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Home My WebLink AboutMiscellaneous Plans 2010-10-22 Hip Truss [tV ~ t({ 2- I~IPIY, Page 1 of4 Catalyst C:~stom Homes (18744) MAS ----~- ] JObR'f"'""(~.L-___~___= __~- 7,240 s Jun 18 2010 MiTek Industries, Inc, Fri Oct 2214:05:332010 PilQe t ID:RG20HzprStEKULcFoLe_lsybO?X-QvqMINlo0708dqXWEmcZxMg9GDD2ldEUJ9pFpDyQpJW ~~ I ~1J 2i5~55 ~~~ --7-~~~ ' " 1~~~4~::~--~- --I;;~--~=_~- The Truss Co ,5umnerWAI Eugene OR, TP 1--.-- tU1----~J~-~ Truss Type Scale;311S"=1' ,,8 3x4= 2 3,5 _~-------...G:J 16 0=\'1 2x4 II 4 ~ ,,8 J, 11l 9,00r'Ef ~___f., T1 ,,.. 1 ff~-==---- ~' ---wr~- 14 3x411 W4 .W4 TO ~ 17 JL ~~==~[~ ~ 3x5==: 2x411 Q 11 Q 13 4x4= 19 9 4x4= 1----- ~~---- -Prate~se~Df~:140--=2:O]-[~764l:rti:i4fI5:64:-;2-6:241~8&1:111fl'0-2-13,0-1-8) [g:-O:-2-:OCi-l::r2T.Tf6~1--=120--=1=81]13:O=--j:fio-1-121 ------ LOADING (psf) I SPACING 2--0--0 CSI DEFL In (loc) I/den Ud PLATES GRIP TClL 25.0 I Plates Increase 1.15 TC 0.78 Vert(LL) -0.1710-12 >999 360 MT20 1B51148 TCDl 8.0 I lumber Increase 1.15 BC 0.70 Vert(Tl) -02910-12 >999 240 BCll 0,0 . I Rep Stress lncr NO we 0.65 Horz(Tl) 0.08 8 nla nla BCDl 7.0 --1 Code IRC2006fTP12002 (Matrix) Weight: 1731b FT = 0% - ~~-l '4< 1---~_!:_?~11 7.7_11 ~ ,,~ "~ """ 6-4-15- 27-1-IJ ~ 'aN ~,~ 7--4-15 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO,2 WEBS 2 X 4 HF NO.2 .Except" 1N3: 2 X 4 HF/SPF Stud/STD, W1: 2 X 6 HF No,2 BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-10-15 oc purtins, except end verticals, and2..{)-O ocpurtins (3-3-10 max.): 2-5. Rigid ceiling directly appliedor7-5-7ocbracing. 1 Rowatmidpt 3-10 REACTIONS (Ib/size) 14=17651Mechanical, 8=178610-5-8 Max Horz14=-212(lC 3) Max Uplift14=-292(lC 4), 8=-309(lC 3) FORCES (Ib) - Maximum CompressionlMaxlmum-Tension TOP CHORD 1-2=-2251/426,2-15=-2365/566, 3-15=-2365/566, 3-16=-22461549, 4-16=-2246/549. 4-5=-2246/549, 5-6=-2089/431, 6-7=-158/29, 1-14=-1712/324 BOT CHORD 13-14=-2551345,13-17=-419/1700, 12-17=-419/1700, 11-12=-588/2365, 11-18=-588/2365, 10-18=-588/2365, 10-19=-283/1572, 9-19=-283/1572, 8-9=-861207 7-8=-86/207 . WEBS 2-12=--39711051,3-12=<-5471338,4-10=--4741264, 5.10=-367f1064, 6-tF-37711383, 1-13=-39111413,6-8"-1724/397.2-13=-43/128,5-9=-30/127, 3-10=-217/72 NOTES 1} Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-05; 100mph; TCDl=4.8psf;BCDl=4.2psf, h=25tt; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zona; cantilever left and right exposed; end vertical left and right exposed; lumber DQl=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)" This truss has been designed for a live load of20.0psf on the bollom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bollom chord and any other members, with BCDl = 7.0ps!. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connecUon (by others) of truss to bearing plate capabie of withstanding 292 Ib uplift at joint 14 and 309lb uplift at joint 8 B) This truss is designed in accordance with the 2006 International ResidenUal Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI 1. 9) Design assumes 4x2 (ftat orientation) punins at oc spacing indicated, fastened to truss TC w/2-101j nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to suppa" concentrated load(s) 1221b down and 291b up at 7-9-13, and 100 Ib down and 341b up at 14-0-0. and 100 Ib down and 341b up at 16-0-0 on top chord. The design/selection Of such connection device(s) is the responsibility of others 11) This truss is designed for a creep factor of 1.25. which is used to calculate the total load denection. The building designer shall verify that this parameter fils with !he interu;fed use of lhis component 12) In the LOAD CASE{S) section, loads applied to lI1e face of the truss ara noted as front (F"J orbac": (8) LOAD eASElS) Standard 1) Regular: lumberlncrease=1.15, PJatelncrease=1.15 Uniform loads (plf) Vert. 1-2=-66 2-5=-66 5-7=-66 13-14=-14 13-17"-54,12-17=-14,12-18=-54,18-19=-14.9-19=-54,7-9=-14 Concentral~loadsilb) , , . Vert:2=-12215=-100(F) 16=-100{F) ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valld for use with Mitek connectors. This design is based only upon parameters shoWl!, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of camponellt is responsibility of building designer. Bracing shown is for ]ateral support of individual web members only. Additiona] temporary bracing to illsure stability during construction is the responsibility of the erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erC(;tion and bracing consult ANSlffPI I Quality Criteria,DSB-89 and BCSI J Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537]9 ['00-' riU"- "[TN" typo-:. ~8:_~~~.D_ _. ____E,____~,__ Special Tr~5S The Truss Co. Sumner WA I Eugene OR. TP Page 2 of4 LX' 1 ~:bt::::':::t::O::I~:S~87~~_MAS_-~-l 7.24QsJun 182010 MiTek Industries, Inc. FriOct2214:05:34201Q Page 1 ID:zpybVpbYNLztKaEokZJmZ3ybO?p-u60IyjJQZRwJ _6joT8oUZDIAdaG1 ?leYpYpLgyQPJV ~it~_-t--2t~8 ~1~74 'f--t:;?~--t-;t~-I I~-~t~ 15_2_11 7-.&-7 5x5::: Scale = 1:71.2 90-9112 3xS II 3xl0'::::-. 3x6 ~ 2x4 II 3x6::: 5x8 124 I r--D--:::J -~l---U--Gl__C:J~_r;l_i2---E1 r:.l:-r-;-Ch- ~d 11---- --~:;~:---3,-'19r 20' S -, - ~ ~ WI]' ,'~ /".:. '!;-;' ':m' ',W4 I~ = 18 21 17 22 1El 15 3X6::: 2x411 3x6::: 3x8::: .T4 6. -,! 3,4 8 \" \Vf7 ,,'I' \\ ". ,. /.' ,/'/ /Y" '/ ,/ / r 'T,< '-...:- I~ " ~ \\ 4" ',,' 9 --~-~~W1D> 10 - ~ 12 1'13x5::: 5x5= 2x4 II o I" ~ \., 14 13 2x411 4x8::: 1--- f----~~ 15-2.11 m 35-1-0 n.2o(] !;-11{; ".,. m ~,. j::jl:14 ~,~ 5-2.14 3$l~s.o 1)-2_12---1 .____~ __"_n_______ -Plate Offsefs(x YfW53:O"6-i::eila:-6T12 01 8J [{fa 1 801 12([10-02130 , 8JJ12~O:2=a 0 2-41116:0-2-8 0 1-81 LO T T 8 8 - -- -- -. -- -. -- --. ADING(psf) SPACING 2-0-0 CSI OEFl in (lac) !JdefJ Ud PLA lES GRIP CLL .25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.2116-17 >999 360 MT2Q 185f148 CDl 8.0 Lumber Increase 1.15. 8C 0.63 Vert(TL) -0.3714-16 >999 240 ell 00 . RepStress Incr NO WE 0.98 Horz(TL) 0.11 11 n/' ni, CDl 7.0 Code IRC2006rrP12002 (Matrix) Weight: 1821b FT = 0% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 'NEBS 2 X 4 HF/SPF StudlSTD "Except" W1: 2X 4 HF Stud, W2,W4,W6: 2X4 HF No.2, W10: 2X 6 HF NO.2 REACTIONS (Ib/size) 18=1648/Mechanical, 11=164310-5-8 Max Horz18=-319{LC 3) Max Uplift18=-462(lC 3), 11=-313(lC 6) BRACING TOP CHORD BOT CHORD WE8S JOINTS Structural wood sheathing directly applied or 4-0-7 ocpurfins, except end verticals, and 2-0-0 oc puriins (2-10-9 max.): 1-6 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Rowatmidpt 2-18,6-13 1 Brace at Jt(s): 1 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1.18-=-228/115, 1-2=-52n1, 2-3=-2617/568, 3-19=-2617/668, 4-19=-2617K$68, 4-20=-26171668, 5-20=-2617/568, 5-6=-2618/668, 8-7=-1700/380, 7-8=-1708/362 8-9=-17751301 9-10=-75/13 BOT CHORD 18-21=c243/1879. 17-21=-24311879,17-22=-24311879, 16-22=c243/1879, 15-16=-31012312,14-15=-31012312, 13-14=-31112310, 12-13=-116f1333,11-12=_14/85.10_11=_14/85 'NEBS 2-18=-2275/616,2-17=01285,2-16=-259/918, 4-16=-678/326, 6-16=-181/484, 6-14=0/185, 6-13=-1918/455, 7-13=-422/1726, 8-13=-155/142, 8-12:.237/68,9-12:-10711282,9-11=_1563/348 NOTES 1) Unbalanced roof live loads have been considered lor this design. 2) Wind: ASCE 7-05; 100mph; TCDl"'4.8psf; BCDl=4.2pst, h=25f1; Cal. II; Exp B; enclosed; MWFRS (Iow-lise) gable end zone; cantilever left and right exposed, end vertical left and right exposed: lumber DOL=1 .33 plate grip DOl=1.33 3) Provide adeqUate drainage 10 prevent water ponding 4) This lruss has been designed for a 10..0 psfbottom chord live load nonconcurrent with any other live loads 5) . ThiS truss has been deSigned for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDl = 7.0ps!. 6}Refertogirder(s}fortrusstotrussconnections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4621b uplift atjoinl18 and 3131b uplift at joint 11. 8) ThiS truss is designed in accordance With the 2006 Intemational Residential Code sections RS02.11.1 and R802.10.2 and referenced standard ANSlfTPI 1. 9) Design _aSSumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to lruss TC wI 2-10d nails. 10) Hanger(s) or other connection device(s) Shall be provided sufficient to support concentrated load(s) 100 Ib down and 341b up at 14-0-0, and 100 Ib down and 34_lbupat 16-0-0 on top chord_ The designtselectlon of such conneclion device(s} iSlhe responsi bilily of others. 11) ThiS truss IS deSIgned for a creep factor of 1.25, which is used 10 calculate the total load deflection. The building desi!jner shall verify that this parameter fits wilh Iheintended use of this component. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASEIS) Standard 1) Regular. lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7=-66, 7-10=-66: 18-21=-14, 21-22=.54,10-22=-14 ConcentraledloadS{lb} VerI: 19:-100{F) 20=-100(F) ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL. NOTES ON THIS TRUSS ORA WING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown. and is for an illdividual buildingcomponellt to be installed and loaded vcnically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility orrhe ereclor, Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSlrrPI 1 Quality Crileria,DSB-89 and DCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, \VI 537!9 l~~~~~-~~~~ The TrussCo_. --I~:::GR -- -- ---:-- j:';::,::~,"" Sumr.:e;.WA-/ Eugene-OR~TP_n - -- ----~-----. --- Page 3 of 4 1~V-]"'----C'''1Y''-Cu''umHum~'.(18. i44'.'>I".".--. . -----..' -------'/ .~__~___L_____ 2 Job Referenca 0 lional)_____ _ . ._____~_ _ _ .__. 7.240 sJun 182010 MiTek Industnes, Inc. FriOcI2214:05:372010 pa.se 1 ID:RG20Hzpr8tEKULcFoLe_lsybO?X-Jg4talLlrMIZ6SrITchV5CruFraZENW4EnnTy?yQpJS ~,. ~~~~~-~ ~!;~- -+-'-~i~~--+~~-l -'0.-11-.0 I---~~~-~j- - 1~L-1----.!4~~--+-_ ~,. ,.. 5x5 ~. 5x8 Scale" 1:75,1 9.00112 ......, 7298 30 7 .' ';' ~JfJL~' ~2 4x5:::: 2x411 ~ ~ di I ~r.:! ~ i 2x411 4x50:Nailed 3x6 "". 1 Nailed NaiJed2Nailed Nailed r~C;;T1~_~m~8:v; 1'1 w,.. ; J:>>W2 . ~1~I:t'---II 213132 332034 35 19 36 2x4 II Nailed 4x8 = Nailed 2x4 II Nailed I-Nailed.-.--Narrea~a-----Nililed Nailed 26 Nailedl 2" 5 6 27 --;;~~"l Wi' ~~ '. -, :;,/ 5x8-::- T3 3x8::: , Nailed l.,c_ _ '-':;, WS,:" 17 15 14 o I" ~ 16 5x8:::2x411 35-1-0 N3ueiJ'THuLo , 371638 4x8::: 13 4x8= 4x4= 4X4 _ f----_~_2..;_ "" 10.2-11 ... 1~1Q 4-\).14 ~,. 'fli--l~ttJf-----~~,\\5 ~:;~ 'Q.ll.{1 ~~ ~2~r54_----{1!-i1-l !..;.-:9 " -Plale Offsets"(.X?) tT02:<foTT2j]S-'03..o 0 2-8f[S:-0-=4:O-0-2=4Jl9-=-0112-ij 1-81 [10'0 T..aO-2:on:2"cfo-=3-o-0 2..Q( LO TC TC BC BC -- , , I ADING{psf) SPACING 2-0-0 CSI OEFL '0 (lac) Ildeft Ud PLA lES GRIP LL 250 Plates Increase 1.15 TC 0.59 Vert(LL) -0.2216-18 >999 360 MT20 1851148 DL 8.0 Lumber Increase 1.15 BC 0.66 Vert(Tl) -0.3716-18 >999 240 LL 0.0' RepSlresslncr NO . WE 0.95 Horz(TL) 0.06 12 of, 0" DL 7.0 Goda IRC2006fTPI2002 (Matrix) Weight: 425 Ib FT:O% - LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 6 HF No.2 WEBS 2 X 4 HF/SPF StudlSTD "Except' 1ff7,W6: 2 X 4 HF No,2, W11: 2X6 HF NO.2 . REACTIONS (Iblsize) 21=22621Mechanical, 12=208110-5-8. Max Horz21=-274(LC3) Max Uplif121=-1158(LC 3}, 12=-712(LC6) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins {4-11-11 max.}: 1-6,7-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing JOINTS 1 Brace at Jt(s): 1 FORCES (Ib) - Maximum Compression/Maximum Tension II TOP CHORD 1-21=-2186/1119, 1-22=-254011199, 22-23=-254011199, 23-24=-2540/1199, 2-24=-2540/1199, 2-3"-2540/1199, 3-25=-254011199, 4-25=-2540/1199,4-26=-562212330, 26-27=-562212330, 5-27=-562212330, 5-28=-562112329, 6-28=-5622/2329. 6-7=-263411009, 7-29:-20781862, 29-30=-2078/862.8-30:-2078/862,8-9=-23921920, 9-10=-224Bm3, 10-11=;167/55 BOT CHORD 21-31"'-195/188,31-32=_195/188, 32-33=-195/188, 20-33=-195/188, 20-34=c179814389, 34-35=-179814389, 19-35=-179814389, 19-36=-1798/4389, 36-37=-179814389, 18-37:-1798/4389, 18-38=-1732/5105, 17-38=-1732/5105: 16-17=-1732/5105, 15-16=-1730/5095, 14-15=-525/1883,13-14=-506/1732,12-13=-40/139,11_12=-40/139 , WEBS 1-2!F-1516/3164, 2-20=-430/350, 4-2!F-2363J986, 4-19=01171, 4-18=-467/1603, 5-1~-534/31B, 6-18=-5621737, 6-16=-55/290, 6-15=-3979/1530, 8-15=-46811191,9-14=-211/329,9-13=-474/204, 10-12:-18781679, 10-13=-4~911649, 7-15=-564/1304, 8-14=-421102 NOTES 1) 2-ply truss to be connected together with 10d (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 - 2 rows at 0-9-0 oc. webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 ce. , 2) All ioads are considered equally applied to all plies, except if noted as Iront (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 3} Unbalanced roof live loads have been considered for this design 4) \iVind: ASCE 7-05; 100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft Cat. II: Exp B; endosed; MWFRS (low-rise) gable end zona; cantilever left and right exposed: end verlicalleft and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water pending. 6} This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live ioads 7) . This truss has been designed for a live load of 20.0psf on the bottom chord in atl areas where a rectan9ie 3-6-0 tall by 2-0-0 wide will fit between tl1a bottom chord and any other members 8) Refer to girder(s} for truss to truss connections , 9) Provide mechanical connection (by others) 01 truss to bearing plate capable of withstanding ;1158 Jb uptift at joint 21 and 7121b upilft at joint 12. 10) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502. 11.1 and R802.10.2 and referenced standard ANSlrrPI 1. 11} Design assumes 4x2 (flat orientation) punlns at oc spacing indicated, fastened to truss TC w/2-10d nails. 12) ~:~k~::e~~~~~o~~~~~ nails into Girder & NA90 nails into Truss) or equivalent at 16-1;4 from the left end to connect,truss(es) J12GR (1 pl~ 2 X6 OF) to 13} Fill all nail holes where hanger is in contact with lumber. 14) "Nailed" indicates 3-10d or 3-12d common wire toe-nails. For more details rafarto MiTek's ST-TOENAIL Detail 15) Hanger{s) or otl1er connection device(s) shall be provided sufficient to support concentrated load{s) Sib down and 231b up at 25-2-0, 41b down and 611b up 25-8-0, and Sib down end 231b up at 26-3-3, and 100 Ib down and 34 Ib up at 16-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. . , 16) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits ContmtllltllerirJjlggetl use of this component. ' ! WARNING! VERIFY DESIGN PARAMETERS AND READ AL.L. NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid lor use with Mitek connectors. This design is based only upon parameters sh'own_ and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dining construction is the responsibility of the ereClor, Additional permanent bracing oflhe overall structure is the responsibility oflhe building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSIITPI I Quality Criteria,DSB-S9and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofuo Drive, Madison, WI 53719 F-------r' ....--,'''"t". E~4~~_------E~G~__~SpeciaITruss The Truss Coo. SumnerWA I Eugene OR, TP Page 4 of4 1 Catalyst cus.tom.".omes (18. 744) 'MA.S -~.- ... --J 2 JobReferen~(2P'!iona!L___~_______ ______ _H _____n 7.240 s Jun 182010 MiTek Induslnes, Inc. Fn Oct 22 14:05:372010 PaJle 2 ID:RG20Hzpr8tEKULcFoLe_lsybO?X-Jg4taJLlrMIZ6SrJTchV5CruFraZENW4EnnTy?yQpJS lOAD CASE{S) Standard 1) Regular: Lumberlncrease=-1.15, Platelncrease=1,15 Uniform Loads (plf) Vert: 1-6=-66,6-7=-66, 7.;a=-66, 8-11=-66,.11-21=-14 Concentrated Loads (Ib) Vert: 3=-34(8)8=12 4:-34{B) 19=-8(8) 22=-34(8) 23=-34(8) 24=-34(8) 25=-34(8} 26=-34(8) 27=-134(F=-100, 8=-34) 28=-100(F) 29=12 30=-1 31=-8{B} 32=-8(8) 33=-8(8) 34:::-6(8) 35=-8(8) 38=-8(8) 37=-8(8) 38=-929(B} ! WARNING! VERWY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEf'ORE USE. Design valid for IIse with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erecior. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSlffPI I Qualily Criteria,DSB-89 and DeSI I Building Component Safety (nfonnation available from Truss Plate Institute, 583 D'Onofiio Drive, Madison, Wl 53719