 Fc' = 470 psi fc/Fc' = 0.78 Axial Bearing fc = 368 Fc* = 1495 psi fc/Fc* = 0.25 Support Bearin fcp = 368 Fcp = 405 psi fcp/Fcp = 0.91 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.315 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + L Support LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 1934 lbs, Capacity = 2126 lbs, Lb = 1.50", Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorks° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFIWAHEFOH WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:50 c112 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b88 Dead Axial (Ecc. = 0.00") 2484 lbs 2 b88 Snow Axial (Ecc. = 0.00") 4063 lbs Self -weight Dead Axial 27 lbs Reactions (lbs): 91 O a Unfactored: Lateral: Dead Snow Axial: Dead 2512 2512 Snow 4063 4063 Factored: L->R c112 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (3"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.9 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 398 Fc' = 980 psi fc/Fc' = 0.41 Axial Bearing fc = 398 Fc* = 1644 psi fc/Fc* = 0.24 Support Bearin fcp = 398 Fcp = 456 psi fcp/Fcp = 0.87 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC 42 = D + S Support LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 6575 lbs, Capacity = 7518 lbs, Lb = 3.00", Cb = 1.13 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorksSWMonroe, 28119 120th St SE 8422 238th St WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:51 c115 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [it] Start End Magnitude Start End Unit 1_hm3 Dead Axial (Ecc. = 0.00") 922 lbs 2_hm3 Snow Axial (Ecc. = 0.00") 1392 lbs 3 b89 Dead Axial (Ecc. = 0.00") 739 lbs 4 b89 Snow Axial (Ecc. = 0.00") 1205 lbs Self -weight Dead Axial 14 lbs Reactions (lbs): W v CD m M 8' -i O a Unfactored: Lateral: Dead Snow Axial: Dead 1675 1675 Snow 2597 2597 Factored: L->R c115 Lumber n-ply, Hem -Fir, No.2, 2x6, 1-ply (1-1/2"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.5 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = &0 ft; Repetitive factor: applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria upport Bearing Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 518 Fc' = 980 psi fc/Fc' = 0.53 Axial Bearing fc = 518 Fc* = 1644 psi fc/Fc* = 0.31 Sup ort Bearin fcp = 518 Fcp = 506 psi fcp/Fc = 1.02 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + S Support : LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 4273 lbs, Capacity = 4176 lbs, Lb = 1.50", Cb = 1.25 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorks� 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 IPH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 12:21 c123 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 gtl Dead Axial (Ecc. = 0.00") 4962 lbs 2 gtl Live Axial (Ecc. = 0.0011) 1171 lbs 3 gtl Snow Axial (Ecc. = 0.00") 4800 lbs -Self-weight Dead Axial 51 lbs Reactions (lbs): im N 0 0 0 Unfactored: Lateral: Dead Live Snow Axial: Dead 5013 5013 Live 1171 1171 Snow 4800 4800 Factored: L->R c123 Lumber n-ply, Hem -Fir, No.2, 2x6, 3-ply (4-112"x5-112") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 10.0'; Volume = 1.7 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 10.0 = 10.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 397 Fc' = 706 psi fc/Fc' = 0.56 Axial Bearing fc = 397 Fc* = 1644 psi fc/Fc* = 0.24 Support Bearin fcp = 397 Fcp = 439 psi fcp/Fcp = 0.90 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.429 1.100 - - 1.00 1.00 4 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 4 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Axial LC ft4 = D + S Support LC #4 = D + S D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 9814 lbs, Capacity = 10859 lbs, Lb = 4.50", Cb = 1.08 Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence Works° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOL) DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:57 c152 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 gt3 Dead Axial (Ecc. = 0.00") 2572 lbs 2 gt3 Snow Axial (Ecc. = 0.00") 4200 lbs Self -weight Dead Axial 31 lbs Reactions (lbs): m v G 01 01 M Unfactored: Lateral: Dead Snow Axial: Dead 2603 2603 Snow 4200 4200 Factored: L->R cl 52 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (T'x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 9.0'; Volume = 1.0 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 412 Fc' = 832 psi fc/Fc' = 0,50 Axial Bearing fc = 412 Fc* = 1644 psi fc/Fc* = 0.25 Support Bearin fcp = 412 Fcp = 456 psi fcp/Fc = 0.90 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP OF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.506 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + S Support LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 6803 lbs, Capacity = 7518 lbs, Lb = 3.00", Cb = 1.13 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorks° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFFNARFFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:37 c156 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1_b4la Dead Axial (Ecc. = 0.0011) 1574 lbs 2_b4la Live Axial (Ecc. = 0.0011) 950 lbs 3_b4la Snow Axial (Ecc. = 0.0011) 1737 lbs Self -weight Dead Axial 14 lbs Reactions (lbs): 8' M I 0 Unfactored: Lateral: Dead Live Snow Axial: Dead 1587 1587 Live 950 950 Snow 1737 1737 Factored: L->R . c156 Lumber n-ply, Hem -Fir, No.2, 2x6, 1-ply (1-1/2"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.5 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis ValuetFcp esign Value Unit Analysis/Design Axial fc = 437 Fc' = 980 psi fc/Fc' = 0.45 Axial Bearing fc = 437 Fc* = 1644 psi fc/Fc* = 0.27 Support Bearin fcp = 437 = 506 psi fcp/Fcp = 0.86 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 3 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC *3 = D + 0.75(L + S) Support LC *3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 3603 lbs, Capacity = 4176 lbs, Lb = 1.5011, Cb = 1.25 Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WO Woodrks 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:39 c158 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1_b4lb Dead Axial (Ecc. = 0.00") 1983 lbs 2 b4lb Live Axial (Ecc. = 0.00") 950 lbs 3 b4lb Snow Axial (Ecc. = 0.00") 2396 lbs Self -weight Dead Axial 27 lbs Reactions (lbs): N (D M s� 8' Unfactored: Lateral: Dead Live Snow Axial: Dead 2010 2010 Live 950 950 Snow 2396 2396 Factored: L->R C158 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (T'x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0% Volume = 0.9 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 274 Fc' = 980 psi fc/Fc' = 0.28 Axial Bearing fc = 274 Fc* = 1644 psi fc/Fc* = 0.17 Support Bearin fcp = 274 Fcp = 456 psi fcp/Fcp = 0.60 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 3 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC #3 = D + 0.75(L + S) Support LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 4519 lbs, Capacity = 7518 lbs, Lb = 3.00", Cb = 1.13 Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. WoodWorks COMPANY Design Build Services, Inc. 28119 120th St SE PROJECT Sharma Residence 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFEwAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:33 c160 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b40 Dead Axial (Ecc. = 0.0011) 3437 lbs 2_b40 Live Axial (Ecc. = 0.00") 1520 lbs 3 b40 Snow Axial (Ecc. = 0.0011) 4319 lbs Self -weight Dead Axial 61 lbs Reactions (lbs): 12' W � w o m 0' 12' Unfactored: Lateral: Dead Live Snow Axial: Dead 3499 3499 Live 1520 1520 Snow 4319 4319 Factored: L->R c160 Lumber n-ply, Hem -Fir, No.2, 2x6, 3-ply (4-1/2"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 12.0'; Volume = 2.1 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 12.0 = 12.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 318 Fc' = 516 psi fc/Fc' = 0.62 Axial Bearing fc = 318 Fc* = 1644 psi fc/Fc* = 0.19 Support Bearin fcp = 318 Fcp = 405 psi fcp/Fcp = 0.79 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.314 1.100 - - 1.00 1.00 3 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC #3 = D + 0.75(L + S) Support LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 7878 lbs, Capacity = 10024 lbs, Lb = 4.5011, Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Q W®Woodrks COMPANY Design Build Services, Inc. 28119 120th St SE PROJECT Sharma Residence 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFENAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar, 9, 2022 11:31 c163 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1_b39 Dead Axial (Ecc. = 0.00") 1542 lbs 2 b39 Live Axial (Ecc. = 0.00") 665 lbs 3 b39 Snow Axial (Ecc. = 0.00") 1866 lbs Self -weight Dead Axial 14 lbs Reactions (lbs): 8' v 8' Unfactored: Lateral: Dead Live Snow Axial: Dead 1556 1556 Live 665 665 Snow 1866 1866 Factored: L->R c163 Lumber n-ply, Hem -Fir, No.2, 2x6, 1-ply (1-1/2"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.5 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis value Design value Unit Analysis/Design Axial fc = 419 Fc' = 980 psi fc/Fc' = 0.43 Axial Bearing fc = 419 Fc* = 1644 psi fc/Fc* = 0.25 Support Bearin fcp = 419 Fcp = 506 psi fcp/Fcp = 0.83 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 3 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial LC #3 = D + 0.75(L + S) Support LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 3454 lbs, Capacity = 4176 lbs, Lb = 1.50", Cb = 1.25 Design Notes: 1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Works' Design Build Services, Inc. Sharma Residence SOFTWAREFOR WOOD DESIGN 28119 120th St SE 8422 238th St SW Wouw%d Monroe, WA 98272 Edmonds, WA 98026 PH:360-193-9659 Architecturral Innovations Mar. 9, 2022 11:48 c171 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b81 Dead Axial (Ecc. = 0.00") 832 lbs 2 b81 Snow Axial (Ecc. = 0.00") 1116 lbs Self -weight Dead Axial 25 lbs Reactions (lbs): 10, N O 0' 10, Unfactored: Lateral: Dead Snow Axial: Dead 858 858 Snow 1116 1116 Factored: L->R c171 Lumber Post, Hem -Fir, No.2, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 10.0', Volume = 0.9 cu.ft. Pinned base; Wet service; Incised; Ke x Lb: 1.0 x 10.0 = 10.0 ft; Ke x Ld: 1.0 x 10.0 = 10.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 161 fc = 161 Fc' = 225 Fc* = 1100 psi psi fc/Fc' = 0.72 fc/Fc* = 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 0.80 1.00 0.205 1.150 - - 1.00 0.80 2 Fc* 1300 1.15 0.80 1.00 - 1.150 - - 1.00 0.80 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. WoodWorks COMPANY Design Build Services, Inc. 28119 120th St SE PROJECT Sharma Residence 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:43 c174 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b53 Dead Axial (Ecc. = 0.00") 806 lbs 2_b53 Live Axial (Ecc. = 0.00") 1372 lbs Self -weight Dead Axial 9 lbs Reactions (lbs): 8' N In 0 CD 0' 8' Unfactored: Lateral: Dead Live Axial: Dead 815 815 Live 1372 1372 Factored: L->R c174 Lumber n-ply, Hem -Fir, No.2, 2x4, 1-ply (1-1/2"x3-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.3 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section FMLS the design check WARNING: This section violates the following design criterky. Support Bearing " Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 417 Fc' = 470 psi fc/Fc' = 0.89 Axial Bearing fc = 417 Fc* = 1495 psi fc/Fc* = 0.28 p Suort Bearin fcp = 417 Fcp = 405 psi fcp/Fcp = 1.03 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.315 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + L Support LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 2187 lbs, Capacity = 2126 lbs, Lb = 1.50", Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorks° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:55 c178 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1_b99 Dead Axial (Ecc. = 0.00") 1862 lbs 2_b99 Snow Axial (Ecc. = 0.00") 3020 lbs Self -weight Dead Axial 24 lbs Reactions (lbs): VA 7' Unfactored: Lateral: Dead Snow Axial: Dead 1886 1886 Snow 3020 3020 Factored: L->R c178 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (T'x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 7.0'; Volume = 0.8 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 7.0 = 7.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 297 Fc' = 1140 psi fc/Fc' = 0.26 Axial Bearing fc = 297 Fc* = 1644 psi fc/Fc* = 0.18 Support Bearin fcp = 297 Fcp = 405 psi fcp/Fc = 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.693 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + S Support : LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 4905 lbs, Capacity = 6682 lbs, Lb = 3.00", Cb = 1.00 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorks U28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFTWARE FOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:53 c193 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location (ft] Magnitude Unit Start End Start End 1_b92 Dead Axial (Ecc. = 0.00") 1712 lbs 2_b92 Snow Axial (Ecc. = 0.00") 2781 lbs Self -weight Dead Axial 27 lbs Reactions (lbs): 8' 8' 0 0 Unfactored: Lateral: Dead Snow Axial: Dead 1739 1739 Snow 2781 2781 Factored: L->R c193 Lumber n-ply, Hem -Fir, No.2, 2x6, 2-ply (T'x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.9 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 274 Fc' = 980 psi fc/Fc' = 0.28 Axial Bearing fc = 274 Fc* = 1644 psi fc/Fc* = 0.17 Support Bearin fcp = 274 Fop = 456 psi fcp/Fcp = 0.60 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fop sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + S Support LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 4521 lbs, Capacity = 7518 lbs, Lb = 3.00", Cb = 1.13 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. Sharma Residence WoodWorks° 28119 120th St SE 8422 238th St SW Monroe, WA 98272 Edmonds, WA 98026 SOFMAREFOR WOOD DESIGN PH: 360-193-9659 Architecturral Innovations Mar. 9, 2022 11:54 c194 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End l b92 Dead Axial (Ecc. = 0.0011) 1237 lbs 2 b92 Snow Axial (Ecc. = 0.0011) 1956 lbs Self -weight Dead Axial 14 lbs Reactions (lbs): 8' 8' D Unfactored: Lateral: Dead Snow Axial: Dead 1250 1250 Snow 1956 1956 Factored: L->R c194 Lumber n-ply, Hem -Fir, No.2, 2x6, 1-ply (1-1/2"x5-1/2") Support: Lumber -soft Sill plate, Hem -Fir No.2; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.5 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 389 Fc' = 980 psi fc/Fc' = 0.40 Axial Bearing fc = 389 Fc* = 1644 psi fc/Fc* = 0.24 Support Bearin fcp = 389 Fcp = 506 si fcp/Fc = 0.77 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fop sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D + S Support LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 Bearing: Reaction = 3206 lbs, Capacity = 4176 lbs, Lb = 1.50", Cb = 1.25 Design Notes: 1. Analysis and design are in accordance with the [CC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Design Build Services, Inc. 28119 120th St SE Sharma Residence 8422 238th St SW Works° Monroe, WA 98272 Edmonds, WA 98026 SOFTWAREFOR WOOL) DESIGN PH: 360-193-9659 Mar. 8, 2022 16:09 Architecturra) Innovations j56 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- Location [ft1 Magnitude Unit tern Start End Start End Loadl Live Full UDL 53.3 plf Load2 Dead Full UDL 13.3 plf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 12,418' 12. Unfactored: Dead 100 100 Live 331 331 Factored: Total Bearing: 432 432 Length 0.71 0.71 Min req'd 0.71 0.71 _ w j - - auNNuim is Pc Pcuuwwai-w-yiau1 ucanny un Wp pld LC. INU swu uesiyn In UlUul7U. j56 Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: 1 - Lumber Stud Wall, D.Fir-L Stud; 2 - Lumber -soft Beam, D.Fir-L No.2; Floorjoist spaced at 16.0" c/c; Total length: 12.44'; Clear span: 12.313'; Volume = 1.2 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Valuenin Analysis/Design Shear fv = 40 Fv' = 150 fv/Fv' = 0.27 Bending(+) fb = 745 Fb' = 1075 fb/Fb' = 0.69 Live Defl'n 0.22 = L/681 0.41 = L/360 0.53 Total Defl'n0.28 = L/522 0.62 = L/240 0.46 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 430, V design = 374 lbs; M(+) = 1328 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. W® ��U SOFTWARE FOR WOOD DESIGN COMPANY Design Build Services, Inc. 28119 120th St SE Monroe, WA 98272 PH: 360-193-9659 Mar. 9, 2022 09:50 PROJECT Sharma Residence 8422 238th St SW Edmonds, WA 98026 Architecturral Innovations j73 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Live Full UDL 53.3 plf Load2 Dead Full UDL 13.3 plf 3 w87 Dead Point 3.54 380 lbs 4 w87 Live Point 3.54 480 lbs Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 6.088' Unfactored: Dead 207 271 Live Factored: 362 443 Total Bearing: 569 713 Length 0.94 1.17 Min req'd 0.94 1.17 j73 Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Lumber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 6.06'; Clear span: 5.938% Volume = 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 71 Fv' = 150 psi fv/Fv' = 0.47 Bending(+) fb = 874 Fb' = 1075 psi fb/Fb' = 0.81 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.20 Total Defl'n 0.07 = < L/999 0.30 = L/240 in 0.22 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.100 Fcp' 405 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - 1.00 1.00 2 1.15 1.00 1.00 2 - 1.00 1.00 - - 1.00 1.00 2 - - 1.00 1.00 2 / IBC 2018 1605.3.1 V max = 710, V design = 653 lbs; M(+) = 1558 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes. 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Design Build Inc. PROJECT Sharma Residence 238th St WoodServices, W� ��Q Monroe, WA 98272 Monro , WASt27 98 Edmonds, WA 98026 "m PH: 360-193-9659 Architecturral Innovations SOFTWARE FOR WOOD DFSfCN Mar. 9, 2022 1201 j224 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Full UDL Yes 50.0 plf Load2 Dead Full UDL No 30.0 plf elf -weight Dead Full UDL No 1.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : rJ. 9,773, .m_ } / rvff Unfactored: y, f ${ Dead Snow 112 170 1 ' lc'� 197 Factored: -- li L f `'�-� . 287 Total Bearing: �282 )� 484 Length 0.50* 0.50* Min req'd 0.50+ 0.40 -Minimum bear n lent settin used: 1/2" for end su orts and 1/2" for interior su orts j224 Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports:All- Non -wood Roof joist spaced at 24.0" c/c; Total length: 9.94` Clear span(horz): 2.0% 6.938'; Volume = 0.6 cu.ft.; Pitch: -5/12 Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 172 psi fv/Fv' = 0.27 Bending(+) fb = 728 Fb' - 1461 psi fb/Fb' = 0.50 Bending(-) Deflection: fb = 268 Fb' = 1232 psi fb/Fb' = 0.22 Interior Live 0.11 = L/860 0.38 = L/240 in 0.28 Total 0.17 = L/533 0.51 = L/180 in 0.34 Cantil. Live -0.09 = L/302 0.22 = L/120 in 0.40 Total -0.13 = L/199 0.29 = L/90 in 0.45 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1,00 3 Fb'- 850 1.15 1.00 1.00 0.843 1.300 - 1.15 1.00 1.00 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + S Bending(+); LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC 43 = D + S (pattern: Ss) (live) LC #3 = D + S (pattern: Ss) (total) D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 295, V design = 260 lbs; M(+) = 459 lbs-ft; M(-) = 169 lbs-ft EIy = 27.04 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Lateral stability(-): Lu = 7.56' Le = 12.31' RB = 19.0; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams.