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Home My WebLink About18409 86th Dr Ne_BLD5477_2025 tecinstruct LLC 4111 164th St SW Unit 51 Lynnwood, WA 98087 Phone (206) 553 9076 rheimisch@yahoo.com www.tecinstruct.com Engineering STRUCTURAL DESIGN Owner: Robinett Homes Project: Plan 2808 Bridgemont 86th Dr NE Arlington, WA Description: New Single Family Residence Building Codes: IBC/IRC 2018 ASCE 7-16 Structural Design/ Roland Heimisch, P. E. EOR: Lic # 42479 Date 06/20/2023 tecinstruct LLC 4111 164th St SW Unit 51 Lynnwood, WA 98087 Phone (206) 553 9076 rheimisch@yahoo.com Engineering Table of Contents Chapter page Lateral Analysis 01 Seismic Analysis 02 Wind Analysis 04 Shear Wall Layout 05 Shear Wall Properties 07 Shear Wall Design 08 Gravity Design 20 Design Criteria 21 Key List 22 Roof 23 Framing above Main Level 24 Framing above Crawl Space 27 Foundation 28 Design Sheets 29 1 tecinstruct LLC 4111 164th St SW Unit 51 Lynnwood, WA 98087 Phone (206) 553 9076 rheimisch@yahoo.com Engineering 1. LATERAL DESIGN 2 Project: Robinett Plan 2808 Bridgemont 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) Mapped Acceleration Ss = 1.15 S1 = 0.34 Design Acceleration SDs = 0.91 SD1 = NA Seismic Response Coefficient Cs = SDs / (R/I) = 0.91 / (6.5/1.0) = 0.14 Building Weight The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL . 2nd level W = (15 + 5) x 1,600 sqft = 32,000 lbs 1st level W = (20 + 10) x 2,100 sqft = 63,000 lbs Total Building Weight W = 95,000 lbs Base Shear VBase = Cs x W = 0.14 x 95,000 = 13,300 lbs Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7 VDesign = 0.7 x 13,300 = 9,300 lbs Vertical Distribution: Fx = Cvx x V = Cvx x 9,300 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 Grids 1,2,B Grids B,D,C Grids A,D (50% each) (50% each) (25% each) (lb) (ft) (lb-ft) (%) (lbs) (lbs) (lbs) (lbs) 2nd 32,000 17 544,000 50 4,650 2,325 2,325 ------ 1st 63,000 9 567,000 50 4,650 2,325 2,325 (C) only 1,165 âˆ‘ 95,000 --- 1,111,000 100 9,300 tecinstruct LLC ASCE 7 Hazard Tool https://asce7hazardtool.online/ 3 1 of 2 6/17/2023, 7:37 PM 4 Project: Robinett Plan 2808 Bridgemont 1.2 Wind Design Directional Procedure, Part 2 (simplified method) per ASCE 7-16, 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 B Wind Speed up factor Kzt 1.0 Enclosure Classification enclosed Net pressure at top of wall ph , Table 27.6-1 18.5 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 18.5 13 psf Uniform wind loads on diaphragms w/ trib h 10 ft w 10 x 13 = 130 plf Wind loads per grid Upper Grids 1,2 w 0.5 x 50 x 130 = 3,250 lbs Grids B,D w 0.5 x 32 x 130 = 2,080 lbs Lower Grids 1,2 w 0.5 x 50 x 130 = 3,250 lbs Grid C w 0.5 x 38 x 130 = 2,470 lbs Grids A,D w 0.25 x 38 x 130 = 1,235 lbs tecinstruct LLC 5 2,325 lbs S 2,325 lbs S 2,080 lbs W 2,080 lbs W SECOND FLOOR PLAN1/4" = 1'-0"LIV. AREA = 1,548 ftÂ²GLAZING = 188ftÂ² (13%) D B P1-6 2040 P1-6 2 1.4 3,250 lbs W2,325 lbs S P1-6 P1-6 05 7' x 2' 5'-6" x 8' BDRM. #411'-4" x 11'-4"8' CLG. 6040 1.3 82 12" 12" 6040 4 6 6 2 2 BDRM. #311'-2" x 11'-4" 0 1.1 12" 12" 42 62 8' CLG. 6040 12" 1.3 1.3 BDRM #211'-2" X 11'-4" 42 W.I.C.8' x 8'-6" F 05 P1-6 7' x 2' 82 P1-6 1'-8" 12" 42 3' x 5' F 0 0 P1-3 2 5 Â° 6' 2" LINEN F 1.4 4040 1.4 s.c.s.c. 4' -8" 03 Â° PRIMARY BATH11'-6" x 11' 8040 3' 03 1.2 1.4 P1-6 03 3040 3040 3040 1.4 SECOND FLOOR BONUS RM.12'-8" x 17'-10"8' CLG. 8040 FIRST FLOOR 1.2 PRIMARY BDRM.14'-8" x 16'8' CLG. 3040 1.4 1.1 P1-6 1.3 P1-3 1 P1-6 P1-6 Shear Wall Layout2nd Level 6020 3,250 lbs W2,325 lbs S 6 1,165 lbs S 3,490 lbs S 1,165 lbs S 1,235 lbs W 3,510 lbs W 1,235 lbs W FIRST FLOOR PLAN1/4" = 1'-0"LIV. AREA = 1,260 ftÂ²GAR = 528 ftÂ² D C A P1-6 1 1 2 2.13 P1-6 P1-6 2.13 1 3,250 lbs W2,325 lbs S 42 1 2.1 7050 F 2.10 9' CLG. 1 GARAGE22' x 24'10' CLG.CONC. 6x10 2.6 P1-6 6x102.9 1 2.5 1-6 P 2.14 OVRHD. 08 0 2.2b 16GARAGE DR. 6060 1 2.11 P1-6 2.13 2.13 2.13 1 2.12 COVEREDPATIO10' x 12' GREAT RM.14'-6" x 15'9' CLG. 8 2s.c.s.c. 2.1 2.12 2.4 Â° 6080 S.G.D. 2.11 2.12 PORCH6' x 14'9' CLG.CONC. 2.14 6x102.9 1 2.3 2.12 1-6 2.3 P 1 Â° 2.1 62 2.12 Â° 03s.c. 2.9 6060 0 9 2.12 08 2.11 2.8 ENTRY9' CLG. 1 GREAT RM.19' x 19'-6"9' CLG. 2.2b 2.13 1-3 2.13 P 1 62 6060 2.2a 42 FLEX12'-4" x 11'9' CLG. 6056 2.11 FIRST FLOOR 2.11 1 P1-6 2.7 F 5' x 6' P1-6 2.12 2.12 2.12 2.1 P1-3 1 2.13 1 P1-3 P1-3 P1-3 1 2050 2050 2040 1 Shear Wall Layout1st Level 3,250 lbs W2,325 lbs S 7 Clip type Spacing @ @ Bolt 5/8" , Arlington, WA plf (in o.c.) (in o.c.) 300 420 for HF) (to adjust tecinstruct LLC 2x 2x 226 316 T Member type embmt. 12" (lbs) Project: Robinett Plan 2808, Bridgemont, 86th Pl NE @ @ 6" (in o.c.) (in o.c.) HDU2 2215 (2) 2x SB5/8x24" 18" 1 10d Callout HD All Wood Bolt Bolt 7/16"7/16" 7/16"8d 8d 8d6" 3" 6"12"12" 12"2x 3x 225425 315590 48"36" LTP5LTP5 24"12" 3/4" CDX SWtype OSBP1-6P1-3NailsRoofFloorNailsedge Nails field BoundaryMemberSeismiclist x .94 Windx 1.4Anchor Clips Shear Wall Types Holdowns 8 HDU2 not rqd -18 302 P1-6P1-3 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) 135371 trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel 1-1 p 30.0 1-1 p 38.08 0.27 9 260000.24 8585002Î£ Li 9265502 -55047025 -55011475 11475 Project: Robinett Homes Plan 2808, Bridgemont, 86th based on perf design 108 P1-6 171 P1-3 108171 h/32h/324 24 30 38 80 63 10.73 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)acc3250V (lbs)total3250L (ft)3250uniform Type30.0v (plf)6500 38.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid 1 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 9 not rqd not rqd -265 -136 50 175 P1-6P1-3 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel Î£ Li Project: Robinett Homes Plan 2808, Bridgemont, 86th based on perf design 78 122h/32h/324 24 30 38 80 63 1 0.73 98 265 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)acc2325V (lbs)total2325L (ft)2325uniform Type30.0v (plf)4650 7838.0P1-6 1221-1 p 30.0(ft)P1-3(ft)1-1 p 38.08k/L 0.27(lb-ft)9 186000.24(ft) 841850(f 2 9265502 -795047025 -79-5175 -5 2 1 Grid 1 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 10 HDU2 not rqd -133 302 P1-6 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) 112 trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel 2-1 p 32.0 2-18 38.00.25 9 260000.24 8585002Î£ Li 9302402 -424047025 -424011475 11475 Project: Robinett Homes Plan 2808, Bridgemont, 86th 102 P1-6 171 P1-6 102 h/2 30 32 94 0.97 Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel Unit2-1 2ndh op / Shear design Overturning storyV (lbs)acc3250V (lbs)total3250L (ft)3250uniform Type32.0v (plf)6500 38.0 (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/ 11 not rqd not rqd -364 -136 75 1640 P1-6 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel Î£ Li Project: Robinett Homes Plan 2808, Bridgemont, 86th 73 h/2 30 32 94 0.97 80 Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel Unit2-1 2ndh op / Shear design Overturning storyV (lbs)acc2325V (lbs)total2325L (ft)2325uniform Type32.0v (plf)4650 7338.0P1-6 1222-1 p 32.0(ft)P1-6(ft)2-18k/L38.00.25(lb-ft)9 186000.24(ft) 841850(f 2 9302402 -1164047025 -1-5175 -51 2 1 Grid 2 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 12 HDU2HDU2HDU2 575887887 es M tot M tot Uplift HW P1-3 t) (lb-ft) (lb-ft) (lb-ft) (lbs Pl NE, Arlington, WA (plf) 340 trib.H trib.L Restr. acc T Co q' Nailing SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel p A-3 4.0 9 2.25 4095 Î£ Li 9 4 546 3549 3549 Project: Robinett Homes Plan 2808, Bridgemont, 86th P1-6P1-6A-2 4.0 9 2.25 4095 9 4 546 3549 3549 114 2h/3 6 12 50 0.67 Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 Panel UnitA-1 1sth op / 1040 distributed from grid B Shear design Overturning ShearstoryV (lbs)Shear Length ShearaccNo shear panels in grid A at 2nd levelV (lbs)totalL (ft)1235uniform Typev (plf)2275SW Panel20.0 L114 (ft)P1-3h Aspect(ft)A-1 p 12.0k/LM ot (lb-ft)Wall9 0.75R/Fl(ft) (f12285M r 9 4 5382 6903 6903 2 1 Grid A WindLevel 13 HDU2HDU2HDU2 600912912 es M tot M tot Uplift HW P1-3 t) (lb-ft) (lb-ft) (lb-ft) (lbs Pl NE, Arlington, WA (plf) 349 trib.H trib.L Restr. acc T Co q' Nailing SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel p A-1 p 12.0A-2A-3 4.04.09 9 0.759 2.252.2512582419441949Î£ Li9 94 4 53824 546546720036483648720036483648 Project: Robinett Homes Plan 2808, Bridgemont, 86th P1-6P1-6 117 P1-3 117 2h/3 6 12 50 0.67 Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 Panel UnitA-1 1sth op / 1165 distributed from grid B 2nd level Shear design Overturning ShearstoryV (lbs)Shear Length ShearaccNo shear panels in grid A at 2nd levelV (lbs)totalL (ft)1165uniform Typev (plf)2330SW Panel20.0 L (ft)h Aspect(ft) k/LM ot (lb-ft)Wall R/Fl(ft) (fM r 2 1 Grid A SeismicLevel 14 not rqdnot rqd -1427-1289 7094 P1-6P1-6 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel B-2 p 24.0 8 0.33 7987 8 Î£ Li15 38916 -30929 -30929 Project: Robinett Homes Plan 2808, Bridgemont, 86th 42 42 2h/32h/3 8 10 26 24 31 42 0.590.64 231158 Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel UnitB-1 2ndB-2 2ndh op / Shear design Overturning storyV (lbs)acc2080V (lbs)total2080L (ft)No shear panels in grid B at lower leveluniform TypeLoad distributed to grids A and C, 50% each50.00.5 x 2,080 = 1,040 lbsv (plf) 42 P1-6 B-1 p 26.0(ft) (ft) 8k/L 0.31(lb-ft)8653(ft) 8(f 15 45747 -37094 -3 2 1 Grid B WindLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 15 not rqdnot rqd -1388-1250 P1-3P1-6 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) 259176 trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel B-1 p 26.0B-2 p 24.0 8 8 0.310.33 96728928 8 8 15Î£ Li15 4574738916 -36075-29988 -36075-29988 Project: Robinett Homes Plan 2808, Bridgemont, 86th P1-6based on perf design 47 P1-3 47 47 2h/32h/3 8 10 26 24 31 42 0.590.64 Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel UnitB-1 2ndB-2 2ndh op / Shear design Overturning storyV (lbs)acc2325V (lbs)total2325L (ft)No shear panels in grid B at lower leveluniform TypeLoad distributed to grids A and C, 50% each50.00.5 x 2,325 = 1,165 lbsv (plf) (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid B SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 16 HDU2not rqd 443-565 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA trib.H trib.L Restr. acc T tecinstruct LLC Ratio C-2 22.5 9 0.4 22928 9 15 35640 -12712 -12712 Project: Robinett Homes Plan 2808, Bridgemont, 86th Bold indicates that wind governs 1040 Distributed from grid B 2nd level Shear design Overturning storyV (lbs)accNo shear panels in grid C at 2nd levelV (lbs)totalL (ft)2470uniform Typev (plf)3510 31.0 113(ft)P1-6(ft)C-1k/L 8.5 (lb-ft)9 1.06(ft) (f8662 9 15 4896 3766 3766 2 1 Grid C WindLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 17 HDU2 not rqd 437-571 Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA trib.H trib.L Restr. acc T tecinstruct LLC Ratio C-1C-2 8.522.5 9 9 1.060.4 861222798 9 9 15 15 489635640 3716-12842 3716-12842 Project: Robinett Homes Plan 2808, Bridgemont, 86th 113 P1-6 Bold indicates that seismic governs 1165 Distributed from grid B 2nd level Shear design Overturning storyV (lbs)accNo shear panels in grid C at 2nd levelV (lbs)totalL (ft)2325uniform Typev (plf)3490 31.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid C SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 18 not rqd HDU2HDU2HDU2HDU2 -1598 1044104410441044 9885 P1-6 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel D-2D-3D-24.04.04.09 9 2.259 2.252.25Î£ Li4973497349739 9 910 10 10798798798417541754175417541754175 Project: Robinett Homes Plan 2808, Bridgemont, 86th 42 2h/3 32 50 64 0.73 90 Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel UnitD-1 2ndh op / Shear design Overturning storyV (lbs)acc2080V (lbs)total2080L (ft)1235uniform Type50.0v (plf)3315 42 24.0P1-6 138D-1 p 50.0(ft)P1-6 (ft)D-18k/L 4.00.16(lb-ft)9166402.25(ft) 8(f4973 5 99652510 -79885798 -74175 4175 2 1 Grid D WindLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 19 HDU2HDU2HDU2HDU2 not rqd -1559 1764176417641764 P1-6 Nailing Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW Pl NE, Arlington, WA (plf) 101 trib.H trib.L Restr. acc T Co q' SDPWS tecinstruct LLC i / L Ratio Î£L Sheathing L perforated panel D-1 p 50.0 D-1D-28 D-34.0D-40.164.04.094.0186009 2.259 2.259 2.2582.25785378535Î£ Li785378539965259 910910-779251079810798798-7792579870557055705570557055705570557055 Project: Robinett Homes Plan 2808, Bridgemont, 86th 47 P1-6 218 P1-6 47 2h/3 32 50 64 0.73 Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5 p Panel UnitD-1 2ndh op / Shear design Overturning storyV (lbs)acc2325V (lbs)total2325L (ft)1165uniform Type50.0v (plf)3490 16.0 (ft) (ft) k/L (lb-ft) (ft) (f 2 1 Grid D SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/ 20 tecinstruct LLC 4111 164th St SW Unit 51 Lynnwood, WA 98087 Phone (206) 553 9076 rheimisch@yahoo.com Engineering 2. GRAVITY DESIGN 21 Project: Robinett Homes, Plan 2808, Bridgemont 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 25 psf Snow Roof Load (no reduction applied) 25 psf tecinstruct LLC 22 Project: Robinett Homes, Plan 2808, Bridgemont 2.2 Key List Roof Key No. 1.1 Manufactured Truss Roof Key No. 1.2 Header, DF No. 2, 4x10â€ Key No. 1.3 Header, DF No. 2, 4x8â€ Key No. 1.4 Header, DF No. 2, 4x6â€ Floor above Main Level Key No. 2.1 Manufactured Truss Roof Key No. 2.2a Floor Joists, HF No. 2, 2x12â€, @ 12â€ o.c. Alternative: TJI 210, 2-1/16x11-7/8â€, @ 12â€ o.c. Key No. 2.2b Floor Joists, HF No. 2, 2x12â€, @ 16â€ o.c. Alternative: TJI 110, 1-3/4x11-7/8â€, @ 16â€ o.c. Key No. 2.3 Stair Stringers, HF No. 2, 2x12â€, @ 16â€ o.c. Key No. 2.4 Joists at Landing, HF No. 2, 2x6â€, @ 16â€ o.c. Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x18â€ Key No. 2.6 Garage Header, DF No. 2, 6x10â€ Key No. 2.7 Glulam WS, 24F-1.8E, 5-1/8x12â€ Key No. 2.8 Beam, DF No. 2, 4x12â€ Key No. 2.9 Beam at Porch, DF No. 2, 4x10â€ Key No. 2.10 Header, DF No. 2, 4x12â€ Key No. 2.11 Header, DF No. 2, 4x10â€ Key No. 2.12 Header, DF No. 2, 4x6â€ Key No. 2.13 Post within Wall, DF No. 2, 6x6â€ Key No. 2.14 Post at Porch, HF No. 2, 6x6â€, P.T. Floor above Crawl Space Key No. 3.1 Floor Joists, HF No. 2, 2x12â€, @ 16â€ o.c. Alternative: TJI 110, 1-3/4x11-7/8â€, @ 16â€ o.c. Key No. 3.2 Beam, DF No. 2, 4x10â€ Floor above Crawl Space Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€ Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8â€ Key No. 4.3 Sonotube, Dia. 24â€, fc = 2,500 psi tecinstruct LLC 23 Project: Robinett Homes, Plan 2808, Bridgemont 2.3 Roof Key No. 1.1 Manufactured Truss Roof Span: L = varies Load: DL = 15 psf SL = 25 psf Layout and design per manufacturer Key No. 1.2 Header, DF No. 2, 4x10â€ Span: L = 8 ft Load: roof w/ trib 15 ft DL 15 x 15 = 225 plf SL 15 x 25 = 375 plf For calculation see design sheets Key No. 1.3 Header, DF No. 2, 4x8â€ Span: L = 6 ft Load: roof w/ trib 15 ft DL 15 x 15 = 225 plf SL 15 x 25 = 375 plf For calculation see design sheets Key No. 1.4 Header, DF No. 2, 4x6â€ Span: max L = 4 ft Load: roof w/ trib 15 ft DL 15 x 15 = 225 plf SL 15 x 25 = 375 plf For calculation see design sheets Also used for 3 ft spans tecinstruct LLC 24 Project: Robinett Homes, Plan 2808, Bridgemont 2.4 Framing above Main Level Key No. 2.1 Manufactured Truss Roof Span: L = varies Load: DL = 15 psf SL = 38 psf Layout and design per manufacturer Key No. 2.2a Floor Joists, HF No. 2, 2x12â€, @ 12â€ o.c. Span: max L = 19 ft Load: DL = 20 psf LL = 40 psf Per iLevel span tables for deflection L/480 Alternative: TJI 210, 2-1/16x11-7/8â€, @ 12â€ o.c. (per iLevel span tables) For calculation see design sheets Key No. 2.2b Floor Joists, HF No. 2, 2x12â€, @ 16â€ o.c. Span: max L = 15 ft Load: DL = 20 psf LL = 40 psf Per iLevel span tables for deflection L/480 Alternative: TJI 110, 1-3/4x11-7/8â€, @ 16â€ o.c. (per iLevel span tables) For calculation see design sheets Key No. 2.3 Stair Stringers, HF No. 2, 2x12â€, @ 16â€ o.c. Span: L = 8 ft Load: DL = 20 psf LL = 40 psf Per span tables Key No. 2.4 Joists at Landing, HF No. 2, 2x6â€, @ 16â€ o.c. Span: L = 4 ft Load: DL = 20 psf LL = 40 psf Per span tables Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x18â€ Span: L = 23 ft Load: roof w/ trib 3 ft, floor w/ trib 8 ft, wall w/ h 8 ft DL 3 x 15 + 8 x 20 + 8 x 10 = 285 plf LL 8 x 40 = 320 plf SL 3 x 25 = 75 plf For calculation see design sheets tecinstruct LLC 25 Project: Robinett Homes, Plan 2808, Bridgemont Key No. 2.6 Garage Header, DF No. 2, 6x10â€ Span: L = 16 ft Load: roof w/ trib 5 ft DL 5 x 15 = 75 plf SL 5 x 25 = 125 plf For calculation see design sheets Key No. 2.7 Glulam WS, 24F-1.8E, 5-1/8x12â€ Span: L = 11 ft Load: upper and lower roof w/ tot trib 19 ft, floor w/ trib 5 ft, wall w/ h 8 ft DL 19 x 15 + 8 x 20 + 8 x 10 = 525 plf LL 5 x 40 = 200 plf SL 19 x 25 = 475 plf For calculation see design sheets Key No. 2.8 Beam, DF No. 2, 4x12â€ Span: L = 8 ft Load: floor w/ trib 15 ft DL 15 x 20 = 300 plf LL 15 x 40 = 600 plf For calculation see design sheets Key No. 2.9 Beam at Porch, DF No. 2, 4x10â€ Span: L = 12 ft Load: roof w/ trib 8 ft DL 8 x 15 = 120 plf SL 8 x 25 = 200 plf For calculation see design sheets Key No. 2.10 Header, DF No. 2, 4x12â€ Span: L = 7 ft Load: roof w/ trib 15 ft, floor w/ trib 8 ft, wall w/ h 8 ft DL 15 x 15 + 8 x 20 + 8 x 10 = 465 plf LL 8 x 40 = 320 plf SL 15 x 25 = 375 plf For calculation see design sheets tecinstruct LLC 26 Project: Robinett Homes, Plan 2808, Bridgemont Key No. 2.11 Header, DF No. 2, 4x10â€ Span: L = 6 ft Load: roof w/ trib 15 ft, floor w/ trib 8 ft, wall w/ h 8 ft DL 15 x 15 + 8 x 20 + 8 x 10 = 465 plf LL 8 x 40 = 320 plf SL 15 x 25 = 375 plf For calculation see design sheets Key No. 2.12 Header, DF No. 2, 4x6â€ Span: max L = 4 ft Load: roof w/ trib 15 ft, floor w/ trib 5 ft, wall w/ h 8 ft DL 15 x 15 + 5 x 20 + 8 x 10 = 405 plf LL 5 x 40 = 200 plf SL 15 x 25 = 375 plf For calculation see design sheets Also used for shorter spans Key No. 2.13 Post within Wall, DF No. 2, 6x6â€ Height: H = 9 ft Load: max P = reaction from beam 2.5 PDL = 3,300 lbs PLL = 3,710 lbs For calculation see design sheets Also used for locations with less load Key No. 2.14 Post at Porch, HF No. 2, 6x6â€, P.T. Height: H = 9 ft Load: reaction from beam 2.9 PDL = 725 lbs PLL = 1,205 lbs Per inspection tecinstruct LLC 27 Project: Robinett Homes, Plan 2808, Bridgemont 2.5 Framing above Crawl Space Key No. 3.1 Floor Joists, HF No. 2, 2x12â€, @ 16â€ o.c. Alternative: TJI 110, 1-3/4x11-7/8â€, @ 16â€ o.c. Same as 2.2b Key No. 3.2 Beam, DF No. 2, 4x10â€ Span: L 3-span = 4 + 4 + 4 ft Load: upper floor w/ trb 14 ft, CS floor w/ trib 9 ft, wall w/ h 9 ft DL 23 x 20 + 9 x 10 = 550 plf LL 23 x 40 = 920 plf For calculation see design sheets tecinstruct LLC 28 Project: Robinett Homes, Plan 2808, Bridgemont 2.6 Foundation Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€ Dimensions per prescriptive requirements for 2-story structures Reinforcement: (2) rebars # 4 longitudinal hooked verticals # 3 @ 18â€ o.c., alternated Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8â€ Load max P = reaction from beam 3.2 = 6,840 lbs Load is distributed over 1.33 x 4 = 5.32 sqft Soil pressure 6,840 / 5.32 = 1,286 psf < 1,500 Reinforcement: (2) rebars # 4 longitudinal Key No. 4.3 Sonotube, Dia. 24â€, fc = 2,500 psi Load from post 2.14 P = 1,930 lbs Area A 3.14 x 22 / 4 Soil pressure 1,930 / 3.14 = 615 psf < 1,500 Also used at front porch tecinstruct LLC 29 Robinett Plan 2808 Bridgemont 1_2 Header June 17, 2023 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 225.0 plf SL Snow Full UDL 375.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'-1.11" 0' 8' Unfactored: Dead 910 910 Snow 1517 1517 Factored: Total 2428 2428 Bearing: Capacity Beam 2428 2428 Support 2688 2688 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.11 1.11 Min req'd 1.11 1.11 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: 8'-1.13"; Clear span: 7'-10.88"; Volume = 1.8 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 = 88 Fv' = 207 psi fv/Fv' = 0.43 Bending(+) fb = 1154 Fb' = 1156 psi fb/Fb' = 1.00 Dead Defl'n 0.06 = < L/999 Live Defl'n 0.09 = < L/999 0.27 = L/360 in 0.35 Total Defl'n 0.15 = L/641 0.40 = L/240 in 0.37 30 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 1_2 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 0.985 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 = 2400, V design = 1910 lbs; M(+) = 4800 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 = 8' Le = 15'-4.25" RB = 11.8 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. 31 Robinett Plan 2808 Bridgemont 1_3 Header June 17, 2023 19:48 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 225.0 plf SL Snow Full UDL 375.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6'-0.83" 0' 6' Unfactored: Dead 683 683 Snow 1138 1138 Factored: Total 1821 1821 Bearing: Capacity Beam 1821 1821 Support 2016 2016 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.83 0.83 Min req'd 0.83 0.83 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, 4x8 (3-1/2"x7-1/4") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 6'-0.81"; Clear span: 5'-11.19"; Volume = 1.1 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 = 84 Fv' = 207 psi fv/Fv' = 0.40 Bending(+) fb = 1057 Fb' = 1260 psi fb/Fb' = 0.84 Dead Defl'n 0.04 = < L/999 Live Defl'n 0.06 = < L/999 0.20 = L/360 in 0.31 Total Defl'n 0.10 = L/731 0.30 = L/240 in 0.33 32 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 0.991 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) 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 = 1800, V design = 1417 lbs; M(+) = 2700 lbs-ft EIy = 177.83 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 = 11'-7.13" RB = 9.1 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. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 33 Robinett Plan 2808 Bridgemont 1_4 Header June 17, 2023 19:54 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 UDL 225.0 plf SL Snow Full UDL 375.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4'-0.55" 0' 4' Unfactored: Dead 455 455 Snow 759 759 Factored: Total 1214 1214 Bearing: Capacity Beam 1214 1214 Support 1344 1344 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.55 0.55 Min req'd 0.55 0.55 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, 4x6 (3-1/2"x5-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 4'-0.56"; Clear span: 3'-11.44"; Volume = 0.5 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 = 71 Fv' = 207 psi fv/Fv' = 0.34 Bending(+) fb = 816 Fb' = 1271 psi fb/Fb' = 0.64 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.03 = < L/999 0.13 = L/360 in 0.21 Total Defl'n 0.04 = < L/999 0.20 = L/240 in 0.22 34 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 1_4 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 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 = 1200, V design = 911 lbs; M(+) = 1200 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. 35 Robinett Plan 2808 Bridgemont 2_2a Floor Joist June 17, 2023 20:06 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(12.0") psf LL Live Full Area 40.00(12.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 19'-0.94" 0' 19' Unfactored: Dead 191 191 Live 382 382 Factored: Total 572 572 Bearing: Capacity Joist 572 572 Support 1104 1104 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.94 0.94 Min req'd 0.94 0.94 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 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 12.0" c/c; Total length: 19'-0.94"; Clear span: 18'-11.06"; Volume = 2.2 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. WARNING: Member length exceeds typical stock length of 18.0 ft Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 45 Fv' = 145 psi fv/Fv' = 0.31 Bending(+) fb = 1027 Fb' = 1150 psi fb/Fb' = 0.89 Dead Defl'n 0.10 = < L/999 Live Defl'n 0.41 = L/553 0.63 = L/360 in 0.65 Total Defl'n 0.51 = L/442 0.95 = L/240 in 0.54 36 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_2a 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 = 570, V design = 511 lbs; M(+) = 2708 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. 37 Robinett Plan 2808 Bridgemont 2_2b Floor Joist June 17, 2023 20:09 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 Area 40.00(16.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 15'-0.99" 0' 15' Unfactored: Dead 201 201 Live 402 402 Factored: Total 603 603 Bearing: Capacity Joist 603 603 Support 1164 1164 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: 15'-1.0"; Clear span: 14'-11.0"; 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 Value Design Value Unit Analysis/Design Shear fv = 46 Fv' = 145 psi fv/Fv' = 0.32 Bending(+) fb = 853 Fb' = 1150 psi fb/Fb' = 0.74 Dead Defl'n 0.05 = < L/999 Live Defl'n 0.21 = L/843 0.50 = L/360 in 0.43 Total Defl'n 0.27 = L/674 0.75 = L/240 in 0.36 38 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_2b 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 = 522 lbs; M(+) = 2250 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. 39 Robinett Plan 2808 Bridgemont 2_5 GLB June 17, 2023 20:33 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 285.0 plf LL Live Full UDL 320.0 plf SL Snow Full UDL 75.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 23'-2.1" 0' 23' Unfactored: Dead 3302 3302 Live 3708 3708 Snow 869 869 Factored: Total 7011 7011 Bearing: Capacity Beam 7011 7011 Support 7234 7234 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 2.10 2.10 Min req'd 2.10 2.10 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"x18" Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 23'-2.13"; Clear span: 22'-9.88"; Volume = 14.8 cu.ft.; 12 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 = 98 Fv' = 265 psi fv/Fv' = 0.37 Bending(+) fb = 1735 Fb' = 2284 psi fb/Fb' = 0.76 Dead Defl'n 0.40 = L/689 Live Defl'n 0.42 = L/663 0.77 = L/360 in 0.54 Total Defl'n 0.82 = L/338 1.15 = L/240 in 0.71 40 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_5 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 0.952 - - 1.00 1.00 - 2 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 #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 = 6958, V design = 5997 lbs; M(+) = 40006 lbs-ft EIy = 4483.28 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). 41 Robinett Plan 2808 Bridgemont 2_6 Garage Header June 17, 2023 20:37 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 75.0 plf SL Snow Full UDL 125.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16'-0.5" 0' 16' Unfactored: Dead 602 602 Snow 1003 1003 Factored: Total 1604 1604 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.93 0.93 Support 0.87 0.87 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 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports Timber-soft, D.Fir-L (N), No.2, 6x10 (5-1/2"x9-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 16'-0.5"; Clear span: 15'-11.5"; Volume = 5.8 cu.ft.; Beam or stringer 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 = 41 Fv' = 195 psi fv/Fv' = 0.21 Bending(+) fb = 928 Fb' = 1006 psi fb/Fb' = 0.92 Dead Defl'n 0.22 = L/886 Live Defl'n 0.36 = L/532 0.53 = L/360 in 0.68 Total Defl'n 0.58 = L/332 0.80 = L/240 in 0.72 42 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_6 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 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 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 = 1600, V design = 1438 lbs; M(+) = 6400 lbs-ft EIy = 510.84 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. 43 Robinett Plan 2808 Bridgemont 2_7 GLB June 17, 2023 20:45 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 525.0 plf LL Live Full UDL 200.0 plf SL Snow Full UDL 475.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11'-1.72" 0' 11' Unfactored: Dead 2925 2925 Live 1114 1114 Snow 2647 2647 Factored: Total 5746 5746 Bearing: Capacity Beam 5746 5746 Support 5929 5929 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 1.72 1.72 Min req'd 1.72 1.72 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: 11'-1.75"; Clear span: 10'-10.25"; Volume = 4.8 cu.ft.; 8 laminations, 5-1/8" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. 44 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_7 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 = 111 Fv' = 305 psi fv/Fv' = 0.37 Bending(+) fb = 1522 Fb' = 2760 psi fb/Fb' = 0.55 Dead Defl'n 0.13 = < L/999 Live Defl'n 0.13 = < L/999 0.37 = L/360 in 0.34 Total Defl'n 0.26 = L/516 0.55 = L/240 in 0.46 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) 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 = 5672, V design = 4567 lbs; M(+) = 15598 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). 45 Robinett Plan 2808 Bridgemont 2_8 Beam June 17, 2023 20:57 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 300.0 plf LL Live Full UDL 600.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'-1.06" 0' 8' Unfactored: Dead 1213 1213 Live 2426 2426 Factored: Total 3640 3640 Bearing: Capacity Beam 3640 3640 Support 3888 3888 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.06 1.06 Min req'd 1.06 1.06 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: 8'-1.06"; Clear span: 7'-10.94"; Volume = 3.6 cu.ft.; Beam or stringer 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' = 170 psi fv/Fv' = 0.38 Bending(+) fb = 713 Fb' = 875 psi fb/Fb' = 0.81 Dead Defl'n 0.02 = < L/999 Live Defl'n 0.06 = < L/999 0.27 = L/360 in 0.23 Total Defl'n 0.08 = < L/999 0.40 = L/240 in 0.19 46 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_8 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 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.00 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 + 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 = 3600, V design = 2698 lbs; M(+) = 7200 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. 47 Robinett Plan 2808 Bridgemont 2_9 Beam June 17, 2023 20:52 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 120.0 plf SL Snow Full UDL 200.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12'-0.56" 0' 12' Unfactored: Dead 723 723 Snow 1205 1205 Factored: Total 1927 1927 Bearing: Capacity Beam 1927 1927 Support 2059 2059 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.56 0.56 Min req'd 0.56 0.56 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, 6x10 (5-1/2"x9-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 12'-0.56"; Clear span: 11'-11.44"; Volume = 4.4 cu.ft.; Beam or stringer 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' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 835 Fb' = 1006 psi fb/Fb' = 0.83 Dead Defl'n 0.11 = < L/999 Live Defl'n 0.18 = L/788 0.40 = L/360 in 0.46 Total Defl'n 0.29 = L/492 0.60 = L/240 in 0.49 48 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 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 = 1920, V design = 1659 lbs; M(+) = 5760 lbs-ft EIy = 510.84 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. 49 Robinett Plan 2808 Bridgemont 2_10 Header June 17, 2023 21:05 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 465.0 plf LL Live Full UDL 320.0 plf SL Snow Full UDL 375.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7'-1.61" 0' 7' Unfactored: Dead 1659 1659 Live 1141 1141 Snow 1338 1338 Factored: Total 3518 3518 Bearing: Capacity Beam 3518 3518 Support 3895 3895 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 1.61 1.61 Min req'd 1.61 1.61 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'-1.63"; Clear span: 6'-10.38"; Volume = 2.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. 50 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_10 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 = 94 Fv' = 207 psi fv/Fv' = 0.45 Bending(+) fb = 982 Fb' = 1075 psi fb/Fb' = 0.91 Dead Defl'n 0.04 = < L/999 Live Defl'n 0.04 = < L/999 0.23 = L/360 in 0.18 Total Defl'n 0.08 = < L/999 0.35 = L/240 in 0.23 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 Fb'+ 850 1.15 1.00 1.00 1.000 1.100 - 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 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) 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 = 3452, V design = 2461 lbs; M(+) = 6041 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. 51 Robinett Plan 2808 Bridgemont 2_11 Header June 17, 2023 21:13 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 465.0 plf LL Live Full UDL 320.0 plf SL Snow Full UDL 375.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6'-1.38" 0' 6' Unfactored: Dead 1422 1422 Live 978 978 Snow 1147 1147 Factored: Total 3015 3015 Bearing: Capacity Beam 3015 3015 Support 3339 3339 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 1.38 1.38 Min req'd 1.38 1.38 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'-1.38"; Clear span: 5'-10.63"; Volume = 1.4 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. 52 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 = 99 Fv' = 207 psi fv/Fv' = 0.48 Bending(+) fb = 1067 Fb' = 1173 psi fb/Fb' = 0.91 Dead Defl'n 0.04 = < L/999 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.21 Total Defl'n 0.08 = L/924 0.30 = L/240 in 0.26 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 Fb'+ 850 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 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) 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 = 2959, V design = 2142 lbs; M(+) = 4438 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" 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. 53 Robinett Plan 2808 Bridgemont 2_12 Header June 17, 2023 21:12 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 405.0 plf LL Live Full UDL 200.0 plf SL Snow Full UDL 375.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4'-0.78" 0' 4' Unfactored: Dead 823 823 Live 406 406 Snow 762 762 Factored: Total 1700 1700 Bearing: Capacity Beam 1700 1700 Support 1882 1882 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 0.78 0.78 Min req'd 0.78 0.78 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, 4x6 (3-1/2"x5-1/2") Supports: All - Timber-soft Beam, D.Fir-L (N) No.2 Total length: 4'-0.75"; Clear span: 3'-11.25"; Volume = 0.5 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. 54 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 = 98 Fv' = 207 psi fv/Fv' = 0.48 Bending(+) fb = 1137 Fb' = 1271 psi fb/Fb' = 0.90 Dead Defl'n 0.03 = < L/999 Live Defl'n 0.03 = < L/999 0.13 = L/360 in 0.24 Total Defl'n 0.06 = L/773 0.20 = L/240 in 0.31 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 Fb'+ 850 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 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 = 1673, V design = 1262 lbs; M(+) = 1673 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. 55 2_13 Post June 19, 2023 16:29 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") 3300 lbs PLL Live Axial (Ecc. = 0.00") 3710 lbs Reactions (lbs): 9' Base Top 0' 9' Unfactored: Lateral: Dead Live Axial: Dead 3300 3300 Live 3710 3710 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 PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 232 Fc' = 559 psi fc/Fc' = 0.41 Axial Bearing fc = 232 Fc* = 700 psi fc/Fc* = 0.33 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 56 WoodWorksÂ® Sizer SOFTWARE FOR WOOD DESIGN 2_13 Post WoodWorksÂ® Sizer 2019 (Update 4) Page 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. 57 Robinett Plan 2808 Bridgemont 3_2 Beam June 19, 2023 16:44 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 590.0 plf LL Live Full UDL Yes 1000.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12'-1.29" 0' 4' 8' 12' Unfactored: Dead 976 2596 2596 976 Live 1854 4800 4800 1854 Factored: Total 2830 7396 7396 2830 Bearing: Capacity Beam 2830 7501 7501 2830 Support 3133 7396 7396 3133 Des ratio Beam 1.00 0.99 0.99 1.00 Support 0.90 1.00 1.00 0.90 Load comb #7 #5 #8 #7 Length 1.29 3.05 3.05 1.29 Min req'd 1.29 3.05** 3.05** 1.29 Cb 1.00 1.12 1.12 1.00 Cb min 1.00 1.12 1.12 1.00 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 **Minimum bearing length governed by the required width of the supporting member. 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'-1.31"; Clear span: 3'-9.81", 3'-8.94", 3'-9.81"; 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 = 115 Fv' = 180 psi fv/Fv' = 0.64 Bending(+) fb = 569 Fb' = 1020 psi fb/Fb' = 0.56 Bending(-) fb = 676 Fb' = 1000 psi fb/Fb' = 0.68 Dead Defl'n 0.00 = < L/999 Live Defl'n 0.01 = < L/999 0.13 = L/360 in 0.09 Total Defl'n 0.02 = < L/999 0.20 = L/240 in 0.08 58 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 = 3883, V design = 2480 lbs; M(+) = 2368 lbs-ft; M(-) = 2811 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 18409 86TH DR NE Permit #: 5477 PERMIT EXPIRES 180 DAYS AFTER Parcel #: DATE OF ISSUANCE. Scope of Work: Construct SFR Valuation: 505076.40 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: VB 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 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 $3,188.17 07/11/2024 Processing/Technology $25.00 07/11/2024 Building Permit $4,898.24 07/11/2024 Park - Community SF $1,662.00 07/11/2024 State Surcharge - 1st DU $6.50 Total Due: $9,779.91 Total Payment: $9,779.91 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 !"# $%&' ()*+,-./01/1 23&4' ()*+,-./015 23&426677 89-0:-5 23&4;<;=;> 0/?/.*@?ABCDC <$4& E)E?FGH*0,-) I$4 C J3 @E)E?K)/L*0-11?/.-@MN/. =&$$OP$Q 5/0@1):N1! 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