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Home My WebLink AboutB13-0161 truss plans approved DESIGN CRITERIA: Roof Live Load (Si Roof Dead Load IBC/IRC Edition - SPECIAL INSPECTIC a. No special s structural en NOTE: a. The design : in this desig SIMPSON H5, TYP. � BRG. � �n P I � e� V� � _° g o �� _ �� J � . �Z� O p i U_ �� ; �b ' �sU �/ � d i i i� N � .,..� � � o c� '° rd `� c� � o � �'-+ � U .,.., � � � .., c� � � .--� C�2 � � dp�,�py TDH trarn by JMO d�ed by TDH ieeued PERMIT OS/24/13 eheet S1 JOB ¥1302-05 �--� � � � I � l� -- � � ,.�� ---� � 6 �..� � � � 4 ��-� � � -- ��-� M�Tek MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re: 6714 2841 BASINGDALE The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Trusfab,Inc.. Pages or sheets covered by this seal: I20600347 thru I20600350 My license renewal date for the state of Colorado is October 31,20l 3. Lumber design values are in accordance with ANSI/TPl 1 section 6.3 These truss designs rely on lumber values established by others. `7�N�'� C�t �/al� �=i1lE1�/ED �� ,� o�o��NFG�STF�� `�i�� '�m9� x . - �:�� f:� k�t�. � sl��1 ___. __ -- ? 28176 ; � - . :�� . ., ,_��, -09�� :�� C-- 0�..�� .��c, , . � Fs •• .. • G May 30,2013 Fox,Steve The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility ofthe building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Pty 2841 BASINGDALE i206003a7 671a A MoNO 18 ' ob Reference o tional TRUSFAB,INC.,New Castle,CO 81647 7250 s Jan 25 2012 MiTek Industries,Inc.Thu May 30 09:02:42 2013 Pa9e 1 I D:t880iV9?jOFkRNvdtHJU9Dzda06-OSpRfcQzziUxOpOtsglUNFh5BNPrTpoTnVupovzBMHx 18-7-0 243-0 _�_q_p 6-6-0 12�0-4 6-6-t2 5-8-� 1 4 0 6_6_0 5-6-4 4x8 ��le=1:447 3.50 12 G 3x4% F 5u6% 5x8% E D v � M N � 3�c6 % C B �A � I H L K 4xG = 3x4 = 5x6= 4� — 1.5x4 I I 5x8 = _6- �0 6-6-12 5'8'� 6-6-0 5-6-4 Plate Offsets X Y: K:0-3-8 0-2-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 100.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.06 B-L >999 360 MT20 169/123 (Roof Snow=100.0) Lumber Increase 1.00 BC 0.32 Vert(TL) -0.12 B-L >999 180 TCDL 10.0 Rep Slress Incr YES WB 0.81 Horz(TL) 0.03 H n/a n/a BCLL �0 � Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.01 B-L >999 240 Weight:134 Ib FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 DF 2100F 1.SE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 2100F 1.8E end verticals. WEgg 2 X 4 SPF 2100F 1.SE'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: G-H:2 X 6 DF 2100F 1.8E,C-L,F-I:2 X 4 WW Stud 6-0-0 oc bracing:I-K. REACTIONS (Ib/size) B=1529/0-5-8 (min.0-2-0),K=3405/0-3-8 (req.0-5-6),H=1135/0-5-8 (min.0-1-8) Max Horz B=268(LC 9) Max Uplift B=-103(LC 9),K=-235(LC 9),H=-109(LC 9) Max Grav 6=1556(LC 2),K=4210(LC 2),H=1699(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/53,B-C=-1760/0,C-M=-163/570,M-N=-155/705,D-N=-148/887,D-E=-1264/0,E-F=-982/0,F-G=-315/165, G-H=-688/63 BOT CHORD B-L=-173/1465,K-L=-173/1465,J-K=-677/0,I-J=-677/0,H-1=-65/943 �g$ C-L=0/249,C-K=-2226/179,D-K=-3274/229,D-1=-70/1812,F-1=-816/702,F-H=-1325/94 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft;B=36ft;L=49ft;eave=6fl;Cat.II;Exp C;enclosed;MWFRS(all heights);Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=100.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf 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. �POQ R E(j�s 7)WARNING:Required bearing size at joint(s)K greater than input bearing size. ��.••.� J' 8)Bearing at joint(s)H considers parallel to grain value using ANSIITPI 1 angle to grain fortnula. Building designer should veriry Q�••J�N E �:•��Q capacity of bearing surtace. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 Ib uplift at joint B,235 Ib uplift at V�;�'�� •:O joint K and 109 Ib uplift at joint H. � ' • 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � 2$l 7 � • • LOAD CASE(S) Standard _ � • � � • �• �� ;x • ;�i�11PL' ' G � � .�`l�r�� S ONA1-E ' `'�` � May 30,2013 ers and RBAD NO78&ON7HIS dND INCLUDSD 177TEK RSF PiGFJC1-7473 BSFORS USS. �� A WdRNfNG-Verlf�!dasign pm�m�et �� Design valid for use onN�th MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parame}ers and proper incorporation of component is responsibiliN of building designer-noi truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing io insure stability dunng consiruction is ihe responsibillity of the erectoc Addi}ional permanent bracing of ihe overall s}rudure is ihe responsibility of ihe building designec For general guidance regarding �q515 N.Outer FoRy Suite iF300 fabrication,quality con}rol,sbrage,delivery,ereciion and bracing,consult ANSI/TPII Qualily CrMeda,DSB-89 and BC51 Building Component Cheste�eld,MO 63017 qak��m v�(�vaih�e�fr�Trfu�ss�Pluatee�lnsstl�}u}�S YeLe�e�free�eSS��3 J0%2o13 byALSC 22314. Job Truss TN55 Typ2 Q�y Ply 2841 BASINGDALE 120600348 a � 6714 A-cAB 2X6 DROP Job Reference o tional 7.250 s Jan 25 2072 MiTek Industries,Inc.7hu May 30 09:03:12 2013 Page 1 TRUSFAB,INC.,New Castle,CO 81647 ID:t8BOtV9?jOFkRNvdtHJU9Dzda06-WDdnysnouwGhdRhec_IXb_xllTieVNBuhA9PsAzBMHT 243-0 243-0 2x4 I I Scale=1:45.6 3.50 12 Zxq II M 2x4 I I � 2x4 II K 2x4 II pXq II � 4x6% I 2x4 II G H 2x4 II F � 2x4 I I Z E r 2x4 I I � 2x4 I I � B A v � d N 3x4% Y X yy V U TS R � P O 1.5x4 II 1.5x4 II 1.Sx4 II 1.5x4 II 1.5x4 II 3x4 = 1.5x4 I I 1.5x4 I I 1.5x4 II 1.5x4 II 3x6 = 1.5x4 II 4-- 243-0 DEFL in (loc) I/defl L/d PLATES GRIP , LOADING (ps� gpACING 2-8-0 CSI _ nla 999 MT20 169/123 TCLL 100.0 TC 0.21 Vert(LL) n/a Plates Increase �� g� 0.08 Vert(TL) Na - Na 999 (Roof Snow=100.0) Lumber Increase 1.00 TCDL �� Rep Stress Incr NO WB 0.81 Horz(TL) 0.00 N Na Na Weight:127 Ib FT=20% BCLL 0� x Code IRC2009/TPI2007 (Matrix) BCDL �� gRACING LUMBER TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2 X 6 DF 2100F 1.SE end verticals. BOT CHORD 2 X 4 SPF 2100F 1.8E gOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �gg 2 X 6 DF 2100F 1.8E OTHERS 2 X 4 VWV Stud REACTIONS (Ib/size) a��0)4R=639 24-3-0,(mOn.0-11710)4S=640m24-3-0,(m n�0-11710)4U=640/Z14-3-01(mOn�0-1671�0)4V=6 37 214-3-0 1(mOn�0-11�-10),W 667m24-3-0 (min.0-11-10),X=465/24-3-0 (min.0-11-10),Y=1144/24-3-0 (min.0-11-10) Max Horz A=326(LC 9) Max Uplifl N=-27(LC 9),0=-39(LC 9),P=-55(LC 9),Q=-51(LC 9),R=-50(LC 9),S=-51(LC 9),U=-50(LC 9),V=-51(LC 9),W=-51(LC 9),X=-39(LC 9),Y=-89(L 9) Max Grav N=384(LC 2),A=474(LC 2),0=796(LC 2),P=927(LC 2),Q=8g8�LC 2),R=883(LC 2),S=887(LC 2),U=891(LC 2),V=763(LC 2),W=667(LC , X=465(LC 1),Y=1144(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension .�,'; TOP CHORD A-6=-321/164,B-C=-271/40,GD=-247/82,D-Z=-217/9,E-Z=-211177,E-F=-188/111,F-G=-15919,G-H=-152/709, H-1=-130/109,I-J=-124/109,J-K=-125/108,K-L=-136197,L-M=-112/94,M-N=360/35 BOT CHORD A-Y=-1/7,X-Y=-117,W-X=-117,V-W=-117,U-V=-1/7,T-U=-1/7,S-T=1/7,R-S=-117,Q-R=-�n,P-Q=-tl7,O-P=117, �/� N-0=-1/7 _ -- WEBS L-0=-746/68,K-P=-873/61,J-Q=-835/78,I-R=-829/77,H-S=-834/77,F-U=-837/77,E-V=-711/77,D-W=-607/80, r-� C-X=-438/59,B-Y=-1029/131 ,. - NOTES �� )Wind:ASCE 7-05;90mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=36fl;L=49f1;eave=2fl;Cat.II;Exp C;enclosed;MWFRS(all heights);Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Indus ry P�p R EG� Gable End Details as applicable,or consult qual'rfied building designer as per ANSI/TPI 1. �•••••••.••S,T 3)TCLL:ASCE 7-05;Pf=100.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;C1=1.1 � 4)Unbalanced snow loads have been considered for this design. �•�`��N E.�`•.,C9 5)Gable requires continuous bottom chord bearing. V��Gj� �y�',�� 6)Gable studs spaced at 2-0-0 oc. • �o��G • 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide : p v � will fd between the bottom chord and any other members. � �� 9)Bearing at joini(s)N considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should ver'rfy '�9: •� capacity of bearing surface. 10)O,55 b upl ft at jo nt Pn51 bl uplrft a�t j ent Q f50 Ib upl fl at j ntRt 51a1b uplift at joint S,609b uplift atljo ntlU n5 Nlb3uplifl atl jo nt V nt �FS •ON Al. G 51 Ib upl'rft at joint W,39 I b up li ft a t j o i n t X a n d 89 Ib u plrft at joint Y. May 30,2013 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design o f t his truss. LOAD CASE(S) Standard �� PdGB li9f-7473 BBJ�'ORS USS. A WdRMN�'r�Verify drsign parmioeten and R&!D ND78S ON 77ffS dND INCL[1DBD►dTFX RBFSRBNCB �� Design valid for use onN`�'�ih M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �'�e� Applicability of design parame}ers and proper incorporaiion of component is responsibility of building designer-not iruss designer.Bracing shown erect r.eAddihP'o�al pelrma ent Ibrac g orf h er ovelrYall sirudct�e Isf}hePesp nbbil ty of�ihe bu d ng des gner.9 o�general gu dance regardin'g of the Cheslerfieltl,MO 63017 fabrication,quality coMroL storage,delivery.erection and bracing,consult ANSI/iPll QualNy CrHeda,DSB-89 and BCSI Building Component 14515 N.Ouler Forty SuRe#300 $afe1y1n1amallon availablefromTrussPlatelnstitut�.��Le��fre�KS�u�o31�2��x13�.��22314. M Soutl�em ine I�)�*��'s��i/'ied.1lK des� JOb TrtlSS TNSS Type Qty Ply 2841 BASINGDALE 120600349 s7ta e MoNO 16 � Job Reference o tional TRUSFAB,INC.,New Castle,CO 81647 7250 s Jan 25 2012 MiTek Industries,Inc.Thu May 30 09:0324 2013 Page 7 ID:tBBOtV9?jOFkRNvdtHJU9Dzda069XMKTzwJ3cn_3HbxJV WL4 WQHJJiyJpAfR231 HTzBMHH 6-6-0 12-2-0 -1-4-0 5-8-0 1-4-0 6-6-0 Scale=125.5 4u6 - 6x8% D 3.50 12 4u6% C m N O I � e B � d F E t.5x4 �� 4�_ 5n6= _� � -- 6-6-0 5-8-0 Plate Offsets X Y: D:0-3-4 0-4-0 E:Ed e 0-1-12 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 100.0 plates Increase 1.00 TC 0.52 Vert(LL) -0.11 B-F >999 360 MT20 169/123 (Roof Snow=100.0) Lumber Increase 1.00 BC 0.49 Vert(TL) -0.16 B-F >885 180 TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.05 H n/a n/a BCLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Wind(LL) 0.01 B-F >999 240 Weight:61 Ib FT=20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 DF 2100F 1.8E TOP CHORD Struclural wood sheathing directly applied or 4-7-1 oc purlins, except BOT CHORD 2 X 4 SPF 2100F 1.8E end verticals. y�gg 2 X 4 SPF 2100F 1.8E*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-F:2 X 4 WW Stud OTHERS 2 X 6 DF 2100F 1.8E REACTIONS (Ib/size) B=1795/0-5-8 (min.0-2-11),H=1282/0-3-8 (min.0-1-8) Max Horz B=138(LC 9) Max Uplift 6=-147(LC 9),H=-102(LC 9) Max Grav B=2115(LC 2),H=1642(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD A-6=0I53,B-1=-3165/74,I-J=-3081/74,C-J=-2920/92,C-D=-534/2,E-G=-47/1126,D-G=-47/1126 BOT CHORD B-F=-170/2759,E-F=-170/2759 y�g$ GF=01257,GE=-2694/166 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft;6=36ft;L=49ft;eave=6ft;Cat.II;Exp C;enclosed;MWFRS(all heights);Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=100.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs non-concurtent with other live loads. 5)This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR between the bottom chord and any other members. PPOQ R E(�`�s 7)Bearing at joint(s)H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify •��• J. capacity of bearing surtace. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 147 Ib uplift atjoint B and 102 Ib uplift at ��.0�lG��N E•it`O��9FO joint H. • 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ; n��G • . L V • • • LOAD CASE(S) Standard ' -09; :4 : 'r� o�,�... . ..�ate: !!� '� � ONA1-� ��.� � ��y May 30,2013 AWdRM1YG�Verify daign pm amateia m+d READ NO78S ON 7NIS AND INCLUDBD H7T8K RSF�E PdGB 1i91-7473 BBFORB USS. �� Design valid for use onN�}h MTek connectors.This design is based only upon parame}ers shovm,and is for an individual building component. Applicability of design parameters and proper incorporation of component i:responsibility of building designer-not iruss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during consiniction is ihe responsibillity of ihe erector.Additional permanent bracing of the overall s}ructure is ihe responsibility of ihe building designer.For general guidance regarding iq515 N.Outer Forty,Sude#300 fabrication,quality conirol,storage,delivery.erec}ion and bracing,consuB ANSI/TPII�uallly CrMeria.DSB-89 and BC51 Butldiny Component ChesteReld,MO 63017 qa�5o ri�ern P'vk(5�vaikr I�Mle�fro�mtT��ss�Pla�te�lnss}�}��Le�re�N�u��/Oi/2013 tyr AtSC 22314. i • TNSS TypO Qty Ply 2841 BASINGDALE 120600350 Job Truss i6 � 6�1a C STUe MoNO ob Reference o tional 7250 s Jan 25 2012 MiTek Induslries,Inc.Thu May 30 09:03:41 2013 Page 1 TRUSFAB,INC.,New Castle,CO 81647 ID:t8BOtV9?jOFkRNvdtHJU9Dzda06-9ot11 n7_3qwabuPCpZJKG5eCi9asoUH9MBgR0_zBMHO 6 5� 12-t-0 6-5-0 5-8-0 Scale=1:43.0 C 3.50 12 3x6% B Sx12 = � J A � ab � — H � G � F E D .. 3�c6 �� 4u6 = 4� — 6-5-0 5-5-0 Plate Offsets X Y: A:Ed e 0-1-12 pLATES GRIP DEFL in (loc) I/defl L/d LOADING (ps� gppCING 2-0-0 CSI Vert(LL) -0.02 E >999 360 MT20 169/123 TCLL 100.0 plates Increase 1.00 TC 0.47 Vert(TL) -0.05 E-F >999 �8� (Roof Snow=100.0) Lumber Increase 1.00 BC 0.18 TCDL ��0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.03 � ��a ��a Weight:86 Ib FT=20% BCLL �� Code IRC2009ITPI2007 (Matrix) Wind(LL) 0.00 E >999 240 BCDL 10�0 BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2 X 6 DF 2100F 1.8E end verticals. BOT CHORD 2 X 4 SPF 2100F 1.SE gOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �g$ 2 X 4 SPF 2100F 1.8E'Except' C-D:2 X 6 DF 2100F 1.SE,B-E,A-E:2 X 4 WW Stud OTHERS 2 X 6 DF 2100F 1.SE REACTIONS (Ib/size) D=1403/0-5-8 (min.0-1-8),H=1297I0-38 (min.0-1-8) Max Horz H=118(LC 9) Max Uplift D=-141(LC 9),H=38(LC 9) Max Grav D=1748(LC 2),H=1527(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD A-1=-1 2 6911,I-J=115313,B-J=-1098�14,B-C=282/147,C-D=-616/61,F-G=0/102,A-G=0I102 BOT CHORD E-F=-1021264,D-E=-97/1055 �gg g-E=440/150,B-D=-1489I139,A-E=0/960 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25f1;B=36ft;L=49f1;eave=6ft;Cat.II;Exp C;enclosed;MWFRS(a heights);Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=100.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf botlom chord live load nonconcurtent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf 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. 6)Bearing at joint(s)D,H considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should ver'rfy P�0 R EG� capacity of bearing surtace. P•��.•••.��5)' 7)Provide mechanical connection(by others)of truss to bearing plate capable of wfthstanding 141 Ib uplift at joint D and 38 Ib uplift at �O. ��N� F�F� joint H. V�.��' D,�;�p 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • ' 28176 ' LOAD CASE(S) Standard ' � • • • • • ..��w.�+'Y Y�n��'�.. �iA� �� C/ � l � --/1' ��.c�.••. �.��:.�, �o � NAI. � �°;�� - / � May 30,2013 A WdRM1YG-V�+'�JY daign parmaders m+d RSdD NO78S ON 7NIS dND fNCLUDSD 197FX RBFSRFXCB PdGE!Y!-74T3 BBFORE USB, ��' �Appgcab I ty of design parameters and proper lncorporat on of componePt is e pons b fty of ti iu Id�g des gn�erinnot�truss de's glner�Bradngs hown MiTek• ----- is for lateral support of individual web members only.Additional iemporary bracing to insure stability during construction is ihe responsibillity of ihe erector.Additional permanent bracing of ihe overall structure is ihe responsibility of}he building designer.For general guidance regarding ChesteKeltl,MO 63017 fabricaiion,quality conirol,storage.delivery,erection and bracing,consul} ANSI/iPll Qua1Ny CrHeria.DSB-89 and BCSI Bulldin9 Component 14515 N.Outer Forty,Suile#300 gaM�y�niwmallon available hom Truss Plate Institut�e.7�81YeLe�Qree�KVU��01�2013 by AlSC223�4. 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