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CSR EnEtneering f,ivil - .Structurul Engineering Conrprehens ive Praject Mcnagement ?46S? t5ttp Ff,- W Lynnwao,d llYA gff#87 Pfioere {42#} 269-52fi4 Fax F8253 67f-$SSS JOB No. 0308256 STRU CTURAL CALCU LATIONS KASHIWA RE5IDENCE LOT t, QUARTERCTRCLE RANCH TOWNSHIP 6, RAN6E 87 CARBOND ALE, COLORADO PREPARED FOR: LINWOOD HOMES DRAWINGS BY: LINWOOD HOMES fl .faa J. IJ June 19,2024 6/19/24 I @ Copyright 2024 by CJR Engineering CJR Engineering Job No. 0308256 June 14, 2024 Kashiwa Residence Shearwall Schedule 1. One side sheathed with 15/32" plywood or7116" OSB, 8d nails @ 6" o/c at all plywood panel edges, 12" olc in field. Where indicated on plans, for walls supported on timber framing install MSTC4O holdown straps at each panel end attached lo (2) 2xwith (28) 16d sinker nails or MSTCS2 holdown straps at each panel end attached lo (2) 2xwith (36) 16d sinker nails (per plan); for walls super supported on concrete install LSTHDS holdowns at each panel end attached to (2) 2xwith (16) 16d sinker nails or STHD10 holdowns at each panel end attached to (2) 2x with (20) 16d sinker nails (per plan). Top and bottom plate nailing: (2) 16d @ 12" on centers. For walls supported on concrete foundation, install 5/8" anchor bolts at 45" on centers. 2. One side sheathed with 15/32" plywood or7116" OSB, 8d nails @ 4" olc at all plywood panel edges, 12" olc in field. \y'Vhere indicated on plans, for walls supported on timber framing install HDI-J4-SDS2.5 holdowns at each panel end attached to (2) 2x with (10) SD$114x2-112 screws (per plan). Top and bottom plate nailing: (2) 16d @ 9" on centers. 3. One side sheathed with 15/32" plywood or 7116" OSB, 8d nails @ 2" olc at all plywood panel edges, 12" olc in field. Where indicated on plans, for walls supported on concrete install HDUS-SDS2.S holdowns at each panel end attached to (2) 2xwith (20) SDS1l4x2-112 screws (per plan). Top and bottom plate nailing: (2) 16d @ 4-112" on centers. For walls supported on concrete foundation, install 1" anchor bolts at 33" on centers. Notes: 1. WHERE STHD OR LSTHD HOLDOWN STRAPS ARE INSTALLED TO CONCRETE OVER A TIMBER RIM JOIST OR FRAMING, INSTALL THE "RJ" VARIANT OF THE HOLDOWN STRAP 2. WHERE HDU HOLDOWNS ARE INSTALLED ON THE BOTTOM PLATE OF AN UPPER FLOOR WALLABOVEA MAIN FLOOR WALL, INSTALLAN INVERTED HDU HOLDOWN OF THE SAME SIZE BELOWTHE TOP PLATE OF THE WALL BELOWANDATTACH THE PAIR OF HOLDOWS WITH A 5/8'ALL.THREAD ROD FOR HDUs OR SMALLER, 7/8'ALL. THREAD ROD FOR HDU8, DRILLING THROUGH THE TIMBER FRAMING. 3. FOR HDUATTACHING TO CONCRETE, USE SSTB24ANCHOR BOLT FORATTACHMENT 4. All holdowns listed shall apply unless noted othenruise in the reduced plan views. Page 3 *En* . il ffi aoo Fz -I (t,u =oI oFofo { 'M'lfrilbht 1 87.3449 9 6- # 6- --6 --6 --6 d 6 IN FLtrOR ARtrHITEtrTURAL PLAN s9 f,. uvre aF4lesF.(ffiDrE9 F€reruY)1IETtrANre@$fl. ru|ffiru mffireOwsffiErcEruOru EGISBlsre OtcoiNGqffi ANLEffi frEEEKEIM@S6d$r@OM [-rwrs@ffi m-MqEMl"Wffi(wtDffNq'l'='MmlXKregM 3-ruq6E[Ls UffiruGTO*PfficA@ BASE 2x 1 ffiffi 7 ?x \:r\ Irl \., Emq3ffi xlro@ ?x tiiir ,sTHD6 (2) 2x I EE!89qr 2 1 i2)zx .5THD8 --i€ I \ I 2x 2x #3 ,1i- * I --lF- dm Roc Fzl-lI .ttt! =oI EoFo =o { tu'Enbht THE DnA$ilE ts THE R0ERIT [t [Jt{ltEBD H0ilEs LT0,181-X449 At6 ff f f 6--'6 --6 --.6 ,MSTC526-(?) 2x 6-- 6 6 d PER FLT] tr R ARtrH ]TEtrTU RAL PLAN esB.(wrrrumataRg !.EqEqlJJ4PH m-rEcaE uwmgr(suDEBxc)'r".ffirutTKrewo i'.i-ruqEBHmm uffiruARErcEre+BqE zx :l I wlg 2xmrc cqg4 \*,'* 2x CJR Engineering Job No. 0308256 Roof Floor Total Diaphragm Roof Floor Seismic Force Analvsis Diaphragm W (K) R 27.28 29.56 56.84 Buildinq Dimensions Width Length (fi) (ft) Prepared for Linwood Homes Fa Ss Sms Sds 6.50 1.55 0.308 1.330 0.887 June 14,2024 Kashiwa Residence 4.47 4.84 9.30 V (K) Area (sf0 Distributed Load Short Long (plf) (plf) Diaphragm Roof Floor Note: Design forces are the seismic forces multiplied by 0.70 26.00 36.00 34.00 34.00 884 1,224 131.34 142.32 91.94 99.62 171.75 134.41 120.23 94.09 Desiqn Forces Letters Numbers Page 1 CJR Engineering Job No. 0308256 Prepared for Linwood Homes June 14,2024 Kashiwa Residence Wind Pressure Calculations for Main Structural Frame Buildinq Dimensions Maln Bodv Leqs Height Width Length Width Length (ft) 14 26.00 34.00 Wind Speed V (MPH) 115 Roof Angle lmportance Factor lw Zone A Exposure Category HeighU Exposure Goefficient B D c B A1.29 0 p net 30 per Table 1609.6.2.1 (2) Zone ts Zurre C Zone D (psD (psD (psD Adiusted Desiqn Wind Pressures Zone B Zone C Zone l)Zone A (degrees) (psq 5 21.00 10 23.70 15 26.30 20 29.00 25 26.30 26 25.76 30 23.60 Values for angle = Winqs 10% L min 0.40 h (ft) (ft) (10,e0) 13.s0 (6.s0) (s.80) 1s.70 (s.70) (8.70) 16.s0 (s.00) (7.7O') 1e.40 (4.201 4.20 19.10 4.30 6.58 19.04 6.02 16.10 18,80 12.90 26 degrees are interpolated Min (ft) 3.00 (psD 27.09 30.57 33.93 37.41 33.93 33.23 30.44 rrarr from Corner (ft) (psD (14.06) (12.64) (11.22) (e.e3) 5.42 8.49 20.77 6.00 2a (psf) 17.93 20.25 21.29 25.03 24.64 24.56 24.25 (8.3e) (7.35) (6.45) (5.42) 5.55 7.77 16.64 (psD Distance from Corners for Zones A & B: Main Bodv 10% L min 0.40 h Governs 4% L min (ft) (ft) (ft) (ft) 2.60 5.60 2.60 1.04 2a Governs (fr) 4o/o Lmin (ft) Min (ft) 3.00 rrarr from Gorner (ft) 3.00 5.60 Page 2 3.00 6.00 CJR Engineering Job No. 0308256 Wind Load at Diaphraqm: Roof Diaphragm Gorners Center LL (ft) (ft) 12.00 22.00 Floor Diaphragm Corners Genter LL (ft) (ft) 12.00 22.00 Governinq Lateral Load: Story Height (ft) Upper 11.00 Main Prepared for Linwood Homes June 14,2024 Kashiwa Residence Gorner Zone A Height B Height (ft) 4.50 12.00 Corner Zone A Height B Height (ft) 8.00 Diaphragm 3,017 4,482 7,498.51 220.54 Gorner Load A+B (#) Gorner Load A+B (#) Center Load c+D (#) Genter Load c+D (#) Wind Force (plf) Total Load Total Load Seismic Force (pl0 Diaphragm Load Diaphragm Load (plD Governs Force (plD (plD 3,1 90 4,323 7,512.96 220.97 width (ft) Area 1.00 11.00 Roof Floor 132.33 132.33 132.58 132.58 120.23 91.94 94.09 99.62 132.33 132.33 132.58 132.58 Numbers Letters Numbers Letters Wind forces have been multiplied by 0.60 to use Allowable Stress Design Page 3 CJR Engineering Job No. 0308256 Upper Story B Main Story A Prepared for Linwood Homes 2,382 1,720 1,720 1,458 4,768 1,456 3,179 3,842 663 June 14,2024 Kashiwa Residence 2,382 3,343 1 B-1 c-1 c-2 18.00 13.00 13.00 11.00 6.00 6.00 397 287 172 71 182 199 244 6.00 3.00 3.00 7.00 7.00 1-1 1-2 2-1 2-2 A-1 A-2 A-3 B-1 B-2 2 10.00 5.00 5.00 20.50 3.00 7.50 10.00 7.40 5.00 2.40 16.00 7.00 9.00 15.75 3.75 12.00 860 860 213 534 711 3,222 1,546 728 2,549 2,549 1,464 1,464 632 593 587 5,484 5,891 1,660 1,644 2,121 2,001 860 860 728 644 95 18.00 11.00 11.00 16.00 5.00 B c 2 3 8.00 4.00 4.00 1,574 1,574 1 1-1 1-2 1,391 1,788 2-1 2-2 915 2,927 LINE LOADS LINE NUMBER WALL NUMBER TRIBUTARY wrDTH (FEET)LINE LOAD LENGTH (FEEr)Main SHEAR ,"1 Holdown Tension (#) 3-5 Page 4 663 792 CJR Engineering Job No. 0308256 Straps for Posts Carport / Porch Post Height Tributary Lat Ld width (F0 (Ft) (#) 8.00 10.00 Prepared for Linwood Homes Post June 14,2024 Kashiwa Residence atv Load per Post (#) Moment 221 1,764 (#') Post Base MP8662 Allow Moment (#') Allow Shear 662 3,015 (#) 3.00 Demand to Capacitv Moment Shear Ratio Ratio 0.53 o.o73,350 Page 5 CJR Engineering Job No. 0308256 Species Spruce Fir / Larch Prepared for Linwood Homes June 14,2024 Kashiwa Residence Specific Gravity Adjstment Factor 0.92 Thickness (in) 7t160.42 Note: The following values are based on 7/16" OSB or 112" Plyd 7/16" OSB 7/16" OSB 7/16" OSB 7/16" OSB 7/16" OSB 7/16" OSB 7/16" OSB 7/16" OSB 7/16" OSB Story B 1 2 Upper A B c 1 2 3 6 2 6 6 6 6 8d 8d 8d 8d 8d 8d 8d 8d 8d 4 6 6 45',| 309 309 309 753 309 309 309 309 397 287 172 2x 2x 2x 2x 2x 2x 2x 2x 2x StoryMain 71 644 182 199 244 95 WALL DESIGN LINE NUMBER SHEATHING MATERIAL NUMBER OF SIDES SHEATHED NAIL SIZE NAIL SPACING (rNcHES) ALLOWABLE SHEAR CALC UNIT SHEAR MINIMUM STUD SIZE Page 6 MODEL NUMBER MIN STUD REQUIRED NAILS REQ'DLINE NUMBER WALL NUMBER CALC TENSION (#) ALLOWABLE TENSTON (#) CJR Engineering Job No. 0308256 Upper Story B Main Story A Prepared for Linwood Homes 2,990 2,990 2,325 2,325 1,950 1,950 1,950 5,820 5,820 1,950 1,950 1,950 1,950 2,940 2,940 1,950 June 14,2024 Kashiwa Residence HOLDOWNS 2-1 2-2 1-1 1-2 B-1 B-2 1-1 1-2 B-1 2-1 2-2 3,343 2,549 2,549 1,464 1,464 632 593 587 5,484 5,891 1,574 1,574 1,660 1,644 2,121 2,001 3,285 HDU4-SDS2.5 (2) 2x (10) sDS 1t4x2-1t2" 1 (2) (2) (2) (2) (2) (2) (2) (2) (2) A-1 A-2 A-3 2 B 2x 2x 2x 2x 2x 2x 2x 2x 2x 2x 2x 2x 2x 2 MSTC52 MSTC52 MSTC4O MSTC40 LSTHDS LSTHDS LSTHDS HDUS-SD52.5 HDUs-SD52.5 LSTHDS LSTHDS LSTHDS LSTHDS STHD1O STHDlO (36) 0.148x3-'14" (36) 0.148x3-14" (28) 0.148x3-14" (28) 0.148x3-14" (16) 0.148x3-1a" (16) 0.148x3-14" (16) 0.148x3-14" (20) sDS 1t4X2-1t2" (20) sDS 1t4x2-1t2" (16) 0.1a8$-1a" (16) 0.148x3-14" (16) 0.1a8$-14" (16) 0.1 8X3-14" (20) 01a8fi-1a" (20) 0.148x3-14" c 1 c-1 c-2 (2) 2x (2) 2x (2) (2) (2) (2) 3 3-5 792 Page 7 LSTHDS (2)2x (16) 0.148x3-14" CJR Engineering Job No. 0308256 Timber Plate Fasteners Prepared for Linwood Homes June 14,2024 Kashiwa Residence Allow. Unit Stress RatioLoad t Line No. Upper Story Main Story Calculated Unit Shear (plf) 397 287 172 71 644 182 199 244 95 Nail Type Common Common Common Common Common Common Common Common Common Nail quantity Spacing (in) Penetration Allowable Load (Lbs) Nail Size Max (in)(plf) B 1 2 2 2 2 16 16 16 I 12 12 3t4 3t4 314 3t4 3t4 3t4 314 3t4 3t4 288 288 288 288 288 432 432 432 432 0.25 0.93 o.42 0.46 0.56 o.22 384 288 288 288 691 432 432 432 432 1.03 1.00 0.60 A B c 1 2 3 2 2 3 3 3 3 16 16 16 16 16 16 12 5 12 12 12 12 Page 8 CJR Engineering Job No. 0308256 Prepared for Linwood Homes SHEAR ANCHOR BOLTS June 14,2024 Kashiwa Residence Main Story A B c 1 2 3 71 644 182 199 244 95 253 675 253 253 253 253 45.00 33.00 45.00 45.00 45.00 45.00 5t8 5/8 5/8 5/8 5/8 1 950.00 1,855.00 950.00 950.00 950.00 950.00 ALLOW UNIT SHEAR BOLT DIAMETER (rNcHES) BOLT SPACING (rNcHES) ALLOW LOAD PER BOLT LINE NUMBER CALC UNIT SHEAR Page 9 CJR Engineering Job No. 0308256 June 17,2024 Kashiwa Residence Beam Galculations @ WoodWorks* sOffiGA* IOA lvgrlfr {}s:fi64 COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 12:15 PROJECT 107-3449_Kashiwa 8101 - Bedroom 2.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for allarea loads, such at on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3,4.1.8.2 which is applied during analysis. Load Type Di stribut ion Pat- tern Location tftlStart End Magnitude Start End Unit Full Area Fu11 Area Ful1 Area Full Area Trapezoidal Trapezoidal Trapezoidal Trapezoidal Point Point Pol.nt Po.Int Partial Area Partiaf Area Partiaf Area Partial Area Ful1 UDL 0.00 3.58 s.83 8.08 3.s8 3.58 8.08 B. OB 0.00 0.00 B. OB 8.08 .58 .83 .08 .61 3 5 B 11 3.58 3.58 11 .6'7 tt .6"7 15.00 40.00 15.00 s0.00 19 .0 15.2 26 .4 95.0 439 7324 439 ]-324 15.00 50.00 15.00 50.00 o? (1.33') (l-.33 ' )(2.00') (2.00' ) 95.0 26 .4 15.2 '79.0 (3.00') (3.00') (3.00') (3.00') psf psf psf psf pff plf prf plf lbs lbs 1L^ 1bs psf psf psf psf pff Floor DL Ffoor LL Skirt roof Skirt Roof SL Wall DL Wa1l DL1 Wal] DL2 Wal1 DL3 NL2O3 DL NL2O3 SL NL203 Dr,1 NL203 SL1 Upper Roof DL Upper Roof SL Upper Roof DL1 Upper Roof SL1 Self-weiqht Dead Live Dead Snow Dead Dead Dead Dead Dead Snow Dead Snow Dead Snow Dead Snow Dead Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 11.667' 11 Canadian Wood Council Conseil canadien du bois 8101 - Bedroom 2.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Unfactored: Dead T,i ve Snow Factored: Total Pt. Ioad Bearing: Capac j-ty Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 1,41,9 388 27 22 t4L9 388 27 21" 6245 35 6243 35 62 45 23429 1.00 0.27 #s 1.31 1.31 1.00 1.00 1.00 4380 6243 23421 t_.00 0.27 #5 l_.31 1.31 1.00 1.00 1.00 4380 8101 - Bedroom 2 Glulam-E, D. Fir-L, 24t-E, 5-1 /8"x9" Supports: All - Glulam-c Column, D. Fir-L 16c-E Total length: 11.69'; Clear span: 11.438'; Volume = 3.7 cu.ft.; 5-1/8 ' max lam width Lateral support: tnp = continrror.rs, hottom = at sltpports; This section PASSES the design code check. Force vs. Resistance and Deflection using CSA 086-19: Criterion Analysis Value Desiqn Value Unit Analvsis/Desiqn Shear 7.5.7.3b Shear 1 .5.7 .3a Moment (+) Perm. Deffrn Live Defl I n Totaf Defl'n VfGd: Wf: Mf: 0.11 : 0.34 : 0.51 = 5570 724L8 17863 L/873 L/ 471 L/273 1996 29898 2281 I L/360 L/ 360 L/1BO Vr: Wr: Mr: 0.39 : 0.39 : .l-bs 1bs 1bs-ft in in in Wflwr : Mf/Mx :o .42 0.78 0 .44 0.88 0.66 @ WoodWorks* ,{GFrBtFr rop tvqtf n {}{:{J{;3 COMPANY Linwood Custom Homes, Ltd. 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 4pr.2,2024 12:13 PROJECT 107 -3449-Kashiwa 8102 - Bedroom 3.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for all area loads, s tributary width is applied to beam. 1250/" ol load on Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Location tftlStart End Magnitude Start End UnitLoadTypeDistributionPat- tern Dead Live Dead Snow Dead Dead Dead Dead Dead Snow Dead Snow Dead Snow Dead Snow Dead Full Area Ful-1 Area Ful-f Area Fu11 Area Trapezoidal Trapezoidal Trapezoidal Trapezoidal Point Po:1 nt Point Point Partiaf Area Partial Area Partial Area Partiaf Area Ful-f UDL 0.00 5 .46 7.33 9."71, 5 .46 5 .46 9.'7L 9.'71 0.00 0.00 9.7r 9.71, 5 .46 5 .46 15.17 15.17 5 .46 ? RA 9.7r 15.17 15.00 40.00 15.00 50.00 70.1 15.2 26 .4 9s.0 528 t6t9 528 t9t6 15.00 50.00 15.00 50.00 13.0 (1.33') (1.33') (2.00') (2.00 ' ) 95.0 26 .4 15.2 70.1 (3.00') (3.00 r )(3.00') (3.00') psf psf psf psf p1f p1f plf plf 1bs 1bs lbs 1bs psf psf psf psfplf Floor DL Floor LL Skirt roof Skirt Roof SL Wa11 DL Wall- DL1 Wa11 DL2 Wa1I DL3 NL2O1 DL NL2O1 SL NL2O1 DL1 NL2O1 SL1 Upper Roof DL Upper Roof SL Upper Roof DLI- Upper Roof SLI- Self-weight Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 1 5.1 67' 15.1g' Canadian Wood Council Conseil canadien du bois 8102 - Bedroom 3.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Unfactored: Dead Live Snow tractored: Total Pt. load Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup r902 505 3692 L902 505 37 7'7 8420 4'7 8548 41 8420 31587 1.00 0.2'7 #5 1.76 L.76 1.00 1.00 1.00 4380 8548 3206'7 1.00 0.2'7 #s 1.79 7 .19 1.00 1.00 l_.00 4380 8102 - Bedroom 3 Glulam-E, D. Fir-L, 241-E,5-1/8"x12" Supports: All - Glulam-c Column, D. Fir-L 16c-E Total length: 15.19'; Clear span: 14.875'; Volume = 6.5 cu.ft.;5-1/8 " max lam width Lateral support: top = 6en1161roris, hottom = al supports; This section PASSES the design code check. Force vs. Resistance and Deflection using csA 086-19: Criterion Analvsis Va]ue Desiqn Value Unit Analvsis/Design Shear 7.5.7.3b Shear 7.5.7.3a Moment (+) Perm. Deflrn Live Defl'n Total Deff I n VfGd: Wf: Mf= i aa _w - zz -0.46: 0.68 : 1 652 1681 4 34'7 42 L/ 803 L/393 L/ 264 Vr: Wr: Mr: 0.50 : 0.50 : 1.00 : 10661 35649 40673 L/ 360 L/ 360 L/ IBO -lbs 1bs lbs-ft in in in wf/wr : Mf /Mr :0-4'7 0. 85 0.45 0.91 0.68 @ WoodWorks= s<lFrnSRr rog ttonff os:{J{;# COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 4pr.2,2024 11:01 PROJECT 107-3449_Kashiwa 8.201 - Ridge beam.wwb Design Gheck Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads SA nuous support all area loads, such lhal1250/" of load on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Load Type Distribution Pat- tern Location tftl Start End Magnitude Start End Unit Roof DL Roof SL Sel-f -weiqht Dead Snow Dead Full- Area Fu1l Area Full UDL 15.00 (13.00') 50.00 (l_3.00') 2r .9 psf psf p1f Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 19.333' 1 4' Unfactored: Dead Snow Factored: Total Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 256]- 7838 2561, 7838 L4959 14959 ]-4959 5 6118 1.00 A a1 #2 2 .32 1.00 1.00 1.00 4380 1 / ORO 5 6118 1.00 0 .21 #2 2 .32 1.00 1.00 1.00 4380 8201 - Ridge beam Glu lam-E, D. Fi r-L, 24t-E, 6-3/4xl 5 (6-7 18" x1 4-l 5/1 6") Supports: All - Glulam-c Column, D. Fir-L 16c-E Total length: 19.3'l';Clear span: 18.938';Volume = 13.8 cu.ft.;6-3i4 " max lam width Lateralsupport:top = continuous, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois 8201 - Ridge beam.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Criterion Anafvsis Value Design Value IIn it-Anal vs i s/Desiqn Shear 7.5.7.3b Shcar 7.5.7.3a Moment (+) Perm. Deflrn Live Defl'n Totaf Defl'n Vf Gd = 7275'7wf - 29681- Mf : 7101-1 0.22: < L/999 0.62 : L/31r 0.84 : L/272 Vr: Wr:Mr: 0.64: 0.64: 1.28 : 17 940 s4605 85549 L/360 L/ 360 L/1BO l-bs l-bs fbs-ft in in in vlf/wr = Mf/Mr :0.54 0. 83 0.35 0 .9'7 0.66 Force vs. Resistance and Deflection using CSA086-'!9: Additional Data: FACTORS: f/E (psi) KD KH Kz KL KTFv 290 1.00 1.00 1.000 - 1.00Fb+ 4438 1.00 1.00 7.064 1.000 1.00Fcp 1015 1.150 - 1.00Es 1.9 million - 1.00 CRITICAL LOAD COMBINATIONS:Shear : LC #2 : L.25D + (1.0) 1.5S Moment (+) :, LC #2 : I.25D + (1.0) l_.55Deflection: LC #1 : 1.0D (permanent) Lc #2 : 1.0D + (0.9) 1.0S (live) Lc +2 = 1.0D + (0.9) 1.0s (rora1)Bearing : Support 1 - LC #2 : I.25D + (1.0)1.55 support 2 - LC #2 : I.25D + (1.0) l_.5s Load Types: D:dead S:snowAl-l Load Combinations (LCs) are listed in the Analysis CALCULATIONS: Shear Wr : 086 7.5.1.3(a)used; Wf : sum of all loadsEI : 3569.14e06 lb-i-n^2trLive" deflection is due to all non-dead loads (1ive, KS 1.00 1.00 1.00 t-.00 Cv 3.565 LC# +2 #2 #- +2 KN output wind, snow...) Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. GLULAM: bxd = actual breadth x actualdepth. @ WoodWorks* ,{(}f 'tt4ctr tog rv3r}t {}s lr6s COMPANY Linwood Custom Homes, Ltd. 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 11:01 PROJECT 107-3449_Kashiwa 8.202 - Ridge beam.wwb Design Gheck Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for all area loads, su tributary width is applied to beam. al1250/" of load on Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3,4.1.8.2 which is applied during analysis. Load Type Distribution Pat- tern Location Iftl Start End Magnitude Start End Unat Dead Snow Dead Snow Dead Snow Dead Snow Dead Snow Dead Snow Dead Snow Dead Partial Area Partial Area Trianqular Tr j-angular Triangular Triangular Triangular Triangular Triangular Triangular Point Point Point Point Fu11 UDL 0.00 0.00 3.50 3.50 9.33 9.33 ? tro 7.58 0.00 0.00 9.33 9.33 7.58 7.58 3.50 3.50 9.33 9.33 l_5. l-7 15.17 15.17 15.1'7 ? RO 7.58 50') 50') 0.0 0.0 26.3 87.5 34 .2 87.5 0.0 0.01,1,4 5 0 0 0 0 L 0 r-5.00 (6 s0.00 (6 26.3 o? 0. 0. U. n AA 4'7I 1386 516 1515 a1 0 psf psf p1f pff plf plf plf plf prf plf lbs 1bs 1L- fbs pff Roof DL Roof SL Load3 Load4 Load5 Load6 LoadT LoadS Load9 Loadl 0 B2O3 DL 8203 SL B2O4 DL B2O4 SL Self-weight Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 15.167' 15. Unfactored: Dead Snow Factored: Totaf Pt. load Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min reqrd KB KB min KD KB support fc sup Kzcp sup rt'1 3 31 61 989 2433 620'7 33 4886 11 6207 23286 l-.00 0 .2'7 0.96 0 .96 1.00 1.00 1.00 4380 4BB6 18331 1.00 0 .21 #2 0.76 0.76 1.00 1.00 1.00 4380 Canadian Wood Council Conseil canadien du bois 8202- Ridge beam.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 B,202 - Ridge beam G I ulam-E, D. Fi r-L, 241-E, 6-3/4xl 5 (6-7 18" x1 4-1 5/1 6") Supports: All - Glulam-c Column, D. Fir-L 16c-E Totallength: 15.19';Clear span: 15.0';Volume = 10.9 cu.ft.;6-3/4 " max lam width Lateral support:top = 69n116uous, bottom = at supports; This section PASSES the design code check. Force vs. Resistance and Deflection using CSA 086-19: Criterion Analysis Value Desiqn Value Unit Analysis/Design Shear 7.5.7.3b Shear 7.5.7.3a Moment (*) Perm. Deflrn Live Defl'n Total Def -l-'n vf Gd : 4909wf : l-1050 Mf : 25389 0.05 : < L/999o.t2 : < L/999 0.17 : < L/999 Wr: Mr: 0.50 : 0.50 : 1.01 : L'7 940 53969 85549 L/ 360 L/ 360 L/ T8O l_b 1b 1b in in in fts wf/wr : Mf/Mr :0.20 0.30 0.10 0 .24 0 -a] Additional Data: FACTORS: f /E (ps j-) KD KH KZ KL KT KS KNFv 290 1.00 1.00 1.000 - 1.00 1.00Fb+ 4438 1.00 t_.00 1.090 I.000 1.UU I.UUFcp 1015 1.150 - 1.00 1.00Es 1.9 million - 1.00 1.00 CRITICAL LOAD COMBINATIONS :Shear : LC #2 : t.25D + (1.0) 1.5S Moment (+) : LC #2 : L.25D + (1.0) l-.55Deflection: LC #l- : 1.0D (permanent) Lc #2 : l-.0D + (0.9)1.0s (five) LC #2 : l-.0D + (0.9)1.0S (roraf) Bearing : Support I - LC +fZ - 1.25D + (1.0)1.5S Support 2 - LC #2: L.25D + (t.0)1.5S Load Types: D:dead S=snow A11 Load Combinatior-rs (LCs) are lisLed irr Lhe Analysis output CALCULATIONS: Shear Wr : 086 1.5.7.3(a)used; Wf : sum of all loadsEI : 3569.14e06 1b-in^2 "Live" deflection is due to all non-dead l-oads (1ive, wind, snow...) Cv 3.376 LC# #2 #2 #- +2 Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. GLULAM: bxd = actual breadth x actualdepth. @ WoodWorks* 5(}f?X.?RX r<18 lq(}t]l} {'€{t6# COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 10:56 PROJECT 107 -3449_Kashiwa 8203 - Ridge beam (PR).wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: aco uous support for all area loads, such that 125o/" of load on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Distribution Pat- tern Location tftl Start End Magnitude Start End UnitLoadType 0.00 0.00 7.50 7.50 7.50 7.50 50 50 00 00 00 00 7 7 1l_ 11 11 11 (5.83') (5.83' )4? e 145.8 1? e 145. B 0 0 0 0 1_1 0 0 0 0 0 0 4 l_5.0 50.0 psf psf plfprf plf prf plf Roof DL Roof SL Roof DL1 Roof SL1 Load5 Load6 Self-weiqht Dead Snow Dead Snow Dead Snow Dead Partial Area Partial Area Triangular Triangular Triangular Triangular Fu]1 UDL Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 11' 10.946' Unfactored: Dead Snow Factored: Total Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 6]-9 1855 478 1386 3557 267 6 3557 13343 l-.00 0 .27 #2 0.14 0.14 1.00 l-.00 1.00 4380 267 6 1.00 x.+z 0.55 0.56 1.00 1.00 1.00 8203 - Ridge beam (PR) Glulam-Eo D. Fir-L, 24t-E, 5-1 l8"x10-1 12" Supports: 1 - Glulam-c Column, D. Fir-L 16c-E;2 - Hanger; Total length: 1 1.0'; Clear span: 10.875'; Volume = 4.1 cu.ft.; 5-1/8 " max lam width Lateral support:top = 6e611nuous, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois 8203 - Ridge beam (PR).wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Criterion Analysis Val-ue Design Value Unit Analysj s/Desiqn Shear 7.5.7.3b Shear 7.5.7.3a Moment (+) Perm. Defl rn Live Defl'n Total Defl'n vf Gd = 2909 Wf - 6203 Mf : 8983 0.04 : < L/999 0.10 : < L/999 0.13 : L/98:- Vr: Wr-Mr: 0.36 : 0.36 : 0.73 : 9329 3317 0 3114 0 L/ 360 L/ 360 L/180 lbs lbs l-bs-f t in in in Wf,/Wr : Mf/Mr :0.18 0.29 0. t-0 0 .2'7 0.18 Force vs. Resistance and Deflection using csA086-19 Additional Data: FACTORS: f/E (psi) KD KH Kz KL KTFv 290 1.00 1.00 1.000 - 1.00Fb+ 4438 1.00 1.00 I.201, 1.000 1.00Fcp 101-5 1.150 - 1.00Es 1.9 million - 1.00 CRITICAL LOAD COMBINATIONS:Shear : LC #2 : L.25D + (1.0) 1.5S Momenr (+) : LC #2 : I.25D + (1.0) l-.55 Def l-ection: LC #1 : 1 . 0D (permanent )Lc #2 = 1.0D + (0.9) 1.0s (tive) LC +2 - 1.0D + (0.9) 1.0S (roral)Bearing : Support 1 - LC +2 : 1.25D + (1.0)1.55 Support 2 - LC #2 : 1.25D + (1.0)1.5S Load Types: D:dead S:snow A11 Load Combinations (LCs) are fisted in the Analysis CALCULATIONS: Shear Wr : 086 7.5 EI : 909.42e06 Ib-ttLivett deflection KS 1.00 1.00 1.00 -1 . UU 3.408 LC# +2 #2 #- #2 KN .7 in is output .3(a)used; Wf : sum of all loadsn2 due to all non-dead loads (1ive, wind, snow...) Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Part 4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the delault deflection limits are appropriate for your application. 3. GLULAM: bxd = actual breadth x actual depth. @ WoodWorks* ,tOFfB.dA* 9CrA ltgtll) {7f:{J{;f COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 4pr.2,202410:57 PROJECT 107-3449 Kashiwa 8'204 - Ridge beam (Ensuite).wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for all area tributary width is applied to beam. of load on Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Location tftlStart End UnitLoadTypeDistributionPat- tern Magnitude Start End Partiaf Area Partial Area Triangular Triangular Triangular Triangular Ful1 UDL 4 .56 4 .56 0.00 0.00 0.00 0.00 11.00 11_.00 4 .56 4 .56 4 .56 4 .56 57.0 190.0 57.0 190.0 15.00 (7.58') 50.00 (7.58') 0.0 0.0 0.0 0.0 1,1, .4 ps ps p-L p1 p1 p1 p1 f f f f f f f Roof DL Roof SL Roof DLI- Roof SL1 Load5 Load6 Sel-f -weiqht Dead Snow Dead Snow Dead Snow Dead Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 11' 0'10 Unfactored: Dead Snow Factored: Total Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Mj-n req'd KB KB min KD KB support fc sup Kzcp sup 5t'7 1515 782 2399 291,8 457 5 2978 1.00 #2 0. 61 0. 61 1.00 1.00 1.00 451 5 7'7164 1.00 0 .21 #2 0.96 0.96 1.00 1.00 1.00 4380 B2O4 - Ridge beam (Ensuite) Glulam-E, D. Fir-L, 241-E, 5-1 18"x10-1 12" Supports: 1 - Hanger;2 - Glulam-c Column, D. Fir-L 16c-E; Total length: 1 1 .0'; Clear span: 10.875'; Volume = 4.1 cu.ft.; 5-1/8 " max lam width Lateral support:top = s66116tous, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois 8204 - Ridge beam (Ensuite).wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Force vs. Resistance and Deflection using CSA086-19: Criterion Anal-ysis Va I r:e Desi qn Value Unit Analvsis/Desiqn Shear 7.5.7.3b Shear 7.5.7.3a Moment (*) Perm. Defl'n Live Defl t n Total Defl I n vf Gd = 3"723wf : 7465 Mf : 11453 0.05 : < L/999 0.72 = < L/999 0.17 : L/711 Vr: Wr- Mr= 0.36 : 0.36 = 0.73 : 9329 329'7 6 3114 0 L/ 360 L/ 360 L/r-80 fb 1b 1b in in in frs Wf/Wr : Mf,/Mr :0 .23 0.37 o.12 0.34 0.23 Additional Data: FACTORS: f/E (psi) KD Fv 290 1.00 Fb+ 4438 1.00 Fcp l- 015 Es 1.9 million CRITICAL LOAD COMBINATIONS Shear : Moment (+) : Deflection: : L.25D + (1.0) l-.55: 1.25D + (1.0)l_.55 KH 1.00 1.00 KZ 1.000 7 .20L 1.150 KT 1.00 1.00 1.00 1.00 wa 1.00 1.00 1.00 t_.00 Cv 3.328 LC# #2 #2 #- #2 KNKL t-.000 (permanent )(0.9) l-.0s (1ive) (0.9) 1.0s (total) Bearing : Support 1 - LC #2 : 1.25D + (1.0)1.55 Support 2 - LC #2 : 1.25D + (1.0) l-.5S Load Types: D:dead S:snow A11 Load Combinati-ons (LCs) are listed in the Analysis output CALCULATIONS: Shear Wr : 086 7.5.7.3(a)used; Wf : sum of a1l loadsEl : 90 9 .42e06 1b-i-n^2 "Live'r deflection is due to a1l non-dead loads (1ive, wind, snow...) Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Part 4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. GLULAM: bxd = actual breadth x actualdepth. = 1.0D: 1.0D +: 1.0D + !^+A #2 #1 #2 +2 LC LC LC LC LC @ WoodWorks* .{$ffi.dF* 9OA at{ri}rr 0fs6f COMPANY Linwood Custom Homes, Ltd. 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 11:03 PROJECT 107-3449_Kashiwa 8205 - Window 20'l.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads a nuous support for all area loads, such lhaI1250/" of load on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Pat- tern Location lftJStart End Magnitude Start End UnitLoadTypeDistribution 3.25 3.2s 15.00 (3.00') 50.00 (3.00 | ) 989 a All 6.0 psf psf lbs 1bs plf Overhang DL Overhang SL B2O2 DL 8202 SL Seff-weiqht. Dead Snow Dead Snow Dead UDL Fu11 Fu11 Point Point Fu11 Area Area Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 6.5' 8' Unfactored: Dead Snow Factored: TotaI Pt. foad Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 696 tB24 696 tB24 3606 1,4 3606 t4 3606 5151 1.00 0.70 4) 1.23 r .23 1.00 1.00 1.00 1668 3606 5151 1.00 0.70 #2 1.23 1,.23 1.00 1.00 1.00 r668 8205 - Window 201 Glulam-E, D. Fir-L, 241-E, 3-1 /8"x9" Supports:All - Built-up Column, S-P-F No.1/No.2 Total length: 6.5'; Clear span: 6.313'; Volume = 1.3 cu.ft.; 3-118 " max lam width Lateral support:top = 4l supports, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois 8205 - Window 201.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Criterion Analysis Valr:e Desi qn Value Unit Analysis/Design Shear 7.5.7.3b Shear 7.5.7.3a Moment (+) Perm. Deffrn Live Defl'n Totaf Defl I n vf ed : 3305wf : 7183 Mf : 9652 0.03 : < L/999 0.08 : < L/999 0.11 : L/699 Vr: Wr- Mr= 0.2r : U.4J : 4921, 191,23 L3572 L/ 360 L/ 360 L/]-BO l-bs lbs 1bs-ft in in in Wf/wr =MflMr :0.38 0.71 0.16 0.36 0.26 Force vs. Resistance and Deflection using cSA 086-19: Additional Data: FACTORS: f/E (psi) KD KH Kz KL KT KS KNFv 290 1.00 1.00 1.000 - 1.00 1.00Fb+ 4438 1.00 1.00 1.300 0.964 1.00 1.00Fcp 1015 1.150 - 1.00 1.00Es 1.9 mi-L-Lion - 1.00 1.00 CRITICAL LOAD COMBINATIONS:Shear : LC #2 = L.25D + (1.0) 1.5S Moment (+) : LC #2 = 1.25D + (1.0) 1.55Deflection: LC #1 = 1.0D (permanent) Lc +2 : 1.0D + (0.9) 1.0S (live) LC #2 = 1.0D + (0.9) 1.0S (total) Bearing : Support 1 - LC #2 : I.25D + (1.0)1.5S Supporr 2 - LC #2 : 1_.25D + (1.0)1.55 Load Types: D:dead S:snow A11 Load Combinations (LCs) are listed in the Analysis output CALCULATIONS: Shear Wr : 086 1.5.7.3(a)used; Wf: sum of all loads ET : 352.43e06 1b-in^2 "Liverr deffection is due to all non-dead loads (live, wind, snow...)Latexal st.abll1t,y (+) : Lu = 6.38' Le : 12.3-L' Cts - 11.5 2 .961 LC# #2 #2 xlt- #2 Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. GLULAM: bxd = actual breadth x actual depth. 4. BEAMS require restraint against lateraldisplacement and rotation at points of bearing (086 7.5.6.3.1). @ WoodWorks* ,{6m.?af ro# rqcn* o[:s,4;# COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 11:42 PROJECT 107-3449_Kashiwa DF101 - Covered entry ridge beam.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for all area tributary width is applied to beam. s lhal125o/" of load on Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3,4.1.8.2 which is applied during analysis. Distribution Pat- tern Location tftl Start End Magni-tude Start End UnitLoadType Full- Area Fu1I Area Fulf UDL 15.00(6.00') 50.00(6.00') l-1. l" psf psf p1f Roof DL Roof SL Self-weight Dead Snow Dead Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 4.458' 4 Unfactored: Dead Snow Factored: Total Bearing: Capacity Beam Support Des ratio Beam Support T.,oad comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 2'7 5 834 ztJ 834 15 95 15 95 l_595 3115 1.00 0 .42 #2 0.53 n tr2 1.00 1.00 1.00 1'7 69 1595 3'775 1.00 0 .42 +t U.5J 0.53 1.00 1.00 1.00 t] 69 DF101 - Covered entry ridge beam Timber, D.Fir-L, No.1, 6xl 0 (5-1 12"x9-1 12") Supports:All - Timber Column, D.Fir-L No.1 Total length: 4.44'; Clear span: 4.375'; Volume = 1.6 cu.ft.; Beam or stringer Wet service; Lateral support: top = qq61lnrous, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois DF101 - Govered entry ridge beam.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Criterion Analvsis Value Desiqn Va I rre I-lnit Analysis/Desiqn Shear Moment (+) Perm. Defl'n Live Defl'n Total Defl'n Vf Gd = l-000 Mf - ]-746 0.00 = < L/999 0.00 : < L/999 0.01 = < L/999 Vr: Mr: 0. t_5 : 0.15 : 0.29 : Bt92 17057 L/ 360 L/ 360 L/1BO l-bs lbs-ft in in in 0 .12 0.10 0.01 0.03 0 .02 Vf/Vr: Ml/Mt' : Force vs. Resistance and Deflection using CSA 086-19: Additional Data: FACTORS: f/E (psi) KD KH KZ KL KTFv 21,8 1.00 1.00 I.200 - 1.00Fb+ 2292 1.00 1.00 r.200 1.000 1.00Fcp 1015 1.000 - l_.00Es 1.7 million - 1.00 CRITICAL LOAD COMBINATIONS:Shear : LC #2 :1.25D + (1.0)1.55 Moment. (+) : LC #2 : L.25D + (1.0) 1.55Deflection: LC #1 : l-.0D (permanent) LC +2 : 1.0D + (0.9) 1.0S (Iive) LC #2 : 1.0D + (0.9) 1.0S (total)Bearirg : Supporl- 1 - LC #2 : I.25D + (1.0) 1.5S Support 2 - LC #2 : 1".25D + (1.0)1.5S Load Types: D:dead S=snowAff Load Combinations (LCs) are listed in the Analysis CALCULATIONS:El = 682.85e06 1b-in^2 "LiveI deflection is due to all non-dead foads (1ive, KS r_.00 1.00 0 .6'7 l_.00 LC# #2 #2 #- #2 KN output wind, snow...) Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Part 4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default dellection limits are appropriate for your application. @ WoodWorks* ,tGffifttt lCrA Pdt]ff 0S,{t6* COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 4pr.2,202411:42 PROJECT 107-3449_Kashiwa DF102 - Covered entry beam.wwb Design Check Galculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for all area tributary width is applied to beam. , suc 1250/" ol load on Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Load Type Distribution Pat- tern Location tftl Start End Magnitude Start End Unit Dead Snow Dead Snow Dead Point Poi-nt Full Area Fu11 Area Fuff UDL 6.00 6.00 2"7 5 834 1s.00 (3 50.00 (3 11.1 00') 00') 1bs lbs psf psf p1f DF1O1 DF1O1 SL Roof DL Roof SL Self-weiqht Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 12' 0 11 Unfactored: Dead Snow Factored: Total Pt. load Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fcp sup Kzcp sup 541 15 41 54L t54t 2988 I 2988 8 2988 31 91 1.00 0 .94 #2 0 .6'7 0 .67 1.00 1.00 1.00 L .07 10 15 1.00 2988 31 91 1.00 0 .94 frz 0 .67 0 .67 1.00 1.00 1.00 r .0"7 1015 1.00 DF102 - Covered entry beam Timber, D.Fir-L, No.1, 6xl 0 (5-1 12"x9-1 12") Supports:All - Timber Beam, D.Fir-L No.2 Total length: 12.0'; Clear span: 11.875'; Volume = 4.4 cu.ll.; Beam or stringer Lateral support: top = sl supports, bottom = at supports; Thls section PASSES the design code check. Canadian Wood Council Conseil canadien du bois DFl02 - Covered entry beam.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Force vs. Resistance and Deflection using CSA 086-19 Criterion AnalVsis Value Design Value Unit Analvs i s,/Des iqn Shear Moment (+) Perm. Def l- In Live Deff'n TotaL Def1rn Mf - 11,280 0.07 = < L/999 0.18 : L/193 0.25 : L/s'72 Vr : 8L92 Mr' = 1,"7 05'7 40 : L/ 36040: L/360 80 = L/L80 0 0 0 lbs lbs-ft in in in Vf/Vr = Mf/Mr = 0.33 0.66 0.18 0.45 0.31 Additional Data: FACTORS: f/E (psi) KD KH KzFv 2]-8 l-.00 1.00 7.200Fb+ 2292 1.00 1.00 1,.200Fcp 1015 l_.000Es 1.7 million - CRITICAL LOAD COMBINATIONS:Shear : LC #2 : 1.25D + (1.0) 1.55 Moment (+) z LC #2 = 1.25D + (1.0) 1.55Deflection: LC #1 : l-.0D (permanent) KNKLKT 1.00 1.00 1.00 1.00 KS 1.00 1.00 1.00 1.00 LC# #2 #2 #- #2 1.000 (live) (tota1) (t.u)1.5s (1.0)1.55 Lc #2 : 1.0D + (0.9) 1. LC #2 : 1.0D + (0.9) 1.Bearlng : Suppoft 1 - LU #2 = 1.2 Support 2 - LC #2 : L.2 Load Types: D:dead S:snow A,11 Load Combinations (LCs) are listed in the Analysis output CALCULATIONS: EI : 682.85e06 1b-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) 0s OS 5u+ 5D+ Design Notes: 1. WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. @ WoodWorks* ,{oF srnr rcs }vcr:}r} of;t6J{ COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 11:43 PROJECT 107-3449-Kashiwa DF103 - Covered entry beam.wwb Design Gheck Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: a continuous support for all area loads, such lhal1250/" ol on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1,8.2 which is applied during analysis. Load Type Distribution Pat- tern Location tftlStart End Magnitude Start End Unit Roof DL Roof SL Self-weiqht Dead Snow Dead Fu11 Area FufI Area Ful1 UDL 15.00 (5.00') 50.00 (5.00') 11.1 psf psf plf Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 4.458' 4.7 um g 12" tor end supports 233 695 ZJJ 695 1334 1334 2238 3901_ 0.60 0.34 #2 0.50* 0.50* l_.00 1.00 1".00 1-7 69 2238 3901 .60 ?A #2 50* 50* .00 .00 .00 71 69 0 0 0. 0. 1 L 1 Unfactored: Dead Snow Factored: Totaf Bearing: Capacity Beam Support Des ratio . Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup DF103 - Covered entry beam Timber, D.Fir-L, No.1, 6xl 0 (5-1 12"x9-1 12") Supports:All - Timber Column, D.Fir-L No.1 Total length: 4.44'; Clear span: 4.375'; Volume = 1.6 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois DF103 - Covered entry beam.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Force vs. Resistance and Deflection using CSA 086-19: Criterion Analysis Val,r:e Desiqn Value Unit Analysis/Desiqn Shear Moment ( I ) Perm. Deff'n Live Defl'n Total Def l-'n vf Gd : 838 Mf : 1,463 0.00 : < L/999 0.00 : < L/999 0.00 : < L/999 Vr: Mr._ 0. t-5 : 0.15 : 0.29 : 81,92 l-7057 L/ 360 L/ 360 L/180 l-bs 1bs-f l- in in in Yf/Vr: Mf/Mr :0.10 0.09 0.01 0 .02 0 .02 Additional Data: FACTORS: f/E (psi) KDFv zLB 1.00Fb+ 2292 1.00Fcp 1015Es 1.7 mill-ion CRITICAL LOAD COMBINATIONS AJ 1.00 1.00 1.00 1.00 LC# #2 #2 #- #2 KH 1.00 1.00 KZ 1,.200 7.200 1.000 KNKLKT 1.00 1.00 1.00 1.00 Shear : Moment (+) : Deflection: .25D + (1.0) 1.5s .25D + (l_.0) 1.55.0D (permanent) 1.000 (1ive) (total )(1.0)1.ss (r-.0)1.5s LC LC LC #2 #2 !1ff 1 1, 1 1 1 LC #2 LC #2 Bearing : Support 1 Support 2 Load Types: D:dead A11 Load Combinations CALCULATIONS: .9) 1.0S .9) 1.0S: 1.25D + - LC +2 : 1.25D + S:snow (LCs) are l-isted in the Analysis output EI : 682.85e06 1b-in^2 'rLive" deflection is due to afl non-dead loads (1ive, wind, snow...) .0D + .0D + -Lc# (0 (0 2 Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Part 4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verily that the default deflection limits are appropriate for your application. @ WoodWorks* 56&Qnr rcrg ltdrft 068 64 COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 11:43 PROJECT 107-3449_Kashiwa DF104 - Carport Beam.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for all area loads, such lhal1250/" of on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Load Type Distribution Pat- tern Location tftl Start End Magnitude Start End Unit Roof DL Roof SL Self-weiqht Dead Snow Dead Ful1 Area Ful1 Area FuI1 UDL 1s.00 (12 s0.00 (12 t3 .4 00') 00') psf psfplf Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 10.5' 10.1' Unfactored: Dead Snow Factored: Totaf Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 1248 3921 l.248 3927 1 450 '7 450 7 450 r2240 1.00 0.61 #2 7 .66 t .66 1.00 1.00 1.00 1668 '7 450 1,2985 t_.00 0.57 #2 t .66 r .66 1.00 1.00 1.00 r7 69 DF104 - Garport Beam Timber, D.Fir-L, No.1, 6xl 2 (5-1 12"x11 -1 12") Supports: 1 - Built-up Column, S-P-F No.1/No.2;2 - Timber Column, D.Fir-L No.1; Total length: 10.5'; Clear span: 10.25'; Volume = 4.6 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois DFl04 - Carport Beam.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Criterion Anafysis Valr:e Design Value Unit Analvsis/Desiqn Shear Moment (+) Perm. Defl'n Live Defl I n Total Defl'n vf Gd = 5910 Mf = I9O9'7 0.05 : < L/999 0.1-4 = L/862 0.20 : L/ 63'7 Vr: Mr: n atr _ n ?tr -0.59 : 90 98 22953 L/ 360 L/ 360 L/180 lbs 1bs-ft in in in Yf/Yr : Mf/Mx :0.6s 0.83 0.l_5 0-42 0 .28 Force vs. Resistance and Dellection using CSA 086-19: Additional Data: FACTORS: f/E (psi) KD KH KZ KL KTFv 2]-8 1.00 1.00 1.100 - 1. O0Fb+ 2292 1.00 1.00 1.100 1.000 1.00Fcp 1015 1.000 - 1.00Es 1.7 million - 1.00 CRITICAL LOAD COMBINATIONS:Shear : LC #2 : I.25D + (1.0) 1,5S Moment (+) : LC #2 : I.25D + (1.0) 1.55Deflection: LC #1 : 1.0D (permanent) LC +r2 : 1.0D + (0.9) 1.0S (live) LC #2 : 1.0D + (0.9) 1.0s (roral)Bearirrg : Support 1 - LC #2 : I.zil + (1.0) l-.5S Support 2 - LC #2 : 1.25D + (1.0)1.55 Load Types: D:dead S:snow A11 Load Combinations (LCs) are listed in the Analysis CALCULATIONS:El : 1214.57e06 1b-in^2 "Live" deflection is due to all non-dead foads (live, KS 1.00 1.00 t_.00 1.00 LC# +2 #2 #- #2 KN output wind, snow...) Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Part 4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. @ WoodWorks* ,{om.?Ft tog r"4r}ff of,tr6tr COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 11:43 PROJECT 107-3449_Kashiwa DF'|05 - Carport Beam.wwb Design Gheck Galculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for allarea tributary width is applied to beam. 125/o of load on Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Pat- tern Location tftl Start End Magnitude Start End un.rtLoadTypeDi st ribut ion Full Area Fu11 Area Triangular Fu11 UDL 0.00 10.50 15.00 (3.00') 50.00 (3.00') 0.0 40.0 1,3 .4 psf psf plfpff Roof DL Roof SL WalI DL Self-weiqht Dead Snow Dead Dead Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 10.5' 10 mum setting used: 1 supports 506 984 A2F 984 21,0'720L9 2238 3901- 0 .94 0.54 0.50* 0.50* 1.00 1.00 1.00 L'7 69 Unfactored: Dead Snow Factored: Total Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB M]-N KD KB support fc sup Kzcp sup 2238 36'7'7 .90 .55 +z 50* 50* .00 .00 .00 1668 0 0 0. 0. 1 1 1 DFl05 - Garport Beam Timber, D.Fir-L, No.1, 6x1 2 (5-1 12"x11-1 12") Supports: 1 - Built-up Column, S-P-F No.1/No.2;2 - Timber Column, D.Fir-L No.1; Total length: 10.5'; Clear span: 10.438';Volume = 4.6 cu.ft.; Beam or stringer Lateral support: top = senllnrous, bottom = at supports; This section PASSES the design code check. Canadian Wood Gouncil Conseil canadien du bois DF105 - Carport Beam.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Force vs. Resistance and Deflection using CSA 086-19: Criterion Analysls Val-ue Desi gn Va1ne Unit Ana Iy s i s ,/ De s i qn Shear Moment (+) Perm. Defl'n Live Defl'n Total Defl'n Vf Gd : 1693 Mf - 5379 0.02 : < L/999 0.04 : < L/999 0.06 : < L/999 Vr: Mr: 0.35 : 0.35 : 0.70 : 9098 22953 L/ 360 L/ 360 L/ L80 lbs lbs-fL in in in Yf/Vr : MllMr :0.19 0 .23 0.06 0.1-1 0.08 Additional Data: FACTORS: f/E (psi) KD Fv 2te 1.00 Fb+ 2292 1.00 Fcp 1015 Es 1.7 million CRITICAL LOAD COMBINATIONS: Shear : Moment (+) : Deflection: 1.000 #2 : 1.25D + (1.0) l_. ss #2 : I.25D + (1.0) 1. sS#1 : 1.0D (permanent) #2 : 1.0D + (0.9) 1.0S (live) KH 1.00 1.00 KZ 1.100 1.l_00 1.000 KNKLKT 1.00 1.00 1.00 1.00 KS 1.00 t_.00 l_.00 1.00 LC# +2 +2 #- #2 LC LC LC LC LCBearirrg : SupporL 1 - LC #2 : LSupport2-LC#2:l Load Types: D:dead S:snow Aff Load Combinations (LCs) are fisted in the Analysis output CALCULATIONS:El = t2l-4.57e06 1b-in^2 "Liveil deflection is due to af1 non-dead loads (1ive, wind, snow...) #2 : 1.0D + (0.9) 1 (tota1)+ (1.0)r.5s+ (1.0)1.55 .0s 25D a tr^ Design Notes: 1 . WoodWorks analysis and design are in accordance with the 20'15 National Building Code ol Canada (NBC), Division B, Part 4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. @ WoodWorks= ,{om'3*t tos rvcr:}r} {}f gJ{;# COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 12:11 PROJECT 107-3449_Kashiwa NL201 - Window 202.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: a continuous support for all area such that 125/" of load on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3,4.1.8.2 which is applied during analysis. Load Type Distribution Pat- tern Location tftlStart End Magni-tude Start End Uni-t Roof DL Roof SL B2O4 DL 8204 SL Seff-weight Dead Snow Dead Snow Dead Fufl Area Ful.I Area Poant Point Ful1 UDL 2.25 2.25 15.00 (3.00') 50.00 (3.00') 782 2399 5.0 psf psf lbs lbs plf Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 4.5' 0' Unfactored: Dead Snow Factored: Total Pt. load Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 528 1,61,9 528 16L9 3088 20 3OBB ZU 3088 6700 1_.00 0 .46 #2 1. 68 1. 68 t_.00 1.00 1.00 1668 3OBB 6700 1.00 0 .46 +2 1.68 1.68 1.00 1.00 1.00 1668 Canadian Wood Council Conseil canadien du bois NL201 - Window 202.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 NL201 - Window 202 Built-up, S-P-F, No.1/No.2, 2x10, 2-ply (3"x9-1 l4"l Supports:All - Built-up Column, S-P-F No.1/No.2 Total length:4.5'; Clcar span: 4.25';Volume = 0.9 cu.ft. Load sharing: Yes; Lateralsupport:top = 4l supports, bottom = at supports; This section PASSES the design code check. Force vs. Resistance and Deflection using GSA 086-19 Crit.erion Analysis Value Desiqn Value Unit Anafysis/Desisn Shear Moment (+) Perm. Defl'n Live Defl'n Total Dcfl'n vf Gd : 2'76'7 Mf : 5838 0.01 : < L/999 0.03 : < L/999 0.04 - < L/999 Vr:Mr: 0.15 : 0.15 =0.29 : 4372 5B'7 4 L/ 360 L/ 360 L/780 lbs lbs-ft in in in Vf/vr : Mf/Mr :0.63 0.99 0.07 0.20 0.13 Additional Data: FACTORS: f/E (psi) KD KH KzFv 2tB 1.00 1.10 1.100Fb+ :-71_1_ 1.00 1.10 1.100Fcp '769 1.UUUEs 1.4 miffi_on - CRITICAL LOAD COMBINATIONS:Shear : LC #2 : I.25D + (1.0) 1.5S Moment (+) : LC #2 : 1,.25D + (1.0) 1.55Deflection: LC #1 = 1.0D (permanent) LC #2 : 1.0D + (0.9) 1_.0S LC #2 : 1.0D + (0Bearing : Support I-LC#2Support2-LCltz Load Types: D=dead S:snow All Load Combinations (LCs) are listed in the Analysis output CALCULATIONS:EI : 136.04e06 1b-in^2/p1ytrLive" deflection is due to all non-dead loads (1ive, wind, snow...)Lateral- stability(+): Lu : 4.38r Le : 8.38' CB : 20.4; b : single pfy width KNKLKT 1.00 1.00 1.00 1.00 ?e t_.00 1.00 1.00 1.00 LC# #2 +2 #- 4) . e) _I _1 -f 1.0s .25D .25D O. BB6 ( live )(totaf )+ (1.0)l-.55 + (1.0)1.5S Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the delault deflection limits are appropriate for your application. 3. KL calculated as per 086 7.5.6.4 1 PEAI\4S require restraint against lateral displacement and rotation at points of bearing (086 6.5.3.2.3). 5. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that ii, no butt joints are present) and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. @ WoodWorks* .s(}ffitnr rca i?orli] fra,{t6# COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 12:10 PROJECT 107-3449_Kashiwa N1202 - Window 203.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a co s support for all area loads, such that 1 load on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1 .7.3, 4.1.8.2 which is applied during analysis. Magnitude Start End UnitDistributionPat- tern Location lftJ Start End Load Type psf psf plf plf0.00 4.75 15.00 (3.00') 50.00 (3.00,) 64.0 26.2 5.0 Roof DL Roof SL Wa11 DL Self-weiqht Dead Snow Dead Dead Full Area Ful1 Area Trapezoidal Ful-f UDL Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 4.7s', 4. Unfactored: Dead Snow Factored: Totaf Bearinq: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KIJ M]-N KD KB support fc sup Kzcp sup zot 445 23'7 444 10 01 963 10 01 2t1 2 1.00 0 .46 #2 0.54 0.54 1.00 1.00 1.00 15 68 963 2090 1.00 0 .46 xa1tz 0 .52 0 .52 1.00 r_.00 1.00 L668 NL202 - Window 203 Built-up, S-P-F, No.1/No.2, 2x10, 2-ply (3"x9-1 14") Supports:All - Built-up Column, S-P-F No.1/No.2 Total length: 4.75'; Clear span: 4.688'; Volume = 0.9 cu.ft. Load sharing: Yes; Lateral support:top = 6l supports, bottom = at supports; This section PASSES the design code check. Canadian Wood Council Conseil canadien du bois NL202 - Window 203.wwb WoodWorks@ Sizer 2020 (Update 3)Page 2 Criterion AnaLysis Va1r:e Desi qn Value Unit AnaIysis,/Desiqn Shear Momcnt (+) Perm. Deflrn Live Defl'n Total- Def l- I n Vf Gd Mf 0.00 0.01- 0.01 649 :-14'7 L/ 999 L/ 999 L/ 999 Vr: Mr- 0.16 : 0.l-6 : 0.31 : 437 2 57 49 L/360 L/ 360 L/ 1"80 fbs l-bs-f t in in in Yf/Yr: MflMr :0.15 0 .20 0.03 0.04 0.04 Force vs. Resistance and Deflection using CSA 086-19: Additional Data: FACTORS: f/E (psi) KD KH KZ KL KTFv 2tB 1.00 l_.10 1.1-00 - 1.00Fb+ 1-'71_1_ 1.00 1.10 1.100 0.867 1.00Fcp '769 1.000 - 1.00Es 1.4 million - 1.00 CRITICAL LOAD COMBINATIONS:Shear z LC #2 : 1.25D + (1.0) 1.5S Moment(+) : LC #2 :1.25D + (1.0)t_.55Deflection: LC #1 : 1.0D (permanent) LC #2 : 1.0D + (0.9) 1.0S (live) LC #2 : 1.0D + (0.9) 1.0S (roral) Bear-Lrrg : SuIJIrort 1 - LC #2 : I.25D + (1.0) I.55 Support 2 - LC #2:7.25D + (1.0)1.5S Load Types: D:dead S:snowAfl Load Combj-natj-ons (LCs) are listed in the Analysis CALCULATIONS:EI : 136.04e06 l-b-in^2/ply "Lj-ve" defl-ection is due to all- non-dead loads (Iive,Lateral stability(+): Lu : 4.69' Le : 9.06' CB : 2I 1.00 1.00 1.00 1.00 LC# #2 #2 #- #2 KN output wind, snow...) .2; b : single p1y width Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Part4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the delault deflection limits are appropriate for your application. 3. KL calculated as per 086 7.5.6.4 4. BEAMS require restraint against lateraldisplacement and rotation at points of bearing (086 6.5.3.2.3). 5' BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. @ WoodWorks* S6F tntnr roa iVOilI) 0a:{J{ia COMPANY Linwood Custom Homes, Ltd. 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 12:04 PROJECT 107-3449_Kashiwa N1203 - Window 205.wwb Design Gheck Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Beam is a continuous support for all area loads, such 25o/" of load on tributary width is applied to beam. Load magnitude does not include Normal lmportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Magnitude Start End UnitDistributionPat- tern Location lftJ Start End Load Type psf psf 1bs lbsplf 2 .12 2 .12 15.00 (3 s0.00 (3 6L9 1855 5.0 00') 00' ) Roof DL Roof SL B2O4 DL 8204 SL Self-weiqht Dead Snow Dead Snow Dead Ful1 Area Ful1 Area Point Point Ful1 UDL Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 4.25', 0'1 Unfactored: Dead Snow Factored: Total Pt. l-oad Bearing: Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd KB KB min KD KB support fc sup Kzcp sup 439 L324 439 r324 2534 16 2534 1"6 2534 5499 1.00 0 .46 #2 1 20 1.38 1.00 1.00 1.00 1668 2534 5499 1.00 0 .46 #2 1.38 1.38 1.00 1.00 1.00 1668 Canadian Wood Council Conseil canadien du bois NL203 - Window 205.wwb WoodWorks@ Sizer 2020 (Update 3)Page 2 NL203 - Window 205 Built-up, S-P-F, No.1/No.2, 2x10, 2-ply (3"x9-1 l4"l Supports:All - Built-up Column, S-P-F No.1/No.2 Total length: 4.25'; Clear span: 4.0'; Volume = 0.8 cu.ft. Load sharing:Yes; Lateralsupport:top = sl supports, bottom = at supports; This section PASSES the design code check. Force vs. Resistance and Deflection using CSA 086-19: Criterion Analysis Value Design Value Unit Analys i s,/Des ign Shear Moment (+) Perm. Deffrn Live Defl'n Total Def l-'n vf Gd : 2222 Mf : 444I 0.01_ : < L/999 0.02: < L/999 0.03 : < L/999 Vr: Mr: 0.14 : 0.14 : 0.28 : 43'12 5950 L/360 L/ 360 L/L80 l-bs lbs-ft in in in Vf/Vx: Mf/Mr :0.51 0.75 0.05 0.14 0.10 Additional Data: FACTORS: f/E (psi) KD KH KZ KL KTFv 2tB 1.00 1.10 1.1-00 - 1.00Fb+ t7r1_ 1.00 l-.10 1.100 0.897 1.00Fup 769 J-.000 - J-.00Es 1.4 mi]fion - 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC #2 : L.25D + (1.0) 1.5S Moment (+) : LC #2 : 7.25D + (1.0) 1.55 Deflection: LC #1 : 1,0D (permanent) LC #2 : 1.0D + (0.9) 1.0S (t-ive) LC #2 : 1.0D + (0.9) l_.0S (toral) Bearing : Support 1 - LC #2 : I.25D + (1.0)1.55 Support 2 - Lt #2 : I.25u + (1.U)1.5S Load Types: D=dead S:snow A11 Load Combinations (LCs) are l-isted in the Analysis CALCULATIONS: EI : 136.04e06 Ib-in^2,/plyI'Live" deffection is due to aff non-dead loads (live, Lateral stability (+) : Lu : 4.l-3r Le : 7 .94, CB : 19 KS 1.00 1.00 1. UU 1.00 output KN LC# #2 #2 #- #2 snow...) single p1y width wind, .8; b Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. KL calculated as per 086 7.5.6.4 4. BEAMS require restraint against lateral displacement and rotation at points of bearing (086 6.5.3.2.3). 5. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top-loaded. Where beams are side-loaded, special lastening details may be required. PROJECT 107-3449_Kashiwa P101 - Under 8101.wwc COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 10:53 @ WoodWorks* .t6ff*.?F Fgg itdi:,' O€tr{ia Load Type Distribution Location tftl Start End Magnitude Start End Unit B2O1 DL 82 01- SL Wind Seff-weiqht Dead Snow Wind Dead Axial Axial Fufl Area AxiaI (Ecc (Ecc : 1.50"): 1.50t') 2561 7838 34 .50 (5 .62',I 239 lbs lbs psf 1bs Loads NBC Tables 4 .6.ormal lmportancemagndoes not in .8.2 which is applied during analysis.4.1.7.3, 4.1 Design Check Calculation Sheet WoodWorks Sizer 2020 (UPdate 3) Unfactored: Lateral: Dead Snow Wi-nd Axial: Dead Snow Factored: R_>L Load comb L_>R Load comb 18 54 r"7 61 2800 7838 -18 -54 7'7 6'7 2800 7838 aeaa #s 103 #2 2458 #'7 Reactions (lbs): 18.22', -lott 18.22'. TD 9) @o 0' P101 - Under 8201 Glulam-co D. Fir-L, 16c'E, 6-3/4x9 (6'7l8"x9") support: Non-wood Total length: 18.25';Volume = 7.8 cu'ft'; 6-314" max lam width Pinnedbase; Loadface=width(b); KexLb: 1.0x6.92=6.92ft; KexLd: 1'0x18'22=18-22tI; This section PASSES the design code check. Force vs. Resistance and Deflection using csA 086'19: Criterion Anal-ysis Value Design Value Unit Analysis,/Design Shear 7.5.7.3b Moment (+) Axial b Axiaf d Combined Combined Combined Perm. Def l-'n Live Def l- I n Totaf Def l- I n Vf Mf Pf Pf Mf Pf A.02 = < L/999 0.50 : L/ 433 0 .52 = L/ 420 2522 1t_ 718 1,5257 1,5257 l" 1718 '7 419 Vr = L2318 Mr : L6204 Pr : 160661 Pr : 9L612 Mr : 16204 Pr : 98155 (Pf /Pr) ^2 + 0.61 : L/360 r.2t : L/]-80 1.21, = L/LB1 1bs 1bs-ft 1bs lbs lbs-ft lbs (MflMr)*1, in in in vf/vx = MflMr = Pf/Pr: Mf/Mr = Pf /Pr = (1-PflPe) 0.r7 0.72 0.08 0.77 0.03 0 .42 o .43 0 .20 0.'72 Ganadian Wood Council Conseil canadien du bois P101 - Under 8101.wwc WoodWorks@ Sizer 2020 (Update 3)Page2 Additional Data: FACTORS: f/E (psi) KD Fb+ 203]- t-.15 Es 1.8 mil_lion 805 1.6 million Fcb 4380 l_.00 Fcd 4380 1.00 Comb'd Fc 4380 1 . 15 Combrd Fb 203] 1.15 CRITICAL LOAD COMBINATIONS: Shear : Moment (+) : Deflection: Axial : Combined : l-.00 1.00 1.00 1.00 0 . B2'7 0 .82'7 0 .827 1 14tr 0.896 0.511 0.476 KT 1.00 1.00 1.00 1.00 r-.00 1.00 1.00 KS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LC# #s #s lf2 +2 #2 #s #s KH 1.00 KZ I.I25 Kc KL 1.000 1.000 4c #s #l- #s 4c +2 #s LC LC LC LC LC LC LC : 1.25D + (1.0) 1.4w +: I.25D + (1.0)1.4w +: 1.0D (permanent): 1.0D + (0.75) 1.0w +: 1.0D + (0.75) 1.0w +: L.25D + (1.0) 1.5s: t.25D + (1.0) 1.4w + (1.0)o (1.0)o (0. e) (0. e) .5s .55 0.5s 0.55 ( live )(tota1) (1.0)0.ss Load Types: D:dead W:wind S:snow A11 Load combinations (Lcs) are l-isted in the Analysis output CALCULATIONS: Shear Vr : 086 7 .5.7.3 (b)used EI = 746.84e06 l-b-in^2 "Live" deflection is due to a1l- non-dead loads (1ive, wind, snow...)Axial d g,overns; CCb : 72 .0; CCd : 24 .4L/ (I-Pf /Pe) : 1.06 Design Notes: 1 ' WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. GLULAM: imperial bxd = nominal width x actuat depth (1.5" plys). 4. Axial load eccentricity applied in direction of load face only. lt is the designers responsibility to check for effect of eccentricity in the other directiorr. @ WoodWorks' s6ffi.?at toa r"q*n tclr6,q. COMPANY Linwood Custom Homes, Ltd. 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 4pr.2,2024 11:52 PROJECT 107-3449_Kashiwa P201 - Under 8201 + 8202.wwc Design Check Galculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: Load magnitude does not mportance factor from NBC Tables 4.1.6.2, 4.1.7.3, 4.1.8.2 which is applied during analysis. Magnitude Start End UnitTypeDistributionLocation lftJ Start End Load l-bs lbs l-bs lbs lbs Axial Axial Axiaf Axial Axiaf ( ( ( ( E E E E cc cc .00") .00") .00") .00u) _1 -f_1_I _1 -f_1 -a 256r 7838 11'13 3161 82 B2O1 DL B2O1 SL B2O2 DL 8202 SL Seff-weight Dead Snow Dead Snow Dead Reactions (lbs): 9.33' ul 0)ao -Jo! 0'9.33' Unfactored: Lateral: Dead Snow Axial: Dead Snow Factored: R_>L Load comb L_>R Load comb 98 3 816 ]-0999 -33 -98 3 816 L0999 189 #2 189 #2 #1 P201 - Under 8201 + 8202 Glulam-c, D. Fir-L, 16c-E, 6-3/4x6 (6-7l8"x6") Support: Non-wood Total length: 9.31'; Volume = 2.7 cu.ft.; 6-3/4 " max lam width Pinnedbase; Loadface=width(b); KexLb: 1.0x9.33=9.33ft;KexLd: 1.0x9.33=9.33ft; This section PASSES the design code check. Force vs. Resistance and Deflection using CSA 086-19 Criterion Analvsis Vafue Design Va1ue un.rt Analvs is /Desiqn Shear 7.5.7.3b Moment (+) Axial b Axial d Combined Perm. Defl'n Live Defl'n Total Defl'n Vf: Mf: Pf: Pf: r_89 t7 63 2L268 2L268 < L/999 < L/999 < L/ 999 0.01 : 0.04 : 0.05 : Vr : 4664 Mr : 6262 Pr:103601 Pr: 91-'124 (Pf /Pr) ^2 + 0.31 : L/360 0.62 : L/180 0.62 : L/1"80 1bs lbs-ft fbs fbs (MflMr)*1 in in in Vf/Vr: MflMr :0.04 0 .28 0.23 0.38 0.04 0.06 0.08 Pf/Pr: (1-PflPe) Canadian Wood Council Conseil canadien du bols P2O1 - Under 8201 + B202.wwc WoodWorks@ Sizer 2020 (Update 3)Page2 Additional Data: FACTORS: f/E (psi) KD Fb+ 2031 1.00 Es 1-.8 million E05 1.6 million Fcb 4380 1.00 Fcd 4380 1.00 Comb'd Fc 4380 1.00 Combrd Fb 2031 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC #2 : 1.25D Moment (+) : LC #2 : 1.25D Def l-ection: LC #l- : 1 . 0D LC #2 : 1.0D LC #2 : 1.0D Axiaf : LC #2 : 1.25D Combined : LC #2 : 1.25D 1.00 1.00 1.00 1.00 0.951 0.951 0.951 1.253 0 .'7 54 0 .661 0 .667 KT 1.00 1.00 1.00 1.00 1.00 1.00 1.00 KS l_.00 1.00 1.00 1.00 1.00 1.00 1.00 LC# #2 #2 #2 #2 #2 #2 #2 KH 1.00 KZ 1, .253 Kc KL 1.000 Cv 1.000 + (1.0) 1.55+ (1.0)1.55 (permanent )(0.9) 1.0s (0.9)r-.0s + (1.0)1.ss + (1.0)1.5s ( live )(total) + + Load Types: D:dead S:snow A11 Load Combinations (LCs) are CALCULATIONS: Shear Vr : 086 7 .5.1.3 (b) used EI = 22I.29e06 1b-in^2It],ive" deflection is due to a1l- Axial d governs; CCb : 16.3; L/ (1-Pf /Pel : 1.16 listed in the Analysis output non-dead l-oads (1ive, wind, snow...) CCd : 18.7 Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Plcasc vcrify that the defauit defiection limits are appropriate for your application. 3. GLULAM: imperial bxd = nominal width x actual depth (1.5" plys). 4. Axial load eccentricity applied in direction of load face only. lt is the designers responsibility to check for effect of eccentricity in the other dlrectlon. @ WoodWorks* SCr5ft'"R* rgf ivfrrli) Of'IJ6J{ COMPANY Linwood Custom Homes, Ltd. 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 4pr.2,202411:48 PROJECT 107 -3449_Kashiwa Rafter Check 6-12.wwb Design Check Calculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: mag does not include portance 4.1.7.3, 4.1.8.2 which is applied during analysis. Load Type Distribution Pat- tern Location tftl Start End Magnitude Start End Unit Loadl Load2 Self-weiqht Dead Snow Dead Ful1 Area Ful1 Area FulI UDL No No No 15.00 (24 s0.00 (24 3.6 0") 0") psf psf p1f Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 10.714' 0'2',9.562' Unfactored: Dead Snow Factored: Total Bearing: Capacity . Joist Support Des ratio J OISI Support Load comb Length Min req'd KB KB min KD KB support fcp sup Kzcp sup 225 599 135 359 118 0 107 1555 118 0 0.'t6 1.00 #2 0.78 0.50 1.48 1,.15 1.00 1.25 1015 1.00 '7 01 196 l-.00 0.89 llt 0 .52 u .32 1.00 1.00 1.00 t .25 1015 r_.00 Rafter Check 6-12 Lumber, D.Fir-L, No.l/No.2, 2x12 (1-1 12"x1 1-1l4") Supports:All - Timber Beam, D.Fir-L No.2 Roof joist spaced at24.0" c/c; Total length: 1 'l .19'; Clear span(horz): 1.938', 7.5'; Volume = 1.3 cu.ft.; Pitch: 6/12 Load sharing: Case 2;Laleral support:top = 66n1;6uous, bottom = at supports; This section PASSES the design code check. Canadian Wood Gouncil Conseil canadien du bois Rafter Check 6-12.wwb WoodWorks@ Sizer 2020 (Update 3)Page2 Force vs. Resistance and Deflection using CSA 086-19: Cr it erion Analysis Value Desiqn Value Unit Anal-ys j-slDesiqn Shear Moment (+) Moment (-) Deflection: Interior Perm Live Total Cantil. Perm Live Total 559 t2L7 394 VfGd: Mf: Mf: Vr: Mr:Mr: 3899 481,4 2509 l-bs fbs-ft 1bs-ft Yf /Vr : Mf/Mr : MflMr = 0.14 0.25 0.16 0.01 0 .02 0.03 0.01_ 0 .02 0.02 L/ 999 L/ 999 L/ 999 L/ 999 L/ 999 L/ 999 0.28 : 0.42: 0.56 : 0.l-5 : 0.22 : 0.30 = L/ 360 L/ 240 L/1BO L/]-80 L/]-20 L/ 90 l_n l_n in in l_n in 0.04 0.05 0.06 0.05 0.07 0.08 Additional Data: FACTORS: f/E (psi) KD KH Kz KL KT KS KN LC#Fv 2"76 1.00 1,.40 1.000 - 1.00 1.00 - +zFb+ 1450 1.00 1.40 1.000 1.000 1.00 1.00 _ #2Fb- t-450 1.00 L.40 1.000 0.521, 1.00 1-.00 _ #2Fcp 1"015 1.000 - 1.00 1.00 - #-Es 1.6 mil-fion - l_.00 1.00 - #2 CRITICAL LOAD COMBINATIONS:Shear : LC #2 : 1".25D + (1.0) 1.5S Moment(+) : LC #2 : L.25D + (1.0)1.55 Moment(-) : LC #2 : 1_.25D + (1.0)1.55Deflection: LC #1 : l-.0D (permanent) Lc #2 : 1-.0D + (0.9) 1.0s (live) LC #2 : l-.0D + (0.9) 1.0S (tota1)Bearing : Support 1- LC #2 = 1,.25D + (1.0)l_.5S Support 2 - LC #2 : 1.25D + (1.0)1.5S Load Types: D:dead S:snowALl Load Combinations (T,Cs) are listed in the Analysis output CALCULATIONS: Ea : 283.95e06 1b-in^2trLive" deffection is due to all non-dead loads (live, wind, snow...)Bearing: Factored compressive resistance at an anqle to grain (Nr) calculatedfor each support as per 086 6.5.7Lateral stability(-): Lu : 8.44t Le : l-6.25' cB = 31.3; Lu based on fu1l span Design Notes: 1 . WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Part4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. KL calculated as per 086 7.5.6.4 4. SLOPED BEAMS: Ievel bearing is required for all sloped beams. @ Wood\'Vorks= soFr*eRt rop rv{4}r} o*..1J6* COMPANY Linwood Custom Homes, Ltd 2027 Commerce Park Drive lnnisfil, ON LgS 4A2 Apr.2,2024 11:47 PROJECT 107-3449_Kashiwa Rafter Check 10-12.wwb Design Check Galculation Sheet WoodWorks Sizer 2020 (Update 3) Loads: m agn 4.1 not mal lmportance m 4.1.7.3,.8.2 which is applied during analysis. Location iftl Start End Magnitude Start End un.rtDistributionrdL- ternLoadType No No No 15 .00 (24 s0.00 (24 3.6 0") 0") psf psfpIf Dead Snow Dead Fuff Area Ful-I Area Ful1 UDL Loadl Load2 Self-weiqht Maximum Reactions (lbs), Bearing Resistances (lbs) and Bearing Lengths (in) : 19.526', 0'2'14.964', Unfactored: Dead Snow Factored: Total Bearing: Capacity Joist Support Des ratio ,foist Support Load comb Length Min req'd KB KB min KD KB support fcp sup Kzcp sup **Minimum bea 375 857 280 643 r1 54 1315 no lenot to 2331 17 54 0.75 1.00 +z 1.15 1.15** r.5z t .32 1.00 1,.25 101_5 1.00 lverned v the reouired width of the supportino member. r322 1315 0.99 1.00 #2 0.86 0. B6** l-.00 1.00 1.00 1 .25 101_ 5 1.00 Rafter Check 10-12 Lumber, D.Fir-L, No.1/No.2, 2x12 (1-1 12"x1 1 -1l4") Supports:All - Timber Beam, D.Fir-L No.2 Roof joist spaced at24.0 c/c; Total length: 20.31'; Clear span(horz): 1.938', 12.875'; Volume = 2.4 cu.ft.; Pitch Load sharing: Case 2;Laleral support:top = 6sp1lnrous, bottom = at supports; This section PASSES the design code check. 10t12 WARNING: Member length exceeds typicalstock length of 18.0 ft Canadian Wood Council Conseil canadien du bois Rafter Check 10-12.wwb WoodWorks@ Sizer 2020 (Update 3)Page 2 Force vs. Resistance and Deflection using cSA 086-19: Cri-terion Analysis Val-ue Desiqn Value Unit Anafysis/Desiqn Shear Moment (+) Moment (-) Deflection: fnterior Perm Live Totaf Cantil. Perm Live Total VfGd: Mf: Mf= 923 4097 409 Vr: Mr: Mr= 3899 4814 ]-25'7 lbs l-bs-f t 1bs-ft Vf/Vr: Mf,/Mr : Mf/Mr : 0 .24 0.8s 0.33 0.16 : < L/999 0 .32 = L/ 629 0.48 : L/ 423 -0.07 : L/ 427 -0.1s : L/207 -0.22 : L/r39 0.56 : 0.84 : 1.13 =0.L] : 0.26 : n atr - L/ 360 L/ 240 L/180 L/ 18O L/ L20 L/ 90 l-n l-n in in in in 0.28 0.38 0 .42 0 .42 0. s8 o .64 Additional Data: FACTORS: f/E (psi) KD Fv 216 1.00 Fb+ 1450 1.00 Fb- 1450 1.00 Fcp 1015 Es l-.6 million CRITICAL LOAD COMBINATIONS KT 1.00 1.00 1.00 1.00 I .00 LC# frz #2 #2 #- +z KH r .40 1.40 1.40 RZ 1.000 1.000 1.000 1.000 1.000 0.267 ze 1.00 1.00 1.00 1.00 1 .00 KNKL Shear : LC #2 : L.25D Moment(+) : LC #2 : 1.25D Moment (-) : LC #2 : I.25D Def l-ection: LC #1 : 1 . 0D Lc #2 : 1.0D + LC #2 : 1.0D + + (1.0)1.55 + (1.0) 1.5s+ (1.0)1.55 (permanent )(0.9) 1.0s (0.9)1.0s (l- ive )(tota1) Bearing : Support 1 - LC #2 : 1-.25D + (1.0)1.5S cr,6-^-r a f ^ la -uup}Jurv L - L\' +z - !.2:)u -f ( t.{J,, I...)jr Load Types: D:dead S=snow AlI Load Combinations (LCs) are l-isted in the Analysis or:tpr.rt, CALCULATIONS: EI : 283.95e06 1b-in^2 "LiveI deflection is due to af1 non-dead loads (1ive, wind, snow...)Bearing: Factored compressive resistance at an angle to grain (Nr) calculatedfor each support as per 086 6.5.7 Lat.era1 stability(-): Lu : 16.88' Le : 32.38' CB = 44.2; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the 2015 National Building Code of Canada (NBC), Division B, Parl4, and the CSA 086 - 19 Engineering Design in Wood standard. 2. Please verify that the default deflection limits are appropriate for your application. 3. KL calculated as per 086 7.5.6.4 4. SLOPED BEAMS: level boaring io rcquircd for ail sloped beams.