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Home My WebLink AboutTRUSSES - 06-00335 - 234 Seagull Dr - New SFR0 0 M BAY AREA UNDER OH OLYMPUS BUILDING GROUP 5' CANT + 2' OH PENA RESIDENCE REXBURG,ID B06086-6 6/12 PITCH, STO HEEL 3/12 VAULT 2' OH, 2' O.C. 35-7-7 LOADING B06086-6 E Al I COMMON 116 I 1 s -24)-0 7-9-0 15-6-0 23.3-0 31-0-0 2-" 7-9-0 7-941 7-9-0 7-9-0 7x10 MI118H= D Q M rIf U 4x12 M1120z= 5x8 M1120= 5x8 M1120= 54 M1120= 7-9-0 15-6-0 23-3-0 31-M 7-M - 7-9-0 7-9-0 7-" LOADING (psf) SPACING 2-" TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Inca YES BCDL 7.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E ,IS 2 X 4 SPF StudlStd , CING TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. WEBS 1 Raw at midpt C-H, E-H REACTIONS (Iblsize) B - 1705J0-" F - 1498/Mechanlcal Max Horz 1 Max Uplift = �� case 5) B 414(ioad case 5) F --294(load case 6) FORCES (lb) - Maximum Compressio (Maximum Tension TOP CHORD A-B = 0/77 B-C =-2610462 C-D =-18531384 D-E =-1855/375 E-F =-27581509 BOT CHORD B-1 =-456=62 CS1 TC 0.80 BC 0.72 WS 0.54 (maw) BOT CHORD H-1 = 458/2260 G-H =-365J2337 F-G =-364/2340 WEBS GI = 01278 C-H a-871A05 D-H =-135/892 E-H =-9551349 E-G = 0/285 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; cantlever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconaurent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) Refer to girder(s) for truss to truss connectlons. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint B and 294 lb uplift at joint F. 7) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and 11802.10.2 and referenced standard ANSI/TPI 1. DEFL In (loc) !/dell Lid Vert(LL) -0.21 F-G >999 240 VMV11) -0.37 F-G >995 180 Hor,c(TL) 0.12 F n/a n/a LOAD CASE(S) Standard PLATES GRIP M1120 197/144 M1118H 141/138 Weight: 114 lb, I� 0 Scale =1:49.0 806086-6 1A I SPECIAL 17 I 1 s -2-0-0 6-5-4 12-5-0 15-" 23-3-0 31-0-0 33-0-0 2-" 6-5-4 5.11-12 3-1-0 7-9-0 7-9-0 2-" 4x8 Mtl20= E o.wl ]z ox-lu Muzu= 5x8 M1120= 3x4 M1120 : 3x4 M1120= 6-54 i 12-5-0 21-" 31-0-0 6-5-4 5-11-12 9_3.8 9-M LOADING (psf) SPACING 24)-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Inxxease 1.15 BCLL 0.0 Rep Stress Inca YES BCDL 7.0 Code IRC20031TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E XBS 2 X 4 SPF StudfStd -Except W6 2 X 4 SPF 165OF 1.5E .. ER BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc pudins. BOT CHORD Rligiid cling directly applied or 7-8-9 oc bracing. WEBS 1 Row at midpi C-K REACTIONS (lb/stze) B - 168910.5-6 H - 1689/Mechanical Max Hors B --180(load case 6) Max Uplift B --411(losd case 5) H --411(load case 6) FORCES (lb) - Maximum CompressWVMaximum Tension TOP CHORD A-B = W3 B-C =-48301892 C-D =-2071M7 CSI TC 0.71 BC 0.84 WB 0.89 (Matrk) TOP CHORD D-E _-1980/483 E-F =-23841519 F-G =-2372/469 G41 =-2631/443 H-1 = OfT7 BOT CHORD B-L =-859/4286 K-L =-84314181 J-K =-166/1479 H-J =-261/2215 WEBS C-L =-345/2075 C-K =-2634/6W D-K =-4161191 E-K =-2541882 E-J =-246/8W F-J =-5791296 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; Lumber DOL=1.33 plate gip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load noncorxxnrrennt with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Bearing at joint(s) B considers parallel to grain value using ANSVTPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint B and 411 lb uplift at joint H. DEFL In (loc) I/deft Ud Vent(LL) -0.42 K L >882 240 Vert(TL) -0.67 K-L >549 180 Hors(TL) 0.34 H Na Na 7) This truss Is designed In accordance with the 2003 International Residential Code secdians R502.11.1 and R80Z 10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLATES GRIP M1120 1971144 Weight: 126 lb Scale =1:52.9 806086,6 Al B I SPECIAL 111 -2-0-0 7.9-0 15-" 21-04 26-6-8 31-M 33-" 2-" 7-9-0 7-94) 5-6 4 6-64 4-5-8 2-0-0 6x8 M112D= 54 M1120= 6-9-0 13-" 20-" 26-6-8 2 31-" 6-9-0 6-9-0 6-64 6-64 0.5-8 4.0-0 LOADING (psf) SPACING 2-" 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 SOT CHORD 2 X 4 SPF 165OF i.SE 2 X 4 SPF ShxUStd'Except* YS W5 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-3 cc purlins. BOT CHORD Rigid caging directly applied or 6-0.0 cc bracing. REACTIONS (lb/size) B = 1417/0-5-8 1 - 1965/0.5.8 Max Horz B - -180(load case 6) Max uplift B - 378(toad case 5) 1 - -580(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = W3 B-C = 3771/743 C-D =-2472/445 D-E =-14881313 E-F =-1639/280 F-G = -488M G-H = 0175 BOT CHORD B-L =-716/3323 CSI TC 0.76 SC 0.67 WB 0.91 (Matrix) BOT CHORD K4. =-748/3276 J-K =-177/1528 hl = 4XW567 G-1 =-7301529 WEBS C-L = 01288 C-K =-11421461 D-K =-23711504 D-i =-4031111 E-J = -4431221 F-1 =-39=146 F-I =-16861449 NOTES 1) Unbalanced roof live loads have been considered for this 2) Wuxi: ASCE 7-98; 90mph; h-251t TCDL= 4 2W. BCDL=4.2pst; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever fait 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 nonconourrerd with any odw live loads. 4) Bearing at Joints) B considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing Plate capable of withstardtng 378 lb uplift at Joint B and 580 lb uplift at Joint 1. 6) 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. DEFL In Voc) Vdefl Lid Vert(LL) -0.31 K-L >999 240 Vert(TL) -0.52 K-L >603 180 Ho z(TL) 0.31 1 n/a Na LOAD CASE(S) Standard PLATES GRIP M1120 197/144 Weight:118 lb Scale=1.49.3 N 2 A 0 806086-6 Al GE I GABLE LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 -2-0.0 15-6-0 2-0-0 15-6-0 31-0-0 33-0-0 15-6-0 2-" 4x4 MI120= SPACING 2-0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC20031TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E I ERS 2 X 4 SPF SWStd HERS TOP CHORD Structural wood sheathing dire* applied or 6-0.0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10." oc bracing. REACTIONS (lb/size) B - 392/31.0-0 AA - 177/314)-0 AC = 195/31-" AD 119ml-" AE - 195131-" AF - 1991314).0 AG - 18313l-" AH - 2431314060 Z - 195/31-0-0 X - 196131.0-0 W = 195/31-0-0 V = 199151-0-0 U = 183/31-0-0 T - 243131-0.0 R = 392/31-0-0 Max Horz &ngnued oripage 2 -181(load case 6) CS! TC 0.38 BC 0.09 W8 0.19 (Matrix) Max Horz B = -181(load case 6) Max Uplift B - -1 Woad case 5) AC - 463(Ioad case 5) AD = -74(ksad case 5) AE - -710oad case 5) AF - -67(load case 5) AG - -"load case 5) AH - -49(load case 5) Z - -58(load case 6) X - -75(load case 6) W = -71(load case 6) V - -67(load case 6) U - 4W(load case 6) T - 48(load case 6) R - -150(load case 6) Max Grav B - 392(load case 1) AA 177load case AC - 203(load case 7) AD = 196(load case 1) AE = 195(load case 7) AF - 199(toad case 1) AG - 183(load case 1) AH - 244(load case 7) Z - 203(load case 8) 3x4 M1120= 3x4 M1120= 31-0-0 31-0-0 DEFL in Poe) t/defl Ud Vert(LL) -0.05 S Nr 120 Vert n) -0.08 S n/r 120 Haz(TL) 0.01 R n/a Na Max Grav X - 1960oad case 1) Wfoad case 8) V - 199(load case 1) U - 183(load case 1) T - 244(load case 8) R - 394oad case 1) FORCES Ob) - Maximum Compressiontmaximum Tension TOP CHORD A43 = 0175 B-C =-152157 C-D =-143169 D-E =-921101 E-F =-58/126 F-G =-601153 G-H = 4W/179 H-1 = 40207 1-I = -60=7 J-K =-60/218 K-L = 40177 L-M = 410/128 M-N = -60/82 N-0 = -W51 O-P = .66126 P-0 = -67/15 -100/3 R-S = 0175 BOT CHORD B-AH = 0/166 AG-AH = 01166 AF-AG = 0/166 AE-AF = 01166 AD-AE = 01166 AC -AD = 0/166 AB AC = 0/166 AA�AS = 0/166 Z-AA = 0/166 Y Z = 0/166 X Y = 0/166 W-X = 01166 V-W = 0/166 Iq 0 PLATES GRIP MI120 1971144 Weight: 144 lb Scale =1:49.4 BOT CHORD U V = 0/166 T-U = 01166 R-T = 0/166 WEBS J-AA = -149/0 t-AC = -1741W H-AD =-169/91 G-AE =-167187 F AF =-172/88 E-AG =-150/84 D-AH =-223/102 K-Z =-174/75 L-X =-169/92 M-W =-167186 N-V =-172/88 O-U =-150185 P-T =-223/101 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 and zone: cardever left and right exposed; Lumber D0L=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads In the plane of the truss ordy. 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 rawmrxxrrrent with any other live loads. 5) All plates are 1.5x4 M1120 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-" oc. Job Truss Truss Type Oki -Ply Olympus Bldg Gro;#Pena Residence B06086-6 Al GE GABLE 2 1 BMC WEST(IDAHO FALLSI_ IDAHO FALLS. in Rum Job Reference (optional) NOTES 8) Provide mechanical comeollon (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint B, 63 lb uplift at joint AC, 74 lb uplift at joint AD, 71 lb uplift at joint AE, 67 lb uplift at joint AF, 83 lb uplift at joint AG, 49 lb uplift at joint AH, 58 lb upid at Joint Z, 75 lb uplift at joint X 71 lb uplift at joint W. 67 lb uplift at joint V. 84 lb uplift at joint U, 48 lb uplift at joint T and 150 lb uplift at Joint R. 9) This truss is designed In accordame with the 2003 International Residential Code sections R50Z 11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard 5.200 s Feb 212005 MTak Industries, InC. Thu Jun 151 0448.35 2006 Page 2 B06086-6 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 131 GD I COMMON 11 -2-0-0 44-0 8-8-0 13-0-0 174-0 21-8-0 26.0.0 28-0-0 2-" 44-0 44-0 44-0 44-0 4-4-0 4-4-0 240-0 8x10 M1118H= I - - -- - - - -- •, r469u,- 14ac Mncu- wo M1120= 5x6 M112011 12x12 M1120- 44-0 1 8-8-0 13-" 174-0 21-8-0 26-0-0 44-0 44-0 44-0 44-0 44-0 44-0 SPACING 2-0-0 CSI Plates Increase 1.15 TC 0.98 Lumber Increase 1.16 BC 0.81 Rep Stress Ina NO WB 0.95 Code IRC2003/TP12W2 (Maw) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except' T12 X 4 DF 240OF 2.OE. T12 X 4 DF 240OF 2.0E �T CHORD 2 X 6 LSL Truss Grade JBS 2 X 4 SPF SW&Std •Except' W3 2 X 4 SPF 165OF 1.5E W 12 X 4 SPF 165OF 1.5E W3 2 X 4 SPF 165OF 1.5E WEDGE Left: 1.5 X 9.5 LSL Truss Grade. Right 1.5 X 9.5 LSL Truss Grade BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ((bfsize) B - 10286/0-5-8 H - 10405/0-5-8 Max Horz B = 160(load case 5) Max Uplift B = -2170(load case 5) H - -2194(load case 6) FORCES (lb) - Maximum Compressi n%iaximum Tension TOP CHORD A-13 = 0182 B-C =-1971413925 C-D =-16096/3250 D-E =-1215612492 E-F =-1216SC492 F-G --1605613242 G-H =-19698/3924 H-1 - 0/82 BOT CHORD B-0 =-3529/17469 N-0 =-3529/17459 N-P =-35M17346 P-0 =-3509/17346 M-0 = -3509117346 M-R =-2865114347 R-S =-2865/14347 L-S --2865/14347 L-T =-2761114310 T-U =-2761114310 K-U =-2761/14310 K V =-3359117336 V-W =-3359117336 J-W =-3359117336 J-X =-3380/17449 X-Y =-3380117449 H-Y WEBS = -3380/17449 C-N = -678130W C-M =-3376fM D-M =-978/4928 D-L =-498811103 E-L =-20NIO361 F-L = 49=1092 F-K =-968f4875 G-K =-34071731 G-J =-W2/3094 DEFL In (foe) Udefl Lld Vert(LL) -0.42 K L >732 240 Vert(M) -0.66 K L >461 180 Horz(TL) 020 H n1a Na NOTES 1) 2-ply truss to be connected together with 0.131 W 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 - 2 rows at 0.&0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) 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. 3nbalanced roof live loads have been considered for this desigm 4) Wind: ASCE 7-98. 90mph; h=251t; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C. enclosed: MWFRS gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load ronconou rent with any other fire loads. 6) All plates are MT20 plates unless otherwise indicated. 7) The following johnt(s) require plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection: E. 8) Provide mectranical connection (by others) of truss to bearing plate capable of withstanding 2170 lb uplift at joint B and 21941b uplift at joint H. 9) This truss is designed In accordance with the 2003 international Residential Code sections RIZZI1.1 and R802.10.2 and referenced standard ANSVTPI 1. PLATES GRIP M1120 187/144 MI118H 1411138 Weight: 332 lb Scale=1:45.0 10) Use USP THD26 (With 16d nails Into Girder & NASD nails Into Truss) or equivalent spaced at 2-M oc max. starting at 2-0-12 from the left and to 24-0-12 to connect truss(es) Al (1 ply 2 X 4 SPF) to back face of bottom chord. 11) Fill all nail holes where hanger is In contact with lumber. LOAD CASE(S) Standard 1) Regular. Lumber Inaease=1.15. Plate Increase=1.15 Uniform Loads (pIQ Verb A-E=-84. E-I=-84. B-H=-14 Concentrated Loads (Ib) Vert: N=-1484(B) 0=-1484(B) P=-1484(B) 0=-1484(B) R=-1480) S-- 1484(B) T=-1484(B) U=-1484(B) V=-1484(B) W=-1484(S) X=-1484(8) Y=1484(B) B06086.6 BIDE I GABLE A e.Zuu s Feb 21 ZU05 Wek Industries, Inc. Thu Jun 1510:48:38 2006 Page 1 -2-0-0 13-0-0 26-0-0 28-0.0 2-0-0 13-" 13-0-0 2-0-0 44 M1120= Scale=1:44.4 1.5x4 M1120 II 1.50 M112011 1.5x4 M1120 II 1.5x4 M112011 1.5x4 M1120 II 1.5x4 M1120 II 1.5x4 M1120 II 5x6 M1120= 1.5x4 M112011 1.5x4 M1120 II 1.5x4 M112011 1.5x4 M112011 26-0-0 26-0-0 LOADING (psQ TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-M Plates Increase 1.15 Lumber increase 1.15 Rep Stress Incr NO Code IRC20031TPI2002 CSI TC 0.38 BC 0.11 WB 0.14 (Matrix) DEFL Vert(LL) V01M) Horz(TL) In (loc) -0.06 0 -0.07 0 0.01 P Vdefl Ud nlr 120 nlr 120 rya nfa PLATES GRIP M1120 197/144 Weight 113 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E Max Uplift X FORCES (Ib) - Maximum CompressioniMaximum Tension 2) Wind: ASCE 7-98; 90mph: h--25R; TCDL=4.2psf; BCDL=4.2psfi Category II; Exp C; enclosed; MWFRS gable end ERS 2 X 4 SPF Stud/Std Y --65(load case 5) --74(load case 5) TOP CHORD A-B = 0/75 B-C =-122163 zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. -, CING 70P CHORD AA - - -g cod ) 0( case 5) C-D = -73188 =-58/118 D-E F-G = -70/93 =-58/145 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Structural wood sheathing directly applied or 6-0-0 or. putlns. AS V =-27(load case 4) --62(load case 6) G-H W = -W172 = -%W185 H-1 J-K =-581193 = "Standard Gable End Detail" BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. U --76(load case 6) K-L = .68194 L-M -58/142 = -08/52 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. S _ -65(Ioad case 6) -90(load case 6) M-N O-P = -61127 = -91/33 N-0 P-0 = -09/20 = 0/75 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-" oc. REACTIONS (lblsize) B - 381r26." R P -26(load case 3) --1620oad case 6) BOT CHORD B-AB 7) Provide mechanical connection (by others) of taus to bearing W - 178/26-" Max Grav Z-AA = 01145 = 01145 AA AB Y Z = 01145 = 0/145 plate capable of withstanding 131 lb uplift at joust S, 65 lb uplift at X Y 195/26-" B = 381(load case 1) X-Y = 0/145 W X = 01145 joint in 90 lb uplift at joint X, , 27 l uplift at joint Y. 65 lb uplift uplift joint AA, 27 lb uplift at joint AB, 621b uplift at joint V. 76 lb uplift at - Z - 197/26-" 194/26-0-0 W X = 178(load case 1) - 203(load case 7) V-W T-U = 0/145 = 0/145 U-V S-T = 01145 = 0/145 joint U, lb,uplift at joint 90 lb uplift at joint S, 26 [b uplift at AA - AS 202/26.0-0 Y - 197(load case 1) RS = 0/145 P-R = 01145 n b uplift at joint 8ru This nt R tss Is 162 Idesiggned Inoaccordance with the 2003 = U = 188126-0.0 AA _ 194(load case 7) 2020oad case 1) WEBS I-W = -15(/0 H-X =-175/82 International Residential Code sections R502.11.1 and R802.10.2 and roWenoed standard ANSVrPI 1. T = 197/26-" 194426-0-0 AS V - 188(load case 7) - 2030oad case 8) G-Y E-AA = -168M =-164/91 F-Z CAB =-169166 =-185/82 S - R - 202/2&" 188126-M U T = 197(load case 1) - 194(load case 8) J-V L-T = -17W9 = AW86 K-U M-S =-168191 =-164191 LOAD CASE(S) Standard P = Max Horz 381126.0.0 S - 202(load case 1) O-R =-186/81 R - 188(load case 8) B - 158(load case 5) P = 381(load case 1) NOTES Max Uplift B - -131(load case 5) 1) Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Qty Ply Olympus Bldg GnMup/Pena Residence B0608" D1 GE GABLE 1 1 I BAAC WEST MAW! FAI I C► rnAkn am i c rn auM Job Reference (optional) 6.200 a Feb 212005 M7ek Industries, Inc. Thu Jun 1510:48:39 2006 Page 1 -2-0-0 fi-6-0 13-0.0 15-0-0 2-0-0 6-6-0 6-6-0 2-U 04 M1120= Scale=1:23.2 LOADING (psQ SPACING 2-0-0 CS! TCLL 35.0 Plates Increase 1.15 TC 0.38 TCDL 7.0 Lumber Increase 1.15 SC 0.13 BCLL 0.0 Rep Stress Inca NO WS Q.05 BCDL 7.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF SkxUStd ytructl,Nro.RD ural Wood sheathing directly applied or 64W oc pudins. BOT CHORD Rigid ceilEng directly applied or 10-0-0 oc bracing. REACTIONS Qhfsize) B - 374/13-0-0 H - 374113-M L = 168113-" M - 219/13-0-0 N = 134/13.0-0 K = 219/13-0-0 J - 134/13-0.0 Max Horz B - 100(load case 5) Max Uplift B - -174(load case 5) H - -193(load case 6) M = -95(load case 5) N - -17(load case 4) K - -94(load case 6) J - -17(load case 3) Max Grav B - 374(load case 1) Max Grav H - 3740oad case 1) L 1680oad case 1) 2260oad case N - 134(load case 1) K = 226(load case 8) J - 134(load case 1) FORCES (ib) - Maximum CompressiorVMaximum Tension TOP CHORD A-13 = W5 B-C = 4LV56 C-D = -5M83 D-E =-57/107 E-F =-57/100 F-G = -W49 G-H = -8310 H-1 = 0/75 BOT CHORD B-N = 0189 M-N = W89 L-M = am K-L = 0/89 J-K = O/89 H-J = 0/89 WEBS E-L = -148/0 D-M =-183197 C-N =-148/62 F-K =-183/95 G-J =-148162 NOTES 1) Unbalanced roof live loads have been considered for this desigrL 13-" 13-" DEFL in Qoc) Vdafl Ud PLATES GRIP Vert(LL) -0.06 1 n/r 120 MI120 197/144 Vert(TL) -0.07 1 rVr 120 Hort(TL) 0.00 H n/a n/a Weight: 47 lb 2) Wind: ASCE 7-98; 90mph; h=25tt; TCDL=4.2psf; BCDL=4.2pst. Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wWnd 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 toad nonconaiment with any other live loads. 5) Gable requires cortlrxuous bottom chord bearing. 6) Gable studs spaced at 2-" oc. 7) Provide Inechan>iral cormectlon (by others) of truss to bearing Plate capable of withstanding 174 lb uplift at joint B,193 lb uplift at joint H, 95 lb uplift at joint M,17 Ib uplift at joint N, 94 lb uplift at joint K and 17 lb uplift at joint J. 8) This truss Is designed in accordance with the 2003 International Resklentlal Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI I. LOAD CASE(S) Standard Iq 0 Job Truss Tnrss Type Qty Ply Olympus Bldg GrouplPena Residence 606086.E E1GE COMMON 1 1 BMC WEST (IDAHO FALLS). IDAHO FALLS. tD 83402 Job Reference (optional) v.cvv a , cV c, cvvN m I On Mfuu*uw*, ww. mu furl is 7u:48:47 "un rage i -2-" i 5-2-12 9-0-0 12-94 18-0-0 20-0-0 2-" 6-2-12 3-9-4 3-9-4 5-2-12 2-0-0 56 M112D II 8x10 MI120 5-2-12 9-M 12-94 1 18-0-0 5-2-12 3-9.4 344 0-2-12 5-M Scale: 3/8"=1' rca*e 1unseM MY): tB:o,3-B,o-z-o�. r6:1-3-10 0-2-6>I. [C:O-4.0-2-01 [E:0-34 o-2-0a [F•1-3-10 0.2-81 [F-11-M 0-2-0)K0.6-o Edael LOADING (psQ SPACING 2-0-0 CSI DEFL In (loc) lideft L/d PLATES GRIP TCLL 35.0 TCDL 7.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.15 B-J >999 240 M1120 187/144 Lumber Increase 1.15 Sc 0.90 Vert(TL) -0.24 B-J >637 180 BCLL 0.0 Rep Stress Incr NO WS 0.77 Hocz(TL) 0.04 H Na n/a BCDL 7.0 Code IRC20031TPI2002 (Matrix) Weight 125Ib l-UMOCK TOP CHORD 2 X 4 DF 240OF 2.0E SOT CHORD 2 X 8 LSL Truss Grade I S 2 X 4 SPF 165OF 1.5E -Except- W2 2 X 4 DF 240OF ZOE. W2 2 X 4 DF 240OF 2.0E ERS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 6 DF 1800F 1.6E, Right: 2 X 6 DF 180OF 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2.0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lblsize) B - 5707/05.8 H - 56&%U-" Max Horz B - 126(load case 5) Max Uplift B - -1411(load case 5) H - -1424(load case 6) Max Grav B - 5816(load case 7) H = 5685(load case 1) FORCES ((b) - Maximum CompresslonRAmimum Tension TOP CHORD A-B = 018E B-C =-7641/1608 C-D =-3685/783 D-E =-3613f798 E-F =-4681760 F-G = 0184 BOT CHORD B-Q =-1438/6783 Q-R =-1438/6783 J-R =-1438/6783 JS =-1438/6783 bS =-1438/6783 I-T = -607153E H-T =-6071536 F-H =-607/536 WEBS C,I =-80813765 C-1 =-4281/998 D-1 =-617/3043 E-1 =-995/4328 E-H = -455611158 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=41.2pst, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever 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 skids exposed to wind (normal to the face). see MJTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconaurent with any other live loads. 5) Gable studs spaced at 2.0.0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1411 lb uplift at joint B and 1424 lb uplift at joint H. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R50Z 11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) Use USP THD26 (With 16d nails Into Girder & NA91) nails Into Truss) or equivalent spaced at 2-00 oc max. starting at 1-0-12 from the left end to 11412 to connect truss(es) A1A (1 ply 2 X 4 SPF) to back face of bottom chord. 9) Fill all nall holes where hanger Is In contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bad* (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Irxxease=1.15 Uniform Loads (plf) Vert A-D=-84, D-G=84, B-F=-14 Concentrated Loads (Ib) Vert: J=-1484(B)1=1484(B) Q=1675(B) R=-1675(B) S=-1484(B) T=1484(B)