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HomeMy WebLinkAboutRoof Truss PlansC 0-O-8z O- -z o-o-o~ o-o-z ~~ ~~ O Q N ti,. r L v ~v 0 o T `\~ r y ` 0 0 I a rr7 N N 0 _ d ~- a0 d ~ s J U = % ~ c O Z vyg s n 'D M ~ O~~ ~ Q 1- CD p ' ~ I J , ~ M cv ~ ~ rn ~ _ ~ Li cn 0 ~ = n z a v k ~ ~ Job Truss Truss Type Qty Ply 01-b723 GE-1 ROOF TRUSS 1 1 o na NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SRt s Sep 132000 MTek Industries, Inc. Tue Aug 0711:39:31 2001 Page 1 -1-10-8 , 7-0.1 , 14-0.0 z0-11-15 z8.0-0 29-10-8 , -~ 1-10-8 7-0-1 6.11-15 6-11-15 7-0.1 1-10-8 Style =1:53.1 5x5 = 9 g 10 6.00 12 7 11 g 12 5 13 4 14 3 15 ~ 2 16 ~ ~1 1~0 3x5 = 30 29 28 27 26 25 24 23 22 21 20 19 18 3x5 = 5x5 = I 8-9-2 ~ 19-2-14 28-0-0 , 8-9-2 10-5-11 8-0.2 Plate Offsets 4:0.2.8 LOADING (psi SPACING 2.0-0 C31 DEFL in (krc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.31 Vert(LL) n!a - n/a Mtl20 1971144 TCOL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) 0.04 1-2 >579 BCLL 0.0 Rep Stress Ina YES W8 0.14 Fbrz(TL) 0.00 16 nla BCOL 10.0 Cade BOCA/ANSI95 (Matra) 1st LC LL Min Udell =380 Weight 1261b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or t>-0.0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 2=287/28-0-0, 24=133128-0-0, 18=28728-0-0, 25=148/28-0-0, 26=148/28-0-0, 27=149!28.0.0, 28=142!28-0-0, 29=170!28-0-0, 30=84128.0-0, 23=148128-0-0 22=14828-0-0 , , 21=14928.0.0, 20=142/18-0-0, 19=17028-0.0, 18=8428.0-0 Max Horz 2=-83(foad qse 2) Max UpIiR2=-108(load qse 4), 16=-108(load qse 4), 25=-39Qoad qse 3). 26=-48(load qse 4), 27=-44(k~ad case 3), 28=-40Qoad qse 4), 29=58(bad case 3), 23=-37(bad qse 2), 22=-48(load qse 4), 21=-44(load qse 2), 20=-40(load qse 4),19=58(load qse 2) Max Grav 2=287(bad case 1), 24=133(bad qse 1), 16=267(bad qse 1), 25=154(kxad qse 5), 26=146(load qse 1), 27=149(load qse 5), 2t1=142(bad qse 1), 2s;`170(load qse 5), 30=64(bad qse 5), 23=154(kxad qse B), 22=148(load qse 1), 21=149(load case B), 20=142(load qse 1), 19=170(load qse ~, 18=84(bad qse 61 FORGES (Ib) -First Load Case Only TOP CHORD 1-2=60, 2-3=-66, 3~4=19, 45=-51, 5-8=-50, &7=-50, 7-8=50, 8.9=-50, 9-10=-50, 10.11=-50, 11-12=-50, 12-13=-50, 13-14=-51 1415=-47 , , 15-16=-68,16.17=80 BOT CHORD 2-315, 29.330=15, 28-29=15, 27-28=15, 26-27=15, 25-28=15, 24-25=15, 2324=15, 22-23=15, 21-22=15, 20-21=15, 19.2(;=15 1&19=15 , , 18-18=15 WEBS 9-24=-133, 8.25=-148, 7-26=-148, 6-27=-148, 5-28=-14g, 429=-158, 330=-108, 10.23=-148, 11-22=-148, 12-21=-148, 1320=-148 , 14-19=-158,15-18=-108 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This miss has been designed for the wind loads genenlnd by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 100 mi iran hurrigne orxanline, on an occupancy gtegory I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per BOCAJANSI951f end verticals or gMilevers exist, they aro exposed to wind. M porches exist, they aro rro< exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed far wind loads in the plane of the truss Doty. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 4) Alf plates are 2x4 M1120 unless otherwise indicated. 5) Gables requires continuous bottom chord bearing. 6) Gable studs spaced at 2.0.0 ac. 7) Provide mechanical connerton (by others) of trust tp bearing plate gpable of withstanding 108 Ib uplift atjoint 2, 108 Ib uplift atjoint 18, 39 Ib uplift at joint 25, 48 Ib uplift at joint 26, 441b uplift at joint 27, 40 Ib up9ft atjoint 28, 58 Ib uplift atjoint 29, 37 Ib uplift at joint 23, 48 Ib uplift at jant 22, 44 Ib uplift atjoint 21, 40 Ib upliftt at joint 20 and 58 Ib uplift at joint 19. 8) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard ~_ Job Truss Trrss Type Oty pIY 01-0223 GE-2 ROOF TRUSS 1 1 o 'ona NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 132000 MiTek Industries, Inc. Tue Aug 0711:40:03 2001 Page 1 -1-10-8 8-6-0 17-0-0 18-10-8 1-10-8 8-6-0 8-6-0 1-10-8 Scale = 1:34.7 5x5 = 8 2x4 II 2x4 II 5 ~ 7 8.0012 2x411 2x411 4 8 2x4 II 2x4 II 3 9 2 10 ~ 1 3x5 = 11 d 3 5 \ \~ 2x4 II 2x4 II 2xd II 2x4 II 2x4 II 2x4 II 2x4 II x 17-0-0 17-0-0 LOADING (psf) TOLL 30.0 SPACING 2~0 Plates Increase 1 15 CSI TC 0 35 DEFL in tbc) Udefl PLATES GRIP TCDL 7.0 . Lumber Increase 1.15 . BC 0.14 Vert(LL) n!a - r/a Vert(fL) 0.04 1-2 >B00 MII20 197/144 BCLL 0.0 BCDL 10 0 Rep Stress Incr NO W8 0.05 Horz(TL) 0.00 10 n/a . Code BOCA/ANSI95 (Matrbr) 1st LC LL Min Udell =380 Weight 65 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No 2 . TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2 X 4 SPF No 2 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 2=309M7.0-0, 10=309/17-0-0 15=174/17.0.0 16=185/17-0-0 17=199/17 0 0 18=158/17 0-0 , , , . - , - , 14=185/17.0-0, 13=199/17-0-0, 12=158/17.0-0 Max Horz 2=-41(bad qse 2) Max Uplift2=-108(load qse 4), 10=-106(load qse 4), 16=-18(load qse 3), 17=-41(bad qse 4), 14=-17Qoad qse 2), 13=-41 Qoad qse 4) Max Gray 2=309(bad qse 1), 10=309(load qse 1), 15=174(bad qse 1), 16=192ijgd qse 5), 17=199(load qse 1), 18=158(bad qse 5), 14=192(load qse 6) 13=199Qoad qse 1) 1 2=158(load qse 6) , , FORCES (Ib) -First Load Case Only TOP CHORD 1-2=60, 2-3=-70, 3-4=17, 45=-50, 5.8=-50, 6-7=-50, 7~=-50, 8-9=-49 &10=-70 10-11=80 , , BOT CHORD 2-18=15, 17-18=15, 16-17=15, 15-18=15, 14-15=15, 13.14=15, 12-13=15 10.12=15 , WEBS 8-15=-133, 518=-147, 417=-151, 318=-141, 7-14=-147, 8-13=-151, 9.12=-141 NOTES 1) This truss has been checked for unbalanced brding conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level, using 5.0 psf fop chord dead Mad and 5 0 psf . bottom chord dead load, 100 mi from hurricane Oceanline, on an occupancy gtegory I, condition I enclosed building, of dimensbns 45 R by 24 R with exposure B ASCE 7-93 per BOCA/ANSI95 If end verticals or gntilevers exist, they are exposed in wind. tl porches exist they are not exposed to wind , . The lumber DOL increase is 1.33, and the plate grip increase ~ 1.33 3) Truss designed for wind bads in the plane of the truss only. For studs exposed Lo wind (normal to the face) see MiTek "Standard Gable End DetaiP' , 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2.0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate gpable of wRhstanding 108 Ib uplift atjoint 2, tO61b uplift at joint 10 18 Ib uplift at , joint 18, 41 Ib uplift atjoint 17, 171b uplift atjoint 14 and 41 Ib uplift at joint 13. 7) This truss has been designed with ANSI/fPl 1-1995 criteria. LOAD CASE(S) Standard IJob Truss Truss Type Qly Ply 01-0223 GE3 FINK 2 1 a 'onal NOFFKE LUMBER INC, OSkKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 132000 MTek Industries, Inc. Tue Aug 0711:40:24 2001 Page 1 -1-10-8 , 15-0-0 30-0-0 , 31-10-8 , , 1-10-8 15-0-0 15-0-0 1-10-8 Scale =1:57.4 5x5 = 9 g 10 6.00 12 7 11 8 12 5 ~ 13 q 14 3 15 2 16 m 1 \` 1 ~o \ v 5x5 = 31 30 29 28 27 26 25 24 23 22 21 ZO 19 18 5x5 = i 3x5 = I ~ 30-0-0 30-0-0 LOADING (psQ SPACING 2.0.0 CSI DEPL in (kro) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.30 Vert(LL) r/a - n/a MII20 19711!-3 TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.04 1-2 >580 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 18 n/a BCDL 10.0 Code BOCA/ANSI95 (Matrbc) 1st LC.LL Min Udefl =360 Weight 143 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed w 8-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud 'Except' ST7 2 X 4 SPF No.2 WEDGE Lett 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS Qb/size) 2=295/30-0.0, 24=-0!30.0-0, 16=295/30-0-0, 25=136/30-0-0, 26=147/30-0.0, 27=149030-0-0, 28=148Cd0-0-0, 29=147/30-0-0, 30=152/30-0-0, 31=144f30.0.0, 23=147/30-0-0, 22=149/30-0-0, 21=1481300, 2f1=147/30-0-0, 19=152f30-0-0,18=144/30.0-0 Max Horz 2=-87(bad case 2) Max UpIiR2=-91(bad pse 4), 18=-91 Qoad case 4), 26=-38(bad case 3), 27=-d7(load case 4), 28=-44Qoad wse 3), 29=-42(load case 4), 30=51(bad case 3), 31=-34(load case 3), 23=-37(bad wse 2), 22=-47(bad case 4), 21=-44(bad case 2), 20=-42(bad case 4), 19=-51(bad rase x,18=-32(load case 2) Mau Grav 2=295(load case 1), 18=295(Icad case 1), 25=136(bad case 1), 26=153(load case 5), 27=149(load case 1), 28=148(krad case 5), 29=147(krad rase 1}, 30=152(load case 5), 31=145Qoad case 5), 23=153(bad case 6), 22=149(bad case 1), 21=148(bad case 6), 20=147(krad case 1), 19=152(load case 6), 18=145(load case 8) FORCES (Ib) -First Load Case Only TOP CHORD 1-2=44, Z-3=-B4, 3-4=-51, 4-5=18, 5-6=17, 6-7=17, 7.8=17, 8-9=t8, 9-10=-49, 10-11=-49, 11-12=-49, 12-13=-49, 1314=-49, 1415=-51, 15-16=-84,16-17=44 BOT CHORD 2-31=14, 3031=14, 29.30=14, 28-29=14, 27-28=14, 26-27=14, 25-28=14, 2425=14, 2324=14, 22-23=14, 21-22=14, 20-21=14, 19-20=14, 18-19=14,16-18=14 WEBS 9-25=-136, 8-28=-146, 7-27=-149, 6-28=-148, 5-29=-149, 430=-143, 331=-167, 10-23=-146, 11-2Y--149, 12-21=-148, 13-20=-149, 14-19=-143,15-18=-167 NOTES 1) This truss has been checked for unbalanced loading wnditions. 2) This truss has been designed for the wind bads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi frwn hurricane aceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per BOCA/ANSI95 M end verUeatc w cantilevers exist, they are exposed to wind. U porches exist, they aro not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End DetaiP 4) All plates are 2x4 MU20 unless otlrerwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 ac. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift atjoint 2, 91 Ib uplift atjoint 16, 38 Ib uplift atjoint 26, 47 Ib uplift atjoint 27, 44 Ib upUR atjoint 28, 42 Ib uplift atjaM 29, 51 Ib uplift atjant 30, 34 Ib uplift atjoint 31, 371b uplift atjoint 23, 47 Ib uplift at joint 22, 441b uplift at jaM 21, 42 Ib uplift at joint 20, 51 Ib uplift at jant 19 and 32 Ib uplift atjoint 18. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Job Truss Truss Type OtY Ply 01-0223 GT-4 ROOF TRUSS 1 2 bona NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 132000 MiTek Industries, Inc. Tue Aug 0711:40:42 2001 Page 1 43-1 8-8-0 12-8-15 17-0-0 43-1 42-15 42-15 43-1 Scale = 1:31.3 5x5 II 3 8.00 12 3x7 3x7 2 4 w2 w2 1 5 81 rm I`v 4x10 0 B 7 6 5x12 II 12x12 = 5x12 II 4x10 43-1 8-8-0 12-8-15 17-0-0 , 43-1 42-15 42-15 43-1 Plate Offsets 1:039 0.2-0 s:0.39 0.2 LOADING (pst) SPACING 2-0-0 CSI DEFL in Qa) Udefl PLATES GRIP TCLL 30.0 Plates tnuease 1.15 TC 0.73 V e rt(LL) -0.14 7~8 >999 MI120 197/144 TCOL 7.0 Lumber Increase 1.15 BC 0.53 V e 7 > BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.05 5 ~a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min Udefl =380 Weight 1841b LUMBER - BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORO Sheathed or 3.2.6 oc purlins. BOT CHORD 2 X 8 SYP DSS BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF Stud `Except' W1 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=6225/0-3-8, 5=8225/0.3$ Max Horz 1=33(bad case 3) Max UpliR1=-536(bad case 4), 5=-536(load case 4) FORCES (Ib) -First Laad Case Only TOP CHORD 1-2=-10888, 2-3=-7038, 3.4=-7036, 45=-10888 BOT CHORD 1$=9801, 7~8=9601, 6-7=9801, 5.8=9601 WEBS 2-8=2803, 2-7=-3859, 37=5979, 47=-3659, 4.2803 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 R above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enck>sed building, of dimensions 45 R by 24 ft with exposure B ASCE 7-93 per BOCA/ANS195 H end verticals or rantilaven: exist, they are exposed to wind. U porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical oonneclion (by others) of truss to bearing plate gpabb of withstanding 536 Ib uplift atjoint 1 and 538 Ib uplift atjoint 5. 4) This truss has been designed with ANSUTPI 1-1985 criteria. 5) 2-ply truss to be connected together with 10d Common(.148'SGi'~ Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0.9-0 oc. Bottom chords connected as folows: 2 X 8 - 2 rows at 0~8-0 oc. Webs connected as follovas: 2 X 4 -1 row at 0.9-0 oc. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plry Vert 1-3=-74.0, 3-5=-74.0, 1-5=-671.1 Job Truss Truss Type Oty Ply 01-0223 T-1 FINK 8 1 o 'ona NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 132000 MiTek Industries, Inc. Tue Aug 0711 :40:56 2001 Page 1 ~ -1-10-8 7-3-4 140-0 20-8-12 28-0-0 , 29-10-8 , 1-10-8 7-3-4 6-8-12 6-8-12 7-3-4 ~~ 1-10-8 Scale = 1:53.1 5x5 = 4 8.00 12 2x4 \\ 2x4 // 3 W 1 5 2 ~n 2 8 M 0 ) 1 7 d 3x7 = 10 9 8 3x7 = 3x5 = 3x5 = 3x5 = ~ 9-3-1 18-8-15 28-0-0 , 9-3-1 ~ 9-5-15 9-3-1 Plate Offsets :0.3.12 0.1$ 6:0.3-12 0.1.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plateslncrease 1.15 TC 0.93 Vert(LL) A.12 10 >989 M1120 197/144 TCDL 7.0 Lumber Inuease 1.15 BC 0.93 Vert(TL) -0.43 8-10 >777 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.07 6 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min 1ldefl =360 Weight 1001b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud 'Except' W 1 2 X 4 SPF No.2, W 1 2 X 4 SPF No.2 REACTIONS (Iblsize) 2=1452/0-3-8, 6=1452/0-3$ Max Hoa 2=~ii(load case 2) Max UpIiR2=-145(load case 4), 6=-145Qoad case 4) FORCES (Ib) -First Load Case Only TOP CHORD 1-2=30, 2-3=-2073, 3.4=-1822, 4-5=-1822, 5.6=-2073, 6.7=30 BOT CHORD 2-10=1843, 9-10=1250, 8.9=1250, 8-8=1843 WEBS 3.10=-433, 410=879, 48=679, 5$=-433 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chant dead load and 5.0 psf txritom chord dead bad, 100 mi from hunicane oceanline, an an occupancy category I, wnditron I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per BOCA/ANSI95 M end verticals or cantilevers exist, they are exposed to wind. ff porches exist, they are not exposed to wimf. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of wiMstanding 145 Ib uplift atjoint 2 and 145 Ib uplift at joint 6. 4) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standanl Job Truss Truss Type Oty Ply 01-0223 T-1A FINK 9 1 o tional NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 132000 MTek Industries, Inc. Tue Aug 0711:41:05 2001 Page 1 ~ 7-3-4 ~ 14-0-0 20-8-12 28-0-0 z9-10-8 7-3-4 6-8-12 6-8-12 7-3-4 1-10-8 Scale = 1:51, 5x5 = 3 8.00 12 2x4 ~\ 2x4 // W 1 4 2 1 5 m ~ ~o 6 3x7 - 9 8 7 3x7 = \ ~I 3x5 = 3x5 = 3x5 = i 9-3-1 ~ 18.8-15 28-0-0 , 9-3-1 9-5-15 9-3-1 Plate Offsets 1:0.3120.1 5:0-3120-1-8 LOADING (psf) SPACING 2-0.0 CSI DEFL in (Icc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.12 9 >999 Mft20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.93 VeR(fL) -0.43 7-9 >777 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL} 0.07 5 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl =380 Weight 98 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling direcity applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud •ExcepC Wi 2 X 4 SPF No.2, W1 2 X 4 SPF No.2 REACTIONS Qb/size) 1=130210-3-8, rr-1452/0-3-8 Max Ho¢ 1=-96(load case 2) Max Uplift'1=-78(load case 4), 5=-145(load case 4) FORCES Qb) -First Load Case Only TOP CHORD 1-2=-2073, 2-3=-1822, 3-4=-1822, 45=-2073, 5-8=30 BOT CHORD 1-9=1843, 8-9=1250, 7.8=1250, 5-7=1843 WEBS 2-9=-433, 39=679, 37=879, 4-7=-433 NOTES 1) This truss has been checked fw unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurticane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure B ASCE 7-93 per BOCA/ANS195 M end verticals or cantilevers exist, they are exposed to wind. ff porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connectiwr (by others) of buss to bearing Plate capable of withstanding 78 Ib uplift at joint 1 and 145 Ib uplift at joint 5. 4) This truss has been designed with ANSUTPI 1-1995 crfteria. LOAD CASE(S) Standard Job Truss Truss Type Oty ply 01-0223 T-2 FINK 17 1 o 'ona NOFFKE LUMBER INC, OSHKOSH, WI. 54901, DON NOFFKE 4.201 SR1 s Sep 13 2000 MTek Industries, Inc. Tue Aug 0711:41:182001 Page 1 -1-10-8 7-6-1 15-0-0 22-5-15 30-0-0 31-10-8 1-10-8 7-6-1 7-5-15 7-5-15 7-6-1 1-10-8 Scale = 1:57. 5x5 = 4 8.00 12 2x4 \\ W 2x4 // 1 3 5 2 1 6 7 ~ \\ o 4x7 II 10 9 8 4x7 II 3x5 = 3x5 = 3x5 = 10-0-0 20.0.0 30-0-0 10-0-0 9-11-15 10-0-0 LOADING (PsO TCLL 30.0 SPACING 2-0.0 Plates Increase 1 15 CSI TC 0 81 DEFL in (loc) Udefl PLATES GRIP TCDL 7.0 . Lumber Increase 1.15 . BC 0.75 Vert(LL) -0.11 10 >989 Vert(fL) -0.45 8.10 >783 MII20 197/144 BCLL 0.0 BCDL 10 0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.07 6 n/a . Code BOCA/ANSI95 1st LC LL Min Udell =360 Weight 110 Ib LUMBER TOP CHORD 2 X 4 SPF 1650E 1 5E BRACING . BOT CHORD 2 X 4 SPF 1650E 1 5E TOP CHORD Sheathed ar 3.5-15 oc purlins. . WEBS 2 X 4 SPF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. W 1 2 X 4 SPF No.2, W 1 2 X 4 SPF No.2 WEDGE Left 2 X 4 SPF Stud, Right 2 X 4 SPF Stud REACTIONS (Ib/size) 2=1544/0-5.8, 8=1544/0-5-8 Mau Horz 2=-67(load case 2) Max Upltft2=-153(load case 4), 6=-153(load case 4) FORCES (Ib) -First Load Case Only TOP CHORD 1-2=22, 2-3=-2101, 3-4=-1813, 45=-1813, 5-6=-2101 8-7=22 , BOT CHORD 2-10=1835, 9-10=1282, 8-9=1282, 81835 WEBS 3.10=-395, 4-10=630.4-8=630, 5$=-395 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5 0 psf . bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, cond'Rion I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per BOCA/ANSI95 M end verticak a cantilevers exist, they are exposed to wind. ff porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate rapabb of withstanding 153 Ib uplift atjoint 2 and 153 Ib uplift at joint 6 4) This truss has been designed with ANSUTPI 1-1995 criteria. . LOAD CASE(S) Standard ~~j~~ BEAM OVER KITCHEN WHERE SECOND FLOOR DOES NOT EXTEND TO EXTERIOR R~ ~''~~~~~~ WALL OF FIRST FLOOR TJ-BeamTM v5.55 Serial Number: 7001,6996 BEAMUSA ,,,, 6/28/0, ,2:44:40 PM 3 Pcs of 1.5" x 9.25" 1.4E SOLID SAWN SPRUCE-PINE-FIR #2 Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 6112 Overall Dimension = 17' n, ,~ e 15' ' 2' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting SNOW Application. Tributary Load Width: 2' Loads(psf): 30 Live at 115°k duration; 17 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Unrform(plf) Floor(1.00) 53 16 0 to 17' Adds to SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x4 Stud Wall 3.50" 3.5" 834 / 456 / 1290 1 9.2" Blocking 2 2x6 Stud Wall 5.50" 5.5" 1096 / 606 / 1702 i 9.2" Blocking DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(Ib) 1311 1135 2234 Passed(51 %) Moment(ft-Ib) 4530 4530 6804 Passed(67%) Live Defl.(in) 0.271 0.730 Passed(U648) Total Defl.(in) 0.416 0.974 Passed(U422) -Allowable moment was increased for repetitive member usage. -Deflection Criteria: STANDARD(LL: U240, TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 3" o/c unless detailed otherwise. positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. -The load conditions considered in this design include Aftemate member loading. - The allowable shear stress (Fv) has not been ' d d Proper attachment and Increase ue to the potenfial of splits, checks and shakes. See NDS for applicability of increase. -Analysis assumes continuous member. Lap joints, splices and finger joints signficantly reduce member performance and have not peen rnneirlorori ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Tres Joist(TJ). The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Solid sawn lumber analysis is in accordance with 1991 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. - Allowable Stress Design methodology was used for Code BOCA analyzing the solid sawn lumber material listed above. PROJECT INFORMATION RUSCH CONSTRUCTION LLC C/O TIM RUSCH " LEACH MODEL 2 STORY " 1300 JUDY LEE OSHKOSH, WI OPERATOR INFORMATION• NOFFKE LUMBER INC RUSS HINTZE 1601 BOWEN STREET ,RUSS HINTZE OSHKOSH, WISCONSIN 54901 (920) 235-3080 (920)2353061 LOCATION Rt. end Span 1 under Snow Roof loading MID Span 1 under Snow Roof ALTERNATE span loading MID Span 1 under Snow Roof ALTERNATE span loading MID Span 1 under Snow Roof ALTERNATE span loading Copyright ®2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist . a ~ ~~ Supplemental Report for TJ-Beam v5.55 Serial Number: 700116996 3 Pcs of 1.5" x 9.25" 1.4E SOLID SAWN SPRUCE-PINE-FIR #2 BEAMUSA 1111 8/28101 12:44:40 PM Page 1 of 1 Member Information: BEAM OVER KITCHEN WHERE SECOND FLOOR DOES NOT EXTEND TO EXTERIOR WALL OF FIRST FLOOR Project Information: Operator Information: RUSCH CONSTRUCTION LLC NOFFKE LUMBER INC C/0 TIM RUSCH RUSS HINTZE " LEACH MODEL 2 STORY 1601 BOWEN STREET , RUSS HINTZE 1300 JUDY LEE OSHKOSH, WISCONSIN 54901 OSHKOSH, WI (920) 235-3080 (920) 2353061 ^ 14 '- 7.25" 2'- 2.75" Max. Vertical Reaction Total(lb) 1290 1702 Live(lb) 839 1096 Required Bearing Length(in) 1.50(W) 1.50(W) Max. Unbraced Length(in) 171 687 Snow Roof loading on all members, LDF = 1.15 Shear(lb) 1251 -1311 391 Reaction(lb) 1280 1702 Moment(ft-lb) 4962 -936 Live Defl.(in) 0.263 -0.122 Total Defl.(in) 0.908 -0.189 Snow Roof ALTERNATE span loading on odd # members, LDF = 1.15 Shear(lb) 1261 -1301 265 Reaction(lb) 1290 1566 Moment (ft-lb) 9530 -296 Live Defl.(in) 0.271 -0.129 Total Defl.(in) 0.916 -0.196 Snow Roof ALTERNATE span loading on even # members, LDF = 1.15 Shear(lb) 839 -898 391 Reaction(lb) 863 1289 Moment (ft-lb) 2957 -936 Live Defl.(in) 0.124 -0.059 Total Defl.(in) 0.269 -0.121 Floor loading on all members, LDF = 1.00 Shear(lb) 823 -863 257 Reaction(lb) 842 1120 Moment (ft-Lb) 2936 -287 Live Defl.(in) 0.123 -0.057 Total Defl.(in) 0.268 -0.124 Floor ALTERNATE span loading on odd # members, LDF = 1.00 Shear(lb) 828 -858 198 Reaction(lb) 847 1056 Moment (ft-lb) 2968 -221 Live Defl.(in) 0.127 -0.060 Total Defl.(in) 0.272 -0.128 Floor ALTERNATE span loading on even # members, LDF = 1.00 Shear(lb) 630 -669 257 Reaction(lb) 649 926 Moment(ft-lb) 2230 -287 Live Defl.(in) 0.058 -0.025 Total Defl.(in) 0.203 -0.093 Dead load, LDF = 0.90 Shear(lb) 495 -966 139 Reaction(lb) 456 606 Moment (ft-lb) 1588 -155 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-Beam*" is a trademark of Trus Joist . Job Truss Truss Type Oty py 01-0223 GT-4 HOW E 1 2 ono NOFFKE LUMBER INC, OSHKOSH, WI.54901, DON NOFFKE 4.201 SR1 s Sep 132000 MTek Industries, Inc. Fri Aug 2415:34:36 2001 Page 1 5-1-0 9-0-0 12-11-0 18-0-0 5-1-0 3-11-0 311-0 5-1-0 scale = 1:33.0 5x5 I I 3 6.00 12 3x7 3x7 2 4 W2 W2 1 5 81 m 5x,2 8 7 6 5x12 II 5x12 12x12 = 5x12 II , 5"1-0 ~ 9.0.0 12-11-0 18-0-0 , 5-1-0 311-0 311-0 5-1-0 Plate Offsets 1:039 0- 5:0-3-9 a LOADING (psQ TOLL 30.0 SPACING 2-0.0 Plates Increase 1.15 C51 TC 0.79 DEFL in (loc) Udefl Vert(LL) -0.16 7.8 >999 PLATES GRIP MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.54 Vert(11) -0.25 7$ >859 BCLL 0.0 Rep Stress Inp NO WB 0.78 Horz(TL) 0.05 5 rJa BCDL 10.0 Code BOCAIANS~S 1st LC LL Min Udefl =360 Weight 195 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheothed or 3.1-0 oc purtins. 130T CHORD 2 X 8 SVP DSS WEBS 2 X 4 SPF Stud 'Except' BOT CHORD Rigid caging directly applied or 10-0-0 oc bracing. W 1 2 X 4 SPF No.2 REACTK)NS Qb/size) 1=6598!0-3~8, 5=6598/0.3.8 Max Harz 1=35(bad case 3) Max Upliftl=-568(bad case 4), 5=-588(load case 4) FORCES (Ib) -First Load Case Only TOP CHORD 1-2=-10799, 23•-7453, 3~=-7453 45=-10798 , BOT CHORD 1.8=9894, 7-0=9~4, 6-7=9694, 5.8=9 WEBS 2.8=2971, 3.7=8378, 48=2871, 2-7=-3561, 47=-3561 NOTES 1) This truss has been checked for unbalanced boding conditions. 2) This truss has been designed for the vrind bads generated by 90 mph winds ~ ZS ft above ground level, using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bed, 100 mi irom hurrigne orxarrRne, on an occupancy category I, condition 1 enclosed building, el dimensions 45 ft by 24 ft with exposure B ASCE 7.93 per BOCNANS1951f end verticals a cantilevers eaast, they aro exposed b wind. ff porches exist, grey are not exposed b wind The lumber DOL increase is 1.33, and the plate grip increase is 1.33 . 3) Provide mechanical connection (by others) el truss tb bearing plate capable el withstanding 568 Ib uplift at joint 1 and SBB lb uplift at joint 5 4) This truss has been designed with ANSUfPI 1-1996 criteria. . 5) 2-ply truss to be connected LopeUrer with 10d Common(.148'SGi'y Nails ac fogovrs: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 a. Bottom chords connected as folows: 2 X 8 - 2 rows at 0.8.0 oc. Webs connected as fellows: 2 X 4 - 1 row at 0-9.0 oc. LOAD CASE(S) standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 15=-671.1, 1-3=-74.0, 35=-74.0 Job Truss Truss Type Oty ply 01-0223 GE-2 OUEENPOST 1 1 o 'onal NOFFKE LUMBER INC, OSHKOSH, WI.54901, OON NOFFKE 4.201 SR1 s Sep 132000 MiTek Industries, Inc. Fri Aug 2415:08:23 2001 Page 1 ~ -1-10-8 I 9-0-0 18-0-0 19-10-8 1-10.8 9-0-0 9-0-0 1-10-8 Scale = 1:36.4 5x5 = 6 2x4 II 2x4 II 5 7 6.0012 2x411 2x4 II 4 8 2x4 II 2x4 II g 9 2 10 m 1° ° 1 ~ 1 ~ 3x5 = 3x5 = 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I ~ 18-0-0 18-0-0 LOADING (psi) SPAGNG 2.0.0 CSI DEFL in (loc) Udall PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.35 Vert(LL) Na - Na MII20 197/144 TCDL 7.0 Lumber Inwease 1.15 ~ 0.12 Vert(TL) 0.04 1-2 >642 BCLL 0.0 Rep Stress Inw NO WB 0.08 Horc(TL) 0.00 10 Na BCDL 10.0 Code BOCA/ANS195 (Matra) 1st LC LL Min Udefl =360 Weight 69 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed w 6-0-0 oc puriins. BOT CHORD 2 X 4 SPF fJo.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS pb/size) 2=318/18-0-0, 10=318f18.0.0, 15=173/18-0.0, 16=189118-0-0, 17=184f18.0-0, 18=207/18-0-0, 14=189/18-0-0, 13=184/18-0-0 12=207/18-0-0 , Max hlorz 2-43(bad case 3) Max Uplift2=-102(load case 4), 10=-102(bad case 4), 16=18(bad case 3), 17=~0(load ease 4), 14=17(bad case 2), 13=-10(bad case 4) Max Gray 2=318(bad case 1), 10=318(bad case 1), 15=1731'bad case 1), 1~196(load case 5), 17=184(bad case 1), 18=208(load case 5), 14=196Qoad case B), 13=184(load case 1) , 12=208(bad case 6) FORCES pb) -First Load Case OMy TOP CHORD 1-2=80, 2-3=-75, 3-4=52, 45=17, 5~-50, 6-7=-50, 7.8=-49, 8.52 9-10=-75 10.11=60 , , BOT CHORD 2-18=15, 17-18=15, 16-17=15, 15.18=15, 14.15=15, 1314=15 12-13=15 10.12=15 , , WEBS 6-15=-132, 5-16=-150, 4-17=141, 318=-173, 7-14=-150, 8.13=-141, 9-12=-173 NOTES 1) This truss has been checked fw unbalanced kxading conditions. 2) This truss has been designed fw the wind bads generated by 90 mph winds a[ 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 100 mi from hunicane ooeanline, an an occupancy ca0egory I, condition I encbsed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per BOCA/AtJS195 M end verticals w carrtilevers exist, they are exposed W wind. M porches exist, they aro rat exposed to wind. The lumber DOL increase is 1.33, and the plate Drip increase is 1.33 3) Truss designed for wind bads in the plane of the miss only. For studs exposed b wind (normal to the face), see MTek "Standard Gable End DetaiP' 4) Gable requires continuous bottom chord bearing, 5) Gable studs spaced at 2-0-0 ac. ~ Provide mechanical connection (b)' others) of truss m bearing plate capable of withstanding 102 Ib uplift at joint 2, 102 Ib uplift at joint 10, 18 tb uplift at joint 16, 40 Ib uplift at joint 17, 17 Ib uplift at joint 14 and 40 Ib uplift at joint 13. 7) This truss has been designed with ANSUI'PI 1.1985 criteria. LOAD CASE(S) Staridard ~ " `~ "~`- ~G 6 3 O O t~ O O 4 v S _/ '` ~ ~`IU. 1 vl V J „'_. s ~ ~ r ~ ~ 0 Q Z O ~~ ~ o W _ ,,, 'r W ~; , W € a ~ `v N C ~ 0 ~ o O " T o Z N d ~ o ~ ~ a ~ In z ai w ~ U ¢ i 00 ¢ J W ~ LL = a; ~_ ~ - C t ~ Q N ~ r Q ~ ~ V `^~~ \a s.. `~ `~ `alt V a-o-o~ o-o-s o-o-gz o~g~~s ~~ NOFFKE LUMBER, INC. 1525 BOWEN ST. To: Estimate OSHKOSH, WI 54901 RUSCH HOMES Job Number: Phone: 920-235-3080 Fax: 920.235-3061 Page: I Project: Block No: Date: 03-26-2001 - 3 :40:24 PM Model: Lot No: Project ID: leech Contact: Site: Office: DellVer T0: Account No: Name: Designer. ddn LEECH Phone: Salesperson: Fax: Quote Number: en five De iv ate: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Each: Total: 33.5 Minutes M $6.06 BF 23.33 ~ 1 GE-1 9 - 0 - 0 ROOF TRUSS 6.00 1 - 10 - 8 1 - 10 - 8 C $1.59 $29.73 $29.73 \ 3 331bs. each 0.00 L $9.05 An: OK Ma .78 59.8 Minutes M $16.92 BF 60.00 1 GE-2 22 - 0 - 0 ROOF TRUSS 6.00 1 - 10 - 8 1 - 10 - 8 C $3.12 $64.44 $64.44 3 93 lbs. each 0.00 L $16.16 An: OK Ma .78 69.6 Minutes M $23.31 BF 84.67 1 GE-3 28 - 0 - 0 ROOF TRUSS 6.00 1 - ] 0 - 8 1 - 10 - 8 C $4.03 $82.11 $82.1 ] 3 1301bs. each 0.00 L $18.79 An: OK Ma .78 143.5 Minutes M $50.74 BF 178.67 2 GE-4 30 - 0 - 0 ROOF TRUSS 6.00 1 - 10 - 8 1 - 10 - 8 C $8.00 $86.77 $173.54 3 1431bs. each 0.00 L $19.38 An: OK Ma .78 (1) 2-Ply 133.7 Minutes M $70.57 BF 142.67 2 GT-2 22 - 0 - 0 HOWE 6.00 0 - 0 - 0 0 - 0 - 0 C $15.38 $108.63 $217.26 1381bs. each 2X4/2X10 0.00 L $18.05 An: OK Ma.78 76.8 Minutes M $10.64 BF 41.33 2 T-1 9 - 0 - 0 ROOF TRUSS 6.00 1 - 10 - 8 1 - 10 - 8 C $2.29 $29.97 $59.94 30 lbs. each 0.00 L $10.37 An: OK Ma .78 148.2 Minutes M $98.75 BF 368.00 6 T-3 28 - 0 - 0 FINK 6.00 I - ] 0 - 8 1 - 10 - 8 C $11.76 $44.66 $267.96 18 1031bs. each 0.00 L $6.67 An: OK Ma .78 300.7 Minutes M $198.24 BF 720.00 12 T-3A 28 - 0 - 0 FINK 6.00 0 - 0 - 0 I - 10 - 8 C $23.52 $44.94 $539.28 18 1001bs. each 0.00 L $6.77 An: OK Ma .78 431.0 Minutes M $373.52 BF 1156.00 17 T-6 30 - 0 - 0 ROOF TRUSS 6.00 1 - 10 - 8 1 - 10 - 8 C $33.31 $54.78 $931.26 109 Ibs. each 0.00 L $6.85 An: OK Ma .78 MISC. TTEMS @ 0 Quantity: Description: 1 CRANE $90.00 $90.00 Estimate Simiinary: Est. Truss Price: $2,365.52 Material Cast: 848.75 35.88% Misc. Items: $90.00 Connector Cost: 103.00 a.3s°r Total Truss Price: $2,365.52 Sales Tax: (0 °ro): $.oo Labor Cost: 377.15 Misc. Items: $90 00 Delivery Cost: $0 Overhead: .00 .00% . Calculated Selling: $2,455.52 Net Margin: 1036.62 43.82% Roof Minutes: 1396.83 Selling Price: $2,455.52 Floor Dollars:.00 Discount: .00 Total Bd-Ft 2774.7 Roof Overhead as 0 % of Sales:.00 Total Weight: 4550 lbs. Total LF(tnlss): 1,195.0 Floor Overhead as 0 % of Sales:.00 PriceBd-Ft: 85 Price/Lineal Ft: 1.98 PathToVar: c:~Mitek2Wata~riran.var PathToCore: c:~Mitek2WataWatabase JS Version: 4.206 /Tniss Default/Truss Default ~~ :S.t. BEAM IN 2ND FLOOR DECK ABOVE KITCHEN TJ-seamTM v5.45(/~SerO/i Nu ~: ~00oo117s2 2 PCs Of 1.75" x 9.5" 1.9E MiCPO11alY1~ LVL BEAMUSA 1111 3126!01 10:14:39 AM Page 1 of 1 8uiid Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension =16' 6" 1; n 2' ~- 14' 6" Product Diagram is Conceptual. LOA Analysis for Beam Member Supporting FLOOR -RES. Application. Tributary Load Width: l' Loads(psf): 40 Live at 100% duration, l2 Dead, 0 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(pif} Floor(1.00) 80 24 0 to 16' 6" Adds to Uniform(plf) Snow(1.15) 60 34 0 to 16' 6" Adds to SUPPORTS: INPUT BEARING REACTIONS{Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEADJ TOTAL DETAIL OTHER 1 2x6 Stud Wail 5.50" 5.5" Left Face 1888 1 742 / 2430 Detail E1 Blocking 2 2x6 Stud Wail 5.50" 4.25" Right Face 1314 /564 1 1878 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S /BUILDER'S GUIDES for detail(s): E1, A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 1852 1588 7265 Passed(22%) Lt. end Span 1 under Snow Roof loading Moment(ft-Ib) 6195 6195 13541 Passed(46%) MID Span 1 under Snow Roof ALTERNATE span loading Live Defl.(n) 0.338 0.465 Passed(U495} MID Span 1 under Snow Roof ALTERNATE span loading Total Defl.(in) 0.477 0.697 Passed(1J351) MID Span 1 under Snow Roof ALTERNATE span loading -Deflection Criteria: STANDARD(LL: 0360, TL:L240). Additional checks follow. -Left overhang(LL: 0.2", TL:2L240). - Braang(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design include Alternate member loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be acxompl~shed in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. -Not all products are readily available. Check with your supplier or Trus Joist technics( representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THiS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC anatyzing the Trus Joist Residential product listed above. - Note: See Trus Joist SPECIFIER'S /BUILDER'S GUIDES for multiple pty connection. d~ Q~~.~. ~.. PROJECT INFORMATION RUSCH CONS? LEECH OPERATOR INFORMATION: NOFFKE LUMBER INC. BEN STELLMACHER 1601 BOWEN ST. OSHKOSH, WI 54901 (920)235-3080 (920)235-3061 (FAX) Copyright ~+ 2000 by Trus Joist, A Weyetllaeuser Business. TJ-Pro ~' and TJ-8eam TM are trademarks of Trus Jest. Mfcrd~ is a registered tradematlt of Trus Joi&. ~?-' ~ '' a ~ ~ Supplemerrtai Report for I~ ~yxyrieq~w BuN[e~¢ TJ-Beam v5.45 Serial Number: 7000011752 2 Pcs of 1.75" x 9 5" 1 9E Microllam~ LVL BEAMUSA 1111 3/2fiJ01 10:14:39 AM . . Page 1 of 2 Member Information: BEAM IN 2ND FLOOR DECK ABOVE KITCHEN Project Information: Operator Information: RUSCH CONST NOFFKE LUMBER INC. LEECH BEN STELLMACHER 1601 BOWEN ST. OSHKOSH, WI 59901 (920)235-3080 (920)235-3061 (FAX) 2'- 2.75" 13'-11.25" Max. Vertical Reaction Total(lb) 2430 1878 Live(lb) 1688 1314 Required Bearing Length(in) 1.63 (W) 1.50(Yd) Max. Unbraced Length(in) 32 32 Snow Roof loading on all members, LDF = 1.15 Shear(lb) -578 1852 -1760 Reaction(lb) 2430 1846 Moment (ft-lb) -699 5976 Live Defl.{in) -0.196 0.317 Total Defl.(in) -0.210 0.956 Snow Roof ALTERNATE span loading on odd # members, LDF = 1.15 Shear(lb) -578 598 -506 Reaction(lb) 1176 532 Moment (ft-lb) -649 1619 Live Defl.(in) 0.019 -0.021 Total Defl.{in) -0.045 0.119 Snow Roof ALTERNATE span loading on even # members, LDF = 1.15 Shear{lb) -177 1820 -1792 Re action(lb) 1997 1878 Moment (ft-lb) -197 6195 Live Defl.(in) -0.165 0.338 Total Defl.(in) -0.229 0.477 Floor loading on all members, LDF = 1.00 Shear{lb) -999 1929 -1353 Re action(lb) 1868 1419 Moment (ft-lb) -995 4592 Live Defl.(in) -0.097 0.211 Total Defl.(in) -0.161 0.351 Floor ALTERNATE span loading on odd # members, LDF = 1.00 Shear(lb) -499 587 -516 Reaction(lb) 1031 593 Moment (ft-lb) -995 1683 Live Defl.{in) 0.013 -0.019 Total Defl.(in) -0.052 0.126 Floor ALTERNATE span loading on even # members, LDF = 1.00 Shear(lb) -177 1902 -1379 Reaction(lb) 1579 1990 Moment{ft-lb) -197 4739 Live Defl.(in) -0.110 0.225 Total Defl.(in) -0.179 0.364 Dead load, LDF = 0.90 Shear(lb) -177 566 -538 Reaction(lb) 792 569 Moment (ft-lb) -197 1826 Concentrated live load on overhang{s), dead load on span(s) Deflection(in) -0.669 0.000 Live load on overhang(s), dead load + 1/2 live load on span{s) Deflect ion(in) -0.127 0.000 Copyright p 2000 by Trus Joist, A Weyerhaeuser Business. Microllam® is a registered trademark of Trus Joist. TJ-ProTM and TS-Beam"' are trademarks of Trus Joist. ~~~-,~ . ~,~,~ TJ-B~m v5.45 Serial Number. 7000011752 BEAMUSA 1111 3/26/01 10:14:39 AM Page 2 of 2 Member Information: BEAM IN 2ND FLOOR DECK ABOVE KITCHEN Project Information: RUSCH CONST LEECH Dead load on overhang(s), live load on span(s) Deflection(in) O.OOD 0.330 Supplemerrtal Report for 2 Pcs of 1.75" x 9.5" 1.9E Microliam® LVL Operator Information: NOFFKE LUMBER INC. BEN STELLMACHER 1601 BOWEN ST. OSHKOSH, WI 54901 (920)235-3080 (920)235-3061 (FAX) Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Microllam® is a registered trademark of Trus Joist. TJ-ProTM and TJ-Beam'" are trademarks of Trus Joist. (jam/''w ' HEADER FOR BACK GARAGE DOOR A I ~1UHma TJ-~TM Ys.s.> se~aiN:7oo,1t~96 2 Pcs of 1.75" x 9.5" 1.9E Microilam® LVL BEAMUSA 1111 8/2W01 8:58:53 AM Page 1 of 1 Bl~ld Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 8/12 ~~ n All dimensions are horizontal. V v Product Diagram is Conceptual. L S: Analysis for Beam Member Supporting SNOW Application. Tributary Load Width: 18' Loads(pst): 30 Live at 115% duration;17 Dead SUPPORTS: INPUT BEARING REACTK)NSQbs.) WIDTH LENGTH LIVE/DEADJTOT. PLY DEPTH DETAIL OTHER 1 2x4 Plate 3.50" 3.5" 2040 ! 1331 /3371 1 9.5" Detail R1 SB Shear Blocking 2 2x4 Plate 3.50" 3.5" 2040 / 1331 /3371 1 9.5" Deta1 R1 SB Shear Blockng -See TJ SPECIFIER'S J BUILDER'S GUIDES for detail(s): R1. DESIGN C MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) Moment(ft-Ib) 3239 2512 8613 7285 Passed(35%) Lt. end Span 1 under Snow Roof loading L"nre Defl (in) 6613 0 13541 Passed(49%) MID Span 1 under Snow Roof loading . Total Defl Cn) .116 0 0.408 Passed(LJ847) MID Span 1 under Snow Roof loading . .191 0.544 Passed(U513) MID Spen 1 under Snow Roof loading - Deflection Criteria: STANDARD(LL: LR40, TL:U180). - Braang(Lu): All compression edges (top and bottom) must be braced at 2' 8" o% unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member statMlRy. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL I~OTES• - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in atx~rdance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code UBC anaryzing the TJ Residential product listed above. - Note: See TJ SPECIFIER'S /BUILDER'S GUIDES fw multiple pty connection. PROJECT INFORMATION OPERATOR INFORMATION• RUSCH CONST NOFFKE LUMBER INC, 1300 JUDY LEE BEN STELLMACHER 1601 BOWEN ST. OSHKOSH, WI 54901 (920)235-3080 (920)235-3081 ~PYdBM ®2000 4Y Tnx Joist, a Weyerhaeuser Business. TJ-Beam"" is a trademark ~ Ttua Joist . MiaoNarn®re a registered trademark or Tn~ Jest . TJ-Beam v5.55 Serial Number: 700118996 BEAMUSt,' 1111 8!20101 6:56:53 AM Pape 1 oT 1 Member Information: HEAiOER FOR BACK GARAGE DOOR Project Information: RUSCH CONST 1300 JUDY LEE Supplemental Report for 2 Pcs of 1.75" x 9.5" 1.9E Microllam® LVL ^ 8'- 2.00° ^ Max. Vertical Reaction Tot al(lb) 3371 3371 Live(lb) 2040 2040 Required Bearing Length(in) 2.27 (W) 2.27(W) Max. Unbraced Length(inj 32 Snow Roof loading on all members, LDF = 1.15 Shear(lb) 3239 -3239 Reaction(lb) 3371 3371 Moment (ft-lb) 6613 Live Defl.(in) 0.116 Total Defl.(in) 0.191 Dead load, LDF = 0.90 Shear(lb) 1279 -1279 Reaction(lb) 13"sl 1331 Moment (ft-lb) 2612 Operator Information: NOFFKE LUMBER INC. BEN STELLMACHER 1601 BOWEN ST. OSHKOSH, WI 54901 (920)235-3080 (920)235-3061 Copyright ® 2000 by Trus Joist, a Weyerhaeuser Business. Microllam® is a registered trademark of Trus Joist . TJ-Beam'" is a trademark of Trus Joist . FAMILY ROOM WINDOW HEADER " ~~~ ~~ TJ-t~mTM vs.~ serial N,,,,,~: 700oo117s2 2 PCs Of 1.75" X 9.5" 1.9E MiCrOllarrll® LVL BEAMUSA 1111 4/17/OD 10:34:16 AM Pape 1 of 1 8uikf Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Q 1~ ~~ n ,, 6'.--- ~,opps: Product Diagram is Conceptual. Analysis for Header Member Supporting FLOOR -RES. Application. Tributary Load Width: 8' 3" Loads(psf): 40 Live at 100% duration, 12 Dead, 0 Partition, and: TYPE CLASS Uniform(plf) LNE Snow(1.15) 510 DEAD LOCATION APPLICATION 289 0 to 9" COMMENT Point(Ibs.) Snow(1.15) 977 631 9" Adds to Adds to Pant(Ibs.) Snow(1.15) 977 631 4' 3" Ads to Uniform(plt) Snow(1.15) 510 289 4' 3" to 7' 6" Adds to SUPPORTS: INPUT BEARING E 1 2x4 Plate WIDTH LENGTH 3 50" 3 309" JUSTIFICATION WE/ D EAD/TOTAL DETAIL OTHER 2 2x4 Plate . . 3.50" 3.211" Lest Face Right Fac 3284 / 1658 /4922 Detail A3 1.25" LSL Rim e 3205 1 1 571 ! 4775 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFiER'S /BUILDER'S GUIDES for detail(s): A3. - Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS• ShearQb) MAXIMUM DESIGN 4716 CONTROL CONTROL LOCATION Moment(ft-ib) 3436 8209 8209 7265 Passed(47%) Rt. end Span 1 under Snow Roof loading Live Defl.pn) 0 119 13541 Passed(61%) MID Span 1 under Snow Roof loading Total Defl.(in) . 0 178 0.179 Passed(L/721) MID Span 1 under Snow Roof loading . 0.358 Passedt11482) MID Span 1 under Snow Roof loading -Deflection Criteria: STANDARD(LL: 0480, TL:L240). - Braang(Lu): All compression edges (top and bottom) must be braced at 2' 8" o% unless detailed otherwise. Proper attachment and positioning of Intern! bracing is required to achieve member stabiifty. ADDITIONAL NOTES• -IMPORTANT! The analysis presented is output from software developed by Tres Joist. Trus Joist warranis the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The spegfic product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above. - Note: See Trus Joist SPECIFIER'S J BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION OPERATOR INFORMATION• RUSCH CONST NOFFKE LUMBER INC. 2-STORY BEN STELLMACHER 1601 BOWEN ST., OSHKOSH, VUI 54901 (920)235-3080 (920)235-3061 ~~~ ~20a00 by Trus Joist, A Weyerf~aeuser Busir»ss. TJ-ProTM and TJ-BearT1TM are lrede-rlarkg of Trull fast. registered trsderrbrk of Trus Joint. ' BACK CLOSET DOOR HEADER ~~~~~~ TJ-BeamTM vs.a5 ser~ai Nu,nt~e,.,oooa,,,52 2 PCS of 1.5" x 11.25" 1.7E SOLID SAWN DOUGLAS FIR #1 BEAMUSA 1111 4i17lOD 10:23:23 AM Page 1 of 1 Buikl Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~~ ~ n ----~~ 6~'---- LOADS: Product Diagram is Conceptual. Analysis for Header Member Supporting FLOOR -RES. Application. Tributary Load Width: 14' Loads{psf): 40 Live at 100°k duration, 12 Dead, 0 Partition SUPPORTS: INPUT BEARING WIDTH LENGTH 1 2x4 Plate 3.50" 3.5" 2 2x4 Plate 3.50" 3.5" DESIGN CONTROLS: MAXIMUM DESIGN Shear(Ib) 2269 1487 Moment(ft-Ib) 3499 3499 Live Defl.(n) 0.030 Total Defl.(n) 0.040 REACTIONS(Ibs.) JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER Left Face 1 820 / 572 1 2392 Blocking Right Face 1820 / 572 / 2392 Blocking CONTROL CONTROL LOCATION 2138 Passed(7096} Lt. end Span 1 under Floor loading 5273 Passed(66g6) MID Span 1 under Floor loading 0.154 Passed(V999+) MID Span 1 under Floor loading 0.308 Passed(U999+} MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: 0480, TL:L240). - Bracing(Lu): All compression edges (top and bottom} must be braced at 14' 8" olc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Assoaate. - Solid sawn lumber analysis is in accordance with 1991 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's OMine Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Code UBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION RUSCH CONST 2-STORY 9PERATOR INFO MATION• NOFFKE LUMBER INC, BEN STELLMACHER 1801 BOWEN ST., OSHKOSH, WI 54901 (920)235-3080 (920)235-3061 ~PYr~Brn ®~ by TNS Joist, A Weyerhaeuser Business. TJ-Pro'" and TJ-Beem~"" are trademarks of Trus Joist. ' BEAM OVER BATH IN 2ND FLOOR DECK ~~~~~~. TJ-BeamTM vs.45 seriaildumber:70000t17sz 2 Pcs of 1.5" x 9.25" 1.4E SOLID SAWN SPRUCE-PINE-FIR #2 BEAMUSA 1111 4117/00 10:24:42 AM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~~ n ~~, 6~ ~, L ADS: Product Diagram Is Conceptual. Analysis for Header Member Supporting FLOOR -RES. Application. Tributary Load Width: l4' Loads(psf): 40 Live at 100° duration, 12 Dead, 0 Partition SUPPORTS: INPUT BE.ARiNG WIDTH LENGTH 1 2x4 Plate 3.50" 3.5" 2 2x4 Plate 3.50" 3.5" DESIGN CONTROLS• MAXIMUM DESIGN Shear(Ib) 1895 1238 Moment(ft-Ib) 244g 24,48 Live Defl.(in) 0.032 Total Defl.(n) 0.042 REACTIONS(ibs.) JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER Left Face 1540 / 477 / 2017 Blocking Right Face 1540 / 477 / 2017 Blocking CONTROL CONTROL LOCATION 1295 Passed(96%) Lt. end Span 1 under Floor loading 3430 Passed{71 %) MID Span 1 under Floor loading 0.129 Passed(L/999+) MID Span 1 under Floor loading 0.258 Passed(1J999+) MID Span 1 under Floor loading - Deflection Criteria; STANDARD{LL: U48D, TL:L/240). - Braang(Lu): Ail compression edges (top and bottom) must be braced at 13' 11" o% unless detailed otherwise. Proper attachment and positioning of lateral braang is required to achieve member stability. - The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES• -IMPORTANT! The analysis presented is output from software developed by Tres Joist, The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Sotid sawn lumber analysis is in accordance with 1991 NDS methodology and is solely presented for comparison purposes. program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Code UBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION RUSCH CONST 2-STORY OPERATOR INFORMATION• NOFFKE LUMBER INC. BEN STELLMACHER 1601 BOWEN ST., OSHKOSH, WI 54901 {920)235-3080 (920)235-3081 Copyright ®2000 by Trus Joint, A Weyerhaeuser Business. TJ-ProTM' and TJ-BeamT"' are trademarks or Trus Joist. !~~~,~„-t PATIO DOOR HEADER TJ-Beamn" vs.4s(~""serial~ Number:700Dp11752 2 Pcs of 1.75" x 9.5" 1.9E Microllam~9 LVL BEAMUSA 1111 4117/00 10:39:02 AM Page 1 of 1 Bulk Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~ n Product Diagram is Conceptual. AD Analysis for Header Member Supporting FLOOR -RES. Application. Tributary Load Width: 8' 3" Loads(psf): 40 Live at 100% duration, l2 Dead, 0 Partition, and: TYPE Unfform(plf) CLASS LIVE Snow(1.15) 510 BEAD LOCATION APPLICATION 289 0 to 1' 4" Adds to COMMENT Point(Ibs.) Snow{1.15) 765 493 1' 4" Adds to Point(Ibs.) Snow(1.15) 765 493 3' 9" Adds to Uniform(pif) Snow(1.15) 510 289 3' 9" to 6' 6" Adds to SUPPORTS: 1 2x4 Plate 2 2x4 Plate INPUT BEARING WIDTH LENGTH 3.50" 2.945" 3.50" 2.855" JUSTIFICATION Left Face Right Face REACTIONS(Ibs.) LIVE( DEAD/ TOTAL 2913 / 1468 / 4381 2845 1 1402 / 4246 DETAIL OTHER Detail A3 1.25" LSL Rim Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S /BUILDER'S GUIDES for detail(s): A3. - Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTR MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 4174 3040 7265 Passed(42%) Lt. end Span 1 under Snow Roof loading Moment(ft-Ib) 6308 6308 13541 Passed(47%) MID Span 1 under Snow Roof loading Live Defl.(in) 0.074 0.154 Passed(L/999+) MID Span 1 under Snow Roof loading Total Defl.(in) 0.111 0.308 Passed(U669) MID Span 1 under Snow Roof loading -Deflection Crkerie: STANDARD(LL: U480, TL:L240). - Braang(Lu): All compression edges (top and bottom) must be braced at 2' 8" ok unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member statblity. ADDITIONAL NOTES: -IMPORTANT! The anaysis presented is output from software developed by Tres Joist. True Joist warrants the sizing of its products by this software will be accomplished in accordance with Tres Joist product design criteria and code accepted design values. The apeaflc product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not ail products are readily available. Check with your supplier or True Joist technical representative for product availability. - TH15 ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIOS THIS ANALYSIS. - Alknvable Stress Design methodology was used for Gods UBC analyzing the True Joist Residential product listed above. -Note: See Trus Joist SPECIFIER'S J BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION RUSCH CONST 2-STORY OPERATOR INFORMATION: NOFFKE LUMBER INC. BEN STELLMACHER 1601 BOWEN ST., OSHKOSH, Wi 54901 (920)235-308D (920)235-3061 CopyripM ®2000 by True Joist, A Wey~fraeuser Buslrresc. TJ-ProTM and TJ-B~m TM are tradanerks of True Joist. MicrolWrr® is a registered trederrrerk of True Jof~. ~ ~ BASEMENT BEAM UNDER FAMILY AND LIVING ,~~ '"a`"ro` u n TJ-B~mTM vs.4s serial Numt~er:7ooo011752 3 Pcs of 1.75 x 9.5 1.9E Microilam® LVL BEAMUSA 1111 M77/00 10:45:12 AM Page 1 or 1 Bind Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension =17' 7" I 1 ~_ ~ 2 n L AD Analysis for Beam Member Supporting FLOOR -RES. Application. Loads(pst): 40 Live at 100% duration, 12 Dead, 0 Partition, and: Product DiaDram is Conceptual. Tributary Load Width: l4' TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Floor(1.00) 560 168 0 to 13' 4" Adds to Point(Ibs.) Floor('I.00) 1260 391 13' 4" Adds to SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 Pocket, Conc.Block 8" 6.75" Left Face 4802 / 1 328 1 61 30 Detail A3 1.25" LSL Rim 2 Column 3.50" 3.955" Centered 11861 1 3712 / 15573 Detail B3 3 Column 3.50" 225" Right Face 3088 / 787 / 3675 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S /BUILDER'S GUIDES for detail(s): A3, 83. - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requiremer-ts. DESIGN_ CONTRO MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 7826 8449 9476 Passed(68%) Rt. end Span 1 under Floor loading MomeM(ft-Ib) 13035 13035 17882 Passed(74%) Rt. end Span 1 under Floor loading Live Defl.(in) 0.153 0.286 Passed(U674) MID Span 1 under Floor ALTERNATE span loading Total Defl.(n) 0.183 0.429 Passed(U563) MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria: STANDARD(LL: 0380, TL:t1240). - Braang(Lu): All compression edges (top and bottom) must be braced at 2' 8" o% unless detailed otherwise. Proper attachment and positioning of lateral brarting is required to achieve member stability. - The load conditions considered in this design include Aftemate member loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Jost product design criteria and code accepted design values. The specfic product application, input design loads, and stn#ed dimensions have been provided by the software user. This output has not been reviewed by a Tres Joist Associate. - Not aft products are readily available. Check with your supplier or Trus Joist technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above. - Note: See Trus Joist SPECIFIER'S 1 BUILDER`S GUIDES for multiple ply connection. PROJECT INFORMATION RUSCH CONST 2-STORY OPERATOR INFORMATION: NOFFKE LUMBER INC. BEN STELLMACHER 1601 BOWEN ST., OSHKOSH, WI 54901 (920)235-3080 (920)235-3061 Ca¢ryrigM ~ 2000 by True Joist, A Weyerhaeuser Business. TJ-ProTM and TJ-B~mTM ape trademarks of Trus Joist. Mierdiam~ is a npiatered traderrrark of Trus Joint. ~~ ~~"~.;~- BASEMENT BEAM UNDER BATH AND BACK ENTRY TJ-B9amTM v5.4sA°'SC°~, N~-~:,0000„~2 2 Pcs of 1.75" x 9.5" 1.9E Microllam® LVL BF.AMUSA 1111 3126101 10:26:24 AM Page 2 of 2 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANTt The analysis presented is output from software developed by Tres Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYt PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code UBC analyzing the Trus Joist Residential product listed above. -Note: See Trus Joist SPECIFIER'S /BUILDER'S GUIDES for multiple pty connection. PROJECT INFORMATION RUSCH CONST LEECH OPERATOR INFORMATION• NOFFKE LUMBER tNC. BEN STELLMACHER 1601 BOWEN ST. OSHKOSH, VYI 54901 (920)235-3080 (920)235-3061 (FAX) Copyrigt>< ®~ br Trus Joist, A Weyerhaeuser Business. TJ-Pro"" and TJ-Beam TM" are trademarks of Trus Joist. MforoRarn®is a registered trademark of Tnw Joist. i~ {~j~~~ Supplemental Report for TJ-B~m ws.as Serial Number: 7000011752 2 Pcs of 1.75" x 9.5" 1.9E Micro!lam~ LVL BEAM USA 1111 3!26101 10:26:2AAM Pape 1 of 1 ' Member Information: BASEMENT BEAM UNDER HA'PH AND BACK ENTRY Project Information: Operator Information: RUSCH CONST NOFFKE LUMBER INC. LEECH BEN STELLMACHER 1601 BOWEN ST. OSHKOSH, WI 59901 (920)235-3080 (920)235-3061 (FAX) 7'-10.50" 8'- 2.25" tdax. Vertical Reaction Total(lb) 5193 19859 6535 Live(lb) 9082 11292 8992 Required Bearing Length(in) 1.98 (S) 5.66(S) 2.49(5) Max_. Unbraced Length(in) 32 32 32 Floor loading on all members, LDF = 1.00 Shear(lb) 2597 -9987 5372 -5662 Reaction(lb) 9687 19659 6061 Moment (ft-lb) -9981 -1,0375 8547 Live Defl.(in) 0.077 0.120 Total Defl.(in) 0.100 0.161 Floor ALTERNATE span loading on odd # members, LDF = 1.00 Shear(lb) 3054 -8981 1782 -973 Reaction(lb) 5193 10762 1069 Moment (ft-lb) 6324 -6389 1115 Live Defl.(in) 0.139 -0.069 Total Defl.(in) 0.162 -0.098 Floor Ri,TERNATE span loading on even # members, LDF = 1.00 Shear(lb) 99 -2766 9898 -6135 React ion(lb) 605 7669 6535 Moment (ft-lb) -6382 -6497 9603 Live Defl.(in) -0.066 0.179 Total Defl.(in) -0.098 0.218 Dead load, LDF = 0.90 Shear(lb) 605 -2260 1308 -1497 React ion(lb) 1111 3567 1593 Moment (ft-lb) -2916 -2510 2137 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Microllam® is a registered trademark of Trus Joist. TJ-Pro'"' and TJ-Beam"' are trademarks of Trus Joist.