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Home My WebLink About18403 86tg Dr NE_BLD5448_2025 tecinstruct LLC 4111 164th St SW Unit 51 Lynnwood, WA 98087 Phone (206) 553 9076 rheimisch@yahoo.com Engineering 1. LATERAL DESIGN Project: Robinett Homes, Plan 3038 1.1 Seismic Design Criteria Basic Seismic-Force-Resisting System Diaphragms / Shear Walls Medium Building Height H = 25 ft Seimic Use Group II Importance Factor Ie = 1.0 Site Class D Seismic Design Category D Response Factor R = 6.5 (light frame wood building) Seismic Response Coefficient Cs = 0.15 Building Weight The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL . With the flat roof snow load 38 psf, 20% of the snow load is added to the roof DL (ASCE 12.7.2.4) 2nd level W = (15 + 5 + 0.2 x 38) x 1,900 sqft = 52,440 lbs 1st level W = (20 + 10) x 1,900 sqft = 57,000 lbs Total Building Weight W = 109,440 lbs Base Shear VBase = Cs x W = 0.15 x 109,440 = 16,420 lbs Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7 VDesign = 0.7 x 16,420 = 11,500 lbs Vertical Distribution: Fx = Cvx x V = Cvx x 11,500 Cvx = (wx x hxk) / âˆ‘ (wi x hik) with k = 1.0 for T < 0.5 sec Level wx hx wxhx wxhx/âˆ‘wihi Fx LLR vxFR LFR vxLR (lb) (ft) (lb-ft) (%) (lbs) (ft) (plf) (ft) (plf) 2nd 52,440 17 891,480 63 7,245 50 145 42 170 1st 57,000 9 513,000 37 4,255 50 85 45 95 âˆ‘ 109,440 --- 1,404,480 100 11,500 tecinstruct LLC Project: Robinett Homes, Plan 3038 1.2 Wind Design Directional Procedure, Part 2 (simplified method) per ASCE 7-10, Chapter 27.5 Design Criteria: Enclosed Simple Diaphragm Building Risk Category II Basic Wind Speed per Table 26.5-1A 110 MpH Directionality Factor Kd 0.85 Exposure Category C As this design is used as a basic plan for multiple locations, conservatively category â€žCâ€œ is used to determine wind loads Wind Speed up factor Kzt 1.0 Enclosure Classification enclosed Net pressure at top of wall ph , Table 27.6-1 26.2 psf (conservatively also used for bottom of wall) As the shear wall design is performed for ASD, the load is multiplied with 0.7 Applied wind pressure 0.7 x 26.2 18.34, say 20 psf Uniform wind loads on diaphragms Roof w/ trib h 11 ft w = 10 x 20 = 220 plf Floor w/ trib h 9 ft w = 9 x 20 = 180 plf tecinstruct LLC 3,570 lbs S 70 lbs S3,5 4,620 lbs W 4,620 lbs W C A 220 plf Wind / 170 plf Seismic A P1-6 A Shear Wall Layout 2nd Level Â° 4' 4' Â° 8' 4" 4 x 8 4 x 8 6020 2030 A P1-6 P1-6 P1-6 1,045 lbs S 2,090 lbs S 1,045 lbs S 1,980 lbs W 3,960 lbs W 0 lbs W1,98 C B A plf Wind / 95 plf Seismic180 1 P1-6 1 2 P1-6 2 I Â° Shear Wall Layout 1st Level ZONE 2 2 DROP 1-6 P I 5-1/8 x 12" GLB 60-94" S.G.D. I Â° 4' I 4' Â° 8' 4" 4x10 4x10 1 2050 2050 1 P1-3 P1-3 P1-3 @ Bolt 5/8" plf (in o.c.) 300 420 for HF) (to adjust tecinstruct LLC 2x 2x 226 316 Project: Robinett Plan 3083 T Member T Bolts Member type embmt. 12" (lbs) (in) (lbs) @ @ 6" (in o.c.) (in o.c.) MST37 2345 HDU2(2) 2xHDU4 221520-16d3285 (2) 2x(2) 2x SB5/8x24SB5/8x24 18"18" MSTC48B3 3380 (2) 2x 38-10d A B 1 2 10d Callout Strap CalloutAll HDWood AllNails/ Wood Bolt Bolt 7/16"7/16" 7/16"8d 8d 8d6" 3" 6"12"12" 12"2x 3x 225425 315590 48"36" 3/4" CDX SWtype OSBP1-6P1-3NailsRoofFloorNailsedge Nails field BoundaryMemberSeismiclist x .94 Windx 1.4Anchor Shear Wall Types Straps Holdowns MST37 HDU2 582 2236 P1-6P1-3 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW (plf) 284380 trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing Project: Robinett Plan 3083 L perforated panel 3-1 p 30.0 3-18 28.00.27 9440000.32 8705602 265509 Î£ Li 2 1745025410 1745045150 62600 based on perf design 183 P1-6 280 P1-3 183280 h/22h/322 24 30 28 73 86 0.880.86 Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel Unit1-1 2nd1-1 1sth op / Shear design Overturning storyV (lbs)acc5500V (lbs)total5500L (ft)2340uniform Type30.0v (plf)7840 28.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid 3 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ MST37 HDU2 82 700 0 10 P1-6P1-6 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW (plf) 188229 trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing Project: Robinett Plan 3083 L perforated panel Î£ Li based on perf design 121169 h/22h/322 24 30 28 73 86 0.880.86 Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel Unit1-1 2nd1-1 1sth op / Shear design Overturning storyV (lbs)acc3625V (lbs)total3625L (ft)1105uniform Type30.0v (plf)473012128.0P1-6 1693-1 p 30.0(ft)P1-6(ft)3-18k/L28.00.27(lb-ft)9 290000.32(ft) 8(f425702 265509 2 245025410 24517160 196 2 1 Grid 1 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ HDU4HDU4 26452711 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW trib.H trib.L Restr. acc T tecinstruct LLC Ratio Project: Robinett Plan 3083 2-12-2 8.06.0 9 9 1.131.5 2314317357 9 9 2 2 19801089 2116316268 2116316268 321 P1-6 Bold indicates that wind governs Shear design Overturning storyV (lbs)accNo shear walls in grid 2 at 2nd levelV (lbs)totalL (ft)4500uniform Typev (plf)4500 14.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid 2 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ HDU2HDU2 11191185 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW trib.H trib.L Restr. acc T tecinstruct LLC Ratio Project: Robinett Plan 3083 2-2 6.0 9 1.5 8196 9 2 1089 7107 7107 Bold indicates that seismic governs Shear design Overturning storyV (lbs)accNo shear walls in grid 2 at 2nd levelV (lbs)totalL (ft)2125uniform Typev (plf)2125 14.0 152(ft)P1-6(ft)2-1k/L 8.0 (lb-ft)9 1.13(ft) (f10929 9 2 1980 8949 8949 2 1 Grid 2 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ MST37 HDU2 358 800 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW trib.H trib.L Restr. acc T tecinstruct LLC Ratio Project: Robinett Plan 3083 3-1 33.0 3-18 39.00.24 9440000.23 8689402 321759 2 1182549550 1182519391 31216 167 P1-6 196 P1-6 Bold indicates that wind governs Shear design Overturning storyV (lbs)acc5500V (lbs)total5500L (ft)2160uniform Type33.0v (plf)7660 39.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid 3 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ not rqd not rqd -96 -280 75 920 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW trib.H trib.L Restr. acc T tecinstruct LLC Ratio Project: Robinett Plan 3083 Bold indicates that seismic governs Shear design Overturning storyV (lbs)acc3625V (lbs)total3625L (ft)1020uniform Type33.0v (plf)464511039.0P1-6 1193-1(ft)P1-633.0(ft)3-18k/L39.00.24(lb-ft)9 290000.23(ft) 8(f418052 321759 2 -317549550 -31-7745 -10 2 1 Grid 3 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ MST37MST37not rqd HDU2HDU4HDU2HDU2 99 289-798 1799258818191819 P1-3P1-3P1-3P1-3 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW (plf) 330330338393 SDPWS trib.H trib.L Restr. acc T i / L Î£L tecinstruct LLC Ratio L Sheathing Co q' Nailing Project: Robinett Plan 3083 Î£ Li A-1 p 10.0A-2 p 16.0 8A-18A-2 p 7.00.8A-312.00.5A-4 4.0754394.0120699 0.758 1.2988 82264002151540027822782265559 74409 85 89885 462955796519119885464629546206041348972767276215921811872767276 based on perf designP1-3P1-6P1-6 Bold indicates that wind governs94 94 945h/62445h/62h/35 h/28 1010 165 23 7 50 50 430.57710.570.640.87 Shear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p perforated panel 94 P1-3 244 P1-6 Panel UnitA-1 2ndA-2 2ndh op /A-3 2ndA-2 1st A-3 p 23.0 8 0.35 17349 8 15 35708 -18359 -18359 Shear design Overturning storyV (lbs)4620accV (lbs)total uniform Type4620L (ft)198049.0v (plf)6600 27.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid A Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ not rqdMST37not rqd HDU2HDU4HDU2HDU2 -73118-970 995153512311231 8 P1-3P1-3P1-3P1-3 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW (plf) SDPWS trib.H trib.L Restr. acc T i / L Î£L tecinstruct LLC Ratio L Sheathing Co q' Nailing Project: Robinett Plan 3083 Î£ Li A-2 p 16.0 8 A-30.5A-4 4.04.093268 8 82 2 25470547074408 8 18865 5 5461886546 49244924 49244924 based on perf designP1-3P1-6P1-6A-2 p 7.0Bold indicates that seismic governs9 1.29 1076873 739735h/61715h/62h/35 5 h/2819111010 165 2388577 501074350 430.57710.570.642560.87256262275 Shear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p perforated panel Panel UnitA-1 2ndA-2 2ndh op /A-3 2ndA-2 1st A-3 p 23.0 8 0.35 13406 8 15 35708 -22302 -22302 Shear design Overturning storyV (lbs)3570accV (lbs)total uniform Type3570L (ft)104549.0v (plf)461573 P1-327.0 A-1 p 10.0171(ft) P1-6(ft) 8A-1k/L 0.812.0(lb-ft)58299 (ft)0.758(f 1846015 65559 5 -7265796 -72612664 1193 2 1 Grid A SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ HDU2HDU2 797293 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW trib.H trib.L Restr. acc T tecinstruct LLC Ratio Project: Robinett Plan 3083 B-1B-211.023.0 9 9 0.820.39 1361328463 9 9 5 5 485121735 87626728 87626728 Bold indicates that wind governs 138 P1-6 715 from grid A above Shear design Overturning storyV (lbs)No shear walls in grid B at 2nd levelaccV (lbs)totalL (ft)3960uniform Typev (plf)4675 34.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid B Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ HDU2not rqd 302-203 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW trib.H trib.L Restr. acc T tecinstruct LLC Ratio Project: Robinett Plan 3083 B-2 23.0 9 0.39 17078 9 5 21735 -4658 -4658 Bold indicates that seismic governs 715 from grid A above Shear design Overturning storyV (lbs)No shear walls in grid B at 2nd levelaccV (lbs)totalL (ft)2090uniform Typev (plf)2805 34.0 83(ft) P1-6(ft) B-1k/L 11.0(lb-ft) 9 (ft)0.82(f 8168 9 5 4851 3317 3317 2 1 Grid B SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ MST37MST37HDU2HDU2HDU2 MSTC48B3 205271370 19618421067 P1-6P1-6P1-6P1-3P1-3 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW (plf) 192134194540418 SDPWS trib.H trib.L Restr. acc T i / L Î£L tecinstruct LLC Ratio L Sheathing Co q' Nailing Project: Robinett Plan 3083 Î£ Li C-1 p 19.0C-2 p 17.0C-19C-2 p 17.09C-3 p 14.04.50.470.53915491913860920.530.6495687921485176942 29116009 925795 53891575646041178179383891493146049704975688221430814933 P1-3P1-3 Bold indicates that wind governs91 91 91h/2140h/2140h/2112h/3132h/3819 177 147 17 14 58 76 570.82410.89500.820.630.67 Shear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p perforated panel 91 P1-6 140 P1-6 Panel UnitC-1 2ndC-2 2ndh op /C-3 2ndC-2 2ndC-3 2nd C-3 p 14.0 9 0.64 11414 9 2 6237 5177 5177 Shear design Overturning storyV (lbs)acc4620V (lbs)total uniform Type4620L (ft)198051.0v (plf)6600 47.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid C Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ MST37MST37HDU2HDU2HDU2 MSTC48B3 20 86 185 798276501 P1-6P1-6P1-6P1-3P1-3 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW (plf) SDPWS trib.H trib.L Restr. acc T i / L Î£L tecinstruct LLC Ratio L Sheathing Co q' Nailing Project: Robinett Plan 3083 Î£ Li C-2 p 17.0 9C-3 p 14.00.53 107109 0.649 123722 92579 51454793814544434 7017 70 70 70h/298h/298h/2112h/3132h/3819717714 17 14 58 76 570.82410.89500.821470.631030.67149378293 P1-3P1-3C-2 p 17.0Bold indicates that seismic governs9 0.53Shear h totalv (plf)15023 9 (ft)total5 (ft)11781 3242%from 4.3.3.54696 p perforated panel Panel UnitC-1 2ndC-2 2ndh op /C-3 2ndC-2 2ndC-3 2nd C-3 p 14.0 9 0.64 8820 9 2 6237 2583 2583 Shear design Overturning storyV (lbs)acc3570V (lbs)total uniform Type3570L (ft)104551.0v (plf)461570 47.0P1-6 98C-1 p 19.0(ft)P1-6(ft) C-19k/L 4.50.47(lb-ft)911970(ft)2 9(f3977 2 9116005 371756 3713221 3591 2 1 Grid C SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ tecinstruct LLC 4111 164th St SW Unit 51 Lynnwood, WA 98087 Phone (206) 553 9076 rheimisch@yahoo.com Engineering 2. GRAVITY DESIGN Project: Robinett Homes, Plan 3038 2.1 Design Criteria Dead Loads Roof Coating/Waterproofing 2.0 Sheathing OSB/Plywood 15/32â€œ 2.0 Trusses / Framing 3.0 Insulation R-38 1.2 Gypsum Board 5/8â€œ 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Total 12.5, say 15 psf Floors Living Finished Floor (carpet) 1.0 Sheathing OSB/Plywood 3/4â€œ 2.5 Floor Joists / TJIs 2.5 Insulation R-11 1.0 Gypsum Board 5/8â€œ 2.8 Miscellaneous (Sprinkler, HVAC etc) 1.5 Non bearing partitions 8.0 Total 19.3, say 20 psf Decks/Balconies Decking 3.0 Floor Joists / TJIs 2.5 Miscellaneous (Railing/Waterproofing) 1.5 Total 7.0 say 10 psf Ext. Walls Siding 3.0 Sheathing 15/32â€œ OSB/Plywood 2.0 2x6â€œ Studs @ 16â€œ o.c. 1.5 Insulation R-21 0.6 Gypsum Board 5/8â€œ 2.8 Total 9.9, say 10 psf Int. Walls 2x4â€œ Studs @ 16â€œ o.c. 1.5 Gypsum Board (2 sides) 5/8â€œ 5.6 Total 7.1, say 8 psf Live Loads Roof 20 psf Living areas 40 psf Decks/Balconies 60 psf Snow Load Snow Ground Load 38 psf Snow Roof Load (no reduction applied) 38 psf tecinstruct LLC Project: Robinett Homes, Plan 3038 2.2 Key List Roof Key No. 1.1 Manufactured Truss Roof Key No. 1.2 Overframing, HF No. 2, 2x6â€, @ 24â€ o.c. Key No. 1.3 Header, DF No. 2, 4x12â€ Key No. 1.4 Header, DF No. 2, 4x10â€ Key No. 1.5 Header, DF No. 2, 4x8â€ Key No. 1.6 Header, DF No. 2, 4x6â€ Floor above Main Level Key No. 2.1 Manufactured Truss Roof above Garage and Porch Key No. 2.2 TJI 230, 2-5/16x11-7/8â€, @ 16â€ o.c. (Alternative: HF No. 2, 2x12â€, @ 16â€ o.c.) Key No. 2.3 Stair Stringers, HF No. 2, 2x12â€, @ 16â€ o.c. Key No. 2.4 Landing Joists, HF No. 2, 2x6â€, @ 16â€ o.c. Key No. 2.5 Glulam WS, flush, 24F-1.8E, 5-1/8x25-/12â€ Key No. 2.6 Glulam WS, flush, 24F-1.8E, 5-1/8x12â€ Key No. 2.7 Beam, flush, 4x12â€ Key No. 2.8 Garage Header, DF No. 2, 6x12â€ Key No. 2.9 Beam, DF No. 2. 6x12â€ Key No. 2.10 Beam, DF No. 2. 6x12â€ Key No. 2.11 Header, DF No. 2, 6x12â€ Key No. 2.12 Header, DF No. 2, 4x10â€ Key No. 2.13 Header, DF No. 2, 4x6â€ Key No. 2.15 Post at Porch, HF No. 2, 6x6â€, P.T. Key No. 2.14 Post, DF No. 2, 6x6â€ Key No. 2.15 Post at Porch, HF No. 2, 6x6â€, P.T. Framing above Crawl Space Key No. 3.1 TJI 230, 2-5/16x11-7/8â€, @ 16â€ o.c. (Alternative HF No. 2, 2x12â€, @ 16â€ o.c.) Key No. 3.2 Beam, DF No. 2, 4x10â€ Foundation Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€ Key No. 4.2 Pad Footing, fc = 2,500 psi, 42x42x12â€ Key No. 4.3 Pad Footing, fc = 2,500 psi, 30x30x12â€ Key No. 4.4 Pad Footing, fc = 2,500 psi, 24x24x12â€ tecinstruct LLC Project: Robinett Homes, Plan 3038 2.3 Roof Key No. 1.1 Manufactured Truss Roof Span: L = varies Load: DL = 15 psf SL = 38 psf Layout and design per manufacturer Key No. 1.2 Overframing, HF No. 2, 2x6â€, @ 24â€ o.c. Per span tables Key No. 1.3 Header, DF No. 2, 4x12â€ Span: L = 8 ft Load: roof w/ trib 15 ft DL 15 x 15 = 225 plf SL 15 x 38 = 570 plf For calculation see design sheets. Key No. 1.4 Header, DF No. 2, 4x10â€ Span: L = 6 ft Load: roof w/ trib 17 ft DL 17 x 15 = 255 plf SL 17 x 38 = 650 plf For calculation see design sheets. Key No. 1.5 Header, DF No. 2, 4x8â€ Span: max L = 8 ft Load: roof w/ trib 3 ft DL 3 x 15 = 45 plf SL 3 x 38 = 120 plf For calculation see design sheets. Key No. 1.6 Header, DF No. 2, 4x6â€ Span: L = 2.5 ft Load: roof w/ trib 15 ft DL 15 x 15 = 225 plf SL 15 x 38 = 570 plf For calculation see design sheets. tecinstruct LLC Project: Robinett Homes, Plan 3038 2.4 Floor above Main Level Key No. 2.1 Manufactured Truss Roof above Garage and Porch Span: L = varies Load: DL = 15 psf SL = 38 psf Layout and design per manufacturer Key No. 2.2 TJI 230, 2-5/16x11-7/8â€, @ 16â€ o.c. (Alternative: HF No. 2, 2x12â€, @ 16â€ o.c.) Span: L = 18 ft Loads: DL = 20 psf LL = 40 psf Per iLevel span tables for deflection L/480 For HF, see design sheets Key No. 2.3 Stair Stringers, HF No. 2, 2x12â€, @ 16â€ o.c. Span: L = 6 ft Loads: DL = 20 psf LL = 40 psf Per span tables Key No. 2.4 Landing Joists, HF No. 2, 2x6â€, @ 16â€ o.c. Span: L = 6 ft Loads: DL = 20 psf LL = 40 psf Per span tables Key No. 2.5 Glulam WS, flush, 24F-1.8E, 5-1/8x25-/12â€ Span: L = 23 ft Loads: upper roof w/ trib 20 ft, lower roof w/ trib 3 ft, floor w/ trib 8 ft, wall w/ h 8 ft DL 23 x 15 + 8 x 20 + 8 x 10 = 585 plf LL 8 x 40 = 320 plf SL 23 x 38 = 875 plf For calculation see design sheets Key No. 2.6 Glulam WS, flush, 24F-1.8E, 5-1/8x12â€ Span: L = 16 ft Loads: floor w/ trib 12 ft DL 12 x 20 = 240 plf LL 12 x 40 = 480 plf For calculation see design sheets tecinstruct LLC Project: Robinett Homes, Plan 3038 Key No. 2.7 Beam, flush, 4x12â€ Span: L = 7 ft Loads: floor w/ trib 14 ft DL 14 x 20 = 280 plf LL 14 x 40 = 560 plf For calculation see design sheets Key No. 2.8 Garage Header, DF No. 2, 6x12â€ Span: L = 16 ft Loads: lower roof w/ trib 4 ft DL 4 x 15 = 60 plf SL 4 x 38 = 160 plf For calculation see design sheets Key No. 2.9 Beam, DF No. 2. 6x12â€ Span: L = 16 ft Loads: roof w/ trib 6 ft DL 6 x 15 = 90 plf SL 6 x 38 = 230 plf For calculation see design sheets 1% excess in stress is still within the intent of the design. Key No. 2.10 Beam, DF No. 2. 6x12â€ Span: L = 13 ft Loads: roof w/ trib 3 ft, floor w/ trib 3 ft, wall w/ h 8 ft DL 3 x 15 + 3 x 20 + 8 x 10 = 185 plf LL 3 x 40 = 120 plf SL 3 x 38 = 120 plf For calculation see design sheets 1% excess in stress is still within the intent of the design. Key No. 2.11 Header, DF No. 2, 6x12â€ Span: L = 6 ft Loads: upper roof w/ trib 15 ft, lower roof w/ trib 6 ft, floor w/ trib 10 ft, wall w/ h 8 ft DL 21 x 15 + 10 x 20 + 8 x 10 = 595 plf DL 10 x 40 = 400 plf SL 23 x 38 = 875 plf For calculation see design sheets Key No. 2.12 Header, DF No. 2, 4x10â€ Span: L = 7 ft Loads: roof w/ trib 2 ft, floor w/ trib 8 ft, wall w/ h 8 ft DL 2 x 15 + 8 x 20 + 8 x 10 = 270 plf DL 8 x 40 = 320 plf SL 2 x 38 = 80 plf For calculation see design sheets tecinstruct LLC Project: Robinett Homes, Plan 3038 Key No. 2.13 Header, DF No. 2, 4x6â€ Span: L = 5 ft Loads: roof w/ trib 2 ft, floor w/ trib 3 ft, wall w/ h 8 ft DL 2 x 15 + 3 x 20 + 8 x 10 = 170 plf DL 3 x 40 = 120 plf SL 2 x 38 = 80 plf For calculation see design sheets. Also used for shorter spans. Key No. 2.14 Post, DF No. 2, 6x6â€ Height: H = 9 ft Load: reaction from beam 2.5 PDL = 6,855 lbs PLL = 10,500 lbs For calculation see design sheets. 3% overstress is still within the intent of the design. Key No. 2.15 Post at Porch, HF No. 2, 6x6â€, P.T. Height: H = 9 ft Load: reaction from beam 2.9 PDL = 725 lbs PLL = 1,850 lbs Per inspection. Also used at front porch with less load. tecinstruct LLC Project: Robinett Homes, Plan 3038 2.5 Crawl Space Key No. 3.1 TJI 230, 2-5/16x11-7/8â€, @ 16â€ o.c. (Alternative HF No. 2, 2x12â€, @ 16â€ o.c.) Span: L = 18 ft Loads: DL = 20 psf LL = 40 psf Same as 2.2 Key No. 3.2 Beam, DF No. 2, 4x10â€ Max uniform load under load bearing wall Span: L Continuous over several posts, >> designed as 3-span beam = 4 + 4 + 4 ft Load: (2) floors w/ tot trib 30 ft, wall w/ h 16 ft DL 30 x 20 + 16 x 10 = 760 plf LL 30 x 40 = 1,200 plf For calculation see design sheets tecinstruct LLC Project: Robinett Homes, Plan 3038 2.6 Foundation Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€ Dimensions per prescriptive requirements Reinforcement: (2) rebars # 4 longitudinal hooked verticals # 3 @ 18â€ o.c., alternated Key No. 4.2 Pad Footing, fc = 2,500 psi, 42x42x12â€ Load from post 2.14 P = 17,355 lbs Soil pressure 17,355 / 12.25 = 1,417 psf < 1,500 Rebars # 4 @ 6â€ o.c. each way Key No. 4.3 Pad Footing, fc = 2,500 psi, 30x30x12â€ Load reaction from (1.5x) beam 2.10 P 1.5 x 2,385 = 3,580 lbs Soil pressure 2,575 / 4 = 530 psf < 1,500 Rebars # 4 @ 6â€ o.c. each way Key No. 4.4 Pad Footing, fc = 2,500 psi, 24x24x12â€ Load max P from post 2.15 P = 2,575 lbs Soil pressure 2,575 / 4 = 644 psf < 1,500 Rebars # 4 @ 6â€ o.c. each way tecinstruct LLC Robinett Plan 3083 1_3 Header Aug. 4, 2022 14:22 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 225.0 plf SL Snow Full UDL 570.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'-1.48" 0' 8' Unfactored: Dead 914 914 Snow 2315 2315 Factored: Total 3229 3229 Bearing: Capacity Beam 3229 3229 Support 3575 3575 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.48 1.48 Min req'd 1.48 1.48 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 8'-1.5"; Clear span: 7'-10.5"; Volume = 2.2 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 91 Fv' = 207 psi fv/Fv' = 0.44 Bending(+) fb = 1034 Fb' = 1056 psi fb/Fb' = 0.98 Dead Defl'n 0.03 = < L/999 Live Defl'n 0.08 = < L/999 0.27 = L/360 in 0.30 Total Defl'n 0.11 = L/870 0.40 = L/240 in 0.28 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 1_3 Header WoodWorksÂ® Sizer 2019 (Update 4) Page 2 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'+ 850 1.15 1.00 1.00 0.982 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) Bearing : Support 1 â€“ LC #2 = D + S Support 2 â€“ 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 CALCULATIONS: V max = 3180, V design = 2386 lbs; M(+) = 6360 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 8' Le = 15'-10.25" RB = 13.2 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. Robinett Plan 3083 1_4 Header Aug. 4, 2022 14:24 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 255.0 plf SL Snow Full UDL 650.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6'-1.26" 0' 6' Unfactored: Dead 778 778 Snow 1984 1984 Factored: Total 2763 2763 Bearing: Capacity Beam 2763 2763 Support 3059 3059 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.26 1.26 Min req'd 1.26 1.26 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 6'-1.25"; Clear span: 5'-10.75"; Volume = 1.4 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 1_4 Header WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 91 Fv' = 207 psi fv/Fv' = 0.44 Bending(+) fb = 979 Fb' = 1160 psi fb/Fb' = 0.84 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.05 = < L/999 0.20 = L/360 in 0.26 Total Defl'n 0.07 = < L/999 0.30 = L/240 in 0.24 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'+ 850 1.15 1.00 1.00 0.989 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) Bearing : Support 1 â€“ LC #2 = D + S Support 2 â€“ 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 CALCULATIONS: V max = 2715, V design = 1970 lbs; M(+) = 4073 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 6' Le = 12'-1.13" RB = 10.5 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. Robinett Plan 3083 1_6 Header Aug. 4, 2022 14:32 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 225.0 plf SL Snow Full UDL 570.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 2'-6.5" 0' 2'-6" Unfactored: Dead 286 286 Snow 724 724 Factored: Total 1010 1010 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.92 0.92 Support 0.83 0.83 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports Lumber-soft, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 2'-6.5"; Clear span: 2'-5.5"; Volume = 0.3 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 1_6 Header WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 207 psi fv/Fv' = 0.23 Bending(+) fb = 422 Fb' = 1271 psi fb/Fb' = 0.33 Dead Defl'n 0.00 = < L/999 Live Defl'n 0.01 = < L/999 0.08 = L/360 in 0.08 Total Defl'n 0.01 = < L/999 0.13 = L/240 in 0.07 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'+ 850 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) Bearing : Support 1 â€“ LC #2 = D + S Support 2 â€“ 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 CALCULATIONS: V max = 994, V design = 613 lbs; M(+) = 621 lbs-ft EIy = 77.64 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) 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. Robinett Plan 3083 2_2 Floor Joist Aug. 4, 2022 14:54 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00(16.0") psf LL Live Full UDL 40.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 18'-0.99" 0' 18' Unfactored: Dead 241 241 Live 362 362 Factored: Total 603 603 Bearing: Capacity Joist 603 603 Support 1163 1163 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.99 0.99 Min req'd 0.99 0.99 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber-soft, Hem-Fir (N), No.1/No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Floor joist spaced at 16.0" c/c; Total length: 18'-1.0"; Clear span: 17'-11.0"; Volume = 2.1 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 = 48 Fv' = 145 psi fv/Fv' = 0.33 Bending(+) fb = 1024 Fb' = 1150 psi fb/Fb' = 0.89 Dead Defl'n 0.11 = < L/999 Live Defl'n 0.33 = L/651 0.60 = L/360 in 0.55 Total Defl'n 0.44 = L/488 0.90 = L/240 in 0.49 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_2 Floor Joist WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 145 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 1000 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 2 Fcp' 405 - 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) Bearing : Support 1 â€“ LC #2 = D + L Support 2 â€“ 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 CALCULATIONS: V max = 600, V design = 535 lbs; M(+) = 2700 lbs-ft EIy = 284.76 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 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. Robinett Plan 3083 2_5 GLB Aug. 4, 2022 15:07 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 585.0 plf LL Live Full UDL 320.0 plf SL Snow Full UDL 875.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 23'-5.21" 0' 23' Unfactored: Dead 6854 6854 Live 3749 3749 Snow 10252 10252 Factored: Total 17356 17356 Bearing: Capacity Beam 17356 17356 Support 17910 17910 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 5.21 5.21 Min req'd 5.21 5.21 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x25-1/2" Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 23'-5.19"; Clear span: 22'-6.81"; Volume = 21.3 cu.ft.; 17 laminations, 5-1/8" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_5 GLB WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 156 Fv' = 305 psi fv/Fv' = 0.51 Bending(+) fb = 2116 Fb' = 2536 psi fb/Fb' = 0.83 Dead Defl'n 0.29 = L/955 Live Defl'n 0.44 = L/623 0.77 = L/360 in 0.58 Total Defl'n 0.73 = L/377 1.15 = L/240 in 0.64 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 0.919 - - 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) Bearing : Support 1 â€“ LC #3 = D + 0.75(L + S) Support 2 â€“ 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 CALCULATIONS: V max = 17034, V design = 13565 lbs; M(+) = 97948 lbs-ft EIy = 12746 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 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). Robinett Plan 3083 2_6 GLB Aug. 4, 2022 15:16 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 240.0 plf LL Live Full UDL 480.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16'-1.74" 0' 16' Unfactored: Dead 1937 1937 Live 3875 3875 Factored: Total 5812 5812 Bearing: Capacity Beam 5812 5812 Support 5998 5998 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.74 1.74 Min req'd 1.74 1.74 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x12" Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 16'-1.75"; Clear span: 15'-10.25"; Volume = 6.9 cu.ft.; 8 laminations, 5-1/8" 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 = 122 Fv' = 265 psi fv/Fv' = 0.46 Bending(+) fb = 2248 Fb' = 2400 psi fb/Fb' = 0.94 Dead Defl'n 0.13 = < L/999 Live Defl'n 0.53 = L/360 0.53 = L/360 in 1.00 Total Defl'n 0.67 = L/288 0.80 = L/240 in 0.83 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_6 GLB WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 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 + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 â€“ LC #2 = D + L Support 2 â€“ 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 CALCULATIONS: V max = 5760, V design = 4988 lbs; M(+) = 23040 lbs-ft EIy = 1328.38 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 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). Robinett Plan 3083 2_7 Beam Aug. 4, 2022 15:42 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 280.0 plf LL Live Full UDL 560.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7'-1.37" 0' 7' Unfactored: Dead 996 996 Live 1992 1992 Factored: Total 2988 2988 Bearing: Capacity Beam 2988 2988 Support 3308 3308 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.37 1.37 Min req'd 1.37 1.37 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 7'-1.38"; Clear span: 6'-10.63"; Volume = 1.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_7 Beam WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 80 Fv' = 180 psi fv/Fv' = 0.45 Bending(+) fb = 836 Fb' = 935 psi fb/Fb' = 0.89 Dead Defl'n 0.01 = < L/999 Live Defl'n 0.05 = < L/999 0.23 = L/360 in 0.20 Total Defl'n 0.06 = < L/999 0.35 = L/240 in 0.16 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'+ 850 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) Bearing : Support 1 â€“ LC #2 = D + L Support 2 â€“ 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 CALCULATIONS: V max = 2940, V design = 2105 lbs; M(+) = 5145 lbs-ft EIy = 664.44 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 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. Robinett Plan 3083 2_8 Garage Header Aug. 4, 2022 15:41 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 60.0 plf SL Snow Full UDL 160.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16'-0.51" 0' 16' Unfactored: Dead 481 481 Snow 1283 1283 Factored: Total 1765 1765 Bearing: Capacity Beam 1765 1765 Support 1885 1885 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.51 0.51 Min req'd 0.51 0.51 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 16'-0.5"; Clear span: 15'-11.5"; Volume = 7.0 cu.ft.; Beam or stringer Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 37 Fv' = 195 psi fv/Fv' = 0.19 Bending(+) fb = 697 Fb' = 991 psi fb/Fb' = 0.70 Dead Defl'n 0.10 = < L/999 Live Defl'n 0.26 = L/737 0.53 = L/360 in 0.49 Total Defl'n 0.36 = L/536 0.80 = L/240 in 0.45 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_8 Garage Header WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.985 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 â€“ LC #2 = D + S Support 2 â€“ 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 CALCULATIONS: V max = 1760, V design = 1544 lbs; M(+) = 7040 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 16' Le = 29'-5.25" RB = 11.6 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. Robinett Plan 3083 2_9 Beam Aug. 4, 2022 17:08 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 90.0 plf SL Snow Full UDL 230.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16'-0.75" 0' 16' Unfactored: Dead 723 723 Snow 1847 1847 Factored: Total 2570 2570 Bearing: Capacity Beam 2570 2570 Support 2745 2745 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.75 0.75 Min req'd 0.75 0.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 16'-0.75"; Clear span: 15'-11.25"; Volume = 7.1 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section FAILS 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 = 53 Fv' = 195 psi fv/Fv' = 0.27 Bending(+) fb = 1014 Fb' = 1006 psi fb/Fb' = 1.01 Dead Defl'n 0.15 = < L/999 Live Defl'n 0.37 = L/513 0.53 = L/360 in 0.70 Total Defl'n 0.52 = L/368 0.80 = L/240 in 0.65 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_9 Beam WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 â€“ LC #2 = D + S Support 2 â€“ 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 CALCULATIONS: V max = 2560, V design = 2243 lbs; M(+) = 10240 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) 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. Robinett Plan 3083 2_10 Beam Aug. 4, 2022 17:15 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 185.0 plf LL Live Full UDL 120.0 plf SL Snow Full UDL 120.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13'-0.69" 0' 13' Unfactored: Dead 1208 1208 Live 783 783 Snow 783 783 Factored: Total 2383 2383 Bearing: Capacity Beam 2383 2383 Support 2546 2546 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 0.69 0.69 Min req'd 0.69 0.69 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 13'-0.69"; Clear span: 12'-11.31"; Volume = 5.7 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_10 Beam WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 763 Fb' = 1006 psi fb/Fb' = 0.76 Dead Defl'n 0.13 = < L/999 Live Defl'n 0.13 = < L/999 0.43 = L/360 in 0.29 Total Defl'n 0.26 = L/602 0.65 = L/240 in 0.40 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 3 Fcp' 625 - 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 #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) Bearing : Support 1 â€“ LC #3 = D + 0.75(L + S) Support 2 â€“ 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 CALCULATIONS: V max = 2373, V design = 2012 lbs; M(+) = 7711 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 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. Robinett Plan 3083 2_11 Header Aug. 4, 2022 19:47 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 595.0 plf LL Live Full UDL 400.0 plf SL Snow Full UDL 895.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6'-1.39" 0' 6' Unfactored: Dead 1820 1820 Live 1223 1223 Snow 2737 2737 Factored: Total 4790 4790 Bearing: Capacity Beam 4790 4790 Support 5116 5116 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 1.39 1.39 Min req'd 1.39 1.39 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 6'-1.38"; Clear span: 5'-10.63"; Volume = 2.7 cu.ft.; Beam or stringer Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_11 Header WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 195 psi fv/Fv' = 0.38 Bending(+) fb = 698 Fb' = 1001 psi fb/Fb' = 0.70 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.16 Total Defl'n 0.05 = < L/999 0.30 = L/240 in 0.17 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 875 1.15 1.00 1.00 0.994 1.000 - 1.00 1.00 1.00 3 Fcp' 625 - 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 #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) Bearing : Support 1 â€“ LC #3 = D + 0.75(L + S) Support 2 â€“ 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 CALCULATIONS: V max = 4699, V design = 3107 lbs; M(+) = 7048 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 dead + "live" Lateral stability(+): Lu = 6' Le = 12'-4.31" RB = 7.5 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. Robinett Plan 3083 2_12 Header Aug. 4, 2022 20:07 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 270.0 plf LL Live Full UDL 320.0 plf SL Snow Full UDL 80.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7'-0.95" 0' 7' Unfactored: Dead 956 956 Live 1133 1133 Snow 283 283 Factored: Total 2088 2088 Bearing: Capacity Beam 2088 2088 Support 2312 2312 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.95 0.95 Min req'd 0.95 0.95 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 7'-0.94"; Clear span: 6'-11.06"; Volume = 1.6 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_12 Header WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 180 psi fv/Fv' = 0.41 Bending(+) fb = 869 Fb' = 1009 psi fb/Fb' = 0.86 Dead Defl'n 0.04 = < L/999 Live Defl'n 0.04 = < L/999 0.23 = L/360 in 0.19 Total Defl'n 0.08 = < L/999 0.35 = L/240 in 0.24 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'+ 850 1.00 1.00 1.00 0.989 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 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 â€“ LC #2 = D + L Support 2 â€“ LC #2 = D + L 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 = 2065, V design = 1587 lbs; M(+) = 3614 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 dead + "live" Lateral stability(+): Lu = 7' Le = 13'-8.69" RB = 11.2 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. Robinett Plan 3083 2_13 Header Aug. 4, 2022 20:18 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 170.0 plf LL Live Full UDL 120.0 plf SL Snow Full UDL 80.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5'-0.5" 0' 5' Unfactored: Dead 429 429 Live 303 303 Snow 202 202 Factored: Total 807 807 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.74 0.74 Support 0.67 0.67 Load comb #3 #3 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports Lumber-soft, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 5'-0.5"; Clear span: 4'-11.5"; Volume = 0.7 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_13 Header WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 46 Fv' = 180 psi fv/Fv' = 0.25 Bending(+) fb = 616 Fb' = 1105 psi fb/Fb' = 0.56 Dead Defl'n 0.03 = < L/999 Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.16 Total Defl'n 0.06 = < L/999 0.25 = L/240 in 0.23 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'+ 850 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 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 â€“ LC #3 = D + 0.75(L + S) Support 2 â€“ 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 CALCULATIONS: V max = 725, V design = 586 lbs; M(+) = 906 lbs-ft EIy = 77.64 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 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. 2_14 Post Aug. 4, 2022 20:31 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End PDL Dead Axial (Ecc. = 0.00") 6855 lbs PLL Live Axial (Ecc. = 0.00") 10500 lbs Reactions (lbs): 9' Base Top 0' 9' Unfactored: Lateral: Dead Live Axial: Dead 6855 6855 Live 10500 10500 Factored: L->R Load comb #1 #1 Timber-soft, D.Fir-L (N), No.2, 6x6 (5-1/2"x5-1/2") Support: Non-wood Total length: 9'; Volume = 1.9 cu.ft.; Post or timber Pinned base; Ke x Lb: 1.0 x 9.0 = 9.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft; This section FAILS the design check WARNING: This section violates the following design criteria: Axial Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 574 Fc' = 559 psi fc/Fc' = 1.03 Axial Bearing fc = 574 Fc* = 700 psi fc/Fc* = 0.82* *Column requires a bearing plate at top as per NDS 3.10.1.3 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_14 Post WoodWorksÂ® Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.00 1.00 1.00 0.799 1.000 - - 1.00 1.00 2 Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : 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 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. Robinett Plan 3083 3_2 Beam Aug. 4, 2022 20:48 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL No 760.0 plf LL Live Full UDL Yes 1200.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12'-1.6" 0' 4' 8' 12' Unfactored: Dead 1267 3344 3344 1267 Live 2240 5760 5760 2240 Factored: Total 3507 9104 9104 3507 Bearing: Capacity Beam 3507 9104 9104 3507 Support 3883 9171 9171 3883 Des ratio Beam 1.00 1.00 1.00 1.00 Support 0.90 0.99 0.99 0.90 Load comb #7 #5 #8 #7 Length 1.60 3.79 3.79 1.60 Min req'd 1.60 3.79 3.79 1.60 Cb 1.00 1.10 1.10 1.00 Cb min 1.00 1.10 1.10 1.00 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 12'-1.63"; Clear span: 3'-9.31", 3'-8.19", 3'-9.31"; Volume = 2.7 cu.ft. Lateral support: top = continuous, bottom = at end 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 = 139 Fv' = 180 psi fv/Fv' = 0.77 Bending(+) fb = 699 Fb' = 1020 psi fb/Fb' = 0.69 Bending(-) fb = 831 Fb' = 1000 psi fb/Fb' = 0.83 Dead Defl'n 0.01 = < L/999 Live Defl'n 0.01 = < L/999 0.13 = L/360 in 0.11 Total Defl'n 0.02 = < L/999 0.20 = L/240 in 0.10 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 3_2 Beam WoodWorksÂ® Sizer 2019 (Update 4) Page 2 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 5 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 7 Fb'- 850 1.00 1.00 1.00 0.980 1.200 - 1.00 1.00 1.00 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7 CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D + L (pattern: LL_) Bending(+): LC #7 = D + L (pattern: L_L) Bending(-): LC #5 = D + L (pattern: LL_) Deflection: LC #7 = D + L (pattern: L_L) (live) LC #7 = D + L (pattern: L_L) (total) Bearing : Support 1 â€“ LC #7 = D + L (pattern: L_L) Support 2 â€“ LC #5 = D + L (pattern: LL_) Support 3 â€“ LC #8 = D + L (pattern: _LL) Support 4 â€“ LC #7 = D + L (pattern: L_L) 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 = 4784, V design = 3003 lbs; M(+) = 2907 lbs-ft; M(-) = 3456 lbs-ft EIy = 369.34 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snowâ€¦) Total deflection = 0.5 dead + "live" Lateral stability(-): Lu = 12' Le = 22'-0.94" RB = 14.1; 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. SITE PLAN FOR LOT 1, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 2, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 3, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 4, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 5, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 6, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 7, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 8, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA LEGEND: TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 9, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. NOTES: LEGEND: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 10, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: NOTES: LEGEND: SITE PLAN FOR LOT 11, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: LEGEND: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 12, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 13, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 14, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 15, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 16, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 17, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: SITE PLAN FOR LOT 18, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. LEGEND: NOTES: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 18403 86TH DR NE Permit #: 5448 PERMIT EXPIRES 180 DAYS AFTER Parcel #: DATE OF ISSUANCE. Scope of Work: Construct SFR Valuation: 543571.50 OWNER APPLICANT CONTRACTOR BRIDGEMONT LLC Bridgemont LLC Robinett Homes, LLC 116 AVE C 116 Avenue C 116 Avenue C SNOHOMISH, WA 98290 Snohomish, WA, 98290 Snohomish, WA 98290 4254902205 425-490-2205 LIC: 602167298 EXP: 01/31/2025 LIC: ROBINHL943LZ EXP: 10/19/2024 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: RESIDENTIAL SINGLE FAMILY CODE YEAR: 2018 STORIES: 2 CONST. TYPE: VA DWELLING UNITS: OCC GROUP: R-3; Residential BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. Sarah Uplinger 07/11/2024 Applicant Signature Date Building Official Date CONDITIONS See redlined drawings for additional requirements. Adhere to approved plans. Service elements are not allowed on the facade of the structure. All electrical (PUD), heating units, AC units, etc. are to be placed on the side or rear of the structure. Approved job copy shall be onsite for inspections. Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction. The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 07/11/2024 Building Plan Review $3,365.77 07/11/2024 Processing/Technology $25.00 07/11/2024 Building Permit $5,175.02 07/11/2024 Park - Community MF $1,662.00 07/11/2024 State Surcharge - 1st DU $6.50 Total Due: $10,234.29 Total Payment: $10,234.29 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail SITE PLAN FOR LOT 9, BRIDGEMONT RB - AFN #202212215003 IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M. NOTES: LEGEND: OWNER: APPLICANT & CONTACT: PARCEL DATA TAX ACCOUNT NUMBER: HOUSE ELEVATIONS: !"# $%&' ()*+,-./01/12 34&5' ()*+,-./016 34&537788 99:-0;-6 34&5<=<><? 0/@/.*A@BCB2 2 =$5& D)D@EFG*0,-) H$5 2 I4 AD)D@J)/K*0-11@/.-ALM/. >&$$NO$P 6/0A1);M1! 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