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Home My WebLink AboutTRUSSES - 05-00101 - 649 Johnson St - New SFRQUOTE (NO TAX) FORM (NON -ITEMIZED) Date03115105 Page 1 RUDD ENTERPRISES LLC BID # B030564 Joe« T 0 SALES REP WALTER GRASMIC _ Job RENDERS®N SPEC By DATE 3715 Bombardier Ave. SS Name BID TH Idaho Falls, ID 83402 Office: (208) 523-6881 I „per. (2 LAYOUT Fax: (208)522-6459 R (�7 (C L« suemv: ot ENO. BY T REXBURG, ID eP SPECIAL INSTRUCTIONS: )RDER DATE 12 97*...i.el APR 6 2005 OF REXBURG equeste - - INSTRUCTION 0500101 SFR Henderson ,r • • PROFILE LABEL QTY TIC PITCH gpAN CANTILEVER OVERHANG BRACIN p ROVMS NOTES UNIT PRICE TOTAL PRICE BIC PITCH IC LM LM LEFT RIGHT LEFT RIGHT 80,00 1-00-00 0200-00 2 03-00.0 02A0-0 02�00-00.. 3 A02 4 18.0.00 0.0.00 1-00-00 a=. 2.1 - A03 j sc A04 _ A05 5 6000 0.0.00 5 6.0.00 3.D.00 1 3.0.00 '— - 2x. 2X4 2K 1x00-00. '03.00-0 1-00-00 a=. 0 03.00-0 03-00-0_ 102004 02-00-0 02-00-0 02.004 �02-00-0 _--3 --_-- 0 ---- 1 _ $earin A08 3.0.00 1 3.0.00 I 1-00-00 ,.. ,.. 03-00-0 1 � 15 IY1 LDf( - �•, A07 2 0.0,00 �1-00-00 �2-00. 03.00-0 02-00-0 2 — ----, A08 2 6.0.00 0.0.000.0.00 1-00-00 i02-00.0 1 — t- 6.0.00 1-00-00 a2-0o �.I A10GD 2-21 06.0.00 0.0.00 1-00-00 ,.. 0 02-00-0 0 6.0 -00 — 02-00-0 02.00.0 0 T- 6.0.00 8-00-00 13-05.0 02-00-D 02-0 B2GD 1-2 6.0.00 0.0.00 8-00-00 1 ,.. ax. 02-00-0 0 ---! C1 C1GE 66 6.0.00 00 1 6 0 00 0.0.00 4-04-000 -0O� 4-041 _. 2x.0 .02-OOA 102-00 0 02-00.0 102.OD-0 0 0 -. C2GD 6.0.00 1-2 6.0.00 x. e ... . — — a2-oo-0 D �— _ 01GE 1 6.0.00 0.0.00 13-00-00 :x. a.. — .02-00-0 �0� -- 0 — - J1 24 1 8 0.00 0.0.00 8-00-00 2x. 02-00.0 — I — J1A 4 6.0.00 0.0,00 5-11-11 2=4 ax. _ I 02-00-0 - 0 ' _ JIB 4 6.0.00 0.0.00 03-11-11 2x. 2x. 02-00-01- _ 0el J1C 8.0.00 4 .0.00 1-11-11 2x. 2=. 02-00-0 -_ _ 0 �— _ KIHJ 2 4.2.DO 0.000 11-03-12 2*. 2x. 102-09-1 Items QN ITEM TYPE DESCRIPTION NOTES UNIT TOTAL PRICE PRICE q U U Ji If 1ti, I 18 J J1A AA - -- (5)-A04's ' _ (4)-A07'a � !Q (4)-A02's I(5�-A03's n �g --_- B2G - _ _.. — C2GD -- D1 E U Ruud Enterprises Henderson Spec B03056-5 ClGE Job Truss Truss Type Qty Ply Ruud Enterprises / Henderson Spec B03056-5 A01 HOWE 4 1 Job Reference (optional) owns YYCJ 1 twnnu rnLw), wnnu rnLw, 1u 0OW4 4x8 V. INV a Qvio 1 / &WwY IYII1cn Is1vva{IMat go IV. 8-0d 15$0 22-11-12 31-0-0 33-0-0 8* 4 7-5-12 7-5-12 8-0-4 2-0.0 5x6 M1120= Scale=1:67.6 C -- I r i u 1.5x4 M1120 II 5x8 M1120= 1.5x4 M1120 II &0.4 1541-0 22-11-12 31-0.0 , 8.0-4 7-&12 7-5-12 8-0.4 Plate Offsets MY): [A•0-M 0-0-4] [E•0-0-00-0-41 [H•04-0 0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.80 Vert(LL) 0.27 A-1 >999 240 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.40 A-1 >912 180 BCLL 0.0 Rep Stress Incr YES WS 0.63 Horz(TL) 0.12 E n/a Na BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight:114 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 6-8-7 oc bracing. WEBS 1 Row at midpt B-H, D-H REACTIONS (lb/size) A E _ Max Horz A = Max Uplift A = E _ 1498/Mechanical 1705/0-5-8 -198(load case 6) -642(load case 5) -762(load case 6) FORCES (1b) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2742/1106 B-C =-1847/773 C-D =-18451782 D-E =-2676/1056 E-F = 0/77 BOT CHORD A -I =-1020/2322 H-1 =-1020/2322 G-H =-795/2247' E-G =-79512247 WEBS B-1 =-141/288 C-H = -002/914 D-G =-126/281 B-H =-950/556 D-H =-8681505 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 642 lb uplift at joint A and 762 lb uplift at joint E. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Ruud Enterprises / Henderson Spec B03056-5 A02 HOWE 4 1 .lob Reference (optional) wmi%o rvcJ v Iwnnv rru-wr, tunny rnLw, iu OJMVZ V. , VW l VOr/ , / cvv� /I„ / on ,,,V V�V, , ,.v. • vv .-/u. .v .v.v«w rv.ry . a.�.r I •2.0-0 8-0.4 I 15-8.0 22-11-12 31-0-0 330-0 , 24-0 8-0-4 7-5-12 7-5-12 8-04 2-0-0 5x6 M020= Scale=1:67.6 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins. BOT CHORD Rigid coiling directly applied or 6-M oc bracing. WEBS 1 Row at midpt C-J, EJ. E-H REACTIONS (lb/size) B - 151710-54 H = 1864/0-" Max Horz B =-181(load case 6) Max Uplift B --705(load case 5) H =-834(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/77 B-C =-2269/932 C-D =-1440/620 D-E =-1440/649 E-F = 467/1053 F-G = 0/75 BOT CHORD B-K =-85611886 J-K =-856/1886 IJ = 46711232 H-1 = 467/1232 F-H =-801/545 WEBS C-K =-123/277 DJ =-378/545 E-I =-89/211 CJ =-869/503 EJ =-2411170 E-H =-2613/1134 NOTES 1) Unbalanced roof live loads have been considered for this design. D A J 1 I/ 1.5x4 M1120 II 5x8 M1120= 1.5x4 M1120 II 3x4 M1120-� 8-0-4 154W 22-11-12 28-0.0 31.0-0 8.0-4 7 &12 7-5-12 5.04 3.0.0 CSI TC 0.88 BC 0.50 WB 0.81 (Matrix) 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C. enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 705 lb uplift at joint B and 834 lb, uplift at joint H. 6) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard DEFL in (loc) l/defl Ud Vert(LL) 0.18 B-K >999 240 Vert(TL) -0.27 B-K >999 180 Horz(TL) 0.08 H n/a n/a PLATES GRIP M1120 197/144 Weight:123 lb la Job Truss Truss Type city Ply Ruud Enterprises / Henderson Spec - B03056-5 A03 HOWE 5 1 Job Reference (optional) om>.. YYCJ 1 taim l i ri%LLO). lu^nu rm I -, lu 0J4uz 4xE O. IYV SACS! 1/ GVVY mi ICnYIYWYIW, IIIb. IYV IYI6- I IV.V4 .VVOd. 1 r 8-0.4 16-6-0 22-11.12 31-0-0 1 33.0-0 8-0.4 75-12 7.5-12 8-0-4 2-0.0 5x6 M1120= Scale=1:67.6 C Cq It -- J I M u 1.5x4 M1120 II 5x8 MI120= 1.5x4 M1120 II 4x4 MI120,� 8.0.4 15.8.0 22-11-12 2844 31-0.0 t 8-04 7-5-12 7-5-12 5-0-4 30-0 Plate Offsets (X,Y): [A:040-0,0-0-41, [E:0-1-11,Edael, [I:04-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) !ldefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.16 TC 0.88 Vert(LL) 0.25 A-J >999 240 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.37 A-J >900 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.08 G n/a n/a BCDL 7.0 Code IRC2003/TP12002 (Matrix) Weight: 120 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B-1, D-I, D-G REACTIONS (lb/size) A = G - Max Horz A - Max Uplift A = G - 1325/Mechanical 1880/0-" -198(load case 6) -589(load case 5) -838(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2362/988 B-C =-1468/637 C-D =-1466/664 D-E = 467/1053 E-F = 0175 BOT CHORD A-J =-914/1983 I-J =-914/1983 H-1 = 479/1253 G-H =-479/1253 E-G WEBS =-801/545 B-J =-139/284 C-1 = -396/576 D-H =-90/212 B-1 =-950/555 D-I =-240/169 D-G =-2640/1140 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf. BCDL=4.2psf, Category il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 lb uplift at joint A and 838 lb uplift at joint G. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Ruud Enterprises / Henderson Spec B03056-5 A04 ROOF TRUSS 5 1 Job Reference (optional) ww, . •vC.71 %wnnv rnLw1, wnnv rpm-w, w wwe- .........-.....r........-.... .-1....... ........... ... �r 2-0-0 r 3S8 9-6-12 156-0 23-3-0 _ 31-0-0 33-0.0 2-0.0 3-" 6.0-4 6-04 7-9-0 7-9-0 2-0-0 5x6 M1120= ci M 9A E L 5x6 M1120 = 3-0-0 3.54 10-2-12 17-0-0 24-0.0 31-0A 3*4 "5 B 6.94 6-94 7-0.0 7-0-0 Scale=1:67.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.34 14 >953 240 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.55 I-J >592 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.35 G n/a n/a BCDL 7.0 Code IRC2003rrPI2002 (Matrix) Weight:116 lb LUMBER 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL= 4.2psf; TOP CHORD 2 X 4 SPF 165OF 1.5E Category II; Exp C; enclosed; MWFRS gable end zone; cantilever BOT CHORD 2 X 4 SPF 1650F 1.5E left and right exposed ; porch left and right exposed; Lumber WEBS 2 X 4 SPF Stud/Std 'Except' DOL=1.33 plate grip DOL=1.33. W5 2 X 4 SPF 165OF 1.5E 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BRACING 4) This truss requires plate inspection per the Tooth Count TOP CHORD Method when this truss is chosen for quality assurance inspection. Structural wood sheathing directly applied. 5) Bearing at joint(s) G considers parallel to grain value using BOT CHORD ANSI/TPI 1 angle to grain formula. Building designer should verify Rigid ceiling directly applied or 64-0 oc bracing. capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing REACTIONS (lb/size) plate capable of withstanding 847 lb uplift at joint L and 696 lb L - 1893/05-8 uplift at joint G. G = 1489/0-" 7) This truss is designed in accordance with the 2003 international Max Herz Residential Code sections R502.11.1 and R802.10.2 and L --181(load case 6) referenced standard ANSI/TPI 1. Max Uplift L --847(load case 5) G =-696(load case 6) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/75 B-C = -4101778 C-D =-1970/751 D-E =-21111736 E-F =-27081956 F-G = -4015/1550 G-H = 0/73 BOT CHORD B-L =-622/448 K-L =-704/328 J-K =-620/1724 1-1 =-1202/3540 G-1 =-124713544 WEBS C-L =-1667i713 C-K =-94612329 D-K =-579/162 D-1 =-167/316 E-1 =-61111536 F-1 =-11991728 F-I =-118/242 NOTES 1) Unbalanced roof live loads have been considered for this design. Job Truss Tmss Type Glr Ply Ruud Enterprises I Henderson Spec B03056-5 A05 ROOF TRUSS 1 1 Job Reference o Banal -2-tip 35A I aS12 1 15A0 1 23.3a ♦— 3t-pp 33A0 f 2-0d 5x6M1120= >� 7-ao 2-0O E 6.00 12 2 5x6 MI120C W1 W3 F Sx6 M11204 J g 112011 6x8 M1120= 1 1 1.5x4 M1120 II H I$ 401.50 M112011 �5x4 M112011 310.O5Ad 4x8 MI120� .I MII2011 M1120 It tvv�Sx6 M1120= MI12011 0-2-12 174a 24a-0 3140 3-0e OSa l ♦— S." be4 7-0 7-0d LOADING (psi SPACING 2-M TCLL 35.0 Plates Increase 1.15 TCOL 7.0 Lumber Increase 1.15 SCLL 0.0 Rep Stress Ina y'EfB BCDL 7.0 Cade IRC2003rrP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF SWd/Std 'Except- W5 2 X 4 SPF 1650F 1.5E BRACING TOPCHORD SWctural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied orb-M oc bracing. Except 1 Raw at midpl K-L REACTIONS fib/size) L = 1893/0-5-8 G = 148910-5-8 Max Hoa L - .181(load case 6) Max Uplift L = -847(load was 5) G =-696(loaa case 6) FORCES (lb)- Maximum Compression/Maximum Tension TOPCHORD A-B = 0/75 BC = 410/778 C-D =-19701751 D-E = .21111736 E-F =-2708/956 F-G = -401511550 GH = 0/73 BOTCHORD &L =-6221448 K-L =-704/328 J-K = .620/1724 W =-1202/3540 GI =-1247/3547 WEBS C-L = .16671713 C-K = 546/2329 D-K = .5791162 DJ =-1671316 EJ = .611/1536 FJ =-1199/728 F-I =-118/242 NOTES 1) Unbalanced roof live loads have been considered for this design. CSI TC 0.88 (Mat x) I 2) Wmd: ASCE 7-98; 90mph; h-2511; TCDL=4.2psf; BCDL=4.2psF Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; parch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom choral live load nonconcurrent with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 5) Bearing at joint(s) G considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of Wes to bearing plate capable of withstanding 847lb uplift at joint L and 696 lb uplift at joint G. 7) This truss is designed in accordance with the 2003 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASES) Standard DEFL in (loc) Udell Vd PLATES GRIP Vert(LL) -0.34 IJ >953 240 M1120 1971144 Ven(TL) -0.55 W >592 180 Horz(TL) 0.35 G me n/a Weight: 131 lb Scale=1:70.8 Joe Truss cruse type Dh Fly Ruud Enterprises/ Henderson Spec 603056-5 A06 ROOF TRUSS 1 1 Job Reference footionan OIVIV YYWI is.. YMLWI.IUFrtU hgLLeIU tl.YN)L uAvu Slap i72OD4 W.sk nn.. Tu. 1310.53.01 Z05 F".I 35a 9S12 16&0 2330 31-00 35-e s4a e� 5x6 M1120= 7-90 7-90 24 Scale = 190.8 D 8.00 12 3z4 M1120 i 5x6 MI@OC WI E W3 5x6 M1120 i B W5 6x8 M1120= A 1 112p II H F 3x4 MII20= 1.5%4 MII2011 G 1 K I fix, MII201I 15xd MII20 4z8 MII20c 3 0012 1.Sz4 MII2011 1.5z4 MI120 11 pQ 5x6 MII20= 1.Sx4 M112011 �O 1.5x4 M112011 3-00 5�fi 0 10-2-12 1 17-00 24-00 314 36o aS8 8-84 &9-4 7-W 7-00 Rate Offsets IX Y)' IB'0-3-00J 1 IE:0J 0 0-341 IF'0-24 0-0-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Odell Ud PLATES GRIP TCLL 35.0 Rates Increase 1.15 TC 0.91 Vert(LL) -0.36 H-1 >920 240 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.76 VedT-) .0.57 H-I >575 180 BCLL 0.0 Rep Stress Ina YES WB 0.99 Hoa(TL) 0.37 F We n/a SCDL 7.0 Code IRC2003rFP12002 (Matrix) Weight: 12811, LUMBER 2) Wind: ASCE 7-98; 90mph; h256; TCOL=.2psh BCOL=4.2psf; TOP CHORD 2 X 4 SPF 1650F 1.5E Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever GOT CHORD 2 X 4 SPF 165OF 1.5E left and right exposed ; porch left and right exposed; Lumber WEBS 2 X 4 SPF Slud/S1d 'Except' DOL=1.33 plate grip DOL=1.33. W5 2 X 4 SPF 1650E 1.5E 3) This muss has been designed for a 10.0 pad bottom chord live load noncencunent with any other live loads. BRACING 4) This Imss requires plate Inspection per the Tooth Count TOP CHORD Method when this muss is chosen for quality assurance inspection. Structural wood sheathing directly applied. 5) Gearing atjoinds) F considers parallel to grain value using BUT CHORD ANS1rrPI 1 angle to grain formula. Building designer should verify Rigid ceiling directly applied or 6-M oc bracing. Except: capacity of bearing surface. 1 Row at midpt J-K 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 726 lb uplift at joint K and 700lb REACTIONS (Ib/size) uplift at joint F. K = 1691/0-5.8 7) This truss is designed in accordance wllh the 2003 International F = 1518/0-SA Residential Code sections R502.11.1 and R802.10.2 and Max Hom referenced standard ANSV7PI 1. K --198(load case 6) Max Uplift K =-726(load case 5) LOAD CASE(S) F =-700(load case 6) Standard FORCES (Ib)- Maximum CompressionlMaximum Tension TOP CHORD A-B =-961285 B-C =-2177/881 C-D =-21961770 D-E =-2829/1032 E-F = 4129/1554 F-G = 0173 BOTCHORD A-K =-172/104 J-K =-236/232 w =-73911913 H4 =-1215/3644 F-H =-1260/3648 WEBS B-K = .1548/641 BJ =-77312059 C.1 =-W3/114 C4 =-276/298 D-I = -072/1632 E-1 =-1198,727 E-H =-1181241 NOTES 1) Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Dty Ply Ruud Enterprises / Henderson Spec BO3O56-5 AO7 ROOFTRUSS 2 1 Job Ref (oti nail om� rrc i Vurrrnx mew/, ivwiu rnu.a, �u oowa 7-0 7�6z8 MII20 5.6 M1120= 6.00 12 C D ]-0-0 7-0 2- Scale=1:61.9 5x6 101120G 5x10 she MII20� T^� VV P Y- f e 1 E �7 la( 1 W3 Y 'j A F n G )$ 6 M1120- 4z8 MII20= L K J 1 LOADING(pso SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BOLL 0.0 Rep Stress lncr YES BCOL 1.0 Code IRC2003TP12002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc pudins. 13OT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS i Row at midpt Bg E-H REACTIONS (lb/size) A = 1324/Mechanical H = 188110-5-8 Max Ham A --185(load use 6) Max Uplift A =-579(ked case 5) H = -826(loed use 6) FORCES (Ib)- Maximum Compression/Maximum Tension TOPCHORD A-B =-243211007 &C =-1587/667 C-D =-1234/601 D-E _-15161637 &F = -47611023 F-G = OT5 BOTCHORD A-L =-92912061 K-L =-926/2058 J-K = 473/1300 IJ = 431/1130 H-1 = 431/1130 F-H =-792/544 WEBS &L =-131/271 B-K = -859/514 C-K =-285/431 CJ =-388/151 DJ =-228,257 EJ = G1/201 E-I = -84/200 E-H = 4574/1109 NOTES 1) Unbalanced roof live loads have been considered for this design 7JHl 1.Sx4 M112011 5x6 MI120= 3x8 MI120= 5x6 M1120= 3z4 M1120Q >-W Sao CSI TC 0.72 BC 0.60 WB 0.70 (Matrix) 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL-L2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS gable and zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This muss has been designed for a 10.0 psf bottom chord live load noncencunenl with any other live loads. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is Omen for quality assurance inspection. 6) Refer to girder(s) for muss to muss connections. 7) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 579 lb uplift at joint A and 8261b uplift at joint H. 8) This muss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITPI 1. LOAD CASE(S) Standard 7-0 400 aPo DEFL In floc) Well L/d PLATES GRIP Verft-L) 0.16 A-L 1999 240 M1120 197/144 Verl(TL) .0.25 A-L >999 180 Horz(TL) 0.08 H rue We Weight: 132111 00 Job Truss Truss Type aty Ply Ruud Enterprises / Henderson Spec B03056-5 A08 ROOF TRUSS 2 1 Job Reference (optional) o,v,v vr�-7 i %wnnv rnLw1, wnnv rhLw, w oswc v. wv a . Wlj , I a" 12-e-0 19.40 25-0-0 i 31-0A _ 33-0-0 6.00 a-" 7-0.0 6-0-0 64)-0 2-0-0 10x10 M1120H � Scale = 1:55.1 5x6 M1120-Z�, 3YL C D 1.5x4 M1120 II 3x4 M1120= 5x8 M1120= 1.5x4 M1120 II 6-" 12-0.0 19-0.0 25-0-0 31-04 6-0-0 6-0.0 7-0-0 6-0-0 6.0.0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-" Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC20031TP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS 1 Row at midpt C-1 REACTIONS (lb/size) A — 1498/Mechanical F = 1705/0-5-8 Max Horz A =-167(load case 6) Max Uplift A =-614(load case 5) F =-733(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2859/1116 B-C =-2178/836 C-D =-1846/785 D-E =-2164/818 E-F = -2751 /1042 F-G = 0/77 BOT CHORD A-K =-101812453 J-K =-101812453 I-J = -643/1860 H-1 =-792/2334 F-H =-79PJ2334 WEBS B-K =-103/216 B,I =-6721427 C.1 =-280/385 C-I =-279/253 D4 =-256/360 E-1 =-556/357 E-H =-89/205 NOTES 1) Unbalanced roof live loads have been considered for this design. CSI TC 0.54 BC 0.59 WB 0.65 (Matrix) 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 614 lb uplift at joint A and 733 lb uplift at joint F. 9) This truss is designed in accordance with the 2003 tntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard DEFL in (loc) Vdefl Ud Vert(LL) -0.17 I-J >999 240 Vert(TL) -0.30 I-J >999 180 Horz(TL) 0.12 F n/a n/a PLATES GRIP M1120 197/144 M1120H 148/108 Weight:121 lb Job Truss Truss Type aty Ply Ruud Enterprises / Henderson Spec B03056-5 A09 ROOF TRUSS 2 1 Job Reference (optional) c1vN R1C0 1 pul%nv rpi"oh luMnv rnlw, lu oJVuc YyY 5-0-0 10-0-0 1546-0 21.0.0 26-0-0 31.0-0 33.0-0 _ 5-0-0 6-0-0 546-0 546-0 540 5-" 2-0.0 5x6 M1120= Scale = 1:48.5 4x C 3x8 MI120= D 5x6 M1120= E 5x8 MI120= 1.5x4 M1120 II 5x8 MI120= 10-04 15-" 21-0-0 31-0-0 10-0-0 6-6-0 541-0 10.0.0 LOADING (psf) SPACING 2-M TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 SCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-" oc bracing. REACTIONS (lb/size) A = 1502/Mechanical G = 170110-3-8 Max Herz A —-149(load case 6) Max Uplift A = -096(load case 5) G =-711(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2856/1057 B-C =-23971933 C-D =-20661863 D-E =-2040/858 E-F =-2364/927 F-G =-2792/998 G-H = 0/76 BOT CHORD A-K =-968/2490 J-K = -861/2314 W =-861/2314 G-1 824/2394 WEBS B-K = -4851286 C-K =-293/574 D-K =-5371207 D-J = -41191 D-1 =-557/217 E-1 =-285/551 F-I = 411/241 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=42psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. CSI TC 0.40 BC 0.59 WB 0.61 (Matrix) 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 lb uplift at joint A and 711 lb uplift at joint G. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard DEFL in (loc) Udefl L/d Vert(LL) 0.34 A-K >999 240 Vert(TL) -0.52 A-K >711 180 1-1=471-) 0.13 G n/a n/a PLATES GRIP M1120 197/144 Weight: 121 lb Job Truss Truss Type city Ply Ruud Enterprises / Henderson Spec B03056-5 A10GD ROOF TRUSS 2 Job Reference (optional) o,v,o vvCJ 1 kfunnV rnLW J, IumnV rml.W, {u OJVVL A L W..vV J . Vv . , -V- I... on ........ w, -- . w ...... - ....w..,..---- ..-:,- . 4-0.0 8.0.0 13-0.9 17-11-7 23-0-0 27-0A 314060 33-0.0 , 4-0-0 4-0-0 5-49 4-10-13 5-0.9 4-0.0 4-0-0 2-0.0 Scale=1:43.3 5x8 M1120= 1.5x4 M1120 II 3x8 M1120= 5x6 M1120= C D E F T9 6.00 12 3x4 M1120 3x4 M1120� w1 w1 w1 G B W3 W3 H 4x8 M1120. Q P R O S T N U M V L W X K J 4x8 M1120-z�- 3x4 M1120 II 3x4 M1120= 4x8 Mtl20= 5x6 M1120= 3x4 M112011 3x8 M1120= 3x4 M1120 II 4-0-0 840 13-0.9 17-11-7 2340 27-0.0 31-0.0 4.00 4-0.0 5-0-9 4-10-13 549 4-0-0 4-0-0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-" Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC20031TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. REACTIONS (lb/size) A = 4285/Mechanical H - 4508/0-5-8 Max Horz A =-134(load case 6) Max Uplift A =-2155(load case 4) H --2221(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-8641/4363 B-C =-7693/3958 C-D =-8929/4672 D-E =-8929/4672 E-F =-7827/4067 F-G = -869214461 G-H =-8659/4349 H-1 = 0/82 BOT CHORD A-0 =-3883R646 P-0 =-388317646 P-R =-3883/7646 O-R =-388317646 O-S = -351416891 S-T = -3514/6891 N-T = -351416891 N-U =-4750/9271 M-U =-4750/9271 M-V = 4750/9271 L-V = 4750/9271 L-W = 4750/9271 W-X = -475019271 K-X = 4750/9271 J-K = -0805/7611 H-J =-3805/7611 WEBS B-P =-341/531 B-0 =-895/558 C-0 =-821/1380 C-N =-1424/2727 D-N = -399/152 E-N =-547/251 E-L =-62511045 CSI TC 0.38 BC 0.57 WB 0.82 (Matrix) WEBS E-K =-195411046 F-K =-1434/2586 G-K =-1891380 G-J =-2461110 NOTES 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9251b down and 4341b up at 23-" on top chord. The design/selection of such special connection device(s) Is the responsibility of others. 2) 2-ply truss to be connected together with 0.131'x3' Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 925Ib dawn and 4341b up at 23-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live toads have been considered for this design. 5) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2155 lb uplift at joint A and 2221 lb uplift at joint H. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.33 L-N >999 240 M1120 197/144 Vert(TL) -0.52 L-N >714 180 Horz(TL) 0.13 H n/a n/a Weight: 312 lb 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 20-11-4 to connect truss(es) J1 (1 ply 2 X 4 SPF) to front face of bottom chord. 13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 22-11-10 from the left end to connect truss(es) J1 (1 ply 2 X 4 SPF), K1HJ (1 ply 2 X 4 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 925ib down and 4341b up at 23-M on top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-84, C-F=-84, F-I---84, A-H=-14 Concentrated Loads (Ib) Vert: F=-855(F) M=-337(F) P=-337(F) 0=-337(F) K=-1034(F) 0=337(F) R=337(F) S=337(F) T=-337(F) U=-M7(F) V=-337(F) W=-337(F) X=-337(F) Job Truss Truss Type Oty Ply Ruud Enterprises / Henderson Spec B03056-5 131 FINK 2 1 even .. Job Reference (optional) c- Ann.. 0.... 4.71MnA RJM..1. 1 .I..e{AI..n T..n \Aor 1R in•44•nR 7nng 5�na 1 OrM, VVr_Q 1 k1uMnV rALLJr. luNnV rMLL.J. lu 0.-+UL M a.. -2-0.0 6-9-4 13-40 19.2-12 26.40 2844 r � 2-0.0 6.9-4 6.2-12 6.2-12 6-9-4 2-0.0 Sx6 Mi120= Scale=1:57.6 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purtins. BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. REACTIONS (lb/size) B - 1444/0-5-8 F - 144410-5.8 Max Horz B --158(load case 6) Max Uplift B --654(load case 5) F - -054(toad case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/77 B-C =-2148/834 C-D =-1853/833 D-E =-1853/834 E-F =-2148/834 F-G = 0/77 BOT CHORD B-J =-76011796 I -J =-41111225 H-1 =-411/1225 F-H =-615/1796 WEBS C-I = -4931253 D-J =-399/641 D-H =-399/641 E-H = -4931253 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL= 4.2psf; Category II; Exp C. enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed. Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. D 3x4 M1120= 3x4 M1120= 3x4 M1120= 8-10.3 2 17-1-13 26-0-0 8.10.3 8-3-11 8-10-3 CSI TC 0.51 BC 0.44 WB 0.50 (Matrix) 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 654 lb uplift at joint B and 654 lb uplift at joint F. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard DEFL in (loc) I/deft Ud Vert(LL) 0.20 F-H >999 240 Vert(TL) -0.29 F-H >999 180 Horz(TL) 0.07 F n/a n/a PLATES GRIP M1120 197/144 Weight: 94 lb Job Truss Truss Type oty Ply Ruud Enterprises / Henderson Spec B03056-5 B1 GE FINK 1 1 Job Reference (optional) oivn. vvw i tiumnu rALwr, wArw rnu-, w or+uc .,..�.�, � mar , . �.,,.-. ,.. , �.. ,,.,,,..,,.. .,,.. ...., ...... .....,....,..,. �.........y.. . -2-0.0 6.9-4 13.0-0 - - _- 19-2-12 25-0.0 28 0 0 2.0-0 6-94 6-2-12 4x8 M1120-- 4 5-2-12 6-9 2-0.0 Scale=1:61.3 D 3x4 M1120= 3x4 M1120= 5x6 M1120= 8-10-3 124.8 17-1-13 26-0.0 8-10-3 3-85 4-75 8-10-3 Plate Offsets (X Y): [D:0-2-00-0-01,j1.0-3-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.60 Vert(LL) 0.17 B-N >884 240 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.28 B-N >548 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.00 F We n/a BCDL 7.0 Code IRC2003rrPI2002 (Matrix) Weight:129 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfns. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-M oc bracing: B-N,K-M. WEBS 1 Row at midpt D-K REACTIONS (lb/size) B - K - M - J = H F Max Horz B M Max Uplift B K H F Max Grav B K M J H = F - 98210-5-8 1252/13-5-8 51/13-5-8 27/13-5-8 -1/13-54 106/13-" 474/13-5-8 8) Provide mechanical connection (by others) of truss to bearing Max Grav plate capable of withstanding 470 lb uplift at joint B. 392 lb uplift at B = 982(load case 1) joint K 1 lb uplift at joint I, 2 lb uplift at joint H and 206 lb uplift at K - 1252(load case 1) joint F. M = 97(load case 2) 9) Non Standard bearing condition. Review required. J = 38(load case 2) 10) This truss is designed in accordance with the 2003 1 - 61(load case 2) International Residential Code sections R502.11.1 and R802.10.2 H - 108(load case 2) and referenced standard ANSUTPI 1. F - 500(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension LOAD CASE(S) TOP CHORD Standard A-B = 0177 B-C =-1152/436 C-D =-855/435 D-E = 4/304 E-F =-295171 F-G = 0/75 BOT CHORD B-N =-115/199 M-N =-413/238 L-M =-57/330 K-L =-57/330 J-K = 46/155 W = -461155 H-1 = 46/155 F-H = 46/155 WEBS C-N =-508/263 D-N = -393/631 D-K =-931/341 E-K =-527/267 725(load case 1) NOTES -725(load case 1) 1) Unbalanced roof live loads have been considered for this design. 470(load case 5) 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; -392(load case 6) Category II; Exp C; enclosed; MWFRS gable end zone; cantilever -1(load case 1) left and right exposed ; porch left and right exposed; Lumber -2(load case 5) DOL=1.33 plate grip DOL=1.33. -206(load case 6) 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek 982(load case 1) "Standard Gable End Detail" 1252(load case 1) 4) This truss has been designed for a 10.0 psf bottom chord live 97(load case 2) load nonconcurrent with any other live loads. 38(load case 2) 5) All plates are 1.5x4 M1120 unless otherwise indicated. 61(load case 2) 6) This truss requires plate inspection per the Tooth Count 108(load case 2) Method when this truss is chosen for quality assurance inspection. 500(load case 8) 7) Gable studs spaced at 2-" oc. Job Truss Truss Type ay Ply Ruud Enterprises / Henderson Spec B03056-5 62GD DBL. FINK 1 I Job Reference (optional) olnv VYCJ I k1uptnu rmuab lumnu rMLL.7, IU WAUL v. IVH a vvN I, &w, w,lIan Muuoulw, r-0.0 i 5-1-5 8-1-8 9.0.10 13.0-0 16.11-6 E 20-10-11 26-0-0 2-0-0 6-1-5 3.0-3 011-2 3.11-8 9x12 Mll18H k11-0 3-11-6 5.1-6 Scale = 1:62.5 aA F 6x8 MI120 5x8 MII20� 6.00 12 3x4 M1120 � G E 1.5x4 M1120 \\ D W 1 �11ZX4� M1120C _. ,, 2 W 4H B E52Cl) I� 4x8 M1120 -:r, N M O L P O K R S J T U 802 M1120 -5:� 5x6 M1120= 10x10 MI120= 12x12 M1120= 8x10 M1120= 6x12 M1120,z:�, 8x10 M1120= 12x20 M1120-Z:� 5.10-12 8-1-8 10-7-9 154-7 20-1-4 i 26-0-0 5.10.12 2-2-12 2-6.1 4$13 4-8.13 5-10-12 LOADING psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.35 K-L >885 240 M1120 187/144 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.55 K-L >559 180 M1118H 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.14 1 n/a n/a BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 384 lb LUMBER TOP CHORD 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 8 LSL Truss Grade WEBS 2 X 4 SPF Stud/Std 'Except" W1 2 X 4 SPF 165OF 1.5E W1 2 X 4 SPF 165OF 1.5E W4 2 X 4 SPF 165OF 1.5E W3 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 6 DF 1800F 1.6E, Right: 1.5 X 11.88 LSL Truss Grade BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 8.6-10 oc bracing. REACTIONS (lb/size) B = 8384/0-5-8 1 - 10475/0-5-0 Max Horz B = 182(load case 5) Max Uplift B --3781(load case 5) 1 =-4521(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/86 B-C =-17231/7628 C-D =-17075/7660 D-E =-17039/7645 E-F =-14900/6607 F-G =-14769/6487 G-H =-19154/8339 H-1 =-19287/8299 BOT CHORD B-N =-6874/15316 M-N =-6808/15270 M-0 =-6390/14443 L-0 = -6390/14443 L-P =-4665/10872 P-0 =-4665110872 K-0 = -4665/10872 K-R =-5996/14082 R-S =-5996/14082 J-S = -5996/14082 J-T =-7372/17199 BOT CHORD T-U =-7372117199 1-U =-7372/17199 WEBS C-N =-2951156 E-L =-3413/1742 F-L = -0272r7002 F-K =-2930/6651 G-K =-2699/1208 G-J =-227615171 H-J =-3601184 D-M =-69/182 D-N =-295/80 E-M =-2028/4012 NOTES 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42711b down and 2141lb up at 8-1-0, and 16771b down and 711lb up at 24-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 0.131'x3' Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 4 rows at 04-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4271lb down and 2141lb up at 8-1-8. and 16771b down and 711lb up at 24-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3781 lb uplift at joint B and 4521 lb uplift at joint I. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP1 1. 11) Use USP THD26 (With 16d nails into Girder & NA913 nails into Truss) or equivalent spaced at 2-M oc max. starting at 10-0-12 from the left end to 22-0-12 to connect truss(es) A09 (1 ply 2 X 4 SPF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Special hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4271lb down and 2141 lb up at 8-1-0, and 16771b down and 711€b up at 24-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: B-1=-14, A-F=-84, F-1=-84 Concentrated Loads (lb) Vert: J=1484(B) M=-4271(B) 0=-1488(B) P=l484(B) Q=1310(B) R=-1484(B) S=-1484(B) T=-1484(B) U=-1677(B) �v Job Truss Truss Type city Ply Ruud Enterprises / Henderson Spec B03O56-5 C1 FINK 6 1 Job Reference (optional) OIY1t, YYGJ 1 tllJ/1P u rMLLJ), iummu rMLL•7, w o34UL V. IVV .7 JQFJ 1 f GVV7 {YM Ip1� IIIV4QYIQJ, IIIV. I YQ IYICa• •V •V.W.VV �.Yvv • uy.. -2-0.0 64-4 12-2-0 17-11-12 24.4-0 264-0 2-0-0 6-4-4 5.9-12 5x6 M1120= 5-9-12 6.4-4 24)-0 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC20031TP12002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 84-7 oc bracing. REACTIONS (lb/size) B - 1364/0-3-8 F - 1364/0-3-8 Max Horz B --151(load case 6) Max Uplift B --618(load case 5) F --618(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/76 B-C =-20291786 C-D =-1750/785 D-E _-1750/786 E-F =-2029/786 F-G = 0/76 BOT CHORD B-J =-717/1700 ki =-387/1157 H-1 =-387/1157 F-H =-582/1700 WEBS C-1 = 468/240 D-J =-3751607 D-H =-376/607 E-H = -468/240 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C. enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. D 3x4 M1120= 3x4 M1120= 3x4 M1120= 8-3-8 16.0.8_ 24-" 8.3-8 7-9-0 8.3-8 CSI TC 0.44 BC 0.39 WB 0.42 (Matrix) 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 618 lb uplift at joint B and 618 lb uplift at joint F. 6) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard DEFL in (loc) l/defl Ud Vert(LL) 0.16 F-H >999 240 Vert(TL) -0.24 F-H >999 180 Horz(TL) 0.06 F n/a n/a PLATES GRIP M1120 197/144 Weight: 88 lb, Scale=1:57.7 qo Job Truss Truss Type ay Ply Ruud Enterprises / Henderson Spec B03056-5 ClGE ROOF TRUSS 1 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Mar 15 10:53:09 2005 Page 1 -240.0 12-2.0 2440 264-0 2-0-0 12-2-0 12-2-0 2-0.0 4x4 M1120= Scale=1:54.2 H 5x6 M1120= 24 -0 244-0 I� 0 Plate Offsets (X,Y): [B:0-2-10 0-1-81 [N:0-2-10 0-1-81 IV:0-3-0 0-0.01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.06 O n/r 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.07 0 nlr 120 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 N n/a n/a BCDL 7.0 Code IRC2003ITP12002 (Matrix) Weight:103 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) B = U - P = 0 = R - S = T Z = Y - X - W = V - N = Max Horz B = Max Uplift B - P = R S = T = Z = Y X - W = V - N - 375/24-" 196/24-4-0 79/24-4-0 226/24-4-0 189/24-4-0 196/24-4-0 203/24.4-0 79/24.4-0 226/24-" 189124-4-0 196/24-4-0 203/24-" 375124-4-0 -151(load case 6) -147(load case 5) -9(load case 3) -96(load case 6) -64(load case 6) -74(load case 6) -67(load case 6) -9(load case 4) -96(load case 5) -64(load case 5) -73(load case 5) -70(load case 5) -176(load case 6) Max Uplift B P 0 R S T Z Y X W V N Max Grav B U P 0 R S T Z Y X w V N BOT CHORD --147(load case 5) Y-Z = 0/137 X-Y = 0/137 --9(load case 3) W-X = 01137 V-W = 0/137 _-96(load case 6) U-V = 0/137 T-U = 0/137 _-64(load case 6) S-T = 0/137 R-S = 01137 --74(load case 6) 0-11 = 01137 P-0 = 0/137 _ -07(load case 6) N-P = 0/137 --9(load case 4) WEBS _-96(load case 5) H-U = -16510 M-P =-113/43 _-64(load case 5) L-0 =-182199 K-R =-165/84 --73(load case 5) J-S =-167/90 I-T =-184185 _-70(load case 5) C-Z =-113/44 D-Y =-182/99 _-176(laad case 6) E-X =-165/84 F-W =-167/89 G-V =-184/88 375(load case 1) = 196(load case 1) = 85(load case 2) 226(load case 1) 189(load case 8) = 196(load case 1) 212(load case 8) 85(load case 2) = 226(load case 1) 189(load case 7) 196(load case 1) 212(load case 7) = 375(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/75 B-C =-115/56 C-D = -87/78 D-E = -621106 E-F =-60/132 F-G =-60/160 G-H =-63/183 H-1 =-63/174 I -I =-60/127 J-K = -60/80 K-L = -62143 L-M = -55/29 M-N = -82115 N-0 = 0175 BOT CHORD B-Z = 0/137 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL= 4.2psf; Category 0; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=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 Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 cc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint B. 9 lb uplift at joint P, 96 lb uplift at joint O, 64 lb uplift at joint R. 74 lb uplift at joint S, 67 lb uplift at joint T. 9 lb uplift at joint Z, 96 lb uplift at joint Y, 64 lb uplift at joint X. 73 lb uplift atjoint W, 70 lb uplift at joint V and 176 lb uplift at joint N. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type nh+ Ply Ruud Enterprises / Henderson Spec . B03056-5 C2GD DBL. FINK 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FAILS. ID 83402 6.100 S Sep 17 2094 MiTex IncuStnes. Inc. we Hoar 1b 1u:=iu zuob rage 1 4-7-11 B-4-13 12-2-0 15-11- 1 -8 19-" 244.0 264-0 4-7-11 3 9.3 3-9-3 7X10 Ml118H 11" a3-5 3S 13 4-7-11 2-0-0 Scale = 1:58.5 8x14 M1120H= 6x8 M1120= 8x10 M1120= 10x10 M1120H= 3x4 M1120= LOADING (psf) SPACING 2-M TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 6 LSL Truss Grade WEBS 2 X 4 SPF Stud/Std 'Except" W4 2 X 4 SPF 165OF 1.5E W1 2 X 4 SPF 165OF 1.5E W1 2 X 4 SPF 165OF 1.5E, W3 2 X 4 DF 240OF 2.0E WEDGE Right: 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-0 oc bracing. REACTIONS (lb/size) A = 1004210-4-5 (input: 0-3-8) G = 760810-3-8 Max Horz A =-171(load case 6) Max Uplift A - -0422(load case 5) G =-3461(load case 6) FORCES (lb) - Maximum Compress!on/Maximum Tension TOP CHORD A-B =-17814/7815 B-C =-1768317849 C-D =-13696/6105 D-E =-13979/6279 E-F =-15533/7036 F-G =-15694/7010 G-H = 0181 BOT CHORD A-N =-7022115861 N-0 =-7022116861 O-P =-7022/15861 M-P =-7022115861 M-0 = -5722/13038 0-R =-5722113038 L-R =-5722/13038 L-S =-4399/10128 S-T =-4399/10128 K-T =-4399/10128 J-K =-6091/13753 I-J =-6091/13753 G-1 =-6151/13908 WEBS B-M =-2871152 3x6 M112011 54-11 9.10-14 14-5-2 18.2-8 18-11S 24.4-0 5-4-11 44-3 441-3 1-" 2-8-13 5-4-11 CSI TC 0.94 BC 0.88 WB 0.55 (Matrix) WEBS C-M =-2129/4656 C-L =-2409/1115 D-L =-2692/6004 D-K =-317116724 E-K =-3448/1796 F-I =-178198 E-J =-1784/3478 E-1 =-140/177 NOTES 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4271lb down and 2141lb up at 16-2-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) 2-ply truss to be connected together with 0.131'x3' Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 04-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 42711b dawn and 21411b up at 16-2-8 on bottom chord. The design/selection of such special connection devices) is the responsibility of others. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Unbalanced roof live loads have been considered for this design. 6) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11. Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 10) WARNING: Required bearing size at joint(s) A greater than input bearing size. DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.33 K-L >875 240 MI120 187/144 Vert(TL) -0.52 K-L >553 180 M1120H 148/108 Horz(TL) 0.16 G n1a n/a M1118H 141/138 Weight: 294 lb 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4422 lb uplift at joint A and 3461 lb uplift at joint G. 12) This miss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Use USP THD26 (With 16d nails into Girder & NASD nails into Truss) or equivalent spaced at 2-" oc max. starting at 0-8-12 from the left end to 14-3-4 to connect truss(es) A03 (1 ply 2 X 4 SPF) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4271lb down and 2141lb up at 16-2-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-G=14. A-D=84, D-H=-84 Concentrated Loads (lb) Vert: K=-1488(8) J=4271(B) N=-1311(B) 0=-1311(B) P=1311(B) 0=4311(B) R=1311(B) S=1310(B) T=-1484(B) Job Truss Truss Type Oty Ply Ruud Enterprises / Henderson Spec B03056-5 D1 GE ROOF TRUSS 1 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 u.iuu s Sep 1 r 2004 Mi i ex inausures, inc. i ue near is ivar, i i -200 6" 13-0-0 1500 2.0-0 6 &0 6.e-0 2-0-0 4x4 MI120= a i— 13-0-0- 130.0 age Scale=1:31.4 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003rrPI2002 CSI TC 0.38 BC 0.14 WB 0.05 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) -0.06 K nlr 120 Vert(TL) -0.07 K n/r 120 Horz(TL) 0.00 J n/a n/a PLATES GRIP M1120 1971144 Weight: 53lb LUMBER 9) Provide mechanical connection (by others) of truss to bearing TOP CHORD 2 X 4 SPF 165OF 1.5E Max Grav plate capable of withstanding 181 lb uplift at joint B. 201 lb uplift at BOT CHORD 2 X 4 SPF 165OF 1.5E Q - 237(load case 7) joint J. 29 tb uplift at joint O, 8 lb uplift at joint L.103 lb uplift at OTHERS 2 X 4 SPF Stud/Std P = 126(load case 7) joint M, 8 lb uplift at joint R, 102 lb uplift at joint Q and 10 lb uplift at joint P. BRACING FORCES (lb) - Maximum Compression/Maximum Tension 10) This truss is designed in accordance with the 2003 TOP CHORD TOP CHORD International Residential Code sections R502.11.1 and R802.10.2 Structural wood sheathing directly applied or 6-0-0 oc purlins. A-B = 0/75 B-C = -60/53 and referenced standard ANSI/TPI 1. BOT CHORD C-D = -33175 D-E = -43/104 Rigid ceiling directly applied or 1040 oc bracing. E-F =-16/104 F-G =-16/104 G-H = -43191 H-1 = -33/42 LOAD CASE(S) REACTIONS (lb/size) I-J = -60123 J-K = 0/75 Standard B = 365113-0-0 BOT CHORD J - 365113-0-0 B-R = 0189 Q-R = 0/89 O = 33113-0-0 P-Q = 0189 O-P = 0/89 L = 77/134)-0 N-0 = 0/89 M-N = 0189 M = 236/13-0-0 L-M = 0/89 J-L = 0/89 N - 116/13-" WEBS R = 77/13-0-0 F-0 = -3910 I-L =-112/41 Q = 236/13-0-0 H-M =-191/105 G-N =-108/25 P - 116/13-M C-R =-112141 D-Q =-191/105 Max Harz E-P =-108/35 B = 100(load case 5) Max Uplift NOTES B = -181(load case 5) 1) Unbalanced roof live loads have been considered for this J = -201(load case 6) design. O = -29(load case 2) 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; L = -8(load case 3) Category II; Exp C; enclosed; MWFRS gable end zone; cantilever M - -103(load case 6) left and right exposed ; porch left and right exposed; Lumber R = -0(load case 4) DOL=1.33 plate grip DOL=1.33. Q - -102(load case 5) 3) Truss designed for wind loads in the plane of the truss only. P - -10(load case 5) For studs exposed to wind (normal to the face), see MITek Max Grav 'Standard Gable End Detail' B - 365(load case 1) 4) This truss has been designed for a 10.0 psf bottom chord live J = 365(load case 1) load nonconcurrent with any other live loads. O - 33(load case 1) 5) All plates are 1.5x4 MII20 unless otherwise indicated. L - 84(load case 2) 6) This truss requires plate inspection per the Tooth Count M = 237(load case 8) Method when this truss is chosen for quality assurance inspection. N - 126(load case 8) 7) Gable requires continuous bottom chord bearing. R - 84(load case 2) 8) Gable studs spaced at 2-M oc. p J Job r Truss Truss Type Qty Ply Ruud Enterprises / Henderson Spec B03056-5 A ROOF TRUSS 24 1 Job Reference (optional) omv •Vw I %iummi rni-ar. nunnv r/uw. w owvz -2-0-0 8.0.0 2-0.0 8.0-0 1.5x4 M1120 11 C .._..120 11 8-0-0 , Scale=1:36.1 LOADING (psf) SPACING 2-M CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.65 Vert(LL) 0.22 B-0 >413 240 MI120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.41 B-D >228 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code IRC2003/TP12002 (Matrix) Weight: 29lb LUMBER 6) This truss is designed in accordance with the 2003 International TOP CHORD 2 X 4 DF 240OF 2.0E Residential Code sections R502.11.1 and R802.102 and BOT CHORD 2 X 4 SPF 165OF 1.5E referenced standard ANSVTPI 1. WEBS 2 X 4 SPF Stud/Std BRACING LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) D = 351/Mechanical B - 59010-3-8 Max Horz B = 223(load case 5) Max Uplift D --206(load case 5) B --271(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/76 B-C =-160/106 C-D =-297/151 BOT CHORD B-D = 010 NOTES 1) Wind: ASCE 7-98; gOmph; h=25ft. TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed*. MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint D and 271 lb uplift at joint B. c Job Truss Truss Type ally Ply Ruud Enterprises / Henderson Spec B03056-5 AA ROOF TRUSS 4 1 Job Reference (optional) omv wv=Q 1 to immi rMLLJj, dimly rnLw, lu wpwz. LOADING(psf) SPACING 2-" TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress lncr YES BCDL 7.0 Code IRC2003rrPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) C - 198/Mechanical B - 498/0-3-8 D = 41/Mechanical Max Horz B - 179(load case 5) Max Uplift C - -98(load case 5) B - -240(load case 5) D - 41(load case 3) Max Grav C = 198(foad case 1) B - 498(foad case 1) D - 99(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/76 B-C =-125170 BOT CHORD B-D = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp C, enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. A -2-04 5-11-11 2-" 5-11-11 r� CSI TC 0.42 BC 0.25 WB 0.00 (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint C, 240 lb uplift at joint B and 41 lb uplift at joint D. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. LOAD CASE(S) Standard DEFL in (loc) l/defl L/d Vert(LL) 0.07 B-D >971 240 Vert(TL) -0.13 B-D >537 180 Horz(TL) -0.00 C We n/a PLATES GRIP M1120 197/144 Weight:17 lb Scale=1:23.7 Job Truss Truss Type Oty Ply Ruud Enterprises / Henderson Spec B03056-5 J1 B ROOF TRUSS 4 1 Job Reference (optional) u,." •VGJ I 11VAnV rn{.I.Jfs iurnnv r/9LW, IV 0,7W& LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C - 94/Mechanical B - 421/0-0-8 D = 27/Mechanical Max Horz B - 138(load case 5) Max Uplift C --39(load case 5) B --218(load case 5) D --27(load case 3) Max Grav, C = 94(load case 1) B - 421(lead case 1) D = 65(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/76 B-C = -98/30 BOT CHORD B-D = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psfi Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. A -240.0 3-11-11 r - 24-0 3.11-11 n 3-11-11 3-11-11 CSI TC 0.38 BC 0.11 WB 0.00 (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uptift at joint C, 218 tb uplift at joint B and 27 lb uplift at joint D. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard DEFL in (loc) Udefl Ud Vert(LL) 0.01 B-D >999 240 Vert(TL) -0.02 B-D >999 180 Horz(TL) -0.00 C We n/a PLATES GRIP M1120 1971144 Weight:12 Ib Scale = 1:18.2 le •.0 .lob Truss Truss Type Qty Ply Ruud Enterprises / Henderson Spec B03056-5 J1C ROOF TRUSS 4 1 .lob Reference (optional) omn, •rca i ttumnv rn"ar, iur%nv rnua, ILJ oa,4uc LOADING(psf) SPACING 2-M TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. REACTIONS (lb/size) C = -17/Mechanical B - 366/0-3-8 D = 14/Mechanical Max Hoe B - 100(load case 5) Max Uplift C = -17(load case 1) B - -212(load case 5) D = -14(load case 3) Max Grav C = 30(load case 5) B = 366(load case 1) D - 33(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/75 B-C = -83113 BOT CHORD B-D = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11. Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. A CSI TC 0.34 BC 0.03 WB 0.00 (Matrix) -2-0.0 1-11-11 24.0 1-11-11 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint C. 212 lb uplift at joint B and 14 ib uplift at joint D. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard DEFL in (loc) Udefl Ud Vert(LL) -0.00 B >999 240 Vert(TL) -0.00 B-D >999 180 Horz(TL) -0.00 C n/a n/a V. Iuv a uWp If cvv+ 1-4, vn II ---at o.- I - ••- v Qyv . PLATES GRIP M1120 197/144 Weight: 7 lb Scale=1:12.7 10 1 fuss Truss Type B03056-5 1K1HJ IROOFTRUSS 100 s Sep 17 2004 MiTek Industries, Inc. Tue Mar LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 DF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std SPACING 2-" Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TPI2002 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) B = 939/0-8-8 F - 711/Mechanical Max Horz B = 225(load case 3) Max Uplift B - -438(load case 3) F --I06(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0180 B-I =-1185/506 C-1 =-10391522 C,I = -13019 D-J = -59/78 D-E = -1/0 BOT CHORD B-K =-565/1036 H-K =-565/1036 H-L =-557/1029 G-L =-557/1029 F-G = 0/0 WEBS C-H =-165/385 C-G =-1106/598 D-G =-284/154 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -2-9-16 5-7-14 11-3.12 2-9-15 5.7-14 5-7-14 4.24 12 1.5x4 M1120 11 Scale=1:34.8 I .uxy MIILu I I JX4 Muzo= 6-7-14 i 11-3.12 5-7-14 5-7-14 CSI TC 0.91 BC 0.40 WB 0.76 (Matrix) 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint B and 406 lb uplift at joint F. 6) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) Special hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)101b down and 241b up at 5-8-3.1Olb dawn and 241b up at 541-3.1141b down and 821b up at 8-6-2. 114Ib down and 821b up at 8-6-2. and 281b down at 2-10-4, and 281b down at 2-10-4 on top chord, and Olb down and 1lb up at 2-10-4. Olb down and 1lb up at 2-10-4, 31lb down and 131b up at 5-8-3, 31lb down and 131b up at 5-8-0, and 651b down and 271b up at 8-6-2, and 651b down and 271b up at 8-6-2 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-84, O-E=14, B-F=14 Concentrated Loads (lb) Vert: C=-20(F=10, B=-10) H=25(F=13. B=13) J=-229(F=-114 , B=-114) K=1(F--O, B=0) L=-53(F=27, B=-27) DEFL in (loc) f/defl Ud Vert(LL) 0.13 G-H >976 240 Vert(TL) .0.17 G-H >769 180 Horz(TL) 0.01 F We n1a PLATES GRIP MI120 197/144 Weight: 45 lb